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Home My WebLink About70 Development Permit 532 Callaway DormsDEVELOPMENT PERMIT PERMIT NO. 532-A CALLA WAY WOMEN'S DORMITORY FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 3.489 acre tract in the J.E. Scott League Lot 1 of the Callaway Subdivision OWNER: Callaway Development Corp. 1250 N.E. Loop 410 Suite 800 San Antonio, Texas 78009 210-822-0200 DRAINAGE BASIN: Whites Creek TYPE OF DEVELOPMENT: SITE ADDRESS: George Bush Dr. This permit is valid for site construction as shown on the approved plans. This permit is not vailid for private offsite improvements. 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 inside the special flood haz.ard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of City of Hege Station that apply. j Date Contractor Date 08 /11 /98 14 :56 FAX 409 69J 4243 MD G pp0 )')-- MUNICIPAL DEVELOPMENT GROUP 2551 Tt!.xas Av1'. Sou.th, Ste. A • College Station., T e.:cas 77840 • 409-693-5359 • FAX: 409-693-1143 • EMA/L:mifgcs@gte.net Engineering, Surveying, Planning and Environmental Consultants 7tt;r/-~'IC/t.£ FAX# NO. PAGES TO FOLLOW {5 DATE ~~~~~~~~- TO ~UL J.4\si?Arz I Ee Httw If there i.s a problem with this tra.smission, please call us at 409 693-5359 CONDIFENTIALITY NOTICE: This facsimile message and accompanying communieations and/or documents are intended for the excusive and confidential use of the individual or entity to wlzicli the messge is addressed. COMMENTS QNCE WE :TimE rr'AI w£ ~..Cl EVER QU12 /~7 fffrr111 fe~ "!He rrhrr--J f/'2r\JFwl1Y 6\l-r@>-iC.E. . 1K()c7 >85 CHsNGW :a7£JI?. J fwc.v oN H/c ~m~ {Gcg A-11oc~w &.!VY?11 ), A77'1Cf±H? atJ Pwrr=. -GJ I~ o ult 0 i.61AI1j L f£?t GzN c/-f? i-A 7 £ -(2) l'b o u e_ 1?£ cc.ome.N¥?8? K'e.-~E.51&\J '4111H &d Aeecrr o......s/J L Jf.7AJ L . I &.u@'fE. 11-112 farGN vJ/Ll W&t-1( &rraz ~ ttJl7W !41001 ft_~e~'f~1i4N llGlFF1Q . fl@E L.£-r hlE-/C./Vow C)..}f-fA1 YDu ((?1tJJ( SD :r C4"1 46-1 If.ft'!::> 'FrlVA'-//'J~C. -ro tJe.. fu.SCHKf. -r r-lirJ ILSJ 08 /11 /98 14 : 56 FAX 409 693 4243 M D G ~002 1::.1. EJ I I EXISTING 4·2" R .C .P . . ?l'-.--~)TOHM SEWER L EXISTING 18" R.C .P . STORM SEWER \ EXISTING 42" R.C.P. STORM SEWER I I EXISTING 113" R.C .P. : _____ :~-:~-~i~ .. j~'54::=E __ :_~~ ·----~ -----l:IE -· -·----·--~·-·-=· ~--: =~-=·:=-~ ·-==·-=--===--==--s<Fr5T ·-=--:::::==-___:---: _.::=:: ~----8 . -: . --===----· ·_ f·H4l-==--------- -·-·---·-----·---·--------.... -·-----·---·-.. ·-----· --"",6. -r·=~-. ----. ·-----·-· -1 r--· -·----·-·--.. ·----··-·-· -- ----,_ l--:1 --l'=====~= 11 ~ I I \··~. \ I I (~ (!) (~) @ (!:) ' · .. \ I I \ ·. . ' . ·.. I ·.. I~ . • ~ .. --·-- 0 00 ....... ..... ..... ....... «> 00 §I 0 0 «:.> TYPICAL CONCRETE CUREJ REMAINS EVEN (LAY-DOWN CURB) CUHB & GUTTER -~ 1--WITH SLOPll'JG RAMP ·--~-~~-F~ -~~-=~ -=r-=~:----·---·~·:~-. -:;r-·-·---·-·---------~_;---:-~"-:;---~~-:-;~:~d ~ 6' -Q" J --·--. · '<I· 4 . . ."i . .· . . •I . . . -----·· .G l =--J~-~~; __ ,l ~>-/ '""',,( ~?.~:~~{~~~ ~:~: ~-·~ .. 10- UGHT BROOM FINISH ---<::-:::::::::::::---.. !:l t """ (WITH SCORING) ", '-JS' BACK OF_ _ '~ \ CURB -~~ \ '\\ I ~~i~; --·---·~ \\ DRIVEWAY \' ----. ~ .. -~ '\ .. · ~· 1· CURB TR1\NSITION t ------· (TOP TO REl\4AIN ~ -------" SAME El.£1/ATION AfJ T /C) ·---. I I j :?J> 6' WIDE REINFORCED --1_,.,., CONCRETE SIDEWALK --r----'-L-..1-- (SEE SIDEWALK DETAIL) N.T.S. PICAL CONCRETE CURB & GUTTER 1§1 0 0 ""' 08 /11 /98 14 :56 FAX 409 693 4243 M D G Permit to Construct Access Driveway Facilities on Highway Right of Way Farl'l'I 105e (~.!". 12-se) PreY'lou:; version:; are oc:iso1e1e. To: Callaway Developwen~ Cor~~ i'"1W'f. Control FM 2347 3138 Permit No. Section 009 !4J 005 The Tex2.s Department cf Trzns~c~.aticn , hereinafter called the State, hereby authorizes lALLgwA'f Oeru.cfmEN"i Coge . hereinafter called the Grantee, to (re) construct an access dr;veway on the highway right of way abutting highway no. n=ri in 6a.e-z._c5 County, located ON Eoe..r. e..o.1NO l..pNr;:: €(] G£rfZ.o);. $-rLJ.. 72-+5'7 Subject to the following: 1. The Grantee is respons ibie fer all costs associated with the construction of this ac:ess driveway. 2. Design of facilities shall ba as follows and/or as shown on sketch: fHP!. feoe::nw @vEIN'Pf LJ,Jlf r U. AUGNW t,J tVI Tl.£ NQe.Trt eouN'O l.M/($ CF Qr=,EN Og. 01 -r&E Beff!'Ci<. Cf.N"TEJ2.L1 "'1~ S1A. '7Z.-tSrJ. loCA-rJDN tf ~ Cf" {?fZNe. we'f '5' Sttor-.JN t:>rJ A-r;ACJ=1Q2 BH~e:-re. 'f w / LL .tZE. rre,7g'u e1¢ 1"1 Be c.0£.t?AN c e: -ro C. L). I!. S SrA.NQAW 4ru1 .c1f"8'T rnN.$ All cor.s\;uction and materials shall be sub j ect to inspection anc approved by the St2t a. 3. Maintenance of fc.ci liti es c:;r.s~~:..'.c::d hereunder shall be the respcnsibility of the Granrae. i:nd th e Stata r:serves the right to requirs any changes, rno.irit:;l"lance, o r repairs as may be r:ecessary to provide protect ion of l if~or property on or adjc.csrn to the hi~hway. C!"12r.~es i n cesign will bi made only ".Vitti approva l of the Stata. 4. The Gr:~.tae shall he ld harm less tl".e State and its duly ap,eointsd agents and employees a;a!r.s t any =.ct ion fer personal inj~ry er p r operty dama~s sust.:.!ned by reason of the exercise cf thi s permit. 5. Exca~• for r.;gulatcry and gu ica signs at county reads and city sr,·asts , the Grantee siiall r.o t erecr any sign on or ;xtending over 2.r:y portion of th e hi~i1wa1 right of way, and vehic le sarvice fixtures such as service pumps , vendor stands. or tanks shall ~e located at least 3.5 ma~as (12 feet) from the right-of-way line to ensure that any veh ic!e sar.iices from thess fixtu res w ill be off the highway. 6. This ;:::arm it will tecorne null a:;::! vcid if rh~ 2.bcve·r~ferenced c:--i '1~wa y facil ities are ne t cons•ructed within six (6) months from t!":r; issuance date of this i:e rmit. 7. Tl"le Gr:mee will cont act the Stata's re~resantative Mr -Neal Munn , te lepncr.e ( 4 o ~ 7 7 8 -a o s 4 at least twenty-four (24) hcurs prior to beg innin1; ihe work authorized by th is perm it. Texas Deparnnent of Trans;;ortation June 26, 1996 Date ol l s:a.:cr.c~ Engineer Tns unts:-si~ilec ~ere;jy a~r:;;s t·:l ccr.:p ly wi th the terms and c:::;r.~i •i cns set fo11h in thi s perr.iit for cc11str12c t ion of an access criVSWE/ '.:."1 ~he t:;c;h '.•1<0 y r i ~!"';t··::•'.','a;·. Ne (2."Ti-J s. ~>5-et?t.Lr_ I J~.) P. ~. ~;coo: 1kJiiJfb!~.t,' :::~:=: ___..L..~-J.-/_z -J_. )_96 __ _ V •\.LooLl\ ... 11.U Ut •V lELEPHOtfE c"eLE I STING 15" Wl<l ER Liii E ~' "" "'""""' '~ ~o· ~ / =/ .\\'. SIOEo'IAtl( ________ t== J66 J .. ~~~~r!!ltlli~~~ ~11 r. ;n.1 rn r _~-_ >UBLI C BUIL Dll ·m 1DB . 2B5 s q fl i, = 112.965 s q!l I O"I I 01.0C ll , ).4fi9 AC:ll( lfW:I NO \'LJllU]}Rllffil.V O .ll.AW"Y SUBDro/I SICN VOLUl.,E 15 6li. PAGE 18~ ZONED R-6 ~ I --[J(l'iTIHG <12" R.C.P. i----STORM Sl\YER .. · 8 + ... O' l&J en -J 0 I I \~ I ·1 I , -... ~ ' \ ' ., C.I. Cl [)CISTING 16" R.C.P. SlORt.I SEWER ·--·:.·:.:: __ ,, __ EJ<ISTlt-IG 42" ll.C .P . OPPOSITE RIGHT STONt.t SEl't'ER WEL LBORN rm. EXI STING CURB TO BE cu r & _i ;l~dA~T~C~M:._.::E~Xl=ST~l~N_G_P_A_V_E_M_E_NT~---'-~-----l PROPOSED a" D .l.P. PUBLI~--=~ :L.Ji,Lm<J+"'>-----/'--SANITARY SEWER CllY Of COLLEGE STATION ORIVEWAY HANOICAP RAt.lP . TYPE G (TYPICAL) DRIVEWAY w PAV£RS , SEE DETAIL, SHEET ff 11 PROP OS GARAGE 0 00 ........ I-' I-' ....... (0 00 [§I 0 0 0) 1 •-2• VERTICAL I SCAL.£: 1·-20' HORIZONTAL l1NGRESS I I +z.3~~ L ~ I~ I ~-·o [133™ c~ I '+_!:1~ -·-~ ____ ~-I _________ --~~ . I I I I I~ . ·D.. I~ 0 I~~ ~§i 9~~ ~d~ jEGRESS . I IJJ4.00-I~ I~~ 81 l&J~ ~-9 o~ ~dra -1.Jg~ --...:..; I I I I !g I &l I~~ i~[ ~I~ ~ I ::J I~ ,~ I 8 I ~ , .... CD __ ,~~ ~~a ~~~ ~18-~~l ~~-0 ~ -~ ~ ~ g~~ ~j~ gi~ I~ ·O 1« -1~ I I +o.5°" I -...!_.~ I -.::cl .osx ' --·-' ·-·--. I I I -. . I l I I I .-i~i ~I~ l&J z :J I~ I~ I . . I ~ I ~ ~u ;11 ~i~ ~i~ . D.. ...,. 8 r ~ a ~ t ~I~ r l*I @UUHICIPAI. J)EVEU>PUBttT GROUP" 0 00 ....... ...... ...... ....... «> 00 ...... ""' CJI <» :;: ~ ""' 0 «> <» «> c..> ""' !'.) ""' c..> 1~ ~~ ij • "2001 T£JIAS AVi:. S. SUIT!!. A t:OUEOR S1'ATlGtf, TEllAS '17Dto (~Qll)ll93-Ml!lll ~ !'ngineering · Pforining • Surveyin~ _,, TRAVERSE PROFILE 2 GEORGE BUSH DR. STA. 72+25 AND GEORGE BUSH DR. STA. 71+78 APRIL 27, 1998 1§1 0 0 ...... 08 /11 /98 14 :56 FAX 409 693 4243 Date: June 26, 1998 Subject: FM 2347 @ Marion Pugh Dr. Callaway & Treehouse Subdivision College Station, Tx. M D G Driveway Permit @ Olsen Dr. (Sta 72+57 +/-) GENERAL SPECIAL PROVISIONS (Driveway Permit) : 1) Traffic Control plan is required per TMUTCD . as indicated, prior to start of construction work in FM 2347 right-of-way . 2) Areas within ROW bared by construction shall be revegetated to squall bettsr conditions than existing prior to construction . 3) Temporary erosion control measures shall be provided, where required, to avoid siltation of existing drainage structures and ditches. 4) Construction and tie-ins shall be in accordance with plan details . ~008 08 /11 /98 14 :56 FAX 409 693 4243 MD G .. • • 1~ ........ --~ r:2 , " 1-I ~~ '\ :::11' [_ ----~-1 . . : " \ I [ e;~ /' :=i J t 'J'. I~ L I --.... , Figure Perpendicular Curb Ramps ~ ~ l_ --- ~ Figure 2 Diogonal Curb Ramps !41009 y'eS \ LETTER OF TRANSMITTAL TO: MuL {%PAR:. FROM: ~f'J l/ls1cA Lf- DATE: 9Lcr / 18 i • MUNICIPAL DEVELOPMENT GROUP MDG Joe NUMBER= oootoot/-Zs'b<.o A TI ACHED PLEASE FIND: NO . OF COPIES: (I J THESE ITEMS ARE TRANSMIITED AS CHECKED BELOW: ~APPROVAL G---fOR YOUR USE 0 AS REQUESTED 0 OTHER: COMMENTS: r If , I S JGNm dJI~-=-=::;,_/"_' ------ ..--. \ ) t MUNICIPAL DEVELOPMENT GROUP 2551 Texas Ave. South , Ste . A •College Station , Texas 77840 • 409-693-5359 •FAX: 409-693-4243 •E-mail: mdgcs@gte.com Engineering, Surveying, Planning and Environmental Consultants April 23 , 1998 Shirley Volk, Development Coordinator Planning Department P .O . Box 9960 College Station, TX 77842 Re: Callaway Subdivision, MDG No. 000604-2836 Dear Shirley : Since our second submission of the Callaway Subdivision on February 13 , 1998 , there has been some site design changes in addition to revisions requested by the Development Services department. The general concept and design of the project has not changed . Below is a list of the attached information : ( 1) Original Construction Plans with comments and redlines ( 1) Original Drainage Report with comments and redlines (1) Letter of Comfort from Texas A&M University for driveway/firelane entrance ( 1) Revised Construction Plans ( 1) Revised Drainage Report (1) On-site water system Hydraulic Analysis (2) TxDOT driveway permits, Form 1058 with supplemental info . (3 copies of each) Permit for driveway entrance across from Olsen Dr. Permit for driveway/firelane entrance (2) TxDOT utility permits, Form 1023 with supplemental info . (3 copies of each) Permit for utility modification of curb inlet ES Permit for utility installation and improvements to existing storm sewer . Please feel free to call me if you have any questions . R...\1/tm 000604-c.3 l-3 l (2 836) 05 /04/98 09:21 FAX 409 693 4243 MD G MUNICIPAL DEVELOPMENT GROUP 2551 Te.;cas Ave. South. StEL A •College Sration, Ta.as 77840 • 409-693-5359 • r:-1X: 409-693-4143 • EMAIL:mdgc:J@.ate.net Engineering, Surveying, Planning nnd Environmental Consultants FAX#_~_~ G_4_..-~3_cf_~_&_ NO. PAGES TO FOLLO\V----'-/_ DATE 5 /.q /c18 TO i<AsPA1L If there is a problem witlz this trasmission, please call us at 409 693-5359 CONDIFENTIA.LITY NOTICE: This facsimile message a11d accompanying communications and/or documents are intended for the excusive and confidential use of tlte individual or entity to which tlze messge is addressed. COMMENTS /H;s 12_ 7H&-~DR.AIL j)£,lAtL 7il.41 /).}/LL !BE. u,SP ON rHe. f?c7.A1 NJ Nlr W4LL 8Ef-11NtJ "Id£ e.~s [f)_F Nr /AL gLD&. !4J 001 TOP OF CONCRET : :':·. '. RETAINING WALL NOTE: HANORAIL IS TO BE PAINTED WITH 10 MIL. THICKNESS OF PRIMER AND PAINT (COLOR SELECTED BY OWNER). :S~ Prs-cA' L St-t-s0\ ~I l SLEEVE DETAIL 2x2x 1 I 90 . STRUCTURAL STEEL TUBING !I 1x2x11ga. STRUCTURAL STEEL TUBING /( l/2x1/2x16ga . STR UCTURAL STEEL TUBING ~@ 6" 0.C. (EXTEND TO TOP RAIL @ 12'' O.C.) B"J -I f--•• -/·---. -~. -·-··-·-··-I ··-· ·--~-. -. ·-~ . --· --. ---· r 1 n 1 11 II /II ll II I : I 42 11 I I ! I 6"f I . ·' . ' •· ; ... ,,, lU s EE s LE EV·~__:/'j'li-.,___e=-·---=o_" --=o'-'--'. c""'". ---="'=~AX-=-=IM=U:;..:.:M~--· I DETAIL PEDESTRIAN II II II TOP OF PROPOSED RETAINING WALL II _..,, HANDRAIL (NTS) II . I ! I w ··- COLLEGE STATION P. 0 . Box 9960 May 1, 1998 Texas Department of Transportation ATIN: Mr. Patrick Williams, P.E. 1300 N . Texas Avenue Bryan, Texas 77803 1101 Te xas Avenue Tel 409 764 3500 College Station , TX 77842 RE: Utility Permits and Driveway Permit for Callaway Development Corp. Student Residence for Women Dear Mr. Williams: Please find enclosed two copies of the utility permits for the following : • Modification of existing curb inlet on eastbound lane of FM 234 7 (George Bush) to a grate inlet • Extension of existing stonn sewer culvert under FM 2347 and Marion Pugh through the private development as well as two copies of the driveway permits for this development, which are located on the south side of George Bush Drive (FM 2347) on the east bound lane . This project is proposed to be a multi -story women's dormitory with adjacent parking garage. You have received previous submittals on this project. The attached submittals are either responses to changes requested by your office or changes initiated by the design engineer. Please review and make comments at your earliest convenience and if you have any questions, or need additional infonnation, feel free to contact me at 409-764-3570 . W.PaulKasp Graduate Engineer xc: /shirley Volk, Development Coordinator Veronica Morgan, Assistant City Engineer TxDOT Driveway Permit File encl. TxDOT Form 1058 (2) TxDOT Form 1023 (2) Horne of Texas A&M University DEVELOPMENT PERMIT PERMIT NO . 532 CALLA WAY WOMEN'S DORMITORY FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 3 .489 acre tract in the J.E. Scott League Lot 1 of the Callaway Subdivision OWNER: Callaway Development Corp . 1250 N .E . Loop 410 Suite 800 San Antonio, Texas 78009 210-822-0200 DRAINAGE BASIN: Whites Creek TYPE OF DEVELOPMENT: SITE ADDRESS: George Bush Dr. This permit is valid for clearing and grubbing ONLY! No grading or fill is allowed with this permit. 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 inside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances o e City o allege Station that apply . Date / I Contractor Date Arch it e ct/ Figure XII Development Permit City of College Station, Texas Address : 12.5() N.~. Li;::aP L!!C> OJ11Fi. 800 Telephone: ~ £%-=rm1'>, :IX' 78 t:e9 (--z.16) 822.-0'Z..S)O Eng in eer: r<lvN1ClPA'-(£,\Je,LPfrr'\W"\ ~e Addr_ess : 2o'b E. Hau..g:rrru Pe . Telephone No : (ouCJ?:t. 1rrA. J'f <la.Jo ::w ) ( "4~C\) <.sfl11;,-S'3SO, Contractor: Address : ------------------------~ Telephone No : ---------- Date Application Filed : --------Approved : __________ ~ Appl ication is hereby made for the following development specific waterway alterations : ()..!AN~E.l...\'ZE.. A= '5f-t...\1~N m:-w\.\1-r.e:.~ C<eey~ 1 ~ A .P@::>ec:t:.ro B '~s ' '6o">l C.UL. \J q?... \ e( Application Fee 0"' Signed Certifications GY" Drainage and erosion control plan, w ith supporting Drainage Report two (2) cop ies each . ~ Site and Construction Plans , with supporting Drainage Report two (2) copies each . 0 Other: ----------------------------~ ACKNOWLEDGME NTS : , desi g n eng ineer/owner, hereby acknowled g e or affirm that : The information and conclusions contained in the above plans and supporting docum ents comply w it h the current requirements of the City of College Station, Texas City Code, Chapter 13 and its as sociated Drainage Policy and Design Standards . Contractor 7 Figure XU Continued CERTCflCATlONS : (for proposed alterations within designated flood hazard areas .) A . 1, f\b-e-1~ i?A€.Of::,L.L , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. ~fL-Ml JJ.u, 10,, I ff 7 Engineer Date B . 1, J0e_114 GSA-e..o£L.L , certify that the finished floor elevatio~ of the lowest floor , including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended . Engineer Date 7 C . I, ~x2.sr8 '&¥2DSLL , certify that the alterat ions or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of fl oodway fr inges . Hi1JJL j)Xz ltZ lf17 Engineer Date / ' I , N o {\i..I 6 A'<2.Q£LJL L-, do certify that the proposed alterations do not raise the level ._,.. of the l 00 year flood above elevation established in the latest Federal Insurance Administration Flood ~ard~~!J ,/ -~[)---r--~----1 ~ ~.! d% ;tJ, Jf1'7 7 Engineer Date Conditions or comments as part of approval : ------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, ~_!ld sedimentation shall not be deposited in city s.treets, or existing drainage facilities . [ hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . DEVELOPMENT PERMIT PERMIT NO. 532 CALLAWAY WOMEN'S DORMITORY FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 3.489 acre tract in the J.E. Scott League Lot 1 of the Callaway Subdivision OWNER: Callaway Development Corp. 1250 N.E. Loop 410 Suite 800 San Antonio, Texas 78009 210-822-0200 DRAINAGE BASIN: Whites Creek TYPE OF DEVELOPMENT: SITE ADDRESS: George Bush Dr. This permit is valid for clearing and grubbing ONLY! No grading or fill is allowed with this permit. 