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Home My WebLink About76 Drainage Report Callaway Subd.DRAINAGE REPORT FOR CALLAWAY SUBDIVISION 3.489 ACRE TRACT COLLEGE STATION, BRAZOS COUNTY, TEXAS DECEMBER, 1997 ·:.:. ... MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRJVE EAST COLLEGE STATION. TEXAS 77840 (409)693-5359 Engineering · Planning · Surveying TABLE-OF CONTENTS DRAINAGE REPORT PROJECT SUMMARY ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 DRAINAGE CALCULATIONS ................................................................................... 4 RESULTS ..................................................................................................................... 5 MAPS & CALCULATIONS FIGURE II-2 (WHITE CREEK DRAINAGE BASIN) DRAINAGE AREA MAPS PROPOSED STORM SEWER LAYOUT SECTION #1 -MAJOR DRAINAGE AREA SECTION #2 -MINOR DRAINAGE AREA: PRE-DEVELOPMENT SECTION #3 -MINOR DRAINAGE AREA: POST-DEVELOPMENT SECTION #4 -MINOR DRAINAGE AREA HYDROGRAPHS SECTION #5 -FLOWRATE ANALYSIS SECTION #6 -EXISTING WHITES CREEK SECTION #7 -PROPOSED STORM SEWER Drainage Re port -2 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 100-year flood plain encroaches onto the site consisting of 0 .018 acres of the total 3 .489 acre tract . The policy of the City of College Station is to encourage the rapid conveyance ·of stormwater 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 system 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 pipe 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 sew er can be determined . Drain age Report - 3 The other basin will be the Minor Drainage Area consisting of the Callaway Subdivision . This area will be evaluated for both pre-development and post-development conditions . 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 frequenc y. 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 : Hydrographs -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. E xisting Whites Creek-Analysis of the existing flow and water surface ele vation of Whites Creek and the point of proposed storm sewer inlet and outlet. VII. Proposed Storm Sewer -The calculations and requirements for the proposed storm sewer through the Callaway Subdivision. 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 coeffic ient , "f ' 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 Repo rt - 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 ft:2, "g" is constant at 32.2 ft/sec 2 , and "h" is the head , in feet , on the grate. Channel flow calculations were computed usmg 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 fu!!:: .fl.my capacity when solving for slope, ~ 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 ft3 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 be ing 342 .2 cfs , during the 100-year rainfall event. The effected time that detained runoff would have on the primary system would be appro x imately 8 5 minutes and dur ing peak flows . Drainage Repo rt -5 + Non-Detention Calculations : Next, the same analysis was made without detainin g 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 discharg e rate of the Major Drainage Area , therefore, will not influence the flowrat e o f Whites Creek during peak flow . The effective time that runoff would influence the / primary sy stem could be minimized to appro x imatel y 30 minutes and be prior to peak fl ow conditions . + Proposed Storm Sewer: From Section 6 & 7 the sizing of the proposed storm sewer was determined . Flow conditions for these calculations were based on the runoff from the Major Drainage Area during the 100-year rainfall event. The proposed st orm se w er will consist of a continuous 8 'x 5 ' reinforced box cul v ert and laid at a 0 .33% grade . This storm sewer design will pass the required 337 .24 1 cfs in subcritical flow . The maximum velocity in the box culvert will be 10 .85 FT/s . ---- The existing Whites Creek was ~alysised at the point of the proposed inlet. The following two items were determined. 1) The existing water surface elevation· will be chan ed 2 elevation of 328 .00 ' .i:::;. }. 37 1 7 / / ~ ;,,~,e.A9>.J._ wsa 2) This change in elevation will pond an/ additional 480 ft:2 in the draina e creek, but it will not surcharge the e~~ TxDO 'x5 ' box culvert hich has a top elevation of 328 .90 ' .~~~A\\~~,( ,~ ~ 111:;;':~-W\' ean&~ J'k ~lC ("\,..,~iS~"' i~i "~\Vic).· . \)W'~'AO ~ ~ ~fl' The outlet water surface elevation matches the existmg condition of 325 .09 feet. This "" "'? will aid in two areas . ~~ )ll~ ~,;. / ' 1) Minimize affects of downstream water surface elevations . t,\-tc.Ct ""t.~ ~ ~~ 2) Prevent against any energy transfer immediately after exiting th~~osed storm sewer outlet, therefore having a hydraulic grade line with a slope near zero . Dra in age Report -6 + There will be two grate inlets constructed at the site . The first will be the modifying of a TxDOT curb inlet into an equivalent grate inlet. The other will be constructed in the proposed storm sewer to drain the runoff from the proposed parking lot. 1) The TxDOT curb inlet will be modified to a grate inlet per the construction plans. The grate inlet will have a capacity of 5.69 cfs. A Neenah grate model R-1879-A6G or approved equal will be used . 2) The grate inlet at the south end of the parking lot will be placed in the sewer at Sta. 1 +28 . The flowline of the grate inlet will be well above the hydraulic gradeline of the storm sewer. The grate inle will have a capacity of 5.41 cfs . A Neenah grate model R-1S79- A6G or approved equal will be used. Drainage Report -7 MAPS & CALCULATIONS MAJOR DRAINAGE AREA MUNIC I PAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE 3TATION, TEXAS 77840 (409)693-5359 Engineering · Planning Surveying MINOR DRAINAGE AREA: PRE-DEVELOPMENT I ~·j I •I-=:!! 203 HOLLEMAN DRIVE EAST t l 1=z' COLLEGE STATION, TEXAS 77840 (409)693-5359 Engineering · Planning · Surveying MINOR \ \ '· ,/ \ \ DRAINAGE AREA: POST-DEVELOPMENT I l .. j I •I~ 203 HOLLEMAN DRIVE EAST t' 1:' COLLEGE STAT IO N, TEXAS 77840 (409)693 -5359 Engineering · Planning · Surveying PROPOSED STORM SEWER LAYOUT I ~-, I •I-=:11 203 HOLLEMAN DRIVE EAST l f J';J COLLEGE STATION, TEXAS 77840 (409)693-5359 Engineering · Planning · Surveying SECTION#l MAJOR DRAINAGE AREA SECTION #1 -MAJOR DRAINAGE AREA GENERAL INFORMATION Description : Drainage bas in upstream of proposed site . Drainage Area (AMAJo FV = 90 .300 acres TIME OF CONCENTRATION CT,.) GIVEN Maxi mum Travel Distance (DMAJoR) = Velocity of Runoff (V MAJoFV = C oe ffi c i ent of Ru noff (C MAJo FV = **NOTE: Min i mum Tc allowed = 1 O min . 2700 ft ft 1.00 fs ec 0.70 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coeffi cient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coeffi cient (d) = 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e ) = Coe ffi cient (b) = Coe ffi cient (d) = 0.763 80 ' 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coe ffi cient (b) = Coeffi c ient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coe ffi c ient (b) = 96 Coe ffi c ient (d) = 8 2836 -604 Detenti on Fa ci liti es Eva lu atio n.xi s RESULT T q MAJOR ) = 45 .0 min . Rainfall Intensity (I ~ = 2.649 in/hr ::Qia·•·::::::::r :.:::::•:: ·==·:::::: :::,:·:r··:::.:::::::]_::.:.11811 :::1r~::.•·:·•::•:::: Rainfall Intensity (1 5) = 3.342 in/hr :g •:a ::=::::::.:::::::::= ::::==::::=:•r ::::·:::::=::.::.;_:.:.;·· •. :·:::.:,:-:;==:i 1i i !ij-:_~r .. ::::•:: Rainfall Intensity (1 10) = 3.840 in/hr . :.:_h_:_·_:_._:_ •. •.· .••.. , •. l .•.•.:.:.=.•.:.·.: ... :· •• ::.::::·:·::··::;::::··:::;:::::t ·::j/_,_;···••24.iiit.·:_:._s:::t.f.$\ti• ~...,. ;::::::::::::::::::::::::::::::::::=:=:·:=:=·········· Rainfall Intensity (1 25 ) = 4.428 .in/hr :s~·a::-:::.::_:::,: •• .:.:-:::::: : • ::::: ::::: :•:::.:::-:.::g!~f~1 :m::.:··::·:·: Rainfall Intensity (1 50 ) = 5.054 in/hr ·=••·a :.:::.::: :11:::::, .. ' ·=.:.:::.:::.:::::,:.:-:;::.:::.::•:•:•::::.:•:!i~1R1::ir$i ::•c:: Rainfall Intensity (1 100) 5.291 in/hr .•. ·····-·.·.·.·.·.· .. ·•·•· .. ·.·.·.· ···•··· •·•·.·•· ... ·•·.·. ·•· ... . =.:_Q __ :_._:_:_~.•='.l._::=:: .. : ... •.~-•-•.:.:_:.:.·.•:r::tr ········=·=·=·=···=·=·= ·······=······ ·········· ·=::=:: ••aatilia1tasrt =·· ;.J:v.v. :::::::::::::::: ~~~~~~~~~~~~~ :::::::~::::::::::::::::::::· -:.; . :-:·:·:·:·:·:·:-:-:-:-:-:·:· :-:-:-: -; .·.;. ·,· SECTION#2 MINOR DRAINAGE AREA PRE -DEVELOPMENT Drainage Report -9 SECTION #2 (MINOR) -PRE-DEVELOPMENT GENERAL INFORMATION Description : Drainage area of site before development. Drainage Area (A PRE) = 3 .489 acres TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DpRE) Velocity of Runoff (VpRE) = 500 ft fl 0.75 fsec Coefficient of Runoff (Cp RE) = 0 .20 **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 .785 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 . RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = Coefficient (d) = 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coefficient (b) = Coefficient (d) = 98 8 .5 100 YEAR FREQUENCY . RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b ) = Coefficient {d ) = 2836-60 4 Detenti on Fa ciliti es Evaluatio n.xi s 96 8 RESULT T q PRE } = 11 .1 min . Rainfall Intensity (I i) = 6 .028 in/hr ············ ····.·.·.·.·.·--.·.·.·-·.·.·.······.·.·.·.·.·. ···.· .. ·.·.· ·.·.·• :•.a,·.•,·.•,:.·,·.=.~.··=·.·.•,•.=,=.•,=.•,=.•. ·:·:·:·•·"•·========= ==•=• ····==================================· ::::::::::::::::::::: W.A.••.·.·•.:z.•:.·.··.i .•.•.2.·.··.:.a.=·.=·.••.·.s.=·.=·.=•.• .•.•.•.••=.·.•.•.•.• ~ f~{{ .·.·.·.·.·-·. ::;:;::::::=::::::::::::::::::::::::::::::: ::::::::::::::;:;:::: Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = 9.437 in/hr ::Q ~t::a •:r::nr :::.;::; ··::'.0::::,::::::::.~+"~9 :B :•:n•• Rainfall Intensity (1 50 ) = 10 .67 4 in/hr =.a .• · .. '.·.· ...• ··.'·:.~.::.&.·'.,: .• ···.:·.=.=.•.=' .. :.=·.·:,::.::: ·: ::;:; •::: • : t~$1o •:~~•I •J ~ -:·:·:·.-:-:-:-:-:-:-:-:-:-:.:·:··-·.·.···· Rainfall Intensity (1 100) 1 1 .141 in/hr .-.·.·.· ·.·.·.·.·.·.·.·.· ·.· .·.·.·.·.·.·.·.·,· :.•,•.a.· ... ·.·.·,·.·.= ... ~.': .. =.•:: .. = .. •.''.·.•.: .. •.·.~.· ... =.•.·.=.·,: ·.·=·,========='=•=:::· :=:::=•=•=•=:::=:===:=:=•=•=•=•:::::: •.::.•:.•:.•:.::.•:_:•.•:.=•.••.••.••.••.••.:.::.•:.z.:.·:.1.:s.· .. ·.3.·.· .. 9..·.·•.•.•.• .. as.'·.=·.·.·.··.=·.''.••.••.••.•:.••.•:.::.:: :+~"'-::::;:;:::::;:;:;:;:::::::::::::::::::;:;:;:·:·:·:-·-·.·.··· SECTION#3 MINOR DRAINAGE AREA POST-DEVELOPMENT Drainage Report - I 0 SECTION #3 (MINOR) -POST-DEVELOPMENT GENERAL INFORMATION Description : Drainage area of site after development Drainage Area (A 1) = 2 .366 acres (impervious area) Drainage Area (Ai) = 1.123 acres (landscaped area) TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance {D 1) = Velocity of Runoff (V1) = Coefficient of Runoff (C 1) = Maxi mum Travel Distance (D i) = Velocity of Runoff (Vi) = Coefficient of Runoff (C i) = 230 ft ft 3 .10 // 0 .90 160 ft ft 1 .00 lsec 0 .55 ./ **NOTE: Min imum 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 .785 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 , RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 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 ) = Co effi cient (b ) = Coe ffi ci ent {d) = 2836-60 4 Detention Facilities Eval uatio n.x.l s 0.73 96 8 RESULT T c1 = 1.2 min . 2 .7 min. T C(POST) = 3 .9 min . Rainfall Intensity (I ~= 6 .327 in/hr Q AR EA 1 = 13 .584 cfs Q AREA 2 = 3.940 cfs •si·a ••. . • • j : ·=• · · Jrn: 11l5z¥:as.:•-·=•:•:•···•· Rainfall Intensity (1 5) = Q AR EA 1 = Q AR EA 2 = 7 .693 in/hr 16 .518 cfs 4 .791 cfs .:_r._·•,•·E_"'·•·.•.•.•~-••-••-•-•.·•.••-••.•.•.·.•.•.•.•.•.•• ·· ,., ••n. Lt 21~oos •C1S tt•• ~ .. =:=:::=:=:=rrr/r::::=: ::::=:=::;:;:::::;::=======-:·:·= ·=·=··-··=·····.···=·=·=·.·=---:·:·.==·-·-=-····=·=··-·.··=·=·:.:-=-=-:·:·=·=·= Rainfall In t ensity (1 10) = Q ARE A 1 = Rainfall Intensity (1 25 ) = Q AR EA 1 = 8.635 in/hr 18 .540 cfs in/ 9.861 hr 21 .174 cfs Q AREA 2 = 6.142 cfs .•.:.a.•.·.•.·.·.·.•~-·.•·.··.·.·.•.•.=.•.•-•.•.·.•.•.·.'_:.=_:.•.·.•.•.•.•.• .• :.:_•.•.•.•.::.:_:.•.:.•.•.•.•.•.:.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.·.:. • •:: •::•• r::• : ••2·ua1s;;:d$· ::: ',4.9. -:·:-:-:-:-:-:-·.·.;.·.·-:-:-·-:-:-:·:·:·:·:-:-:-:-:-·-·.·.·.·.· Rainfall Intensity (1 50 ) = 11 .148 in/hr Q AR EA 1 = 23 .936 cfs Q AR EA 2 = 6 . 943 cfs •• g • : :: :: : ?•• . . ... :30.~8=7i •¢ti •••:: • Rainfall Intens ity (1 100) Q AREA 1 = in/ 11 .639 hr 24 .991 cfs Q AR EA 2 = 7 .249 cfs gj~fj ••• • • • • ~~*~9 •£!~ ( SECTION#4 MINOR DRAINAGE AREA HYDROGRAPHS Drainage Report -11 SECTIO N #4 -HYDRO GRAPHS Chart 4 2-YEAR HYD RO GRAP H 18 16 14 12 ~ 10 ~ p::: -< ~ = ~ u -00. ..... 8 ~ 4--- 2 0 0 10 I El Post-Development El Pre-Development I HY D ROGRAPHS Chart 4 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 5 5-YEAR HYDROGRAPH 15 ~ "' ~ ~ -~ C.J u -00 ~ ~ 10 s--- 0 10 11 Post-Development El Pre-Development HYDROGRAPHS Chart 5 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 6 10-YEAR HYDROGRAPH 25 -~ 15 c.J - 10 5 0 0 10 []Post-Development Cl Pre-Development HYDROGRAPHS Chart 6 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 7 25-YEAR HYDROGRAPH -~ 15 ... --------I; - s---- =·=·=·-·=·-::::;:;:::::: :-:::::::~~;~;~;~/f (~:::=·==~=~~:;.· -: ~=~~~~~~~~~ ~j~1~ .. :-::::::::::;::::::::;:;:.:·:::::.::::::::·.··:···· :·. 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" 5 ~-0 0 r41:;; ;-):, 10 liJ Post-Development El Pre-Development HYDROGRAPHS Chart 8 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 9 100-YEAR HYDROGRAPH 45--------------------,-1------------------.,.------------------.., _J 22 000 ft3 Volume Conveyed I ' I I 40 35 30 ----------1. ~ 25 ~ -< ~ = r.J u '-" 00 ~ 20 ~ 15 10--- 5 0 0 10 El Pre-Dev elopment EJ Po st-Develo pment HYDROGRAPHS Chart 9 T™E (min) 20 30 SECTION#5 FLOWRA TE ANALYSIS Drainage Rep ort -12 SECTION #5 -FLOWRATE TABLE ~~ 2 YEAR FREQUENCY i"o-~ I MINOR BASIN II DETENTION AREA OUTLET FLOWRATE POST PRE CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft 3/sec) (ft 3/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 qMAJOR) = Q (MAJOR) = T C(PRE ) = Q (PRE ) = T C(POST) = Q (POST) = Area of Detent ion Bas in (70' x 70') = 45 .0 min 168 .864 cfs 11 .1 min 4.242 cfs 10 .0 min 17.524 cfs 2 4,900 .00 ft 2836-604 Flowrate Ana lysis.xis (ft 3) (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 (ft 3/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 I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3/sec) (tt3/sec) 1 ~:~~~ 11• •::;:::::··:·:·::::::·111iJ,lii!!lll!!!J!l!!!ll•i!!l!l!l!!!illl ~~]ll 37 .525 ::• ::::: : )'Ml~857 :tt::::::: 51 ~2.28 56 .288 ::: \) : !!!•·!11~99 . .'!'..•:•'.•!'i .. J ~g~l1!~ 75 .051 :=:•:::=::::::•11:1 .. •=··~~p~::: t••:::J•·::ft!~1~ 93 .813 :::\/\. ?~~~AA ? ? :::::: ~$;~7?l 112 .576 :::::::•••j:··.1!!i!l::·:•:·::t'·]t• ~1!~~~! ~ ~~: ~~~ .· ... i.i.l.:.1.1 .. ·.1.1.1.1.1.1.:.1.•.1.1.1.1.1.1.•.1.1.1.1.1.1.1.:.1 .. 1.1.~ ..•. '.s.