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Home My WebLink About49 Master Drainage Plan South HamptonMASTER DRAINAGE PLAN FOR SOUTH HAMPTON PHASES ONE thru SEVEN 52.14 ACRE DEVELOPMENT COLLEGE STATION, BRAZOS COUNTY, TEXAS JANUARY, 1998 REVISED: FEBRUARY, 1998 REVISED: JUNE, 1998 MUNICIPAL DEVELOPMENT GROUP ~ I lI''~ I •T~ 2551 TEXAS AVENUE. SOUTH, STE . A l j .A.~ I COLLEGE STATION, TEXAS 77840 Ph: (409)693 -5359 Fx: (409) 693 -4243 Consulting Engineers · Environmental· Surveyors· Planners TABLE OF CONTENTS DRAINAGE REPORT PROJECT S1Jl\11\.1AR Y ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 DESIGN CONSTRAITS ............................................................................................... 4 DRAINAGE CALCULATIONS ................................................................................... 5 RESULTS ..................................................................................................................... 6 CONCLUSIONS ......................................................................................................... 10 ATTACHMENTS SECTION #1 -DRAINAGE & PHASE STRUCTURE MAPS SECTION #2 -DRAINAGE AREAS EVALUATION SECTION #3 -CURB & GUTTER FLOW CALCUATIONS SECTION #4 -CHANNEL FLOW CALCULATIONS SECTION #5 -CUL VERT FLOW CALCULATIONS SECTION #6 -STORM INLETS FLOW CALCULATIONS SECTION #7 -EXISTING TxDOT CALCULATIONS SECTION #8 -ST AND ARD DETAILS Drainage Report - 2 PROJECT SUMMARY Th is report outlines the master drainage plan for the South Hampton, Phase One thru Seven, 52 .14 acre development . The subject development site is situated on the west side of State Highway No . 6 approximately 1.5 miles south of the State Highway No . 6 and Greens Prairie Road intersection . The site is currently vacant with heavy timber and native grasses and weeds . The natural drainage of the site is generally to the northeast of the development site to a ditch in TxDOT right-of-way . Thence, 1,400 linear feet to an existing TxDOT box culvert that is a part of the confluence of Alum Creek. This site is in the secondary drainage system of the Alum Creek primary system . The drainage calculations are presented in six basic sections : I. Drainage Areas Maps -General drainage area maps . II . Drainage Areas Evaluation -Calculations for the amount of runoff for each drainag e area with post-development conditions of the development site . III . Curb & Gutter Flow Calculations -Calculations for the depth , velocity and other condit ions in the residential streets . I V . Channel Flow Calculations -Calculations for the depth , velocity and other conditions in the proposed drainage channels. V. Culvert Flow Calculations -Calculations for the size requirements, velocity and other conditions in the proposed drainage structures . VI . Storm Inlet Flow Calculations -Calculations for the size requirements and other conditions in the proposed drainage inlets. VII . Exist ing TxDOT Calculations -Calculations to verify that the existing TxDOT structures can pass the post-development discharge. VIII . Standard details -Standard details for proposed drainage structures . Drainage Report • 3 DRAINAGE AREA DESCRIPTIONS There will be several minor drainage areas considered for the evaluation of this site . Each drainage area shall be evaluated for the selected rainfall events . From the calculated runoff volumes, adequate ditch channels, curb sections and drainage structures will be sized . DESIGN CONSTRAINTS I. Street Curb & Gutter Flow Constraints -The proposed residential streets will be designed in accordance with the Stormwater Management Plan for the City of College Station . Velocities shall be maintained from a maximum of 10 feet per second to a minimum velocity at 0.4%. The runoff for residential streets shall be contained within the curb for the 10-year rainfall event and within the public right-of-way for the 100-year rainfall event. The runoff for collector streets shall be contained within the curb for the 10-year rainfall event with a 12 foot clear traffic lane and , within the public right-of-way for the 100-year rainfall event. All proposed residential streets will have a 28 ' back-to-back curb & gutter section within a 50 ' right-of-way. All proposed collector streets will have a 39 ' back-to- back curb & gutter section with sidewalks within a 60 ' right-of-way . II . Channel Flow Constraints -The proposed open channels will be designed m accordance with the Stormwater Management Plan for the City of College Station . Channel capacities shall contain the 25-year rainfall event. Pending on the maximum velocity in the channel, the surface of the proposed channel shall be as shown on Table VII-2 , page 60 of the Drainage Policy and Design Standards . These velocities will be the maximum allowed during the 25-year rainfall event. A minimum velocity of 2 .5 ft/sec shall be maintained in all the open channels . Channels shall be designed to have a freeboard of 0 .2 times the depth of the channel or a minimum of 0 .5 feet in depth during the 100-year rainfall event. The 100-year rainfall event shall be contained within the drainage easement. Minimum drainage easement widths will be 20 ' for all side and back drainage Drainage Report - 4 channels. The main drainage channel between Phase One and Phase Five shall have a easement width of the design storm top width, plus 5' and 15'. All drainage easements prohibit the following : The construction of fences through or along the easement; placing of structures within the easement ; the alteration of shape ; configuration of surface treatment of the open channel. All improved drainage channels shall be constructed with a concrete pilot channel, sized to carry 1/3 of the 5-year rainfall event. III. Culvert Flow Constraints -The proposed culverts will be designed in accordance with the Stormwater Management Plan for the City of College Station. Culverts that are on residential streets and in the secondary drainage system shall have a capacity that will pass the 10-year rainfall event. All other culverts that are on collector streets or larger shall have a capacity that will pass the 25-year rainfall event. The maximum depth that the upstream end of the culvert can be surcharged is one-foot below the proposed top-of-curb elevation . Culverts will have a tailwater elevation equal to the water surface elevation of the channel immediately downstream of the culvert. The tailwater will correspond with the channel 's elevation for the 10-year, 25-year or 100-year rainfall event. Maximum discharge velocities will be as stated on page 65 of the Drainage Policy and Design Standards. Also , each proposed culvert will be analyzed to ensure adequate means of passing the 100-year rainfall event without exceed the policies for discharge carryover for a residential street. Carryover velocities shall be at a maximum of 6 .0 ft/sec and not have a depth of more than 2 feet. IV . Storm Inlet Flow Constraints The proposed storm drain inlets will be designed in accordance with the Stormwater Management Plan for the City of College Station . Inlets will be sized to have a capacity for the 10-year rainfall event with a minimum opening width of 5 '. Inlets at culvert structures shall be oversized to accommodate 125% of the design storm for the roadway. Inlets at low points in the proposed street will be sized to restrict ponding at the inlet to a maximum of 18" up to the 100-year rainfall event. Drainage Report -5 I DRAINAGE CALCULATIONS The drainage area calculations are summarized accordingly using the Rational Method : (Q =CIA) where "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient, "I" is the storm intensity in inches/hour for each selected frequency , and "A" is the drainage area in acres . A minimum 10-minute time of concentration for all calculations will be assumed . The selected frequencies will be 2, 5, 10 , 25 , 50 , 100-year rainfall events. The curb inlet flow calculations are summarized accordingly using the Modified Mannings Formula: (Q=3 .0Ly312) where "Q " is the runoff in cubic feet/second , "L" is the len gt h of the curb opening in feet and "y" is the head on the curb opening during weir flo w in feet. Channel and curb & gutter flow calculations were computed using Mannings Formula, aided by the program FlowMaster v5 .07 . Culvert flow calculations were computed using Manning 's Formula aided by the program Texas Hydraulics System Design vl.O by TxDOT . RESULTS In Section # 1, "Drainage & Phase Structure Maps", is the mappmg of the primary drainage system up stream of State Highway No. 6 . This portion of the primary drainage basin consist of 1,395 acres . The Nantucket Lake serves as a detention facility for this drainage area. No on-site detention will be necessary since the South Hampton site runoff discharges into the primary system downstream of Nantucket Lake . With this scenario , the South Hampton site peak runoff will have already passed before the drainage basin 's peak discharge , at the point of discharge . From the drainage calculations, the following results were determined: Drainage Report -6 CURB & GUTTER FLOW RESULTS MINIMUM BIB (10 YEAR) CHANNEL STREET ID DRAINAGE SLOPE WIDTH DISCHARGE VELOCITY CURB DEPTH NO. AREA (%} (ft} (cfs} (ft/sec} (ft} 1 B 1.00 28 8.685 3.25 0.31 2 E 1.00 28 10.970 4.10 0.45 3* E 0.50 39 10.970 2.92 0.44 4 F 1.00 28 13.634 4.33 0.48 5* F 0.80 39 13.634 3.67 0.44 6 H 1.60 39 26.814 4.75 0.38 7 M 1.40 39 22.982 4.34 0.37 8 M 1.60 39 22.982 4.56 0.36 9 p 1.75 39 37.553 5.34 0.43 10 T 1.00 28 6.096 3.54 0.36 11 T 1.60 39 6.096 3.89 0.29 12 u 2.00 28 13.399 5.59 0.42 13 y 2.00 28 16.856 5.92 0.46 14 u 3.00 28 13.399 6.50 0.39 15 y 3.00 28 16.856 6.89 0.43 16 u 0.60 39 13.399 3.28 0.46 17 y 0.60 39 16.856 3.48 0.51 18 z 1.00 28 4.670 3.31 0.32 19 x 1.00 28 8.025 3.79 0.40 20 w 1.00 28 19.198 4.71 0.55 21 x 1.00 39 8.025 3.50 0.35 22 w 1.00 39 36.652 5.11 0.61 23 z 1.00 39 4.670 3.05 0.28 Drainage Report • 7 I CURB & GUTTER FLOW RESULTS MINIMUM BIB (100 YEAR) CHANNEL STREET ID DRAINAGE SLOPE WIDTH DISCHARG CURB DEPTH .O .W. WIDT NO . AREA % ft cfs ft ft 1 B 1.00 28 11 .707 0 .35 50 2 E 1 .00 28 14.788 0 .50 50 3 E 0 .50 39 14 .788 0 .50 60 4 F 1.00 28 . 18.'379 '"0.54 50 5 F 0 .80 39 18 .379 0 .49 60 6 H 1.60 39 36 .145 0 .43 60 7 M 1.40 39 30.980 0 .42 60 8 M 1.60 39 30.980 0 .41 60 9 p 1.75 39 50.621 0 .48 60 10 T 1.00 28 8 .218 0 .40 50 11 T 1.60 39 8.218 0 .32 60 12 u 2 .00 28 18.062 0 .47 50 13 y 2 .00 28 22.357 .0.51 .50 14 u 3 .00 28 18.062 0 .44 50 15 y 3 .00 28 22.357 0 .47 50 16 u 0 .60 39 18.062 .0.52 60 17 y 0 .60 39 22.357 0.56 60 18 z 1.00 28 6 .295 0 .36 50 19 x 1.00 28 11 .037 0 .45 50 20 w 1.00 28 25.878 0 .61 50 2 1 x 1.00 39 11 .037 0 .40 60 22 w 1.00 39 36 .652 0.61 60 23 z 1.00 39 6 .295 0 .32 60 All the proposed residential streets were designed for the 10-year and 100-year rainfall event. As shown above, the streets have the capacity to carry the 10-year rainfall event within the curb & gutter section of the street. Also , most of the proposed street 's curb & gutte r cross-sections will carry the 100-year rainfall event and all within the 50 ' right-of- w ay. Items denoted by "*" are designed to accommodate a 12 ' traffic lane during the 10- year rainfall event. The shaded portions of the above table displays the streets where the 100-year rainfall event is not carried within the curb & gutter but within the provided right-of-way . Drainage areas with two parts reflect that the street has a grade change . These areas are clarified on the Drainage Pattern Map . Drainage Report - 8 ~HANNEL FLOW RESULTS MINIMUM (25 YEAR) I CHANNEL ID DRAINAGE SLOPE DISCHARG VELOCITY IDE SLOPE NO. AREA % cf s ft/sec (ft/ft) 1 c 0 .75 26 .425 3 .33 4 to 1 2 D 1.00 17 .749 3 .36 4 to 1 3 G 1.10 49.197 4 .49 4 to 1 4* I 1.50 96.248 5 .96 4 to 1 .6 ~,00 52 ,935. .... 3.21. . .N/A · .> 7 L 1.00 84.243 3 .38 25 to 1 8 L 1 .00 84.243 3 .47 26 to 1 10 Q 1.75 8.486 3 .44 4 to 1 11 s 1 .84 22.932 4 .50 4 to 1 12 v 1.30 37.452 4 .46 4 to 1 13 x 1.00 9 .128 2 .61 4 to 1 CHANNEL FLOW RES UL TS MINIMUM (100 YEAR ) CHANNEL ID DRAINAGE SLOPE DISCHARGE TOTAL DEPT H EASEMENT NO. AREA % (cfs ft (ft) 1 c 0 .75 32 .996 2 .03 20 2 D 1.00 20 .950 1.72 20 3 G 1.10 58 .092 1.76 20 4 I 1.50 113 .636 2 .1·4 20 6 L 1;00 52.935 1.81 80 7 L 1.00 99 .836 1 .20 80 8 L 1.00 99 .836 1 .10 90 10 Q 1.75 10.017 1.34 20 11 s 1.84 27.104 1.20 20 12 v 1.30 44.421 1.54 20 13 x 1.00 10.774 1.49 20 CHANNEL FLOW RES UL TS MINIMUM PILOT CHANN EL CHANNEL 1/3 (5 yr) ID DRAINAGE SLOPE DISCHARGE REQUIRED PROVIDED NO . AREA % cfs ft (ft) c 0 .75 7 .242 5 .07 5 2 D 1.00 4 .615 4 .06 4 3 G 1.10 12.726 5 .83 6 4* I 1.50 24.980 7 .08 7 6 L 1,00 NIA NIA ·NIA 7 L 1.00 21.615 7 .24 7 8 L 1.00 21 .615 7 .24 7 10 Q 1.75 2 .205 2 .77 3 11 s 1.84 5 .919 3.97 4 12 v 1.30 9 .694 5 .10 5 13 x 1.00 2 .374 3 .30 3 .5 I Drainage Report -9 The proposed open-channel drainage ditches will be triangular in shape with 4 : I side slopes . For each drainage area, the corresponding total depth for the channel is shown above . In this total depth, a 0.5' freeboard is included . Velocities are maintained below 4 .5 ft/sec , which will require all proposed channel to a have a minimum of seeded grass surfaces . Items denoted by "*" exceed a 4 .5 ft/sec velocity and shall be sodded channel surfaces . The shaded portion of the above table displays the flows and conditions in the existing drainage creek. CUL VERT FLOW RESULTS {10-YEAR} APPROX. HEADWATER CULVERT NO . TAILWATER DISCHARGE DISTANCE ID DRAINAGE SLOPE BARRELS DIAMETER DISCHARGE DEPTH VELOCITY FROM T/C NO . AREA (%) (Each in) (cfs (ft) (ft/sec) (ft) 1 D 0 .51 1 30 26 .510 1.27 2 .20 1.72 2 F 0.40 1 21 13.634 0 .99 5.67 NIA 3 H 0 .51 1 36 43 .050 1.77 2.43 1.65 5 M 0 .51 1 18 9.600 1.34 5.43 N/A 6 p 0.51 1 30 44.982 1.86 2 .55 1.27 7 R 1.00 1 18 10.236 0 .94 5 .79 NIA 8 T 0 .50 1 27 26.131 1 .33 2 .12 1.3 9 v 0 .70 2 30 83.120 2 .64 2 .62 1.32 10 x 1 .00 1 18 7 .993 0 .85 5 .78 N/A CUL VERT FLOW RESULTS {100-YEAR} CARRY-OVER ID DRAINAGE FLOW VELOCITY DEPTH NO . AREA (cfs (ft/sec (ft) 1 D 0 .000 0 .00 0 .00 2 F 0 .000 0.00 0 .00 . 3 H 0 .000 0 .00 0 .00 .. 5 N 0 .000 o:oo 0 .00 6 p 2 .890 NIL NIL 7 R 2 .320 NIL NIL 8 T 0 .000 0 .00 0 .00 9 v 0 .000 NIL NIL 10 x 0.000 0 .00 0 .00 The proposed culverts have been analyzed during the I 0-year and I 00-year rainfall event. Since these are residential streets and not within the primary drainage system , the I 0-year design is acceptable. Since the proposed culverts will be discharged into a channel that is Drainage Report -10 man-made with seeded cover, the maximum allowable discharge velocity will be 6 ft/sec . Culverts were also sized so that the upstream headwater elevation would always be more than one foot from the proposed street top-of-curb during the 10-year rainfall event. The shaded portion of the above table displays the culverts that will replace existing TxDOT culverts . The discharge velocity was calculated for each culvert at the end of the proposed headwall . For culvert headwalls that are within the TxDOT right-of-way, a 6 : 1 straight wingwall slope was used . For culvert headwalls that are on residential streets, a 6 : 1 wingwall slope was used at a 30° flare . STORM INLET FLOW RESULTS (10 YEAR) (100 YEAR) CURB PONDING PONDING ID DRAINAGE LENGTH FLOW DEPTH FLOW DEPTH NO . AREA ft cfs) ft cfs) (ft) 1 B 8 8 .685 0 .51 11 .707 0 .62 2 E 8 13 .713 0 .69 18 .485 0 .84 3 H 10 16 .759 0 .68 22 .59 1 0 .83 5 T 6 7 .620 0 .56 10 .273 0 .69 6 u 10 32.597 1.23 54 .925 1 .50 7 x 8 13.832 0 .69 36 .652 1.33 The proposed storm inlets have been analyzed during the 10-year and 100-year rainfall even t. All curb inlets will have a gutter recessed entrance of 3" in depth . Curb inlets were sized so that all inlets would be in weir flow during the design storm with minimum ponding created upstream in the curb section . No curb inlets were surcharged to have over 18 " of ponding during the 100-year rainfall event. CONCLUSIONS Below is a break-down of the drainage structures that will be constructed for each Phase of the South Hampton Subdivision . Each identification number for curb & gutter, channels , culverts and curb inlets correspond with the number indicated in the "Results" ' portion of the drainage report. Drainage Report -11 SOUTH HAMPTON PHASE DEVELOPMENT CURB &GUTIER PHASE STREET OPEN-CHANNEL CULVERT CURB INLET NO . IDNO. IDNO. IDNO. IDNO. I 11, 12 , 13, 14, 15, 16,17 7, 8, 11, 12, 13 9 6, 7 II 19,20, 21,22 10 Ill 10, 11, 18, 23 10 8 5 IV 9 6 v 7 , 8 5 VI 3, 5, 6 3 ,4 1, 2 , 3 2 , 3 VII 1, 2 , 4 1 , 2 1 The existing TxDOT drainage structures were analyzed for the increased residential development runoff and resolved still adequate . See Section VII for these calculations . Drainage Report -12 SECTION#! DRAINAGE & PHASE STRUCTURE MAPS SECTION#2 DRAINAGE AREA EVALUATION SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area A Drainage Area (A,J = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (D,J = Veloc ity of Runoff (V ,J = Coefficient of Runoff (C,J = -NOTE : Minimum T c allowed = 1 O min . 1.40 acres 860 ft ft 1.00 l sec 0 .50 2 Y!:A R FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY . RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coeffic ient (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) = 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) = 2882-025 Drainage Evalu ation.xis 96 8 RESULT T q A) = 14 .3 min . Rainfall Intensity (1 5) = 6 .521 i%r .•.•.0 ....•. ·.• .. ·.'".''.'.:.•.•.•.•.•.•.•.•.•.•.•.•.:.:.•.•.·.•.·.•·.•·.••.:.:·:r,.. ,.,.,,,.,.'",.,.,.,.,.,,,,,,,,,,,,,, :)))' :.• :.•.•.••.••.••.••.••.••.il.·•.·•.l.•~.·•. 1~=:.E rn•• ' ~ -·-:-···-:-·-;.·-:···:-:-:-:-:-:-:-:-;-:·:·:··· Rainfall Intensity (1 10) = 7.354 in /hr ::"""'''''''=' \tt: ::::o::::\:rr:::o=:= ::)? ',·'.i, ... i,.·.,,,•·.,', .. •.'.·'.i,.'.i,.'.i, ... i.:.i.:.,·,· .•.•.•,•.•.•.•.s.,•.,·.·.~.:,•.1,•.,·.·,so.•,·.,.•,•.•,'.•,·.•,•.•,•.•,~.·,·.·,:.fi,.·,·.s,'.',·.·,·.• ,•.•,•.:,:.:,•.•,•.•,•· ~=~~it ::::): ::{{{:~ :;::::::=::::::;:;=::;:;::::;::: Rainfall Intensity (1 25 ) = 8.415 in/hr lia ?J •••••]t\•w· ::::;:,:)• •••'-~'g~ ]j Rainfall Intensity (1 50 ) = 9.530 in/hr :a .a::r:•.:.::•::·:::: •:•·!•·:•·:'::. =:• •:]:::I e •••••••,iwz~t ·e.ri •• • • Rainfall Intensity (1 100) 9.943 in/hr :s;1.·a:,·:·:::.:-: ·t.:=••;,;=•\'•r:m·••::.=••••=== .. :•;•·: :=: :.· z~Pl:~ ~:, .=:: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descript ion : Drainage basin for Area B Drainage Area (A s) = TIME OF CONCENTRATION CT c) GIVEN Maximum Travel Distance (Ds) = Velocity of Runoff (Vs) = Coefficient of Runoff (Cs) = -NOTE : Minimum Tc allowed = 1 O min . 1.05 acres 280 ft ft 4.00 l sec 0 .95 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) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coeffi ci ent (b) = Coefficient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY. RATE 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) = 96 Coefficient (d) = 8 2882-025 Drainage Evalu ation.xis RESULT Tq sJ = 1.2 min . Rainfall Intensity (1 2) = 6 .327 i%r ,:fi•'a••: :: ::: : ::::::t : : ::. ::_;: d:::: ::.:,:•:•••:t::•:•:.]l f:R!ii#f!J:r:::: Rainfall Intensity (1 5) = 7 .693 in/hr =·itiij·'''''''''''''''·='·=:;::: ............................... = ... ": ..... :::: .. : .... >.'P .. ,,,.,,o ··-·=·:·:-: .. ~~~~~=~~~~~~~~~~~~~~~~~~~~~~~i~ ==========~=~:==~:::::~=~:~:~~~=~~~~~=~~~):;~~~~~~~~~~~~~~~~~~~~~~:~~~~~~~=-==~=~=~~j~jt~:!~:~ .... :~r:~: Rainfall Intensity (1 10) = 8.635 in/hr .•.•."=.•.•.•.·.•.·.=_•.•.••_l _••.•.•.•.=.·.•.·.=_•.•.•.•.•.•.·.•.= JJ ...... •: :::::::::::::.. tm:.•~-•-•.•~.=•.$.• .. :.e .... ·•.•-•.:.::_:~.·•.:.1 ... ~.·•.·•.·•.••.••.t ~¥ :::::::::::::·:::::::;:;:, ................................. . Rainfall Intensity (1 25 ) = 9 .861 in/hr Jliffi •••••:}'\)): ::: ::::,, ::: ···:•• :. ·••:J.•••••l~l,jj •¢.l t•f Rainfall Intensity (1 50) = 11 .148 in /hr ]fiij•;it •:·····;·· ...... ,., ... :·:····-:=:::,:.:·:;:.-:: :·;;; 11 8111' •P:t~g •• : ..... Rainfall Intensity (1 100) 11 .639 in/hr '.•',Q_.·,· .. ,='.·','.',~.·'.·•'.·~.==.·•'.·'.='_.•• .. =.==,== . .=,i= .. ',.' .. ',.' .. ',.'.i,•'.i,='.i, : ::::<•=::::::::=: .••••••••• • • • •• :••f•i1 ~7t.7fCfS??••• : .. ~ ;:;:;:::;:;:;:::::: .:!:~=~=~=~=~ -:-:-:·:·:·:·:·:-:-:-:-:-:-:-:-:-:·:·:-:-:-:-:-:-:·:·:·:·:·:···:·:·:·:···:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:· I I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area C Drainage Area (Ac) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (De) = Velocity of Runoff (Ve) = Coefficient of Runoff (Cc) = **NOTE : Minimum Tc allowed= 10 min . 2.69 acres 760 ft ft 1 .00 fsec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RATE 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 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY . RATE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coefficient (b) = Coefficient (d) = 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evalu ation.xis 0 .73 96 8 RESULT T C(CJ = 12 .7 min . Rainfall Intensity (1 2) = 5.660 i%r ·:@i.:a : • :::r. : : • :.::::::: .• · 1;61'.i •Y:t§• •t Rainfall Intensity (1 5) = 6 .921 in /hr ................................ :-:·.·.·:·.·:·.·:::::::·:::·::::;::::::;.·:-.-:-···· ........ ·.·:·:·.·.·:·:·.·:·:·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· ~:m :::::t: • · :•··~~lli~ F Rainfall Intensity (1 10) = 7. 791 in /hr ... . ............... ····~··· . :.•.""'.•.•.:_ .. ·.•.·.:·.:.••.;._:_•.:_•_:=_·.•.•.• •. ·.•.·.:.:.:.•.:_•.:_:.: .. •:.:•.: •• ···: :=:::::: •••:::::::::::::•: •:::::::: • ::_:.1 .. • ...•. o .. _.•.~.·.s .. 67Ucfs < ~ ..... ··.···.··.·.··.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·-:-:-:-:-;-: Rainfall Intensity (1 25 ) = 8 .909 in /hr @~:e •t • :::: :::: !:1.~~p~::~: Rainfall Intensity (1 50) = 10.084 in/hr :·:·:·:·:·:·.·.·:·:·.·:·:·:·:·:·:·: .::·:::::::::::-.-: · ... ··:-:·:·:·:::::::: :·:·.·:· ... :·:: ·.·:·.·:·.·.·.·.·:·.·:·.·:·.·:·.·.·,·.·:·'.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·. •~a • :: .1 t• ): ·••• :::11~1t~#t! 1 Rainfall Intensity (1 100) 10 .523 in/hr @~•·Fi •:-::·•:: :::.: ·:.-. :::.;::.:_.:-_:.::=::14~~~1 ::~:••.·•:• SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area D Drainage Area (A0 ) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (D 0 ) = Velocity of Runoff (V0 ) = Coefficient of Runoff (C 0 ) = -NOTE : Minimum T c allowed = 10 min . 3 .57 acres 540 ft ft 1.00 fse c 0 .50 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY , RATE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coefficient (b) = Coefficient (d) = 80 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY. RATE 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) = 2882-025 Drainage Evaluation.xis 96 8 RESULT T c (O) = 9 .0 min . Rainfall Intensity (1 2) = 6 .327 in /hr ]l•e·: ::::::??•• r::; ·: •. :·:· .•. : •. :.:,:.1:•····:•1·1·;317 ··11~ .••:• Rainfall Intensity (1 5) = 7 .693 in /hr ·.