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 inside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances o e City of College Station that apply. ' . ~ Date Contractor Date COLLEGE STATION D:M:fM?f>,PE R3Eh<413 ~saoi, Texa:>77845 P. 0 . Box 9960 11 01 Texas Avenue Tel 409 764 3500 College Station , TX 77 842 I have completed the review of the White Creek HEC Analysis for the Callaway Donnitory project. The following are a list of questions or concerns that came up during the review. 1. Please submit all documents sealed and signed . 2. Please add within your report, the assumptions used in aniving at the starting water surface elevation . 3. It appears that the flow used in HEC-RAS for cross section19 perhaps should be 1308 cfs rather than 838 cfs, with the flow reducing to 838 cfs at cross section 24. Wouldn't that be more consistent with how you modeled at cross section 73 and 78 with 508 cfs and 277 cfs, respectively? 4. What will the velocity be at the downstream face of the new box structure? In the model , you drop from a velocity of 11fps to 1fps at cross section 88 ., but it appears that you do not have a cross section at the downstream face of the box. Will the velocity at the downstream face of the box not exceed the 6 fps as allowed by ordinance for discharge into a natural channel? In our discussions with MDG, they are not proposing any type of erosion control in the form of rip-rap or extended apron beyond the straight headwall of the box. Do your calculations support that? 5. It appears from your calculations that the flow regimes change twice through the box structure indicating two hydraulic jumps will occur within the box. Will both of those jumps occur wholly inside the box and not affect property outside the box? (See Section Vl.B.4 .b in the Drainage Ordinance) 6. It is odd that in comparing the two printout results from HEC-RAS (pre and post development) velocities and other parameters are different downstream from the modifications that you made. Look at both printouts at the cross sections near the existing culverts . Do you understand why your improvements would modify those results when all other cross sections are identical between your improvements and the existing culverts? 7. For darity sake, please label and indude both pre and post HEC-RAS analysis within the same bound document. Please remember that appropriate verbage will need to be added along with the appropriate FEMA fonns and fees when the submittal to FEMA is required . It is my understanding that it is your dients desire to seek a variance to the CLOMR process, which we are processing now for the April 7, 1998 ZBA meeting. Plea5e let me know if you have any comments or questions. Veronica J.B . an, AsSt. City Engineer Cc: file Home of Texas A&M Uni REVIEWED FOF COMPLIANCE MAY 2 11998 C OLLEGE S 1A 1 J '1 ~INE RI N G jf/. !£fl;~~~ DRAINAGE REPORT FOR CALLAWAY SUBDIVISION 3.489 ACRE TRACT COLLEGE STATION, BRAZOS COUNTY, TEXAS DECEMBER, 1997 REVISED: FEBRUARY 1998 REVISED: APRIL 1998 MUNICIPA L DEVELOPMENT GROUP I L'J I •I!;J 2551 TE XAS AVENUE . SOUTH, STE. A COLLEGE STATION , TEXAS 77840 Ph : (409)693-5359 Fx : (409) 693-4243 l Consulting Engineers · Environmental· SunJeyors ·Planners TABLE OF CONTENTS DRAINAGE REPORT PROJECT SUMMARY ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 DRAINAGE CALCULATIONS ................................................................................... 4 RESULTS ..................................................................................................................... 5 DRAINAGE MAPS & DETAILS SECTION #1 -MAJOR DRAINAGE AREA SECTION #2 -MJNOR DRAINAGE AREA: PRE-DEVELOPMENT SE CTION #3 -MJNOR DRAINAGE AREA: POST-DEVELOPMENT SECTION #4 -MJNOR DRAINAGE AREA HYDROGRAPHS SECTION #5 -FLOWRATE ANALYSIS SECTION #6 -EXISTING TxDOT CUL VERT SECTION #7 -PROPOSED STORM SEWER SECTION #8 -PROPOSED STORM SEWER O U TLET Drainage Rep ort -2 I PROJECT SUMMARY This report outlines the drainage plan for the Callaway Subdivision 3.489-acre tract . The subject property site is situated on the south side of George Bush Drive approximately 100 linear feet west of the George Bush Drive and Marion Pugh Drive intersection . The development is established within Lot One , Block One out of the original 15 .649 acre tract being the Treehouse Subdivision . The site is currently vacant with heavy timber and native grasses and weeds . The natural drainage of the site is 7,200 linear feet to the southwest with the main branch of Whites Creek to the confluence with other tributaries of Whites Creek, thence to the Brazos River. The policy of the City of College Station is to encourage the rapid conve yance of storrnwater through and out of the city within the primary system as stated on page 8, paragraph 3 of the cities Drainage Policy & Design Standards. This site is on a primary sy stem as shown on Figure II-2 , (Whites Creek Drainage Basin). Therefore, no runoff will be detained on the proposed site and the post-development runoff from the site will be directed to the creek . Also , the existing drainage channel running through the site , will be channeled with a proposed reinforced concrete box culvert storm sewer. This design is further illustrated and explained in the Category, "RE SUL TS ". DRAINAGE AREA DESCRIPTIONS There will be two different drainage areas considered for the evaluation of this site. First will be the Major Drainage Area which is the basin for the creek upstream of the proposed site . This area will be evaluated so that proper sizing of the proposed storm sewer can be determined . The other basin will be the Minor Drainage Area consist in g of the Callaway Subdi v ision . This area w ill be evaluated for both pre-development and post-development conditions . Drain age Re port -3 Drainage area maps for the described conditions are provided in the following pages of the drainage report. DRAINAGE CALCULATIONS The drainage calculations are presented in six basic sections : I. Major Drainage Area -Contains calculations for the amount of runoff and time of concentration for the drainage basin for each indicated rainfall frequency. II. Minor Drainage Area: Pre-Development -Contains the calculations for the amount of runoff prior to the development of the site . III . , Minor Drainage Area: Post-Development -Contains the calculations for the amount of runoff after the proposed development. IV. Minor Drainage Area : Hydro graphs -Volume of water that is conveyed rapidly to the primary system and is not detained . V . Flowrate Analysis -Flowrate curve showing effects on the primary system by detaining or not detaining the runoff from the proposed project site . VI. Existing TxDOT Culvert -Anal yz e the existing TxDOT culvert with Section I calculation for discharge calculations for pre-existing conditions . VII. Proposed Storm Sewer -The calculations and requirements for the proposed storm sewer through the Callaway Subdivision. VIII. Proposed Storm Sewer Outlet -The calculations for the transition from culvert flow to open-channel flow . The drainage area calculations are summarized accordingly using the Rational Method : (Q=CIA) where "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient, 'T' is the storm intensity in inches/hour for each selected frequency , and "A" is the drainage area in acres . We will assume a minimum ten-minute time of concentration for all calculations . The selected frequencies will be 2 , 5, 10 , 25 , 50, 100-year rainfall events . Drainage Report -4 Tabulations of the pre-development and the post-development hydrographs of the drainage areas are provided . The hydrographs are based on the standard SCS unit hy drograph with time to peak discharge set to equal the time of concentration and the total base time set at 3 . 00 times the time of concentration. Grate flow calculations were determined from the following orifice flow equation (Q = CA(2gh)112), where "C" is the orifice coefficient, "A" is free-open area in ft2, "g" is constant at 32 .2 ft/sec 2, and "h" is the head , in feet , on the grate. Channel flow calculations were computed us mg Mannings Formula, aided by the program FlowMaster v5 .07 . Pipe flow calculations were computed using Manning 's Formula, aided by the program StormCAD vl.O . Pipe flow calculations assumed full- flow capacity when solving for slope , velocity and discharge rate . RESULTS From the drainage calculations the following results were determined : • Detention Calculations : As discussed earlier, the City of College Station policy is the rapid conveyance of stormwater at a site on a primary system . Since the proposed site drains to Whites Creek, no detention should be kept on-site . Two different models were calculated in order to validate these design criteria. First , pre- development and post-development runoff conditions and hydrographs for the proposed site were determined . From these hydro graphs, a volume of 22 ,000 ft 3 was determined for any required detention . Comparing the discharge of this detained runoff, at the pre-development discharge rate of 7 .84 cfs, it was determined in Section 5 "Flowrate Analysis " that if detention were to take place, this discharge would contribute to the runoff of the primary system during peak flow . The existing peak flow being at 337 .2 cfs would then be changed to an effective peak flow being 342 .2 cfs , during the 10 0-year rainfall event. The effected time that detained runoff would Drainage Repo rt -5 have on the primary system would be approximately 85 minutes and during peak flows . + Non-Detention Calculations: Next, the same analysis was made without detaining runoff from the proposed site . Calculations showed that runoff from the Minor Drainage Area could be discharged into the primary system prior to the peak discharge rate of the Major Drainage Area; therefore, will not influence the flowrate of Whites Creek during peak flow . The effective time that runoff would influence the primary system could be minimized to approximately 30 minutes and be prior to peak flow conditions . + Proposed Storm Sewer: From Section 6 & 7 the sizing of the proposed storm sewer was determined to be a 8 'x5 ' box culvert . The proposed storm sewer will consist of a continuous reinforced box culvert and laid at a 0.40% grade. The proposed storm sewer was analyzed both during full-flow conditions and free-flow conditions using the soffit elevation and calculated water surface elevation respectively . The proposed storm sewer was determined to be inlet controlled and therefore would discharge at an elevation less than the soffit elevation during both analyzed rainfall events . The proposed storm sewer was analyzed during the 25-year rainfall event. This runoff will be at the magnitude of 282 .229 cfs . The discharge velocity from the box culvert will be 10 .70 FT/s at supercritical flow . Below the data is summarized in Table #1 -"Culvert Summary (25 yr)". Draina ge R~port -6 I I I I TABLE #1 -CUL VERT SUMMARY (25 YR) LABEL STATUS CONDITION VELOCITY GEOMETRY rr1 : •t• :Ekrnfifigmmow' •.... lt¢§.lf:¢·n~\¥.·•·· :::::. · ·14 •a.f:z:n1§·• •>:6'tli~0m~g ~~~ •!11!!:11111:11 11•111~~~~~~~il~&m1•1 · ·lW~~P.r¢ fl91¥ :• ·1:1:1··:11::1:: : ~~~~~:~1:~$\\!::1:11: :1~~~~1~ RMt '• ·•=: .. = •• 1~~~~rl•w~1 ·:] Rt~~§tit~fiHW t •:::•t•••l~!~31\li:=•?••:s~·il!ffi~ !t<if••• =============================;ex1stiiig'=mmam ... =· ... =· ... =• ... =• ... =• ... =i .. =· .. ·'.·' .. ·' ... =• ... =• ... =• ... =• ... =• ... =• ... =• ... =· ... =»=•s••.:•.•.•.•,,,.=•.r.'.=.:···.:···.=·.=es.i;:• .. =.•.: .... :·.•• .. =·.·.=.•:=·.:·.,.,·.=·· .. =su ... =: .. ,=.• . ..,:·· .•. ·,•.·.• .. =•.• .. :•.•,..,~.•,• .. =• ..• ¢ .. =·.==·=·=·.=· .. =·.=··:, •. •.n.·:·.···.=•,.=•1.:'..•.o .... =· .... =· .... =• .. =· .• i'f····w.•.:·····.·::r..:.····=·.: .. =· .. =!.,• ... 'm.=·.',: .• ,•.·,•.,•.,l==.='..• ... ·'·.···'·.····'·.····'·.····'· ... ·'i .... =· .... == ... ·=··· ... :: ... ·=·=· .. ,•.· .. ,= ..... =· .... =· .... =· .... =· .... =• 1432ft1®.c•= ••• '5ff~~·:mp,e ~~$Iii:: :• i! :1•·111•:1 -~$.jig\~-~ wVv~•~•vaJ ~~w.rn .iii:lI!~!~~@iiifil~#,:1; ••. : 11~·~~$~·.:~A*. P-6 Proposed Supercritical flow 8 .83 ft/sec 8 'x5' Box P-7 Proposed Supercritical flow 10 .54 ft/sec 8 'x5 ' Box Also , the proposed storm sewer was analyzed during the 100-year rainfall event. This runoff was at the magnitude of 337 .241 cfs . The discharge velocity from the box culvert will be 11 .12 IT/s at supercritical flow . Below the data is summarized in Table #2 -"Culvert Summary (100 yr)". TABLE #2-CULVERT SUMMARY (100 YR) LABEL STATUS CONDITION VELOCITY GEOMETRY r#1 • .,, .· il~~~~n¥.i i•m • lf~lri ·191 .. ·.-::.:]: ~if;•·~·~~~~8 ·i.::·•·:•~1~~1:1B~ :,•.=•,• .. :• .. =• ... =· .. =: .• -.. "°: ... :•= ... :: ... :•·.="'!=2 .. =~ .. :•.•,•.,•= ... •• .... =• ..... =• ... ·=·.···='.=• .•• • .. =·.== :::·: &!~liP~$111£·•• • •=:li~sµr.e tl h'wt.: :r r =<11>1awsea•·•···====•6tw0 e..me J;:= ~ r:rr EXistingmxuom • :: :Ptessuififiw::,;::)\ : lli~!~li\-l!!l•!i•!li!•ll~!li~ Pf:4 • ••·=••:::·ri:~~~~~,~·m•m ]•~t~§at.~ fi&W'.:i: .. : · • .==1m::~.f!·•It.t~P.•::•:•,r&A1B§f Iv~ Ri'.§]• : .· :.•~~$.dng •fil~J.M : • :stihetfdB.iil \&9~:.:I :: • l?;~!•••mt~P:••••:••••: ····p,~~?~:iPi P-6 Proposed Supercritical flow 9 .27 ft /sec 8 'x5' Box P-7 Proposed Supercritical flow 11.12 ft /sec 8'x5' Box The shaded portion of each table indicates the flow conditions within the existing TxDOT culvert structure that crosses under George Bush Dr. and Marion Pugh Dr. This data was calculated prior to any improvements to the downstream channel. This information can be found in Section #6 -"Existing TxDOT Culvert". + Proposed Storm Sewer Outlet: Due to the proposed storm sewer 's outlet discharge exceeding the constraints in the City of College Station 's Drainage Ordinance a ve locity reduction channel was desi gned. Calculations of the water surface profile in Section #8 -"Proposed Storm Sewer Outlet" show three major items . 1) Transition from culvert flow to open-channel flow will take a length of 110 feet. Drainage Report -7 I 2) A hydraulic jump will occur within this transition period de vel oping the flow from supercritical to subcritical flow . 3) Velocity will be reduced from 10 .54 ft/sec to 2 .28 ft/sec at the 25-year design storm. A cross-section of the proposed velocity reduction channel is as shown in Section - "Drainage Maps & Details". + Proposed Grate Inlets : There will be four grate inlets constructed at the site . The first will be modifying a TxDOT curb inlet into a equivalent grate inlet. The next three will be connected in some fashion to the proposed storm sewer to drain various areas and structures. 1) The TxDOT curb inlet E5 will be modified to a grate inlet per the construction plans. The grate inlet will have a capacity of 2 .52 cfs . A Neenah grate model R-1878-A4G or approved equal will be used. The Neenah grate selected is approved safe for bicycle traffic . GRATE INLET #1 TxDOT REQUIREMENTS Capacity= Carryover= 2.52 cfs 0.20 cfs DOWNSTREAM WATER SURFACE GIVEN Carryover= 0 .20 cfs Transverse Slope = 0.70 % Longitudinal Slope = 48.00 ft Coefficient = 0.015 GRATE CAPACITY GIVEN 1" Vertical Recess Capacity= 2.52 cfs Gravity, g = Ff 32 .2 fsEC CALCULATED Oep~~= 0.17 ft CALCULATED Depth= 0.25 ft Free:;open Area = 1.04 ff 2) Grate inlet #2 at the south end of the parking lot will be placed in the proposed storm sewer at Sta . 1 +57 . The flowline of the grate inlet will be 331.50 , which is well above the hy draulic gradeline of the storm sewer. The grate inlet will have a capacity of 5.41 cfs and 6.39 cfs for the 25-y ear & 100-year rainfall event respectively . A Neenah grate model R-1878-A6G or approved Drain age Report -8 I I I equal will be used . Maximum ponding that will occur during the 100-year rainfall event will be at a 3" depth . Capacity= Gravity, g = Capacity= Gravity, g = GIVEN GRATE INLET #2 CALCULATED (25-YEAR RAINFALL EVENT) 5.41 cfs Depth = FT 32.2 fsE c Free-open Area = (100-YEAR RAINFALL EVENT) 6.39 cfs Depth = FT 32.2 fsE c Free-open Area = 0 .18 ft 2.65 ft2 0.25 ft 2.65 tt2' 3) Grate inlet #3 at the rear side of the proposed parking garage will be placed in the proposed storm sewer at Sta. 2+58 . The flow line of the grate inlet will be 327 .75 , which is well above the hydraulic gradeline of the storm se wer. The grate inlet will ha ve a capacity of 1.90 cfs and 2 .24 cfs for the 25-year & 100- y ear rainfall event respecti vely . A N eenah grate model R-l 879-A2G or approved equal will be used . Maximum ponding that will occur during the 100-year rainfall event will be at a 6" depth . 