~ .••..•. •.•.•.•.•.:.: .•. ~.• .•..•. ·.~ .•..•...•. 2.•.=·.•.•.1.1.1.1 .. l.•,.r t::::r.11.•.1.11.~.· •. l.~ .••.••. ~.·.!.r.::.: .•.. ~.=•.••.~.=·.=• .•.•. 1.:.• .•.•. •. 1 .•.•.l.I,! 168.864 :::•::::::••• :•:: 171 8630} : : ) ~~~~~~ 106 . 322 ::::::: :]:: f ::::1~~!£~: ::::J :::::: : M9f:f:!~ 100 .068 ::r:: ::~~Et~~.::•:::: J• J9:9:f:~~ ~;:~~~ ::::•••• :1•1:1::11:1:1•:::1:1riH J•1111111•111 !•!•!!!i!!!!i!l!!•!!•:;i~ll 81 . 305 ::: : . :", :; • &1 ]~~· .:. :: • ··:· ·:: ! i1 ~ii~ ~~:~~~ :i:i:J,,:i, .. ·,,i,i."ii§;;;~.:iR 62 .542 t :~#~~4 :.•:·••••::::: ::=,:·:·:~~,m3 ~~:~~!ii !iiiiiiii :11 ~J.~l!lli!i/l!l!llll1::1:1::11•11:1 ~~~Ii ~~-~~~ :·::.: ...... : .1.li.•.i.i.•.i.1 31 :271 11•:111111.1.1 •• : ? 25 .017 rr:: ~ti~ (t ::;::· ~ ~. ~~~ !!!] ! •::0:-i ~.,., .. :.,s.•.••,, .•. ,•.•.·,l.:··.·• .. 2~• .. •.••.,'.• .. ··.ri~.= .•. •.· •. ·.=•,~'*,,,.,•.,•.,., .. ,!.=\ .. ,\.,'.•.,i.,'.i.,~C 1 .. =l::·i·.:··i.==.'.,··':=.:'·····= .. =i.=l.·'l.=~ .. =·.,: .. ,··.·,: .. =',s~,,~,·,,,•.,·=i.:.c:,!.·.::·.~ ... ·")··=···=:·· . .a:.6, ••.. ,•.•.•,s,:.,·.,•·,=.•,: 0 6 _: 2 00 5 0 4 .'1, .. 1,1 .. : •. ' •. ' •. ' •. 'l·''·=·:i:•,1,.,i., •. :i,•.'i·'··':·'··'··:''·:·,l,l.'.•.:•,1,,1,•,•• .. •.•.·.•,,•.•.·.··· u ., ~ ])f "-~ O'iooo :=: , , ,: • amm:o SECTION #5-FLOWRATE TABLE 5 YEAR FREQUENCY I MINOR BASIN II DETENTION AREA OUTLET FLOWRATE POST PRE CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft 3/sec) (ft3/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 ~ 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 C(PRE) = Q (PR E) = T C(POST) = Q (POST) = Area of Detention Rasin (7 0' 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 Anal ys is .xis (ft3) (ft 3) 0 0 1 ,249 1 ,249 4 ,995 4,404 10,915 9,215 13,249 9,944 14 ,285 9 ,313 14,022 7,700 6 ,234 4,914 3.742 2 ,720 1 ,848 1,129 568 169 (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 (ft 3/sec) 0.00 1.97 3.70 5.35 5.56 5 .38 4.89 4.40 3 .91 ~ 2.91 2.40 1.87 1.33 0 .73 I I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft3/sec) (tt3/sec) (ft3/sec) SECTION #5-FLOWRATE TABLE ~ .,. ,.,,, I MINOR BASIN II POST PRE CUMM . TIME FLOWRATE FLOWRATE VOLUME (min) (ft3/sec) (ft3/sec) 0 0 .000 0 .000 5 2.618 11 .959 10 5 .235 23.917 15 3 .1 93 11.959 20 2 .321 7.972 25 1.448 3 .986 30 0 .576 0 .000 35 40 ~ 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T qMAJOR) = Q (MAJOR) = T qPRE) = Q (PRE) = T C(POST) = Q (POST) = Area of Detention Rasin (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 Analysis.xis (ft3) 0 1 ,401 5,605 12,250 14,871 16,034 15 ,740 10 YEAR FREQUENCY DETENTION AREA RUNNING VOLUME (ft3) 0 1,401 4 ,979 10,445 11,358 10,740 9 ,008 7 ,421 5,981 4.689 3 ,544 2,549 1 ,705 1,015 482 115 HEAD (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 OUTLET FLOWRATE ORIFICE FLOW (ft 3/sec) 0 .00 2 .09 3 .93 5.69 5 .94 5 .77 5 .29 4.80 4 .31 ~ 3.32 2 .81 2 .30 1.77 1.22 0.60 I I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3/sec) (ft31sec) SECTION #5 -FLOWRA TE TABLE 25 YEAR FREQUENCY ,, I MINOR BASIN II DETENTION AREA OUTLET FLOWRATE POST PRE CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft 3/sec) (ft 3/sec) 0 0 .000 0 .000 5 2.991 13.658 10 5 .982 27 .316 15 3.649 13 .658 20 2.652 9 .105 25 1 .655 4 .553 30 0 .658 0 .000 35 40 1§ 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 qPRE) = Q (PRE ) = T C(POST) = Q (POST) = Area of Detention Rasin (70' x 70') = 45.0 min 282 .229 cfs 11 .1 min 6 .64 cfs 10 .0 min 27 .316 cfs 2 4 ,900 .00 ft 2836-604 Flowrate Ana lysis .xis (ft3) (ft 3) 0 0 1,600 1 ,600 6,400 5 ,732 13,991 12 ,057 16,985 13 ,215 18,314 12 ,623 17,978 10 ,745 9 ,012 7 ,426 5 ,985 4 ,692 3 ,547 2 ,552 1,707 1 ,017 484 116 (ft) 0 .00 0 .33 1.17 2 .46 2 .70 2.58 2 .19 1.84 1.52 1.22 0.96 0.72 0.52 0.35 0 .21 0 .1 0 0 .02 (ft 3/sec) 0.00 2 .23 4.22 6 .12 6.41 6 .26 5 .78 5 .29 4 .80 4.31 3 .82 3 .32 2 .81 2 .30 1 .78 1.23 0.60 I I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft3/sec) (ft3/sec) (tt3/sec) SECTION #5-FLOWRATE TABLE .. 50 YEAR FREQUENCY , I MINOR BASIN II DETENTION AREA OUTLET FLOWRATE POST PRE CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft3/sec) (ft3/sec) 0 0 .000 0.000 5 3 .383 15.439 10 6 .766 30.878 15 4 .127 15.439 20 2 .999 10 .293 25 1.872 5 .146 30 0 .744 0.000 35 40 ~ 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 qPRE) = Q (PRE) = T qPOST) = Q (POST) = Area of Detention Ras in (70' x 70') = 45 .0 min 322 .101 cfs 11.1 min 7.51 cfs 10 .0 min 30 .878 cfs 2 4 ,900 .00 ft 2836-6 04 Flowrate An alysis .xis (ft3) (ft3) 0 0 1,808 1 ,808 7,234 6,523 15,815 13,754 19,200 15 , 179 20,703 14,622 20,323 12,601 10,725 8 ,994 7,409 5 ,970 4 ,678 3 ,535 2 ,541 1,699 1 ,010 479 113 (ft) 0 .00 0.37 1 .33 2.81 3.10 2 .98 2.57 2 .19 1 .84 1.51 1.22 0 .95 0 .72 0 .52 0 .35 0 .21 0 .10 0 .02 (ft3/sec) 0.00 2.37 4.50 6.53 6.86 6.74 6.25 5 .77 5 .28 ~ 4.30 3 .81 3 .31 2.81 2.30 1 .77 1 .22 0.59 I I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3/sec) (ft3/sec) SECTION #5 -FLOWRA TE TABLE 100 YEAR FRE UENCY MINOR BASIN DETENTION AREA TIME (m i n) 0 5 10 1 5 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 / '\~~ <P ~~ FL~E (ft 3/sec) 0 .000 3.531 7 .062 4 .308 3 .131 1.954 0 .777 \ ~ CUMM . RUNNING FLOWRA TE VOLUME VOLUME (ft 3 /sec) (ft 3) (ft 3 ) 0 .000 0 0 16.120 1,888 1 ,888 32 .240 7,553 6 ,827 16 .120 16,513 14 ,405 10 .747 20 ,047 15,933 5 .373 21 ,615 15 ,392 0 .000 21 ,219 13 ,318 11 ,389 9,605 7 .967 6 ,475 5 ,130 3 ,933 2 ,885 1,987 1 ,242 653 226 GENERAL NOTES T qMAJO R) = Q (MAJOR) = T C(PRE) = Q (PR E) = T C(POST) = Q (POST) = A rea of Detention qasin (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 2836-6 04 Flowrate Analysis.xis OUTLET FLOWRATE ORIFICE HEAD FLOW ft) (ft 3 /sec) 0 .00 0 .00 0 .39 2.42 1 .39 4 .60 2 .94 6 .69 3 .25 7.03 3.14 6 .91 2 .72 6.43 2 .32 5 .95 1.96 5.46 1 .63 4.97 1 .32 4.48 1 .05 3 .99 0 .80 3 .49 0 .59 2.99 0.41 2.48 0 .25 1.96 0 .13 1.42 0 .05 0.84 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft3 /sec) (tt3/sec) (ft3/sec) 0 .000 (•( . •!fg ~g-t•:t 37 .471 •··••••l .'•.,i·.,•.,•·.,·'.:•,,·•.,·• .. ,•.,•.,•.,l,i.·.,···:•·.,·:,e,','.,'·,•.::,•,',',',•.~·,:,•.ss,,····,:,,,',;t9.:·,',,·,,,····2·~,',',',=-., ... ,.·.,. •.• ~~::t'll. 7 4 942 :;:::::::::;:::::::::: i:::;T: ~ ~fff!l~[if~ 114129 .:488145 ,!,,.,!,,l,l,,l,!,,l,•·.:••, •. •,.•, •.• ,•.•.:.·:·:•,:.',1.,1·,1·.:· . 4 f $'l!I Q1 : %124 216 • '15$~11 •.' ..... : : ··'· .. ,•'.,•' .. ,.:,:;;i·····'1,',,·,•• .. , •• ,:i'l.5.•,•,··,··,···:.•Jl7 .•..• ,.,·•,:.'••,: .. , •• ,~ .. ',•,•·,·.,• .. ,•.D,·,•.·.·····.,·' .. ,''.'~.'··,•,••,•.'' 187 . 356 •:. : .·'· .. :•·.:···'···'··'···'·:·,• .. '1 .. :•,~1:•:•.•.,•,S4:~:·:•,•,•.,•:~.:•,•,•,:•.~·,•,•,:,•,•,•,•,•.56,•,•,•,•.,•:;:•::.:·'·····'·.'1 .. '1·'···'·.'···'·.'•.:···.'1.,'··.'1 .. ,1.,• •• i ;, :t 'lc V. ~~~:~~~ /'.!/: :;:: <z;~;~ . : j 221~oso :::::::::: :·:·::::;::::·:" ' .. ':.:•• .. ,· •. ,•• .. '2.~'•,··,·•,•,•,96.•.•,•,•.:•,•,92,•,•,•.,•.,·:.~·,:,··:~:::::·.,• •. ,.,"".·.·.• .. •.•,• .. ,:.,··.:·09,'·:···.•,•, 299 .770 } •• .:·~P.e~~~g ::::-.2 ? H ~~~:~~; •:····: •·111••1•••1·1•11 ;;~~;••:::•••:•••:••••1•••· .·'·1 ·.'.·'ir.'.·''·:' •. : 3 12:·,•.• ... '•.:39•.:j:•,•,•.:•,s~,.,•,•,•.:•,:.:,•,•.:~,.,•,•,•.'4·'··'::.:•,• .. ,~7::•:•, .. 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SECTION #6 EXISTING WHITES CREEK Drainage Report -13 SECTION #6 -WHITES CREEK (INLET) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\600\2836-callaway subdivision\2836t1 ra.fm2 Existing Whites Creek (INLEn Irregular Channel Manning 's Formula Solve For Water Elevation Input Data Channel Slope 0.8669 % Elevation range : 323.20 ft to 330.00 ft. Station (ft) Elevation (ft) 0 .00 330 .00 14 .00 328 .00 25 .00 326 .00 37.00 324 .00 44 .00 323 .20 56 .00 324.00 63 .00 326 .00 68 .00 328 .00 85.00 330 .00 Discharge 337 .24 cfs Results Wtd. Mannings Coefficient 0.060 Water Surface Elevation 326.63 Flow Area 90 .26 Wetted Perimeter 43.76 Top W idth 43 .06 Height 3.43 Critica l Depth 325.58 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.047095 ft/ft Velocity 3.74 ft/s Velocity Head 0.22 ft Specific Energy 326.85 ft Froude Number 0.45 Flow is subcritical. Munic ipal Developme n t Group End Station 85 .00 11 /03/97 01 :25 :45 PM Haestad M eth ods, Inc. 37 B ro o kside Roa d W a t erbury, CT 06708 (20 3) 7 55-1666 Roughness 0.060 FlowMaster v5 .07 Page 1 o f 1 Project Description SECTION #6 -INLET CROSS-SECTION Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\600\2836-callaway subdivision\2836t1 ra.fm2 Existing Whites Creek (INLET) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge c 0 :;:::; 330 . 329 . 328 . 327 . ~ 326. Q) iTI n o~ """ 0 0 0 0.060 0.8669% 326 .63 ft 337.24 cfs ~ ~ ' "7 ~ - ~~ v 324 . 0 ~ / 0 325 . 0 323 . 0 .0 10.0 20.0 30 .0 '"""' ~ ~ 40 .0 50 .0 60.0 Station (ft) Municipal Developme nt Group I 11/03/97 0 1 :26 :03 PM H aestad M ethods , Inc . 37 Broo ksid e R oad W ate rbury , C T 0 6 7 0 8 (20 3) 7 55-166 6 / v I I 70 .0 / / 80 .0 ~ 90 .0 FlowMaster v5 .07 Page 1 of 1 SECTION #6 -WHITES CREEK (OUTLET) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\600\2836-callaway subdivision\2836t1 ra.fm2 Existing Whites Creek (OUTLET) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.8690 % Elevation range: 321 .60 ft to 330 .00 ft. St ation (ft) Elevation (ft) 0 .00 330 .00 41 .00 328 .00 52 .00 326 .00 67.00 324 .00 73.00 322 .00 78.00 321 .60 86 .00 322 .00 115 .00 324 .00 126 .00 326 .00 136 .00 328 .00 149 .00 330 .00 Discharge 337 .24 cfs Results Wtd. Mannings Coefficient 0.080 Wate r Surface Elevation 325 .09 Flow A rea 123 .85 Wetted Perimeter 62 .80 Top W i dth 62.21 Height 3.49 Critical Depth 323 .79 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.088365 ft/ft Velocity 2.72 ft/s Veloc ity Head 0.12 ft Specific Energy 325 .21 ft Froude Number 0.34 Flow is subcritical. Municipal Deve lopme nt Group End Station 149.00 11/03/97 11:33:26 AM Haestad Methods, Inc. 37 Brookside Road W aterbury, C T 06708 (203) 755-1666 Roughness 0.080 FlowMaste r v5 .07 Page 1 of 1 Project Description SECTION #6 -OUTLET CROSS-SECTION Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\600\2836-callaway subdivision\2836t1 ra . fm2 Existing Whites Creek (OUTLET) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 330 . --~ 0.080 0.8690% 325 .09 ft 337.24 cfs 0 ~ 0 329 . 328 . ,,....._ 327 . ~ ....... c 326 . 0 .. Ill 325 . > Q) w 324 . 323 . 322 . 0 0 0 0 0 0 321 .0 0 .0 ~ ~ 20 .0 40 .0 ~ ....,. ""' - \ ~ \ ~ 60 .0 ""'-..--- 80 .0 Station (ft) M unicipal D evelopment Group 100.0 11 /03/97 11 :3 2 :57 AM Hae s t ad M et hods, Inc. 3 7 Orookside R oad W at erbury , CT 067 08 (203) 7 55-1666 / / / / 120.0 ~ / / / 140.0 160.0 F lowM aster v5 .07 P age 1 o f 1 SECTION #7 PROPOSED STORM SEWER Drainage Report -14 ------------------Beginning Calculation Cycle ------------------- Discharge: 337.13 cfs at node I-1 Discharge: 335.37 cfs at node J-1 Discharge: 334.46 cfs at node J-2 Discharge: 333.91 cfs at node Outlet at at at Beginning iteration 1 Discharge: 337.13 cfs Discharge : 335 .01 cfs Discharge: 333.94 cfs Discharge: 333.40 cfs at Completed iteration 1 node node node node I-1 J-1 J-2 Outlet Current discharge convergence relative error : Target discharge convergence relative error: at node at node at node at node I-1 J-1 J-2 Outlet 0.15498617e-2 0.001 Beginning iteration 2 Discharge : 337.13 cfs Discharge: 335.01 cfs Discharge : 333.94 cfs Discharge: 333.40 cfs Discharge Convergence 0.89142513e-5 Achieved in 2 iterations: relative error: ---------------------Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 -----------------Network Quick View ------------------------ Hydraulic Grade Label Length I Size I Discharge Upstream I Downstream P-1 P-2 P-3 Label I-1 J-1 J-2 Outlet Elapsed : 249.00 130.00 78.00 Discharge 337.13 335.01 333.94 333.40 8 8 8 O minute(s) 17 Project Title : Callaway Subdivision x 5 ft 337.13 327.58 327 .33 x 5 ft 335.01 326.69 326.58 x 5 ft 333.94 325.79 325.38 -------~~~~~--I ~~~L ,-~~~~~~~~~-~~~ I 330.00 327.58, 327.58 330.50 327.33 326.69 329.00 326.58 325.79 329.00 325.09 325.09 second (s) .....-=zm='. c :\ ... \60012836-callaway s ubdivisionl2836t3ra.stm MUNICIPAL DEVELOPMENT GROUP Project Engineer: •••• · StormCAD v1 .0 Page 1 of 1 11 124197 09 :1 6 :56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 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 External CA Flow Times Description System Flow Time Inlet TC Elevati ons Description HGLln Ground Elevation Other Properties Description x Velocity Headless Coefficient External Flow Pr oject T itle : Callaway Subdivision 90.30 63 .21 5 .29 337.13 0.00 0 .00 5.29 63.21 0.00 45.00 45.00 327.58 330.00 . -6 .81 9 .62 0.40 0.00 Detailed Report for 1-1 acres Inlet C acres Time of Concentration in/hr Inlet Discharge Description cfs Known Flow cfs Total Watershed (CIA) cfs Additional Flow Description in/hr Upstream CA acres Inlet CA acres Description min Upstream Flow Time min External TC Description ft HGL Out ft Rim Elevation Description ft y ft/s Head loss Station cfs c:l ... 1600\2836-callaway subdivision\2836t3ra .stm MUNICIPAL DEVELOPMENT GROUP 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 327.58 ft 330.00 ft 18.11 ft 0.58 ft 4+57 ft 1 1/24197 09 :19:17 AM Haestad Methods , In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: •••• 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 Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 323.20 Downstream 322.33 Messages: Profile : Subcritical flow. Profile : Mild channel slope. Project Title : Callaway Subdivision Detailed Report for Pipe P-1 Description 337.13 cfs Capacity 0 .013 Hydraulic Drop 249.00 ft Energy Slope 0 .3494 % Upstream Velocity 45.00 min Average Velocity 0 .46 min Downstream Velocity 45.46 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 330.00 328.20 1 .80 4 .38 330.50 327.33 3 .17 5 .00 c :l ... 160012836-callaway subdivision\2836t3ra .