·.·.·'.·;·,·.·.·.·.-:·.·.·:·.·. ;.;.:-:-:.;.;.;.::::::::: ·.·:·.· ···.··.·.·.·.·.·:·:·:·.·.·.·.·.·.·.·.·.·.·.·:·.·.·.·.·.·.·.·.·.<·.·.·.·.·.·,·.·.· .•."".• .... :.·.•·"··'" .. '.'.'.:.:.1=.·.•·.·.'··.'.:.:.•.:.• .. •.•:.• ? • ........ • ,,, :.:•.::.•:.••.::.::.::.•:·.•·'···.:.a ... ·.~.M .....••.•.... ~.•.•·.•.••.¢JS.··.···"··········•·.••.••.••.•t ~ .·.·.·.·.·.·.·.·.·.·.·.·.·-:·:-·-:-:-·-:-:-:·:·:-:.:-:·:-:-:-·-·.·.··· Rainfall Intensity (1 10) = 8.635 in /hr .:@jJF, ·:'.·. :::.':.:,::.: ::: •• ,,:• ::·:•·:··'··1'=~8~l~'f~···· Rainfall Intensity (1 25) = 9 .861 in /hr ···.·: ••• ·.·.·.·.···:·:·:-:-:·.·.·.·:·:·:·· • :::-:::::=:-:=:-:-:-:-::::;. =::::::::;>:::·· ·.·:-;-;-;-:-.·.·.·.·.·.·.'.·.·.·.·.·:·.·.-:·.·.·.·:·:·.·.·,·.-:·.·-:· :g~:a ••••••••••••••••••••·••••••••••••• :: : :: : ::::::. 1z~r.•1 •••¢m•t•• Rainfall Intensity (1 50) = 11 .148 in /hr ·ne •· • :.::::.:-''} ::· . . , .::,:·itsl l tf!i t•• Rainfall Intensity (1 100) 11 .639 in /hr :@~lefa . :: ::•:•:• • ••••::::• :::~o ~M~~t ' SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area E Drainage Area (AE) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (DE) = Velocity of Runoff (VE) = Coefficient of Runoff (CE) = -NOTE: Minimum T c allowed = 10 min . 1 .40 acres 470 ft ft 4 .00 lsec 0 .90 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .806 65 8 5 YEAR FREQUENCY. RATE 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. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = Coefficient (d) = 89 8 .5 50 YEAR FREQUENCY. RATE 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) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT TqE) = 2 .0 min. Rainfall Intensity (1 2) = 6 .327 i%r ·•·•·•···•··•···················· ·:·:·:<·:·:·:·:·:-:·:·:-:-:·:-:· :·:-:···:·.·:::::;:·:·:·. ···.·:·:·:·:·.·:·:-.·:·:·:-::Qi#] ::::::=:: :• n:•tr: //''''' nr1~1ad;t!J Rainfall Intensity (1 5) = 7 .693 in /hr :Ri ·a· : i: = :: r : 1t::: : .:::::·::··:::·:·:. :,]]:,:::[!~lt~ m ::rn:J• Rainfall Intensity (1 10) = 8 .635 in/hr ! .. •.A······.: ...•..•. ·: .. :.::··;_·'·.•.·.•·.=.'.·········•.•.•.'.•.·.•.•.•.•.•.•.•.•.•.•.'.•.•.•.•.•.•.: )(' ::( )::: )jj:Q]QfO cf.$:: } ~.. ·:···:·:·:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:-:-:-:-:-:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:-:·:·:·:·:· Rainfall Intensity (1 25 ) = 9 .861 i%r ::g§:·a::::t:•::::[i) : r• ··;·•·: :;;·:::::::;••:,,::::::t:J::~~~IB:•l m < •• Rainfall Intensity (1 50) = 11 .148 in /hr :-:-;.:.: .. -;. . .;.;.;·:·:·:·.·:-:·. ···············:·:·:·:·:·:·:·.;:·.·:·:·:·:::::·:·.·.·:·:·:······:·:·:·. ·.·:·:·:·:·:·:·· .... ···-:·:·.· •9ia r •••••rt • :=t ·• ::::::11411Mmt : r Rainfall Intensity (1 100) 11.639 in /hr •·ljl:a •.:.::r::.:::=:•r::·'.':: :.:::.·;·:,::::.:.:::.:,, ••:::::::::1 11~zn ••m r::• I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area F Drainage Area (AF) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (DF) = Velocity of Runoff (VF) = Coefficient of Runoff (C F) = -NOTE: Minimum Tc allowed = 1 O min. 2 .61 acres 700 ft ft 2 .00 lsec 0.60 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT TqF) = 5.8 min . Rainfall Intensity (1 2) = 6.327 in/hr ::r1·5 :.:•:::::.:•.:-;_:_:.::::.:··: :::J::•::.•,:. ::=··r•••t••J:•••••••••i~il ••F:t!:.:•]]:: Rainfall Intensity (1 5) = 7.693 in /hr .:,r_:,=_·,•.•.•e_'_ •. '.'.'_•,•.'.·.•.=,•.·.•.· .. = ... •.:,_•.•.=.•·.•.•.=.•.•.•.•.:.: (})/::::=•=•=•==========·=·=·=····=··· .•.:.•.•.•=.'.•.:.•.•.•.•.•.:.::.•.• .:.:.::_,_._ •...•. 2 .•..•..•. ~.•.•_,_:_· ..•. 4.••.•·.7.•=.=.=•.••-~-···········:.·:.•:.•:_::.::.::.••.J ~ ::::::·:::::::::::::::::::::::::::::::::::::::::;:::::: Rainfall Intensity (1 10) = 8.635 in /hr :•.•,~_=, .. _·,•.•,·.=,=_•=.·.~.•.•.•,•.=,=.',•.',•.=.. =::: • = • •• • •t•x·_••.••.••· •<t••.• ... •,•.•,•.•,•.•,•.•1,·.•,·.·_=.•_3_·.•,·.·_=.•_1.·,·.s.=_·.·.·.=_34_··._=·.·:.·=.:.•.•.·~.=.=_1_··.s_=•.=.••.••.••.••. o: ~v ;:;:;:;:;:::;:;:;:;:::'.:::;:;:;:;:;:::::::::::::·:·:· Rainfall Intensity (1 25) = 9.861 i%r ••g ·a••·••••••J• ··•• •·••• ••·• ... ·'J •••:::•1!;.~~1··:1!:••••• Rainfall Intensity (1 50 ) = 11 .148 in/hr aar : :: .,::: ::::::=·====·=·= =· x> .. • ::az ~~q~];t~•t•• Rainfall Intensity (1 100) 11 .639 in/hr .•,•.a,=_·,•.•,•.·,=.~_·•.•:...._•·.•·.·.·•·.· .. • .. •,•.•,•.•,·.:.·.• .•,•.•,•.•,•.••, .•. •,•.•.• .. •• .,...,...,..., .... ...., ...... ·=·=·=·=·=·=·====•= :::::::::: .•.•.•.•.•.•.•.•.•.•.1.•.=.=_·.•.a.·.·.·.·· .. ~.•.•.a.•.·· .. ·.1 ....... ••.s.•.·.··.·.·· .. •.•.•.•.Cts..'.'.•.'.•.=.·_·.•.=.=_=.=.•.•.•.•.•.•.•.••.••.••.••• :.JY!'tt1. ::;:::::::::::::::::: ::::::::::::::::::::;:::::::::::::::;::;:· SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area G Drainage Area (AG) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (DG) = Velocity of Runoff (VG)= Coefficient of Runoff (CG) = -NOTE: Minimum Tc allowed= 10 min . 4.44 acres 850 ft 1.00 ft/sec 0 .50 2 YEAR FR.EQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coeffici ent (b) = Coefficient (d) = 0.785 76 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e} = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d} = 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e} = 0.745 Coefficient (b) = 98 Coefficie nt (d) = 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0 .73 96 8 RESULT TqG) = 14.2 min. Rainfall Intensity (1:0 = 5.349 i%r ::ii:a::::::::::-·:,: : ::,: ::=:'::=::::,,::?:::::::::, :::::::t:/:::=:=:,.:;~•::#:t!Y. r: Rainfall Intensity (1 5) = 6 .559 in /hr ::r.u.a ::: r:·::::_m·::_::::·:.:_:::::::::::::::::::::::::=::::::r::::-::::::=:::::::'::~··~-:;:~:],] Rainfall Intensity (1 25) = 8 .461 in/hr ::1i::ar::;:;:r:;:::·:::i:::=:::::;:;·:: : :::::: : ::::·:::::::··11~1J.1:: m ::::::::= Rainfall Intensity (1 50 ) = 9.582 in /hr ::a :·a :·:.:::::.::::l.::::::.:,:::::::::.:::1:,:.:::::·:,:::::.:::.:::l:::::::::::,:::::::::rn:::(i1:~•2i]it$J::::r Rainfall Intensity (1 100) 9.998 i%r ::1j1.·:a :::.:,:'::::[=::::=::.:::.:::,:.:,:::::,:::::=:,:::::::::::::·:::,:::'::::':::=:::,:::::::::_a ;.m ,:m :::::::::: SECTION #2-DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area H Drainage Area (AH) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (D~ = Velocity of Runoff (VH) = Coefficient of Runoff (C H) = -NOTE: Minimum Tc allowed = 1 O min . 3.42 acres 750 ft ft 4 .00 fsec 0 .90 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coeffic ient (b) = 80 Coeffic ient (d) = 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coefficient (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coeffic ient (b) = Coefficient (d) = 2882-025 Drainage Evaluat ion.xi s 0 .73 96 8 RESULT Tc(H) = 3 .1 min . Rainfall Intensity (1 5) = 7.693 in /hr •:11.:a :]··1::· :::::::::.:;::·;;::·j::.:;; :;: •• t:•·:·.·:1:a~1n ~:· ]: Rainfall Intensity (1 10) = 8.635 in/hr • ... '."'.•.•.·.·.· .....•... ,_::_~_._:_•_•.=.•········.·················· :::::::ar<::::::r: : · : ••> , Jt::•:::t 2'.6.]i 1\\t: cii • t ~v :-·-:·:·:·:···:·:-·-:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:-:-:-:-:···:-:- Rainfall Intensity (1 25) = 9 .861 in/hr .:.•.a.•·.• .. ··:.··.· .. :...'·.".:':.•·_,_•.•·.•.·;.•:··.•·-··· : ::::··; :::/Jrr ::J':::·::;:::, .. ·.•.•.•.•.: .. :.:.•:• .. ·_i.• .. ·.:· ... ·;.o .. · .. :.·:.• .•. ·.1 ... ··.· .. :i ;:::as.tr -s.• ··:·:·.·:·.··=··: ... ··=···· ·.·.·.·.·.·.·.·.·.·.·.·.·. ·.·. ·.·.· ~~~~~~::r~:~~~~~ :·:·:·=·:-:-:-:·=·=·=· =·=·=·=·=·=··. ·.·.· . Rainfall Intensity (1 50) = 11 .148 in/hr . :.•.b;;;;.·:.·· ... _::_:.·:·;.':.·':.,"•.'.•: .•. •·.=.:.··.:.·:.:· .•. ·.•: .• :.:=_:_::_:_•• . .: . .=_•.r.• .. •.• .. •.• .... • .... • .. •.•.•_.:_.:_: .. :_.:.•_.:.:_.:.t_::.·:.:.•.::.• . .:.•.,'.•.'.•.: .. •.: .. •.:.•.: .. • ....... 1 .. •.:.• ...... _;_.:::::_.:.:_.= .• :.•:.•'.•:.='.•:.='.•:.•'.•'.•'.•'.•'::::::rn1.1 ]1 11 nct.i r> ~ :·:·:·:·:·:·:·:·:·:·:·:·:·:-:-:-:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:-: Rainfall Intensity (1 100) 11 .639 in/hr :·1~w.·:a:-. .. :.:::::.r.?,;_;1:::::::::,:::.:.:r,:.:.:.::::.;.:.:.:·t.:.::•' ?:1~1g :·m:::::::::,: I I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area I Drainage Area (A 1) = 3.64 acres TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (D 1) = Velocity of Runoff (V1) = Coefficient of Runoff (C 1) = 750 ft It . 1.00 fsec 0.50 -NOTE: Minimum Tc allowed = 10 min . 2 YEAR FREQUENCY. RATE 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 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coefficient (b) = Coefficient (d) = 80 8 .5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = Coefficient (d) = 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.745 98 8 .5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xi s RESULT Tq1i = 12 .5 min . Rainfall Intensity (1 2) = 5.697 in/hr :=m:~:·:::r\.·:·::::f·:,:: : :::::= •:,,r:··::::jt;a ~mJir$ZI••:: Rainfall Intensity (1 5) = 6 .964 in/hr . :_n_:_·.·_ •. •.·.·_ .. '~_:,_:,: __ =_:_ •. :_·.:·_.:_·.:_=.:_:.i_:_:_:.•_::._:_:_: .. _:.:_:.:.::.•.•• .. '.:.:_:_:_, ::: ::: t :t=:Jj12Viii' as ?: i ~ .·.·.·.·.·.·.·.·.·.·.·.·.·.·.:·····:··-:-·.·-:.;.:-:·:·:·:·:-:-:-:-·-·. Rainfall Intensity (1 10) = 7.839 in/hr ····.· ............... :;.;:::;.;:;:;:······ ............ ·.·.· ::ljija :::: :,::: ••::.: ,,,,, •M 1~1§§::~m~::•e Rainfall Intensity (1 25) = 8 .963 in /hr '_::_a_.·_.·_,_ •... ,_ •. _,_.:..._.=:_:_.':_.'.=_i_:_*= .. '_,'_.:_,' .. '_,'_··:= :::= ==::::::: :::1:1~4.a&as ::: , ~-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:-:-:-:-:-:-:-:-:-:-:·:·:-:-:-:-:-:-:-:-:-:-:-:·:·:-:-:-:-:-:-:-:-:······· Rainfall Intensity (1 50 ) = 10 .143 in/hr :·:·:·:·:·.·:·:·:·.·.·:·:·.· :::;:::::;::::;::::;:;:·:·:·:· ····:·:;:::::::::;:;::;:::::::::::::::::::.:: ......... ·:·:·:·:·:·.·:·:·:·:·:•: .. ···.·.· ...... .. '.•·_n:_ .. •.·.·.:.·.·.·.·::::'·_·'.'s'_''_' .. • .. •.=.•.-.:.••.··.· .•• .. = .. •.'.•·.''_,:.·.•.•.'.•.•.= :::::::::r ,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,,,,,,,,,,, ':':/:::::1:1 i s11:::cfsttt= ~ ;:::;:;:;:::::::::::::::::::;:;:;:;:: Rainfall Intensity (1 100) 10 .585 in/hr ::1~1-:a]:::-: ::::,,,,;:· • :: ··::•:•::::,=:::=::::••:,:1 1~111m •:: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descri ption : Drainage basin for Area J Drainage Area (A J) = 25 .56 acres TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (D J) = Velocity of Runoff (VJ) = Coefficient of Runoff (CJ) = -NOTE : Minimum Tc allowed = 1 O m in . 1700 ft ft 1.00 lsec 0 .35 2 '.'C:.AR 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) = Coeffic ient (d) = 0.785 76 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = Coefficient (d) = 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) = Coefficien t (b) = Coe ffi c ien t (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficien t (e) = 0.73 Coefficient (b) = Coeffic ient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT TqJ) = 28 .3 min . Rainfall Intensity (1 5) = 4.480 in/hr •.·:·:·:·:·:·.·.·.·:·:·:· :;:;. ::::::;.;::::=:·:=:=:=::::::::;:;:::::::;::::::::=:::::::::::::::::: ·:·:·.·:·:·:·:·:·:·:·:·:·:·:·.·.·:·:·.·:·:·:·:·:·:·:·:·.·.·:·:·.·:·:·.·.·.·,•,•,•,•.•,·,• !9,i :!a :::;::::::::::;:::;: ::: : ::: !!:/ .. ! IQM 22 \Cfi \? Rainfall Intensity (1 10) = 5 .106 in /hr =:~~·a ·····=:.···.n:;. f tt:: •::ur f.•.::·•.:::PR~$~::f:ri:•::::·::: Ra i nfall Intensity (1 50 ) = 6 .674 in;hr :B.'.a =::::-_:::::•i:•:,•,:L:u •=r=::_:.:::::::·:::=:::-r :•• ::11t211 n£ta:n::: Rainfall Intensity (1 100) 6 .970 in/hr ''A ?'''''''''''''•==·=·===:::::::r=nr==•=•=:::•::;:;=:rt''''''=::::::=:=:•:= '.·,•,.:_,:.=_'_,=,•_,•,•_,•,•_,•,.:_,•,.:_,•,•_,=,.:_,•,•_,•,.:_,s·,=,·_=,·_•,:2·,.·_.·,·~·,•.a,.·,.·_·.',~_·.=,·_·,:e=,',.,.-,•,.•_,•,.•_,-,=,·.•.·•_··:_·=.·=.·.•,• .. •.•.•••.••.:r ·~jjjffl :::::::::=::/\::. :•()( -~·:;>. SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area K Drainage Area (AK) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (DK) = Velocity of Runoff (Vt<) = Coefficient of Runoff (CK) = -NOTE: Minimum Tc allowed = 10 min. 2.21 acres 600 ft ft 1.00 lsec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = •Coefficient (d) = 76 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = Coefficient (d) = 80 8.5 . 25 YEAR FREQUENCY. RATE 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) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT TqK) = 10.0 min . Rainfall Intensity (1 5) = 7.693 in /hr ··•···•···················· .·.·.·.·.·.·.·.·.·.·.·.·.·.·,·.·.·,·.·.·.··· ::::::::::::·:·: ..... :·.·:·:·.·.·.·.·:·:·: ................. . : •.,•n,·,·.,: .. ,:.,·.,~.''.'.•.,•,•.,•,·.,',·.,',·.,',•.,',•.,• .... ,., .. ,.,.,.,.,., .. ,.,.· .,.,.,.,.,,, ·.·.· ...... ,,., ......... a···e:I!:""· .. ·=··.·.·.·.·.-.·.· ~ • ??•??>•• •• • • t ?•• • I t .. ~...w.~• ·~~:;.i., ? • Rainfall Intensity (1 10) = 8.635 in /hr .•.•·'.'.·.:M.•.:.'.'.'.''•J .•.•.=.:.:.'.'.•.:.•.•.•.•.•.·.•.•.t?rt' )JJ,::'''''.,,,.,,,, ... ,.,,.,,,.,,,,,,,,,,,,,,,,., ..... •.•.•.•.•.1.·.' ... '.:.l.•.•s.' ... '.·.u.'.'.·.·.:.: ... ·.·.·.:.•.•.•.•.CJi.'.''.' .. ·.s.·'.''.'•·.••.·•.••.••.••.t ~...,. :::::::::::::::::::::::::::::::::;:::;:::::·:·:-:-:-:- Rainfall Intensity (1 25) = 9.861 in/hr ••!I! •• ::t•ij(J;·:•.:::::::• :::::::.; / :•:::.•::•:ji~ll•··m .. ••·•••.t• Rainfall Intensity (1 50) = 11 .148 in/hr ••.·"'.:.·•.·:.::::;:;::::::•''.••·.~ .. :· .. :·. : • . \::::::::/: , ,, ,, :r·····:::·::·'::···:···:•ii:as. c.ts: ,, ~ .·.·.·.·.·.·.·.•.·.·.·:•.·.·.·.·.· Rainfall Intensity (1 100) 11 .639 i%r :•lil]•~•IJ: j.·:•:·:·.r :•:r •:::t:rx ·::.::f•:·1j,~11 :·m:•:•·:•••::••• SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area L Drainage Area (A J = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DJ = Velocity of Runoff (VJ= Coefficient of Runoff (CJ = -NOTE: Minimum T c allowed = 1 O min . 6 .30 acres 1200 ft It 2 .00 fsec 0.50 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = Coefficient (d) = 76 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = Coefficient (d) = 80 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coe ffi cient (e) = Coefficient (b) = Coefficient (d) = 0.754 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. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Ev aluat ion .xis 96 8 RESULT T c (Ll = 10.0 min . Rainfall Intensity (1 2) = 6 .327 in/hr ::~:·5·.:·f:'\·I:.t::.:::.x·" :<}rtr:: •••••·:·:,:::·•a~lllji!: J::: Rainfall Intensity (1 10) = 8.635 in /hr ••l i e:·••:•:•:.:;:::· w · • :::::::: ::::=::;:= :::••:•=:i.r~11~:~§•rnr Rainfall Intensity (1 25) = 9.861 in/hr .·•· .. · ... ·.· .. ·.·.·.·.· ·.·.· .. · .. · ..... ;.·-····. ···:::;.:-:-: .· ... · ..... · ...... · ... · ...... · .. ·.· .... . lrlff 1~: ;~;ff f ~~~;~;i~~; ~\J rt tr~ /r:;~;:;~;;;;;;;;;;:;:;:;::=: ~~~~1.1~~111.;~~~gj~f ~ ~r: Rainfall Intensity (1 50) = 11 .148 in/hr ::.•,~., ... ·,•.:,·' .. '"':.'''.":.=.•.•,=.:',.' .. ,•' .. ',•.• ···· :••••'•>::.::··= ·· ., ... :-:::==::::r·1 : m::as ]i i 1m:crl.t:1:: ~ ::::::::;:;::::::::::::::::::::::::: ~:~:~:~:~:::~:;:~~~t; :-:·:·:·:-:-:.:-:-:-:-:·:·:·:·:·:-:-:-:·:· :-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:· Rainfall Intensity (1 100) 11 .639 in/hr ·'a·: ......... ,,, .............................. · ·· ................................... :::::::;:",.,,,,,, ..... ,.·as· :·;ae:.1 ::~ .. ,.,.,.,.,., .~, 35.:a • : ••m:m::m:r : : :: .,, : : :., :}t t ,,,. ~~~<~~~: e: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area M Drainage Area (AM)= 2.93 acres TIME OF CONCENTRATION CTJ GIVEN RESULT Maximum Travel Distance (OM) = Velocity of Runoff (VM) = Coefficient of Runoff (CM) = -NOTE: Minimum Tc allowed = 10 min. 1100 ft ft 4 .00 /sec 0.90 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 Tc(M)= 4 .6 min . Rainfall Intensity (1 2) = 6 .327 in /hr ::r-1 ::5.:]]··:·:·: .<::::.::· ::::::::::,) ::=:::;:=:: t::·:·:.::;::il:i]~~!}t.ti q:::: Rainfall Intensity (1 5) = 7 .693 in /hr :11..:ffl!fl .:.:-:::r::: =} ··= :::.::::::::::::m:::::::::=::m ao~it.t.::m :::::r Rainfall Intensity (1 10) = 8.635 in/hr -l l~'a [[[_[_[:i.[[!:!lllll=·:·:::=:=--::: •• ' =:=···:·· :;;;;; L :: ::::;l~ti#.]i,f~:::::::::/ Rainfall Intensity (1 25) = 9.861 in/h r • .• •.,a .... = .. · ... z:.• .. '.:=.••.·.·•.· .. · .. · .. = .• •=•••=::: • :ye···=••:=•::=.:=•= : :J::::::a ~m :as :::::J:: ~· .:·:·:·:·:::::·:·:·: :;:;:;:;:;:;::::: ·=·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:··.·.·.·.·.·.·.·.·.·.·.·.·.·.:-:-:·:·:·:·:·:·:·:·:·:· Rainfall Intensity (1 50) = 11 .148 in/hr ::•a::::::::::::··:==::::r:•:::· :::::::::·:;:::t:::::t:::::··:,::·:a *l:l::!t• :::·: Rainfall Intensity (1 100) 11.639 i%r :,sji·e:·:=:.::r :,::::::::::::::rr· ·;:,::==·= :::::::i::::::::::::::i.o~ii.O!:~::m: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descript ion : Dra inage basin for Area P Drainage Area (A p) = TIME OF CONCENTRATION CT 0) GIVEN Maximum Travel Distance (O p) = Velocity of Runoff 0f p) = Coefficient of Runoff (Cp) = -NOTE : Minimum T c allowed = 10 min . 5 .75 acres 1050 ft II 2 .00 ls ec 0 .75 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = 76 Coefficient (d) = 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = 89 Coefficient (d ) = 8 .5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evalu ation.xis RESULT Tc (P ) = 8 .8 min . Rainfall Intensity (1 2) = 6 .327 in /hr ::m::a:::: • < .: :::::::::·:.:::::::.:.:•r: \r = :=:::: • ••••iit~111:];t!:.:••·· •: Rainfall Intensity (1 5) = 7 .693 in /hr ·.:.:r.•.·.·.·.:.•n··.·.·.··.•.'.•.•.•.•.•.•.•.=.•.•.·.•.•.•.•.•.•.•:.•.r===· .•..•.. •.•.••.•• .. •.•• .. •.•.:• .. ·.•·.·.• :•:::•?::::::/ , i 33A&i •ets •= ~ ·:·:·:·:·:·:·:·:.:·:·:·:<·>:·:-:·:·:<·:·:·:·:.;.;.:.:.:-:-:-:-:-·-:-:-:-:.:-:-:-:.:.:-:-:-;.:-:-:-:-:-:-:-·-:-:-:-···-:······ Rainfall Intensity (1 10) = 8 .635 in /hr ll!iij•F, ••::::::]:::::::..:: ••••·••••••·••····= v:::r3~~111 •. :P:t,••·••:••:•:••• Rainfall Intensity (1 25) = 9 .861 i%r ::1~1 •:::.:•.::·:·::••·••r:::: :::::::::.:-.: ·:·•:::::::J1~11=:::m •••••::•••: Rainfall Intensity (1 50) = 11 .148 in/hr .•D.a••·•·•=:•i•:·i•i .. t·:::.: :·::.i i:/@r::::.: :::::•••::::::=::.-.:=:11~11~ !ti •••• .•• Rainfall Intensity (1 100) 11 .639 in /hr ··1~1·1:::·:·:•:.:::::::,:.:=:.==:·:::.:.•:•:==.•::::.==·::::::== .::.:.::.=.•,i9 ~i~'-·•m :•::·• SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area Q Drainage Area (A o) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (Do) = Velocity of Runoff (Va)= Coefficient of Runoff (Ca) = -NOTE: Minimum Tc allowed = 10 min . 1.73 acres 620 ft ft 1.00 f sec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coeffi cient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coefficient (b) = Coefficien t (d) = 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) = Coeffic ient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882 -025 Drainage Evalu at ion .xis 0.73 96 8 RESULT T q a ) = 10 .3 min . Rainfall Intensity (1 2) = 6 .234 i%r : •,•,A,·,·_.,:_.,'_'_'"'•_•_•.:_•,•-= .. =.=,,-,'',-.' .. •_,••,-.'.,'','.•.,••,.'.•,:,•,:_:,._·:,_:•,:_:,:_•,•.•,•.•,•.•,•.•,• .. •,•.•,:_•,•_:,·_:,"=·=:::::,:::::=::,::,.,.::=:=:::::':':•{\:'·':/"_•,•.•,•.:,:_~_.·_.·,.~_•.•=J1,'.'_.·_,_._3_:_'_.·,·.z_:_·_._.,:_.,'.•.•.t_'_:_,_:_fj_·· __ -._S_··_._:·_._:·_ •. •.•.:_._:_ •. _::_ •. _:•_ .. _:_ ••..•• ~ f~{:~=r~=f~{{:f~:f:{::::::::: v. 8 Rainfall Intensity (I s) = 7.586 in /hr ·=n:p:::::::::-:-:-.· .. ;.·-· .·:·-.·.-.·.·.·.-.·:;. :-:·:·:-::;:;:;:::····,:_•,:_:,:_•,:_:_:_• ·:·:·:·:·:·:·:-:-:-.. ;._.,.,, ..... 6 if.'e""'="""""·"·"" '•~••ffltt ::::::::::•:•:':':':':•::::::::::::::::::::\\' ::::::::::::::::::::::::::::, -~ ,:.,:,;.,::~1 :;>.?/'::::: Rainfall Intensity (1 10) = 8.518 in /hr :'.•_=_A: __ · __ :,:·_-,··_ .. ,'_''·.''·.~.''.'.•·,•·.=,'·.•,'.',• .. •,•.',•.•, •==·=:::/ •••••:t//tt::::'• : :': := _::_::.••.•:.1:.-..:_:~_=1_•• ... 29._: __ .. : .... -.••.••.P-.·•.·:_1_._$_•.•-••.••.••-••. •••• ~w ·.·.·.·.·.·.·.· ..... ·.·.·.·.·.·.·.·.·.·. ~;ff~:~:};:::;:;:; Rainfall Intensity (1 2s) = 9.730 in /hr •·•· •.... · •.... · .. ·.··:·:·:·:·:·:·:·:·.·:·:·:·:·:·.·:·;.:-:-:-:-:•;<-:····· •s~a •••••• •••••••• ••'• • •.. :.: 'X:: ::: J1~11t9.m ••t Rainfall Intensity (I sa ) = 11.000 in /hr •'g ·~•i::l l ????.? : ?': :••:.:;;·:!,~~~!!Efs'.\' Rainfall Intensity (1 100) 11 .484 i%r ~~ljl~~er=~~~~~~~i~~;;;1;1~iili!:111~~~i~i~~~~~~~;~;~;;i;i;;:~n;;~;;·=·=~~~~~i(~~~~~~~i~~~~~~~1i1~1i1~j1~~~~~~~~~~ .. -~~~~rr I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Desc ription : Drainage basin for Area R Drainage Area (A R) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (D R) = Veloc ity of Runoff (VR) = Coefficient of Runoff (C R) = -NOTE : Minimum T c allowed = 10 min . 2 .73 acres 840 ft ft 1.00 f sec 0.50 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coeffi c ient (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) = 0.763 Coeffic ien t (b) = Coefficient (d) = 80 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coeffi ci ent (d) = 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffic ient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drain age Evalu ation.xis RESULT T c(R) = 14 .0 min . Rainfall Intensity (1 10) = 7.437 in/hr :1 w··e,·'.::::::::•:.::_:::r··:::·:::: : : .,_:·:·:::.:···::::·:·:·11:g,~~IJ£t~t ,:.;; Rainfall Intensity (1 25) = 8.508 in/hr •ill F: : ::,:·r:\:::rr :: :;;;, .. ,... .••: ::.:•-:11 s~1·1 : st!:: · Rainfall Intensity (1 50) = 9.635 in /hr : :.:,n:_:,'_:,:_:,'_'_'"·.·•.·•"'_•·.·.•,•.•,•.:,·.:,'.',•.:,: •:?::::r•'\ti??'7''''''''''''.,,,,,,,,,,,,,,,,,,_._ •.•..•..•. _.,•.•.·.:.•,•· .• _:.•_:"'·,:_:,1.•,'.·,·.:,1.:,'_.,'_:,l.•,•.2,'_ .. ,_·_:_1..·.·.'_'.1.:.' ... '_:.:.•.:.:.c..'.'.'.:_1.' ... '_s.'_'.'.'.' .. :.::.•.•.: .... •.•.:.:_:.:.:.• ~ =r~:~=::fi:::::: =============::::::::. r~rrrr~ Rainfall Intensity (1 100) 10 .053 i%r ............. :·:·: :·:···:·:·:·:······ :·:·:·:·:·.;.·.·:·:·.· ... -..... :·:··········· .. ·,,:,:~,,.,'.·, .. ·.-.;._·'·_.-oo=.·•· .... =.·•· ... _'',.-,'·,j:,·,.·,·,.·,·,.·,=·,.-,' ·•·•''''''·''' ·:,.,.· :::::=:::::=:::::::::' ,,,,,,, ::::::::::::.•:.•.••.••:.~:.·3· .. ·.·.•:'a·~'."'.·•.•.•:.~.:.•:.•:.t'::::= ~.. t ::::::::::::: :::{{\. ::i :-:-:-!f -.. :~~~:-:·:··· .. :····· SECTION #2-DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area 5 Drainage Area (AR) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (D 5 ) = Velocity of Runoff 0/5 ) = Coefficient of Runoff (C 5 ) = -NOTE: Minimum T c allowed = 10 min . 5 .52 acres 900 ft ft 1 .00 fsec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coeffic ient (b) = Coeffic ient (d) = 76 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.763 80 8 .5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = 96 Coefficient (d) = 8 2882 -025 Drainage Eva luation.xi s RESULT Tc(Sl = 15.0 min. Rainfall Intensity (1 2) = 5.192 in/hr : r,•,n_','_:,•_:,'_'_•,,,•_••_•_:,•_•,•_'.,•_'.,•. ,,,,, ''' ' ''''}''' 'I\••?•J?(/ ::::ttliill _'·_1_=·_='_1 _:_••-.•_t_'=:_1_=-_5_==_==_·:.••-••-••-••.••.••.••-• ~ -:-:·:::::::::::::::::::·:·:···:::;:;:::::::::::::::::::::::;:::;:::::::~:: Rainfall Intensity (1 5) = 6 .376 in /hr :_-'_•n __ · __ -___ .-_-' __ -_'_'."''_-''_·'_,•_i_;_=.-·_,' __ '_,'.'_,'_•_:_'_•'_•'_•'_!_•'.