4) Capacity= Gravity, g = Capacity= Gravity , g = GIVEN GRATE INLET #3 CALCULATED (25-YEAR RAINFALL EVENT) 1.90 cfs Depth = FT 32.2 f s Ec Free-open Area = (100-YEAR RAINFALL EVENT) 2.24 cfs Depth = FT 32 .2 f sEc Free-open Area= 0.36 ft 0.66 ft 2 0.50 ft 0.66 ft2 There will be a proposed 12 " RCP drain line running from the grate inlet #4 structure to the proposed 8 'x5 ' box cul v ert . The drain line will be laid at a 0 .50% slope which will be sufficient to pass the 100-year rainfall event. Grate inlet #4 behind th~ proposed parking garage will have a capacity of 0.95 cfs & 1.12 cfs which is the flow for that sub-drainage basin dur ing the 25-year & 100-year rainfall event re spectivel y. Thi s grate inlet will be plac ed in the proposed storm se wer at Sta . 5+53 . The flow line of the grate inl et will be 329 .00 wh ich is well abo ve the hydraul ic gradeline of the storm sew er. A Drain age Re port · 9 I Neenah grate model R-1879-AlG or approved equal will be used . Maximum ponding that will occur during the 100-year rainfall event will be at a 1 foot depth. Capacity= Gravity , g = Capacity= Gravity , g = GIVEN GRATE INLET #4 CALCULATED (25-YEAR RAINFALL EVENT) 0.95 cfs Depth = FT 32 .2 lsE c Free-open Area= (100-YEAR RAINFALL EVENT) 1.12 cfs Depth= FT ... . ...... 32 .2 ls Ec F:ree~p~n Area ::: 0 .72 ft 0.23 ft2 1.00 ft ,• ... . tt2 0.23 Drain age Rep ort -10 I DRAINAGE MAPS & DETAILS I I v :__>. \~;;/) u :. _'/ _J '. tl';/ ·, : : ·...::· . ,· ~.;' :\ . .~ • , f ,-;'".r • ·~ ·;>j.~" -;"(" ."':;~:: ..... ~. · /-.··\'.'"·~--~-x!:Fl . · ·· --_,. · · -. ·-~:,>. -,_."·~ .... ,~.~-~-~--<~~:-___ ~--_,-;~-,r:·/~_s_f_~_-~:~· _ 8 ·!· .:"" ..... _ ':,:,·.,~.,.-.:.·,:" -'-~·.·' .' 1'// \ ' /_ /" . . .,. .:':_:~-·:· . . •., • . .·I . , , ;,S"~?:} . -·;;~,., .. ! -·····-· .. ···· <.-.-·'.' ·,,.,,'.'·. -,~/":.:'. "::_:~~-----.-~:~.-~-; .. •. t~ •· ..... 1...., ; ~-. / ~--·~·., :,~- ·'. / .:--_'/' "'., ... .. ;--...... _. , .:: , ....... . ,/ ••• ·C, / _,,· .. -,_ ~~;~-~ , _ .. >~:~.~~~:~~>~ '( :-->-"--,;J! '~ _-:_ ... :.:· ;: .. . . -,' ~ '-=.--..· -~.-....... 'I. '\._·. • --~ ... ~ ,', '-., v .... ~: "··'.' ~ • ·, ----------------------.. ,\ MAJOR DRAINAGE AREA BASIN 90.3 AC.RES c 0.70 ,.;-:/" -:-"\;'· .:.';..<;-:! ('< ./ . . ·. = ./ ·:.-.:' . • -...-:5 • ~<-:::'/ ·., ·~ ~ ~ 7- .. , -. ~~ ..... ;_· •• ,, ./ • ......! ~-"." .f:.. .r;"/• ".·• .·'.'.,/-., ' ''. '.. '"· ~-· .. : ...... _ ~~\··· ., ... ,, .... _, :~:·:·:··~ ''.~ :,·-~> ~-~"! y , -., v~ • .r,P.'-~.'l.:~ '· \ ... / .. : ...... --.-----·/""!". ---------.. -.. -------,/-"-.. ·:· ·· .. -·-.. .,, . ~-· v ,,.(,,/ '-. . ~ -· :_~~:"'....... -~.if.~,' ! ,,. ·~· /"/ ·~----.;--;~-.~'"'· ";'':-_... ·~ I '· MAJOR DRAINAGE AREA ;=:;;=;=;;;;==:;;! MliNICif _:..::_ DEVELOP\1E NT G!WUP I 1'f'J I~¥-~ 203 H C :..:..:=:\L4.N DRI \"E EAS -=- 1 ' 1 :.f :r.. ~ .i B ='A 9 COLLEG::: 5'TATIO:\, TEX..J..S 778 40 t,,/ .!$5 (409 )69 :3 -5359 ~~ fl \ Engin ee r ing · Pb n ning Surveyi ng I I -¥ , \ / i /·; I . I / // I -~------· / / / / / / / / · ... __ _, \ \ ' ! " ' \ \ \ MINOR DRAINAGE AREA: PRE-DEVELOPMENT MUNICIP . .U. DEVELOPMENT GROUP 203 HO T: DL4.N DRfVE EAST COLLEG::: '.:;TATTON, TEXAS 77840 (409)693-535 9 I ~"· "''I~ t?i !,~/ I ~ Engineering· Planning · Surveying ) MINOR ·------- .......... ~< ·~-=------:- () /./ /_/ .. ..//// / .--· ··i .-· .. : --. ,·:.--·~ / - ~,;.'" :'-. ·: .. ----· ···>·:>-: . ,~: /, .'/.,/ : '-.. ·:.-'" ..,.._· ...... / / \ ·- \ ........ ·, \ ..... ------ .. r--:J . ..-·::· -~~~.:.\~- POST -DEVELOPMENT AREA 2.366 ACRES c 0.90 AREA c 1.123 ACRES 0.55 <-> \ \ </ i'--\ __ /"\ \ \ \ DRAINAGE AREA: POST-DEVELOPMENT MUNICIP_.:._:._ DEVELOP\fENT GROUP 203 Ho-:..:::_::::~fAN DRIVE EAST CO LLE G ~ STATION, TEXAS 77840 (40 9 )693 -5359 Engineering · Pl2 n ning Surveying I / / I I I I I i/ .... / i i ! i '. \ \ \ I • \ :. \~ \ \ .. : . '·, \ . .-_,,... ..... -·· ·---- \ PROPOSED STORM SEWER LAYOUT ~ I \'J ii ar~ 203 HO~~UN DRIVE EAS':' I {~,~ l j i! =':=:J COLLEG=: ::~ATION, TEXAS 77840 ~I ~~ (409 )693-5359 (~ l\ Engineering · P l c.nning · Surveying i •. \ \ \ ' ''· NATURAL GROUND (BOTH SIDES) - LINE PROPOSED CHANNEL w,l12"¢ STONE BEDDING (2' THICK) SET IN CONCRETE RIP-RAP 8' FILTER-FABRIC LINER BOTIOM WIDTH TYPICAL OUTLET CHANNEL CROSS-SECTION SECTION#! MAJOR DRAINAGE AREA SECTION #1 -l\'IAJOR DRAINAGE AREA GENERAL INFORMATION Description : Drainage basin upstream of proposed site. Drainage Area (AMAJoFV = 90 .300 acres TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DMAJoR) = Ve locity of Runoff (VM AJOFV = Coefficie nt of Runoff (CMAJoFV = *"*NOTE : Minimum Tc allowed= 10 min . 2700 ft ft 1 .00 fsec 0.70 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficie nt (e) = 0 .806 Coe fficie nt (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coe fficient (e) = C oefficient (b) = C oefficient (d) = 0 .785 76 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = C oefficie nt (b) = C oeffi c ient (d) = 0 .763 80 ' 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coe ffi cient (b) = C oeffi cient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE {Q) C oefficie nt (e) = 0.745 Coe ffici ent (b) = 98 C oefficient (d) = 8 .5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) C oeffi cient (e) = C oeffici ent (b) = Coefficient (d) = 283 6 -6',.: :::l ~t~ntio n F:ici!ities Evalu:itio n.xls 0 .73 96 8 RESULT T C(MA JOR) = 45 .0 min . Rainfall Intensity (Ii) = 2.649 in/hr ;e$=ffl:':·::t::::•:::::.:···:_:_•::=:::·::-:•:::·.'·::.::•:•:::::.:1::::.:: .. :,::::•::,•1§.!~m ::f.r~.:,:::·::::::: Rainfall Intensity (1 5) = 3.342 in/hr :,~:i§J::::::.:::::::::::i:i!:::::::::l'i:i:i:li . :•:::::::,::·:::.Jt.:_::•:jg~~~~Uff.~J.:::::::·'=: Rainfall Intensity (1 10) = 3.840 'n/hr . :.•_:n_·_ .. :_·_:_:.'.•.'_:._L_' •. '.:.:_l-_""'.•.•.•.:.:.:.:_ •. :_:.:_:.:.:.:_•.:.'.:_:.:_'.:_:.:_:,_:_:.:_:_:_:.:_: ,, :J,J' ,,_:·, · :. ::?'t 244}fa3\c'i$t::=::: :~v :::::::;:::::::::;:::::::::-:-:::<· .;.-;-:-:-·:-:-:-:-:-:-:..-:-:-:-:-:-:-:.:-:·:-:-:-:-:-;.: Rainfa l l Intens ity (1 25 ) = 4.428 in/hr ::~·:§:·:_:,::::·:::•-:.'.::::: f.:::,·.:.::;•:.:.:·::::•.:'::::::::·::·::::.:~ig~:.~::::::::::::: Rainfa ll Intensity (1 50 ) = 5.054 in/hr •:a ·e·::.::•:::•:=.:::::::::: ::::::'•.::-.' :::•.,,•::::::.~#ili1~::::£t%:.::r:::; Rainfall Intens ity (1 100) 5 .291 in/hr :s~®::sm::::::::.::.;:::::::: : ::::: ::;;•::::: • •:.:::.,,._::~t:~~t·:,~:,::m.m SECTION #2 l\tIINOR DRAINAGE AREA PRE -DEVELOPMENT I I I I I I I --"L SECTION #2 (l\tIINOR) -PRE-DEVELOPMENT GENERAL INFORMATION Description : Drainage area of site before development. D r a inage Area (A pR E) = 3.489 acres T I ME OF CONCENTRATION CT~) GIVEN Maximum Travel Distance (Dp RE) Ve locity of Runoff (V pRE) = C o e ffi cient o f Runoff (C pR E) = 500 ft It 0.75 fsec 0.20 ,.,.NOTE : Minimum Tc allowed = 10 min. 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) C o efficient (e) = C o efficient (b) = C o efficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) C o efficient (e) = C o efficient (b) = C oe fficient (d) = 0.785 76 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Co ef ficien t (e) = C o e ffi cient (b) = C o efficient (d) = 0.763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffi cien t (e) = C oe fficient (b) = C oeffi c i en t (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) C o efficient (e) = C oe fficient (b) = C oeffi cient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) RESULT T q PRE ) = 11.1 min . Rainfall Intensity (Ii) = 6.028 in/hr =_;_:a_: .. _.·_:_·.·.··.=.~.=:_.=.,•_;_=_•· .. '.:_.:_,· .• ·_==.:_,=_,=_='.='.;_,:_;_.·_· .. :=:::···=::::===<=. •:••t•r=rt= :::: f4'..242:a:$::fl .... .·.·.·.·.·.·.:-:-:-;-:::::-.·: -:-:-:-:-:-:-:·:-:-:.;-.-:·:-:-:.:-:-:-:-: .·.·.;-. .;-:-:-:-:-:· Rainfall Intensity (1 5) = Rainfall I ntensity (1 25 ) = Rainfall In tensity (1 50 ) = C oe fficient (e) = 0.73 Rainfall I ntensity (1 100) Coeffi ci e nt (b) = 96 Coeffi c ient (d) = 8 2 836-6•: .! Detenti on F a~ilit ies Evalu ati on.xis SECTION#3 MINOR DRAINAGE AREA POST-DEVELOPMENT SECTION #3 {l\IIINOR) -POST-DEVELOPMENT GENERAL INFORMATION Description: Drainage area of site after development Drainage Area (A 1) = 2 .3 66 acres (impervious area) Drainage Area (AiJ = 1 .123 acres (landscaped area) TIME OF CONCENTRATION (L) GIVEN Maximum Travel Distance (01) = Velocity of Runoff (V1) = Coefficient of Runoff (C 1) = Maximum Travel Distance (DiJ = Velocity of Runoff (ViJ = Coefficient of Runoff (CiJ = 230 ft ft 3 .1 0 fsec 0 .90 160 ft ft 1 .00 fsec 0.55 ..... NOTE: Minimum Tc allowed= 10 min. 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .7 85 76 8 .5 10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .763 80 8 .5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = Coefficient (d) = 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY . RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2 836-6(-" ::>ete ntio n Facilities Ev:i lu:iti on.x]s 0 .73 96 8 RESULT Tc1 = 1 .2 min. TC2 = 2 .7 min. T q POST) = 3.9 min. Rainfall Intensity (liJ = 6 .327 '"thr Q AREA 1 = 13 .584 cfs Q AR EA 2 = 3 .940 cfs Si.:a:::.III::II[I·:.:::::. :: ::: ,,::: r , :.''i:lr~bf.~r:Mr Rainfall Intensity (1 5) = Q AREA 1 : 7.693 '"/hr 16 .518 cfs Q AREA 2 = 4 .791 cfs .... . •.•.·.•.•.·.·.·.•.•.·.·.·.·.·.•.·,·.·.·· ............ ' ... ·····.· ::~:::m:::::::::::::::::::::,f :::::rnf::: :::::::,:;::::::::,:;:;::}1::21 tso9+as '::wt : 8 .635 'n/hr 18 .540 cfs 5 .378 cfs ,~~:a ::rn:::::::t:::::::::::::::::-:i:L:: : :r::::,:::::::: ::: :::23.~~!t::.st~·:.,:::r:::: Rainfall Intensity (1 10) = Q AREA 1 = Q AREA2 = Rainfall Intensity (1 25 ) = Q AREA 1 = 9 .861 in/hr 21 .174 cfs Q AREA 2 = 6 .142 cfs :9~·aI:::::::;:,:::::::.=:::·::.:1::::::::: t·::::,:::::::::::::==:·:::::::::: :2.r~~1s :~:.::::::::::: Rainfall Intensity (1 50) = Q AREA 1 = 11 .148 '"!hr 23 .936 cfs QAREA2 = 6.943 cfs n:~:~ ~:···:=:··:·:· · "::= t\ ::::; >t:3o i8:7-s: d~ft? ~ ~:-:.· .. -.-:-:-:-:-:-· .. ;. Rainfall Intensity (1 100) 11 .639 :n/hr QAREA 1 = 24 .991 cfs Q AREA 2 ·= 7.249 cfs Q··.::::::::::::::::::::=:-=·=·=· =:=::: ~/;;;~/:::~/:?~::;:::::: :-=·=:>=::::::===:::.: :::::_.: ·-·32 ·240. CiS:::::==x· · Ji#HF tt< ::::: ==='===:=:.::::::=::::::::=,==========·,.,., :::=:=:.· • · · .. :::::::::: SECTION #4 MINOR DRAINAGE AREA HYDROGRAPHS SECTION #4 -HYDROGRAPBS Chart 4 2-YEAR HYDROGRAPH ~ 10 \.!) ~ -< ~ ~ :;,,I u -cri -8 ~ 0 10 I a P o st -D evelopment D Pre -Dev elo pment / HY DROGR..-\P HS C hart 4 TI.\IE (mi n ) 20 30 SECTION #4 -HYDROGRAPHS Chart 5 5-YEAR HYDROGRAPH 25 20 Volume 1 5 r-:l '-' ~ -< ~ i:C ~ u -"1 .... ~ 10 5 0 0 10 rJ Po st -Development 0 Pre-De vel o pment HYDROGRA.PHS Chart S TDIE (min ) 20 30 .r I SECTION #4 -HYDROGRAPHS Chart 6 10-YEAR HYDROGRAPH 20 -~ 1 5 ~ ---~~~~~~~~~~-+.< - 10 5 0 10 8 P ost-Development D P re -De v elopment ~ H Y D ROGR...~HS Chart 6 TI\I E (min ) 20 30 I SECTION #4 -HYDROGRAPHS Ch a rt 7 25-YEAR HYDROGRAPH 30 20 -~ 15 ---------·: ~ - 1 0 5 0 10 El P ost -D evelo pment D P re-Development HYDROGRAPHS Chan 7 TD-I E (min ) 20 30 I I I I SECTION #4 -HYDROGR~PHS Chart 8 50-YEAR HYDROGRAPH 35 ' 3 Volume C on veyed 1 21 ,00 0 ft i 30 -------------l 25 20 ~ I-' ~ < -~ t:i:: :.I u -rJJ ,_ ~ 15 1 0 5 0 10 Cl P ost -D ev elopment [J Pre-De velop ment TL\IE (min ) HYDROGR.-\PHS Chart 8 20 30 I I SECTION #4 -HYDROGR.\PBS Chart 9 100-YEAR HYDROGRAPH 45 Volume Con veyed ti;;J 25 "" ~ < -.... ~ -:... u -"1 .... Q 20 0 10 El Pre-Development D Post -De velo pment HY DROGK..-\PHS Chart 9 22 ,000 ft 3 TI\IE (min ) 20 30 SECTION #5 FLOWRA TE ANALYSIS SECTION #5 -FLOWRA TE TABLE 2 YEAR FREQUENCY MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft 3/sec) (ft3/sec) 0 0 .000 0 .000 5 1.911 8 .762 10 3 .822 17.524 15 2 .331 8 .762 20 1.694 5 .841 25 1 .057 2 .921 30 0 .420 0 .000 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T C(MAJOR) = Q (MAJOR ) = T q PRE ) = Q (PRE ) = T C(POST) = Q (POST) = Area of Detention Basin (70' x 70 ') = 45 .0 min 168 .864 cfs 11 .1 min 4 .242 cfs 10 .0 min 17 .524 cfs 4 ,900 .00 ft 2 2836 -6 0 ~ Flowrnte Ana lys is .xi s (ft3) (ft 3) 0 0 1,028 1,028 4 , 111 3 ,575 8,977 7 ,441 10,895 7,918 11,745 7 ,281 11 ,529 5 ,855 4 ,576 3,445 2.464 1 ,634 959 441 90 (ft) 0 .00 0.21 0.73 1 .52 1.62 1.49 1.19 0 .93 0 .70 0.50 0 .33 0.20 0.09 0.02 (ft3/sec) 0 .00 1.79 3.33 4.81 4 .96 4 .75 4.26 3.77 3 .27 2.77 2.25 1.73 1.17 0.53 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3 /sec) (ft3/sec) I SECTION #5 -FLOWRA TE TABLE MINOR BASIN II PRE POST CUMM . TIME FLOWRATE FLOWRATE VOLUME (min) (ft 3/sec) (ft 3/sec) 0 0 .000 0 .000 5 2.329 10.655 10 4 .659 21.309 15 2.842 10.655 20 2 .065 7.103 25 1.289 3 .552 30 0 .512 0 .000 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T C(MAJOR) = Q (MA JOR) = T C(PRE) = Q (PR E) = T C(POS T) = Q (POST) = Area of Detention Basin (70' x 70') = 45.0 min 213 .032 cfs 11.1 min 5.171 cfs 10 .0 min 21 .309 cfs 4 ,900 .00 ft 2 2836-604 Flowrate Analysis .xis (ft 3) 0 1 ,249 4,995 10 ,915 13 ,249 14 ,285 14,022 5 YEAR FREQUENCY DETENTION AREA RUNNING VOLUME (ft 3) 0 1,249 4,404 9,215 9 ,944 9,313 7 ,700 6 ,234 4,914 3 ,742 2,720 1,848 1, 129 568 169 HEAD (ft) 0.00 0 .25 0 .90 1.88 2 .03 1.90 1.57 1.27 1.00 0 .76 0.56 0 .38 0.23 0.12 0 .03 OUTLET FLOWRATE ORIFICE FLOW (ft3/sec) 0 .00 1 .97 3 .70 5 .35 5.56 5 .38 4.89 4.40 3.91 3.41 2 .91 2.40 1.87 1 .33 0.73 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3/sec) (ft3/sec) I I SECTION #5 -FLOWRA TE TABLE 10 YEAR FREQUENCY MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft 3/sec) (ft3/sec) 0 0 .000 0 .000 5 2 .618 11 .959 10 5.235 23.917 15 3 .193 11 .959 20 2 .321 7 .972 25 1.448 3 .986 30 0 .576 0 .000 35 40 i2 so 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T C(MAJO R) = Q (MAJOR) = T qPRE) = Q (PR E) = T C(POST) = Q (POST) = Area of Detention Basin (70' x 70') = 45 .0 min 244.763 cfs 11 .1 min 5 .811 cfs 10.0 min 23 .917 cfs 4 ,900 .00 ft 2 2836-604 Flowrate Anal ys is.xis (ft 3) (ft 3) 0 0 1,401 1,401 5 ,605 4,979 12,250 10,445 14 ,871 11 ,358 16 ,034 10 ,740 15,740 9 ,008 7,421 5 ,981 4.689 3 ,544 2 ,549 1 ,705 1 ,015 482 115 (ft) 0 .00 0.29 1.02 2 .13 2 .32 2 .19 1.84 1.51 1.22 0 .96 0.72 0.52 0 .35 0 .21 0 .10 0 .02 (ft3/sec) 0 .00 2.09 3 .93 5 .69 5.94 5.77 5 .29 4.80 4 .31 3 .82 3 .32 2.81 2.30 1 .77 1.22 0 .60 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (tt3 /sec) (ft3 /sec) SECTION #5 -FLOWRA TE TABLE 25 YEAR FREQUENCY MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft3/sec) (ft3/sec) (ft 3) (ft 3) (ft) (ft 3/sec) 0 0 .000 0.000 0 0 0 .00 0.00 5 2 .991 13 .658 1 ,600 1 ,600 0 .33 2.23 10 5 .982 27 .316 6 ,400 5 ,732 1 .17 4 .22 15 3 .649 13 .658 13 ,991 12,057 2 .46 6.12 20 2 .652 9.105 16 ,985 13 ,215 2 .70 6.41 25 1 .655 4 .553 18,314 12 ,623 2 .58 6.26 30 0.658 0 .000 17 ,978 10,745 2 .19 5 .78 35 9 ,012 1 .84 5 .29 I 40 7,426 1 .52 4 .80 4S S,98S 1 .22 4.31 so 4 ,692 0.96 3.82 SS 3 ,547 0 .72 3 .32 60 2 ,SS2 O.S2 2.81 6S 1 ,707 0 .3S 2 .30 70 1 ,017 0 .21 1 .78 7S 484 0 .10 1.23 80 116 0 .02 0 .60 8S 90 9S 100 10S 110 115 120 12S 130 13S GENERAL NOTES T c (MA JOR) = 4S .O min Q (MAJOR ) = 282 .229 cfs T C(PRE) = 11 .1 min Q (PR E) = 6.64 cfs T C(POSl) = 10 .0 min Q (POSl) = 27 .316 cfs Area of Detention Basin (70' x 70') = 4 ,900.00 ft 2 2836-60 4 Fl owrate Anal ys is.xis DETENTION (WITH) (WITHOUT) EXIST . EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3/sec) (ft3 /sec) o ooo ''''' ?• t P~QP!:t '•,,/ 'o.mo:o 31 .3s9 •Im•• r :s3~s37 • tr: .•·.••--•-••.••.4_••.••.•~.••-•·-•·-'_h_••-tz_••-••-·6_'.' 6942 ·.· 077168 .. :·_,· .. ·'·.=' ... -'•· ... ·'· ... ·'·· .... '•.· ... :'· ... ·'·· ... ·'· ... ·'·.· ... '• .. ::':'.::.:: .. :··: ... :·-· .. :i_.:! __ ::···'·-.. -'· . ·. ..... . {:) i!Jil!J ~ll~I · ·•i·•t•::. ::: !~~Q§~ ~ ~~ ~;; l'i\!JlllJlj_ ·.1.i.i.~.'.1_1.~.~-!./.l .. ~.::_::.~.:,_i;. ;~~:~~~ ! :111.1111:11 ~~il~i!!!/•1•1/!/i : !1~~~11 250 .810 •• • ~fit1:•'•••:::••••,,••::.f~9f:!tP m~~~iJUiiiHlii~ ll~m ilti 1111 104 .S29 ::• ... 104529 . . 1 04529 94 . 016 ·.J '.·t·.: ••• ~i~-9~1 ... •· .•.. ·l,•-· .. ,•·_,•• .. ,••_,,•_.,'_,•: __ , •.• _'-.,•.-·,•_,· .. ,i;·'•· .. ,.:'_-.. ,.,_,,-__ ,'.•,.:•:'.•,._,• .• _, •. , •. '_,•·,•-·.,:_,•,•,•,•:::~,:,.,•_•_,•,!.:,.,!.:e,•·,·,•,•_·21_•_.,•_,_,·.•,•:s3•· 83 .623 ••.•• , ........ } ~?l,§~e ••'•:.:: 99. Q: ~~-;~~ Ill/! 1111:11 ~i1~~;::::·:.;:;:;;: ~~;1~; s2 2ss I ciiI i!t$t~!l$ ~ l!IJl l_ .• _1 ... ·1_s_A_.,•.•'·--•.: __ .·., .• _._i_t.'_:•_11_a.••.-•.,~.1_ .•.•.. :_:·•·•· .. • 41 . 812 •_,'_,'•.,-_•,,' •. ,.!_,-•_,•_,•_,,·'.,•·.,·•.,•, .. •.',:·'•:·.',.'·.,::·.,•:'-•,-.-•:,_'·.,,·,·.,·•.,·.,.·_,'•.,,.•-.·_,.•,,_·.·-•,••.,•·:'-·_,.4·,,~-•.·••,•:'1,1:_>,-.-~ .. ,•,.•.,s.3,.15.,.,._29:,:,•_.:,,:_,,•,,_._,,•,,.•• ___ ........... . 31 .3S9 ~ ...... ·~~~~~ 20 .906 >;;······ :~~~;!,,·: :r::;J!.:i:~~~~:: 1 ~:~~~,:::-,••:liiili!ii:!i~~~a0,~i:iii .