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 360.16 cfs 0.25 ft 0.2337 % 9 .62 ft/s 9 .02 ft/s 8.43 ft/s EGL (ft) 327.58 329.02 327.33 328.44 11/24/97 09:19:45 A M Haestad Methods , Inc. 37 Brooks ide Road Waterbury, CT 06708 (203) 755-1666 Project Eng ineer : •••• · StormCAD v1 .0 Page 1 of 1 Detailed Report for J-1 Flows Description Description Total Discharge 335.01 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 335.01 cfs Watershed Data Description Description System Intensity 5 .26 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.46 min Upstream Flow Time 45.46 min Elevations Description Description HGLln 327.33 ft HGL Out 326.69 ft Ground Elevation 330 .50 ft Rim Elevation 330.50 ft Other Properties Description Description x -253 .39 ft y -13 .66 ft Velocity 9 .61 ft/s Head loss 0 .65 ft Headless Coefficient 0 .45 Station 2+08 ft External Flow 0 .00 cfs Project Title: Callaway Subdivision c:\ ... \600\2836-callaway subdivision\2836t3ra.stm MUNICIPAL DEVELOPMENT GROUP 11 /2 4197 09 :20:00 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: •••• StormCAD v1 .0 Page 1 of 1 Section Material : Concrete Section Shape: Box Section Size: 8 x 5 ft Number Sections: 1 Description Discharge Mann ings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream Downstream Messages: 322.33 321 .87 Profile : Subcritical flow. Profile: Mild channel slope. Proje ct Title: Callaway Subdivision Detailed Report for Pipe P Ground (ft) 335.01 cfs 0 .013 130.00 ft 0 .3538 % 45.46 min 0 .23 min 45.69 min Crown (ft) 330.50 329.00 327.33 326 .87 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 3 .17 2 .13 Depth (ft) 4 .36 4 .71 c:\ ... \600\2836-callaway subdivision\2836t3ra .stm MUNICIPAL DEVELOPMENT GROUP -2 11/24197 09 :20 :18 AM Haestad Methods, Inc. 37 Brooks ide Road Waterbury, CT 06708 - 362.45 cfs 0 .10 ft 0 .2403 % 9.61 ft/s 9 .25 ft/s 8 .88 ft/s HGL EGL (ft) (ft) 326.69 328.12 326.58 327.81 - Project Engin ee r : **** StormCAD v1 .0 (203) 755-1 666 Page 1 of 1 Detailed Report for J-2 Flows Description Description Total Discharge 333.94 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 333.94 cfs Watershed Data Description Description System Intensity 5 .24 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.69 min Upstream Flow Time 45.69 min Elevati ons Description Description HG Lln 326.58 ft HGL Out 325.7 9 ft Ground Elevation 329.00 ft R im E levation 329.00 ft Other Properties Description Description x -366.42 ft y -77.25 ft Velocity 10.65 ft/s Headless 0 .7 9 ft Head less Coefficient 0 .45 Station 0+7 8 ft External F low 0 .00 cfs Pro ject Ti tl e: C alla way Subdivision c :\ ... 1600 \2836-calla way s ubdivis ion\2836t3ra .stm MUNI C IPAL DEVELOPMENT G ROUP 11 /24197 09:20:37 A M Haestad Met hod s , In c . 37 Brooks ide Road Wate rb u ry , CT 06708 (2 03) 755-1666 Proje ct Eng ineer: •••• · Storm CAD 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 Slope Upstream Flow T ime Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 321.87 Downstream 321 .60 Messages: Profile: Subcritical flow. Detailed Report for Pipe P-3 Description 333.94 cfs Capacity 0 .013 Hydraulic Drop 78.00 ft Energy Slope 0 .3462 % Upstream Velocity 45 .69 min Average Velocity 0 .12 min Downstream Velocity 45.81 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 329.00 326.87 2 .13 3 .92 329.00 326.60 2 .40 3 .78 Profile: Downstream depth below critical depth , critical depth assumed. Profile: Mild channel slope. Project Title : Callaway Subdivision c:\ ... \60012836-callaway subdivision\2836t3ra .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 358.48 cfs 0 .41 ft 0 .3553 % 10.65 ft/s 10.84 ft/s 11 .03 ft/s EGL (ft) 325.79 327.55 325.38 327.28 11 /24197 09 :20:53 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : •••• · StormCAD v1 .0 Page 1 of 1 Flows Description Total Discharge Upstream Additional + Carryover Watershed Data Description System Intensity Flow Times Description System Flow Time Elevations Description HGLln Ground Elevation Other Properties Description x Velocity Headless Coefficient External Flow Project Titl e : Callaway Subdivision Detailed Report for Outlet 333.40 cfs 0.00 cfs 5 .23 in/hr 45.81 min 325.09 ft 329.00 ft -444.54 ft 11.03 ft/s 0 .00 0 .00 cfs Description Known Flow Total Watershed (CIA) Description Upstream CA Description Upstream Flow Time Description HGLOut Rim Elevation Description y Headless Station c:\ ... 1600\2836-callaway subdivision\2836t3ra .stm MUNICIPAL DEVELOPMENT GROUP 0 .00 cfs 333.40 cfs 63.21 acres 45 .81 min 325 .09 ft 329.00 ft -77.30 ft 0 .00 ft 0+00 ft 11 /2419 7 09:21 :09 AM Haestad Met hods, In c. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : •••• · StormCAD v1 .0 Page 1 of 1 ---- tll"_l . -• 1 r .\ n --- -------·--·-· 0 +00 0+50 1+00 Project Title: Callaway Subdivision c:\ ... \600\2836-callaway subdivision\2836t3ra .stm 11/24/97 09:21 :43 AM 1+50 -.. -:~ 2 +00 -()•'!;.I I 'I\ . _,,., ...... , ... 2+50 Station ft ' 3 +00 3 +50 MUNICIPAL DEV ELOPMENT GROUP 4 +00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 4 +50 331 .00 330 .00 329 .00 328 .00 327 .00 326 .00 325 .00 324 .00 323 .00 322 .00 321 .00 5 +00 Elevation ft Project Engineer: •••• StormCAD v1 .0 Page 1 of 1 COLLEGE STATION, BRAZOS COUNTY, TEXAS MARCH, 1998 ----------- ------~- -:::: -=---=---::_-=:::::-_ -.:...:::::::--=-= ----=_--= MUNICIPAL DEVELOPMENT GROUP Id I L'J I •I~ 2551 TEXAS AVENUE. SOUTH, STE. A l J ~ i COLLEGE STATION, TEXAS 77840 Ph: (409)693-5359 Fx : (409) 693-4243 . Consulting Engineers ·Environmental· Surveyors·Planners TABLE OF CONTENTS HYDRAULIC ANALYSIS INTRODUCTION ........................................................................................................ 3 PROJECTED DEMANDS ............................................................................................ 3 CONSTRAINTS ........................................................................................................... 4 SYSTEM MODELING ................................................................................................. 5 RESULTS ..................................................................................................................... 5 ATTACHMENTS SECTION #1 -PROPOSED SYSTEM MAPPING SECTION #2 -WATER SYSTEM CALCULATIONS (DOMESTIC SUPPLY) SECTION #3 -WATER SYSTEM CALCULATIONS (FIRE FLOW CONDITIONS ) Hydraul ic Analysis - 2 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 orig inal 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 msl. 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. D01\1ESTIC SUPPLY -The Callaway Subdivision water system was evaluated 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 Total 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 Max imum Required Flow= 3000 gpm Hydra uli c Analysis -3 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 of Bldg .= 130'@ 5% West Side ofBldg. = 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 TOTAL 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. DOMESTIC SUPPLY -The water system shall have the capacity to supply peak demand while maintaining a minimum residual pressure of 3 5 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 wi ll provide 1/3 of the total required fire flow , being 2067 gpm . Hydrants shall be Hydrauli c Analysis -4 located so they are visible and accessible . Fire hydrants shall be installed in this sy stem 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. 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 w ater line ty ing into the existing 18 " water line . As shown on the Proposed System Mapping a 8" water line will be required for looping of the system. The enclosed hydraulic stud y data show s that the proposed Callaway Subdivision water system can be tied into the existing 18 " City of College Station water line and provide adequate pressures and water flows . 8" PVC Line 12" PVC Line PROPOSED WATER SYSTEM DOMESTIC FIRE FLOWS NORMAL V MAX (ft/sec) 11 .37 8 .51 V MAX (ft/sec) 14.47 11 .73 P MIN (psi) 68 .90 P MAX (psi) 75.26 FIRE FLOWS P MIN (psi) 66 .06 P MAX (psi) 73 .08 Hydra ul ic Analysis -5 SECTION#! PROPOSED SYSTEM MAPPING SECTION #2 WATER SYSTEM CALCULATIONS (DOMESTIC SUPPLY) J-2 P-3 J -3 Project Tille : C all aw ay Subdivis ion c :lprojects\600\2836w1 r a .w c d O:.l/ll :.l /!JU O!i :2 (i : 15 PM P-4 Steady State Analysis P -2 J-1 P-1 Munlclpal Development Group ~ H aesl ad M tilhod s , Inc . 3 7 Broo kside R oad W al er bury , C T 0 6 708 U S A (20 3 ) 755-16 66 R-1 Project Engineer: Larry W ells W aterCAD v1 .0 (029} Page 1 ol 1 Link Length Diameter Material Label (ft) (in) P -1 416.00 12 PVC P -2 413.00 8 PVC P -3 216.00 8 PVC P-4 337.00 8 PVC P -5 282.00 8 PVC Project Title : Callaway Subdivision c :\projects\600\2836w1 ra .wcd Roughness 150.0 150.0 150.0 150.0 150.0 03/04198 0 8 :41 :50 AM © Haestad Methods, Inc . Steady State Analysis Pipe Report Minor Loss Initial Current Discharge Status Status (gpm) 0 .00 Open Open 3,000.00 0 .00 Open Open 1,782.00 0 .00 Open Open -1,218 .00 0 .00 Open Open -1,218 .00 0 .00 Open Open -1,218.00 Mun icipa l Development Group Start End Hydraulic Hydraulic Grade Grade (ft) (ft) 515.00 508.78 508.78 491 .82 491 .82 496.21 496.21 503.05 503 .05 508.78 Head loss Friction (ft) Slope (ft/1 OOOft) 6 .22 14.94 16.96 41 .07 4 .39 20.32 6 .85 20.32 5 .73 20.32 Project Engineer: Larry W ells WaterCAD v1 .0 [029] 37 Broo kside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Node Elevation Demand Demand Label (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 Project Title : Callaway Subdivision c:lprojects\60012836w1 ra .wcd Demand Pattern Fixed Fixed Fixed F ixed 03/04 /98 08:42:07 AM © Haestad Methods, In c . Steady State Analysis Junction Report ., Calculated Hydraulic Pressure Demand Grade (psi) (gpm) (ft) 0.00 508.78 75.26 3,000.00 491 .82 68.90 0 .00 496.21 71 .87 0 .00 503.05 74.40 Municipal Development Group 37 Brookside Road Waterbury, CT 06708 USA Project Engi neer: La rry W ells W aterCAD v1 .0 (029] (203) 755-1666 Page 1 of 1 Detailed Report for Pipe : P-1 Loading Summary Demand Scenario Default-Average Da il y Calibration Summary Demand Geometri c Summary F rom Node To Node Check Valve Length Initial C o nditi on Sum mary Status Time Status Constituent (mg/I) <none> 0 .0 Roughn ess R-1 Diameter J-1 Material No Roughness 416.00 ft Minor Loss Open Calculated Res ults Su m mary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0 .0 0 hr Open 0.0 3 ,000.00 8 .5 1 515 .00 508.78 6 .22 0 .00 Proj ect T itle : Ca ll away S ubdivisio n c :lprojec ts\60012836w1 ra .wcd M unici p a l Development Grou p <none> 0 .0 12 PVC 150.0 0 .00 Total Headloss Headloss Grad ient (ft) (ft/1 OOOft) 6 .22 14 .94 in Proj ect Engineer: Larry W ells W aterCAD v1 .0 [029] 0 31 04198 08:42:35 AM © H aestad Methods, Inc. 3 7 Broo ks ide R oad Wat erbury, C T 0 6 7 08 USA (203) 755-1666 Pa g e 1 o f 1 Detailed Report for Pipe: P-2 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condit ion Summary Status T ime Status Constituent (mg/1 ) <none> 0 .0 Roughness J-1 D iameter J-2 Material No Roughness 413.00 ft M inor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Fricti on Loss (ft) Minor Loss (ft) 0 .00 hr Open 0 .0 1 ,782.00 1 1 .37 508 .78 491 .82 16.96 0 .00 Project Title : Callaway Subdivision c:\projects\6001283 6w1 ra .wcd Mun i c i pal Development Group <none> 0 .0 8 PVC 150.0 0 .00 Total Headless Headless Gradient (ft) (ft/1 OOOft) 16.96 41 .07 in Proj ect Engineer : Larry W ell s W aterCAD v1 .0 [029] 03/04198 08:42:56 AM © Ha estad Methods , Inc . 37 Brookside R oad W aterbury, CT 06708 U SA (203) 755-166 6 Page 1 of 1 Detailed Report for Pipe: P-3 Loading Summary Dem and Scenario Defau lt-Av erage Da ily Calibratio n Summary Demand G eometric Summary From Node T o Node Check Valve Le ngth In itial Cond ition Summary Status T im e Stat us Constituent (mg/1 ) <none> 0 .0 Roughness J-2 D iameter J-3 Material No Roughness 2 16 .00 ft M inor Loss Open Calculated Results Summary Flow (gp m) Velocity (ft/s) From Grade {ft) To Grade {ft) Friction Less (ft) M inor Loss (ft) 0 .00 hr Open 0.0 -1,218.00 7.77 491 .82 496.21 4 .39 0 .00 Project Title : Callaw ay Subdivision c :lprojects\600\2836w 1 ra .wcd Mun i c i p a l Development Group <none> 0 .0 8 PVC 150.0 0 .00 Total Headless H eadless Gradient (ft) (ft/1 OOOft ) 4 .39 20 .32 in Project Engin eer: La rry W ells W aterCAO v1 .0 (029] 03104198 08:43:20 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-4 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time S tatus Constituent (mg/I) <none> 0 .0 J-3 J-4 No 337.00 ft Open Roughness D iameter Material Roughness M inor Loss Calculated Results Summary F low (gpm ) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0 .00 h r Open 0 .0 -1 ,2 18 .00 7 .77 496.2 1 503.05 6 .85 0 .00 Project Title : Callaway Subdivis ion c:\proj ects\60012836w1 ra.wcd Municipal Development Group <none> 0 .0 8 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft ) 6 .85 20.32 Project Engineer: Larry W ell s W aterCAD v1 .0 [0 29] 031 04198 0 8 :43:42 AM ~ Haestad Methods , In c . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Pag e 1 of 1 Detailed Report for Pipe: P-5 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (m g/I ) <none> 0 .0 Roughness J-4 Diameter J-1 Material No Roughness 282.00 ft Minor Loss Open Calc u lated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0.00 hr Open 0 .0 -1 ,218 .00 7 .77 503.05 508.78 5 .73 0 .00 Project Title: Callaway Subdivision c:\projects\600\2836w1 ra .wcd Municipal Development Group <none> 0 .0 8 PVC 150.0 0.00 Total Headless Headless Gradient (ft) (ft/1 OOOft) 5 .73 20 .32 in Project Engineer: Larry W ells WaterC AD v1 .0 [029] 03/04/98 08:44:04 AM © Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 o f 1 SECTION#3 WATER SYSTEM CALCULATIONS (FIRE FLOW CONDITIONS) J -2 P-3 · J -3 Project Title : Ca ll away Subdivision c :lprojects\600\2836w1 ra.wcd 03/03/98 06:26 : 15 PM P-4 Steady State Analysis P-2 J-1 P -1 Mun i c i pal D e velopment G r ou p © Haestad M ethods , Inc . 37 Brookside Road W aterbury , CT 06708 USA (203) 755-1666 R-1 Project Eng ineer: Larry W ells W aterC A D v 1 .0 [029] Page 1 of 1 Link Length Diameter Material Label (ft) (in) P-1 416.00 12 PVC P-2 413.00 8 PVC P-3 216.00 8 PVC P-4 337.00 8 PVC P-5 282.00 8 PVC Project Titl e: Callaway Subdivision c:\projects l600\2836w1 ra.wcd Roughness 150.0 150.0 150.0 150.0 150.0 0310 319 8 06:26 :43 PM © Haestad Methods, Inc. Steady State Analysis Pipe Report Minor Loss Initial Current Discharge Status Status (gpm) 0.00 Open Open 4 ,134.00 0 .00 Open Open 1,866.66 0 .00 Open Open -200.34 0 .00 Open Open -200.34 0 .00 Open Open -2,267.34 Municipal Development Group Start End Hydraulic Hydraulic Grade Grade (ft) (ft) 515 .00 503.75 503 .75 485.26 485.26 485.42 485.42 485 .66 485.66 503.75 Head loss Friction (ft) Slope (fU1000ft) 11.25 27.05 18.48 44.76 0 .16 0.72 0 .24 0 .72 18.09 64 .13 Project Eng ine er: Larry W ell s WaterCAD v1 .0 [029) 37 Brookside Road Waterbury, CT 06708 USA (203) 755-166 6 Page 1 o f 1 Node Elevati on Demand Demand Labe l (ft) Type (gpm) J-1 3 34.75 Demand 0 .00 J-2 332.50 Deman d 2,067.00 J-3 33 0 .00 Demand 0 .00 J-4 331 .00 Demand 2 ,067.00 Project T itle: Callaw ay Subdivision c:\projects'800\2836w 1 ra .wcd Demand Pattern Fixed Fixed Fixed Fixed 03/03/98 06:27 :01 P M © Haestad Methods, Inc. Steady State Analysis Junction Report Calculated Hydraulic Pressure Demand Grade (psi) (gpm) (ft) 0 .00 503.75 73.08 2 ,067.00 485.26 6 6 .06 0 .00 485.42 6 7 .2 1 2 ,067.00 485.66 66.88 Project Engineer: Larry Wells Mun i c i p al Development Group WaterCAD v1 .0 (029] 37 B rookside R oad Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-1 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) <none> 0 .0 Roughness R-1 Diameter J-1 Material No Roughness 416.