='_•'_;_•'_,.,.,._,,_;_,:_;_,:_,:_,'_i_i_:'_,'_;_,'_:_,'_!_,'_!_i_:'_;_;_;_i_,:_;;_•_••·-;:: ••• r : :::: ::1•7]78\as ?: ~ -·-:-:-:-·-:-:-:-:-:-:-:·:·:·:·:·:·:·:·:·:·:·:-;.:-:-:-:-:-:·:·:·:·:·.· Rainfall Intensity (1 10) = 7 .194 i%r •,-'_,n,:'_.·,·_.=,.-_ .• ,'_',·'•_;, __ ,._~_''_'.•,•·_=,:·_.-,:-_.-,:-_._-_.,_.-,•,_•-,•'_•,:_:_:'_•-_•'_•'_.,_····••wr::· ::::::::'-•• ·• ,--=.:.::•;;;:::m:r· @2010.i.ih~tit? ~w :-:·:·:·:·:·:·:·::::::::::::;:;:;:;:;:::::::·:-: :-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:-:·:·:.:·.·:·.·:-:·.·=··.· Rainfall Intensity (1 25 ) = 8 .234 in/hr •fli,ffi r··•••• •• • :,,_·:.•o::=::::r·::·:::::.:::.:::::·:: ••••t~~~!!1 .:m ••• t Rainfall Intensity (1 100) 9 .732 in/hr ·:•.·.·:·.·.·:-:·:·:<·:·:·.·:·:·:·:·:·:·: ·:·:·::::::::::::.::::::::::::::::::::::::::::::::::::::::: .·:· .·:· ..... :·: ...............•.............. ••Ril:aJ:: ii · :; •:, ,,,,,, ····•• : ::~~~~~::!JS ::::: I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area U Drainage Area (A u) = TIME OF CONCENTRATION CT 0) GIVEN Maximum Travel Distance (Du) = Velocity of Runoff (Vu) = Coefficient of Runoff (Cu) = **NOTE : Minimum Tc allowed = 1 O min . 1.71 acres 900 ft It 4 .00 lsec 0.90 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = Coefficient (d) = 80 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coeffic ient (d) = 8 2882-025 Drainage Evaluation .xis RESULT Tq ui = 3.8 min . Rainfall Intensity (1 2) = 6 .327 in/hr ·:························· ......... ·.·.·.·.·.···:········· .................... ··: .......... ·.·.·.·.·. ==n './a • =•=======•=====·=·'''· , .. ,., .. ,.,.,.,.,.,.,.,.,., ....................... •:::::::::::::::::\• .. a .=.••a. ·;f=.• ·., •. ·.:=.••• .. "ri=«. ~ ...... ,.. •.••.••.•.•.•.•.•.• ··~\:,:,: ::::::::::•:•:::::::::;:::::::'//()\.::;::::::::::;::::::::: :;#. •:!'!: ... ~!~ ......... Rainfall Intensity (1 5) = 7.693 in /hr :li:a:·::::: :::.+ ...... ... : :i1:::1 ~~.~i1:·m :::::: Rainfall Intensity (1 10) = 8.635 in /hr :@ij#, jf ii ::::::·:·] . :::: .:::::·::.::...::.::1:~~1,1;:~t~J[ l Rainfall Intensity (1 25 ) = 9.861 in /hr :·Pil :a••:·•::::::: ::::::::::::::::=::::::: r:m:r .:::•• ,:.:11~'=1 :m::::::: Rainfall Intensity (1 50) = 11 .148 in /hr R :a:::::::.:.f::.•:: ',f'i[f,::·:::··. :.:::::::::::::. .• = ::: :·:1•z~iii!:~t~11: I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descript ion : Drainage basin for Area T Drainage Area (AT) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (OT) = Velocity of Runoff (VT) = Coefficient of Runoff (CT) = -NOTE: Minimum T c allowed= 10 min. 0 .78 acres 400 ft It 4.00 /sec 0.90 ~YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coeffi cient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = Coefficient (d) = 76 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Coefficient (b) = Coefficient (d) = 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. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coefficient (b) = Coeffi cient (d) = 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT Tcm = 1 .7 min . Rainfall Intensity (Ii) = 6 .327 in/hr :m •1 •.:.r·:=]•:•:,:::·:r.: .•• :i:.::::: == :::::::::=··::r·::: :::.•.11~~1·=:m:~t :: Rainfall Intensity (1 5) = 7 .693 in/hr :•.=",=,=.·,•.•,=.·,=.'~.•=.•.•.,•,•.,•.= .. =:==.=·,=.,··:=:::::.:::::.••.••.••.: =· .... ,.,.,,,.,.,.,,,. ... · ........ :··.-=:=:::•·:: .. ••.••.•.•.•.•.••.•.•.•.•.•.s· ..::..==·=.•iiiii=.• .. 1===·.•.•.•.•.•.~.=:.::.:.•.•.:.J ~ :::::::::::::::::::::;:;:;::.;.~=::tt~~~~~t:::~··=::;:;:;::.::;:;:;:;:;:~:~:~:~:~:;.;.·-·.·.·.·. ~0 ~·.,, Rainfall Intensity (1 10) = 8 .635 in /hr :!~i ffl :=::·•.: :,•::::·-:::•_::::::.:. • •? '-./: -:_::::;,;; '";;;::;:,:;:::~~il •#.f~C J: Rainfall Intensity (1 25) = 9 .861 in/hr . ·:·:·:·:·:·:-:·:·:·:·:·:·:·:·:·:·:·:·:::::;:;:::::;:::;::;:=:::=:;:;:;:;:;: ·••••<••••t?.:.:.:.·\::.•• ...... •:.:· .•.•.•. • .. :,• .. :•1=.·.·.·,=.·,··~·,•·.•,il!i.·,=.·.·,=~=·=·=,:.··11··,.·.·.,·.=·=·.=·:~,'.',•.',•.=,·.·,•.','.'.','.:•,:,•.,•,•,:,:·, •. ,•.•.•.·.·.•.=.•:,:•.· ]Ii}~!:: ,.,.,.,.,.,.,::::::::::::::::.:.:.: :•:•:=:•\·====================== -~·:;,. Rainfall Intensity (1 50) = 11 .148 in/hr ................................... ·.:·:·:·:··:·:·:·:·:·.-:·:·:·:·:·:·:·:·:·:·:·:·:·:·.·:·.·:·:·:·. ·.·:· ·.·.= .... ,·.':.' .. =·'.,·' .. ,·'.,·' .. ,.='=··,·.•,·,=.~.·.=.·.··.· .• =.=.'.".'.·.=.·.=.·.·.·.·.·.=...=.=·=:=···..,¥4>: :,·.:,n .. ,.·.:.·,.·.·s:=.==.=••i.=•.•.•.:.• ... • ... ··.,···•.· ,,,)\):\::::::••::/::::'•'' ·================= .. =i =: u :f.:==• "'''"" ~ ·.·.·.·.·.-.:::::::;:;:;:;:;:;:::;:;:;:;:;:::; Rainfall Intensity (1 100) 11 .639 in/hr :=1~1.:i:.::::•::,::•:::1•::.:.it•·•.:]:.:.: .=::::::·:.:::.:.:::.:::•r:·;:::::·••·::••::1~111:.:·m.:·::::::::::• SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area V Drainage Area (A v)= TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (D v) = Veloc ity of Runoff (Vv) = Coefficient of Runoff (Cv) = -NOTE: Minimum Tc allowed= 10 min . 1 .52 acres 250 ft ft 1 .00 f sec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = Coefficient (d ) = 76 8 .5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coeffi cient (d) = 0 .763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8 .5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coefficient (b) = Coefficient (d) = 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evalu ation.xis 96 8 RESULT T C(V) = 4 .2 min. Rainfall Intensity (1 2) = 6 .327 in/hr ::m ,_a ·::;,:r::'=:::'''':,:::·:::::,:·''::::·:-:•••··•••••m••:,'_ •:::,•:•:•i::::•:•:i~m:•:•cf.id:•':::• Rainfall Intensity (I s)= 7 .693 in /hr . :_._A:_ •... _ •. : .. _'_ •. " .. '.'·.: .. ·.•.•.• ...•.•..•.•.. :.,·.=.•·.=.•·.· ::=:: ::· > <? ::: : t _:_:.:_:.•.•.•.:.:_:_•'_ .. :_:.•.:.•.:· t •s~iR • Et$<•:: ~ .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·-:-:-:·:-:-:·:·.•.·: -:-:-:-:-·-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:·:·:···:-:-:-:-:·:··· Rainfall Intensity (1 2s) = 9 .86 1 in/hr -.• m .. •.•-·•·_.a _,••#:_ .•.. r :••, ::::: ::, ,,,,, = •<•,=7~ss7asttt ~.. ·:·:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:-:-:-:-:-:-:-:·:·: -:-:-:-:-:-:-:-:-:·:·:·:·,·:·.·:·.·.· ·:···:-:-:-:-:-:-:-:-.-·-.·:·.·:·.·:· Rainfall Intensity (I sa ) = 11 .148 in /hr .:a =a ':.:.:::·:·:-:_:.:::.:.:::,:,:.:.:::::,::>':j .:::::.:::::::::,_: :,:·•'::,:•••··1~11·:~1!:: ,;:: Rainfall Intensity (1 100) 11 .639 in /hr '.•'.=a_.·.·_ .•. _ .. _·'_ •. '_i _t..r_,'.i_:·.•_.·.:.'_.'_.'_.:::::(·=:::::::=::::.:,,,,,,,,,,,,,.,.,. ..• ,,,,,,,,,,,,,:):::,,::':'•::=::::•'•·=· .'•.·.•.•.•.:,.=_•·.:.·.•.1.·_·.,_·.·-~-·-·.s..·_,_·.·_:.1_:.·_·.•.s.'_·_._·.·_:.•.:.• .. as.'.'.'.·.•.'.·_··.·.·· .. _ •. '_ .. •.•-'.•.•.•.•.' .,.,. >f :¥.¥. ~:~:~:::::: :::::;:::; :;: ;:;:;:::;:;:-: .;. : . :-·.·.·.· ... SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area W Drainage Area (Aw) = 2 .94 acres TIME OF CONCENTRATION CTJ GIVEN RESULT Maximum Travel Distance (Dw) = Velocity of Runoff 0/w) = Coefficient of Runoff (Cw) = -NOTE: Minimum Tc allowed = 1 O min. 880 ft ft 2.00 fsec 0.75 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = 76 Coefficient (d) = 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .763 80 8.5 25 YEAR FREQUENCY. RATE 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. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evalu ation.xi s 96 8 T CfY'/) = 7.3 min . Rainfall Intensity (1 2) = 6.327 i%r :•m •·a ••=•·•·•••••=:·:·r·,-:-:=:::·:.1.•.:,•''.:.•::::: •• •• ::::c]:• •••••••'=•!8g1: :P:1!:•] • Rainfall Intensity (1 5) = 7 .693 in/hr ::li•:a ·:•.•••••• ···:::_:It:::::::· :· • :::r::::• ::::: 1}iHD.4 ••as • ::• Rainfall Intensity (1 10) = 8.635 in/hr •:gj~•a:••::::mr :: ::, ,· ; ;;: ;.:: : •:••:1,~11 ::it~< ::: Rainfall Intensity (1 25) = 9.861 in/hr '.•'.m .. = .. · ... :· . .-.··.=_.:.._.::_.•=_.::_.=.==_:=_.=_J: .. '.=' .. '.=' .. '.='.•'.:'.•'.i.i_i_:'.:'.•'.:'.='.:'.•'.:'..•'.:'.•'.:'.•'.:'.•'.:'.:'.:'.•'.:'.•'.:'.i_:'.::_i .. •.:'_:._:.•·.i.•'.:'.•'.:'.•'.: < \'? ::::· \H ~926\Cf:S ==== ~9. :·:·:·:·:·:·:·:·:·:·:·:·.;:::;.;:;:;:;:::::·.·, :-·-:·:-:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:····· Rainfall Intensity (1 50 ) = 11 .148 in/hr .. •.:n:_·.'.•_:·_ .. ·_=:::c=::_•:.=.=.:.•·.: .. =.·.:·.·•-•·.•.•.•.•.• < ::.r ::: · · :t•t•:J21 ut.B •t.tsr <• ~ ::::::::::::::;:;::::::::::::::::::: ~~~~~~~~~~~~~f~~~ :-:·:·:·:·:·:·.·.·.·.·.·.·.· :·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:.:-:-:·:·:·:·:·:···=· Rainfall Intensity (1 100) 11.639 in/hr ··1~w •ffi••••t•• :::••:: .. :.:,:_:·::::=:·::=:•.:.::•·==••••:•::.r 11~17:1•••Pm tt: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area X Drainage Area (Ax) = TIME OF CONCENTRATION CT c) GIVEN Maximum Travel D istance (O x) = Velocity of Runoff (Vx) = Coefficient of Runoff (C x) = **NOTE : Minimum T c allowed = 1 O min . 1.02 acres 800 ft 4.00 ft/sec 0 .90 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = 76 Coeffic ient (d) = 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coeffic ient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coe ffi c ient (b) = Coeffic ient (d) = 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffi c ient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coeffi cient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT T C(X) = 3 .3 min . Rainfall Intensity (I s) = 7 .693 in /hr . •.• n·············· .•. '.>'.•.•.:.•.~.•.•.•.····· ::: r: =:••••••')(:tr.··· ••J jfafi1 :i$.Jf ~ ·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:-:-:=:-:·:-: Rainfall Intensity (1 10) = 8 .635 in /hr .:•.•.n.:.•·.·.·.• ... =.••.:=.'•'.l .••.•.•.·.= ... =.•.·.•.•. •• • • • :.. . •• tt •• •t r9H c.ti k• t ~w -:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:-:-:-:-:-:-:-:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·.·:·.·.·.·.·,·,·:·.·,·.·.·,·:-:-:·.·:·.·. Rainfall Intensity (1 2s) = 9 .861 in/hr ·.: .•. b ....•.•.•..•. ~.-".-".-".·'.' . .=.•'.i= .. '.,'.· .• = .. · /\ ,. :::::::::t :rr •:: .. •.'•.••.•.•.•.•.•.:.•.•.•.•.•.•.••.•.•.s.· .. · .. ·.=.··.~.·· .. 1 ... ·.· •. 1:1 :~ •t 'i'.9. :-:-:-:-;.:-:-;.:-:-:-:-:.;-:-:·:·:-;.;.;.·.·.·.·.· Rainfall Intensity (I sa ) = 11 .148 in/hr •••a•:j•::J••••••· ••• :•:::: :J •:,:::•·i••1Pf:~~~J;r~]>· Rainfall Intensity (1 100) 11 .639 i%r :•liW#l ::::tit:::::•:•[i:ff !••••.:.:·:.::::,;:;::=•::.: •• ::.: 1ii •i •i•'P~il!·•~tt : I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area Y Drainage Area (A y) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (D y) = Velocity of Runoff (Vy) = Coefficient of Runoff (C y) = **NOTE : Minimum Tc allowed = 10 min . 2 .54 acres 1050 ft ft 2.00 ls ec 0 .75 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY . RATE 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 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY . RATE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coefficient (b) = Coefficient (d) = 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Eval u ation.xis 96 8 RESULT Tc M = 8 .8 min . Rainfall Intensity (1 2) = 6 .327 in /hr ::r1:5::::•1=:= .i t)=··_,::.:.:r=::.:::.:=:.:,::::::ai~111:·1P:1•21t Rainfall Intensity (1 5) = 7 .693 in /hr :@i -:a . :i::=:::: '.: !?!•1:} !: : =::J 11 ~7l7:¢fi.?• ' Rainfall Intensity (1 10) = 8 .635 in /hr :r1~e-:· r=r ::::: :J:: ::: •r::: mi glfiHmt : Rainfall Intensity (1 25 ) = 9.861 in /hr .•,•.a,·.,•.·,:_,·=....==.==·.·=·.·.=,•·.•.=.····=···=···= : :::::\}'}:;:::: ::)' :····r::: •: • :::1illi943: as ) ~.. ::~:~:~:~:~:~:~:~:~:~=~=~=~=~=~=~=~=~=~:~=~=~=~=~=~=~=~=~=~:~:~;; ::::::::: ·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·'.·:·:·:·:·:·:·:·:·:·: Rainfall Intensity (1 50) = 11 .148 in /hr .·.·.·.· .. ·.· ........... ·.············:·:·.·:·:-.·:·:·:·: .-... ·:::··.... ..... . ... . :'.:,n:_.,·_.,:_.,·.·_=,=.=s=.==.==.•.•,•.=,•.•,•.•,• =·=·=·=·=·=·=·=·=·=·=···===········ ·=·····=··· .. =·=·================ :::::m:.•:.:.::.•:.2.·.·.1.·.·:.1.:1.•.·.1.·.:.•a .·•.••.••.c.=·_:fi ... i .':.•. t? ~ ~~=~=~=~=~=~=~~~=~~~~~~~~~~~=~:~\~;=~~=~ :=·::::::: .:.:. : ... ·.·.·. ·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· ... · .·.· ....... ·.·.·.·.·.·.· ·.·.•. ·. ·.·.•.· Rainfall Intensity (1 100) 11 .639 in/hr .•.a.=_· .. ·_J _L _'.'.=.:.:.=.=:.••.•.••.':_::_::.•:.••.•'.••.•:.•:rnr ==:r:::=::>=t===_,=_=_=_::_:=_,==_,:=.====:::t:ii]B.7 •!.d$•. )t :~w. :·:·:·:·:=:.:·:=::;.::;:;:; I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area Z Drainage Area (Az) = TIME OF CONCENTRATION CT 0) GIVEN Maximum Travel Distance (Dz) = Velocity of Runoff (Vz) = Coefficient of Runoff (Cz) = **NOTE : Minimum Tc allowed = 10 min. 0 .60 acres 400 ft ft 4 .00 f sec 0.90 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE {Q) Coefficient (e) = 0 .785 Coefficient (b) = Coefficient (d) = 76 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coeffic ient (d) = 0 .763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q} Coefficient (e) = 0 .754 Coeffic ient (b) = 89 Coefficient (d) = 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffic ient (e) = 0 .745 Coefficient (b) = 98 Coeffic ient (d) = 8 .5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis .96 8 RESULT Tcczi = 1.7 min . Rainfall Intensity (1 2) = , 6 .327 i%r ::m :.fi:::':1=::::==:=::::1::::1••·:·r=·:: J:<::,:L ''::':<::.:•.1~1n:atsJ::m Rainfall Intensity (1 5) = 7 .693 in/hr :m:a ::. =::·r: \:::::::: :; ,:: :: :: j:::,:::::t:]:~~~!~::as.n:n: Rainfall Intensity (1 10) = 8 .635 in/hr .•.•,n,=,·,:_=,:_=,=_=,=•.==_='_i_'_:,•,=,=,.=,=,.=,=,:, .................... ',·'.·',·' .. =,.::::::: >> :::, :•J i]no a:ts : = ~v ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~{~~~~ ::::·:·:::·:::::::::::::::::::. :·:·:·:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:-:- Rainfall Intensity (1 25 ) = 9 .861 in/hr :11::::;•1:•::•::=:::1:1:=::::•::••::.::::: ::::t:: =: : : :: : •• ·s ~a• as : :: Rainfall Intensity (1 50) = 11 .148 in /hr •m :e ·•·;r=:::::::=::::.::::=::?:'::t:::•.=:::;:,;,: :••:•:::::r•:::::::::::1im •:P:t.~:r:-: Rainfall Intensity (1 100) 11 .639 i%r ·.·.·,·,·,·,·.·.·,·.·.·.·.·.·.·.·.·.·.·······································'·•'•'•'•'•'•'•'•'•'• ·.·.•,•,·,•,·,·.·.·.·.·.·.·.·,·.·.·.·.·.·.·.· .. · .. ·.·.·.·.· .... · .... Riim tilI!Il: :::: :::= t:::: ::::::···::1~2&•:~:_,;::; SECTION#J CURB & GUTTER FLOW CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Section Data SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel c :\projects\000\2882-south hampton\2882r1 ra.fm2 l.D. #1 (AREA 8)(10 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.013 1.0000 % Water Surface Elevation Discharge 294 .81 ft 8.685 cfs I I I I I I I I I I 296. ~ 295.8 '-' 295 .6 ---,---------r--------,---------r--------,---------r--------,---------r --------,---------, c 295.4 .Q 295.2 iii 295.0 ~ 294 .8 ---------~--------~---------~--------~---------~--------·---------~--------·---------! I I I I I I I I I -----r--------,---------r--------,.---------r--------,.---------r--------,.--------- --------~-------~--------•---------~--------·---------L--------•---------L--------~--1 I I I I I ------,.---------r--------------r--------,.--------------,. ---------, --L --------~ ---------1 iii 294.6 -- - --- - -,. - - - - - ----r -I I I --,---------,. ---------, 294 .4'--~~~~..L.-~~~~-'-~~~~-'-~~~~-'-~~~~_,_~~~~-'-~~~~-'-~~~~-'-~~~~-'-~~~~-' 0 .0 5 .0 10.0 Notes : ' Collects Runoff from Drainage Basisn : B Dis charges into Drainage Basin: C Discharges into Structure Type : Open Chann el 15.0 20 .0 25 .0 Station (ft) Municipal Development Group 30 .0 35.0 02119/98 08:37:09AM Haestad M ethods, Inc . 37 Broo kside R oad W aterbury, CT 06708 (203) 755-1666 40.0 45.0 50 .0 FlowMaster v5 .07 Page 1 of 1 SECTION #3 -CURB & GUTIER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 ra.fm2 l.D . #1 (AREA 8)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 294 .50 ft to 296 .00 ft. Station (ft) Elevation (ft) 0.00 296 .00 11 .00 295 .00 11 .50 295 .00 11 .50 294 .50 25 .00 295 .00 38.50 294 .50 38 .50 295 .00 39 .00 295 .00 50 .00 295.25 Discharge 8.685 cfs Results Wtd. Mannings Coefficient 0 .013 Water Surface Elevation 294 .81 Flow Area 2.67 Wetted Perimeter 17 .63 Top Width 16 .99 Height 0.31 Critical Depth 294 .86 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004563 ft/ft Velocity 3.25 ft/s Velocity Head 0.16 ft Specific Energy 294.98 ft Froude Number 1.44 Flow is supercritical. Flow is divided . Municipal Development Group End Station 50 .00 02/19/98 08 :37:33AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1of1 - Project Description Project File Worksheet Flow Element Method Solve For Section Data SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel c:\projects\000\2882-south hampton\2882r1 ra.fm2 l.D. #1 (AREA 8)(100 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.013 1.0000 % 294 .85 ft 11 .707 cfs Water Surface Elevation Discharge I I I I I I I I I I 296. £ 295.8 .......,295 .6 ---,---------r--------,---------r--------,---------r--------,---------r--------,---------, c 295.4 .Q 295.2 iii 295.0 QJ> 294.8 ---------~--------~---------~--------~---------~--------~---------~--------~---------· I I I I I I I I I -----r--------,---------r--------,---------r--------,---------r--------,--------- --------~-------~--------~---------~--------~---------~--------~---------~--------~--! I I I I I I ------'T---------r-------------r--------,--------------, ---------, --L - - - - - - - -.1 - - - - - - - -_I I I W 294.6 --------'T---------r-I I I --,-- - - -- - - -"T -- -- - - - --, ---------r--------'T---------r-------- 294 .4~~~~~~~~~~~~~~~......_~~~~--'--~~~~--'--~~~~~~~~~~~~~~~~~~~~~~~~~ 0 .0 5 .0 10.0 Notes: Collects Runoff from Drainage Basisn : 8 Discharges into Drainage Basin : C Discharges into Structure Type : Open Channel 15.0 20.0 25.0 Station (ft) Munic ipal D eve lopment Group 30 .0 35 .0 02/19/98 08:37 :57 AM Haestad M ethods, Inc . 37 Broo k s ide Road W aterbu ry, CT 06708 (203) 755-1666 40 .0 45 .0 50.0 FlowMaster v5.07 Page 1 of 1 I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 ra . fm2 l.D. #1 (AREA 8)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 294 .50 ft to 296.00 ft. Station (ft) Elevation (ft) 0.00 296 .00 11 .00 295 .00 11 .50 295 .00 11 .50 294 .50 25 .00 295 .00 38 .50 294 .50 38 .50 295.00 39 .00 295 .00 50 .00 295 .25 Discharge 11 .707 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 294 .85 Flow Area 3.34 Wetted Perimeter 19 .72 Top Width 19 .00 Height 0.35 Critical Depth 294 .91 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004385 ft/ft Velocity 3.50 ft/s Velocity Head 0.19 ft Specific Energy 295.04 ft Froude Number 1.47 Flow is supercritical. Flow is divided. Municipal Development Group End Station 50.00 02119/98 08:38:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Work.sheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #2 (AREA E) (10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0 .000000 H : V 27 .000000 H : V 10.970 cfs 0 .45 ft 2 .68 ft2 12 .48 ft 12.02 ft 0.53 ft 0.004033 ft/ft 4.10 ft/s 0 .26 ft 0 .71 ft 1.53 Collects Runoff from Drainage Basin: E Discharges into Drainage Basin: G Discharges into Structure Type: Culvert Runoff on Southwest Side of Sconset Cove Municipal Development Group 06/09/98 02:50:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Work.sheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #2 (AREA E) (100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H: V 27 .000000 H : V 14 .788 cfs 0 .50 ft 3.35 ft2 13.96 ft 13 .45 ft 0.60 ft 0 .003875 ft/ft 4.41 ft/s 0.30 ft 0.80 ft 1.56 Collects Runoff from Drainage Basin: E Discharges into Drainage Basin : G Discharges into Structure Type: Culvert Runoff on Southwest Side of Sconset Cove Municipal Development Group 06/09/98 02:51 :25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #3 (AREA E)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 0.5000 % 0 .000000 H : V 38 .000000 H : V 10 .970 cfs 0.44 ft 3 .76 ft2 17 .36 ft 16 .91 ft 0.46 ft 0 .004161 ft/ft 2.92 ft/s 0 .13 ft 0 .58 ft 1.09 Collects Runoff from Drainage Basin : E Discharges into Drainage Basin: G Discharges into Structure Type : Culvert Runoff on Southwest Side of Wayfarer Lane Note: 12' Clear Lane Provided -Assumed majority of runoff to be carried on Southeast Side of Wayfarer Lane . 07/01/98 08:26:49AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Work.sheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #3 (AREA E)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.5000 % 0.000000 H : V 38 .000000 H : V 14 .788 cfs 0.50 ft 4.71 ft2 19.42 ft 18.91 ft 0.52 ft 0.003999 ft/ft 3.14 ft/s 0.15 ft 0 .65 ft 1.11 Collects Runoff from Drainage Basin: E Discharges into Drainage Basin : G Discharges into Structure Type: Culvert Runoff on Southwest Side of Wayfaer Lane. 07101/98 08:27:20AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity VelocitY Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTIER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #4 (AREA F)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 1.0000 % 0.000000 H: V 27 .000000 H : V 13 .634 cfs 0 .48 ft 3 .15 ft2 13 .54 ft 13 .05 ft 0.58 ft 0 .003918 ft/ft 4.33 ft/s 0.29 ft 0.77 ft 1.55 Collects Runoff from Drainage Basin : F Discharges into Dra inage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on Northeast Side of Sconset Cove. Municipal Development Group 06/09/98 03 :00:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMa ster v5 .07 Pa ge 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #4 (AREA F)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 18.379 cfs 0 .54 ft 3.94 ft2 15 .14 ft 14 .59 ft 0.65 ft 0.003765 ft/ft 4.66 ft/s 0.34 ft 0.88 ft 1.58 Collects Runoff from Drainage Basin: F Discharges into Drainage Basin : TxDOT R.O .W. Discharges into Structure Type : Culvert Runoff on Northeast Side of Sconset Cove . Note : There will be a minimum 3" cut from the TIC to to daylight. Therefore , overflow of the 100-yr flood will be maintained with in the R.O.W and shall be shown on the construction documents for South Hampton , Phase Seven . 06/09/98 03 :0 1 :39 PM Munic ipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Pa ge 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharae Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is sueercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #5 (AREA F)(10 YR) Triangular Channel Manning's Formula Channel Deeth 0.013 0.8000 % 0 .000000 H : V 38.000000 H : V 13 .634 cfs 0 .44 ft 3.71 ft2 17 .25 ft 16 .80 ft 0.50 ft 0.004043 ft/ft 3.67 ft/s 0.21 ft 0.65 ft 1.38 Collects Runoff from Drainage Basin : F Discharges into Drainage Basin: TxDOT R.O .W. Discharges into Structure Type: Culvert Note : 12" Clear Lane Provided -Assumed majority of runoff to be carried on Southeast Side of Wayfarer Lane . 