•. •> u~®o SECTION #5-FLOWRATE TABLE I SO YEAR FREQUENCY I MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM. RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft3/sec) (ft3/sec) (ft3) (ft3) (ft) (ft 3/sec) I 0 0 .000 0 .000 0 0 0 .00 0 .00 5 3.383 15.439 1 ,808 1,808 0.37 2 .37 I 10 6 .766 30 .878 7 ,234 6,523 1.33 4 .50 15 4.127 15.439 15 ,815 13 ,754 2.81 6 .53 20 2.999 10.293 19,200 15, 179 3 .10 6 .86 25 1 .872 5 .146 20 ,703 14,622 2 .98 6 .74 30 0 .744 0 .000 20 ,323 12,601 2 .57 6.25 35 10 ,725 2 .1 9 5 .77 40 8 ,994 1.84 5 .28 45 7.409 1.51 4.80 50 5,970 1.22 4.30 55 4,678 0 .95 3 .81 60 3,535 0 .72 3 .31 65 2,541 0 .52 2 .81 70 1 ,699 0.35 2.30 75 1 ,010 0.21 1 .77 80 479 0 .10 1 .22 85 113 0 .02 0.59 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T C(MAJOR) = 45.0 min Q {MAJOR) = 322 .101 cfs T C(PR E) = 11 .1 min Q {PRE ) = 7.51 cfs T C{POST) = 10 .0 min Q (POST) = 30 .878 cfs Area of Detention Basin (70' x 70') = 4 ,900 .00 ft 2 2836 -6 04 Flowrate Analysis .xis I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3 /s ec) (ft3/sec) (ft3/sec) o.ooo JJ /\ •dkOO.lF ? ?• ]: 9~19 35 .789 •::. :::•••: .:1~1$.a .:::::.::: • ._ •. :. 4zm 11 .578 r:: •: t'6 :•01a :: ill : .1;:.l;i.l;i.!:l;!:l;.1:1.1.1:/;~9:•.••.•:•.~.·····•.•.:.J.:_.;: .. _•.•.•;·:~.•.•_:;:.•.o.•.••.•.• 101 367 J?t .: •. ' •. ' •.. , •. ,.:··•.,•::.•.:!.:•.::.:•.:•,!, .. :::.,•.:: 1 1.:;··:•,•:'./:1e,•,•,•_·.•:::n_j·s····.·:·;·:• .. [:;,•-,~.···:•;•,·.,•.:.•2o:·:·;·:·,:.0;1,•:•;•::.::_:._:/.:I .. :!_,.::.• ............ ~ Y.-r.:.;, ~14~~3 ::;1 ~5· 4 65 _ .... :·:'.--···:·:• ___ .. :::: __ .... :·:· __ ... :·:•_ ..... :i:' __ ... :·:·--·····:1.·.--····:· .... ··:·,·_.-··:i:·_.---··:·_· .. --·:::_.-·····:·.:·_-'i. vV V ·:-:: :::: ~~9~ •::•••:::=::~!~}e!~:r :-r :· ::1~!~~~:~: _ .... _. _ •::::: t~!~!!•:\:• ? .··::_.·'·_ .. :·.· .. ,•• ... '·_.:·.•_ .. :•_ .. :·_:•,' ... :•· ... :' ... :•· .. ·':z .. '•'l.:',:;•:,_:·1_5•:·-:•;::,._:._P3;::;,:,;·.:.=_.:•.~_:•: .. :•.:;;;-::';-,:.::_::_;;:::;•:.:ol>_:::;::';': 250 .523 •::.::::::::• 25$293. : "' ~kV 286 312 :;:::;:::: •. :1 .••.••.•. 1.:::.: 3~.l.:.~:.·::·[······8~·9!_~:6.•,• .•. •:!:1.:•:1.:1;1::·,·.-,•:1_:1::.:1:•.:1:1.:1;1:1,1 : ]~!§~~1•t ~~~:~~: !ljjlill!l!I 4Q ,,. • '3221n1 190.a1s • Jl!1~1~1 ::1'_·:· .• ·_:::•_::• .• -:::• .. :;•,•:.::,'_::i, 2 .,.,·.1 1 ... ·.·.•-·:···.-~::_·.···-··:·_::2.0_0_•• ..• _.::,··_:[.·:::•_:•_'.::649•_._'._:.:•_1,"'•:-·-·-··-:~.s_: .......................... &225 .......... ~Q ~ 178 . 945 ..... ,.: ~·$~Ji2l!l••:11:111111 1~ 4~735 _:~15~6~ :;!.i_:.i.!:,ii.;li_l_l_i_·,.1 Mt:i®Ziaoitt' 1:Hll~ : iUl·~~r •C •:r n ••1~~f:~~e ::·;:}'():;:· ·.c-,,,:'>·4· ·A:a::--· ::;:;::;:::::::·: ··--1:;)'(''"'2~ 131.226 :.. •• •• ':8'ftrnt• • } • • ~d~ -~ ~ ~;: ;~~ :· :•:: .• _1_:.·_·: __ ._ •• __ :_·-··-•-·-~.~-•.i .•.;_•-•-·•_:_1_.•.••._t_•-~.~ .••.. _•: ..•.••.. :.~_·•·:_ •. i.i_li.l ..•. :.•.-_i_·_i_l_i_l_:.1.1_1.1.1.1.1_1.1_1.1.1_11 __ 11.1_1.1_1 .•.•..•. : •. _._;_:.:_: .• _:.:.~.· .•. : .•.•. 1.~.~-~ .•. fo_3.:_I _ •• ~~:~~~:·• 11 .578 F :/ :i i [~~:;/l/1'••.:.:. rr:;;~~;,~; 2t3~ •. ·~8 45~~98 ;1.i;1.i;i.i::·::·:·•·;1.:_,_1_1,l_l;l.i_1.1_~1ill t= Ii ;:;:;:;:,:,:;:::: ? ~~~!~~:.: :•••t••• ~~f:~~~ 11 . 9 3 0 }·,····-··-··-••-'•_•: .• -.': .• ':.·_··· .. ·.·•.':.·•.1 .•...•. 1_ .. _.:,~_·.~ .... 3_.:_ ...•. ~ .... ••.••-'•-•: .... : . ·-·•·.'•_•:_1_·,_ ... ? .. ,,, •. !.9 .. :.-:.~9 ·.•.· . }~ff)f 0 .000 ) • : d UlQO :@ · ·:: • :p;qo-0 I I I SECTION #5 -FLOWRA TE TABLE 100 YEAR FREQUENCY l~====M=IN=O=R===B=A=S=IN==~ll~========D=E=T=EN=T=l=O=N=A=R=E=A===========:ll PRE POST CUMM . RUNNING TIME FLOWRATE FLOWRATE VOLUME VOLUME (min) (ft 3/sec) (ft 3/sec) 0 0 .000 0.000 5 3 .531 16 .120 10 7 .062 32.240 15 4 .308 16.120 20 3 .131 10.747 25 1 .954 5 .373 30 0 .777 0 .000 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T qMAJOR) = Q (MAJO R) = T C(PR E) = Q (PRE ) = T C(POST) = Q (POST) = A rea of Detenti on Bas in (70' x 70 ') = 45 .0 min 337 .241 cfs 11 .1 min 7 .839 cfs 10 .0 min 32 .24 cfs 4 ,900.00 ft 2 2836-604 Flowrate Anal ysis.xis (ft 3) (ft 3) 0 0 1 ,888 1 ,888 7 ,553 6 ,827 16 ,513 14,405 20 ,047 15 ,933 21 ,615 15,392 21 ,219 13 ,318 11 ,389 9 ,605 7 .967 6,475 5 ,130 3 ,933 2 ,885 1 ,987 1 ,242 653 226 HEAD (ft) 0 .00 0 .39 1 .39 2.94 3 .25 3 .14 2 .72 2 .32 1 .96 1 .63 1 .32 1 .05 0 .80 0 .59 0.41 0 .25 0.13 0 .05 OUTLET FLOWRATE ORIFICE FLOW (ft3/sec) 0 .00 2 .42 4.60 6 .69 7 .03 6 .91 6 .43 5 .95 5.46 4 .97 4.48 3 .99 3 .49 2.99 2.48 1 .96 1.42 0 .84 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3 /sec) (ft3/sec) 0 · 000 ? : ::::: _. • 9s9gq:, t' 1.1.!•./.11.li.·•.11.1.:.!1.•s.'..'..: .••.•••. :. 00 .06.· •...•••. : .. ~.·.• 37.471 L::: : !i il~'=~i!/I! •I• 1 ~~:~~: !•l!•l!ji !!!i!li•·•r.11~1 1,01•:••••••··••·••.Ji•:JJ~~~~-~ ~~~•m !.:~111111111 262 299 •••••?< • f.~f.f.1~@?•••••••••••••••tR~f:~~ 299 . 110 ,. ••·••• r ·~geit~R,, ·:.:·.. t t:~~~~tif9 ~!~ m 1~,l~;•~w 11:~L;~ ~ ~~.~~~ ww;;J lllll 11&! ~ :~: ~~; ii: .. ;:;:::: .. :::: /.11~ ...• ,· .. '~ .. 2··~,· .. ·.• .. •: .. , ... 1 •.,•.•,·.·· .. :·: ...•. :.7 8 :'.•,•,•:• ... 4: .• ,·.·.:···:·····~··:·.·····• ... • .... :• ... ··'i ... ··'i ... ··'i ... ··'i ... ··'i·.··'i ... ··'i .. '· .• 1 ... ··'ii ... ··'i ... ··'i ... ··'i ... ··'.1 ... ·'.i .. ·' ... ··'i ..... i' ' ·· .. ·' ..... '1 ... ··'1 ..... '1 ..... '1 ..... '1 ..... '1, ... :: .• •,• .• ·,· ... '1 .... :: ....• ,·.·,• .• •• .. ~ ... ·' .. •'·· .. •,• .• •• ... ·' ... ·'·.t ... '1 .... '• .. :~· .• •,.··· ...• • ... ' 1 :9·:·····: .• :.• .. :~·; .• ···.·.•.'·,· 1~ ~12~.:4~~14: •. ·.'·:··········.: .•. 1.· •. 1.:.1.•1111•·1:11•11: ~ I ... ~ ~'t :w> H~.:41~·:: 1••1/ •rn·~~i~14: 99 923 :::tf??>••• ·:'9'9'"923.'''''''''''' :=::::::=::•:' '''''''99'''gza 8 7 : 433 ?? .... : .··· .. :.,:.':·:·-,·~.'.,•::.': .....• :, .. •·.9·~.:a.' .•••. :.2:•····::· .. ·'···': ... '• .. '• .. ,: .. :: ... '::·:·::. : .··'1 .. '1 .. :·····'· .. :'····'· .. ·'· .. :1 ... ' •. :~····:•.::.:1A·'·····';·'.:.:·.:43.~.·.•~:: .•••.. ::~ .•.• 74 .942 .•• • ~:·"' ~ ••.. : ii+._ .. :~::~; ............ ::::•:••:·.•·· ·:••li~~~~:···•! ......•.•••.••••.•... :•:•••••·····~i~i ~HE i::u,: il~il ru1 r11 o.ooo ?••Y•• :< •Prnoq • •• • '? maoo SECTION #6 EXISTING TxDOT CULVERT I I I SECTION#6 EXISTING TxDOT CULVERT (25-YEAR RAINFALL EVENT) Project Title : Callaway Subdivision c : \ ... \600\2836-callaway s ubdivision\lxdot2.stm 01/14/98 03:21 :19 AM - MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 - P-4 J-1:> -butlet Project Engineer: NB StormCAD v1 .0 Page 1 of 1 ----·--·-···--------·----·----·---··--------...----·-----·- J1 nct1on :-:J"4- I Rm : 336.00 ft sµmp: 32 3 .98 ft I ------Jtlet : Outle m : 330.00 ~ ----·----·-----------· --.. ----·-·. --·· -' Pipe : P-5 Pipe : P-4 Up In vert: 323 .98 ft Up Invert : 324 .27 On In vert : 323.90 ft On Invert . 323.98 Length : 94.00 ft Length : 22 .00 ft -tion-Siza~ft e--"--<:ize_;_fill_i -~ 0+00 0+50 Proj ect Title: Callaway Subdivision c:\ ... \600\2836-c a ll away subdivision\tx dot2.stm 01 /14/98 03 :21 :53 AM 1+00 ---------------- / J• nction : J-2 / Rm: 338.00 ft ~ Jmp : 326.36 ft -/ ----J1 nction : J-3 --Rm : 335.00ft mp:-324:27 ,__ L---I--------I------ I------------ ------··-· --· --··------··-------·--· -===--======= ---· ----------· , n _~ --Up Invert : 3 28 .38 ft Dn Invert: 3 26 .36 ft Length : 142 OOft Section Siz : 60 inch Pi -- Up lnve rt : 326.36 ft On lnve rt : 325 .75 ft Length 43.00 ft Section Size: 60 inch -- 1+50 2+00 2+50 Statio n ft MUNICIPAL DEVELOPMENT GROUP Haestad Methods , Inc. 37 Brookside Road W aterbury , CT 06708 (203) 755-1666 ,,~ Rm . 4o.oo ft 3 ~mp . 328. 38 ft \ -\ Ir let: m: ·mp _____ _E1pe~- Up Inve rt 328 51 Dn Invert 328 3c Length . 40.00 ft Section Size : 60 3+00 340.00 338.00 336.00 3 332 .00 330.00 328.00 ft ft nch 326.00 324 .00 322 .00 3+50 Elevation ft Project Engineer: NB StormCAD v1 .0 P age 1of1 Detailed Report for Outlet Flows Description Description Total Discharge 280.55 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 280.55 cfs Watershed Data I Description Description System Intensity 4 .40 in/hr Upstream CA 63.21 acres Flow Times Description Description System Flow Time 45.40 min Upstream Flow Time 45.40 min Elevations Description Description HGLln 328.10 ft HGL Out 328 .10 ft Ground Elevation 330.00 ft Rim Elevation 330.00 ft Other Properties Description Description x 240.63 ft y -43 .36 ft Velocity 12.18 ft/s Headloss 0.00 ft Headloss Coefficient 0 .00 Station 0+00 ft External Flow 0.00 cfs Proj ect Title : Ca ll away Subdivision c :\ ... 1600\2836-ca llaway subdivisionltxdot2.stm MUNICIPAL DEVELOPMENT GROUP 01 /14198 03:22:20 AM Haestad Methods , Inc . 37 Brookside Road Wat erbury, CT 06708 (203) 755-1666 Project Eng in eer : NB . StormCAD v1 .0 Page 1 of 1 I I I Section Material: Concrete Section Shape: Box Section Size : 5 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 323.98 Downstream 323.90 Messages: Profile: Subcritical flow. Detailed Report for Pipe P-5 Description 280.67 cfs Capacity 0.013 Hydraulic Drop 22.00 ft Energy Slope 0 .003636 ft/ft Upstream Velocity 45.37 min Average Velocity 0.03 min Downstream Velocity 45.40 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 336.00 328 .98 7 .02 4 .96 330.00 328.90 1 .10 4.61 Profile: Downstream depth below critical depth , critical depth assumed . Profile: Mild channel slope . Project Title : Callaway Subdivision c:\ ... \60 012836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT G ROUP HGL (ft) 199.95 cfs 0.43 ft 0 .005275 ft/ft 11 .32 ft/s 11 .75 ft/s 12.18 ft/s EGL (ft) 328.94 330.93 328.51 330.81 01/14198 03:22:37 AM Haestad Methods , In c . 37 Brookside Road Wate rbury , CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v 1 .0 Page 1 of 1 I I I I Detailed Report for J-4 Flows Description Description Total Discharge 280.67 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs T ot al Watershe d (CIA) 280.67 cfs Watershed Data Description Description System Intensity 4.41 in/hr U pstream CA 63 .21 acres Total CA 63.21 acres Flow Times Descriptio n Description System F low Time 45 .37 min Upstream F low Time 45.37 min Elevations Description Description HGL In 329 .93 ft HGL Out 328.94 ft Ground E levation 336 .00 ft Rim Elevatio n 336.00 ft Other Properties Description Description x 221 .30 ft y -33.40 ft Velocity 11 .32 ft/s Head loss 1 .00 ft Headless Coefficient 0 .50 Station 0+22 ft External F low 0 .00 cfs Project Title : Callaway Subdivision c:\ ... \60 0\2836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP 01/14/98 03 :22:52 AM Haestad Methods , Inc . 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 Pro ject Engineer : NB StormCAD v1 .0 Page 1 of 1 I I I Section Material: Concrete Secti on Shape: Circular Section S ize : 60 inch Number Sections : 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 324.27 Downstream 323.98 Messages: Profile: Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-4 281 .10 cfs 0 .013 94 .00 ft 0. 003085 ft/ft Ground (ft) 335.00 336.00 45.26 min 0 .11 min 45.37 min Crown (ft) 329 .27 328.98 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 5 .73 7 .02 Depth (ft) 6 .76 5 .95 c :\ ... \600\2836-callaway subd ivision\txdot2 .stm · MUNICIPAL DEVELOPMENT GROUP 144.65 cfs 1 .10 ft 0 .011651 ft/ft 14.32 ft/s 14.32 ft/s 14.32 ft/s HGL (ft) 331.03 329.93 EGL (ft) 334 .21 333.12 0 1 /14198 03:23:09 AM Haestad Methods , Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 I I Detailed Report for J-3 Flows Description Description Total D ischarge 281 .10 cfs Known F low 0 .00 cfs Upstream Additional + Carryover 0.00 cfs Total Watershed (CIA) 281 .10 cfs Watershed Data Description Descripti on System Intensity 4 .41 in/hr Upstream CA 63 .21 acres Total CA 63.21 acres Flow Times Description Description System F low T ime 45 .26 min Upstream Flow Time 45 .26 min Elevati ons Description Descri pti on H G Lln 332 .62 ft HGL Out 331.03 ft Ground Elevation 335.00 ft Rim Elevation 335 .00 ft Other Properties Descri ption Description x 169.73 ft y 45 .12 ft V e locity 14 .32 ft/s Head loss 1 .59 ft Headless C oefficient 0 .50 Station 1 +16 ft Exte rnal F low 0 .00 cfs Project T it le : Callaway Subdivision c:\ ... \60012836-callaway su bdivision\txdot2 .stm MUNI CI PA L DE V E LOPM ENT G ROUP 01/14/98 03 :23:23 AM Hae stad Me th ods , In c . 37 Broo ks ide Road W aterbu ry , CT 06708 (203) 755-1666 Project En ginee r: NB StormC A D v1 .0 Pa ge 1 of 1 Section Material : Concrete Section Shape: Circular Section Size: 60 inch Number Sections: 1 Descri ption Discharge Mannings Coefficient Length Constructed S lope Upstream Flow T ime Pipe Flow Time System Flow T ime Grade Elevations Location Invert (ft) Upstream Downstream Messages: 326.36 325.75 Profile : Pressure F low Information: Surcharged condition Project T itle : Callaway Subdiv is io n Detailed Report for Pipe P-3 281.30 cfs 0 .013 43.00 ft 0 .014186 ft/ft 45.21 min 0 .05 min 45.26 min Ground (ft) 338 .00 335.00 Crown (ft) 331.36 330.75 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 6 .64 4 .25 Depth (ft) 6.76 6 .87 c:\ ... \60012836-callaw ay s ubdiv ision\txdot2.stm MUNICIPA L DEVELO PM E NT GR O UP HGL (ft) 310.18 cfs 0 .50 ft 0 .011667 ft/ft 14 .33 ft/s 14.33 ft/s 14.33 ft/s EGL (ft) 333.12 332.62 336.31 335 .81 01/14/98 03 :23:38 AM Haestad Methods , Inc . 37 Broo kside Roa d W ate rbu ry , C T 06708 (203) 755-1666 Projec t Engi ne er: N B StormC AD v1 .0 Pag e 1 of 1 Detailed Report fo r J -2 Flows Description Description Total Discharge 281.30 cfs Known Flow 0 .00 cfs Upstream Additio nal + Ca rryover 0 .00 cfs Total Watershed (CIA) 281 .30 cfs Watershed Data Description Des cription System Intensity 4 .41 in/hr Upstream CA 63 .21 acres Total CA 63.21 acres Flow T imes Descriptio n Description System Flow Time 45 .21 min U pstream Flow Time 45.21 min Elevations Description Description HGL In 334 .72 ft HGL Out 333 .12 ft Ground E levation 338.00 ft Rim Elevation 338.00 ft Other Properties Description Description x 128.02 ft y 36.38 ft Velocity 14.33 ft/s Head loss 1 .59 ft Headloss Coefficient 0 .50 Station 1 +59 ft External Flow 0.00 cfs Project Title : Callaway Subdivision c :\ ... 160012836-callaway subdivisionltxdot2.stm MUNIC IPAL DEVELOPMENT GROUP 01 114/98 03 :24:34 AM Haestad Methods , Inc. 37 Brookside Road W aterbu ry , CT 06708 (203) 755-1666 Project Engi neer : NB StormCAD v1 .0 Page 1 of 1 I I Section Material: Concrete Section Shape: Circular Section Size: 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 328.38 Downstream 326.36 Messages: Profile: Pressure Flow Information: Surcharged condition Project Title: Callaway Subdivision Detailed Report for Pipe P-2 281.95 cfs 0 .013 142.00 ft 0 .014225 ft/ft 45 .05 min 0.16 min 45 .21 min Ground Crown (ft) (ft) 340.00 333 .38 338.00 331 .36 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover Depth (ft) (ft) 6 .62 8 .00 6 .64 8 .36 HGL (ft) 310 .61 cfs 1.66 ft 0.011721 ft/ft 14.36 ft/s 14.36 ft/s 14.36 ft/s EGL (ft) 336 .38 339 .59 334.72 337.92 c:l ... 1600\2836-callaway subdivisionltxdot2.stm MUNICIPAL DEVELOPMENT GRO UP 01 114/98 03:24:50 AM Haestad Methods, In c. 37 Brookside Road Wa terbury, CT 06708 (203) 755-1666 Project Engineer: NB Storm CAD v1 .0 Page 1 of 1 Watershed Information Total Area (acres) 90.30 90.30 Rational Formula Inlet Drainage Area Inlet CA Inlet Intensity Flows Description Total Discharge c 0 .70 0.70 Upstream Additional + Carryover Carryover Watershed Data Description System Intensity Total CA Externa l CA Flow Times Description System Flow T ime Inlet TC Elevations Description HGL ln Ground Elevation Other Properties Description x Velocity Headless Coefficient External Flow Status/Error Messages: Information : Flooding condition . Projec t Title: Callaway Subdivision Detailed Report for 1-1 90.30 acres 63.21 acres 4 .43 in/hr 282.14 cfs 0.00 cfs 0.00 cfs 4 .43 in/hr 63.21 acres 0 .00 acres 45.00 min 45 .00 min 337.99 ft 335 .00 ft -50.40 ft 14.37 ft/s 0.40 0 .00 cfs Inlet C Time of Concentration Inlet Discharge Description Known Flow Total Watershed (CIA) Additional Flow Description Upstream CA Inlet CA Description Upstream Flow Time External TC Description HGL Out Rim Elevation Description y Head loss Station c:\ ... 1600 12836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GRO UP 0.70 45.00 min 282.14 cfs 0 .00 cfs 282.14 cfs 0 .00 cfs 0 .00 acres 63 .21 acres 0.00 min 0 .00 min 337.99 ft 335.00 ft -2.16 ft 1 .28 ft 3+41 ft 01/14/98 03 :25 :38 AM Haestad Methods , Inc . 37 B k 'd R d w roo s1 e oa aterbury, CT 06708 (203 ) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1of1 I I I SECTION#6 EXISTING TxDOT CUL VERT (100-YEAR RAINFALL EVENT) P roj ec t T itle: Ca ll aw ay Subdivisio n c :\ ... \600128 36-call aw ay subd ivision\lxdot 2 .s t m 0 1 /1 4/9fl 03 :29 : 15 AM --- - MUNICIPAL D E V ELO PM E N T G R O UP Haestad M et hods, In c . 37 B rooksid e Road W at erbury , CT 067 0 8 (203) 7 55-1666 P-4 J-4:> -Outlet Project Enginee r : NB StormCAD v1 .0 P age 1 o f 1 -- ~ ~ -----V il ~~ / ft IJmp : 326.36 ft nction : J -... / m : 336.00 ft /; Wmp : 323.98 ft L--!Jr~ : 35.00 II I ~ ------- Jtlet: Outle m : 330.00 fft!F.'32g:g: D -· ----------·--·----·-----·-- Pipe: P-5 P ipe: P-4 Up Invert : 323.98 ft Up Invert : 324.27 Dn Invert : 323.90 ft Dn Invert : 323.98 Length : 94.00 II Length : 22 .00 II t ion-Size'-6-><-5-11 ~--"--Size:..60..ii lc.b 0-tOO 0+50 Project Title : Callaway Subdivision c :\ ... \600\2836-ca ll away subdivision\lxdot2 . stm 0 1/14/98 03 :29 :4 5 AM 1+00 mp:-32°4:27°"n ----~ ----~ ----·-·----·--·-----···--------·--------- L----I--- ~ ----L..