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0.00 hr Open 0 .0 4 , 134.00 11 .73 515 .00 503.75 11 .25 0 .00 Project T itle : Callaway Subdivision c:lprojects\600\2836w1 ra .wcd Municipal Development Group <none> 0 .0 12 PVC 150.0 0 .00 Total Headless Headless Gradient (ft) (ft/1 OOOft) 11.25 27.05 in Project Engineer: Larry W ells WaterCAD v1 .0 (029] 03/03/98 06:31 :08 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Deta i led Report for Pipe: P-2 Loading S u mmary Demand S c enario Default-Average Daily C alibration S u mmary Demand Geometri c Summary F rom Node To Node Check Valve Length Initial Condition Summary Status Tim e Status Constituent (mg/1 ) <none> 0 .0 Roughness J-1 Diameter J-2 Material No Roughness 413.00 ft Minor Loss Open Calc u la ted Resu lts Summary Flow (gpm) Velocity (ft/s) F rom Grade (ft) To G rade (ft) Friction Loss (ft) M inor Loss (ft) 0 .00 hr Open 0 .0 1 ,866.66 1 1 .9 1 503.75 485.26 1 8.48 0 .00 Projec t T itle : Calla w ay Subdivision c :lprojec ts\600\2836w1 ra .wcd Mun icip al Deve lopm e nt Group <none> 0.0 8 PVC 150.0 0 .00 Total Hea dl ess H eadless Gra di ent (ft) (ft/1000ft) 18.48 44.7 6 in Proj ec t Engin eer: Lar ry W ell s WaterCAO v1 .0 [029] 03/0 3/98 0 6 :3 3 :55 PM © Haestad Methods , Inc . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Pag e 1 of 1 Detailed Report for Pipe: P-3 Loading Summary Demand Scenario Default-Average Daily Cal ibration Summary Demand Geometric Summary From Node To Node Check Valve Length In itial Condition Summary Status T im e Stat us Constituent (mg/I) <none> 0 .0 Roughness J-2 Diameter J-3 Material No Roughness 216.00 ft M inor Loss Open Calculated Results Summary Flow (gpm ) Velocity (ft/s) From Grade (ft) T o Grade (ft) Friction Loss (ft) Minor Loss (ft) 0 .00 hr Open 0 .0 -200.34 1 .28 485.26 485.42 0 .16 0 .00 Project T it le : Ca ll aw ay Subd ivision c :\projec ts\600\2836w 1 ra .wcd Municipal Development Group <none> 0 .0 8 PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 0 .16 0 .72 in Project Engineer : La rry W ells W aterCAD v1 .0 (029) 03/0 3/9 8 06:34 :20 PM © Ha estad Meth ods, Inc. 37 Bro okside Road Wate rbury, CT 06 70 8 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe: P-4 Loading Summary Demand Scenario Default-Average Da il y Calibrati on Summary Demand Geometric Summary Fro m Node T o Node Check Va lve Length In itia l Condition S ummary Status Time Statu s Constituent (mg/I) <none> 0 .0 Roughn ess J-3 D iameter J-4 Material No Roughn ess 337.00 ft Minor Loss Open C alculated Results Summary Flow (g pm) Velocity (ft/s) From Grade (ft) T o Grade (ft) Fricti on Loss (ft) Minor Los s (ft) 0 .00 hr Open 0 .0 -200.34 1 .28 485.42 485.66 0 .24 0 .00 Project Title : Ca llaway Su bd ivision c :\projects\60012836w1 ra.wcd Mun icipal Devel opment Grou p <none> 0 .0 8 PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 0 .24 0 .72 in Project Engineer : La rry W ell s W aterCAD v 1 .0 [029] 03/03/98 06 :34:47 PM © Ha estad Methods , In c . 37 Brookside Road W aterb ury , CT 06708 USA (203) 755-1666 Page 1 of 1 D etai led Report for Pipe: P-5 Loading Summary Demand Scenario Default-Average Daily Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) <none> 0 .0 Roughness J-4 Diameter J-1 Material No Roughness 282.00 ft Minor Loss Open Calculated Results Sum m ary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0 .00 hr Open 0 .0 -2,267.34 14.47 485.66 503 .75 18.09 0 .00 Project Title : Callaway Subdivision c:lprojects\600\2836w1 ra .wcd Municipal Development Group <none> 0 .0 8 PVC 150.0 0 .00 Total Headless Headless Gradient (ft) (ft/1 OOOft) 18.09 64.13 in Project Engineer : Larry W ells WaterCAO v1 .0 [029] 03103198 06:35:09 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DRAINAGE REPORT FOR CALLAWAY SUBDIVISION 3.489 ACRE TRACT COLLEGE STATION, BRAZOS COUNTY, TEXAS DECEMBER, 1997 REVISED: FEBRUARY 1998 I ~4 I •I$l 2551 TEXAS AVENUE . SOUTH , STE. A · COLLEGE STATION , TEXAS 77840 Ph: (409)693-5359 Fx: (409) 693-4243 ~Consulting Engineers · Environmental· Surveyors· 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 -MINOR DRAINAGE AREA: PRE-DEVELOPJ\1ENT SECTION #3 -MINOR DRAINAGE AREA: POST-DEVELOPJ\1ENT SECTION #4 -MINOR DRAINAGE AREA HYDROGRAPHS SECTION #5 -FLOWRATE ANALYSIS SECTION #6 -EXISTING TxDOT CUL VERT SECTION #7 -PROPOSED STORM SEWER SECTION #8 -PROPOSED STORM SEWER OUTLET Drainage Report -2 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 de velopment 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 Ri ver. The policy of the City of College Station is to encourage the rapid conveyance of stormwater 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 system as shown on Figure 11-2 , (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, "RESULTS". DRAINAGE AREA DESCRJPTIONS 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 consisting of the Callaway Subdivision . This area will be evaluated for both pre-development and post-development conditions . Drainage Report -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 : Hydrographs -Volume of water that is conveyed rapidl y to the primary system and is not detained . V . Flo w rate Analysis -Flowrate curve showing effects on the primary sy stem by detaining or not detaining the runoff from the proposed project site . VI . Existing TxDOT Culvert -Analyze the existing TxDOT culvert with Section I calculation for discharge calculations for pre-existing conditions. VI I. 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 flo w to open-channel flow . The drainage area calculations are summarized accordingly using the Rational Method : (Q =CIA) w here "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient, "I" 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 , I 00-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 hydrograph 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 using 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 hydrographs , a volume of 22 ,000 ft3 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 I 00-year rainfall event. The effected time that detained runoff would Drainage Report -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)". Drainage Report -6 TABLE #1-CULVERT SUMMARY (25 YR) LABEL STATUS CONDITION VELOCITY GEOMETRY P-1 Existing TxDOT Pressure flow 14 .37 ft/sec 60 "0 Pipe P-2 Existing TxDOT Pressure flow 14 .36 ft/sec 60 "0 Pipe P-3 Existing TxDOT Pressure flow 14 .33 ft/sec 60 "0 Pipe P-4 Existing TxDOT Pressure flow 14 .32 ft/sec 60 "0 Pipe P-5 Existing TxDOT Subcritical flow 11.75 ft/sec 5'x5 ' Box 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 FT/s at supercritical flow . Below the data is summarized in Table #2 -"Culvert Summary (100 yr)". TABLE #2 -CUL VERT SUMMARY (100 YR) LABEL STATUS CONDITION VELOCITY GEOMETRY P-1 Existing TxDOT Pressure flow 17 .17 ft/sec 60 "0 Pipe P-2 Existing TxDOT Pressure flow 1 60 "0 Pipe P-3 Existing TxDOT Pressure flow 17 .13 ft/sec 60 "0 Pipe P-4 Existing TxDOT Pressure flow .12 ft/sec 60"0 Pipe P-5 Existing TxDOT Subcritical flow 13 .43 ft/sec 5 'x5 ' Box P-6 Proposed Supercritical flow 9.27 ft/sec 8 'x5 ' Box P-7 Proposed Supercritical flow 11.12 ft/sec 8 'x5 ' Box • 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 velocity reduction channel was designed . 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 . 2) A hydraulic jump will occur within this transition period developing 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 . Drainag e Report -7 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 w ill be connected in some fashion to the proposed storm sewer to drain various areas and structures . 1) The TxDOT curb inlet ES 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 = FT 32 .2 /s EC CALCULATED Depth= 0.17 ft CALCULATED Depth= 0.25 ft Free-open Area = 1.04 tt2 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 hydraulic gradeline of the storm sewer. The grate inlet will have a capacity of 5.41 cfs and 6 .39 cfs for the 25-year & 100-year rainfall event respectively . A Neenah grate model R-1878-A6G or approved equal will be used . Maximum ponding that will occur during the 100-year rainfall event will be at a 3" depth . Dra inage Report -8 I Capacity= Gravity , g = Capacity= Gravity , g = GIVEN GRATE INLET #2 CALCULATED (25-YEAR RAINFALL EVENT) 5.41 cfs Depth = FT 32.2 lsEc Free-open Area= (100-YEAR RAINFALL EVENT) 0.18 ft 2.65 ft 2 6.39 cfs Depth = 0 .25 ft FT .. ft2 32 .2 lsEc 'Free-ope .11 Area = 2.65 .. .,, ...... -··~ -._ .... , , ,. -· . ·. ,_.,i>;::::nn:u:.-:;;; . ··: .. : .. ,.;. <.::::: :::! . ..::hl,::.; 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 flowline of the grate inlet will be 327 .75 , which is well above the hydraulic gradeline of the storm sewer. The grate inlet will have a capacity of 1.90 cfs and 2 .24 cfs for the 25-year & 100- year rainfall event respectively . A Neenah grate model R-1879-A2G or approved equal will be used . Maximum ponding that will occur during the 100-year rainfall event will be at a 6" depth . Capacity= Gravity , g = Capacity= Gravity, g = GIVEN GRATE INLET #3 CALCULATED (25-YEAR RAINFALL EVENT) 1.90 cfs Depth= 32 .2 FT/sE c Free-open Area = (100-YEAR RAINFALL EVENT) 2.24 cfs Depth = 32 .2 FT/sE c 'Free-open Area= 0.36 ft 0.66 ft 2 0.50 ft 0.66 ft 2 There will be a proposed 12 " RCP drain line running from the grate inlet #4 structure to the proposed 8'x5' box culvert. The drain line will be laid at a 0 .50% slope which will be sufficient to pass the 100-year rainfall event. 4) Grate inlet #4 behind the proposed parking garage will have a capacity of 0 .95 cfs & 1.12 cfs which is the flow for that sub-drainage basin during the 25 -year & 100-year rainfall event respectively. This grate inlet will be placed in the proposed storm sewer at Sta. 5+53 . The flowline of the grate inlet will be 329 .00 which is well above the hydraulic gradeline of the storm sewer . A Neenah grate model R-1879-Al G or approved equal will be used . Maximum Drainage Report -9 l l I 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 = 32.2 FT/sec Free-open Area = (100-YEAR RAINFALL EVENT) 1.12 cfs Depth= FT 32.2 /sec 'Free-o~~.~rea = 0.72 ft 0 .23 ft2 Drainage Report -10 DRAINAGE MAPS & DETAILS I I I /:/' .. ! ' MAJOR DRAINAGE AREA MUNICIPAL DEVELOP~ENT GR OUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77 840 (409)693-5359 Engineering · Planning Surveying MINOR DRAINAGE AREA: PRE-DEVELOPMENT MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409)693-5359 Engineering · Planning · Surveying r ' '· MINOR · . ./ ~:- / / ' DRAINAGE AREA: POST-DEVELOPMENT I~'' 1 •I iJ MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST . COLLEGE STATION, TEXAS 77840 (4 09)693-5359 Engineering · Planning · Surveying ./ ,/ ·' / \ ·. \ \. \. \ \ \ _,/' {'. ·. /. / i : / \ PROPOSED STORM SEWER LAYOUT MUNICI P AL DEVEL OPMENT GROUP ~ I lJJ I •I~ 203 HOI 7 F~N DRIVE EAST :. I i 1-t~ l j .~!I . COLLEGE STA.TION, TEXAS 77840 ~I ~~ (409)693-5359 ~ j\ Engineering · Planning · Surveying CD m m ....... ,...... ru Oi LC1 lei ....... ru ru c.... Cl. <l'. "Cl Q) 3C en ~ "Cl u c.... ....... ....... c.D ("T') CD ru -c a ...... (/) ...... > ...... "Cl .0 :;J Cf) >-ro ~ ro .-t .-t ro u I c.D ("T') CD ru -0 0 c.D -(/) ....... u Q) -~ a c.... CL -....... NATURAL GROUND (BOTH SIDES) ~~).S f J_?i~~ ... ~/)_ . -J,,. k~tek!..L ~ j.dd'. se--t ,.v ~e. c..~>' '-J fl ~ o+f.c,w1se r lb v1c::X.e... ~ I t'l~ ~r-AJ.A-~ LINE PROPOSED CHANNEL W/ 12" Prff""f ~ L . 1 I /~ DIA. STONES/CONCRETE RIP-RAP to tro~ il'/'/C.J-lO~ BEDDING TO BE 3' THICK 6 .------~ 8' BOTIOM WIDTH TYPICAL OUTLET CHANNEL CROSS-SECTION .-!: .. I I I ,_ ,_ .·_ -~ ..... _ _....., .._.. --., ) , ~ ,) , ' .... '-- _,,,/ ·-._.·--<:.-:.: '··...-\.... / -...... .. r -'"'..,...... •. ,., "".',../ MAJOR DRAINAGE AREA MUNICIPAL DEVELOP){ENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATIO N, TEXAS 77840 (409)693-5359 Engineering · Planning Surveying r MINOR DRAINAGE AREA: PRE-DEVELOPMENT MUNICIPAL DEVEL OPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATIO N, TEXAS 77 8 4 0 (40 9 )693-535 9 Engineering · Planning · Surve y ing r MINOR DRAINAGE AREA: POST-DEVELOPMENT MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST . COLLEGE STATION, TEXAS 77840 (409)693-5359 Engineering · Planning · Surveying / / / ... / / _ __,, _ _,·· . .. / /, / / ! / :' ; .' . .' ! . ' \ ·. \ ... \• \· \ PROPOSED STORM SEWER LAYOUT MUNICIPAL DEVELOPMENT GROUP ~ I ~,, I •I~ 203 HO T 7 'F :MAN DRIVE EAS T :'. 17 1-t~ l j t~ !I . COU.EGE STA.TIO N, TEXAS 77.840 ~I --it::.:;J (409)6 93-535 9 ~ j\ Engineering · Planning · Surveying \ \ \ \ ( .-..... ~ ,.• \ ....... \·, \ ...... \ \ \ . •. ' \ ::::0: <( a: ro 01 01 ........ '- CJ.. <( "'CJ Q) ~ Cl JC "'CJ u '--........ ...... tD (T) ro C\J -c 0 ....... (/) ....... > ....... -0 .D :::J (/) >-ro JC ro ....... ....... ro u I tD (T) ro C\J -0 0 tD -(/) ...... u Q) ·~ 0 '-a... ->--< NATURAL GROUND (BOTH SIDES) LINE PROPOSED CHANNEL W/ 12" DIA. STONES/CONCRETE RIP-RAP BEDDING TO BE 3' THICK 11 8 ' BOTIOM WIDTH TYPICAL OUTLET CHANNEL CROSS-SECTION SECTION#l MAJOR DRAINAGE AREA SECTION #1 -MAJOR DRAINAGE AREA GENERAL INFORMATION Descri ption : Drainage basin upstream of proposed site . Drainage Area (AMAJoFV = 90.300 acres TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (DMAJoR) = Velocity of Runoff (VMAJoFV = Coefficient of Runoff (CMAJoFV = **NOTE : Minimum Tc allowed = 10 min. 2700 ft ft 1.00 f sec 0.70 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coe ffi c ient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .763 80 . 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffici ent (e) = Coeffic ient (b) = Coefficient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffi cient (e) = 0 .745 Coefficient (b) = 98 Coeffic ient (d) = 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffic ient (e) = Coe ffi cient (b) = Coeffic ient (d) = 2836-6 0 4 Dete nti on Facilities Evalu at io n.xi s 0.73 96 8 RESULT T C(MAJOR ) = 45 .0 min. Rainfall Intensity (Ii) = 2.649 in/hr ,:9.i.F·:::'::.rn::]':::::.'::,:::::::.::::::,:,:,:::::.:·:::::::::::::;::::t:::;:::::::,: .. 11:1,l!l i!~,:,:::=:::::::: Rainfall Intensity (I s) = 3.342 in/hr ::~::a :::::::::::::::::::::::r:::::::::::::::::::-::::':lL:t'.'.':::?:::::::213Joaz::·Pf$::::::t:: Rainfall Intensity (1 10) = 3.840 in/hr :'~~=:a :::::::::::::::::::::::::::::::t:::::=:::::::::::::::::::::i:::: :::::::::::-:ggJ,~~?h;t~:::::::::::: Rainfall Intensity (1 2s) = 4.428 in/hr :ii:e.J: . .:::-:::::::.f.:.:.:::::::t:':.:,.::::.::::::;,:·:::::1:·:.:,:,:.:::.:::11~~1.:.m ::.:.::·:,::: Rainfall Intensity (Isa) = 5.054 in/hr ::m ::e::::::::::·::::::::::::::::·::::::::.r: :::'.:.:::.:::::::::::·:·:::::::::::t::::::~~~1.@f =t.t$?:::=:::::::: Rainfall Intensity (1 100) 5.291 in /hr .sjl·:a :::::.::::::.:::::::,:::::::,::::·::::::,:::::,::]:::::::::::.::.:,:.::=,::::::1z~1~:·:Pf.!.::1::::: SECTION#2 MINOR DRAINAGE AREA PRE-DEVELOPMENT -i SECTION #2 (MINOR) -PRE-DEVELOPMENT GENERAL INFORMATION Description : Drainage area of site before development. Drainage Area (ApRE) = 3 .489 acres TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (DPR0 Velocity of Runoff (VpRE) = Coefficient of Runoff (CpRE) = 500 ft ft 0.75 fsec 0.20 **NOTE: Minimum Tc allowed = 10 min . 