06/09/98 03 :10 :14 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Veloc ity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Work.sheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #5 (AREA F)(100 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 0 .8000 % 0.000000 H : V 38 .000000 H : V 18 .379 cfs 0.49 ft 4 .64 ft2 19 .29 ft 18 .79 ft 0.57 ft 0.003885 ft/ft 3.96 ft/s 0.24 ft 0.74 ft 1.40 Collects Runoff from Drainage Basin: F Discharges into Drainage Basin : TxDOT R.O .W. Discharges into Structure Type : Culvert Note : Assumed majority of runoff to be carried on Southeast Side of Wayfarer Lane . 0610919 8 03:12:25 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Pa ge 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 ra.fm2 1.D . #5 (AREA F)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.8000 % 0.000000 H : V 38.000000 H : V 18.379 cfs 0.49 ft 4 .64 ft2 19 .29 ft 18 .79 ft 0.57 ft 0.003885 ft/ft 3.96 ft/s 0.24 ft 0.74 ft 1.40 Collects Runoff from Drainage Basin: F Discharges into Drainage Basin: TxDOT R .O .W . Discharges into Structure Type : Culvert 02/19/98 09:51 :12 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 - 06/11 /98 Project Description -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . tl6 (AREA H)(10 YR) Irregular Channel Manning 's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.6000 % 295.63 ft 26 .814 cfs e 295.9 1 ---- ----:-- - - - - --:-- - - - - -~ - - - -- --~ -- -- -- -1 -------+ -------r-- -- - - - -r------- -r ------- '"""295.8 ~--~'·~·------~-------~-------.. -------.!-------~-------~-------~-------~ c 29s . 7 ---+ -------r-------r ------ .Q 295.6 --- - --_,_ -- -- -- _,_ 1----P--.-..---t----~ ... _ ... _~_ ----.. ------- iU 295.5 -- - -- --:-- - --- --:--- - - -~ ---- - --{ - - --- - -+ ----- ~ 295.4 - -- - - --:-- - - - - --:-- - -~ - - - -- - -~ -- -- -- -~ - - - ----~ -- - - ---~ - -- - ijj 295 .3 -------,--------,----.-------,-------,-------,-------r -------r -------r- -L --- - - - -~ - - - - - --1 I I I --r-------r-------, 295 .2'--~~~-'-~~~-'-~~~--'-~~~--'~~~~'--~~~-'-~~~-'-~~~-'-~~~--''--~~~"'--~~~-'-~~~-' 0 .0 5 .0 10.0 Notes: Collects Runoff from Drainage Basin : H Discharges into Drainage Basin : I 15.0 Discharges into Structure Type : Open Chann el 20 .0 25 .0 30 .0 Station (ft) M unic ipal Development Grou p 35 .0 40 .0 45 .0 50 .0 55 .0 60 .0 11 :23:43 AM Ha••stad M ethods , Inc . 3 7 Brookside R oad W at e r b ury, CT 06708 (203) 755-1666 FlowMaster v5 .0 7 Page 1 of 1 I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . "#6 (AREA H)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.6000 % Elevation range: 295 .25 ft to 296 .00 ft. Station (ft) Elevation (ft) 0 .00 296 .00 10.50 295.75 11 .00 295.75 11 .00 295.25 30 .00 295 .75 49 .00 295.25 49 .50 295 .75 60.00 296.00 Discharge 26 .814 cfs Results Wtd. M·annings Coefficient 0.013 Water Surface Elevation 295 .63 Flow Area 5.65 Wetted Perimeter 30 .05 Top Width 29.50 Height 0.38 Critical Depth 295.75 ft ft2 ft ft ft ft Start Station 0.00 10 .50 Critical Slope 0.004017 ft/ft Velocity 4.75 ft/s Velocity Head 0.35 ft Specific Energy 295 .98 ft Froude Number 1.91 Flow is supercritical. Flow is divided . Municipal Development Group End Station 10 .50 60.00 06/11 /98 11 :24:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . tl6 (AREA H)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.6000 % 295.68 ft 36.145 cfs £295.9 '-" 295.8 c 295.7 I I I I I I I I I I -------~-------~-------,-------,-------,-------y-------y-------r-------r------- -~--~·~------~-------4 -------~-------4-------~-------~-------~-------L. .Q 295.6 - - - - - --:-- - - - - --:-a; 295.5 - - - ----,--- --- --,- Q)> 295.4 - - -- --_,_ - - -- --_,_ I I w 295.3 -------,--------,-- ---~-------~-------~-------i-------L-----L. --- ----L ----- --1 1 I I I I I I I -1-------,-------,-------;-------y-------T-------r---r-------r -------, 295 .2'--~~~-'--~~~-'-~~~~~~~--'~~~~...._~~~-'-~~~-'--~~~_._~~~---''--~~~...__~~~-'-~~~-' 0 .0 5 .0 10.0 Notes: Collects Runoff from Drainage Basin : H Discharges into Drainage Basin : I 15.0 Discharges into Structure Type : Open Chann d 20.0 25 .0 30.0 Station (ft) Municipal Deve lopment Group 35 .0 40 .0 06/11/98 11 :24:42 AM Haestad M ethods , Inc. 3 7 Brook s ide Road W ate r bury, C T 06708 (203) 75 5 -1666 45 .0 50.0 55.0 60.0 FlowMaster v5.07 Page 1 of 1 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #6 (AREA H)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.6000 % Elevation range: 295 .25 ft to 296.00 ft. Station (ft) Elevation (ft) 0.00 296 .00 10 .50 295.75 11 .00 11 .00 30 .00 49 .00 49 .50 60 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 295 .75 295.25 295 .75 295.25 295 .75 296 .00 36 .145 cfs 0.013 295 .68 7.07 33.61 32 .99 0.43 295 .81 ft ft2 ft ft ft ft Start Station 0.00 10 .50 Critical Slope 0.004619 ft/ft Velocity 5.11 ft/s Velocity Head 0.41 ft Specific Energy 296.08 ft Froude Number 1.95 Flow is supercritical. Flow is divided. Municipal Development Group End Station 10.50 60 .00 06/11 /98 11 :24 :59AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0 .030 0.013 FlowMaster v5 .07 Page 1of1 Project Description -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #7 (AREA M)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.4000 % 275 .62 ft 22 .982 cfs ¢? 275.9 '-' 275.8 c: 275 .7 I I I I I I I I I I -------~-------~-------,--------------.-------.-------1-------,-------,-------,------- ~-------~-------4--------------~-------~-------~-------~-------~-------I I I I -------~------~------~-------,------- .Q 275.6 -- --- --1--- - - - --·-~ 275.5 -- - - - --:--- - --- -:- -,-------.-------~--~ .................. ~~~ ....... ~-....... ~-1 -L. - - -----L-- - - ---_, I I I -r -------r -------, -L - - - ----L --- -- --1 I I I --r-------r -------, Q)> 275.4 - - - ---_,_ -- -- --_,_ I I iii 275.3 - - - - - --,---- ----,--I I I I I -1-------,-------,-------~-------r-------r -------r- 275 .2~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 0 .0 5 .0 10.0 15.0 Notes : Collects Runoff from Drainage Basin : M Discharges into Drainage Basin : TxDOT R.O .W . Discharge into Structure Type : Open Channel 20.0 25 .0 30 .0 Station (ft) Munic ipal Development Group 3 5 .0 40.0 06/1 1/98 11 :26:3 2 AM Haes tad M ethods, Inc 3 7 B rookside Road W ate rbury, CT 06708 (203) 7 55-1666 45 .0 50 .0 55 .0 60.0 FlowMaster v5 .0 7 Page 1 o f 1 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 re . fm2 l.D. #7 (AREA M)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.4000 % Elevation range: 275.25 ft to 276 .00 ft. Station (ft) Elevation (ft) 0.00 276 .00 10.50 11 .00 11 .00 30 .00 49 .00 49 .00 49 .50 60.00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 275.75 275 .75 275 .25 275 .75 275 .25 275.75 275.75 275.80 22 .982 cfs 0.013 275 .62 5.30 29 .13 28.37 0.37 275 .72 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004136 ft/ft Velocity 4.34 ft/s Velocity Head 0.29 ft Specific Energy 275 .92 ft Froude Number 1.77 Flow is supercritical. Flow is divided . Municipal Development Group End Station 60 .00 06/11 /98 11 :26:54AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 re. fm2 l.D . #7 (AREA M)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.4000 % 275.67 ft 30 .980 cfs - ~275 .9 ....... 275.8 c 275.7 I I I I I I I I I I I -------~-------~-------,-------,-------,-------y -------y-------r-------r -------r------- ~-------~-------~-------~-------~-------~-------~-------~-------~-------I I I -----------------------r-------r ------- .Q 275.6 -- - - ---·-- - - - - --1--L. ----- - -L-- - --- -_, iU 275.5 ~ 275.4 Ui 275.3 I I - ------.--------,- -------~ ------~- I I -------~------,-- I I I -r --- ----r -------, ---~-------~-------~-------i-------L-----L. --- - - - -L. --- - ---• 1 I I I I I I I -,-------,-------,-------,-------1 -------r-------r---r-------r-------, 275 .2~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~_._~~~--''--~~~~~~~~~~~~ 0 .0 5 .0 10.0 15.0 Notes: Collects Runoff from Drainage Basin : M Discharges into Dra inage Basin: TxDOT R.O .W. Discharge into St ructure Type : Open Channel 20 .0 25 0 30.0 Station (ft) Municip al Deve lopment Group 35 .0 40.0 06/1 1/98 11 :27:4 2 AM Ha e~tad Methods, Inc . 3 7 Brookside Road W ate rbury , CT 0670 8 (20 3) 755-1666 45.0 50 .0 55.0 60.0 FlowMaster v5.0 7 Page 1 of 1 I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #7 (AREA M)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.4000 % Elevation range : 275 .25 ft to 276 .00 ft. Station (ft) Elevation (ft) 0.00 276 .00 10 .50 275 .75 11.00 275 .75 11.00 275 .25 30 .00 275 .75 49 .00 275 .25 49 .00 275 .75 49 .50 275 .75 60 .00 275 .80 Discharge 30 .980 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 275 .67 Flow Area 6.62 Wetted Perimeter 32.58 Top Width 31 .73 Height 0.42 Critical Depth 275 .79 ft ft2 ft ft ft ft Start Station 0 .00 Critical Slope 0.004135 ft/ft Velocity 4.68 ft/s Velocity Head 0.34 ft Specific Energy 276.01 ft Froude Number 1.80 Flow is supercritical. Flow is divided. Municipal Development Group End Station 60 .00 06/11 /98 11 :28:00AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 06/11/98 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #8 (AREA M)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.6000 % 265 .61 ft 22.982 cfs ~ 265.9 '-'265.8 c 265.7 I I I I I I ------,-------------r------------~-------------r------------~----------------------- ~-------------~------------~-------------~------------~--------~-------------· I I ~-------------1------------- .Q 265.6 - - - - - - - - - - --~ _..,. ____ ~---"'!!:91~~ ~"'"'-----~-..... --_,._,_ ------------~ ---- ------ - --1 iii 265 .5 - - - - - --- ----, - ~ 265.4 - - - - - - - - - - - -~ - Ui 265 .3 ---- -- - ---- - , - ---L------------~-------------L---1 I I --------r------------,-------------r-------- I I I ~-------------1-------------. -•-------------J. --- - - -- -- - --_, I I I -~-------------1-------------, 265 .2L-~~~~~--''--~~~~~--'~~~~~~--'~~~~~~--L~~~~~~--L~~~~~~-"-~~~~~~-' 0 .0 10.0 Notes: Collects Runoff from Drainage Basin : M Discharges into Drainage Basin : TxDOT R.O .W . Discharge into Structure Type : Culvert 20 .0 30 .0 Station 40 .0 (ft) Municipal Development Group 50 .0 60 .0 70 .0 - 11 :29:23 AM Hae stad Methods, Inc . 37 Brookside Road W aterbury, CT 067 08 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #8 (AREA M)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1 .6000 % Elevation range : 265 .25 ft to 266.00 ft. Station (ft) Elevation (ft) 0 .00 266.00 10 .50 265 .75 11 .00 265.75 11 .00 265 .25 30 .00 265.75 49 .00 265 .25 49 .00 265.75 49 .50 265.75 70.00 266 .00 Discharge 22.982 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 265 .61 Flow Area 5.04 Wetted Perimeter 28 .41 Top Width 27 .67 Height 0.36 Critical Depth 265 .72 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004136 ft/ft Velocity 4.56 ft/s Velocity Head 0.32 ft Specific Energy 265 .94 ft Froude Number 1.89 Flow is supercritical. Flow is divided . Municipal Development Group End Station 70 .00 06/11/98 11 :29:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel c:\projects\000\2882-south hampton\2882r1 re . fm2 l.D . #8 (AREA M)(100 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.013 1.6000 % 265.66 ft 30 .980 cfs Water Surface Elevation Discharge . . I I I I I I I ¢? 265.9 '-' 265.8 c: 265.7 .Q 265.6 iii 265.5 ~ 265.4 w 265.3 ------1-------------r------------~-------------r------------~-----------------------, ~-------------~------------~-------------L ------------~--------~-------------! I I ------..... ~-------------------1-,-------------T - -- - - --- --- --, ~-------------i-------------1 I I I ~-------------r-------------, ---L------------~-------------L ---~-------------i-------------1 I I I I I I --------r------------,-------------r---------~-------------r-------------, 265 .2'--~~~~~--'~~~~~~--'~~~~~~--'~~~~~~-'-~~~~~~-'-~~~~~~--'-~~~~~~-' 0 .0 10.0 Notes: Collects Runoff from Drainage Basin : M Discharges into Drainage Basin : TxDO T R.O .W . Discharge into Structure Type : Culvert 20.0 30.0 40.0 50.0 Station (ft) Munic ipal Development Group 06/11/98 11 :30:30AM Haestad Methods, Inc. 3 7 Brookside Road Waterbury, CT 06708 (203) 755-1666 60 .0 70.0 FlowMaster v5 .07 Page 1 of 1 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #8 (AREA M)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.6000 % Elevation range : 265 .25 ft to 266 .00 ft. Station (ft) Elevation (ft) 0.00 266 .00 10 .50 265 .75 11 .00 265 .75 11 .00 265 .25 30 .00 265 .75 49.00 265 .25 49 .00 265 .75 49 .50 265 .75 70 .00 266 .00 Discharge 30 .980 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 265 .66 Flow Area 6 .30 Wetted Perimeter 31 .77 Top Width 30 .95 Height 0.41 Critical Depth 265.78 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004021 ft/ft Velocity 4.92 ft/s Velocity Head 0.38 ft Specific Energy 266 .03 ft Froude Number 1.92 Flow is supercritical. Flow is divided . Municipal Development Group End Station 70 .00 06/11/98 1 1 :30 :46 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #9 (AREA P)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.7500 % 261.68 ft 37 .553 cfs I I I I I I ¢? 261 .9 '-" 261.8 c 261 .7 .Q 261 .6 iii 261 .5 ~ 261 .4 [jj 261 .3 ------,-------------r------------~-------------r------------~----------------------- ~-------------~------------~-------------~------------~--------~-------------· I I I --,--,-- - - -- -- --- --T ----- --- - -- --, ~-------------~-------------· I I I ,-------------y-------------, ---L------------~-------------L---~-------------~-------------! I I I I I I --------r------------,-------------r---------,-------------y-------------, 261 .2'---~~~~~~_._~~~~~~-'-~~~~~~---'-~~~~~~----'~~~~~~~"--~~~~~~-'-~~~~~~~ 0 .0 10.0 Notes: Collects Runoff from Drainage Basin : P Discharges into Drainage Basin : Nantucket Dr. Discharge into Structure Type : Culvert 20.0 30 .0 40 .0 50 .0 Station (ft) Municipal Development G roup 06/10/98 08:44:44AM Ha<>stad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 70.0 FlowMaster v5 .07 Page 1 of 1 I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #9 (AREA P)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.7500 % Elevation range : 261.25 ft to 262.00 ft. Station (ft) Elevation (ft) 0.00 262.00 10 .50 11 .00 11 .00 30 .00 49 .00 49 .00 49.50 70 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 261 .75 261 .75 261 .25 261 .75 261 .25 261 .75 261 .75 262.00 37.553 cfs 0.013 261 .68 7.04 33 .58 32 .71 0.43 261.83 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.003941 ft/ft Velocity 5.34 ft/s Velocity Head 0.44 ft Specific Energy 262.12 ft Froude Number 2.03 Flow is supercritical. Flow is divided. Municipal Development Group End Station 70.00 06/10/98 08:45:06AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #9 (AREA P)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.7500 % 261.73 ft 50 .621 cfs . . I I I I I I I e 261 .9 ~ 261.8 c 261 .7 . Q 261 .6 iii 261 .5 ~ 261 .4 iii 261 .3 ------,-------------r------------~-------------r------------~-----------------------, 4-------------------------~-------------------------~--------·-------------· I I ~-------------y-------------. ~-------------·-------------· I I I I - - ----- --- --, -- - --- --- - - --,-- - - --- - - - ---T --- -- - -------, ---L------------~-------------L---~-------------i-------------1 I I I I I I --------r------------,-------------r---------~-------------1--------~----, 261 .2'--~~~~~~....__~~~~~~-'-~~~~~~-'-~~~~~~---'"--~~~~~~...___~~~~~~_..__~~~~~~~ 0 .0 10.0 Notes: Collects Runoff from Drainage Basin : P Discharges into Drainage Basin : Nantucket Dr. Discharge into Structure Type : Culvert 20.0 30.0 40.0 50 .0 Station (ft) Municipal Development Group 06/10/98 08:45:49AM Hae stad Methods, Inc . 3 7 Brookside Road Waterbury, CT 06708 (203 ) 755-1666 60 .0 70 .0 FlowMaster vS .07 Page 1 of 1 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #9 (AREA P)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.7500 % Elevation range: 261.25 ft to 262.00 ft. Station (ft) Elevation (ft) 0.00 262 .00 10 .50 261 .75 11 .00 261 .75 11 .00 261 .25 30 .00 261 .75 49 .00 261.25 49 .00 261.75 49.50 261.75 70 .00 262 .00 Discharge 50 .621 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 261.73 Flow Area 8.81 Wetted Perimeter 37 .56 Top Width 36 .58 Height 0.48 Critical Depth 261 .90 ft ft2 ft ft ft ft Start Station 0 .00 Critical Slope 0.003810 ft/ft Velocity 5.75 ft/s Velocity Head 0.51 ft Specific Energy 262.24 ft Froude Number 2.07 Flow is supercritical. Flow is divided. Municipal Development Group End Station 70 .00 06/1 0/98 08 :46:10AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1of1 I I I I I I I Project Description Project File Worksheet Flow Element Method Sdlve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\288~-south hampton\2882r1 rc.fm2 l.D . #10 (AREA T)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H: V 27 .000000 H : V 6.096 cfs 0 .36 ft 1.72 ft2 10 .01 ft 9.65 ft 0.42 ft 0 .004362 ft/ft 3.54 ft/s 0.19 ft 0.55 ft 1.48 Collects Runoff from Drainage Basin : T Discharges into Drainage Basin: V Discharges into Structure Type : Open Channel Runoff on East Side of Beacon. Municipal Development Group 06/10/98 09:02:45AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #10 (AREA T)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 8.218 cfs 0.40 ft 2 .16 ft2 11 .20 ft 10 .79 ft 0.47 ft 0.004191 ft/ft 3.81 ft/s 0.23 ft 0 .63 ft 1.50 Collects Runoff from Drainage Basin: T Discharges into Drainage Basin: V Discharges into Structure Type: Open Channel Runoff on East Side of Beacon. Municipal Development Group 06/10/98 09:03:28AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #11 (AREA D(10 YR} Triangular Channel Manning's Formula Channel Depth 0.013 1.6000 % 0 .000000 H : V 38.000000 H : V 6.096 cfs 0 .29 ft 1.57 ft2 11 .20 ft 10.91 ft 0.36 ft 0.004500 ft/ft 3 .89 ft/s 0.24 ft 0.52 ft 1.81 Collects Runoff from Drainage Basin : T Discharges into Drainage Basin: V Discharges into Structure Type : Open Channel Runoff on South Side of Cranberry Court. Municipal Development Group 06/10/98 09:13:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 F low Master v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #11 (AREA T)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.6000 % 0.000000 H : V 38 .000000 H : V 8.218 cfs 0 .32 ft 1.96 ft2 12 .53 ft 12 .20 ft 0 .41 ft 0.004324 ft/ft 4.20 ft/s 0.27 ft 0.59 ft 1.85 Collects Runoff from Drainage Basin : T Discharges into Drainage Basin: V Discharges into Structure Type: Open Channel Runoff on South Side of Cranberry Court. Municipal Development Group 06/1 0/98 09:13 :01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Fl owMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #12 (AREA U)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2 .0000 % 0.000000 H : V 27 .000000 H : V 13 .399 cfs 0 .42 ft 2 .40 ft2 11.81 ft 11.38 ft 0 .57 ft 0.003927 ft/ft 5.59 ft/s 0.48 ft 0.91 ft 2.14 Collects Runoff from Drainage Basin : U Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type: Culvert Runoff on West Side of Windrift Cove. Municipal Development Group 06/10/98 09 :57:04AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMast er v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #12 (AREA U)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2.0000 % 0.000000 H : V 27 .000000 H : V 18 .062 cfs 0.47 ft 3.00 ft2 13 .21 ft 12 .73 ft 0.64 ft 0.003774 ft/ft 6 .02 ft/s 0.56 ft 1.03 ft 2 .19 Collects Runoff from Drainage Basin : U Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type: Culvert Runoff on West Side of Windrift Cove. Munici pal Development Group 06/10/98 09:57:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #13 (AREA Y)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 2.0000 % 0.000000 H : V 27 .000000 H : V 16 .856 cfs 0.46 ft 2 .85 ft2 12 .87 ft 12.40 ft 0 .63 ft 0 .003809 ft/ft 5.92 ft/s 0.54 ft 1.00 ft 2.18 Collects Runoff from Drainage Basin: Y Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on East Side of Windrift Cove. Municipal Development Group 06/10/98 10:02:08AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1of1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #13 (AREA Y)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2.0000 % 0 .000000 H: V 27 .000000 H : V 22.357 cfs 0 .51 ft 3.52 ft2 14 .31 ft 13 .79 ft 0.70 ft 0.003668 ft/ft 6 .35 ft/s 0.63 ft 1.14 ft 2 .21 Collects Runoff from Drainage Basin : Y Discharges into Drainage Basin : TxDOT R.O.W. Discharges into Structure Type: Culvert Runoff on East Side of Windrift Cove. Note: There will be a minimum 3" cut from the TIC to daylight. Therefore, overflow of the 100-yr flood will be maintained within the R.O.W. and shall be shown on the construction documents for South Hampton , Phase One . 06/10/98 10:05 :22 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3-CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #14 (AREA U)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 3.0000 % 0.000000 H : V 27 .000000 H : V 13 .399 cfs 0 .39 ft 2 .06 ft2 10 .95 ft 10.55 ft 0.57 ft 0.003927 ft/ft 6 .50 ft/s 0.66 ft 1.05 ft 2 .59 Collects Runoff from Drainage Basin: U Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type: Culvert Runoff on West Side of Windrift Cove . Municipal Development Group 06/10/98 10:08:35 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocit)' Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #14 (AREA U)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 3.0000 % 0.000000 H: V 27 .000000 H : V 18 .062 cfs 0.44 ft 2 .58 ft2 12 .24 ft 11 .80 ft 0.64 ft 0.003773 ft/ft 7.01 ft/s 0.76 ft 1.20 ft 2.64 Collects Runoff from Drainage Basin: U Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type : Culvert Runoff on West Side of Windrift Cove . Municipal Development Group 06/10/98 10:09:19AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #15 (AREA Y)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 3.0000 % 0 .000000 H: V 27 .000000 H : V 16 .856 cfs 0 .43 ft 2 .45 ft2 11 .93 ft 11 .50 ft 0.63 ft 0.003809 ft/ft 6 .89 ft/s 0.74 ft 1.16 ft 2.63 Collects Runoff from Drainage Basin : Y Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type: Culvert Runoff on East Side of Windrift Cove . Municipal Development Group 06/1 0/98 10:09 :55AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #15 (AREA Y)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 3.0000 % 0.000000 H : V 27 .000000 H : V 22 .357 cfs 0 .47 ft 3 .03 ft2 13 .26 ft 12.78 ft 0.70 ft 0.003668 ft/ft 7.39 ft/s 0.85 ft 1.32 ft 2 .68 Collects Runoff from Drainage Basin : Y Discharges into Dra inage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on East Side of Windrift Cove . Municipal Development Group 06/10/98 10:10:33AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Pa ge 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #16 (AREA U)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 0.6000 % 0.000000 H : V 38 .000000 H: V 13 .399 cfs 0.46 ft 4 .08 ft2 18 .08 ft 17 .61 ft 0.50 ft 0 .004052 ft/ft 3.28 ft/s 0.17 ft 0 .63 ft 1.20 Collects Runoff from Drainage Basin : U Discharges into Drainage Basin : TxDOT R.O.W. Discharges into Structure Type: Culvert Runoff on West Side of Windrift Cove. Municipal Development Group 06/10/98 10 :12:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #16 (AREA U)(100 YR) Triangular Channel Manning's Formula Channel Depth O.Q13 0.6000 % 0.000000 H : V 38 .000000 H : V 18.062 cfs 0.52 ft 5 .11 ft2 20.23 ft 19.70 ft 0.56 ft 0 .003894 ft/ft 3.54 ft/s 0.19 ft 0 .71 ft 1.22 Collects Runoff from Drainage Basin : U Discharges into Drainage Basin : TxDOT R.O .W. Discharges into Structure Type: Culvert Runoff on West Side of Windrift Cove . Note : There will be a minimum 3" cut from the TIC to daylight. Therefore , overflow of the 100-yr flood will be maintained within the R.O.W. and shall be shown on the construction documents for South Hampton , Phase One . 