--~ n · . P -? ,_____ Up Invert : 3D8 .38 ft On Invert : 3D6.36 II Length : 14, 00 II Section Siz : 60 inch -· -.. Up Inv• rt : 326.36 11 Dn Inv• rt : 325.75 ft Length 43.00 ft Sect io 1 Size: 60 inc h 1+50 2+00 2+50 Stati on II MUNICIPAL DEVELOPMENT GROUP H aestad M ethods, Inc. 37 Brookside Road W ate rbury, CT 06708 (203) 755-1666 - -----lion : J-1 R~ooft t:;µmp . 26.38 ft \ \ 11 let : m: mp Djn.o.· n" Up Invert : 328.5 Dn Invert : 328.3! Length: 40.00 ft Section S ize : 60 -- 3+00 340 00 338.00 336.00 1 3:M'R~11 332 .00 330.00 328.00 II ft nch 326.00 324.00 322 .00 3+50 Elevation II Project Engineer: NB StormCAD v1 .0 Page 1 of1 I Flows Description Total Discharge Upstream Additional + Carryover Watershed Data Description System Intensity Flow Times Description System Flow Time Elevations Description HGL In Ground E levation Other Properties Description x Velocity Headless Coefficient External Flow Project Title : Callaway Subdivision Detailed Report for Outlet 335.57 cfs 0 .00 cfs 5 .27 in/hr 45.34 min 328.85 ft 330.00 ft 240.63 ft 13.43 ft/s 0 .00 0 .00 cfs Description K n own Flow Total Watersh ed (CIA) Description Upstream CA Description Upstream Flow Time Description HGLOut Rim Elevation Description y Headless Station c:\ ... 160012836-callaway subdivisionltxdot2.stm MUNICIPAL DEVELOPMENT GROUP 0 .00 cfs 335 .57 cfs 63.21 acres 45.34 min 328.85 ft 330 .00 ft -43 .36 ft 0 .00 ft 0+00 ft 01/14198 03:30 :11 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 I I Detailed Report for Pipe P-5 Section Material: Concrete Section Shape: Box Section Size: 5 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations 335 .70 cfs 0 .013 22.00 ft 0 .003636 ft/ft 45.31 min 0 .03 min 45.34 min Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Location Invert Ground Crown Cover Depth (ft) (ft) (ft) Upstream 323.98 336.00 328.98 Downstream 323.90 330.00 328 .90 Messages: Profile: Subcritical flow. Profile: Downstream depth below critical depth , critical depth assumed . Profile: Mild channel slope . Project Title: Callaway Subdivision (ft) (ft) 7 .02 5 . 1 .10 5 . 15 00 c :\ ... \600\2836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GRO UP HGL (ft) 199.95 cfs 0.23 ft 0 .01 0346 ft/ft 13.43 ft/s 13.43 ft/s 13.43 ft/s EGL (ft) 329.13 331 .93 328.90 331 .70 0 1/14/98 03:30:26 AM Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Project En gineer: NB StormCAD v1 .0 Page 1of1 I I I Detailed Report for J-4 Flows Description Description Total Discharge 335 .70 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 335.70 cfs Watershed Data Descriptio n Description System Intensity 5 .27 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow T ime 45 .31 min Upstream Flow Time 45 .31 min Ele vations Description Description HGL In 330 .53 ft HGL Out 329 .13 ft Ground Elevation 336.0 0 ft Rim Elevation 336.00 ft Oth er Properties Description Descript ion x 221 .30 ft y -33 .40 ft Velocity 13.43 ft/s Head loss 1.40 ft Headless Coefficient 0 .50 Station 0+22 ft External Flow 0.00 cfs Project Title : Callaway Subdivision c:l ... 160012836-callaway subdivisionltxdot2.stm MUN ICI PAL DEVELOPMENT GROUP 01/14198 03 :30 :42 AM Haestad Methods , Inc . 37 Broo kside Road Waterbu ry , CT 06708 (203) 75 5-1 666 Project Engineer: NB StormCAD v1 .0 Page 1 of1 I I Section Material : Concrete Section Shape: Circular Section Size: 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow T ime Pipe Flow Time System Flow T ime Grade Elevations Location Invert (ft) Upstream Downstream Messages: 324.27 323.98 Profile : Pressure F low Information : Surcharged condition Projec t T itl e : Ca ll away Subdivision Detailed Report for Pipe P-4 336.12 cfs 0.013 94.00 ft 0 .003085 ft/ft Ground (ft) 335 .00 336.00 45 .22 min 0.09 min 45.31 min Crown (ft) 329.27 328.98 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 5 .73 7.02 Depth (ft) 7 .82 6 .55 c :\ ... \60012836-calla way s ubd ivision\txdot2 .stm MUN IC IPAL DEVELOPMENT GROUP 144.65 cfs 1.57 ft 0 .016657 ft/ft 17.12 ft/s 17.12 ft/s 17.12 ft/s HGL EGL (ft) (ft) ~~-4-~~~~~~ 332.09 336 .65 330.53 335 .08 01/14/98 03:30 :57 AM Ha estad Methods, Inc . 37 Brookside Road W aterbu ry , CT 06708 (203) 755-1666 Project En g ine er: NB StormC AD v1 .0 Pa ge 1 of 1 I I I Detailed Report for J-3 Flows Description Description Total Discharge 336 .12 cfs Known Flow 0.00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 336.12 cfs Watershed Data Description Description System Intensity 5 .28 in/hr Upstream CA 63 .21 acres Total CA 63.21 acres Flow T imes Description Description System Flow Time 45.22 min Upstream Flow Time 45 .22 min Elevations Description Description HGLln 334 .37 ft HGL Out 332.09 ft Ground Elevation 335.00 ft Rim Elevation 335 .00 ft Other Properties Description Description x 169.73 ft y 45.12 ft Velocity 17.12 ft/s Headless 2 .28 ft Headless Coefficient 0 .50 Station 1 +16 ft External Flow 0 .00 cfs Project Titl e : C all away Subdivision c :l ... 1600\2836-ca ll away subd ivision ltxdot2 .s tm MUNI C IPAL DEVELOPMENT GROUP 01 /14198 03:3 1 :12 AM Ha estad Methods , In c . 37 Brooksi de Road Waterbury , CT 06708 (203) 755-1666 Pro ject Engi neer: N B St ormCAD v1 .0 Page 1of 1 Secti on Material: Concrete Section Shape: C ircular Section S ize : 60 inch Number Sections: 1 Description D ischarge Mannings Coefficient Length Constructed Slope Upstream Flow T ime P ipe F low nme System Flow T ime Grade Elevations Location Invert (ft) Upstream Downstream Messages: 326.36 325.75 Profile: Pressure Flow Information: Surcharged condition Project Title : Callaway S ubdivision Detailed Report for Pipe P-3 336.31 cfs 0 .013 43.00 ft 0.014186 ftJft 45.18 min 0 .04 min 45.22 min Ground (ft) 338.00 335.00 Crown (ft) 331 .36 330.75 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 6.64 4 .25 Depth (ft) 8 .73 8.62 c :\. .. \600\2836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 310 .18 cfs 0.72 ft 0 .016676 ft/ft 17.1 3 ft/s 17.1 3 ft/s 17.13 ft/s EGL (ft) 335.09 334.37 339.65 338 .93 01/14198 03:31 :28 AM Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 Detailed Report for J-2 Flows Description Description Total Discharge 336.31 cfs Known Flow 0 .00 cfs Upstrea m Additional + Carryover 0 .00 cfs Total Watershed (CIA) 336.31 cfs Watershed Data Description Description System Intensity 5.28 in/hr Upstream CA 63 .21 acres Total CA 63.21 acres F low T imes Description Description System Flow T ime 45 .18 min U pstream Fl ow Time 45 .18 min Elevations Description Description HGL In 337.37 ft HGL Out 335 .09 ft Ground Elevation 338.00 ft Rim Elevation 338 .00 ft Other Properties Description Description x 128.02 ft y 36.38 ft Velocity 17.13 ft/s Headless 2.28 ft Headless Coefficient 0 .50 Station 1 +59 ft External Flow 0 .00 cfs Proj ect Title : Callaway Subdivision c :\ ... \600\2836-callaway s ubdivision\lxdot2.stm MUNICIPAL DEVELOPMENT GROUP 0 1114198 03 :31 :42 AM Ha estad Methods , Inc . 37 Brookside Road Wat erbu ry, CT 06708 (203 ) 755-1666 Project En gi neer: NB Sto rm CAD v1 .0 Pa ge 1 of 1 I Section Material: Concrete Section Shape: C ircular Section Size: 60 inch Number Sections: 1 Descri ption D ischarge Mannings Coefficient Length Constructed Slope Upstream Flow T ime Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream Downstream Messages: 328.38 326.36 Profile: Pressure F low Information : Surcharged condition Project Ti tle : C all away S ubdivis ion Detailed Report for Pipe P-2 336 .95 cfs 0 .013 142.00 ft 0 .014225 ft/ft Ground (ft) 340.00 338.00 45 .04 min 0 .14 min 45.18 min Crown (ft) 333 .38 331 .36 Description Capacity Hydraulic Dro p Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 6 .62 6 .64 Depth (ft) 11 .37 11 .01 c :\ ... \600\283 6-ca ll away subd iv ision\txdot2.stm MUNICIPAL DEVELOPM E N T GRO U P HGL (ft) 310.61 cfs 2.38 ft 0 .0167 40 ft/ft 17.16 ft/s 17.1 6 ft/s 17.16 ft/s EGL (ft) 339.75 337.37 344.32 341 .9 4 0 1/1419 8 0 3 :31 :57 A M Haestad Method s, In c . 37 Broo kside Ro ad W aterbury , CT 06708 (203) 755-1 666 Project Eng in ee r : NB. Storm CAD v1 .0 Page 1 of 1 I Detailed Report f or J -1 Flows Description Description Total Discharge 336.95 cfs Known Flow 0 .00 cfs Upstream Additional + C arryover 0 .00 cfs T otal Watersh ed (CIA) 336.95 cfs Watershed Data Description D escription System Intensity 5 .29 in/hr Upstream C A 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.04 min Upstream F low Time 45.04 min Elevations Description Description HGL In 340.00 ft HGL Out 339.75 ft Ground E levation 340 .00 ft Rim Elevation 340 .00 ft Other Properties Description Description x -11.28 ft y 6.72 ft Velocity 17.1 6 ft/s Head loss 2.29 ft Headless Coefficient 0 .50 Station 3+01 ft External F low 0 .00 cfs Status/Error Messages: Informatio n : Flooding condition. Proje c t Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 01 /14/98 03 :32 :14 AM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1of1 I Section Material: Concrete Section Shape: C ircular Secti on Size: 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow T ime Pipe Flow Time System Flow Time Grade Elevations Location Invert {ft) Upstream Downstream Messages: 328.51 328.38 Profi le : Pressure Flow Information: Surcharged condition Project Title : Callaway S ubdivision Detailed Report for Pipe P-1 337.13 cfs 0 .013 40.00 ft 0 .003250 ft/ft Ground (ft) 335.00 340.00 45.00 min 0 .04 min 45.04 min Crown (ft) 333.51 333 .38 Description Capacity Hydraul ic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 1 .49 6 .62 Depth (ft) 12.16 11 .62 c:\ ... \600 12836-callaway s ubdiv ision\txdot2.stm MUNICIPAL D EVE LOPM E N T G ROUP HGL (ft) 148.47 cfs 0 .67 ft 0 .016758 ft/ft 17.1 7 ft/s 17.17 ft/s 17 .17 ft/s EGL (ft ) 340.67 340.00 345.25 344.58 01 114198 03:32:28 AM H aestad Meth ods , In c . 37 Brookside Ro ad W aterbu ry , CT 067 08 (203) 755-1666 Project En g inee r : N B" StormC A D v1 .0 Page 1of1 I I Watershed Information Area (acres) 90.30 Total . 90.30 Rational Formula Inlet Drainage Area Inlet CA Inlet Intensity Flows Description Total Discharge c 0 .70 0 .70 Upstream Additional + Carryover Carryover Watershed Data Descri ption System Intensity Total CA External CA Flow Times Descript ion System Flow T ime Inlet TC E levations Description HGL In Ground Elevation Other Properties Description x Veloc ity Headless Coefficient Exte rna l Flow Status/Error Messages: Inform ation : Flood ing condition . Project Title : Callaway Subdivision Detailed Report for 1-1 90 .30 acres 63.21 acres 5 .29 in/hr 337.13 cfs 0 .00 cfs 0 .00 cfs 5 .29 in/hr 63.21 acres 0.00 acres 45 .00 min 45.00 min 340.00 ft 335 .00 ft -50.40 ft 17.17 ft/s 0.40 0 .00 cfs Inlet C Time of Concentration In let Discharge Descript ion K nown Flow Total Watershed (CIA) Additional Flow Description Upstream CA Inlet CA Description Upstream Flow T im e External TC Description HGL Out Rim Elevation Description y Head loss Station c :l ... 1600\2836-callaway subdivisionltxdot2.stm MUNICIPAL DEVELOPMENT GROUP 0 .70 45.00 min 337.13 cf s 0 .00 cfs 337.13 cfs 0 .00 cfs 0 .00 acres 63.21 acres 0.00 min 0 .00 min 340.00 ft 335 .00 ft -2.16 ft 1.83 ft 3+41 ft 01 /14198 03 :32 :43 A M Haestad Methods , In c . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormC AD v1 .0 Pa ge 1 of 1 SECTION#7 PROPOSED STORM SEWER I I I SECTION #7 PROPOSED STORM SEWER (25-YEAR RAINFALL EVENT) let Project Title : Ca llaway Sut;division c :\ ... 160012836-callaway subdivi s io nl2836t1 rc .stm 04/011/90 05 :56 :00 PM P-4 -6 -6 MUNICIPAL D E V ELOPMENT GROUP Haestad M eth ods, Inc . 37 Brookside Road W ate r bu ry , CT 06708 (203) 7 55-1666 - -3 - -2 -~-1 -1 Project Engineer: NB StormCAD v1 .0 Page 1of1 340.00 338.00 utlet : Ol.Alet ~ -----/ t::===----I ~~~}ft·--·----l----------+----------+----------+----f'l'-imp:..32.l.,g .1-A--ii----=:::::,,_dunct--,~1 ,H·-;.,J-5-:--=-,~==*"~~=====tl-----+l·l--------,----l-----lfl---l--l-l-l--l 330 .00 328.00 11-~~~~~---+~~~~~~~1-~~~~~~-1-~~~~~~--f~~--111---~~~-1-~~-11<.-np:;. il.33-a-l-~~~-l.J--+-l+l-~~~~-+-~J-.~-=::::::!==~I;;;;;~ ------~ uP1nve11 : 2e .s1 n ' I uPirlve : 328.38 ft On lnve ~: 326.36 ft --Up lnv•rt 324 27 ft lJp In ert 326 36 ft Section ~lze : 60 Inch _ _ Pip•· P-5 0n 1nv .. 1. 32aan 0n ~!l ••l '.l~F~ n ~ .. ';.~~~~~ Section Si e : 60 Inch 324 .00 322.00 I -------L-'--Pipe P-4 -pipe: P-·~..>-----~t..engtl'I . n·4T.CIO'll-------t Pl e· P-6 · fl:englh 9'4 00 ft [In-. 1 ft II =========±========:J=---~l==-----J_ ________ _i ________ ~~~llrlvert : 322.33 ft Up Invert : 32 98 ftiection stze 60 Inch Sectlt>n Size 60 Inch lf:: 1"'1pe : ,..._, Jnveft . ~§~-.r·:.i ,3;;Ul2;:;t;·OO,,_,, _______ _,_ _________ L_ _______ __J 320.00 2+00 ~ \::~~ ;~b :~~: 3+00 4+00 ~~ ~:~~: 5 ;e oO 5'ie : t~ft 7+00 8+00 9+00 Length : 440.00 ft Sl•tlon ft Q+OO 1+00 Section Size : 8 x 5 ft Elevation ft Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm 0 4/09 /98 08:39 :29 AM MUNICIPAL DEVELOPMENT GROUP Haestad M ethods , Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1of1 Node Inl et Inlet Inl et Inl et Upstream A rea c C A T C Flow (acres) (acres) (mi n ) Ti me (m in) 1-1 9 0 .30 0 .7 0 63.21 45.00 0.00 J-1 NIA NIA NIA NIA 45.05 J-2 NIA NIA NIA NIA 45.21 J-3 NIA NIA NIA NIA 45.26 J-4 NI A NIA NIA NIA 45.37 J-5 NIA NI A NIA NIA 45.40 J-6 NIA NIA NIA NIA 45.60 O utlet NIA N/A NIA N/A 46.30 Project Ti tle: Call away Subdivision c:\ ... \600\2836 -c all away subdi visi on\28 36 t1 rc.stm 0 4/09/98 08 :57 :45 AM -Node Report System System Total D ischarge Velocity G round Rim S u mp Flow Inten sity Wate rshed (cfs) (ft/s) Elevation Elevation Elevation T ime (i n/hr) (CIA) (ft ) (ft ) (ft ) (min) (cfs) 45.00 4 .43 282.14 2 8 2.1 4 14 .3 7 3 35.00 335.00 3 2 8 .51 45.05 4.43 281 .95 281 .95 14.36 340.00 340.00 328.38 45.21 4.41 281 .30 281.30 14 .33 338.00 338.00 326.36 45.2 6 4.41 281 .10 2 81 .10 14.3 2 3 35.00 335.00 324 .27 45.37 4.41 280.6 7 280.67 11 .3 2 336.00 336.00 323.98 45.40 4.40 280.55 280.55 9 .31 330.00 330.00 322.33 45.60 4 .39 279.77 279.77 10.40 332.00 332 .00 321 .91 46.30 4 .35 277.09 NIA 10.70 331 .60 331 .60 320.15 MUNI CIPA L DE V ELOP M E NT G RO U P Haes l ad Meth ods, Inc . 37 Brooksid e Roa d W aterbu ry , CT 06708 (203) 755-1666 HGL In HGL Out (ft ) (ft) 336.69 3 36 .69 336.69 335.09 333.42 331 .83 331 .33 330 .53 329.44 328.94 326.77 326.10 326.11 325 .27 323.42 323.42 In let Intensity (in/hr) 4.43 NIA NIA NIA NIA NIA NIA NIA Inlet Discharge (cfs) 282.14 NIA NIA NIA NIA NIA NIA NIA Pro ject En ginee r : NB StormC A D v1 .0 Page 1of 1 Pipe Upstream Downstream Discharge Length Node Node (cfs) (ft) P-1 1-1 J-1 282.14 40.00 P-2 J-1 J-2 281.95 142.00 P-3 J-2 J-3 281.30 43.00 P-4 J-3 J-4 281 .10 94 .00 P-5 J-4 J-5 280.67 22.00 P-6 J-5 J-6 280.55 105.00 P-7 J-6 Outlet 279.77 440.00 Project Titl e : Ca ll aw ay Sul:.division c :\ ... \60012836-ca ll away subdivisionl2836t 1 rc .s tm 04109198 08:52:53 AM Pipe Report Constructed Average Section Roughness Capacity Upstream Downstream Upstream Slope Velocity Size (cfs) Invert Invert HGL (%) (ft/s) Elevation Elevation (ft) (ft) (ft) 0 .3250 14.37 60inch 0 .013 148.47 328.51 328.38 337.16 1.4225 14.36 60inch 0 .013 310.61 328.38 326.36 335.09 1.4186 14.33 60inch 0 .013 310.18 326.36 325.75 331.83 0 .3085 14.32 60inch 0 .013 144.65 324 .27 323.98 330.53 0.3636 11 .75 5 x 5 ft 0 .013 199.95 323.98 323 .90 328.94 0.4000 8 .83 8 x 5 ft 0 .013 385.36 322.33 321.91 326.10 0.4000 10.54 8 x 5 ft 0 .013 385.36 321.91 320.15 325.27 MUNI CIP A L DEVELOPMENT GRO UP H aestad M ethods, Inc . 37 Brookside Road W at e rbury , CT 06708 (203) 755-1666 - Downstream HGL (ft) 336.69 333.42 331 .33 329 .44 328 .51 326 .11 323.42 Project Engineer : NB Sto rmCAD v1 .0 Page 1 of1 I I I I Detailed Report for Outlet Flows Description Description Total Discharge 277.09 cfs Known Flow 0 .00 cfs Upstrea m Additional + Carryover 0 .00 cfs Total Watershed (CIA) 277.09 cfs Watershed Data Description Description System Intensity 4 .35 in/hr Upstream CA 63 .21 acres Flow T imes Description Description System Flow Time 46.30 min Upstream F low Time 46 .30 min E levations Description Description HGL In 323.42 ft HGL Out 323.42 ft Ground E levati on 331.60 ft Rim Elevatio n 331 .60 ft Other Properties Description Description x -684.91 ft y -372 .83 ft Velocity 10.38 ft/s Headless 0 .00 ft Headless Coefficient 0 .00 Station 0+00 ft External Flow 0 .00 cfs Project Title : Callaway Subd ivision c :\ ... \600\2836-callaway subdivision\283611 rc .stm MUNICIPAL DEVELOPMENT GROUP 041 13/98 0 1 :24:29 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1of1 I I Detailed Report for P i pe P-7 Section Material: Concrete Section Shape: Box Section Size: 8 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed S lope Upstream F low Time Pipe Flow Time System Flow Time Grade Elevations Locati o n Invert (ft) Upstream 321 .91 Downstream 320 .15 Messages: 279.77 cfs 0 .013 440.00 ft 0.4000 % 45.60 min 0 .70 m in 46 .30 min Ground Crown (ft) (ft) 332.00 326.91 331.60 325 .15 Description Capacity Hydraulic Drop E nergy Slope Upstream Velocity Average Velocity D ownstream V elocity Cover Depth (ft) (ft) 5.0 9 3 .36 6.4 5 3 .27 Profile : Supercritical, upstream critical depth with full transition to downstream normal depth. Profile: Supercritical flow. Profile: Tailwater submerges exit flow. Profile: Steep channel s lo pe. Profile : Upstream critical depth assumed . Pro ject Title : Callaway Subdivision c:\ ... \60012836-callaway s ubdivision\283611 rc.stm MUNICIPAL DEVELOPMENT GROUP 385 .36 cfs 1 .85 ft 0 .3991 % 10.40 ft/s 10.54 ft/s 10.69 ft/s HGL EGL (ft) (ft) 325.27 326 .95 323.42 325 .20 041 13/9 8 0 1 :24:46 PM Ha estad Methods , In c . 