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .785 76 8 .5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient {b) = Coefficient (d) = 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = Coefficient (d) = 2836-604 Detenti on Facil iti es Evalu ation .xis 96 8 RESULT TqPRE) = 11 .1 min . Rainfall Intensity (lz) = 6 .028 i%r •l i.:·5.•·• •. :·:::•:•=:•:=::::::•••:I•,:.:•:::::,::•i:':i:•.:.:::::·•:•=t.•]:i::::::.]:::•::·:.:,:=::1~+~·•1#::::.t:•:::; Rainfall Intensity (Is) = 7 .349 in/hr •.Q·•.:.·.•.:.•.=.·~.··.·:.•.•.•.~.•.:.: ... •.•.•.:.r·•r:r=r::r .. = .• · .• = .•.•. :.· ... =·.··.=·.:.,: .. =·:::•r•/<:/=::: ·=== J s a .·.1.·.·.•.·.1.•.·.·.··.• ... =.•.#5.'.•·.·.=.=.·.=.•.•.=.=.:::tt•• HI .;:::;:::·:::;:::::;:::: ·::: ·:·:·:·:-:.:-:·:·:·:·>:·:.;.;.;.;.;.;.;:· . Rainfall Intensity (1 10) = 8 .259 '"!hr •s iMe::·:·:::r:::::::::.:::::·:,:.::·::•:.:,:.:.:.?•::•,:.:,:,::::=,\::r::::: ·· •91a1 1.:.'Y.$::•::::::::: Rainfall Intensity (1 2s) = 9 .437 in/hr .•.•.a,=.·•.:.=.=u .•.·.•.~.=.=.=:.=.=.::.•.•.•.•· ... t= . .:-.:.::.nr.).1.: .. :::::•=·•= •••= =::: 7,=.• ......... =.•.•.:',:·='.• .=,• .. •:: •. : •=o.·· ~.·s.··.··.4.·.:.·.o.:.·.•.·.•.•·.•.•.~.:.·.=.==:i rtr lll>J>. ·:;:;::::::::::::::::::::::::::::: ·:·:·:·:·:·:·:·:·:·:·:· Rainfall Intensity {Is a)= 10 .674 in/hr @~Me •••••itiliiitl•••••l ::' :::.:,:::., •= •? I:·?~1gihit$I@f Rainfall Intensity (1 100) 11.141 in/hr •§j~~•:a:::·::•·:.:=:=•:::::•:::.::•.:.:.:•:::.::.=:=.•1.•.•·:·•:.:,:.:•:::.::•:::::1••::·••:•::•:.:::•=zJ,!!~•·:1!·•::••,:1.•1 I I I SECTION#3 MINOR DRAINAGE AREA POST-DEVELOPMENT SECTION #3 (MINOR) -POST-DEVELOPMENT GENERAL INFORMATION Description: Drainage area of site after development Drainage Area (A 1) = 2.366 acres (impervious area) Drainage Area (Av = 1.123 acres (landscaped area) TIME OF CONCENTRATION (L.) GIVEN Maximum Travel Distance (D 1) = Velocity of Runoff (V1) = Coefficient of Runoff (C 1) = Maximum Travel Distance (Dv = Velocity of Runoff (Vv = Coefficient of Runoff (Cv = 230 ft 3 .10 ft/sec 0 .90 160 ft ft 1.00 lsec 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) = 0.785 76 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e ) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 RESULT Tc1 = T C(POST) = Rainfall Intensity (Iv= QAREA 1: 1.2 min . 2.7 min. 3.9 min . 6.327 in/hr 13 .584 cfs QAREA 2 = 3.940 cfs :.li=ia .=:·.'·',[Jt::·::,:,:,:::1l': :::::,,=.::::::;:=: ::::::::::1·~~iJlf,=Jii:] Rainfall Intensity (1 5) = 7.693 in/hr QAREA1= 16 .518cfs QAREA 2 = 4.791 cfs i ll.iJ FM][J,:,:'J[Ji.[]J 1:]·:::.::::=:::::·1:,:::::::::·:::::,:1 :::::'i1 sl~:~:t:.·:.'1i1 Rainfall Intensity (1 10) = Q AREA 1 = 8.635 in/hr 18.540 cfs QAREA 2 = 5.378 cfs ,:~i·a::·1::::.::=,::=::,::=:::.:·:,::::.:rn:·::::·:::,:=,::::::::::=:.:.::::::.:.:::·::~#.~~!,r::·£!f:::1:::.:: 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Rainfall Intensity (1 25) = in/ 9.861 hr Coefficient (e) = 0.754 QAREA 1 = 21 .174 cfs 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 QAREA2 = 6.142 cfs i§l=ffi i:=. :.:::[:.::::::::.1:::1::::::::::-:::::::'.:::-:::::-::::::::::::::::,::::::.~t,~~1 ~::::f:l 'iii.li:J:: Rainfall Intensity (1 50) = QAREA 1 : 11 .148 in/hr 23 .936 cfs QAREA 2 = 6.943 cfs ,,g :5:::::::::::1:1:1::::::::::::: : : : ::r:r:r.J ... :.:.:.:~~s!i::::iti:r ::: 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Rainfall Intensity (1 100) 11 .639 in/hr 24 .991 cfs Coefficient (e) = 0.73 QAREA 1 = Coefficient (b) = Coefficient (d) = 2836-604 Detentio n Facilit ies Evaluation.xi s 96 8 QAREA 2 ·= :gj~ffi 't ·:;;,:;:::::)::? 7.249 cfs /{(:, :::3.2jz1Q::Cf:S;j:i:: I SECTION#4 MINOR DRAINAGE AREA HYDROGRAPHS ~,--I SECTION #4 -HYDROGRAPHS Chart 4 2-YEAR HYDROGRAPH 18 16 14 12 ~ r.:i 10 e,, ~ ~ ";" I== ~ u,,::., 00 -Q 8 6 4 ~"41---. 2 0 0 10 Im Post-Development CJ Pre-D~velopment J HYDROGR--1.PHS Chart 4 T™E (min) 20 30 SECTIO N #4 -HYDRO GRAPHS Chart 5 5-YEAR HYDRO GRAP H 25 20 Volume 15 ~ Co-' ~ -~ ~ == u u -rJ:1 ..... Q 10 0 0 10 El Post-Development 8 Pre-Development I HYDROGRAPHS Chart 5 TIME (m in) 20 30 SECTION #4 -HYDROGRAPHS Chart 6 10-YEAR HYDROGRAPH 25 -~ 1 5 c.i - 1 0 5----- 0 10 13 Po st-De velop ment El Pr e-De velopmen t HYDROG R...\PHS Chart 6 TTh'IE (min ) 20 30 SECTION #4 -HYDROGRAPHS Chart 7 25-YEAR HYDROGRAPH 25 Volume Conve -~ 15 <.J - 10 0 10 [[)Post-Development EJ Pre-Development ! HYDROGRAPHS Chart 7 TThf E (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 8 50-YEAR HYDROGRAPH 35..-~~~~~~~~~~~~~~~~~~~~---.~~~~~~~~~---, ! I 3 Volume Conveyed r 21,000 ft 20 r;i;i (,!) ci:: ~ -~ t:r: (,.j u -00 -~ 15 0 10 8 Post -Development Cl Pre-Development TIME (min) HYDROGRAPHS Chart 8 20 30 ,i- I SECTION #4 -HYDROGRAPHS Chart 9 100-YEAR HYDROGRAPH Volume Conveyed r;i;;i 25 '-' ~ -< "" = ~ ~ u -00. -20 Q 0 10 El Pre-Development El Post-Development HYDROGR...l.PHS Chart 9 TTh1E (min) 20 30 SECTION#5 FLOWRA TE ANALYSIS SECTION #5-FLOWRATE TABLE 2 YEAR FREQUENCY MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM . RUNNING ORIFICE FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (ft 3/sec) (ft 3/sec) (ft3) 0 .000 0 .000 0 1.911 8 .762 1,028 10 3.822 17 .524 4, 111 15 2.331 8 .762 8,977 20 1.694 5 .841 10,895 25 1.057 2 .921 11 ,745 30 0 .420 0 .000 11,529 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) = TqPRE) = 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 2836-604 Flowrate Anal ysis .xis (ft3) 0 1,028 3 ,575 7 ,441 7,918 7 ,281 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) EXIST. EFFECTIVE MAJOR WHllTES BASIN CREEK FLOWRATE FLOWRATE (ft 3/sec) (ft3 /sec) ;~:;~~ :;;11:;111:::1111;:;:1, 25.017 J::::j?:::::;: 18.763 }\: < 12. 508 rn:::r:::: :: ii 6 254 {{{( o:ooo !iii!]:!: (WITHOUT) EFFECTIVE WHllTES CREEK FLOWRATE (ft3/sec) SECTION #5 -FLOWRA TE TABLE 5 YEAR FREQUENCY MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM. RUNNING ORIFICE FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (ft3/sec) (ft3/sec) (ft 3) 0 .000 0 .000 0 2 .329 10 .655 1 ,249 10 4 .659 21 .309 4 ,995 15 2.842 10.655 10 ,915 20 2.065 7 .103 13 ,249 25 1 .289 3 .552 14,285 30 0 .512 0 .000 14,022 35 40 ~ 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T qMAJOR) = Q (MAJOR) = T C(PRE) = Q {PRE) = T C(POST) = 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 ft2 2836-604 Flowrate Analysis.xis (ft3) 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 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 (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) SECTION #5-FLOWRATE TABLE 10 YEAR FREQUENCY MINOR BASIN DETENTION AREA OUTLET FLOWRATE PRE POST CUMM . RUNNING ORIFICE FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW . (ft 3/sec) (ft 3/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 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 c(PRE) = Q (PRE ) = T C(P OST) = 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 An alysis .xis (ft 3) (ft3) 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) (tt3/sec) SECTION #5 -FLOWRATE TABLE 25 YEAR FREQUENCY I MINOR BASIN I DETENTION AREA OUTLET FLOWRATE PRE POST CUMM . RUNNING ORIFICE TIME FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (min) (ft 3/sec) (ft 3/sec) 0 0 .000 0.000 5 2 .991 13 .658 10 5 .982 27 .316 15 3 .649 13 .658 20 2 .652 9 .105 25 1 .655 4.553 30 0.658 0 .000 35 40 !§ 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES T qMAJOR) = Q (MAJOR): T q PRE) = Q (PRE) = T C(POST) = Q (POST) = Area of Detention Basin (70' x 70 ') = 45 .0 min 282 .229 cfs 11 .1 min 6 .64 cfs 10 .0 min 27 .316 cfs 4 ,900 .00 ft 2 2836-604 Flowrate Analysis.xis (ft 3) (ft 3) 0 0 1,600 1 ,600 6 ,400 5 ,732 13 ,991 12,057 16 ,985 13 ,215 18 ,314 12,623 17 ,978 10 ,745 9 ,012 7 ,426 5,985 4 ,692 3,547 2 ,552 1 ,707 1 ,017 484 116 (ft) 0 .00 0 .33 1 .17 2 .46 2 .70 2 .58 2 .19 1 .84 1.52 1 .22 0 .96 0 .72 0 .52 0 .35 0 .21 0 .10 0 .02 (ft 3/sec) 0 .00 2 .23 4 .22 6 .12 6.41 6 .26 5.78 5.29 4.80 4.31 3 .82 3 .32 2 .81 2 .30 1 .78 1 .23 0 .60 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft31sec) (ft31sec) o ooo '' ,,, ''' ' ''' '''''''0 ooo :: : : \ ?' tH O~®O :~m i1lliillll• 125.435 : {}}' ::13.U84.U J\?J ]i 13U8.88 ~ ~~: ~:~ /1//1:::11111=::•111111111111111111~1~~~1•11111111111111111111111111111 ~1 1~11~ ~~~:~;~ 111111111111:1•1111111:1111111111~;~i ll/:11111111111111111111111111111111 ~i~~I~ r~rn~11 •1ilii 156 . 794 .·: 1.1: ill "I ~i~~~~~!.! : :·.::! !.:,.::::·:!~~~~!!i 146 .341 :::t:: ''· :::::1m1~!!~: :;::::;];::]]!1!!f:B1! 135 .888 ::::,:::::: : 1~i f:!e ::::::::]::]t,::~1~~!!! 125 .435 ::::!!I := l!i~!!R!!]]!l!!i ·1~~±!!~ ~~:.~~:1~i11~i1ll!IJll :·:·:·:·:·:·:·:·:·:::: :::·:::::·::;:: 20. 906 :=:t:::::;]:;:::::::::: !!!~!!! ]:;:::r:t':.:: ~Rf:B! 10.453 :·:=::::::::::::;::::.:;:::::!~!.~!!~?\ })/ :::~91!! o.ooo = :n:=:::r:r:n :P~QQP :n ::::=:t :t:P~®.P SECTION #5-FLOWRATE TABLE 50 YEAR FRE UENCY MINOR BASIN II DETENTION AREA OUTLET FLOWRATE PRE POST CUMM. RUNNING ORIFICE FLOWRATE FLOWRATE VOLUME VOLUME HEAD FLOW (ft3/sec) (ft3/sec) (ft 3) 0 .000 0 .000 0 3.383 15 .439 1 ,808 10 6 .766 30 .878 7 ,234 15 4 .127 15.439 15 ,815 20 2 .999 10.293 19 ,200 25 1.872 5 .146 20,703 30 0.744 0 .000 20 ,323 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 C(PRE ) = Q (PR E) = Tc(POSTJ = Q (POST) = Area of Detention Basin (70' x 70') = 45.0 min 322 .101 cfs 11 .1 min 7.51 cfs 10 .0 min 30 .878 cfs 4 ,900 .00 ft 2 2836-604 Flowrate An a lysis.xis (ft3) 0 1 ,808 6,523 13 ,754 15 , 179 14,622 12,601 10 ,725 8,994 7.409 5 ,970 4,678 3 ,535 2,541 1,699 1 ,010 479 113 ft 0 .00 0 .37 1.33 2 .81 3 .10 2.98 2.57 2 .19 1 .84 1 .51 1 .22 0.95 0 .72 0 .52 0.35 0.21 0.10 0.02 (ft3/sec) 0.00 2 .37 4 .50 6 .53 6 .86 6 .74 6 .25 5 .77 5 .28 4 .80 4.30 3.81 3 .31 2 .81 2 .30 1.77 1 .22 0 .59 DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft3/sec) (ft3/sec) (ft3/sec) 11 4~3~·-~1 6~56~_--'i ___ ,i __ ,i ___ ,i __ ,i __ .'i_::! ___ ,. 1 ___ ,i __ ,.1 ___ ,i,.i,,:!,_i __ ,.'i_,i ___ ,! __ ,i ___ ,i __ ,i ___ ,· __ ,. ___ ,. __ ,. ___ ,· __ ,. ___ ,l __ ,. ___ ,. __ ,l ___ ,l __ ,l ___ ,. ___ ,. ___ ,; __ ,l ___ ,1_ .. :L_.t __ ,_:;._,l. __ ,!_,:_,i0.i~--~-~-'-•·'--'ll ·--ii"tlill ~ ~!: ;~; •·11··:·:1:1:1;;::····:•:••'.;•·1 ~1~1~~······ ....... ·········-·····•1 !!~!1•! 250 .523 ........ •••• •t••~a~;1~ ._ -. ••• !i!!Ji•i ~l~ll 286 312 ........ tf !!~f !!!J • <•••••!~!~!~; ~~~ m .. -·':_• ___ .. :·_1 __ :· __ ,•.· ____ ,• ______ ,l ______ ,1 _____ ,l ______ ,1 ____ .-'1 ____ .-'1 _____ ,l _____ ,1 _____ ,l _____ ,1 _____ ,i•-·•· ••@ 326i89.1:'.J• ····-• .• • 322a o.1 :· • !!!!~'=!! •••• •••}• ••• 2028804 ,,, ·:~M~!!i JJ: ,J_,1,•_,l,J_,1,J_,l,l_,•,1_,•,~1,:,•,•·,•_--~_,,•_-_•,•_,.,._,e,•,•,•_,•,:,·.,:,1_,a,:,•,•,•,,_ri~,i.,:,•,•,•.-~:s:•,:,•,:,: 118 .945 ••·••• •• n•:1 H~i~l · sov ~ 161 .015 •f ...:• ••••119i824 \ t? :]1 !~~11! 1 1 4 5 3 5 _· 0 15 8 6 6 ,•_1,1_•,1_1,1_1,1_J,·._!_._1_1_._:._!,1_.,1_l,•_l,1_l,l_l,•_l,l_l,l_l,l_•,l_l~,1_: -,_5u_•••••_1_•_••••,.~1!l_•,•_:,:_1,1_1,l_l,•_J,1_1,1_•,1_•,1_1,1_1,1 ] • •i!!~'='=! u -~,, .. ••••11 !~~!!! 131 .226 ·•:•:•:••·••·•••:•:··-··1'=j~~1·••l-•••-..... : :··~•!1•~!!! ~~r1j~1~111111111 ;;:~~: •111 1•111. __ •••••!•-•:·•,•·:-•:••·•11111 1111•111111111111111•111•11• •••••···1~~• 35 . 789 ·l•-ii ii :1::::::-· i•.:• ·J ~f !!! ••:,]j: ( 111:•1 ~~~1;1 23 859 •••• () •• 23 859 .'•· •tt•• 23 15.9 . \ , ::/ : A \, ( }: . l.t ,'_',•_1,•_:,'_',-_:,•_•,t _','_'_•_3,'_'_'_'_•_o,•_','_',' 1 o1 .· o9o3o0 ,l_,•,l_,•,-_,•,l_,·,·_,•,:_,-.•_·,._-,•.·:•.-_!,•,•-,•,•,•,•,•,•,•,•,•-•,• _,•,•_,•,1_,•,•_,•,•_:l'li_._~_ .• _,_•_.r:•o~_,_',·o;J_;:_,_',•_~_"_-.·,• ,•_,l,•_,l,• ,,,. ~ :: <•••: JM!QO. I I SECTION #5 -FLOWRATE TABLE MINOR BASIN I PRE POST CUMM . TIME FLOWRATE FLOWRATE VOLUME (min) (tt3/sec) (tt3/sec) (ft3) 0 0.000 0.000 0 5 3.531 16.120 1,888 10 7 .062 32 .240 7 ,553 15 4 .308 16.120 16 ,513 20 3.131 10 .747 20 ,047 25 1.954 5.373 21 ,615 30 0.777 0 .000 21 ,219 35 40 ~ 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 GENERAL NOTES TqMAJOR) = Q (M AJOR): IT C(PRE ) = Q (PRE ) = T C(POST) = Q (POST) = Area of Detention Basin (70 ' x 70') = 45.0 min 337 .241 cfs 11.1 min 7 .839 cfs 10 .0 min 32 .24 cfs 2 4 ,900 .00 ft 283 6-6 04 Flowrate Analys is.xis 100 YEAR FREQUENCY DETENTION AREA OUTLET FLOWRATE RUNNING ORIFICE VOLUME HEAD FLOW (ft 3) (ft) (ft 3/sec) 0 0 .00 0 .00 1 ,888 0.39 2.42 6 ,827 1.39 4 .60 14 ,405 2.94 6 .69 15 ,933 3.25 7 .03 15,392 3.14 6.91 13 ,318 2.72 6.43 11 ,389 2.32 5.95 9 ,605 1.96 5.46 7.967 1.63 4.97 6 ,475 1.32 4 .48 5 ,130 1.05 3 .99 3 ,933 0 .80 3.49 2 ,885 0.59 2 .99 1,987 0.41 2.48 1,242 0 .25 1.96 653 0 .13 1.42 226 0 .05 0.84 I DETENTION (WITH) (WITHOUT) EXIST. EFFECTIVE EFFECTIVE MAJOR WHllTES WHllTES BASIN CREEK CREEK FLOWRATE FLOWRATE FLOWRATE (ft 3/sec) (ft3/sec) (ft3/sec) I SECTION#6 EXISTING TxDOT CULVERT . ' I 1 SECTION#6 EXISTING TxDOT CULVERT (25-YEAR RAINFALL EVENT) Project Title: Callaway Subdivision c :\ ... \600\2836-callaway subdivision\bcdot2 .stm 01 /14198 03:21 :19AM MUNICIPAL DEVELOPMENT GROUP Hae stad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 P-4 J-1:> -Outlet Project Engineer: NB StormCAD v1 .0 Page 1 of 1 µ1 nct1on : ..,-... I Rm : 336.00ft "' Jmp : 323. 98 ft I -----irtlet: Outle m: 330.oo ~ ~ Pipe: P-4 Pipe: P-5 Up Invert: 323.98 ft Up Invert: 324 .27 On Invert: 323.90 ft On Invert: 323.98 Length : 22.00 ft Length: 94. 00 ft --· . c:..,.C:A C::-,.tinn IC!':--· M · 0+00 0+50 Project Title : Callaway Subdivision c:\ ... \600\2836-callaway subdivision\txdot2 .stm 01 /14198 03:21 :53 AM -· 1--- _ .. 1+00 -- ~ ~ ---v J nction: J-2 / Rm: 338.00 ft Jmp : 326. 36 ft ---/ ----,_.......... ---Ji nction: J-3 Rm : 335.00ft .• ,.... --·'' I\ ---1---~ ---1------~ -L--------------1----n:-· D _? ._....... Uplnvert:3 >8 .38ft On Invert: 3 6 .36ft Length : 14 OOft Section Siz : 60 inch -· ,_ Up Inv. rt : 326.36 ft On Inv• rt : 325.75 ft Length 43.00ft Sectior Size : 60 inch 1+50 2+00 2+50 Station ft MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ,,~ m . O.OOft ~ Jmp . 28. 38 ft \ \ Ir let : Rm : ··~ o;~-P-1 Up Invert: 328.5 On Invert: 328.3< Length: 40.00 ft Section Size: 60 3+00 340.00 338.00 336.00 1 3~~ft 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 Page 1 of 1 I I 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 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 Elevat ions 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 Headless 0 .00 ft Headless Coefficient 0 .00 Station 0+00 ft External Flow 0 .00 cfs Project Title : Callaway Subdivision c :\. .. 