06/10/98 10:15:07 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #17 (AREA Y)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.6000 % 0.000000 H : V 38 .000000 H : V 16 .856 cfs 0 .51 ft 4.85 ft2 19 .71 ft 19.20 ft 0.55 ft 0.003930 ft/ft 3.48 ft/s 0 .19 ft 0 .69 ft 1.22 Collects Runoff from Drainage Basin: Y Discharges into Drainage Basin: TxDOT R .O.W. Discharges into Structure Type: Culvert Runoff on East Side of Windrift Cove . Municipal Development Group 06/10/98 10:16:31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocify Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #17 (AREA Y)(100 YR} Triangular Channel Manning's Formula Channel Depth 0.013 0.6000 % 0 .000000 H : V 38 .000000 H : V 22.357 cfs 0.56 ft 5.99 ft2 21 .91 ft 21.34 ft 0.61 ft 0.003785 ft/ft 3.73 ft/s 0 .22 ft 0.78 ft 1.24 Collects Runoff from Drainage Basin: Y Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: Culvert Runoff on East Side of Windrift Cove. Note: There will be a minimum 3" cut from the TIC to daylight. Therefore, overflow of the 100-yr flood will be maintained within the R.O.W. and shall be shown on the construction documents for South Hampton , Phase One . 06/10/98 10:18:13 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #18 (AREA Z)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 4 .670 cfs 0 .32 ft 1.41 ft2 9.06 ft 8.73 ft 0.38 ft 0.004519 ft/ft 3.31 ft/s 0.17 ft 0.49 ft 1.45 Collects Runoff from Drainage Basin: Z Discharges into Drainage Basin: W Discharges into Structure Type: Curb & Gutter Runoff on West Side of Beacon . Municipal Development Group 06/10/98 10 :20:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #18 (AREA Z)(100 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 1.0000 % 0.000000 H : V 27 .000000 H : V 6 .295 cfs 0.36 ft 1.77 ft2 10.13 ft 9.76 ft 0 .42 ft 0.004343 ft/ft 3.57 ft/s 0.20 ft 0 .56 ft 1.48 Collects Runoff from Drainage Basin: Z Discharges into Drainage Basin: W Discharges into Structure Type: Curb & Gutter Runoff on West Side of Beacon . Municipal Development Group 06/10/98 10:21 :34AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #19 {AREA X){10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 8.025 cfs 0.40 ft 2.12 ft2 11.10 ft 10.69 ft 0.47 ft 0 .004205 ft/ft 3.79 ft/s 0 .22 ft 0.62 ft 1.50 Collects Runoff from Drainage Basin: X+Spill Over l.D . #20 Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: Open Channel Runoff on Northwest Side of Ebbtide Cove. Municipal Development Group 07/01 /98 08:37:23AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #19 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0 .000000 H : V 27 .000000 H : V 11 .037 cfs 0.45 ft 2 .69 ft2 12 .51 ft 12 .05 ft 0.53 ft 0.004030 ft/ft 4.10 ft/s 0.26 ft 0.71 ft 1.53 Collects Runoff from Drainage Basin : X+Spill Over l.D .#20 Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type: Open Channel Runoff on Northwest Side of Ebbtide Cove. Municipal Development Group 07/01 /98 08:38 :24AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #20 (AREA W)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0 .000000 H : V 27 .000000 H : V 19 .198 cfs 0.55 ft 4 .07 ft2 15 .39 ft 14 .83 ft 0.66 ft 0.003743 ft/ft 4.71 ft/s 0 .35 ft 0.89 ft 1.59 Collects Runoff from Drainage Basin : W Discharges into Drainage Basin: TxDOT R.O.W . Discharges into Structure Type : Culvert Assumed that additional flow on Southeast Side will spill over and be carried on the Northwest Side of Ebbtide Cove. Runoff on Southeast Side of Ebbtide Cove . Municipal Development Group 06/10/98 10:40:40AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #20 (AREA W)(100 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 1.0000 % 0.000000 H : V 27 .000000 H : V 25 .878 cfs 0 .61 ft 5.10 ft2 17 .22 ft 16 .59 ft 0.74 ft 0.003597 ft/ft 5.08 ft/s 0.40 ft 1.02 ft 1.61 Collects Runoff from Drainage Basin: W Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type: Culvert Runoff on Southeast Side of Ebbtide Cove . Note : There will be a minimum 3" cut from TIC to daylight. Therefore, overflow of the 100-yr flood will be maintained within the R.O .W . and shall be shown on the construction documents for South Hampton , Phase Two. 06/10/98 10:40 :54AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #21 (AREA X)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38 .000000 H : V 8 .025 cfs 0.35 ft 2.29 ft2 13.56 ft 13 .21 ft 0.41 ft 0.004338 ft/ft 3.50 ft/s 0 .19 ft 0.54 ft 1.48 Collects Runoff from Drainage Basin: X+Spill Over l.D.#20 Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type: Open Channel Runoff on Northwest Side of Ebbtide Cove. Municipal Development Group 07/01 /98 08:39:39AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #21 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38 .000000 H : V 11.307 cfs 0 .40 ft 2 .97 ft2 15.42 ft 15 .02 ft 0 .47 ft 0 .004144 ft/ft 3.81 ft/s 0.23 ft 0.62 ft 1.51 Collects Runoff from Drainage Basin: X+Spill Over l.D .#20 Discharges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type: Open Channel Runoff on Northwest Side of Ebbtide Cove. Municipal Development Group 07/01 /98 08:40:24AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #22 (AREA W)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38 .000000 H : V 36 .652 cfs 0 .61 ft 7.17 ft2 23 .96 ft 23 .34 ft 0.75 ft 0.003543 ft/ft 5.11 ft/s 0.41 ft 1.02 ft 1.63 Collects Runoff from Drainage Basin: W+X Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on Southeast Side of Ebbtide Cove . Note : There will be a minimum 3" cut from the TIC to daylight. Therefore, overflow of the 100-yr flood will be maintained within the R.O .W . and shall be shown on the construction documents for South Hampton , Phase Seven . 06/10/98 10:45:53 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #23 (AREA Z)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38 .000000 H : V 4 .670 cfs 0.28 ft 1.53 ft2 11 .07 ft 10.78 ft 0 .33 ft 0 .004662 ft/ft 3 .05 ft/s 0 .14 ft 0.43 ft 1.43 Collects Runoff from Drainage Basin: Z Discharges into Drainage Basin: W Discharges into Structure Type: Curb & Gutter Runoff on South Side of Cranberry Court. Note: Assumed majority of runoff to be carried on South Side of Cranberry Court. Municipal Development Group 06110198 10:49:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D. #23 {AREA Z)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38.000000 H : V 6 .295 cfs 0 .32 ft 1.91 ft2 12.38 ft 12 .06 ft 0.37 ft 0.004481 ft/ft 3.29 ft/s 0.17 ft 0.49 ft 1.46 Collects Runoff from Drainage Basin: Z Discharges into Drainage Basin: W Discharges into Structure Type : Curb & Gutter Runoff on South Side of Cranberry Court. Note: Assumed majority of runoff to be carried on South Side of Cranberry Court. Municipal Development Group 06/10/98 10 :50:07 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 SECTION#4 CHANNEL FLOW CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side S!ope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2ra.fm2 l.D . #1 (AREA C)(25 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 0.7500 % 4 .000000 H : V 4.000000 H : V 26.425 cfs 1.41 ft 7.94 ft2 11.62 ft 11 .27 ft 1.22 ft 0 .016097 ft/ft 3.33 ft/s 0.17 ft 1.58 ft 0.70 Collects Runoff from Drainage Basin: A+B+C Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type : Open Channel 02/19/98 01 :08:43 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 .. .f~oj~c~ Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Dep t h Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra.fm2 1.D . #1 (AREA C)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 0.7500 % 4.000000 H : V 4.000000 H : V 32 .996 cfs 1.53 ft 9.38 ft2 12 .63 ft 12 .25 ft 1.33 ft 0.015628 ft/ft 3.52 ft/s 0.19 ft 1.72 ft 0 .71 Collects Runoff from Drainage Basin : A+B+C Discharges into Drainage Bas in: TxDOT R.O .W . Discharges into Structure Type : Open Channel 0 2119/98 01 :14 :57 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaste r v5.0 7 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #1 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0 .013 0.7500 % 4.000000 H : V 4.000000 H : V 7 .242 cfs 0.63 ft 1.61 ft2 5.23 ft 5.07 ft 0.73 ft 0.003592 ft/ft 4.51 ft/s 0.32 ft 0.95 ft 1.41 Collects Runoff from Drainage Basin : A+B+C Discharges into Drainage Basin : TxDOT R.O .W. Discharges into Structure Type: Open Channel 06/09/98 03:23:12 PM Municipal Development Group Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel __ _!J_r_~J~~!pescription ~~~:-----:-~-:--:-:------~~~~~~~~~~~ Project File c :\projects\000\2882-south hampton\2882r2ra .fm2 Worksheet l.D . #2. (AREA D)(25 YR) Flow Element Triangular Channel Method Manning's Formula Solve Fo r Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discha rge Results Depth Flow A rea Wetted Perimete r Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is sub critica l. Notes : 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 17 .749 cfs 1.15 ft 5.29 ft2 9.48 ft 9.20 ft 1.04 ft 0.01697 4 ft/ft 3.36 ft/s 0.18 ft 1.32 ft 0.78 Collects Runoff from Drainage Basin : D Discharges into Drainage Basin : G Discha rge into Structure Type : Culvert Municipal Development Group 0211 9 /98 01 :17:45 PM Haestad Methods, Inc. 37 Brooksid e Road Waterbury, CT 06708 (203) 755-166 6 FlowMast e r v5 .0 7 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2ra.fm2 l.D . #2 (AREA D)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 20 .949 cfs 1.22 ft 5.99 ft2 10 .09 ft 9.79 ft 1.11 ft 0.016603 ft/ft 3.50 ft/s 0 .19 ft 1.41 ft 0.79 Collects Runoff from Drainage Basin : D Discharges into Drainage Basin : G Discharge into Structure Type : Culvert 02119 /98 01 :18:20 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Veloc ity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #2. PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0 .013 1.0000 % 4.000000 H : V 4.000000 H : V 4 .615 cfs 0.51 ft 1.03 ft2 4.18 ft 4.06 ft 0.61 ft 0.003814 ft/ft 4 .49 ft/s 0.31 ft 0.82 ft 1.57 Collects Runoff from Drainage Bas in : D Discharges into Dra inage Basin : G Discharge into Structure Type : Culvert 06/09/98 0 3 :25:34 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 o f 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #3 (AREA G)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.1000 % 4.000000 H : V 4.000000 H : V 49 .197 cfs 1.66 ft 10 .96 ft2 13 .65 ft 13.24 ft 1.57 ft 0 .014817 ft/ft 4.49 ft/s 0.31 ft 1.97 ft 0 .87 Collects Runoff from Drainage Basin: D+E+G Discharge into Drainage Basin : H Discharge into Structure Type : Culvert Municipal Development Group 06/11/98 11 :45:14AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope L0 ft: Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #3 (AREA G}(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.1000 % 4.000000 H : V 4 .000000 H : V 58 .092 cfs 1.76 ft 12.42 ft2 14.53 ft 14.10 ft 1.67 ft 0 .014492 ft/ft 4.68 ft/s 0.34 ft 2.10 ft 0 .88 Collects Runoff from Drainage Basin: D+E+G Discharge into Drainage Basin: H Discharge into Structure Type : Culvert Municipal Development Group 06/11198 11 :45:35 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc .fm2 l.D . #3 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 1.1000 % 4.000000 H: V 4.000000 H : V 12 .726 cfs 0.73 ft 2.12 ft2 6 .01 ft 5.83 ft 0.91 ft 0.003332 ft/ft 5.99 ft/s 0.56 ft 1.29 ft 1.75 Collects Runoff from Drainage Basin : D+E+G Discharge into Drainage Basin : H Discharge into Structure Type: Culvert Municipal Development Group 06/11 /98' 11 :46:53AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left ~icie Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #4(AREA1)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.5000 % 4 .000000 H : V 4 .000000 H : V 96 .248 cfs 2 .01 ft 16.14 ft 2 16.57 ft 16.07 ft 2 .05 ft 0.013549 ft/ft 5.96 ft/s 0.55 ft 2 .56 ft 1.05 Collect Runoff from Drainage Basin : D+E+G+H+I Discharge into Drainage Basin : TxDOT R.O.W . Discharge into Structure Type : Existing Structure 06/11/98 11 :50:21 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 06/11 /98 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 1.0. #4 (AREA 1)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.5000 % 4.000000 H: V 4.000000 H : V 113.636 cfs 2 .1 4 ft 18.28 ft2 17 .63 ft 17 .10 ft 2 .1 9 ft 0.013252 ft/ft 6.22 ft/s 0.60 ft 2.74 ft 1.06 Collect Runoff from Drainage Basin : D+E+G+H+I Discharge into Drainage Basin : TxDOT R.O.W . Discharge into Structure Type : Existing Structure Municipal Development Group 11 :52:11 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimete r Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #4 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 1.5000 % 4.000000 H: V 4.000000 H : V 24 .980 cfs 0 .89 ft 3 .13 ft2 7 .30 ft 7.08 ft 1.19 ft 0 .003046 ft/ft 7.97 ft/s 0 .99 ft 1.87 ft 2.11 Collect Runoff from Drainage Basin : D+E+G+H+I Discharge into Drainage Basin: TxDOT R.O.W. Discharge into Structure Type : Existing Structure 06/11/98 11 :54:06AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 1.D . fl6 (AREA L)(25 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.050 1.0000 % 272 .17 ft 52.935 cfs - 278 . - - - ---- - ----.... -- - ---- ---- --~ - ---- - - -- - --..... - - - - --- -- -- --.. - - - - -- -- - - ---·-- - - --- -- - -- -'T - - - --- - ------· £277 .0 -----------~-------------~------------~-------------t------------~-------------+-------------1 '-'276.0 -----------~-------------~-------------------------------- c 275.0 ------~-------------~----------~-------------t------------~-------------+-------------, ~227743 ._oo ----~-------------~-----------~-------------~------------~-------------!-------------: w --,-------------r----------,-------------r------------~-------------,-------------, ~ 272 .0 w 271 .0 ---------~-------------L------------~-------------i-------------1 I I I I I -,--.,;;-.,;;-;.,;;-:.;-;.,;-;.-;,.--__._,... - -- -- - - - - -- - , ----- - - - - - -- -T - - - - - - - - - - - --,-- - - - - - --- - - -T - - - - - --- - - ---, 270 .0L-~~~~~~-'-~~~~~~-'-~~~~~~-'-~~~~~~--'-~~~~~~~'--~~~~~~-'-~~~~~~~ -10.0 0 .0 Notes: Collects Runoff from Drainage Basin : J Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert 10.0 20.0 Station 30 .0 (ft) Municipal Development Group 40.0 06/11/98 12:18:42 PM Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 50.0 60.0 FlowMaster v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. "#6 (AREA L)(25 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 270.50 ft to 278.00 ft. Siation (ft) Elevation (ft) -10.00 278.00 0 .00 271 .00 5.00 270 .50 10 .00 271 .00 20 .00 276 .00 60.00 276.25 Discharge 52 .935 cfs Results Wtd . Mannings Coefficient 0.050 Water Surface Elevation 272.17 Flow Area 16 .49 Wetted Perimeter 14.69 Top Width 14.00 Height 1.67 Critical Depth 271 .69 ft ft2 ft ft ft ft Start Station -10 .00 Critical Slope 0.040603 ft/ft Velocity 3.21 ft/s Velocity Head 0.16 ft Specific Energy 272 .33 ft Froude Number 0.52 Flow is subcritical. Municipal Development Group End Station 60.00 06/11 /98 12:19:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data -SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D . '#6 (AREA L)(100 YR) Irregular Channel Manning's Formula Water Elevation - - Wtd. Mannings Coefficient Channel Slope 0 .050 1.0000 % Water Surface Elevation Discharge 278. 272 .31 ft 62 .885 cfs e277.o -----------~-------------~------------~-------------~------------~-------------+-------------' ._,276.0 -----------~-------------~-------------------------------- c 275.0 ~ ~~~:g ~ 272.0 w 271 .0 I I I I I I I ------,-------------r----------,-------------r------------~-------------,-------------, ----J-------------~-----------J-------------L------------~-------------&-------------1 I I I I I I I --,-----------r----------,-------------r------------~-------------,-------------, ---------J-------------L------------~-------------&-------------1 I I I I I ..,...-----;.,;-;.:-:_;-;.-;;;.,;.--...,-- - - - - ----- - - , - --- - -- --- - - - r --- - - - - -- - - --,--- - - - - - - - - --T - - - - - --- --- --, 270 .0'--~~~~~--''--~~~~~--L~~~~~~--L~~~~~~-'-~~~~~~-i..~~~~~~-'-~~~~~~~ -10 .0 0 .0 Notes: Collects Runoff from Drainage Basin : J Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type: Culvert 10.0 20 .0 Station 30 .0 (ft) Municipal Development Group 40.0 06/11/98 12:19:52 PM Haestad Methods, Inc. 37 Brookside Road Walerbury, CT 06708 (203) 755-1666 50.0 60.0 FlowMaster v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Desc ri ption ProjP.ct File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D . '116 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range: 270 .50 ft to 278 .00 ft. Station (ft) Elevation (ft) -10 .00 278 .00 0 .00 5 .00 10.00 20 .00 60 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height 271 .00 270 .50 271 .00 276.00 276.25 62 .885 cfs 0.050 272 .31 18 .57 15 .27 14 .50 1.81 271 .80 ft ft2 ft ft ft ft Start Station -10 .00 Critical Depth Critical Slope Velocity 0.039522 ft/ft Velocity Head Specific Energy Froude Number Flow is subcritical. 3.39 0.18 272 .49 0.53 ft/s ft ft Municipal Development Group End Station 60 .00 06/11/98 12:20:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0 .050 FlowMaster v5.07 Page 1 of 1 Project Description SECTION #4-CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 1.D . #7 (AREA L)(25 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0 .030 1.0000 % 265.13 ft 84.243 cfs 268.0 - --- - --- ---;---- -- - - -- --;--- --- - - -- --;------ - - - - -~ - --- --- - - - -7-- - --- - - - - -~ - - --- - - - --~--~---- - -- --· e267.5 -----------r----------~-----------~-----------,-----------r-----------r--- ~267 .0 -----------1-----------~------------1-----------~-----------.1.-------- c 266.5 -----------~----------~-----------~-----------~-----------! -------~-----------~-----------, .Q 266. 0 ---- - -- --1------ - --- --1-- - --- -- -- --I - -- --------~ - -- -- --- -.I. -----------L -----------L. - - - - - ------1 i265 .5 -----------r -------~-----------~--------------------}-----------~-----------~-----------: ~ 265.0 - ----------~ --------~ ------ - ----~ -- ----- - ---~ -- - --------~ - ----- -----: ~264 .5 -----------r----------,--------,-----------T-----------r-----------r-----------, 264 .0'--~~~~-L~~~~~_._~~~-==~~~~~~-1...~~~~~-'-~~~~_J,~~~~~-'-~~~~---l -60 .0 -40 .0 -20 .0 Notes: Collects Runoff from Drainage Basin: J+L Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert 0 .0 20.0 40.0 Station (ft) Munic ipal D eve lopme nt Grou p 06/11/98 12:21 :38 PM Haestad M et hods, Inc. 3 7 Brooksid e R oad W ate r b ury, C T 06708 (203) 755-1666 60.0 80.0 100.0 FlowMaster v5 .0 7 Page 1of1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D. #7 (AREA L)(25 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 264 .00 ft to 268.00 ft. Station (ft) Elevation (ft) -48 .00 266.00 0.00 30 .00 84 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 264.00 266 .00 268.00 84.243 cfs 0.030 265 .13 24 .91 44.14 44 .08 1.13 265 .03 ft ft2 ft ft ft ft Start Station -48 .00 Critical Slope 0.016390 ft/ft Velocity 3.38 ft/s Velocity Head 0.18 ft Specific Energy 265 .31 ft Froude Number 0.79 Flow is subcritical. Municipal Development Group End Station 84 .00 06/11/98 12:21:59 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 FlowMaster v5.07 Page 1 of 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 1.D. #7 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.030 1.0000 % 265 .20 ft 99.836 cfs 268.0 ----------------------~-----------------------~-----------·-----------p-----------£ 267.5 - -- --------:------- - ----:------------:------------f-----------+-----------l-----I I -267.0 -----------~----------~-----------~-----------~-----------&-------------------~-----------· c266.5 -----------~----------~-----------~------------f-----------! I I : .Q 266 .Q - - - - - - - --'-- - - - - - - - - --I---- ---- - - --J ----- - - - ---.J. - - - --- - - -.1. - - - - - --- - - -L - - - - - - - - - - -L - - - - - - - - - --I iU 265. 5 --- - -- --:--- - - - - --:-- --- - -----I - - - --____ ~ ___________ ~ ___________ ~ __________ -: ~ 265.0 -- - ----- - --~ ---- -- - jjj 264.5 -- - - - ------,---- - -- - - - --,-- - -~-----------L-----------L-----------L-----------1 I I I I I -----~-----------r-----------r-----------r-----------, 264 .0L-~~~~--1~~~~~---1..~~~---=~ ...... ~~~~~-'--~~~~~..1...._~~~~~L-~~~~--1~~~~~_J -60.0 -40 .0 -20.0 Notes: Collects Runoff from Drainage Basin : J+L Discharges into Drainge Basin : TxDOT R.O .W. Discharges into Structure Type : Culvert 0 .0 20.0 Station (ft) Municipal Development Group 40.0 06/11/98 12:22:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 80 .0 100.0 FlowMasler v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #7 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 264 .00 ft to 268.00 ft . Staticn (ft) Elevation (ft) -48 .00 266 .00 0.00 30 .00 84 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 264 .00 266 .00 268 .00 99.836 cfs 0 .030 265 .20 28.29 47 .04 46 .97 1.20 265 .10 ft ft 2 ft ft ft ft Start Station -48 .00 Critica l Slope 0.016024 tuft Velocity 3.53 fUs Velocity Head 0.19 ft Specific Energy 265 .40 ft Froude Number 0.80 Flow is subcritical. Municipal Development Group End Station 84 .00 06/11/98 12:23:24 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #7 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0 .013 1.0000 % 4.000000 H: V 4 .000000 H : V 21 .615 cfs 0.90 ft 3.27 ft2 7.46 ft 7.24 ft 1.13 ft 0.003105 ft/ft 6.60 ft/s 0.68 ft 1.58 ft 1.73 Collects Runoff from Drainage Basin : J+L Discharges into Drainage Basin: TxDOT R.O .W . Discharge into Structure: Existing Structure 06/11 /98 12:24:42 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 -SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c :\projects\000\2882-south hampton\2882r2rc . fm2 l.D . #8 (AREA L)(25 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.030 1.0000 % 260 .78 ft 84 .243 cfs Water Surface Elevation Discharge 262 .0 g261 .5 c:: 261 .0 0 ~ 260.5 > ---------~----------~--------- ' I I _________ J __________ L _________ J __________ - I I I I ~260 .0 ---------~----------p---------4----------p ---------4---w I I I ' I 259 .5'--~~~~--'-~~~~~-'-~~~~--'~~~~~-'-~~~~~..