37 Brookside Road Waterbu ry , CT 06708 (203) 755-1666 Project Eng in eer: NB StormCAD v1 .0 Page 1 of 1 I I I Deta i led Report fo r J-6 Flow s Description Description Total D ischarge 279.77 cfs K now n Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 279.77 cfs Watershed Data Description Description System Intensity 4 .39 in/hr U pstream CA 63 .2 1 acres Tota l CA 63.21 acres F low T imes Descri ption Description System Flow Time 45.60 m in Upstream Fl ow T ime 45 .60 min Elevations Desc ripti on Descri ption H G L ln 326.1 1 ft HGL Out 325 .2 7 ft Groun d Elevation 332.00 ft Rim Elevation 332.00 ft Other Properties Des c ripti on Description x -301 .37 ft y -156 .96 ft Vel oc it y 10.40 ft/s Headless 0 .84 ft Headl ess C oeffi c ient 0 .50 Station 4+40 ft Exte rna l F low 0.00 cfs Projec t Title : Callaway Subdivision c :l ... 160012 836-callaway su bdivisionl2836t 1 rc .stm MUN IC IPAL DEVE LO P M EN T GRO U P 04113 /98 01 :25:06 PM Haestad Me thods , Inc . 37 Brookside Road Waterbury, C T 06708 (203) 755-1 666 Project Eng in eer : NB Sto rm CAD v1 .0 Page 1 of 1 I Section Material : Concrete Section Shape: Box Section Size : 8 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 322.33 Downstream 321 .91 Messages: Detailed Report for Pipe P-6 Description 280.55 cfs Capacity 0.013 Hydraulic Drop 105.00 ft Energy Slope 0.4000 % Upstream Velocity 45.40 min Average Velocity 0.20 min Downstream Velocity 45.60 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 330.00 327.33 2.67 3 .77 332.00 326.91 5 .09 4 .20 Profile : Steep (S 1) profile, without hydraulic jump. Project Title : C allaway Subdivisio n c :\ ... \600\2836-callaway subdivision\283611 rc.stm MUNICIPAL DEVELOPMENT GROUP 385.36 cfs -0 .01 ft 0 .2374 % 9 .31 ft/s 8 .83 ft/s 8 .34 ft/s HGL EGL (ft) (ft) 326.10 327.44 326.11 327.19 04113 /98 01 :25:22 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Projec t Engin ee r : N B StormCAD v1 .0 Page 1of 1 Detailed Report for J-5 Flows Description Description Total D ischarge 280.55 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0.00 cfs Total Watershed (C IA) 280.55 cfs Watershed Data Description Description System Intensity 4.40 in/hr Upstream C A 63.21 acres Total CA 63.21 acres F low Times Description Description System Flow Time 45.40 min Upstream Fl ow Time 45.40 min Elev ations Desc ription Description HGL In 326.77 ft HGL Out 326.10 ft Ground E levati on 330 .00 ft R im Elevatio n 330.00 ft Oth er Properties Description Description x -233.0 7 ft y -77.27 ft V el ocity 9 .31 ft/s Headless 0 .67 ft Headless Coefficient 0 .50 Station 5+45 ft External F low 0 .00 cfs Project Ti tl e : Ca ll away Subdivision c :l ... 1600\2836-callaway s ubdivision \2836 t1 rc .stm MUNIC IPAL DEVELOPM E NT GROUP 04/13/98 01 :25:37 P M Haestad Methods , Inc . 37 Brookside Road W aterbu ry , CT 06708 (203) 755-1666 Project Engi neer : NB Storm CA D v1 .0 Page 1 of 1 Section Material: Concrete Section Shape: Box Section Size: 5 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow nme System Flow nme Grade Elevations Location Invert (ft) Upstream 323.98 Downstream 323.90 Messages: Profile : Subcritical flow. Detailed Report for Pipe P-5 Description 280.67 cfs Capacity 0.013 Hydraulic Drop 22.00 ft Energy Slope 0 .3636 % Upstream Velocity 45.37 min Average Velocity 0 .03 min Downstream Velocity 45.40 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 336.00 328 .98 7 .02 4.96 330.00 328.90 1 .10 4 .61 Profile : Downstream depth b elow critical depth , critical depth assumed . Profile : Mild channel slope . Project Titl e : C a ll away Subdivision c :\ ... 1600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 199.95 cfs 0.43 ft 0 .5275 % 11.32 ft/s 11 .75 ft/s 12.18 ft/s EGL (ft) 328.94 330.93 328.51 330.81 04113/9 8 01 :2 5 :51 PM Haestad Methods , In c . 37 Broo ks id e R oad Waterbury, CT 0670 8 (203) 755-1666 Pro j ect Engineer : N B · StormCAD v1 .0 Pag e 1 of 1 Detailed Report for J-4 F low s Description Description Total Discharge 280.67 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 280.67 cfs Watershed Data Descri ption Description System Intensity 4.41 in/hr Upstream C A 63.2 1 acres Total CA 63 .21 acres Flow T imes Descri pt ion Description System Flow T ime 45 .3 7 m in Upstream Fl ow T ime 45 .37 min Elevations Descri ption Descript ion HGL In 329.44 ft HGL Out 328.94 ft Ground E levati on 336 .00 ft Rim Elevation 336.00 ft Other Properties Description Description x -2 12 .48 ft y -68.97 ft V elocity 1 1 .32 ft/s Head loss 0 .50 ft Headless Coefficie nt 0 .25 Station 5+67 ft External F low 0 .00 cf s Project T itl e : Callaway Subdivision c :\ ... 1600\2836-callaway s u bdivisi on\2836t1 rc .stm M UN IC IPAL DEVELOP M EN T G RO U P 04/13/98 01 :26:12 PM Haestad Methods , Inc . 37 Broo kside Road W aterbu ry , CT 06708 (203) 755-1666 Project Eng in eer: NB Sto rmCAD v1 .0 Page 1 of1 Section Material: Concrete Section Shape: Circular Section Size: 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed S lope Upstream Flow Time Pipe Flow Time System Flow T ime Grade Elevations Location Invert (ft) Upstream Downstream Messages: 324.27 323.98 Profile: Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-4 Ground (ft) 281 .10 cfs 0 .013 94.00 ft 0 .3085 % 45 .26 min 0 .11 min 45.37 min Crown (ft) 335.00 336.00 329.27 328.98 Descriptio n Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 5 .73 7 .02 Depth (ft) 6.26 5.46 c :\ ... \60012836-callaway subdivision\283611 rc.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 144.65 cfs 1 .10 ft 1 .1 651 % 14.32 ft/s 14.32 ft/s 14.32 ft/s EGL (ft) 330.53 329.44 333.72 332.62 04113 /98 01 :2 6 :26 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAO v1 .0 Page 1 of 1 - I Detailed Report for J-3 Flows Description Description Total Discharge 281 .10 cfs Known Flow 0 .00 cfs Upstrea m Additional +Carryover 0 .00 cfs Total Watershed (CIA) 281 .10 cfs Watershed Data Description Description System Intensity 4.41 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow T imes Description Description System Fl ow T ime 45 .26 min Upstream Flow Time 45 .26 min Elevations Description Description HGL ln 331 .33 ft HGL Out 330.53 ft Ground Elevation 335 .00 ft Rim Elevation 335 .00 ft Other Properties Description Description x -131.49 ft y -117.37 ft Velocity 14.32 ft/s Headless 0 .80 ft Headless Coefficient 0 .25 Station 6+61 ft External F low 0 .00 cfs Project Title : C all away Subdivis ion c :\ ... \600 \2836-ca ll away subdivisio n\2836t1 rc .stm MUNICIPAL DEVELOPMENT GRO UP 04113 /98 01 :26:40 PM Haestad Meth od s , In c. 37 Broo kside Ro ad W aterbury, CT 06708 (203) 755-1 666 Project Engineer : N B StormCA D v1 .0 Page 1 of 1 I I Section Mat erial : Concrete Section Shape : Circular Section Size: 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Inv ert (ft) Upstream Downstream Messages: 326.36 325.75 Profile : Pressure Flow Information: Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P -3 Gro und (ft) 281 .3 0 cfs 0 .013 43.00 ft 1 .4186 % 45.21 min 0.05 min 45.26 min Crown (ft) 338.00 335 .00 331 .36 330.75 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity D ownstream V elocity Cover (ft) 6.64 4 .25 Depth (ft) 5.47 5 .58 c:\ ... \6 00\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP 310.18 cfs 0.50 ft HGL (ft) 1 .1667 14.33 14.33 14.33 331.83 331 .33 % ft/s ft/s ft/s EGL (ft) ----t 335 .02 334 .52 04/13/98 01 :26:55 PM Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I I Detailed Report for J-2 Flow s Description Description Total Discharge 281 .30 cfs Known Flow 0.00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watersh ed (C IA ) 281 .30 cfs Watershed Data Description Descri ption System Intensity 4 .41 in/hr Upstream CA 63.21 acres Total CA 63 .21 acres Flow T imes Description Description S ystem F low Ti me 45.21 min Upstream Flow T ime 45.21 min Elevations Descri ption Descripti on H GL ln 333 .42 ft HGL Out 33 1 .83 ft Ground E levati o n 338.00 ft Rim Elevation 338.00 ft Oth er Properties Description Description x -99 .6 1 ft y -88 .48 ft V eloci ty 14.33 ft/s Headloss 1 .59 ft Headloss C oe fficient 0 .50 Station 7 +04 ft External F low 0 .00 cfs Project T itl e : C a ll away Subd ivis ion c :\ ... \600 \2 8 3 6-calla w ay s ubd ivisio n \2 836t1 rc .stm MUN IC IPA L DEVELOPM E NT G RO U P 0411 3/98 0 1 :2 7 :16 P M Haesta d Methods , Inc . 37 Brookside Road W aterbury, CT 0 6708 (203) 755-1666 Project Eng in eer : NB St orm CA D v1 .0 Page 1 of 1 I Section Material: Concrete Secti on Shape: Circular Section Size : 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed S lope Upstream F low T ime Pipe Flow T ime System Flow Time Grade Elevations Lo c ation Invert (ft) Upstream 328.38 Downstream 326.36 Messages: Profile : Pressur e F low Informatio n : Surcharged condition Proj ect T itle : Ca ll aw ay S ubdivision Detailed Report for Pipe P-2 Description 281.95 cfs Capacity 0.013 Hydrauli c Dro p 142.00 ft Energy Slope 1.4225 % Upstream Velocity 45.05 min Average Velocity 0 .16 min Dow n stream V elocity 45 .21 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 340 .00 333.38 6 .62 6.71 338 .00 331.36 6 .64 7.06 c :l ... 1600128 36-callaway s ubdiv isionl2836t 1 rc .st m MUNICIPA L DEVELOPMENT G RO U P 310.61 cfs 1 .66 ft 1 .1721 % 14.36 ft/s 14.36 ft/s 14.36 ft/s HGL EGL (ft) (ft) 335.09 338.29 333.42 336.63 041 13/98 0 1 :27 :30 PM Haestad Met hods , Inc . 37 Broo kside Road W aterbury, CT 06708 (203 ) 755-1666 Proj ec t Engi neer : NB St orm CAD v1 .0 Page 1 of 1 Detailed Report for J-1 Flows Description Description Total Discharge 281.95 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0.00 cfs Total Watershed (CIA) 281 .95 cfs Watershed Data Description Description System Intensity 4 .43 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45 .05 min Upstream Flow Time 45 .05 min Elevations Description Description HGL In 336 .69 ft HGL Out 335 .09 ft Ground Elevation 340 .00 ft Rim Elevation 340 .00 ft Other Properties Description Description x 4.32 ft y 8 .88 ft Velocity 14.36 ft/s Headless 1.60 ft Headless Coefficient 0 .50 Station 8+46 ft External Flow 0 .00 cfs Project Title : Ca ll away Subdivision c :\ ... 1600\2836-callaway s ubdivision \2836t1 rc .stm MUNICIPAL DEVELOPMENT GRO UP 04113 /98 01 :27 :45 PM Haestad Methods , Inc. 37 Brookside Roa d W aterbu ry , CT 06708 (203) 755-1666 Project Engineer : N B StormCAD v1 .0 Page 1of 1 Section Material: Concrete Section Shape: C ircular Secti on Size: 60 inch Number Sections: 1 Description D ischarge Mannings Coefficient Length Constructed Slope Upstream F low T ime Pipe Flow T i me System Flow Time Grade Elevations Location Invert (ft) Upstream 328.51 Downstream 328.38 Messages: Profil e : Pressure Flow Information: Surcharged cond it ion Project Title : Callaway S ubd iv ision Detailed Report for Pipe P-1 Ground (ft) 282.14 cfs 0 .013 40.00 ft 0 .3250 % 45.00 min 0.05 min 45 .05 min Crown (ft ) 335.00 333.51 340.00 333 .38 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover Depth (ft) (ft) 1.49 8 .65 6 .62 8.31 c :l ... 160012836-callaway s ubd ivision \283611 rc .stm MUNI CI PAL DEVE LOPM ENT G ROUP 148.47 cfs 0.47 ft 1 .17 36 % 14.3 7 ft/s 14 .3 7 ft/s 14.37 ft/s HGL EGL (ft) (ft) 337.16 340 .37 336.69 339 .90 04/13/98 01 :28:00 P M Haestad Meth ods, In c . 37 Broo ks ide Roa d W aterbu ry , CT 06708 (203) 755-1666 Projec t Eng in eer: NB StormC AD v 1 .0 Page 1 of 1 Watershed Information Area C (acres) Total Rational Formula 90.30 90.30 Inlet Drainage Area Inlet CA Inlet Inten sity Flows Description Total Discharge 0 .70 0 .70 Upstream Additional + Carryover Carryover Watershed Data Description System Intensity Total CA External CA Flow Ti mes Descriptio n System F low Time Inlet TC Elevations Description HGLln Ground E levation Other Properties Description Detailed Report for 1-1 90.30 acres Inlet C 63.21 acres Time of Concentration 4.43 in/hr Inlet D ischarg e Description 282.14 cfs Known Flow 0 .0 0 cfs T otal Watershed (CIA) 0 .00 cfs Additional F low Description 4 .43 in/hr Upstream C A 63 .21 acres Inlet CA 0 .00 acres Description 45 .00 min Upstream Fl ow Time 45 .00 min External TC D escri ption 336.69 ft HGL Out 335.00 ft R im Elevatio n Description x 34 .32 ft y Velocity 14 .37 ft/s Headless Headless Coefficient 0 .5 0 Station Externa l Flow 0 .00 cfs Status/Error Messages: Information : Flooding co n di t ion . Project Title : Callaway Subdivision c:\ ... 1600\2836-callaway subdivision\2836t 1 rc.stm MUNICIPAL DEVELOPMENT GRO U P 04/13/98 01 :28: 14 PM Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 0 .70 45.00 min 282.1 4 cfs 0 .00 cfs 282.14 cfs 0 .00 cfs 0 .00 acres 63.21 acres 0 .00 min 0 .00 min 336.69 ft 335 .00 ft 35.76 ft 1 .60 ft 8+86 ft Project Engineer : NB StormCAO v1 .0 (203) 755-1666 Page 1 of 1 SECTION#7 PROPOSED STOAAI SEWER (100-YEAR RAINFALL EVENT) et Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm 0410919& 09:00:36 AM -4 P-4 -6 -6 MUNICIPAL DEVELOPMENT GROUP Haestad M ethods , Inc . 37 Brookside R oad Waterbury, CT 06708 (203) 755-1666 -2 -3 -3 -2 -1 Project Engineer: NB StormCAD v1 .0 Page 1of1 unction . ·4-/ \ j------------f----------t----------1---------+----------+------j/'-FfuimTIP:~~~ii.:1----~..!;'~t,;;i,~ir---------t-----!l----1!~1;,tlil.tXNt ~ .. .,~ ------flXn :~~~:~ft ~let: OU:tet 1-.... i .... · *-- 1m: 331 .so ft -----t---------t---------+---------+----F!"1mm:p:3'-':J,~,2».~r. r---~2crT5lt I -I L------330.00 ,.,ctic : J-5 \ \ ltnr.'"! ·~----+------1! 328.00 l ~======~+::=====±====::=:~~=====~~~;;~t===1===tnr--ti-==~-t=f=---'=======1i·Et~ii::-~Up~ ... ~"invE·.rt ,~28 .S 1 ft 1 Dninv~..i:~~ I Up l~e · 328.38 ft $~.Ji~ Si e : 60 Inch --j On lnve : 326 .36 ft -------·----------=~-=---. -~i:{:ii:m.~t~~1~."""-~r--n-os-.~-i-ft---~,:~~~1 :_h _____ :::: [=========b========±=t======1========Jc=~=-~----;~•M ~M -~-~OOft ~~~ft U Invert 322 33 ft Up Invert 32 98 ~ecti~ Sl~e : 60 lnchSeclll>n Size: 60 Inch Mpe: t'l-f ..fnveft ~2+:-9i~A1:i~·~;,c:3,;:Ul2;;ic;n·90"-!! _______ --'----------'----------' 320.00 2+00 ~ :::~ ~~:~~: 3+00 4+00 ~:t~ k?;~~: 5 'e o0 stie : •Oft 7+00 e+oo 9+00 Length : 440.00 ft Stillion ft >-------- 0•00 1'00 Section Size : 8 x 5 ft Elevation ft Project Title : Callaway Subdivision c :l ... 160012836-callaway subdivisionl2836t1 rc .stm 04/09/98. 09:02:4 2 AM MUNICIPAL DEVELOPMENT GROUP Haestad M ethods, Inc . 37 Brookside R oad Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1of1 Node Inlet Inlet Inlet Inlet Upstream Area c CA TC Flow (acres) (acres) (min) Time (min) 1-1 90.30 0.70 63.21 45.00 0.00 J-1 NIA NIA NIA NIA 45.04 J-2 NIA NIA NIA NIA 45.18 J-3 NIA NIA NIA NIA 45.22 J-4 NIA NIA NIA NIA 45.31 J-5 NIA NIA NIA NIA 45.34 J-6 NIA NIA NIA NIA 45.53 Outlet NIA NIA NIA NIA 46.19 Project Title: Callaway Subdivision c:\ ... 1600\2836-callaway subdivision\2836t1 rc.stm 04109198 09:09:151\M Node Report System System Total Discharge Velocity Ground Rim Sump Flow Intensity Watershed (cfs) (fUs) Elevation Elevation Elevation Time (in/hr) (CIA) (ft) (ft) (ft) (min) (cfs) 45.00 5.29 337.13 337.13 17.17 335.00 335.00 328.51 45.04 5.29 336.95 336.95 17.16 340.00 340.00 328.38 45.18 5.28 336.31 336.31 17.13 338.00 338.00 326.36 45.22 5.28 336.12 336.12 17.12 335.00 335.00 324.27 45.31 5.27 335.70 335.70 13.43 336.00 336.00 323.98 45.34 5.27 335.57 335.57 9.69 330.00 330.00 322.33 45.53 5.25 334.71 334.71 11.04 332.00 332.00 321.91 46.19 5.21 331.73 NIA 11.21 331.60 331.60 320.15 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 HGL In HGLOut (ft) (ft) 340.00 340.00 340.00 337.91 335.53 333.25 332.53 331.39 329.83 329.13 327.39 326.66 326.65 325.70 323.88 323.88 Inlet Intensity (in/hr) 5.29 NIA NIA NIA NIA NIA NIA NIA Inlet Discharge (cfs) 337.13 NIA NIA NIA NIA NIA NIA NIA Project Engineer: NB StormCAD v1 .0 Page 1 of 1 P ipe Upstream Downstream D ischarge Length Node Nod e (cfs) (ft ) P-1 1-1 J-1 337 .13 40.00 P -2 J -1 J-2 336 .95 142.00 P -3 J-2 J-3 336 .31 43.00 P -4 J-3 J-4 336 .12 94.00 P -5 J-4 J-5 335 .70 22.00 P -6 J-5 J-6 335.57 105.00 P-7 J-6 Outlet 334 .71 440.00 Proj ec t Titl e : Ca ll awa y Subd ivi sion c:\ ... \60012836-ca ll away subdivi sion\2836t1 rc .stm 04/09 /9 8 0 9:0 9 :42 AM Pipe Report Constructed Average Sect ion Roughness Capacity Upstream Downstream Upstream Slope Velocity Size (cfs) Invert Invert HGL (%) (ft/s) Elevation Elevation (ft) (ft ) (ft) 0 .3250 17.17 60inch 0 .013 148.47 328.51 328.38 340.67 1.4225 17.16 60inch 0.013 310.61 328.38 326.36 337.91 1 .4186 17 .13 60inc h 0 .013 310.18 326.36 325.75 333.25 0 .3085 17.12 60inch 0 .013 144.65 324 .27 323.98 331 .39 0 .3636 13.43 5x5ft 0 .013 199.95 323.98 323.90 329.13 0.4000 9 .27 8x5ft 0 .013 385.36 322.33 321 .91 326.66 0.4000 11 .12 8 x 5 ft 0 .013 385.36 321 .91 320.15 325.70 MUNI CI PAL DE V ELOP M ENT GROU P Haes tad Methods , In c . 