1600\2836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 01114198 03 :22 :20 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 Description Discharge 280.67 cfs Capacity Mannings Coefficient 0 .013 Hydraulic Drop Length 22.00 ft Energy Slope Constructed Slope 0 .003636 ft/ft Upstream Velocity Upstream Flow Time 45.37 min Average Velocity Pipe Flow Time 0 .03 min Downstream Velocity System Flow Time 45.40 min Grade Elevations Location Invert Ground Crown Cover Depth (ft) (ft) (ft) (ft) (ft) Upstream 323.98 336.00 328.98 7 .02 4 .96 Downstream 323.90 330.00 328.90 1 .10 4.61 Messages: Profile : Subcritical flow. Profile : Downstream depth below critical depth , critical depth assumed. Profile: Mild channel slope . Project Title: Callaway Subdivision c:\. .. \600\2836-callaway subdivisionltxdot2 .stm MUNICIPAL DEVELOPMENT GROUP 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, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I f Detailed Report for J-4 Flows 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 Description Description System Intensity 4 .41 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.37 min Upstream Flow Time 45.37 min Elevations Description Description HGLln 329.93 ft HGL Out 328.94 ft Ground Elevation 336.00 ft Rim Elevation 336.00 ft Other Properties Description Description x 221 .30 ft y -33.40 ft Velocity 11.32 ft/s Headless 1.00 ft Headless Coefficient 0 .50 Station 0+22 ft External Flow 0 .00 cfs Project Title: Callaway Subdivision c :\ ... \600\2836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 01/14198 03 :22 :52 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 I Section Material : Concrete Section Shape : C ircular Section Size : 60 inch Number Sections: 1 Descri ption Discharge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time 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-4 281 .10 cfs 0 .013 94.00 ft 0 .003085 ft/ft 45.26 min 0 .11 min 45.37 min Ground (ft) 335.00 336.00 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 subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 144.65 cfs 1.10 ft 0 .011651 ft/ft 14.32 ft/s 14.32 ft/s 14.32 ft/s EGL (ft) 331.03 329.93 334.21 333.12 01 /14198 03 :23:09 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 I f I Flows Description Total Discharge Upstream Additional + Carryover Watershed Data Description System Intensity Total CA Flow T imes Description System Flow Time Elevations Description HGLln Ground Elevation Other Properties Description x Velocity Headless Coefficient External Flow Project Title : Callaway Subdivision Detailed Report for J-3 281 .10 cfs 0 .00 cfs 4 .41 in/hr 63.21 acres 45.26 min 332.62 ft 335.00 ft 169.73 ft 14.32 ft/s 0 .50 0 .00 cfs Description Known Flow Total Watershed (CIA) Description Upstream CA Description Upstream Flow Time Description HGL Out Rim Elevation Description y Headless Station c :\. .. \600\2836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 0 .00 cfs 281 .10 cfs 63.21 acres 45.26 min 331 .03 ft 335.00 ft 45.12 ft 1 .59 ft 1 +16 ft 01/14198 03 :23 :23 AM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I Section Material : Concrete Section Shape: Circula r 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 Downstream Messages : 326.36 325.75 Profile : Pressure Flow Information : Surcharged conditio n Project Title : Callaway Subdivision 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 :\ ... \600\2836-call away subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP 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) 333.12 332.62 336.3 1 335.81 01/14198 03 :23 :38 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Eng ineer : NB StormCAD v1 .0 Page 1 of 1 I I Detailed Report for J-2 Flows Description Description Total Discharge 281 .30 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0.00 cfs Total Watershed (CIA) 281 .30 cfs Watershed Data Description Description System Intensity 4 .41 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Descri ption Description System Flow Time 45.21 min Upstream Flow Time 45.21 min Elevations Description Description HGL ln 334.72 ft HGL Out 333.12 ft Ground Elevation 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 Headloss 1.59 ft Headloss Coefficient 0 .50 Station 1+59 ft External Flow 0.00 cfs Project Title : Callaway Subdivision c :\. .. 1600\2836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP 01/14198 03:24 :34 AM Haestad Methods, Inc . 37 Brooks ide Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormC A D v1 .0 Page 1 of 1 I I 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 Downstream Messages : 328.38 326.36 Profile: Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-2 281 .95 cfs 0 .013 142.00 ft O.Q14225 ft/ft 45.05 min 0 .16 min 45.21 min Ground (ft) 340.00 338.00 Crown (ft) 333.38 331 .36 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 6 .62 6.64 Depth (ft) 8 .00 8 .36 c:\. .. \60012836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP 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) 336.38 334.72 339.59 337.92 01/14198 03:24:50 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 I 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 HGLln 337.99 ft HGL Out 336.38 ft Ground Elevation 340.00 ft Rim Elevation 340.00 ft Other Properties Description Description x -11 .28 ft y 6 .72 ft Velocity 14.36 ft/s Head loss 1 .60 ft Headloss Coefficient 0.50 Station 3+01 ft External Flow 0 .00 cfs Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\lxdot2.stm MUNICIPAL DEVELOPMENT GROUP 01114198 03:25:04 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 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 E levations Location Invert (ft) Upstream Downstream Messages: 328.51 328.38 Profile : Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-1 282.1 4 cfs 0.013 40.00 ft 0 .003250 ft/ft 45.00 min 0 .05 min 45.05 min Ground (ft) Crown 335.00 340.00 (ft) 333.51 333.38 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 1.49 6 .62 Depth (ft) 9 .94 9.61 c :\. .. \600\2836-callaway subdivision\lxdot2.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 148.47 cfs 0 .47 ft 0 .011736 ft/ft 14.37 ft/s 14.37 ft/s 14.37 ft/s EGL (ft) 338.45 337.99 341 .66 341 .19 01/14198 03:25 :21 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 Watershed Information Area C (acres) 90.30 0 .70 Total 90.30 Rational Formula Inlet Drainage Area Inlet CA Inlet Intensity Flows Description Total Discharge 0 .70 Upstream Additional + Carryover Carryover Watershed Data Description System Intensity Total CA External CA Flow Times Description System Flow Time Inlet TC Elevations Description HGLln Ground Elevation Other Properties Description x Velocity Headloss Coefficient Externa l Flow Status/Error Messages: Information : Flooding condition . Project Tit le: 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 m in 45.00 min 337.99 ft 335.00 ft -50 .40 ft 14.37 ft/s 0 .40 0 .00 cfs lnletC 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 :\ ... \60012836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP 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 01/14198 03 :25 :38 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 SECTION#6 EXISTING TxDOT CULVERT (100-YEAR RAINFALL EVENT) Project Title: Callaway Subdivision c :\ ... \60012836-callaway subdivisionltxdot2.stm 01/14/98 03 :29:15 AM MUNICIPAL DEVELOPMENT GROUP Haestad M ethods , Inc . 3 7 Brookside Road Waterbury, CT 06708 (203) 755-1666 -- P-4 J-4:> -Outlet Project Engineer: NB StormCAD v1 .0 Page 1 of 1 - 340.00 338.00 -~f,Rion:J-1 I ~ ~m . O.OOft ----~ 51Jmp . 28.38ft 338.00 V Nnctio~ \ / R im::>38.00 ft )mp: 326.36 ft I .rtlet: Outle m : 330.~ ··r-· .v L-------- -----L--- Pipe: P-5 Pipe : P-4 Up lnvE 1rt : 326.36 ft Up Invert: 323.96 ft Up Invert: 324.27 Dn lnv•rt : 325.75 ft Dn Invert: 323.90 ft Dn Invert: 323.96 length 43.00 ft l.----~ ,.,,, D_"l Up Invert: 3 6 .38 ft Dn Invert: 3 6 .36 ft length: 14< 00 ft Section Siz : 60 inch 332 .00 330.00 "' . 0.1 328.00 Up Invert : 326.5 ft Dn Invert: 328.3E ft length: 40.00 ft Section Size: 60 nch 326.00 324.00 length: 22 .00. _ft _ _ length: 94.00 ft Sectior Size: 60 inch L.~~-;;.,,>tterH;>iff,;-6-!!-EH\--'-~~~--""'~Cll<l"-'~~··ize:·~"">U..J"llCl'--~~~~~~~~..J_~~~~~~~~~..J_~~~~~~~~~...L~~~~~~~~~...L~~~~~~~~~~ 322.00 0+00 0+50 Project Title: Callaway Subdivision c :\ ... \600\2836-callaway subdivision\lxdot2.stm 01 /14198 03:29 :45 AM 1+00 1+50 2+00 2+50 3+00 3+50 station ft MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Elevation ft Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I Detailed Report for Outlet 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 Flow Times Description Description System Flow Time 45.34 min Upstream Flow Time 45.34 min Elevations Description Description HGLln 328.85 ft HGL Out 328.85 ft Ground Elevation 330.00 ft Rim Elevation 330.00 ft Other Properties Description Description x 240.63 ft y -43 .36 ft Velocity 13.43 ft/s Headloss 0 .00 ft Headloss Coefficient 0 .00 Station 0+00 ft External Flow 0 .00 cfs Project Title : Callaway Subdivision c:\ ... \600\2836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 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 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 Downstream Messages: Profile: Subcritical flow . 323.98 323.90 Detailed Report for Pipe P-5 335.70 cfs O.Q13 22.00 ft 0 .003636 ft/ft 45.31 min 0 .03 min 45.34 min Ground (ft) 336.00 330.00 Crown (ft) 328.98 328.90 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 7 .02 1 .10 Depth (ft) 5 .15 5 .00 Profile: Downstream depth below critical depth, critical depth assumed. Profile: Mild channel slope . Project Title: Callaway Subdivision c:\ ... \600\2836-callaway subdivision\bcdot2 .stm MUNICIPAL DEVELOPMENT GROUP 199.95 cfs 0.23 ft 0 .010346 ft/ft 13.43 ft/s 13.43 ft/s 13.43 ft/s HGL EGL (ft) (ft) ~~-+~~~~~-1 329.13 331 .93 328.90 331 .70 01/14198 03:30:26 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-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 Description 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 Elevations Description Description HGLln 330.53 ft HGL Out 329.13 ft Ground Elevation 336.00 ft Rim Elevation 336.00 ft Other Properties Description Description 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 :\ ... \600\2836-callaway subdivis ion\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 01/14198 03:30 :42 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 I I f 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 324.27 Downstream 323.98 Messages: Profile: Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-4 Description 336.12 cfs Capacity 0 .013 Hydraulic Drop 94.00 ft Energy Slope 0 .003085 ft/ft 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 7.82 336.00 328.98 7 .02 6.55 c:\ ... \600\2836-callaway subdivision\txdot2.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 144.65 cfs 1 .57 ft 0 .016657 ft/ft 17.12 ft/s 17.12 ft/s 17.12 ft/s EGL (ft) 332.09 336.65 330.53 335.08 01/14198 03:30:57 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-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 Times 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 Headloss 2 .28 ft Headloss Coefficient 0 .50 Station 1 +16 ft External Flow 0 .00 cfs Proje ct Title : Callaway Subdivision c :\ ... \60012836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 01114198 03 :31 :12 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 t 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 326.36 Downstream 325.75 Messages: Profile : Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-3 Description 336.31 cfs Capacity 0 .013 Hydraulic Drop 43.00 ft Energy Slope 0 .014186 Mt 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 8 .73 335.00 330.75 4 .25 8 .62 c :\. .. \600\2836-callaway subdivision\bcdot2 .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 310.18 cfs 0 .72 ft O.Q16676 Mt 17.13 ft/s 17.13 ft/s 17.13 ft/s EGL (ft) 335.09 339.65 334.37 338.93 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 Upstream 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 Flow Times Description Description System Flow Time 45.18 min Upstream Flow Time 45.18 min Elevations Description Description HGLln 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 Head loss 2 .28 ft Headless Coefficient 0 .50 Station 1+59 ft External Flow 0 .00 cfs Project Title : Callaway Subdivision c:\ ... \60012836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 01/14198 03:31 :42 AM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 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-2 336.95 cfs 0.013 142.00 ft 0 .014225 ft/ft 45.04 min 0 .14 min 45.18 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 11 .37 6 .64 11 .01 c :\ ... 1600\2836-callaway subdivision\txdot2.stm MUNIC IPAL DEVELOPMENT GROUP HGL (ft) 310.61 cfs 2 .38 ft 0 .0167 40 ft/ft 17.16 ft/s 17.16 ft/s 17.16 ft/s EGL (ft) 339.75 344.32 337.37 341 .94 01/14198 03:31 :57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 Flows Description Total Discharge Upstream Addit ional + Carryover Watershed Data Description System Intensity Total CA Flow Times Description System Flow T ime Elevations Description HGLln Ground Elevation Other Properties Description x Velocity Headless Coefficient External Flow Status/Error Messages : Information : Flood ing condition . Project Title: Callaway Subdivision Detailed Report for J-1 336.95 cfs 0 .00 cfs 5 .29 in/hr 63.21 acres 45.04 min 340.00 ft 340.00 ft -11 .28 ft 17.16 ft/s 0 .50 0 .00 cfs Description Known Flow Total Watershed (CIA) Description Upstream CA Description Upstream Flow Time Description HGL Out Rim Elevation Description y Headless Station c :\ ... 1600\2836-callaway subdivision\txdot2 .stm MUNICIPAL DEVELOPMENT GROUP 0.00 cfs 336.95 cfs 63.21 acres 45.04 min 339.75 ft 340.00 ft 6 .72 ft 2 .29 ft 3+01 ft 01/14198 03:32 :14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 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 328.51 Downstream 328.38 Messages : Profile : Pressure Flow Information: Surcharged condition Project T itl e: Callaway Subdivision Detailed Report for Pipe P-1 Description 337.13 cfs Capacity O.Q13 Hydraulic Drop 40.00 ft Energy Slope 0 .003250 ft/ft Upstream Velocity 45.00 min Average Velocity 0 .04 min Downstream Velocity 45.04 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 335.00 333.51 1 .49 12.16 340.00 333.38 6.62 11.62 c :\. .. \600\2836-callaway subdivision\lxdot2.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 148.47 cfs 0 .67 ft 0 .016758 ft/ft 17.17 ft/s 17.17 ft/s 17.17 ft/s EGL (ft) 340.67 345.25 340.00 344.58 01/14198 03:32 :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 1-1 Watershed Information Area C (acres) 90.30 0 .70 Total 90.30 0 .70 Rational Formu la Inlet Drainage Area 90.30 acres Inlet C 0 .70 Inlet CA 63.21 acres Time of Concentration 45.00 min Inlet Intensity 5 .29 in/hr Inlet Discharge 337 .13 cfs Flows Desc ription Description Total Discharge 337.13 cfs Known Flow 0 .00 cfs Upst ream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 337.13 cfs Carryover 0 .00 cfs Additional Flow 0 .00 cfs Watershed Data Description Description System Intensity 5 .29 in/hr Upstream CA 0 .00 acres Total CA 63.21 acres Inlet CA 63.21 acres External CA 0 .00 acres Flow T imes Description Description System Flow Time 45.00 min Upstream Flow Time 0 .00 min Inlet TC 45.00 min External TC 0 .00 min Elevations Description Description HG L ln 340.00 ft HGL Out 340.00 ft Ground Elevation 335.00 ft Rim Elevation 335.00 ft Other Properties Description Description x -50.40 ft y -2.16 ft Velocity 17.17 ft/s Head loss 1 .83 ft Headless Coefficient 0 .40 Station 3+41 ft External Flow 0 .00 cfs Sta tus/Error Messages: Information : Flood ing condition . Project Titl e: Callaway Subdivision Project Engineer: NB c:\ ... \600\2836-callaway subdivision\lxdot2 .