__~~~~-'-~~~~~-'-~~~~--'~~~~~~ -60 .0 -50 .0 -40.0 Notes: Collects Runoff from Drainage Basin : J+L Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert -30 .0 -20 .0 Station -10.0 (ft) Municipal Development Group 0 .0 06/11198 12:29:17 PM Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 10.0 20.0 30.0 FlowMaster v5 .07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc.fm2 1.0 . #8 (AREA L}(25 YR} Irregular Channel Manning's Formula Solve Fo r Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 259 .75 ft to 262 .00 ft . 8t3t!on (ft) Elevation (ft} -51 .00 262 .00 -6 .00 260 .00 0 .00 259 .75 10 .00 30 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Are a Wetted Perimete r Top W idth He ight 260 .00 262.00 84.243 cfs 0.030 260 .78 24 .26 41 .33 41.27 1.03 260 .68 ft ft 2 ft ft ft ft Critica l Depth Critica l S lope Velocity 0 .016195 ft/ft Velocity Head Specific Energy Froude Number Flow is subcritical. 3 .47 ft/s 0 .19 ft 260 .96 ft 0 .80 Start Station -51.00 Municipal Development Group End Station 30.00 06/11/98 12:29:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0 .030 FlowMaster v5.07 Page 1 of 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 1.D. #8 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.030 1.0000 % 260.85 ft 99.836 cfs 262 .0 g261 .5 I I I I I I --------~----------r---------~----------1----------~---------1---- ' I c: 261 .0 ---------~----------·-----------9----------~---------0 ' I I ~ 260 .5 _________ J __________ L---------~----------- I I I I - -- - -_,_ - -- - - _-_ -_ 1 _ - - - - - - --_,_ - - - I I I > ~ 260.0 w . I ---------~----------·---------4----------·---------4--- I I I I I I I ..;;;.;;;..:.::.:,;.;.;.;;.;;.---~ ---- - - -- -9 - -- - ---- --: 259 .5'--~~~~-'-~~~~-L~~~~~..._~~~~--'-~~~~--''--~~~~_._~~~~-L~~~~~..L-~~~~~ -60 .0 -50 .0 -40 .0 Notes : Collects Runoff from Drainage Basin: J+L Discharges into Drainge Basin : TxDOT R.O .W. Discharges into Structure Type: Culvert -30.0 -20 .0 Station -10.0 (ft) Municipal Development Grou p 0 .0 06/11/98 12:31 :54 PM H aestad M ethods , Inc . 3 7 Brookside Road W ate rbu ry, CT 06708 (20 3 ) 755-1666 10.0 20.0 30.0 FlowMaster v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #8 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 259 .75 ft to 262.00 ft. Statio n (ft) Elevation (ft) -51 .00 262.00 -6 .00 260 .00 0 .00 10 .00 30.00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 259 .75 260 .00 262 .00 99 .836 cfs 0.030 260 .85 27 .50 43 .81 43 .74 1.10 260 .75 ft ft2 ft ft ft ft Start Station -51.00 Critical Slope 0.015810 ft/ft Velocity 3.63 ft/s Velocity Head 0.20 ft Specific Energy 261 .06 ft Froude Number 0.81 Flow is subcritica l. Municipal Development Group End Station 30.00 06/11198 12:32:11 PM Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope L'.:~ Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Work.sheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #8 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 4 .000000 H : V 4.000000 H : V 21 .615 cfs 0 .90 ft 3.27 ft2 7.46 ft 7.24 ft 1.13 ft 0.003105 ft/ft 6 .60 ft/s 0.68 ft 1.58 ft 1.73 Collects Runoff from Drainage Basin : J+L Discharges into Drainage Basin : TxDOT R.O .W. Discharge into Structure : Existing Structure Municipal Development Group 06/11 /98 12:32:54 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra.fm2 1.D. #10 (AREA Q)(25 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 1.7500 % 4 .000000 H: V 4.000000 H : V 8.486 cfs 0 .79 ft 2.47 ft2 6 .47 ft 6 .28 ft 0 .78 ft 0 .018730 ft/ft 3 .44 ft/s 0 .18 ft 0 .97 ft 0 .97 Collects Runoff from Drainage Basin: Q Discharges into Drainage Basin : Nantuck Dr. Discharges into Structure Type : Open Channel Municipal Development Group 02119/98 06:45:33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope :...eft Sid::: s:cpe Right Side Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra.fm2 1.D . #10 (AREA 0)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.7500 % 4.000000 H : V 4.000000 H : V 10 .017 cfs 0 .84 ft 2 .79 ft2 6 .89 ft 6 .68 ft 0 .83 ft 0.018320 ft/ft 3.59 ft/s 0.20 ft 1.04 ft 0.98 Collects Runoff from Drainage Basin: Q Discharges into Drainage Basin : Nantuck Dr. Discharges into Structure Type : Open Channel Municipal Development Group 02/19/98 06:46 :12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 _J'.lroject Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 1.D. #10 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0 .013 1.7500 % 4.000000 H: V 4 .000000 H: V 2 .205 cfs 0.35 ft 0.48 ft2 2 .85 ft 2 .77 ft 0.45 ft 0.004209 ft/ft 4 .60 ft/s 0.33 ft 0.68 ft 1.95 Collects Runoff from Drainage Basin : Q Discharges into Drainage Basin : Nantuck Dr. Discharges into Structure Type : Open Channel 06109198 03:49 :28 PM Municipal Development Group Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #11 (AREA S)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.8400 % 4.000000 H : V 4.000000 H : V 22.932 cfs 1.13 ft 5.10 ft2 9 .31 ft 9.03 ft 1.15 ft 0 .016404 ft/ft 4.50 ft/s 0.31 ft 1.44 ft 1.06 Collects Runoff from Drainage Basin : S Discharges into Drainage Basin : V Discharge into Structure Type : Culvert 07/01/98 08:49:40AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharae Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc .fm2 l.D. #11 (AREA S)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.8400 % 4.000000 H : V 4.000000 H : V 27 .104 cfs 1.20 ft 5.78 ft2 9.91 ft 9.62 ft 1.23 ft 0.016043 ft/ft 4.69 ft/s 0.34 ft 1.54 ft 1.07 Collects Runoff from Drainage Basin : S Discharges into Drainage Basin : V Discharge into Structure Type: Culvert Municipal Development Group 07/01/98 08:50 :03AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope L'C'f! Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimete r Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #11 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 1.8400 % 4 .000000 H : V 4.000000 H : V 5.919 cfs 0 .50 ft 0 .99 ft2 4.09 ft 3.97 ft 0.67 ft 0.003690 ft/ft 6 .00 ft/s 0 .56 ft 1.06 ft 2 .12 Collects Runoff from Drainage Basin : S Discharges into Drainage Basin : V Discharge into Structure Type : Culvert 07/01 /98 08 :50:23AM Municipal Development Group Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #12 (AREA V)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 37.452 cfs 1.45 ft 8.39 ft2 11 .94 ft 11 .59 ft 1.40 ft 0 .015366 ft/ft 4 .46 ft/s 0.31 ft 1.76 ft 0.92 Collects Runoff from Drainage Basin : S+ T +V Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel Municipal Development Group 06/10/98 11 :38 :19AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel _E~?.ject Descrip~ti-·o_n __________________ _ Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimete r Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #12 {AREA V}{100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4 .000000 H : V 4.000000 H : V 44.421 cfs 1.54 ft 9.54 ft2 12.73 ft 12 .35 ft 1.50 ft 0.015021 ft/ft 4.66 ft/s 0.34 ft 1.88 ft 0.93 Collects Runoff from Drainage Basin: S+ T +V Discharges into Drainage Basin : TxDOT R .O .W . Discharges into Structure Type: Open Channel Municipal Development Group 06/10/98 11 :39 :16AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 _i>_t:.?l~ct Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discha r ge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #12 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0 .013 1 .3000 % 4.000000 H : V 4 .000000 H : V 9.694 cfs 0.64 ft 1.63 ft2 5.26 ft 5.10 ft 0 .82 ft 0 .003455 ft/ft 5 .96 ft/s 0 .55 ft 1.19 ft 1 .86 Collects Runoff from Drainage Basin : S+ T +V Discharges into Drainage Basin : TxDOT R.O .W. Discharges into Structure Type : Open Channel 06/10/98 11 :40 :30 AM Municipal Development Group Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2ra.fm2 l.D . #13 (AREA X)(25 YR) Triangular Channel Manning's Formula Channel De~th 0.030 0.8000 % 4.000000 H : V 4 .000000 H : V 9.128 cfs 0.93 ft 3 .49 ft2 7 .70 ft 7.47 ft 0 .80 ft 0.018549 ft/ft 2 .61 ft/s 0.11 ft 1.04 ft 0.67 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel 02119/98 06 :54:52 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra. fm2 l.D . #13 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 0 .8000 % 4 .000000 H : V 4.000000 H : V 10 .774 cfs 0.99 ft 3.95 ft2 8.20 ft 7.95 ft 0.85 ft 0.018142 ft/ft 2 .72 ft/s 0.12 ft 1.11 ft 0.68 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin : TxDOT R .O .W . Discharges into Structure Type: Open Channel Municipal Development Group 02119/98 06 :55:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 1.D. #13 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 0 .8000 % 4 .000000 H : V 4.000000 H : V 2 .374 cfs 0 .41 ft 0.68 ft2 3.40 ft 3.30 ft 0.47 ft 0.004168 ft/ft 3.50 ft/s 0 .19 ft 0 .60 ft 1.36 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel 06/09/98 03:51 :53 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 SECTION#~ CULVERT FLOW CALCULATIONS Pro ject Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left .Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 1.D. #1 (AREA D)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 26.511 cfs 1.27 ft 6 .48 ft2 10 .49 ft 10.18 ft 1.22 ft 0.016090 ft/ft 4.09 ft/s 0.26 ft 1.53 ft 0.90 Collects Runoff from Drainage Basin : D+E Discharges into Drainage Basin : G Discharges into Structure Type : Open-Channel 06109198 03:56:52 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5-CULVERT FLOW Work.sheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc .fm2 l.D . #1 {AREA D){100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 35 .737 cfs 1.42 ft 8.10 ft2 11 .74 ft 11.39 ft 1.38 ft 0 .015462 ft/ft 4 .41 ft/s 0.30 ft 1.73 ft 0.92 Collects Runoff from Drainage Basin: D+E Discharges into Drainage Basin : G Discharges into Structure Type : Open-Channel Municipal Development Group 06/09/98 03:57:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Texas H ydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #1 Shape : !circular Material : I Concrete Sp.an : §1.00 ft Rise : 2 .50 ft Barrels : 1 Discharge Description lOYR lOOYR Q total (cfs) 26 .51 35 .74 *Backwater (BW = HW -TW -S·L) C:\PROJECTS\000\2882-S-l \2882T3RC.CL V Length(L): I 63 .ool ft Slope(S): I 0 .00511 n : 0 .0120 Ke: 0.20 Entrance Type : 1: 1.5 Beveled Edge I HW TW BW* V Q Inlet Ctl Outlet Ctl elevation elevation out over road HW depth HW depth (ft) (ft) (ft) (ft) (cfs) (ft) (ft) 292 .03 290 .27 1.44 7 .21 0 .00 2 .64 2.72 292 .67 290.42 1.93 7 .28 0 .00 3 .32 3.36 61 9/98 Proj~ct Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritica l. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 l.D. #2 (AREA F)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 1.3000 % 4.000000 H: V 4.000000 H: V 13.634 cfs 0 .99 ft 3.93 ft2 8.18 ft 7 .93 ft 0.94 ft 0.017582 ft/ft 3.47 ft/s 0.19 ft 1.18 ft 0 .87 Collects Runoff from Drainage Basin : F Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open-Channel Municipal Development Group 06/09/98 04:05:27 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 ___ ?roj_ect Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope LP.ft Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D. #2 (AREA F}(100 YR} Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4.000000 H: V 4 .000000 H : V 18 .379 cfs 1.11 ft 4 .92 ft2 9.15 ft 8 .87 ft 1.06 ft 0.016896 ft/ft 3.74 ft/s 0.22 ft 1.33 ft 0 .88 Collects Runoff from Drainage Basin: F Discharges into Drainage Basin : TxDOT R.O .W. Discharges into Structure Type : Open-Channel 06/09/98 04:05:41 PM Municipal Development Group Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #2 Shape : I Circular Material : I Concrete Sp.an : ~.00 ft Rise : 1.75 ft Barrels : 1 Discharge Description lOYR lOOYR Q total (cfs) 13 .63 18 .38 *Backwater (BW = HW -TW -S-L) C:\PROJECTS\000\2882-S-l \2882T3RC .CL V Length(L): I 63 . ool ft Slope(S): I 0 .00401 n: 0 .0120 Ke : 0 .50 Entrance Type : Headwall I '---~~~~~~~~- HW TW BW* V Q Inlet Ctl Outlet Ctl elevation elevation out over road HW depth HW depth (ft) (ft) (ft) (ft) (cfs) (ft) (ft) 288.74 287.03 1.46 5 .67 0 .00 2.44 2.44 289 .77 287 .15 2 .37 7 .64 0.00 3.47 3 .11 619/98 I Pro ject Description Project File Worksheet Flow Element Method Solve Fo r Input Data Mannings Coefficient Channel Slope Left S!de Sl ope Right Side Slope Discharge Results Depth Flow A rea Wetted Perimeter Top Width Critical Depth Critica l Slope Velocity Velocity Head Specifi c Energy Froude Number Flow is supercritica l. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #3 (AREA H)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 1.5000 % 4.000000 H: V 4.000000 H : V 68 .165 cfs 1.77 ft 12.46 ft2 14 .56 ft 14 .12 ft 1.78 ft 0 .014187 ft/ft 5.47 ft/s 0.46 ft 2.23 ft 1.03 Collect s Runoff from Drainage Basin : D+E+G+H Discharges into Drainage Basin : I Discharges into Structure Type : Open-Channel Municipal Development Group 06/1 1/98 0 1 :16:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope L:::ft S id~ Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critica l Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #5-CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 1.D . #3 (AREA H)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.5000 % 4 .000000 H : V 4 .000000 H : V 94 .237 cfs 1.99 ft 15.89 ft2 16 .43 ft 15 .94 ft 2 .03 ft 0.013587 ft/ft 5.93 ft/s 0.55 ft 2 .54 ft 1.05 Collects Runoff from Drainage Basin : D+E+G+H Discharges into Drainage Basin : I Discharges into Structure Type : Open-Channel 06/11/98 01 :17 :48 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I I Texa s H ydrau lic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #3 Shape : I circular Material : I Concrete Sp.an : §1.00 ft Rise : 3 .00 ft Barrels : 1 Discharge Description l OYR lOOYR Q total (cfs) 43 .05 58 .09 *Backwater (BW = HW -TW -S ·L) C :\PROJECTS\000\2882-S-l \2882T3RC.CL V HW TW elevation elevation (ft) (ft) 283 .85 281.92 284 .67 282 .14 Length(L): I 63 .ool ft Slope(S): I 0 .00511 n : 0 .0120 Ke : 0.20 Entrance Type : 1 : 1. 5 Beveled Edge I BW* Q Inlet Ctl Outlet Ctl v out over road HW depth HW depth (ft) (ft) ( cfs) (ft) (ft) 1.61 8.16 0 .00 3.23 3 .29 2 .20 8 .22 0 .00 4 .09 4 .11 6/11/98 I I I Proj ect Description Proje ct File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Le ft Si de Slope Right Side Slope Discharae Results Depth Flow A rea Wetted Perimete r Top W idth Critical Depth Critica l Slope Velocity Veloc ity Head Specific Energy Froude Number Flow is subcritica l. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #5 (AREA M)(10 YR) Triangular Channel Manning's Formula Channel Deeth 0.030 1.5000 % 4.000000 H : V 4.000000 H : V 32.581 cfs 1.34 ft 7.16 ft2 11 .04 ft 10 .71 ft 1.33 ft 0.015654 ft/ft 4.55 ft/s 0.32 ft 1.66 ft 0.98 Collects Runoff from Drainage Basin : K+M Discha rges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : TxDOT R.O .W. Municipal Development Group 06/11 /98 02 :17:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Veloc ity Velocity Head Specific Energy Froude Numbe r Flow is subcritica l. Notes : SECTION #5 -CULVERT FLOW Work.sheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D. #5 (AREA M)(100 YR) Triangular Channel Manning's Formula Channel Deeth 0.030 1.5000 % 4.000000 H: V 4.000000 H : V 43 .919 cfs 1.50 ft 8.96 ft2 12 .34 ft 11 .97 ft 1.50 ft 0.015043 ft/ft 4.90 ft/s 0.37 ft 1.87 ft 1.00 Collects Runoff f rom Drainage Basin : K+M Discharges into Dra inage Basin : TxDOT R.O .W . Discharges into Structure Type : TxDOT R.O .W . Municipal Development Group 06/11 /98 02:18 :38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaste r v5 .07 Page 1 of 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CULVERT FLOW I.D. #5 Shape : I Circular Material : !concrete Sp.an : ~.00 ft Rise : 1.50 ft Barrels : 1 Discharge Description IOYR 100 YR Q total (cfs) 9 .60 12.94 *Backwater (B W = HW -TW -S-L) C:\PRO JECTS\0 00\288 2-S-l \2882T3RC . CL V HW TW elevation elevation (ft) (ft) 266 .73 265 .55 267 .68 265 .71 Length(L): I 63 .ool ft Slope(S): I 0 .00491 n: 0.0120 Ke: 0 .50 Entrance Type : Headwall I '--~~~~~~~~~ BW* (ft) 0 .88 1.66 v out (ft) 5.43 7 .32 Q Inlet Ctl Outlet Ctl over road HW depth HW depth (cfs) (ft) (ft) 0 .00 2 .17 2 .16 0 .00 3 .12 2 .75 6/11/98 I SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel -~!'~j_ect pescrip_ti_·o_n __________________ _ Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : c :\projects\000\2882-south hampton\2882r3rc.fm2 l.D. tl6 (AREA P)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.030 0 .5000 % 4 .000000 H: V 4.000000 H: V 44.982 cfs 1.86 ft 13 .78 ft2 15 .30 ft 14 .85 ft 1.51 ft 0.014995 ft/ft 3.27 ft/s 0 .17 ft 2 .02 ft 0.60 Collects Runoff from Drainage Basin: P+Q Discharges into Drainage Basin : Nantuck Dr. Discharges into Structure Type : Open Channel Municipal Development Group 06/10/98 01:34:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope LPft ~id e Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5-CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D. '#6 (AREA P)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 0.5000 % 4.000000 H : V 4.000000 H : V 60 .638 cfs 2 .08 ft 17 .23 ft2 17.12 ft 16 .61 ft 1.70 ft 0.014410 ft/ft 3.52 ft/s 0.19 ft 2.27 ft 0.61 Collects Runoff from Drainage Basin : P+Q Discharges into Drainage Basin: Nantuck Dr. Discharges into Structure Type : Open Channel 06/10198 01 :35:30 PM Municipal Development Group Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #6 Shape : !circular Material : I Concrete Sp.an : §1.00 ft Rise : 2 .50 ft Barrels : 1 Length(L): I 69 .ool ft Slope(S): I 0 .00511 n : 0 .0120 Ke: 0 .20 Entrance Type: 1 : 1. 5 Beveled Edge I Discharge Description Q HW TW BW* V Q Inlet Ctl Outlet Ctl total elevation elevation out over road HW depth HW depth (cfs) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) IOYR 44 .98 260 .98 258 .26 2 .37 9.16 0.00 4 .16 4 .07 IOOYR 60 .64 261.75 258.48 2 .92 10 .65 8 .38 4 .93 4 .61 *Backwater (BW = HW -TW -S ·L) C:\PROJECTS\000\2882-S -1 \2882T3RC.CL V 6/10/98 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left SidP. Slope Right Side Slope Discharae Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5-CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D. #7 (AREA R)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.0000 % 4.000000 H: V 4.000000 H : V 10 .236 cfs 0.94 ft 3.50 ft2 7.71 ft 7.48 ft 0.84 ft 0.018267 ft/ft 2.92 ft/s 0.13 ft 1.07 ft 0 .75 Collects Runoff from Drainage Basin : R Discharges into Drainage Basin : Nantuck Dr. Dishcarges into Structure Type : Open-Channel 06/09/98 04:18:13 PM Municipal Development Group Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 . __ _Proj~t Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope LP.ft Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc .fm2 l.D . #7 (AREA R)(100 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 1.0000 % 4 .000000 H : V 4.000000 H : V 13 .837 cfs 1.05 ft 4.39 ft2 8.64 ft 8.38 ft 0.94 ft 0 .017547 ft/ft 3.15 ft/s 0 .15 ft 1.20 ft 0 .77 Collects Runoff from Drainage Basin: R Discharges into Drainage Basin : Nantuck Dr. Dishcarges into Structure Type : Open-Channel Municipal Development Group 06109198 04:18:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #7 Shape : I Circular Material : !Aluminum Sp.an : ~.00 ft Rise : 1.50 ft Barrels : 1 Discharge Description Q lOYR IOOYR total (cfs) 10 .24 13 .84 •Backwater (BW = HW -TW -S ·L) C:\PROJECTS\000\2882-S-l \2882T3RC .CL V HW TW elevation elevation (ft) (ft) 255 .86 253 .88 256.20 253 .99 Length(L): I 62 .ool ft Slope(S): I 0 .01001 n : 0 .0149 Ke : 0.50 Entrance Type : Headwall I '--~~~~~~~~---' BW* (ft) 1.36 1.59 v out (ft) 5.79 6 .51 Q Inlet Ctl Outlet Ct! over road HW depth HW depth (cfs) (ft) (ft) 0 .00 2 .30 2.24 2 .32 2 .64 2.49 61 9/98 Pro ject Description Project File Worksheet Flow Element Me thod Solve For Input Data Mannings Coefficient Channel Slope Le ~ Side Sl ope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Veloc ity H ead Specific Energy Froude Number Flow is subcritica l. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 1.0 . #8 (AREA T)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 1.0000 % 4.000000 H : V 4.000000 H : V 26 .131 cfs 1.33 ft 7 .07 ft2 10 .96 ft 10 .63 ft 1.22 ft 0.016121 ft/ft 3.70 ft/s 0 .21 ft 1.54 ft 0.80 Collects Runoff from Dra inage Basin : S+ T Discharges into Drainage Basin : V Discha rges into Structure Type : Open Channel 06/10/98 01 :43:18 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 _ _f.lroject Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #8 (AREA T)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.0000 % 4 .000000 H : V 4.000000 H : V 35 .322 cfs 1.49 ft 8 .86 ft2 12 .27 ft 11 .91 ft 1.37 ft 0 .015486 ft/ft 3.99 ft/s 0.25 ft 1.74 ft 0.81 Collects Runoff from Drainage Basin: S+ T Discharges into Drainage Basin : V Discharges into Structure Type : Open Channel 06/10/98 01 :44:00 PM Municipal Development Group Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CULVERT FLOW I.D. #8 Shape : I circular Material : I concrete Sp.an: §1.00 ft Rise : 2 .25 ft Barrels : 1 Discharge Description lOYR 100 YR Q total (cfs) 26 .13 35 .32 *Backwater (BW = HW -TW -S ·L) C:\PROJECTS\000\2882-S-J \2882T3RC .CL V HW TW elevation elevation (ft) (ft) 264 .22 262 .26 265 .08 262.42 Length(L): I 63 .ool ft Slope(S): I 0 .00501 n: 0 .0120 Ke : 0 .20 Entrance Type : 1: 1. 5 Beveled Edge I BW* v out Q Inlet Ct! Outlet Ct! over road HW depth HW depth (ft) (ft) ( cfs) (ft) (ft) 1.65 6 .57 0 .00 2 .86 2.91 2 .35 8 .74 0 .55 3 .77 3 .68 6/10/98 l.D. #9 (AREA V)(10 YR) P-3 BAY STRE T -2 WINDRIFT COVE Project Title : South Hampton Subdivison c :\projects\000\2882-south hampton\2882t1 ra .stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:34:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: RM StormCAD v1 .0 Page 1 of 1 258.00 ~~ltiii~!S!rITTitft~~~~~-r--~~~~~tc;-:251~~~~~~~~~~~~~rb5~~~57 .00 Pipe: P -4 yp nve : . O+Clill Invert: 250 . 7!ilff50 Length: 14.00 ft Section Size : 30 inch . . On lnvert~.?M .85 ft Length : 125:00 ft Section Size: 30 inch Pi e : P-1 Up Invert: 255. 