37 Brooks ide Ro ad W aterbury, CT 06708 (203) 755-1666 Downstream HGL (ft) 340.00 335.53 332.53 329.83 328.90 326.65 323.88 Projec t Eng inee r : NB StormC A D v1 .0 Pag e 1of1 F lows Description T ota l Discharge Upstream Additional + Carryover Watershed Data Description System Intensity Flow T im es Description System F low Time Elevation s Description HGL In Grou nd E levati on Oth er P roperties Description x V elocity Head less Coefficient External F low Project T itl e: Callaway Subdivisio n Detai led Report for Outlet 331 .73 cfs 0 .00 cfs 5 .21 in/hr 46.19 min 323.88 ft 33 1 .60 ft -684 .91 ft 11.21 ft/s 0 .00 0 .00 cfs Description K n own Fl ow Total Watershed (CIA) Description Upstream CA Description Upstream Flow T ime Description HGL Out Rim Elevat ion Descri pti on y Headless Station c:\ ... \60012836-calla w ay subd ivisio n\2836t1 rc.st m MUN ICIPAL DEVELOPME NT G R OU P 0 .00 cfs 331 .73 cfs 63.21 acres 46 .19 min 323 .88 ft 331 .60 ft -372.83 ft 0 .00 ft 0+00 ft 04113/98 01 :41 :35 P M Haestad Methods , Inc. 37 Broo ks id e Road W aterbu ry, CT 06708 (203) 755-1666 Projec t Eng inee r : N B Storm CA D v1 .0 Page 1 of 1 Detailed Report for Pipe P-7 Section Material: Concrete Section Shape: Box Section Size: 8 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 321.91 Downstream 320.1 5 Messages: Description 334.71 cfs Capacity 0 .013 Hydraulic Drop 440.00 ft Energy Slope 0.4000 % Upstream Velocity 45.53 min Average Velocity 0 .66 min Downstream Velocity 46 .19 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 332.00 326.91 5.09 3 .79 331.60 325.15 6.45 3 .73 Profile: Supercritical, upstream critical depth with full transition to downstream normal depth. Profile: Supercritical flow. Profile: Tailwater submerges exit flow. Profile : Steep channel slope . Profile : Upstream critical depth assumed. Project Title : Callaway Subdivision c:\ ... \600\2836-callaway subd ivi sion\2836t1 rc .stm MUNICIPAL DEVELOP MENT GRO UP HGL (ft) 385.36 cfs 1 .82 ft 0.3997 % 11 .04 ft/s 11 .12 ft/s 11.21 ft/s EGL (ft) 325.70 327.59 323.88 325 .84 04/13/98 01 :41 :50 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Pag e 1of1 Detailed Report for J-6 Flows Description Description Total Discharge 334 .71 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 334.71 cfs Watershed Data Description Description System Intensity 5 .25 inlhr Upstream CA 63.21 acres Total CA 63 .21 acres Flow T imes Description Description System Flow Time 45.53 min Upstream Flow Time 45.53 min Elevations Description Description HGL In 326.65 ft HGL Out 325 .70 ft Grou nd Elevation 332.00 ft Rim Elevation 332.00 ft Other Properties Description Description x -301 .37 ft y -156 .96 ft Velocity 11.04 ft/s Head loss 0 .95 ft Headless Coefficient 0 .50 Station 4+40 ft External F low 0 .00 cfs Project Title : Callaway Subdivision c :\ ... 160012836-callaway subdivisionl2836t1 rc .stm MUNICIPAL DEVELOPMENT GRO UP 04/13/98 01 :42 :06 PM Haestad Methods , In c . 37 Broo ksid e Road Waterbu ry, CT 06708 (203) 755-1666 Project Eng in eer: NB StormCAD v1 .0 Page 1 of 1 Section Material: Concrete Section Shape: Box Section Size: 8 x 5 ft Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed S lope Upstream Flow T ime Pipe Flow nme System Flow Time Grade E levations Location Invert (ft) Upstream 322.33 Downstream 321.91 Messages: Detailed Report for Pipe P-6 Description 335 .57 cfs Capacity 0 .013 Hydraulic Drop 105.00 ft Energy Slope 0.4000 % Upstream V elocity 45.34 min Average Velocity 0 .19 min Downstream Velocity 45 .53 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 330.00 327.33 2 .6 7 4 .33 332.00 326.91 5 .0 9 4 .74 Profile: Steep (S 1) profi le , without hydraulic jump. Project Title : Callaway Subdivisio n c:\ ... \600 \2836-callaway subdivision\28361 1 rc .stm MUNICIPAL DEVELOPMENT GR OU P 385.36 cfs 0 .01 ft 0 .2414 % 9 .69 ft/s 9 .27 ft/s 8 .86 ft/s HGL EGL (ft) (ft) 326.66 328.12 326.65 327.87 04/13/98 01 :42 :21 PM Haestad Methods , Inc . 37 Brookside Road W aterbu ry , CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 Detailed Report for J-5 Flows Description Description Total Discharge 335.57 cfs Known Flow 0 .00 cfs Upstream Additional +Carryover 0 .00 cfs Total Watershed (CIA) 335.57 cfs Watershed Data Description Description System Intensity 5 .27 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.34 min Upstream Flow Time 45.34 min Elevations Description Description HGL In 327.39 ft HGL Out 326.66 ft Ground Elevation 330.00 ft Rim Elevation 330.00 ft Other Properties Description Descriptio n x -233.07 ft y -77.27 ft Velocity 9 .69 ft/s Head loss 0 .73 ft Headless Coefficient 0.50 Stati on 5+45 ft External F low 0 .00 cfs Project Titl e: Callaway Subdivision c:l ... \60 0\283~allaway subdivision\2836t1 rc.stm MUNIC IPAL DEVELOPMENT GROUP 04/13/98 01 :42 :35 PM Haestad Methods , In c . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Proje c t Engineer: NB StormCAD v1 .0 Page 1 of 1 Sectio n Materi a l: Concrete S ecti on Shape: Box Section Size: 5 x 5 ft N umbe r Sections : 1 Description D ischarge Mannings Coefficient Length Constructed S lope Upstream F low T i m e Pipe Flow Time System Flow T i me Grade Elevations L ocation Invert (ft) Upstream 323.98 Downstream 323.90 Messages: Profile: Subcritical flow. Detailed Report for Pipe P-5 Description 335.70 cfs Capacity 0 .013 Hydrauli c Drop 22.00 ft Energy Slope 0 .3636 % Upstream Velocity 45.31 min Average Velocity 0.03 min Downstream Velocity 45.34 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 336 .00 328 .98 7 .02 5 .15 330.00 328 .90 1 .10 5.00 Profile : Downstream depth below critical depth, critical depth assumed . Profile : Mild channel slope. Pro j ect T itle : Callaway Sub division c:\. .. \60012836-c allaway s ubd ivisionl2836t1 rc .stm MUNI C IPAL D EV E LOP ME N T G ROUP 199.95 cfs 0 .23 ft 1 .0346 % 13.43 ft/s 13.43 ft/s 13.43 ft/s HGL EGL (ft) (ft) 329.13 331 .93 328.90 331 .70 04113198 0 1 :42:49 PM Haestad Methods, Inc. 37 Brookside Road W aterbury , CT 0 6708 (203) 755-1666 Project Engineer: NB StormC A D v 1 .0 Page 1 of 1 Detailed Report for J-4 Flows Description Description Total Discharge 335.70 cfs K nown Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs T otal Watershed (CIA) 335 .70 cfs Watershed Data Description Description System Intensity 5 .27 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Descriptio n Description System F lo w Time 45.31 min Upstream F low Time 45.31 min Elevations Description De s cription HGLln 329 .83 ft HGL Out 329.13 ft Ground Elevation 336 .00 ft R im Elevation 336.00 ft Other Properties Description Description x -212.48 ft y -68.97 ft Velocity 13.43 ft/s Headless 0 .70 ft Headless Coefficient 0 .25 Station 5+67 ft External F low 0 .00 cfs Project Titl e : Callaway Subdivision c :l ... 1600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GRO U P 04113 /98 01 :43 :04 PM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1of1 Section Material: Concrete Section Shape: C ircular Section Size: 60 inch Number Sections: 1 Description D ischarge Mannings Coefficient Length Constructed Slope Upstream Flow T ime Pipe Fl ow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 324.27 Downstream 323 .98 Messages: Profile: Pressure F low Information : Surcharged condition Detailed Report for Pipe P-4 Description 336.12 cfs Capacity 0.013 Hydraulic Drop 94.00 ft Energy Slope 0 .3085 % Upstream Velocity 45.22 min Average Velocity 0 .09 min Downstream Velocity 45.31 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 335.00 329.27 5.73 7 .12 336.00 328.98 7 .02 5 .85 V iolation : does not meet maximum velocity constraint (try drop structure). Project Ti tl e : Callaway Subdivis ion c:\. .. \600\2836-call away s ubdivis ion \2836t1 rc .stm MUNIC IPAL DEVELOPMEN T GRO UP HGL (ft) 144.65 cfs 1 .57 ft 1 .6657 % 17.12 ft/s 17.12 ft/s 17.12 ft/s EGL (ft) 331 .39 335.95 329.83 334.38 0411 3/98 01 :43 :19 PM Ha estad Met hods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Eng in ee r : N B StormC AD v1 .0 Page 1 of 1 Detailed Report fo r J-3 Flows Description Description Total Discharge 336.12 cfs Known Flow 0.00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 336.12 cfs Watershed Data Description Description System Intensity 5.28 in/hr Upstream C A 63 .21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.22 min Upstream F low Time 45.22 min Elevations Description Description HGLln 332.53 ft HGL Out 331 .39 ft Ground Elevation 335.00 ft Rim Elevation 335 .00 ft Other Properties Description Description x -131.49 ft y -117 .37 ft Velocity 17.12 ft/s Head loss 1 .14 ft Headless Coefficient 0 .25 Station 6+61 ft External Flow 0 .0 0 cfs Projec t Title : Ca ll away Subdivis ion c :\. .. \600\2836-callaway subdivision\283611 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 0 1 :43 :34 PM Haestad Meth ods , Inc. 37 Bro oks id e Road Waterbury, CT 06708 (203) 755-1 666 Projec t Enginee r : N B · Storm CAD v1 .0 Pag e 1 of1 I Section Material: Concrete Section Shape: C ircular Section Size: 60 inch Number Sections: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 326.36 Downstream 325.75 Messages: Profile : Pressure Flow Information: Surcharged condition Detailed Report for Pipe P-3 Description 336.31 cfs Capacity 0 .013 Hydraulic Drop 43 .00 ft Energy Slope 1.4186 % Upstream Velocity 45.18 min Average Velocity 0 .04 min Downstream Velocity 45.22 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 338 .00 331 .36 6 .64 6 .89 335 .00 330.75 4 .25 6 .78 Violation : does not meet maximum velocity constraint (t ry drop structure). Proj ect T itle : Callaway Subdivision c :\ ... \60012836-calla way subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 310.18 cfs 0 .72 ft 1 .6676 % 17.13 ft/s 17.13 ft/s 17.13 ft/s HGL EGL (ft) (ft) 333.25 337.81 332.53 337.09 04113/98 01 :43 :49 PM Ha estad Methods, Inc. 37 Brookside Road Waterbu ry , CT 06708 (203) 755-1666 Project Engineer : NB StormC AD v1 .0 Page 1 of 1 I Detailed Report for J-2 Flows Description Description Total Discharge 336 .31 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs T ota l Watershed (CIA) 336.31 cfs W atershed Data Descriptio n Description System Intensity 5 .28 in/hr Upstream CA 63 .21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.18 min Upstream Fl ow Time 45.18 min Elevations Description Description HGL In 335 .53 ft HGL Out 333 .25 ft Ground Elevation 338.00 ft Rim Elevation 338 .00 ft Other Properties Description Description x -99.61 ft y -88.48 ft Velocity 17.13 ft/s Head loss 2 .28 ft Headless Coefficient 0.50 Station 7+04 ft External F low 0 .00 cfs Projec t Title : Callaway Subdivision c :\ ... \60012836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GRO U P 04113/98 01 :44:06 PM Haestad Methods, Inc . 37 Brooks ide Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1of1 I I I Section Material: Concrete Section Shape: Circular Section Size: 60 inch Number Sectio ns: 1 Description Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow T ime System Fl ow Time Grade Elevatio ns Location Invert (ft) Upstream 328.38 Downstream 326.36 Messages: Profile : Pressure Flow Information: Surcharged cond ition Detailed Report for Pipe P -2 Description 336.95 cfs Ca pacity 0 .013 Hyd raulic Dro p 142.00 ft E n ergy Slope 1.4225 % Upstream V elocity 45.04 m in A verage Velocity 0 .14 min Downstream V e locity 45.18 min Grou nd Crown C over Depth (ft) (ft) (ft) (ft) 340 .00 333.38 6 .62 9 .5 3 338 .00 331 .36 6 .6 4 9.17 Violation : does not meet maximum velocity constraint (try drop stru cture). Project Title : Callaway Subdivision c :\ ... \6001283~11a way s u bdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GRO U P 310 .61 cfs 2 .38 ft 1 .6740 % 17.16 ftls 17.16 ftls 17.16 ftls HGL EGL (ft) (ft) 337.91 342.48 335.53 340.11 04113 /98 01 :44:20 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I I I I Detailed Report for J -1 Flows Description Description Total Discharge 336.95 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0.00 cfs Total W atershed (CIA) 336 .95 cfs Watershed Data Description Description System Intensity 5 .29 in/hr Upstream CA 63 .21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45 .04 min Upstream Flow Time 45.04 min Elevations Description Description HGL In 340.00 ft HGL Out 337.91 ft Ground Elevation 340.00 ft Ri m Elevation 340 .00 ft Other P roperties Description Description x 4.32 ft y 8 .88 ft Velocity 17.16 ft/s Head loss 2 .29 ft Headloss Coefficient 0.50 Station 8+46 ft External Flow 0 .00 cfs Status/Error Messages: Information : Flooding condition . Project Title : Callaway Subd ivision c :l ... 1600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :44:35 PM Haestad Meth ods, Inc. 37 Brook side Road Waterbu ry, CT 06708 (203) 755-1666 Project En ginee r: NB StormCAD v1 .0 Page 1 of 1 I I I Secti on Material: Concrete Section Shape: C i rcular Section Size: 60 inch Number Sections : 1 Description D ischarge Mannings Coeffic ient Length C onstructed S lope Upst ream Flow T ime Pipe Flow Time System Flow T ime Grade Elevations Location Invert (ft) Upstream 328.51 Downstream 328.38 Messages: Profi le : Pressure F low Information : Surcharged condit ion Detailed Report for Pipe P-1 Description 337.13 cf s Capacity 0 .013 Hydraulic Drop 40.00 ft Energy Slope 0 .3250 % Upstream Velocity 45.00 min Average Velocity 0 .04 min Downstream Velocity 45 .04 min Ground Crown Cover Depth (ft) (ft) (fl) (ft) 335.00 333 .51 1 .49 12.16 340.00 333 .38 6.62 11 .62 V iolati on : does not meet maximum velocity constraint (try drop structure). Project T itl e : Callaway S u bdivision c :\ ... \600 \283~a llaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPM EN T GROUP HGL (ft) 148.47 cfs 0 .67 ft 1 .6758 % 17 .17 ft/s 17.17 ft/s 17 .17 ft/s EGL (ft) 340.67 345.25 340.00 344.58 04113/98 01 :44:49 PM Haestad Methods, Inc . 37 Bro oks ide Road Waterbury , CT 06708 (203) 755-1666 Project Engi nee r : NB StormCAD v1 .0 Page 1 of 1 I I I I Watershed lnfonnation Total Area (acres) 90.30 90.30 Rational Fonnula Inlet Drainage Area Inlet CA Inlet Intensity Flows Description Total Discharge c 0 .70 0 .70 Upstream Additional + C a rryover Carryover Watershed Data Descriptio n System Intensity Total CA External CA Flow T imes Description System Flow Time Inlet TC Elevations Description HGL In Ground Elevation Other Properties Description x Velocity Headloss Coefficient External Flow Status/Error Messages: Information : Flooding conditio n . Project Title : Callaway Subd ivision Detailed Report for 1-1 90.30 acres Inlet C 63.21 acres Time of Concentration 5 .29 in/hr In let Discharge Description 337 .13 cfs Kn own Flow 0.00 cfs Total Watersh ed (CIA) 0.00 cfs A dditional Flow Description 5 .29 in/h r Upstream CA 63.21 acres Inlet CA 0 .00 acres Description 45.00 min U pstream Fl ow Time 45.00 min External TC Description 340.00 ft HGLOut 335.00 ft Rim Elevation D escription 34.32 ft y 17.17 ft/s Headloss 0.50 Station 0 .00 cfs c:I ... 1600128 36-callaway subdivision\2836t1 rc .stm MUNICIPA L DEVELOPMENT GRO U P 04/13/98 01 :45 :0 5 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 0 .70 45 .00 min 337.13 cfs 0 .00 cfs 337.13 cfs 0 .00 cfs 0 .00 acres 63 .21 acres 0 .00 min 0 .00 min 340 .00 ft 335 .00 ft 35 .76 ft 2 .29 ft 8+86 ft Project Engineer: NB StormCAD v1 .0 (203) 755-1666 Page 1 of 1 SECTION #8 PROPOSED STORM SEWER OUTLET I WATER SURFACE PROFILE TABLE (25-YE AR RAINFALL EVENT) Computation of the Flow Profile (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) Change Rise in in Total Water Velocity Velocity Surface Head Head Velocity (ft ) 0 10 20 30 40 50 60 70 80 90 100 110 120 y' (ft) 1 .809 1 .754 1.682 1 .519 1 .266 0 .977 0 .742 0.543 0 .289 0 .127 0 .054 0.000 by (ft) 1.644 1.595 1.529 1.381 1.151 0 .888 0 .674 0 .493 0.263 0 .115 0 .049 0 .000 DESIGN PARAMETERS : H v v (ft) (ft/sec) 1.725 10.54 1.676 10.39 1.610 10.18 1.462 9 .70 1.232 8 .91 0.969 7.90 0 .755 6.97 0 .574 6 .08 0 .344 4 .71 0 .196 3 .55 0 .130 2 .89 0 .081 2.28 Design Discharge (Q ) = =::::::~~\~~::cfs Culvert Velocity Head = 1. 725 ft Culvert Discharge Velocity= : :Jjj:g;M.ft/sec Culvert Water Elevation = t: ::~M:~: ft Open-Channel Ve locity Head= 0.081 ft ~~=~:~~:~~=: ~~~~i~ = J ~-~1~: ~~ec Open-Channel Water Elevatio :: :~;.l.~ft ASSUMPTIONS : Water Cross- Sectional Area A (ft2) 26.78 27.17 27.72 29.09 31 .69 35 .73 40.48 46.42 59 .98 79.47 97 .52 123.78 1. Stationing direction is from the culvert to the open-channel. 