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 01114198 03 :32 :43 AM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I [ l ' I l [ f SECTION#7 PROPOSED STORM SEWER I I I SECTION#7 PROPOSED STORM SEWER (25-YEAR RAINFALL EVENT) Project Title : Callaway Subdivision c :\ ... \60012836-callaway subdivision\2836t1 rc .stm 04108198 05:56 :08 PM - P -4 -6 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - -2 -3 -1 -1 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 ~let : Q\jtet Im: 331 .60 ft "'11>: ><U .10 n 0+00 1+00 Project Title: Callaway Subdivision I I I t'lpe: ~-I 2+00 Up Invert: 321 .91 ft On Invert: 320. 15 ft Length: ••0.00 ft Section Size: 8 x 5 ft c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm 04109198 08:39 :29 AM ---/ l.rlCtion : J-2 im: 338.00ft ·-... r--... ,1 on: -/ I im: 336 .1 ft. U>ction: J-' -I ·~~3242 .---~~ I t::==---i---- OOC'lic ......,,.... ~· ...:~~. ---I - I I Up1,;...., I DnirMI I I Pipe : P-• ~tn -o o-·-.c··· ert : 326.38ft Section ~ Invert ; 324 .i? ~ n;, 1 .. ,__.."l.,C'Tl;jft Pi e : P-6 uPi;~. 32~ 98 $ength: 9•.oo ft ~ci'i : 43.00. ~ Invert : ~~2 .33 ~ On Invert : 32 .90 ection Size : 60 Inch >n Size : 60 Inch 3+00 ••OO l 105:00 ft ·-~~.\:; ~ ~ldlft S~Slze .8x5K 7+00 station ft MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - --- : 328.38 ft : 326.36 ft .... uu" !Size: 60 Inch 8+00 3•0.00 ;\!°": J-1 3•0.00 ft ..... 1•. 338 .00 ~-336.00 \ lie! ~ M .3 001 : I I 328.51 ft 332.00 330.00 ~1~:~2 On invert :~· 328.00 8.51 ft ~ s;cii~S ~ : 60 Inch 32•.00 322.00 320.00 9+00 Elevation ft Project Engineer: NB StormCAD v1 .0 Page 1 of 1 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 45.05 J-2 NIA NIA NIA NIA 45.21 J-3 NIA NIA NIA NIA 45.26 J-4 NIA NIA NIA NIA 45.37 J-5 NIA NIA NIA NIA 45.40 J-6 NIA NIA NIA NIA 45.60 Outlet NIA NIA NIA NIA 46.30 Project Title: Callaway Subdivision c:\ ... \60012836-callaway subdivision\2836!1 rc.stm 04109/98 08:57:45 AM ..... Node Report System System Total Discharge Velocity Ground Rim Sump Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation Time (in/hr) (CIA) (ft) (ft) (ft) (min) (cfs) 45.00 4.43 282.14 282.14 14.37 335.00 335.00 328.51 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 45.26 4.41 281.10 281.10 14.32 335.00 335.00 324.27 45.37 4.41 280.67 280.67 11.32 336.00 336.00 323.98 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 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 _..,,, HGL In HGL Out (ft) (ft) 336.69 336.69 336.69 335.09 333.42 331.83 331.33 330.53 329.44 328.94 326.77 326.10 326.11 325.27 323.42 323.42 -Inlet Intensity (in/hr) 4.43 NIA NIA NIA NIA NIA NIA NIA Inlet Discharge (cfs) 282.14 NIA NIA NIA NIA NIA NIA NIA Project Engineer: NB StormCAD v1 .0 Page 1 of 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 2 79.77 440.00 Project Title: Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc.stm 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.Q13 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 O.Q13 385.36 322.33 321 .91 326.10 0 .4000 10.54 8 x 5 ft O.Q13 385.36 321 .91 320.15 3 2 5 .27 MUNICIPAL DEVELOPMENT GROUP Haestad M ethods, Inc . 37 Brookside Road Waterbury, 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 StormCAD v1 .0 Page 1 of 1 I Detailed Report for Outlet Flows Description Description Total Discharge 277.09 cfs Known Flow 0.00 cfs Upstream 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 Times Description Description System Flow Time 46.30 min Upstream Flow Time 46.30 min Elevations Description Description HGL In 323.42 ft HGL Out 323.42 ft Ground Elevation 331 .60 ft Rim Elevation 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 Subdivision c :\ ... \60012836-callaway subdivisionl2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :24:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB Storm CAD v1 .0 Page 1of1 Detailed Report for Pipe P-7 Section Material: Concrete Section Shape : Box Section Size: 8 x 5 ft Number Sections: 1 Description D ischarge Mannings Coefficient Length Constructed Slope Upstream Flow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 321 .91 Downstream 320.15 Messages: Ground (ft) 279.77 cfs 0 .013 440.00 ft 0 .4000 % 45.60 min 0 .70 min 46.30 min Crown (ft) 332.00 326.91 331 .60 325.15 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover Depth (ft) (ft) 5 .09 3 .36 6 .45 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 slope . Profile : Upstream critical depth assumed . Project Title : Callaway Subdivision c :\. .. \60012836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 385.36 cfs 1 .85 ft 0 .3991 % 10.40 ft/s 10.54 ft/s 10.69 ft/s EGL (ft) 325.27 326.95 323.42 325.20 04/13/98 01 :24:46 PM 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-6 I Project Title: Callaway Subdivision c:\ ... \600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :25 :06 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 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 E levations Location Invert (ft) Upstream Downstream Messages: 322.33 321 .91 Detailed Report for Pipe P-6 280.55 cfs 0.013 105.00 ft 0.4000 % 45.40 min 0 .20 min 45.60 min Ground (ft) Crown 330.00 332.00 (ft) 327.33 326.91 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover (ft) 2 .67 5 .09 Depth (ft) 3 .77 4.20 Profile : Steep (S 1) profile , without hydraulic jump. Project Title : Callaway Subdivision c :\. .. \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 385.36 -0 .01 0 .2374 9.31 8 .83 8 .34 326.10 326.11 cfs ft % ft/s ft/s ft/s EGL (ft) 327.44 327.19 04113/98 01 :25:22 PM 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-5 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 Description Description System Intensity 4.40 in/hr Upstream CA 63.21 acres Tota l CA 63.21 acres Flow Times Description Description System Flow Time 45.40 min Upstream Flow Time 45.40 min Elevations Description Description HGL In 326.77 ft HGL Out 326.10 ft Ground Elevation 330.00 ft Rim Elevation 330.00 ft Other Properties Description Description x -233 .07 ft y -77 .27 ft Velocity 9 .31 ft/s Head loss 0.67 ft Headloss Coefficient 0 .50 Station 5+45 ft External Flow 0 .00 cfs Proje ct Title : Callaway Subdivision c :\. .. \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :25 :37 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 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 O.Q13 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 below critical depth , critical depth assumed . Profile : M ild channel s lope . Project Title : Callaway Subdivision c :\ ... \600\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 04/13/98 01 :25 :51 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 Detailed Report for J-4 Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :26 :12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 [ I Section Material: Concrete Section Shape : Circular Section Size : 6 0 inch Number Sections: 1 Descriptio n Discharge Mannings C oefficient Le ngth Constructed Slope Upstream F low T ime Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream Downstream Messages: 324.27 323.98 Profi le : Pressure Flow Information : Surcharged con d ition Project Title : Callaway Subdivision Detailed Report for Pipe P-4 281 .10 cfs 0 .013 94.00 ft 0 .3085 % 45.26 min 0 .11 min 45.37 min Ground (ft ) Crown 335.00 336.00 (ft) 329.27 328.98 Desc ription Capacity H ydra u lic Drop Energy S lope Upstream Velocity Average Velocity D ownstream Velocity Cover (ft) 5 .73 7 .02 Depth (ft) 6 .26 5 .46 c :\. .. 1600\2836-callaway su bdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROU P HGL (ft) 144.65 cfs 1 .10 ft 1 .1651 % 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 :26 :26 PM 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 I Detailed Report for J-3 Flows Description Description Total Discharge 281 .10 cfs Known Flow 0 .00 cfs Upstream 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 Flow Time 45.26 min Upstream Flow Time 45.26 min Elevations Description Description HGLln 331 .33 ft HGL Out 330.53 ft Ground Elevation 335.00 ft Rim Elevation 335.00 ft Other Properties Descript ion Description x -131 .49 ft y -117.37 ft Velocity 14.32 ft/s Head loss 0.80 ft Headless Coefficient 0 .25 Station 6+61 ft External Flow 0 .00 cfs Project Title: Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13198 01 :26:40 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 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 Downstream Messages: 326.36 325.75 Profile: Pressure Flow Information: Surcharged condition Project Title: Callaway Subdivision Detailed Report for Pipe P-3 Ground (ft) 281 .30 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 Downstream Velocity Cover (ft) 6 .64 4 .25 Depth (ft) 5 .47 5 .58 c :\. .. \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 310.18 cfs 0 .50 ft 1 .1667 % 14.33 ft/s 14.33 ft/s 14.33 ft/s EGL (ft) 331 .83 331 .33 335.02 334.52 04/13/98 01 :26 :55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 I Detailed Report for J-2 Flows Description Description Total Discharge 281.30 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed (CIA) 281 .30 cfs Watershed Data Description Description System Intensity 4 .41 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.21 min Upstream Flow Time 45.21 min Elevations Description Description HGLln 333.42 ft HGL Out 331 .83 ft Ground Elevation 338.00 ft Rim Elevation 338.00 ft Other Properties Description Description x -99.61 ft y -88 .48 ft Velocity 14.33 ft/s Headless 1.59 ft Headless Coefficient 0.50 Station 7+04 ft External Flow 0.00 cfs Project Title: Callaway Subdivision c:\ ... \60012836-callaway subdivision\283611 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :27 :16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 Section Material : Concrete Sect ion 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 328.38 Downstream 326.36 Messages : Profile: Pressure Flow Information : Surcharged condition Project Title : Callaway Subdivision Detailed Report for Pipe P-2 Description 281 .95 cfs Capacity 0 .013 Hydraulic Drop 142.00 ft Energy Slope 1 .4225 % Upstream Velocity 45.05 min Average Velocity 0.16 min Downstream Velocity 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:\ ... \60012836-callaway subdivision\283611 rc .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 310.61 cfs 1 .66 ft 1 .1721 % 14.36 ft/s 14.36 ft/s 14.36 ft/s EGL (ft) 335.09 338.29 333.42 336.63 04/13/98 01 :27 :30 PM 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-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 T imes 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 Head loss 1 .60 ft Headless Coefficient 0 .50 Station 8+46 ft External Flow 0.00 cfs Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :27:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 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 328.51 Downstream 328.38 Messages : Profile : Pressure Flow Information: Surcharged condition Project Title : Callaway Subdivision 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 :\ ... \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 148.47 cfs 0 .47 ft 1.1736 % 14.37 ft/s 14.37 ft/s 14.37 ft/s EGL (ft) 337.16 340.37 336.69 339.90 04/13/98 01 :28 :00 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 Other Properties Description x Velocity Headless Coefficient Externa l Flow Status/Error Messages: Information: Flooding condition . Project 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 336.69 ft 335.00 ft 34.32 ft 14.37 ft/s 0 .50 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 Headless Station c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 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 336.69 ft 335.00 ft 35.76 ft 1 .60 ft 8+86 ft 04/13/98 01 :28 :14 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 ' SECTION#7 PROPOSED STORM SEWER (100-YEAR RAINFALL EVENT) Project Title: Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm 04/09/98 09:00:36 AM P-4 -6 -6 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 -2 -3 -3 -2 -1 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 '!-tie\: OIA1et im: 331 .60 ft ump : .3,/,.U . l;J n 0+00 1+00 Project Title : Callaway Subdivisio n I I I npe: ~-I 2+00 Invert : 321 .91 ft LI> On Invert: 320.15 ft l~:440 .00ft S ection Size: 8 x 5 ft c :\ ... \600\2836 -c allaway subdivision\2836 t1 rc .stm 0410919 8 0 9:02:42 AM -- --/ .,.,aion : J-2 im: ~~~CM! ft ------ iunction . / -I im: 336 . ft ~i on:J-·-. I f '"'·--:-..~':" ....-----"."<'~ I --~ -1m: ~~~9'!., .. !--- ...:tic : J-5 ...... ·VU...!\ .. ------ I I uj,"1,;..,. I Onlnve I Pipe: P-4 uP I~ E~~·~~ --··...-. ~Invert : ~~~.~~ ~ Dn I Section Pie P-6 uP inve-rt 32 98 $~ 94.oo ft s-:J :u .uun ~ Invert ~~ !~ ~ On Invert . 32 90 ection Stze: 60 Inch 1 '° Size: 80 Inch 3+00 4+00 l . 105.00 ft s;c'll';.;;~~•..,ft S.Slze: 8 x 5K 7+00 station ft MUN ICIPAL DEVELOPMENT GROUP H aestad Method s, Inc . 3 7 Brookside R oad Wate rbury, C T 06708 (203) 75 5-1 666 c--- ------ : 328.38 ft : 326.36ft l"t4..UU I\ Size : 80 Inch 8+00 ---340.00 ~:ion:J..1 340.00ft ...... 338.00 - \ 338.00 \ iet ~ ~.W9. . 