256.00 255.00 254.00 253.00 On Invert: 255. oa!1.00 Length: 14.00 f Section Si e : 2 lleb.00 1+50 Station ft S29tDID1 Size: 30 i ncl12+50 3+00 M UNICIPAL DEV ELOPM E N T GROU P P roject T itle : South H a mpto n S u bdivison c :lproject s\00012882-south hampt on\288211 ra .stm 06/10/98 0 4 :17:31 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (2 03) 755-1666 Elevation ft Project Engineer: RM Storm C AD v 1 .0 Page 1of1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed {cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 16.586 1.63 258.00 1-2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 35.173 3.74 258.00 1-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 31.361 10.23 258.00 J-1 N/A NIA NIA NIA 0.02 0.02 0.00 0.000 66.534 6.78 258.00 J-2 NIA NIA NIA NIA 0.30 0.30 0.00 0.000 83.120 8.47 258.00 J-3 NIA NIA NIA NIA 0.55 0.55 0.00 0.000 83.120 8.47 258.00 I Outlet NIA NIA NIA NIA 0.57 0.57 0.00 0.000 NIA 8.47 257.75 Project Title: South Hampton Subdivison c:\projects'D00\2882-south hampton\2882t1 ra.stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:12:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 {203) 755-1666 Rim Elevation (ft) 258.02 257.41 258.00 258.00 258.00 258.00 257.75 Sump Elevation (ft) 252.00 253.00 255.75 252.53 251.74 250.85 250.65 Project Engineer: RM StormCAD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Node Node (cfs) (ft) Slope Velocity Size (cfs) (%) (ft/s) P-7 1-3 J-2 16.586 6 .00 4 .3333 1 .57 48inch 0 .013 299.001 P-6 1-2 J-1 35.173 4 .00 11 .7500 3.44 48inch O.Q13 492.358 P-1 1-1 J-1 31 .361 14.00 1 .7857 10.38 24inch O.Q13 30.229 P-2 J-1 J-2 66.534 112.00 0 .7054 6 .78 30inch 0.013 68.893 P-3 J-2 J-3 83 .120 126.00 0 .7063 8.47 30 inch 0.013 68.942 P-4 J-3 Outlet 83 .120 14.00 0 .7143 8.47 30inch 0 .013 69.328 t ~· f-1 {N f E LO c.r1 '1' c:Y -rr-1-(.? vJ1L~ (2..~c..F .... e.~1-ti ~cJL~ ~~ )rrJ'-1 -ft-F-Fi}(l~ {l,f( ) UA'7 :?GLI} 0<'&~ (' Project T itle : S o uth Hampton Subdivison c :\projects \00012882-south hampto n\288211 ra .stm MUNICIPAL DEVELOPMENT GROUP Upstream Invert Elevation (ft) 252.00 253.00 255.75 252.53 251 .74 250.85 06/10/98 0 4 :12:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1 666 Downstream Upstream Invert HGL Elevation (ft) (ft) 251 .74 255.02 252.53 255.81 255.50 257.63 251 .74 255.76 250.85 254.85 250.75 253 .39 Project Engineer: RM StormC AO v1 .0 Page 1 of1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Nod e Node (cfs) (ft) Slope Velocity Size (cfs) Invert {%) {ft/s) Elevation {ft) P-7 1-:'l J -2 16.586 6 .00 4 .3333 1.57 48inch 0 .013 299.001 252.00 P-6 1-2 J-1 35.173 4 .00 11 .7500 3.44 48inch 0.013 492.358 253.00 P-1 1-1 J-1 31 .361 14.00 1 .7857 10.38 24inch 0.013 30.229 255.75 P-2 J-1 J-2 66.534 112.00 0 .7054 6 .78 30inch 0 .013 68.893 252.53 P-3 J-2 J-3 83.120 126.00 0 .7063 8 .47 30inch 0.013 68.942 251 .74 P-4 J-3 Outlet 83.120 14.00 0 .7143 8 .47 30inch 0 .013 69.328 250.85 I Project Title : South Hampton Subdivison c :\projects\00012882-south hampton\288211 ra .stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:12:58 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 {203) 755-1666 Downstream Upstream Invert HGL Elevation (ft) (ft) 251 .74 255 .02 252.53 255.81 255 .50 257.63 251 .74 255.76 250.85 254 .85 250.75 253.39 Project Engineer : RM StormCAD v1 .0 Page 1 of 1 I I I I I l.D. #9 (AREA V)(100 YR) P-3 BAY STRE T -2 WINDRIFT COVE Project Title : South Hampton Subdivison c :\projects\000\2882-south hampton\288211 ra .stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:33:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: RM StormCAD v1 .0 Page 1 of 1 258.00 ll!rnn-l"l!llf'5'""""1~~~+:-:-~~~~~---t~~~~~H"-'-'-t-"":>::'::!~~~~~-+-~~~~~~-HJJL.l.L._H-"~~~l.L,,-ljl 257.00 ft 256.00 255.00 254.00 253.00 ~:i::~========~==:::~-:;:~~========~~~:::::::=::=::~~~~~~~~~~~~~~252.00 5ft ~1 .00 L__nP~ip~e":vP~-~4,_,,c:n--m::-..~~-tf&-fjflYi~.~~.f4-ff-~~-'-~~~~~~-t-ttnn1tn--t-+'Tf'\ft-iFt--'---'~"'""-"'"-'--'""-"'"'"'-'-..:ro ~OO o+~ 1 ~~~rt ~ 250:7 !ilff50 Dn lnvert1¥M.85 ft 1+50 3 +oo Length: 14.00 ft Length : 12ff.Oo ft Section S ize: 30 inch Section S ize: 30 inch Station ft Project Title: S outh Hampton Subdivison c :\projects\000\2882-south hampton\288211 ra .stm 06/10/98 0 4 :21 :47 PM MUNICIPA L DEVELOPMENT GROUP Haestad Methods, Inc . 37 Brookside Road Wate rbury, CT 06708 (203) 755-1666 Elevation ft Project Engineer: RM StormCAD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-3 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .000 20.357 1.62 258.00 1-2 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .000 50.325 4 .00 258.00 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.000 44.421 14.14 258.00 J-1 NIA NIA NIA NIA 0 .02 0 .02 0 .00 0.000 94.746 9 .65 258.00 J-2 NIA NIA NIA NIA 0 .21 0.21 0 .00 0 .000 115.103 11.72 258.00 J-3 NIA NIA NIA NIA 0 .39 0 .39 0 .00 0 .000 115.103 11 .72 258.00 Outlet NIA NIA NIA NIA 0 .41 0 .41 0 .00 0.000 NIA 11 .72 257.75 Project Title : South Hampton Subdivison c :\projects\000\2882-south hampton\288211 ra.stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:22 :14 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Elevation (ft) 258.02 257.41 258.00 258.00 258.00 258.00 257.75 Sump Elevation (ft) 252.00 253.00 255.75 252.53 251 .74 250.85 250.65 Project Engineer: RM StormCAD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Nooe Node (cfs) (ft) Slope Velocity Size (cfs) Invert (%) (ft/s) Elevation (ft) P-7 1-3 J-2 20.357 6 .00 4 .3333 1.62 48inch 0 .013 299.001 252.00 P-6 1-2 J-1 50.325 4 .00 11.7500 4 .00 48inch 0 .013 492.358 253.00 P-1 1-1 J-1 44.421 14.00 1 .7857 14.14 24inch 0 .013 30.229 255.75 P-2 J-1 J-2 94.746 112.00 0 .7054 9 .65 30inch 0 .013 68.893 252.53 P-3 J-2 J-3 115.103 126.00 0 .7063 11 .72 30inch 0 .013 68.942 251 .74 P-4 J-3 Outlet 115.103 14.00 0 .7143 11 .72 30inch 0 .013 69.328 250.85 Project Title: South Hampton Subdivison c :~rojects\000\2882-south hampton\288211 ra .stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:22 :32 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream Upstream Invert HGL Elevation (ft) (ft) 251 .74 256.65 252.53 258.00 255.50 258.54 251.74 258.14 250.85 256.33 250.75 253.53 Project Engineer : RM StormCAD v1 .0 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #10 (AREA X)(10 YR) Triangular Channel Manning's Formula Channel Depth 0 .030 1.0000 % 4.000000 H: V 4.000000 H : V 7.993 cfs 0 .85 ft 2.91 ft 2 7 .03 ft 6 .82 ft 0.76 ft 0.018880 ft/ft 2 .75 ft/s 0.12 ft 0.97 ft 0 .74 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type : Open-Channel 06109198 04:21 :53 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel _J.!!?J~~!Descrip~t_io_n~~~~~~~~~~~~~~~~~~~ Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimete r Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #10 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.0000 % 4.000000 H : V 4 .000000 H : V 10 .774 cfs 0 .95 ft 3.64 ft2 7.86 ft 7.63 ft 0.85 ft 0 .018143 ft/ft 2.96 ft/s 0.14 ft 1.09 ft 0.76 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin : TxDOT R.O.W. Discharges into Structure Type : Open-Channel 06109198 04:22:26 PM Munici pal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SE CTION #5 -CULVERT FLOW I.D. #10 Shape : I Circular Material : I Concrete Sp_an~ft Rise : 1.50 ft B arrel s : 1 Discharge Description lOYR 100 YR Q total (cfs) 7 .99 10 .77 *Backwater (B W = HW -TW -S-L) C :\PROJECTS\000\2882 -S-l \2882T3RC . CL V HW TW elevation -elevation (ft) (ft) 254.41 253 .05 255 .03 253 .15 Length(L): I 74 .ool ft Slope(S): I 0 .00501 n : 0 .0120 Ke : 0 .50 Entrance Type : H eadwall I BW* v Q Inlet Ctl Outlet Ctl out ove r road HW depth HW depth (ft) (ft) ( cfs) (ft) (ft) 0.99 5.78 0 .00 1.82 1.8 5 1.51 6 .09 0 .00 2.47 2 .37 6/ 9/98 SECTION#6 STORM INLETS FLOW CALCULATIONS I I I SECTION #6 -STORM INLET FLOW l.D . #1 DRAINAGE AREA B Collects Runoff from Drainage Basin : B (10 YEAR) 8 .685 cfs 0.31 ft (100 YEAR) 11.707 cfs 0.35 ft CALCULATED y = 0 .69 ft y = 0 .85 ft at L = 5 ft y = 0 .62 ft y = 0 .75 ft at L = 6 ft :::::::i'.i::m: :=::::m::m:=]P]~1 :::1:r::::tt :t : =:=:::==::::\\'tir::::::¥::a:::=::::::rn:::::::::::::::::::::::P:~~::]:::::::::ti:::::::::i::::::::::i:J:: 1::~u::g::F :::::]:::rn:::::::::::1[:::::::::::1::1 ]::]::: y = 0 .44 ft y = 0.53 ft at L = 1 O ft d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . l.D . #2 DRA INAGE AREA E Collects Runoff from Dra inage Basin : E (10 YEAR) (100 YEAR) 0 10 = 10 .970 0 10(125%) = 13 .713 d 1o = 0.36 cf s cf s ft 0 100 = 14 .788 cfs 010 0(125%) = d 100 = 18.485 cfs 0.40 ft CALCULATED y = 0 .94 ft y = 1.15 ft at L = 5 ft y = 0 .83 ft y = 1.02 ft at L = 6 ft ;, :J y:e::: ::::: ::: :::9~~~J:::::::::~;:::::: :,:::.:.:::.:, ::·,\l.::::::::Y:@ ::= ][[::::::::=:=::-::;g~~]]llll:::::.:L::::r£::=·::::::::::::::::1~:iHii : :::=:: ::::::~::c::::::::Jf.,t::t y= 0 .59 ft y= 0.72 ft atL= 10 ft d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . Stonn inl et evaluation.xis I I I I I I SECTION #6 -STORM INLET FLOW l.D. #3 DRAINAGE AREA H Collects Runoff from Drainage Basin : H (10 YEAR) (100 YEAR) 0 10 = 13.407 cf s 0100 = 18 .073 cf s 010(1 25%) = 16 .759 cf s 0100(125 %) = 22 .591 cfs d 10 = 0 .38 ft d100 = 0.43 ft CALCULATED y = 1.08 ft y = 1 .31 ft at L = 5 ft y= 0 .95 ft y= 1 .16 ft atL= 6 ft y= 0 .79 ft y= 0.96 ft atL= 8 ft :: t v:#:: > ... :·::o~ea ··==·:::=n ·:::::=::::: : ti?::== :::::::y:g:r:r:::f:::::::=::::::o~$.a ::1:r:ff.]t::1Jr::::::r::::r::t=::~,mm:i:t:::rrrr:J.0J :t=:t:•t:==::rt d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . l.D . #5 DRAINAGE AREA T Collects Runoff from Drainage Basin : T (10 YEAR) (100 YEAR) 0 10 = 6.096 cf s 0100 = 8 .218 cf s 0 10(125 %) = 7 .620 cf s 0100 (125%) = 10 .273 cf s d 10 = 0.29 ft d 100 = 0 .32 ft CALCULATED y= 0.64 ft y= 0 .78 ft atL= 5 ft ......... ·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.-....... ·.·.·.·.·.·.·.·.·.·.·:-:-:-:-:-:-:ft··-·.·-::;::::;;::::::::-:-:-:.·.-....... ·.·.·.·-:-:-:-·-·.·.············.·.·.·-·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.-.·.·.·.·.·.·. ··············.·-: ·······.-.·.·.·,·· ......... ·.·.•.·. ·.·.·.·.·.·.·.·· :¥rm :::::p;s.6 ::: , : :<.:::=:::t::::::y:m: :::=:::::::=:ms~: : :t.l :::::' .. }::::::: :=1!:=1;;::a:]ttt=l=']?:t .::::::~::::::::: y = 0 .47 ft y = 0 .57 ft at L = 8 ft y= 0.40 ft y= 0 .49 ft atL= 10 ft d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . Stonn inl et eval uation.xls I I I I I I I I I SECTION #6 -STORM INLET FLOW l.D . '#6 DRAINAGE AREA U Collects Runoff from Drainage Basin : T+U+W+Z (10 YEAR) (100 YEAR) 0 10 = 32 .597 cf s 0100 = 43 .940 cf s 0 10(125%) = 40 .746 cf s 0100(125 %) = 54.925 cf s d 10 = 0 .50 ft d100 = 0.65 ft CALCULATED y = 1.95 ft y = 2 .38 ft at L = 5 ft y = 1 . 72 ft y = 2 .10 ft at L = 6 ft y=. 1 .42 ft y=. 1 .74 ft atL= 8 ft ::ttM § ::::::: tt::a ~2aw::::::mj ::: ::: ?'::':::;'' t·:::]: M! ::: :: :: :=tt 1~d : :;::J=:n= :: -::::::::1:1t:i:1=:1t:U:#. ::1rt::::11:10::1tIItfi II' d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . l.D. #7 DRAINAGE AREA X Collects Runoff from Drainage Basin : X (10 YEAR) (100 YEAR) 0 10 = 13 .832 cfs 0 100 = 36 .652 cfs 0 .44 ft d 100 = 0 .49 ft CALCULATED y = 0 .95 ft y = 1 .81 ft at L = 5 ft y = 0 .84 ft y = 1 .61 ft at L = 6 ft ':·[:·y:§ r:r::=::me9. : tt.:o=:: .. :·. :: :=::::i ii : _,::::::.:::::::i;.~~:: ?::~:.::::::: := ,:::::::·::1~:=µ:a .:::u:::::::::~:::: JJfi :!? y = 0 .60 ft y= 1 .14 ft atL= 10 ft d = depth i n curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . Storm inl et evaluation. xi s SECTION#7 EXISTING TxDOT CALCULATIONS EA T FRONTAG RD. Project Title: South Hampton Master Plan c :\projects\00012882-south hampton\2882t2ra .stm 06111 /98 07:38:46 PM STRUCTURE: TxDOT 2 (TxDOT 10 YR STORM) STATE HWY NO. 6 8 MUNICIPAL DEVELOPMENT GROUP Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1-1 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 ------- 0 +00 ~jmert : 244 . 79 ft ert: 244 .50 ft Length : 96 .00 ft Section Size : 6 x 4 ft Project Title: South Hampton Master Plan c :lprojects\000\2882-south hampton\2882t2ra .stm 06111198 07:36:52 PM 1+00 ------·-·- 1+50 On Invert~ 79 ft 2 +50 3+00 ~ngth : 1 0 .00 ft ~fS i ze : 4 x 4 ft MUNICIPAL DEVELOPMENT GROUP Haestad Methods , Inc. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 256 .00 -~54 .00 54-40 ft : 250 .65 ft 252 .00 250 .00 Elevati on ft 248 .00 246 .00 244 .00 3 +50 Project Engineer: Rabon M etcalf StormCAD v1 .0 Page 1 of 1 Node Report Node Inlet I Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area C CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 143.00 8 .94 254.40 J-1 NIA NIA NIA N/A 0.15 0 .15 0 .00 0 .00 143.00 10.48 255.00 J-2 NIA NIA N/A N/A 0 .43 0 .43 0 .00 0 .00 143.00 6 .29 251.50 Outlet NIA N/A N/A N/A 0 .69 0 .69 0 .00 0 .00 N/A 5.96 250.00 Project Title : South Hampton Master Plan c :~rojects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP 06111198 07:37:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 254.40 250.65 255.00 250.00 251 .50 244.79 250.00 244.50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 143.00 81 .00 0 .008025 8.94 4x4ft 0 .013 163.83 250.65 250.00 254.76 P-2 J-1 J-2 143.00 160.00 0.032563 9.71 4x4ft 0 .013 330.01 250.00 244.79 253.41 P-3 J-2 Outlet 143.00 96.00 0 .003021 6 .12 6x4ft O.Q13 170.26 244.79 244.50 248.58 Project Title : South Hampton Master Plan Project Engineer: Rabon Metcalf c :\projects\00012882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11/98 07 :37 :53 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 EA T FRONTAG RD . Project Title: South Hampton Master Plan c:lprojects\000\2882-south hampton\2882t2ra.stm 06/11 /98 07:40:22 PM STRUCTURE : TxDOT 2 (TxDOT 50 YR STORM) STATE HWY NO . 6 8 MUNICIPAL. DEVELOPMENT GROUP Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1-1 WE T FRONTA E RD . Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0 +00 lJp Jrwert : 244 .79 ft DtfffWtert : 244 .50 ft Length : 96.00 ft Section S ize: 6 x 4 ft P roject Title : South Hampton Master Plan c :\projects\000\2882-south hampton\288212ra .stm 06/11/98 07 :4 1 :12PM 1+00 1+50 . . On lnvert:j;MJb 79 ft _i ength : 1 G"o .oo ft ~MifS i z e: 4 x 4 ft 2+50 MUNICIPAL D EVELOPMENT GROUP 3+00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 {203) 755-1666 im : um 256 .00 _f!54 .00 54.40 ft : 250 .65 ft 252 .00 250.00 Elevati on ft 248 .00 246 .00 244 .00 3 +50 Project Engineer: R abon Metc alf StormCAD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation (ac res) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-1 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 190.00 11 .88 254.40 254.40 250.65 J-1 NIA NIA NIA NIA 0 .11 0 .11 0 .00 0 .00 190.00 11 .88 255.00 255.00 250.00 J-2 NIA NIA NIA NIA 0 .34 0 .34 0 .00 0 .00 190.00 7 .92 251 .50 251 .50 244.79 Outlet NIA NIA NIA NIA 0 .54 0 .54 0 .00 0 .00 NIA 7 .92 250.00 250.00 244.50 Project Title : South Hampton Master Plan Project Engineer: Rabon Metcalf c :lprojects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06111 198 07 :41 :32 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 190.00 81 .00 0 .008025 11 .88 4x4ft 0 .013 163.83 250.65 250.00 255.87 P-2 J-1 J-2 190.00 160.00 0 .032563 11 .88 4x4ft 0 .013 330.01 250.00 244.79 254.00 P -3 J-2 Outlet 190.00 96.00 0 .003021 7 .92 6x4ft O.Q13 170.26 244.79 244.50 248.86 Project Title : South Hampton Master Plan Project Engineer : Rabon Metcalf c :\projects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11/98 07:41 :55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 EA T FRONTAG RD. 8 Project Title : South Hampton Master Plan c :lprojects\000\2882-south hampton\2882t2ra.stm 06/11 /98 07:42 :47 PM STRUCTURE: TxDOT 2 (TxDOT 100 YR STORM) STATE HWY NO. 6 8 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1-1 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0 +00 l.JD. lolfert: 244 .79 ft o+iffWrert: 244 .50 ft Length : 96 .00 ft Secti on S ize : 6 x 4 ft Project Title : South Hampton M aster Plan c :\projects\00012882-south hampton\2882t2ra.stm 06/11198 07:43:25 PM 1+00 1+50 P ipe : P -2 Dn Invert~ 7 9 ft _l.ength : 160 .00 ft ~-... fS ize : 4 x 4 ft 2+50 MUNICIPAL flEVELOPMENT GROUP 3+00 Haestad Methods. Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 im : um 256 .00 -~54 .00 54.40 ft : 250 .65 ft 2 52 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3 +50 Project Eng ineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-1 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 196.00 12.25 254.40 J-1 NIA NIA NIA NIA 0 .11 0 .11 0 .00 0 .00 196.00 12.25 255.00 J-2 NIA NIA NIA NIA 0 .33 0 .33 0 .00 0 .00 196.00 8 .17 251.50 Outlet NIA NIA NIA NIA 0 .52 0 .52 0 .00 0 .00 NIA 8 .17 250.00 Project Title : South Hampton Master Plan c :lprojects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP 06111198 07 :43:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 254.40 250.65 255.00 250.00 251 .50 244.79 250.00 244.50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 196.00 81 .00 0 .008025 12.25 4x4ft 0 .013 163.83 250.65 250.00 255.93 P-2 J-1 J-2 196.00 160.00 0 .032563 12.25 4x4ft 0 .013 330.01 250.00 244.79 254 .00 P-3 J-2 Outlet 196.00 96.00 0 .003021 8 .17 6x4ft 0 .013 170.26 244.79 244.50 248.88 Project Title: South Hampton Master Plan Project Engineer: Rabon Metcalf c :\projects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11/98 07 :44:09 PM Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Page 1of1 EA T FRONTAG RD. let Project Title: South Hampton Master Plan c :\projects\000\2882-south hampton\2882t2ra .stm 06/11/98 07 :45:17 PM STRUCTURE: TxDOT 2 POST DEVELOPMENT 10 YR STORM) STATE HWY NO. 6 8 MUNIC IPAL D E V ELOPM E N "T G ROUP H aestad M ethods, Inc . 37 Brook side R o ad W ater b ury, CT 06708 (203) 755-1666 - 1-1 8 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 .----------.------------· ----- 0 +00 lJp Invert: 244 .79 ft [)tiffWtert: 244 .50 ft Length : 96 .00 ft Section S ize : 6 x 4 ft 1+00 --,----------r-----· 1+50 Pipe : P-2 . . On lnvert:jM)b 7 9 ft .i.ength : Hi0.00 ft ~lff16n tS ize : 4 x 4 ft 2 +50 MUNICIPAL D E V E LOPMENT G ROUP 3+00 Project Title: South Hampton Master Plan c :\projects\000\2882-south hampton\2882t2ra .stm 06/11/98 07:45:51 PM H aestad M ethods, Inc. 37 Brooks ide R o ad Waterbury, CT 0 6 708 (203) 755-1666 im : um 256 .00 _-f254 .00 54.40 ft : 250 .65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3 +50 Project Engineer: Rabon Metcalf StormC AD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 168.79 10.55 254.40 254.40 250.65 J-1 NIA NIA NIA NIA 0 .13 0 .13 0 .00 0 .00 168.79 11 .07 255.00 255.00 250.00 J-2 NIA NI A NIA N/A 0.37 0 .37 0 .00 0 .00 168.79 7 .32 251 .50 251 .50 244.79 Outlet NIA N/A NIA N/A 0 .60 0 .60 0 .00 0 .00 N/A 7 .03 250.00 250.00 244.50 Project Title : South Hampton Master Plan Project Engineer: Rabon Metcalf c :\projects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06111198 07 :46 :15 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (Mt) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 168.79 81 .00 0.008025 10.55 4x4ft 0 .013 163.83 250.65 250.00 255.45 P-2 J-1 J-2 168.79 160.00 0 .032563 10.81 4x4ft 0 .013 330.01 250.00 244.79 253.81 P-3 J-2 Outlet 168.79 96.00 0 .003021 7 .18 6x4ft O.Q13 170.26 244 .79 244.50 248.63 Project Title : South Hampton Master Plan c :lprojects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP 06/11/98 07 :46 :33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Project Engineer: Rabon Metcal f StormCAD v1 .0 Page 1 of 1 EA T FRONTAG RD. 8 Project Title: South Hampton Master Plan c :lprojects\000\2882-south hampton\2882t2ra.stm 06/11198 07:47:22 PM STRUCTURE : TxDOT2 POST DEVELOPMENT 50 YR STORM) STATE HWY NO. 6 8 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 1-1 fi WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0 +00 l.Jp lm'ert: 244 .7 9 ft [)fifffftert: 244 .50 ft Length : 96 .00 ft Section Size : 6 x 4 ft P roject Title: South Hampton Master Plan c :\projects\000\2882-south hampton\2882t2ra.stm 06/11/98 07 :47 :37 PM 1+00 1+50 Pipe : P -2 Dn Invert :~ 79 ft 1-en.Qth : 160.00 ft ~--. JS ize : 4 x 4 ft 2+50 MUNICIPAL DEVELOPMENT GROUP 3+00 Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 im : um 256 .00 -~54 .00 54.40 ft : 250 .65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3 +50 Project Engineer: R abon Metcalf StormCA D v 1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 218.77 13.67 254.40 254.40 250 .65 J-1 N/A N/A NIA N/A 0 .10 0 .10 0 .00 0 .00 218.77 13.67 255.00 255.00 250.00 J-2 N/A N/A N/A N/A 0 .29 0.29 0 .00 0 .00 218.77 9 .12 251 .50 251 .50 244.79 Outlet N/A N/A N/A N/A 0 .47 0 .47 0 .00 0 .00 N/A 9 .1 2 250.00 250.00 244.50 Project Title : South Hampton Master Plan Project Engineer: Rabon Metcalf c:lprojects\00012882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11/98 07:47 :57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe Report Pipe Upstream I Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Nod e 1 Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ftfs) Elevation Elevation (ft) ; (ft) (ft) P-1 1-~ I~:: 218.77 81 .00 0 .008025 13.67 4x4ft 0 .013 163.83 250.65 250.00 256.16 P-2 J-1 218.77 160.00 0 .032563 13.67 4x4ft O.D13 330.01 250.00 244.79 254 .00 P-3 J -2 Outlet 218.77 96.00 0 .003021 9 .12 6x4ft 0 .013 170.26 244.79 244.50 248.98 Project Title : South Hampton Master Plan Project Engineer : Rabon Metcalf c :\projects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11 /98 07 :48:13 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 EA T FRONTAG RD. Project Title: South Hampton Master Plan c :lprojects\000\2882-south hampton\2882t2ra .s tm 06/11/98 07:48:38 PM STRUCTURE : TxDOT 2 POST DEVELOPMENT 100 YR ST• RM) STATE HWY NO. 6 8 MUNIC IPAL DEVE LOPM E NT G ROUP Haestad Methods , Inc . 37 B rooksid e R oad Waterbury, CT 06708 (203) 755-1666 1-1 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0 +00 lJp Uulert: 244 .79 ft otifffftert: 244 .50 ft Length : 96 .00 ft Secti on S ize : 6 x 4 ft Project Title: South Hampton Master Plan c:lprojects\00012882-south hamptonl2882t2ra.stm 06/11198 07:49:24 PM 1+00 1+50 Dn Invert~ 79 ft .L..ength : 1 So.co ft ~~~ize : 4 x 4 ft 2+50 MUNICIPAL DEVELOPMENT GROUP 3+00 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 256 .00 -~54 .00 54 .40 ft : 250 .65 ft 252 .00 250 .00 Elevation ft 248.00 246 .00 244 .00 3+50 Project Engineer: Rabon Metca lf StormC A D v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Area c CA TC Flow Flow Intensity Watershed (cfs) (acres) (acres) (min) Time Time (in/hr) (CIA) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 228.42 J-1 NIA NIA NIA NIA 0 .09 0 .09 0 .00 0 .00 228.42 J-2 NIA NIA NIA NIA 0 .28 0 .28 0 .00 0 .00 228.42 Outlet NIA NIA NIA NIA 0.45 0 .45 0 .00 0 .00 NIA Project Title : South Hampton Master Plan c :\projects\00012882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP ity Veloc (ft/ s) 4 .28 4 .28 9 .52 9 .52 Ground Elevation (ft) 254.40 255.00 251 .50 250.00 06111198 07 :49:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - Rim Sump Elevation Elevation (ft) (ft) 254.40 250.65 255.00 250.00 251 .50 244.79 250.00 244.50 Project Engineer : Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) I (ft) (ft) P-1 !-1 J -1 228.42 81 .00 0 .008025 14.28 4x4ft 0.013 163.83 250.65 250.00 256.26 P-2 J-1 J-2 228.42 160.00 0 .032563 14.28 4x4ft 0 .013 330.01 250.00 244.79 254.00 P-3 J-2 Outlet 228.42 96.00 0 .003021 9 .52 6x4ft 0 .013 170.26 244.79 244.50 249.02 Project Title : South Hampton Master Plan Project Engineer : Rabon Metcalf c:lprojects\000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11 /98 07 :50 :10 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SECTION #7 -EXISTING TxDOT CALCULATIONS TxDOT#l: (CAPACITY) PER TxDOT DRAINAGE AREA MAP: O po) = 0 (50) = 0 (100) = 100 cfs 130 cfs 136 cfs POST DEVELOPMENT RUNOFF: Drainage Area 0 (10) 0(50) D 15.541 20.064 E 10.970 14 .163 F 13 .634 17 .603 G 16 .535 21 .425 !