112 Water 112 Top Bottom Depth Surface Width Width of Flow Elevation O.ST O.Sb y z (ft) (ft) (ft) (ft) 4 .000 4 .0 3 .347 323.420 4.706 4 .0 3 .121 323 .194 5.646 4 .0 2 .873 322 .946 7 .763 4 .0 2.473 322.546 11 .05 6 4.0 2 .105 322.178 14.819 4.0 1.899 321 .972 17.877 4 .0 1.850 321.923 20.464 4 .0 1 .897 321 .970 23.757 4 .0 2 .161 322 .234 25 .874 4 .0 2.660 322 .733 26 .814 4 .0 3 .165 323 .238 27.520 4 .0 3.927 324 .000 EQUATIONS: Velocity Head, (Hv) = V 2 / (2g) Water Cross-Sectional Area, (A) = Q I V Depth of Flow , (y) = A I (0 .5T +0 .58) (1 1) Channel Bottom Elevation Zo (ft ) 320 .073 320.063 320.053 320 .043 320 .033 320.023 320.013 320 .003 319 .993 319 .983 319 .973 319 .963 319 .953 2 . Transition length is the distance from the two top widths to make a 12 .5 deg . angle along the axis of the channe l. c~~:~ ~~~ ~:~:~: iii!i:~j=·I :~ Calculated Transit ion Length = 106 .18 ft 3 . Water surface is assumed as two reverse parabolas tangent at the midpoint of the transition length . 4 . Exit loss assumed to be 10% of the change in velocity head and loss is distributed over the entire length of the transition . 2836-60" C :.U \'.n Outle t Transi ti o n to Open Channel (25 )T).xls (12) Effective Water Surface Elevation Z' (ft) 323.420 323 .184 322 .936 322 .536 322 .168 321 .962 321 .913 321 .960 322 .224 322 .723 323.228 323 .990 323 .920 WATER SURFACE PROFILE 323 z 0 ~ E-c -< c:: 322 ;;;.... '-' -...... . .. ..... 4( .......... . ..... ·· ............. • • ..-1·· ·-..... ____________ __,,........ ......~·---------------· ·-···--·-·· ~ ~ ~ 321 319 I I I I I I 0 20 40 60 80 100 120 140 -:-._-~ Wale< Sucfao:] DISTANCE (ft) -Cha nnel Bottom EROSION CONTROL (25-YEAR RAINFALL EVENT) DESIGN PARAMETERS : Average Ta i lwater Depth [fW) = Design Discharge (Q) = Culvert Width (D 0 ) = CALCULATED RESULTS : Sizing of Stone , (d 5 0 ) = (0.02 I TW)(Q I Do)413 = Thickness of Stone Bedding = 2836-604 Culvert Outlet Transition to Open Channe l (25 yr).xls 2.62 ft 282.229 cfs 8 ft 11 inches 1 .76 ft 2.65 ft with Filter Fabric Liner w/o Filter Fabric Liner WATER SURFACE PROFILE TABLE (100-YEAR RAINFALL EVENT) Computation of the Flow Profile (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) Change in Total Velocity Velocity STA. Rise in Water Surface y' Head Head hv Hv Velocity v (ft ) 0 10 20 30 40 50 60 70 80 90 100 110 120 (ft) 2 .049 1.987 1.905 1.721 1.434 1 .106 0.840 0.615 0.328 0 .143 0 .061 0 .000 (ft) (ft) 1.863 1.807 1.732 1.565 1.304 1.006 0.764 0.559 0.298 0.130 0.056 0 .000 1.951 1.895 1.821 1.653 1.393 1.095 0 .852 0.647 0.387 0 .219 0.145 0.089 DESIGN PARA.METERS: Design Discharge (Q ) = Culvert Velocity Head = .................. 1.951 ft (ft/sec ) 11.21 11.05 10.83 10 .32 9.47 8.40 7 .41 6.46 4 .99 3 .76 3.05 2.39 Culvert Discharge Velocity= i : 11£\m tt!sec Culvert Water Elevation= ;::: )~~~:ft Open-Channel Veloc ity Head = 0 .089 ft Open-Channel Velocity= . :: @~~::ft/sec ~~:~:~~:~~:: ~~~=r =Elevatio iiii itl·i ~ft ASSUMPTIONS : Water Cross- Sectional Area A (ft 2) 30.08 30.52 31 .14 32 .68 35.61 40.17 45.52 52 .23 67 .58 89 .78 110.52 141 .11 1. Stationing direction is from the culvert to the open-channel. 112 Water 112 Top Bottom Depth Surface Width Width of Flow Elevation 0.5T 0.5b y z (ft ) (ft) (ft) (ft) 4 .000 4 .0 3 .760 323.880 4 .761 4 .0 3 .484 323 .604 5 .776 4 .0 3 .186 323 .305 8.060 4 .0 2.710 322 .830 11.613 4 .0 2.281 322 .400 15 .673 4 .0 2 .042 322 .161 18.971 4 .0 1.982 322 .101 21 .763 4 .0 2.027 322 .147 25 .315 4 .0 2.305 322 .425 27.599 4 .0 2 .841 322 .961 28 .614 4 .0 3 .389 323 .508 29 .375 4 .0 4.228 324 .347 EQUATIONS: Velocity Head , (Hv) = V2 / (2g) Water Cross-Sectional Area , (A) = Q I V Depth of Flow, (y) = A I (0 .5T +0 .58) (11) Channel Bottom Elevation ~ (ft) 320 .120 320 .110 320.100 320 .090 320.080 320 .070 320 .060 320 .050 320.040 320 .030 320.020 320 .010 320.000 2 . Transition length is the distance from the two top widths to make a 12.5 deg . ang le along the axis of the channel. Channel Top Width= f}::~~:JW ft culvert Top Width = ::]f ::: !tft Calculated Transition Length= 114 .55 ft 3 . Water surface is assumed as two reverse parabolas tangent at the midpoint of the transition length. 4 . Exi t loss assumed to be 10% of the change in velocity head and loss is distributed over the entire length of the transition . 2836-604 Culvert Outlet Transition to O pen C hannel (100 yr).xls (12 ) Effective Water Surface Elevation Z' (ft) 323 .880 323 .594 323 .295 322 .820 322 .390 322 .151 322 .091 322 .137 322 .415 322.951 323.498 324 .337 324 .2 30 0 20 WATER SURFACE PROFILE 40 60 DISTANCE (ft) 80 100 120 140 - - -Water Surface -Channel Bollom I EROSION CONTROL 10 0 ~AR RAINFALL EVENT) DESIGN PARAMETERS : Average Tailwater Depth (TW) = Design Discharge (Q) = Culvert Width (Do) = CALCULATED RESULTS : Sizing of Stone, (d 50) = (0.02 I TW)(Q I 0 0 ) 413 = Thickness of Stone Bedding = 283 6-604 Culvert Outl et T ransition to Op en Channel (100 yr).xls 2 .85 ft 337 .241 cfs 8 ft 12 inches 2 .06 ft with Filter Fabric Liner 3.09 ft w/o Filter Fabric Liner I I Project Description Project File Worksheet Flow Element Method Solve Fo r Input Da t a Mannings Coefficient Channel Slope Left Side Slope Right S ide Sl o pe Bottom Width Discharge Results Depth Flow Area Wetted Perimeter T op W idth Critica l Depth Critical Slope Velocity Ve loc ity Head Specific Energy Froude Number Flow is subcritical. SECTION #8 -PROPOSED STORM SEW ER OUTLET Worksheet for Trapezoida l Channel c :\projects\600\2836-callaway subdivision\2836t1 ra. fm2 Improved Channel (25 yr) Trapezoidal Channel Manning 's Formula Channel Depth 0.035 0.1000 % 6.000000 H : V 6.000000 H : V 8.00 ft 282.229 cfs 3.92 ft 123.57 ft2 55 .69 ft 55 .04 ft 2.11 ft 0.016555 ft/ft 2.28 ft/s 0.08 ft 4.00 ft 0.27 M u n icipal Deve lo pment G ro up 04113/98 02:59:43 P M Haestad Methods, Inc. 37 Brookside R o ad W aterbury, C T 0 6708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc ity Velocity Head Specific Energy Froude Number Flow is subcritical. SECTION #8 -PROPOSED STORM SEW ER OUTLET Worksheet for Trapezoidal Channel c:\projects\60 0\2836-callaway subdivis ion\2836t1 ra . fm2 Improved Cha nnel (100 yr) Trapezoidal Channel Manning's Formula Channel Depth 0.035 0.1000 % 6.000000 H : V 6.000000 H : V 8.00 ft 337 .241 cfs 4.23 ft 141 .15 ft 2 59 .45 ft 58.75 ft 2.30 ft 0.016154 ft/ft 2.39 ft/s 0.09 ft 4.32 ft 0.27 Municipal Develo pm ent Group 0411 3/98 03 :00 :1 1 P M Haestad Methods , Inc. 37 Brookside Road W aterbu ry , CT 0 6708 (203) 755-1666 FlowMas te r v5 .07 Page 1 of1 HYDRAULIC ANALYSIS FOR CALLAWAY SUBDIVISION 3.489 ACRE TRACT REVIEWED FOR COMPLI ANCE MAY 2 11998 C OLLEG E:~-:> i A·, ,. Ji ·J Jt~NG COLLEGE STATION, BRAZOS COUNTY, TEXAS MARCH, 1998 REVISED: MAY, 1998 MUNICIPAL DEVELOPMENT GRO UP . ~ I ~~1 I -I~ 2551 TE XAS AV ENUE. SOUTH , STE . A ' ~ ~ ~ ~ ~ 5 ~I COLLEGE STAT IO N, TEXAS 77840 Ph: (409)693-5359 Fx: (409) 6 93-4243 Consulting Engineers · Environmental· Surveyors· Pl anners Ca ll away Subdivision Municipal Development Group TABLE OF CONTENTS HYDRAULIC ANALYSIS INTRODUCTION ........................................................................................................ 3 PROJECTED DEMANDS ............................................................................................ 3 CONSTRAIN"TS ........................................................................................................... 4 SYSTEM MODELING ................................................................................................. 5 RESULTS ..................................................................................................................... 5 ATTACHMENTS SECTION #1 -MAPPING SECTION #2 -WATER SYSTEM CALCULATIONS (DOMESTIC SUPPLY) SECTION #3 -WATER SYSTEM CALCULATIONS (FIRE FLOW CONDITIONS) 2836-604 Hydrauli c Ana lys is Revision B.doc Hydraulic Analysis - 2 Callawa y Subdivis ion Municipal Devel opment Group INTRODUCTION This report outlines the water system plan for the Callaway Subdivision, 3 .489 acre tract . The subject property site is situated on the south side of George Bush Drive approximately 100 linear feet west of the George Bush Drive and Marion Pugh Drive intersection. The development is established within Lot One, Block One out of the original 15 . 649 acre tract being the Treehouse Subdivision. The site is currently vacant with heavy timber and native grasses and weeds . The natural drainage of the site is generally to the southwest of the site to the main branch of Whites Creek. The elevation range of Callaway Subdivision is from 330 to 334 ms!. The Callaway Subdivision water system shall be tied into the existing 18 " R.C.C .P . City of College Station water line that runs parallel to Marion Pugh Drive. This water system will support the proposed improvements at the site that consist of a 434-bed dormitory and parking garage . The proposed water system will be sized to provide adequate domestic supply and fire flows . PROJECTED DEMANDS 1. DOMESTIC SUPPLY -The Callaway Subdivision water system was ev aluated during the normal conditions for the supply of domestic water use and consumption . This demand was based upon number of equivalent fixtures in the proposed buildings. REQUIRED FLOWS Tot al Number of Equivalent Fixtures= 1000 Demand per Fixture = 3 gpm Av erage Daily Flow (AFD) = (1/3 ofFixtures)(3 gpm) = 1000 gpm Peak Flow= (All Fixtures)(3 gpm) = 3000 gpm M aximum Required Flow= 3000 gpm 2 836-60 4 Hydraul ic Ana lysis Rev ision B.doc Hydra ulic Analysis -3 Callaway Subdivis ion Municipal Development Group 2 . FIRE FLOWS -The Callaway Subdivision water system was evaluated during the worst case scenario of providing fire flow protection . The determination of fire flow requirements were taken from the Standard Building Code and coordinated with Jon Meis, Battalion Chief with the City of College Station Fire Department. REQUIRED FLOWS Required Flows= 18(c)(A)0·5 = 18(1.0)(200 .00)0 · 5 = 8050 gpm Note: Round up or down in increments of 250 gpm Required Flow = 8000 gpm Note: 50% Reduction for sprinkler system= (8000 gpm)(50%) = 4000 gpm Required Flow = 4000 gpm Additional Flow Requirements for Exposure Protection = North Side ofBldg. = 130 '@ 5% West Side of Bldg.= 98'@ 10% South Side of Bldg. = 22' @ 20% East Side of Bldg . = 27' @ 20% Total Increased Percentage= 55% Required Flow w/Exposure Protection= (4000 gpm)(55%)+4000 gpm = 6200 gpm TOT AL REQUIRED FLOW = 6200 gpm CONSTRAINTS The Texas Natural Resource Conservation Commission (TNRCC) publishes criteria for the design of water hygiene in Chapter 290 of the 30 Texas Administrative Code (TAC). This design criterion provides specific parameters for the designed and operation of water systems. Based on this criteria, Callaway Subdivision water system was design, with respect to current regulations . 1. D011ESTIC SUPPLY -The water system shall have the capacity to supply peak demand while maintaining a minimum residual pressure of 35 psi . 2. FIRE FLOWS -During fire fighting conditions , a total demand of 6200 gpm will be required while the system maintains a minimum residual pressure of 20 psi . There are three (3) useable fire hydrants that will be located at the site . Each fire hydrant w ill provide 1/3 of the total required fire flo w, being 2067 gpm . H ydrants shall be 2836-604 Hy draulic Anal ysis Revis ion B.doc Hydrauli c Anal ys is - 4 Callawav Subdivis ion Municipal Development Gr oup located so they are visible and accessible . Fire hydrants shall be installed in this system so that no structure shall be more than 300 feet from the fire hydrant as measured along the right-of-way or firelane as the fire hose is laid of the fire truck. It should be noted that one of the three useable fire hydrants included in the fire system is already existing . This existing fire hydrant is located at the northeast comer of the George Bush Dr. & Olsen Dr. intersection, and also shown on Plate #2 -"Fire System Mapping". The existing fire hydrant is connected to the existing 16" Texas A&M University water line . SYSTEM MODELING The hydraulic study was analyzed with the aid of Water CAD ver . 1.0 . The model uses the proposed mapping to create a theoretical simulation of the system . The theoretical demands are based upon full occupancy conditions for domestic supply . During fire flow conditions , the theoretical demands are negated and the fire flows are imposed upon the system . The pressure at the point of connection with the existing 18 " RCCP water line was determined by the flow test conducted on March 5, 1996 . The flow test conducted by the City of College Station fire hydrant number 0-002 (McDonald 's on Marion Pugh) yielded a static pressure of 82 psi and residual pressure of 80 psi on fire hydrant number 0-004 (300 ' east on Marion Pugh). Gerald Kubica supplied the flow test results . RESULTS The proposed Callaway Subdivision water system will consist of a 12 " PVC water line ty ing into the existing 18 " water line . As shown on Plate #1 -"Proposed System Mapping" a combination of 12" & 6" water line will be required for looping of the sy stem . The enclosed hydraulic study data shows that the proposed Callaway 2836-604 Hydraulic Ana lys is Rev isio n B.doc Hydrauli c Ana lys is -5 Call away Subdivis ion Murucipa l Developm ent Group Subdivision water system can be tied into the existing 18" City of College Station water line and provide adequate pressures and water flows . PROPOSED WATER SYSTEM DOMESTIC FIRE FLOWS NORMAL 6" PVC Line 12" PVC Line VM AX (ft/sec) 4 .09 8 .51 2 83 6-604 Hydraulic Ana lys is Revi sion B.do c VM AX (ft/sec) 1.02 11.73 PM IN (psi) 74 .12 P MAX (psi) 76 .84 FIRE FLOWS PM IN (psi) 72 .84 PMAX (psi) 74.00 Hydrauli c Anal ys is -6 SECTION#l MAPPING SECTION #2 WATER SYSTEM CALCULATIONS (DOMESTIC SUPPLY) J -2 P-3 J -3 Projec t Title : Call away Subdivision c :lprojects\600\2836w1 rb .w cd 05/12/9 8 11 :05: 17 AM P-4 Steady State Analysis P -2 J -1 P -1 M u n ic ipa l Devel opment Group © Haestad M ethods , Inc . 37 Broo kside Road W ate rbury, CT 06708 U SA (203) 755-1666 R -1 Project Engineer: Lar ry W ells W aterCAD v1 .0 (029] Page 1of1 Node Elevation Demand Demand L abel (ft) Type (gpm) J-1 334.75 Demand 0 .00 J-2 332.50 Demand 3 ,000.00 J-3 330.00 Demand 0 .00 J -4 331.00 Demand 0.00 Proj ect T itle : Callaway Subd iv ision c :\projec ts\600\2836w1 rb .w c d Calculated Demand (gpm) 0 .00 3 ,000.00 0 .00 0.00 05/12198 11 :05:41 AM © Haestad M et hods , Inc. Steady State Analysis Junction Report Hydraulic Pressure Grade (psi) (ft) 508.78 75.26 503.91 74.12 505 .78 76.01 508.70 76.84 Munici p a l Development Group 37 B roo kside Road W aterbury, C T 06708 USA Project Engineer: Larry W ell s W aterCA D v1 .0 [029] (203) 755-1666 Page 1 of 1 Link Length Diameter Material Label (ft) (in) P-1 416.00 12 PVC P-2 413.00 12 PVC P-3 216.00 6 PVC P-4 337.00 6 PVC P-5 282.00 12 PVC Project Title : Callaway Subdivision c :\projects\600\2836w1 rb.wcd Roughness 150.0 150.0 150.0 150.0 150.0 05/12198 11 :05:59 AM © Haestad Methods , Inc . Steady State Analysis Pipe Report Current Discharge Start End Status (gpm) Hydraulic Hydraulic Grade Grade (ft) (ft) Open 3 ,000.00 515.00 508.78 Open 2 ,639.80 508.78 503.91 Open -360 .20 503.91 505.78 Open -360 .20 505.78 508.70 Open -360.20 508.70 508.78 Munici pal Development Group Headless (ft) 6 .22 4.87 1 .87 2 .92 0 .08 Frictior:i Velocity Slope (ftls) (ft11 OOOft) 14.94 8 .51 11 .80 7 .49 8.66 4 .09 8 .66 4 .09 0 .30 1.02 Project Engineer: Larry Well s WaterCAD v1 .0 (02 9 ] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SECTION #3 WATER SYSTEM CALCULATIONS (FIRE FLOW CONDITIONS) J -2 P-3 J -3 Project Tille : Callaway Subdivision c :\projects\600\2836w1 rb .w cd 05/12198 11 :01 :4 5 AM P-4 Steady State Analysis P-2 J-1 P-1 Municipal Development Group © H aestad M eth ods, Inc . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 R-1 Project Engineer: Larry Wells W aterCAD v1 .0 (029] Page 1of1 Node Elevation Demand Label (ft) Type J-1 334.75 Demand J-2 332.50 Demand J-3 330.00 Demand J-4 331 .00 Demand Project Title: Callaway Subdivision c :lprojects\600\2836w1 rb.wcd Demand (gpm) 0 .00 2 ,067.00 0 .00 2 ,067.00 Calculated Demand (gpm) 0 .00 2,067.00 0 .00 2 ,067.00 Steady State Analysis Junction Report Hydraulic Pressure Grade (psi) (ft) 503 .75 73.08 500.94 72.84 501 .13 74.00 501.43 73.70 Municipal Development Group 0 5/1 2/98 11 :02:16 AM (!:> Haes tad Methods, In c . 37 Brookside Road Waterbury, CT 0670 8 USA Project Engineer: Larry W ells WaterCAD v1 .0 (029] (203) 755-1 666 Page 1 of 1 Link Length Diameter Material Label (ft) (in) P-1 416.00 12 PVC P-2 413.00 12 PVC P-3 2 16 .00 6 PVC P-4 337 .00 6 PVC P-5 2 8 2 .00 12 PVC Project Title : C a ll away S ubdivision c :lproj ects\600\2836w1 r b .w c d Roughness 150.0 150.0 150.0 150.0 150.0 05/12/98 11 :02:42 AM © Haestad Methods, Inc. Steady State Analysis Pipe Report Current D ischarge Start End Status (gpm) Hydraulic Hydraulic Grade Grade (ft) (ft) Open 4 ,134.00 515.00 503.75 Open 1,961 .60 503.75 500.94 Open -105 .40 500.94 501 .13 Open -1 05.40 501 .13 501 .43 Open -2 ,172 .40 501 .43 503.75 Municipal Development Group Headless (ft) 11 .25 2 .81 0 .19 0 .30 2 .32 Friction Velocity Slope (ft/s ) (ft/1 OOOft) 27 .05 11 .73 6 .81 5 .56 0 .89 1.20 0 .89 1 .20 8 .23 6 .16 P rojec t En gi neer: Larry W ells W ater C A D v1 .0 (029] 3 7 B rookside Road W aterbury , C T 06708 U S A (203) 755-1666 Page 1 of 1