3 """: 328 .51 ft 332.00 I I .... LI> Invert : On Invert : 330.00 328.00 8 .51 ft 2 Eiev.tlon ft ~;,.;5·.i: ~ 80 Inch 324.00 322.00 320.00 00 9+ Projec t E ngineer: NB StormCAD v1 .0 Page 1 of 1 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 Tille: Callaway Subdivision c:\ ... \600\2836-callaway subdivision\2836t1 rc.stm 04109198 09:09:15 AM Node Report System System Total Discharge Velocity Ground Rim Sump Flow Intensity Watershed (cfs) (ft/s) 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 HGL Out (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 Pipe Upstream Downstream Discharge Length Node Node (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 Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc .stm 04109198 09:09:42 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 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 60inch 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 MUNICIPAL DEVELOPMENT GROUP Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream HGL (ft) 340.00 335.53 332.53 329.83 328.90 326.65 323.88 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I Detailed Report for Outlet Flows Description Description Total Discharge 331 .73 cfs Known Flow 0 .00 cfs Upstream Additional + Carryover 0 .00 cfs Total Watershed {CIA) 331 .73 cfs Watershed Data Description Description System Intensity 5 .21 in/hr Upstream CA 63.21 acres Flow Times Description Description System Flow Time 46.19 min Upstream Flow Time 46.19 min Elevations Description Description HGL In 323.88 ft HGL Out 323.88 ft Ground Elevation 331 .60 ft Rim Elevation 331.60 ft Other Properties Description Description x -684 .91 ft y -372.83 ft Velocity 11 .21 ft/s Headless 0 .00 ft Headless Coefficient 0 .00 Station 0+00 ft External Flow 0 .00 cfs Project Title: Callaway Subdivision c :\. .. \600\2836-callaway subdivision\2836t1rc.stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :41 :35 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 1 l 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 Slope U pstream Fl ow Time Pipe Flow Time System Flow Time Grade Elevations Location Invert (ft) Upstream 321 .91 Downstream 320.15 Messages: 334.71 cfs 0 .013 440.00 ft 0 .4000 % 45.53 min 0 .66 m in 46.19 min Ground Crown (ft) (ft) 332.00 326.91 331.60 325.15 Descripti o n Capacity Hydra ulic Drop E nergy Slope Upstream Velocity Average Velocity Downstream Velocity Cover Depth (ft) (ft) 5 .09 3 .79 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 crit ical depth assumed . Project Title : Callaway Subdivision c:\. .. 1600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GRO U P 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 W aterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 I I 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 in/hr Upstream CA 63.21 acres Total CA 63.21 acres Flow Times Description Description System Flow Time 45.53 min Upstream Flow Time 45.53 min Elevations Description Description HGLln 326.65 ft HGL Out 325.70 ft Ground 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 Headloss 0 .95 ft Headloss Coefficient 0 .50 Station 4+40 ft External Flow 0 .00 cfs Project Title : Callaway Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP 04113/98 01 :42:06 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 I Detailed Report for Pipe P-6 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 : 335.57 cfs 0 .013 105.00 ft 0 .4000 % 45.34 min 0 .19 min 45.53 min Ground Crown (ft) (ft) 330.00 327.33 332.00 326.91 Profile : Steep (S1 ) profile , without hydraulic jump. Project Title : Callaway Subdivision Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover Depth (ft) (ft) 2 .67 4 .33 5.09 4 .74 c:\ ... \60012836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 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 Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 I 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 Description x -233 .07 ft y -77.27 ft Velocity 9.69 ft/s Head loss 0 .73 ft Headless Coefficient 0.50 Station 5+45 ft External Flow 0 .00 cfs Project Title : Callaway Subdivision 1 c :\ ... \60012836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :42 :35 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD 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 P ipe 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 335.70 cfs Capacity O.Q13 Hydraulic 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 . Project Title : Callaway Subdivision c :\. .. 1600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 199.95 cfs 0 .23 ft 1 .0346 % 13.43 ft/s 13.43 ft/s 13.43 ft/s EGL (ft) 329.13 331.93 328.90 331 .70 04113/98 01 :42:49 PM 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-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 Description 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 Elevations Description Description HGL In 329.83 ft HGL Out 329.13 ft Ground Elevation 336.00 ft Rim Elevation 336.00 ft Other Properties Description Description x -212.48 ft y -68 .97 ft Velocity 13.43 ft/s Headloss 0 .70 ft Headloss Coefficient 0 .25 Station 5+67 ft External Flow 0 .00 cfs Project T itle: Callaway Subdivision c:\ ... \600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 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 1 of 1 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 324.27 Downstream 323.98 Messages : Profile : Pressure Flow Information : Surcharged condition Detailed Report for Pipe P-4 Ground (ft) 336.12 cfs 0.013 94.00 ft 0.3085 % 45.22 min 0 .09 min 45.31 min Crown (ft) 335.00 329.27 336 .00 328.98 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover bepth (ft) (ft) 5 .73 7 .12 7 .02 5 .85 Violation: does not meet maximum velocity constraint (try drop structure). Project Title: Callaway Subdivision c:\ ... \60012836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 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 04/13/98 01 :43:19 PM 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-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 Times Description Description System Flow Time 45.22 min Upstream Flow Time 45.22 min Elevations Description Description HGL In 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 Veloc ity 17.12 ft/s Head loss 1 .14 ft Headless Coefficient 0 .25 Station 6+61 ft External Flow 0.00 cfs Project Title : Callaway Subdivision c :\ ... 160012836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :43:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 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 326.36 Downstream 325.75 Messages: Profile: Pressure Flow Information : Surcharged condition Detailed Report for Pipe P-3 Ground (ft) 336.31 cfs 0 .013 43.00 ft 1 .4186 % 45.18 min 0 .04 min 45.22 min Crown (ft) 338.00 331 .36 335.00 330.75 Description Capacity Hydraulic Drop Energy Slope Upstream Velocity Average Velocity Downstream Velocity Cover Depth (ft) (ft) 6.64 6 .89 4 .25 6 .78 Violat ion : does not meet maximum velocity constraint (try drop structure). Project Title : Callaway Subdivision c:\ ... \60012836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP HGL (ft) 310.1 8 cfs 0 .72 ft 1 .6676 % 17.13 ft/s 17.13 ft/s 17.13 ft/s EGL (ft) 333.25 337.81 332.53 337.09 04/13/98 01 :43:49 PM 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 Upstream 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 Flow Times Description Description System Flow Time 45.18 min Upstream Flow 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 Flow 0 .00 cfs Project Title: Callaway Subdivision c :\ ... \60012836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 04/13/98 01 :44 :06 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 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 Detailed Report for Pipe P-2 Description 336.95 cfs Capacity 0 .013 Hydraulic Drop 142.00 ft Energy Slope 1.4225 % Upstream Velocity 45.04 min Average Velocity 0 .14 min Downstream Velocity 45.18 min Ground Crown Cover Depth (ft) (ft) (ft) (ft) 340.00 333.38 6 .62 9 .53 338.00 331 .36 6 .64 9 .17 Violation : does not meet maximum velocity constraint (try drop structure). Project Title : Callaway Subdivision c :\. .. \600\2836-callaway subdivision\2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 310.61 cfs 2 .38 ft 1.6740 % 17.16 ft/s 17.16 ft/s 17.16 ft/s HGL EGL (ft) (ft) 337.91 342.48 335.53 340.11 04/13/98 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 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 Watershed {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 HGLln 340.00 ft HGL Out 337.91 ft Ground Elevation 340.00 ft Rim Elevation 340.00 ft Other Properties Description Description x 4 .32 ft y 8 .88 ft Velocity 17.16 ft/s Headloss 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 Subdivision c :\ ... \600\2836-callaway subdivision\2836t1 rc.stm MUNICIPAL DEVELOPMENT GROUP 04/13198 01 :44:35 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer : NB StormCAD v1 .0 Page 1 of 1 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 (fl) Upstream 328.51 Downstream 328.38 Messages : Profi le : Pressure Flow Information : Surcharged condition Detailed Report for Pipe P-1 Description 337.13 cfs Capacity 0 .013 Hydraulic Drop 40.00 fl Energy Slope 0 .3250 % Upstream Velocity 45.00 min Average Velocity 0.04 min Downstream Velocity 45.04 min Ground Crown Cover Depth (fl) (fl) (fl) (fl) 335.00 333.51 1 .49 12.16 340.00 333.38 6 .62 11.62 V iolat ion : does not meet maximum velocity constraint (try drop structure). Proj ect Title : Callaway Subdivision c :\. .. \600\2836-callaway subdivis ion \2836t1 rc .stm MUNICIPAL DEVELOPMENT GROUP 148.47 cfs HGL EGL (ft) (ft) 340.67 345.25 340.00 344.58 04/13198 01 :44:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 Watershed Information Area C (acres) Total 90.30 90.30 Rational Formula Inlet Drainage Area Inlet CA Inlet Intensity Flows Description Total Discharge 0 .70 0 .70 Upstream Additional + Carryover Carryover Watershed Data Description System Intensity Total CA External CA Flow T imes Description System Flow Time Inlet TC Elevations Description HGLln Ground Elevation Other Properties Description x Velocity Headloss Coefficient External Flow Status/Error Messages: Information : Flooding 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 34.32 ft 17.17 ft/s 0.50 0 .00 cfs lnletC 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 :\ ... \600\2836-callaway subdivision\2836!1 rc.stm MUNICIPAL DEVELOPMENT GROUP 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 04/13/98 01 :45 :05 PM Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Project Engineer: NB StormCAD v1 .0 Page 1 of 1 SECTION#8 PROPOSED STORM SEWER OUTLET WATER SURFACE PROFILE TABLE (25-YEAR RAINFALL EVENT) Computation of the Flow Profile OS 0 ~ GI f c: OS ::I ~u (%) ::::::a:~. : !Mi! tJ:9.i.W:t : : 9.W9: :·11::~:.1 ?:9.i.~: :::::mm~ ::111:11~:.~1 :nu@ (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) Change Rise in in Total Water Velocity Velocity STA. (ft) 0 10 20 30 40 50 60 70 80 90 100 110 120 Surface 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 Head hv (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: Design Discharge (Q) = Culvert Velocity Head = Culvert Discharge Velocity = Culvert Water Elevation = Open-Channel Velocity Head = Open-Channel Velocity = Open-Channel Slope = Open-Channel Water Elevatio ASSUMPTIONS: Head Velocity Hv 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 ~~;ggg:cfs 1.725 ft !ill~l:sec 0.081 ft ii :;: fj~~!: ft/sec :: 9;%!,@:ftlft ::;w~~ft 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. 1/2 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 11.056 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) = V2 / (2g) Water Cross-Sectional Area, (A)= QI V Depth of Flow, (y) = A I (0.5T +0.58) (11) 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 channel. c~~~:~ ~~~ ~::~ : 1111:1:11111.llJj~;ll· ~ Calculated Transition 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. 2836-604 Culvert Outlet Transition to Open Channel (25 yr).xls (12) Effective Water Surface Elevation Z' (ft) 323.420 323.184 322.936 322.536 322.168 321.962 321.913 321.960 322.224 322.723 323.228 323.990 323.920 325 324 323 z 0 ~ ~,-. < 4: 322 >'-" -·-··---..... ..... --. ...... ....... ...... ~ ~ ~ 321 - 320 £ 319 I 0 20 WATER SURFACE PROFILE ........ __ I 40 ~--.. ..ai.-··--- £ - I 60 DISTANC E (ft) .. .. .... ..-a··· ,,,, .. £ - I 80 --...... • .. ... ..... .. , .. • • -·· .. I I 100 120 140 • • • Water Surface -Channel Bottom EROSION CONTROL (25-YEAR RAINFALL EVENT) DESIGN PARAMETERS : Average Tailwater Depth (TW) = Design Discharge (Q) = Culvert Width (D 0 ) = CALCULATED RESULTS : Sizing of Stone, (d 50) = (0.02 I TW)(Q I D0 )413 = Thickness of Stone Bedding = 2836-604 Cu lvert Outl et Transiti on to Open Channel (25 yr ).xl s 2.62 ft 282 .229 cfs 8 ft 11 inches 1.76 ft with Filter Fabric Liner 2 .65 ft w/o Filter Fabric Liner WATER SURFACE PROFILE TABLE (100-YEAR RAINFALL EVENT) Computation of the Flow Profile ... Q ,Q ~ f i:: ... :s c. u (%) ::r=w;oo ]J::@n: 111 II ')(9!99 (1) (2) (3) ( 4) (5) (6) (7) (8) (9) (10) Change Rise in in Total Water Velocity Velocity STA. Surface Head Head Velocity y' hv Hv v (ft) (ft) (ft) (ft) (ft/sec) 0 10 20 30 40 50 60 70 80 90 100 110 120 2.049 1.987 1.905 1.721 1.434 1.106 0.840 0.615 0.328 0.143 0.061 0.000 1.863 1.807 1.732 1.565 1.304 1.006 0.764 0.559 0.298 0.130 0.056 0.000 DESIGN PARAMETERS: 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 Discharge (Q) = : a:m~4g cfs Culvert Velocity Head = 1.951 ft 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= } :1t't.f:ftlsec Culvert Water Elevation= ; ::::;w~~}ft Open-Channel Velocity Head = 0.089 ft Open-Channel Velocity = ·· : \~:::W} ft/sec Open-Channel Slope = ,) '.lHihd ft/ft Open-Channel Water Elevatio j :)~~\i~'. ft ASSUMPTIONS: Water Cross-Sectional Area A (ft2) 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) =QI V Depth of Flow, (y) =A I (0.5T +0.58) (11) Channel Bottom Elevation Zo (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. angle along the axis of the channel. c~~~~~ ~~~ ~:~!~: :liilliil:llj~)~I!~ Calculated Transition Length = 114.55 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. 2836-604 Culvert Outlet Transition to Open Channel (100 yr).xls (12) Effective Water Surface Elevation Z' (ft) 323.880 323.594 323.295 322.820 322.390 322.151 322.091 322.137 322.415 322.951 323.498 324.337 324.230 325 324 323 z 0 1--·-·· ......,. ...... ........ •• -•• IL •• .... ...... •• ~ ~ .-.. 322 <~ >~ ~ ~ ~ 321 --320 -~ 319 I 0 20 WATER SURFACE PROFILE ..... I 40 ............. ·-. _ .. .,,,,.,,. - I 60 DI STANCE ' (ft) - ..... -· .... • .--1·· ,.,.... I 80 . ..-. _,.,... •• ". •"" •• . 4··· •• . . --~ I I 100 120 140 • • • Water Surface -Channel Bottom EROSION CONTROL (25-YEAR RAINFALL EVENT) DESIGN PARAMETE RS : Average Ta ilwater Depth (TW) = Design Discharge (Q) = Culvert W idth (D 0 ) = CALCULATED RESULTS : Sizing of Stone , (d 50) = (0 .02 I TW)(Q I D0 )413 = Thickness of Stone Bedding = 2836-604 Culvert Outlet Transition to Open 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 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 Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. SECTION #8 -PROPOSED STORM SEWER OUTLET Worksheet for Trapezoidal 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 Municipal Development Group 04/13/98 02:59:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1of1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom W idth Discha rge Results Depth Flow A rea Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Veloc ity Head Specific Energy Froude Number Flow is subcritical. SECTION #8 -PROPOSED STORM SEWER OUTLET Worksheet for Trapezoidal Channel c :\projects\600\2836-callaway subdivision\2836t1 ra.fm2 Improved Channel (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 ft2 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 Development Group 04113 /98 03 :00 :11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1