-{ 26.814 34 .619 I 14.365 18.589 TOTAL: 71.348 92.236 OK: Q(TxDOT) > Q(POST) 2882-025 Existing TxDOT Structures.xis 0(100). 20.949 14.788 18 .379 22.355 36.145 19.399 96 .278 TxDOT #2: (CAP A CITY) PER TxDOT DRAINAGE AREA MAP : 0(10) = 0(50) = 0(100) = 143 cfs 190 cfs 196 cfs POST DEVELOPMENT RUNOFF : Drainage Area 0(10) 0(50) J 46.063 60 .211 K 9 .599 12 .393 L 27.412 35.391 M 22.982 29.672 s 20.035 25.978 T 6.096 7.871 u 13 .399 17.299 v 6 .617 8.543 y 16 .586 21 .413 0(100) 62 .885 12 .939 36 .951 30.980 27 .104 8.218 18.062 8.919 22 .357 TOTAL: 168 .789 218 .771 228 .415 NOT OK: Q(TxDOT) < Q(POST) SEE FOLLOWING CALCULATIONS FOR ACTUAL CAPACITY OF TxDOT STRUCTURE TxDOT#2STRUCTURE SUMMARY TABLE Depth Runoff Exit of Year Q Velocity Ponding cfs ft/sec ft EXISTING TxDOT CONDITIONS 10 143 5.96 0.36 50 190 7.92 1.47 100 196 8.17 1.53 POST-DEVELOPMENT CONDITIONS 10 168.789 7.03 1.05 50 218.771 9.12 1.76 100 228 .415 9.52 1.87 OK: PONDING(ALLOW) > PONDING(REQD) NOTE : TxDOT BERM IN DOWNSTREAM DITCH OF INLET STRUCTURE WILL ALLOW A PONDING DEPTH EQUAL TO 2.60 ft . SECTION#8 STANDARD DETAILS - - 6" 15" ·1 .. • " " . 4 ·.o • • . . . . ;. -. . . . "' " . . . #4 BAR LONGITUDINAL .· ~ •· .. t'l ·. · • /.(TYPICAL) · · u · . " . .i -.· :•--· • .------ ~,...._.,.-_ -~-. • <! .: . : • • " • . .; • • " • <!. . -· 3 t:I .·· " .. •· 4., . ·. . . . . 24" 3" GUTTER DRAIN TYPICAL CURB &: GUTTER SECTIONS N.T .S. ::::.: <( a: aJ rn rn lD (""\j c: ro -:> c: 0 :::;: c 0 ....... +-' u QJ UJI +-' QJ QJ '-+-' UJI rn rrJI +-' c QJ E QJ > ro 0.. -UJ LJ 0 LJ -UJ _J 1--i <( f-w Cl -en +-' u QJ 0 '-0.. -LJ GRADE EXISTING GROUND TO STREET 1·-0· -1-+--l 2·-0· NOTE: FlNISH CROWN SHAU. BE 1• ABOVE T/C. 39'-0" 1 1/2" HW.C T'8C" SJRE'.ET SECDQN (39' STREET SECTION) PROPOSED 6' WIDE CONCRETE SIDEWALK (BOTH SIDES) SEE DETAIL CONCRETE CURB & CUTTER SEE DETAIL CIJ m 01 ........ lD ru c co J c 0 ::E: co (_ ........ D lD (T) CIJ ru -c 0 .µ a. E co :r: .c .µ ::::l 0 Cf) I ru CIJ CIJ ru -0 0 0 -(/) .µ u Q) 0 (_ 0... -u GRADE EXISTING GROUND TO STREET 1·-o·-~i-..-1 2·-0· 8" COMPACTED SUBCRADE NOTE : FINISH CROWN SHALL BE SAME ELEVATION AS T/C. 28'-0" 1 1/2" HMAC TmCAl. STREET SECTION (28' STREET SECTION) CONCRETE CURB & CUTTER SEE DETAIL I 3" 3'-0" 18" ... . 4 • . q '"1 . . "' .. 4 .. • d . ~. 4 4 '!' .. 4 ·· •. --+- • •• q ..••• . . "'· d q . . 4 . •4 . "1 4 . #4 BARS @ 18" O.C. TYPICAL CONCRETE VALLEY GUTIER (CROSS-SECTION) CD 01 01 ru ru tD ru c: co ~ c: 0 ::E: co (_ -"O tD en CD ru -c 0 +-' 0.. E co :::c .c +-' ::J 0 Cf) I ru CD CD ru -0 0 0 -en +-' u Cll 0 (_ 0.. -u LIN E OF NORMAL CURB & GUTIER \ ~f ) #4 BARS 0 18" O.C. /13 BARS 0 18" 0 .C. LAP 6" (MIN ) 5 • /14 BAR, 1 . <.O I I ,-_J 7'-0 " \_ BL OCK OUT FOR EXTENSION WHERE REQUIRED f4 BARS 0 12 " O.C.E.W. (ALL SIDES ) PROFJLE VIEW . <.O RIN G & COVER •. (/) w ~ #4 BARS @ 12" O.C.E.W. 2'-6" TYPICAL RECES$ED CURB INLET N.T.S. 5 '-0" (MIN) 11 '-o· (MIN) PLAN VIEW 0 I i-. COVER 0 I "N :::::;: <( 0: CD 01 01 ....., C> ru tD ru c co -::i c 0 ::a: co '- "Cl tD (T) CD ru -c 0 +-' Cl. E co :c .c +-' :::J 0 CJ) I ru CD rn ru -0 0 0 -U) +-' u (lJ 0 '-Cl.. -LJ TOP OF CURB . I') I 6 " • INLET THR OAT 4 .00% VARIE S PROFILE VIEW <D #4 BAR S @ .• d CONNECT TO lYPI CAL RE CESSED CURB INLET 2'-6" PLAN VIEW CURB INLET EXTENSION N .T.S . co 01 01 ........ 0 ru lD (\J c IO -:i c 0 :::?: IO (_ ........ "O lD r'1 CD ru -c 0 _µ Q_ E IO :r: .c _µ :::J 0 UJ I ru CD CD ru -0 0 0 -UJ _µ u Q) ·~ 0 (_ a_ -u FL OF DITCH + 0 0 <.D I 6" H GRADE, SIZE & TYPE AS ~---++-_._.~.._..--sHOWN ON - PLANS 4'-0" ELEVATION VIEW I I I I I I I N I .-- ~ -+- I o I o I I I I I I GRADE, SIZE & TYPE AS SHOWN ON PLANS PLAN VIEW CONCRETE HEADWALL w /WINGWALLS 0 (3o· FLARE) EASEMENT WIDTH VARIES (20' MIN.) EXISTING GROUND PROPOSED GRADE ,,---..... x ~ -.-----~~~~~~-~------------ CONCRETE PILOT CHANNEL SEE DETAIL, THIS SHEET STANDARD OPEN CHANNEL (CROSS-SECTION) -- - -- PROPOSED GRADE VAIR ES (SEEDED) .5' 1 .5' CONCRETE PILOT CHANNEL (NTS) L -~ , BRAZOS COUNTY ,~ MU NICIPAL DEVELOPME T GROCP i I ~'j I •I 2551 TEXAS AVENliE . SOGTH , STE . A • !. ~ _ _ COLLEGE STATION , TEXAS 77840 I ~~ Ph: (409)693-5359 Fx : (409) 693-4243 ! y-,:;; 11 '1 \ . ) '· d /. \ Consulting Engineers · Environmental· Surveyors· Planners) ·. J I TABLE OF CONTENTS DRAINAGE REPORT PROJECT SlJMMAR Y ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 DESIGN CO NSTRAITS ............................................................................................... 4 DRAINAGE CALCULATIONS ................................................................................... 5 RESULTS ..................................................................................................................... 6 CONCLUSIONS ......................................................................................................... 10 ATTACHMENTS SECTION #1 -DRAINAGE & PHASE STRUCTURE MAPS SECTION #2 -DRAINAGE AREAS EVALUATION SECTION #3 -CURB & GUTTER FLOW CALCUATIONS SECTION #4 -CHANNEL FLOW CALCULATIONS SECTION #5 -CUL VERT FLOW CALCULATI ONS SECTION #6 -STORM INLETS FLOW CALCULATIONS SECTION #7 -EXISTING TxDOT CALCULATIONS SECTION #8-STANDARD DETAILS Drainage Report - 2 I I PROJECT SUMMARY Thi s report outlines the master drainage plan for the South Hampton, Phase One thru Seven, 52 .14 acre development. The subject development site is situated on the west side of State Highway No. 6 approximately 1.5 miles south of the State Highway No . 6 and Green s Prairie Road intersection . The site is currently vacant with heavy timber and native grasses and weeds . The natural drainage of the site is generally to the northeast of the development site to a ditch in TxDOT right-of-way. Thence , 1,400 linear feet to an existing TxDOT box culvert that is a part of the confluence of Alum Creek. This site is in the secondary drainage system of the Alum Creek primary system . The drainage calculations are presented in six basic sections : I. Drainage Areas Maps -General drainage area maps . II. Drainage Areas Evaluation -Calculations for the amount of runoff for each drainage area with post-development cond itions of the development site . III. Curb & Gutter Flow Calculations -Calculations for the depth, velocit y and other conditions in the residential streets . IV. Channel Flow Calculations -Calculations for the depth, velocity and othe r conditions in the proposed drainage channels . V . Cul v ert Flow Calculations -Calculations for the size requirements, velocity and other conditions in the proposed drainage structures . VI. Storm Inlet Flow Calculations -Calculations for the size requirements and other conditions in the proposed drainage inlets . VII. E xi sting TxDOT Calculations -Calculations to verify that the exist ing TxDOT structures can pass the post-development discharge . VIII. Standard details -Standard details for proposed drainage structures . Drainage Report -3 I I DRAINAGE AREA DESCRIPTIONS There will be several minor drainage areas considered for the evaluation of this site . Each drainage area shall be evaluated for the selected rainfall events. From the calculated runoff volumes , adequate ditch channels, curb sections and drainage structures will be sized . DESIGN CONSTRAINTS L Street Curb & Gutter Flow Constraints -The proposed residential streets will be designed in accordance with the Stormwater Management Plan for the City of College Station . Velocities shall be maintained from a maximum of 10 feet per second to a minimum velocity at 0.4%. The runoff for residential streets shall be contained within the curb for the 10-year rainfall event and within the public right-of-way for the 100-year rainfall event . The runoff for collector streets ,shall be contained within the curb for the 10-year rainfall event with a 12 foot clear traffic lane and , within the public right-of-way for the 100-year rainfall event. All proposed residential streets will have a 28 ' back-to-back curb & gutter section within a 50 ' right-of-way . All proposed collector streets will have a 39 ' back-to- back curb & gutter section with sidewalks within a 60 ' right-of-way . II. Channel Flow Constraints -The proposed open channels will be designed m accordance with the Stormwater Management Plan for the City of College Station. Channel capacities shall contain the 25-year rainfall event. Pending on the maximum velocity in the channel, the surface of the proposed channel shall be as shown on Table VII-2 , page 60 of the Drainage Policy and Design Standards. These velocities will be the maximum allowed during the 25-year rainfall event. A minimum velocity of 2 .5 ft/sec shall be maintained in all the open channels . Channels shall be designed to have a freeboard of 0.2 times the depth of the channel or a minimum of 0 .5 feet in depth during the 100-year rainfall event. The 100-year rainfall event shall be contained within the drainage easement. Minimum drainage easement widths will be 20' for all side and back drainage Drainag~ Re port - 4 I I I I I I I III. IV. channels . The main drainage channel between Phase One and Phase Five shall have a easement width of the design storm top width, plus 5' and 15 '. All drainage easements prohibit the following : The construction of fences through or along the easement ; placing of structures within the easement; the alteration of shape ; configuration of surface treatment of the open channel. All improved drainage channels shall be constructed with a concrete pilot channel , sized to carry 1/3 of the 5-year rainfall event. Culvert Flow Constraints -The proposed culverts will be designed in accordance with the Stormwater Management Plan for the City of College Station . Culverts that are on residential streets and in the secondary drainage system shall have a capacity that will pass the 10-year rainfall event. All other culverts that are on collector streets or larger shall have a capacity that will pass the 25-year rainfall event. The maximum depth that the upstream end of the culvert can be surcharged is one-foot below the proposed top-of-curb elevation . Culverts will have a tailwater elevation equal to the water surface elevation of the ch~nnel immediately downstream of the culvert . The tailwater will correspond with the channel's elevation for the 10-year, 25-year or 100-year rainfall event. Maximum discharge velocities will be as stated on page 65 of the Drainage Policy and Design Standards . Also , each proposed culvert will be analyzed to ensure adequate means of passing the 100-year rainfall event without exceed the policies for discharge carryover for a residential street . Carryover velocities shall be at a maximum of 6 .0 ft/sec and not have a depth of more than 2 feet. Storm Inlet Flow Constraints The proposed storm drain inlets will be designed in accordance with the Stormwater Management Plan for the City of College Station . Inlets will be sized to have a capacity for the 10-year rainfall event with a minimum opening width of 5 '. Inlets at culvert structures shall be oversized to accommodate 125% of the design storm for the roadway . Inlets at low points in the proposed street will be sized to restrict ponding at the inlet to a maximum of 18 " up to the 100-year rainfall event. Drainage Re port - 5 I I I I I DRAINAGE CALCULATIONS The drainage area calculations are summarized accordingly using the Rational Method : (Q=CIA) where "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient, 'T ' is the storm intensity in inches/hour for each selected frequency, and "A" is the drainage area in acres . A minimum 10-minute time of concentration for all calculations w ill be assumed . The selected frequencies will be 2, 5, 10 , 25 , 50 , 100-year rainfall events . The curb inlet flow calculations are summarized accordingly using the Modified M annings Formula: (Q=3 .0Ly312) where "Q" is the runoff in cubic feet/second, "L" is the length of the curb opening in feet and "y" is the head on the curb opening during weir flow in feet . Channel and curb & gutter flow calculations were computed using Mannings Formula, aided by the program FlowMaster v5 .07 . Culvert flow calculations were computed ~sing Manning 's Formula aided by the program Texas Hydraulics System Design vl.O by TxDOT . RESULTS In Section # 1, "Drainage & Phase Structure Maps", is the mapping of the pnmary drainage system up stream of State Highway No . 6 . This portion of the primary drainage ba sin consist of 1,395 acres . The Nantucket Lake serves as a detention facilit y for this drainage area. No on-site detention will be necessary since the South Hampton site runoff discharges into the primary system downstream of Nantucket Lake. With this scenario , the South Hampton site peak runoff will have already passed before the drainage basin 's peak discharge, at the point of discharge . From the drainage calculations, the following results were determined : Drainage Report -6 CURB & GUTTER FLOW RESULTS MINIMUM B/B (10 YEAR) CHANNEL STREET ID DRAINAGE SLOPE WIDTH DISCHARGE VELOCITY CURB DEPTH NO. AREA (%) (ft) (cfs) (fUsec) (ft) I 1 B 1.00 28 8.685 3.25 0.31 2 E 1.00 28 10.970 4.10 0.45 3* E 0.50 39 10.970 2.92 0.44 4 F 1.00 28 13.634 4.33 0.48 5* F 0.80 39 13.634 3.67 0.44 6 H 1.60 39 26.814 4.75 0.38 I 7 M 1.40 39 22.982 4.34 0.37 8 M 1.60 39 22.982 4.56 0.36 9 p 1.75 39 37.553 5.34 0.43 10 T 1.00 28 6.096 3.54 0.36 11 T 1.60 39 6.096 3.89 0.29 12 u 2.00 28 13.399 5.59 0.42 13 y 2.00 28 16.856 5.92 0.46 14 u 3.00 28 13.399 6.50 0.39 I 15 y 3.00 28 16.856 6.89 0.43 16 u 0.60 39 13.399 3.28 0.46 17 y 0.60 39 16.856 3.48 0.51 I 18 z 1.00 28 4.670 3.31 0.32 19 x 1.00 28 7.993 3.79 0.40 20 w 1.00 28 19.198 4.71 0.55 21 x 1.00 39 7.993 3.49 0.35 .; I 22 w 1.00 39 36.652 5.11 0.61 I 23 z 1.00 39 4.670 3.05 0.28 I I Drainage Report -7 I I I I I I I I I I I CURB & GUTTER FLOW RESULTS MINIMUM BIB (100 YEAR) CHANNEL STREET ID DRAINAGE SLOPE WIDTH OISCHARG CURB DEPTH .O.W. WIOT NO . AREA (%) (ft) (cfs) (ft) (ft) B 1.00 28 11 .707 0 .35 50 2 E 1.00 28 14.788 0 .50 50 3 E 0.50 39 14.7 88 0 .50 60 4 F 1.00 28 18.379 .· o.54 50 5 F 0 .80 39 18.379 0 .49 60 6 H 1.60 39 36.145 0.43 60 7 M 1.40 39 30.980 0.42 60 8 M 1.60 39 30.980 0 .41 60 9 p 1.75 39 50.621 0 .48 60 10 T 1.00 28 8 .218 0.40 50 11 T 1.60 39 8 .218 0 .32 60 12 u 2 .00 28 18.062 0.47 50 13 2 ,00 22.357 0;51 H 50 14 3.00 18.062 0 .44 50 15 y 3.00 28 22.357 0.47 50 J6 u. 0.60 :39 18.062 •0 .52 . 60 17 y 0 .60 39 22.357 0 .56 '' 60 18 z 1.00 28 6.295 0 .36 50 19 x 1.00 28 10.774 0 .44 50 20 w 1.00 28 -. :" 25.878 0:61 '' 50 21 x 1.00 39 10.774 0 .39 60 22 w f ob 39 . 36.652 . 0,6 1' 60 23 z 1.00 39 6 .295 0 .32 60 All the proposed residential streets were designed for the 10-year and 100-year rainfall event. As shown abo ve, the streets have the capacity to carry the 10-year rainfall event w ithin the curb & gutter section of the street. Also , most of the proposed street's curb & gutter cross-sections will carry the 100-year rainfall event and all within the 50 ' right-of- way. Items denoted by "*" are designed to accommodate a 12 ' traffic lane during the 10- y ear rainfall event. The shaded portions of the abo v e table displays the streets where the 100-year rainfall event is not carried within the curb & gutter but within the provided r ight-of-way . Drainage areas with two parts reflect that the street has a grade change . These areas are clarified on the Drainage Pattern M ap . Drain age Report - 8 I -J e:. \...\S\ ~&w -r~ ~ t:.~ C. \Cz \f r-z '--oc:... -t..-Y '"t (\A4-f'.S6'S°~U... S lo PC 6N 0~N -r~ ~ -6"°b \-+/s CHANNEL FLOW RES UL TS (l~~~G:(C MINIMUM (25 YEAR) ( 0~'=7~-V<..'\~ CHANNEL ID DRAINAGE SLOPE DISCHARG VELOCITY NO . AREA (%) (cfs) (ft/sec) 1 c 0 .75 26.425 3 .33 2 D 1 .00 17.749 3 .36 3 G 1 .10 49.197 4 .49 4* I 1.50 96 .248 5 .96 6 L 1.00 52.935 3.21 7 L 1 .00 84 .243 3 .38 8 L 1 .00 84.243 3.47 10 Q 1 .75 8.486 3 .44 11 s 2 .20 22.932 4 .81 12 v 1.30 37.452 4.46 13 x 1.00 9 .128 2.61 CHANNEL FLOW RESULTS MINIMUM (1 00 YEAR) CHANNEL ID DRAINAGE SLOPE DISCHARGE TOTAL DEPTH NO . AREA (%) (cfs) (ft) 1 c 0.75 32.996 2 .03 2 D 1 .00 20.950 1 .72 3 G 1.10 58.092 1 .76 4* I 1.50 113 .636 2.14 6 L 1.00 52.935 1'.81 7 L 1.00 99.836 1 .20 8 L 1.00 99 .836 1 .10 10 Q 1 .75 10.017 1 .34 11 s 2 .20 27.104 1 .16 12 v 1.30 44 .421 1 .54 13 x 1.00 10.774 1.49 CHANNEL FLOW RES UL TS ~-'V1· #=-}) ~ Ct.'-?= ( 0~ I IDE SLOPE (ft/ft) 4 to 1 4 to 1 4 to 1 4 to 1 NIA 25 to 1 26 to 1 4 to 1 4 to 1 4 to 1 4 to 1 EASEMENT (ft) 20 20 20 .• 20 80 80 90 20 20 20 20 MINIMUM PILOT CHANNEL CHANNEL 1/3 (5 yr) ID DRAINAGE SLOPE DISCHARGE REQUIRED PROVIDED NO. AREA (%) (cfs) (ft) (ft) 1 c 0.75 7.242 5 .07 5 2 D 1.00 4 .615 4 .06 4 3 G 1 .10 12.726 5 .83 6 4* I 1 .50 24.980 7 .08 7 6 L 1 .00 N/A NIA NIA 7 L 1 .00 21 .615 7.24 7 8 L 1.00 21 .615 7.24 7 10 Q 1.75 2 .205 2 .77 3 11 s 2.20 5 .919 3 .84 4 12 v 1 .30 9 .694 5.10 5 13 x 1.00 2 .374 3.30 3 .5 Drainage Report - 9 I I The proposed open-channel drainage ditches will be triangular in shape with 4 : 1 side slopes. For each drainage area, the corresponding total depth for the channel is shown above . In this total depth, a 0.5' freeboard is included . Velocities are maintained below 4 .5 ft/sec , which will require all proposed channel to a have a minimum of seeded grass surfaces . Items denoted by "*" exceed a 4.5 ft/sec velocity and shall be sodded channel surfaces. The shaded portion of the above table displays the flows and conditions in the existing drainage creek. CULVERT FLOW RESULTS (10-YEAR} APPROX. HEADWATER CULVERT NO . TAILWATER DISCHARGE DISTANCE ID DRAINAGE SLOPE BARRELS DIAMETER DISCHARGE DEPTH VELOCITY FROM TIC NO . AREA (%) (Each) (in) (cfs) (ft) (ft/sec ) (ft) 1 D 0.51 1 30 26.510 1.27 2 .20 1.72 2 F 0.40 1 21 13.634 0 .99 5.67 NIA 3 H 0.51 1 36 43.050 1.77 2.43 1.65 5 M 0.51 1 18 9 .600 1.34 5.43 NIA 6 p 0.51 1 30 44.982 1.86 2 .55 1.27 7 R 1.00 1 18 10.236 0 .94 5.79 N/A 8 T 0.50 1 27 26 .131 1 .33 2 .12 1.3 9 v 0.70 2 30 83.120 2 .64 2 .62 1.32 10 x 1.00 18 7 .993 0.85 5.78 N/A CUL VERT FLOW RESULTS (100-YEAR} CARRY-OVER ID DRAINAGE FLOW VELOCITY DEPTH NO . AREA (cfs) (ft/sec) (ft) 1 D 0.000 0 .00 0 .00 2 F 0 .000 0 .00 0 .00 3 H 0 .000 0 .00 0.00 5 N 0 .000 0 .00 0 .00 6 p 2 .890 NIL NIL 7 R 2 .320 NIL NIL 8 T 0 .000 0 .00 0 .00 9 v 0 .000 N IL NIL 10 x 0 .000 0 .00 0 .00 The proposed culverts have been analyzed during the 10-year and 100-year rainfall event. Since these are residential streets and not within the primary drainage system, the 10-year design is acceptable . Since the proposed culverts w ill be discharged into a channel that is Drainage Repon • I 0 - I man-made with seeded cover, the maximum allowable discharge velocity will be 6 ft/sec . Culverts were also sized so that the upstream headwater elevation would always be more than one foot from the proposed street top-of-curb during the 10-year rainfall event. The shaded portion of the above table displays the culverts that will replace existing TxDOT culverts . The discharge velocity was calculated for each culvert at the end of the proposed headwall. For culvert headwalls that are within the TxDOT right-of-way, a 6: 1 straight wingwall slope was used . For culvert headwalls that are on residential streets, a 6 : 1 wingwall slope was used at a 30° flare . STORM INLET FLOW RESULTS (10 YEAR) (100 YEAR) CURB PONDING PONDING ~ ~~~ ID DRAINAGE LENGTH FLOW DEPTH FLOW DEPTH .r (j,r/ci NO . AREA (ft) (cfs) (ft ) (cfs) (ft) 1 B 8 8.685 0 .51 11 .707 0 .62 ·e~ ~. 2 E 8 13. 713 0 .69 18.485 0 .84 J' ~!;)~~ 3 H 10 16 .759 0 .68 22.591 0 .83 rl 5 T 6 7 .620 0 .56 10.273 0 .69 6 u 10 32.597 1.23 54.925 1.50 7 x 8 13 .832 0.69 36.652 1.33 The proposed storm inlets have been analyzed during the 10-year and 100-year rainfall event. All curb inlets will have a gutter recessed entrance of 3" in depth . Curb inlets were sized so that all inlets would be in weir flow during the design storm with minimum ponding created upstream in the curb section . No curb inlets were surcharged to have over 18 " of ponding during the 100-year rainfall event. CONCLUSIONS Below is a break-down of the drainage structures t hat will be constructed for each Phase of the South Hampton Subdivision . Each ident ification number for curb & gutter, channels, culverts and curb inlets correspond with the number indicated in the "Results " portion of the drainage report . Drainage Report -l l I I I SOUTH HAMPTON PHASE DEVELOPMENT CURB & GUTTER PHASE STREET OPEN-CHANNEL CULVERT CURB INLET NO. IDNO. IDNO. IDNO. IDNO. I 11, 12 , 13 ,14, 15, 16 , 17 7 , 8, 11 , 12, 13 9 6,7 II 19 , 2 0, 21 , 22 10 I l l 10, 11 , 18 , 23 10 8 5 IV 9 6 v 7, 8 5 VI 3 , 5, 6 3, 4 1, 2 , 3 2 , 3 VII 1, 2, 4 1, 2 1 The existing TxDOT drainage structures were analyzed for the increased residential dev elopment runoff and resolved still adequate . See Section VII for these calcu lat ions . Drainage R~port -12 SECTION #1 DRAINAGE & PHASE STRUCTURE MAPS SECTION #2 DRAINAGE AREA EVALUATION SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area A Drainage Area (A,J = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DJ = Velocity of Runoff (VJ = Coefficient of Runoff (C J = **NOTE: Minimum Tc allowed = 10 min . 1.40 acres 860 ft It 1.00 lsec 0.50 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 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) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coe f ficient (d) = 8 288 2-0 2 5 Drainage E\·a lu ati on .xls RESULT Tc(AJ = 14 .3 min . Rainfall Intensity (I i) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25) = 8.415 in/hr m~.a •I :::: :::: : . ::.:· :•::· ~~~M :Qi:::::,:: Rainfall Intensity (1 50 ) = Rainfall Intensity (1 10 0) 9.943 in/hr .:.•.a ... ' ... •.•.'.·.~.••.•.l....'.'.:.•:.•.•.·.•.~.•.•.•.•.•.•.•.:.• .. •.•.•.•.:.•.:.:.:.•.•.•.:.:.: ':: ,, , : : ::::/ · t:Jrna :es ::: :: :.Jv.v. :=:=:·:=::::::::::::;:;:;:::::::::::::::::::: •••·.·•·.·.·.·.·.·.·.·•·.·.·.·.·.·.··•·•·• ·.·.·.·.·.·.·-·.· SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area B Drainage Area (As) = 1.05 acres TIME OF CONCENTRATION <Tc) GIVEN RESULT Maximum Travel Distance (Os) = 280 ft T q s) = 1.2 min . Velocity of Runoff <Vs) = fl I 4.00 fsec Coefficient of Runoff (Cs) = 0 .95 I **NOTE: Minimum T c allowed = 10 min . 2 YEAR FREQUENCY, RATE OF DISCHARGE {Q) Coefficient (e) = 0.806 Rainfall Intensity (1 2) = 6 .327 in /hr Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY, RA TE OF DISCHARGE {Q) Coefficient (e) = 0 .785 Rainfall Intensity (1 5) = 7.693 in/hr I Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY, RA TE OF DISCHARGE {Q) Coefficient (e) = 0 .763 Rainfall Intensity (1 10) = 8.635 in/hr Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY, RA TE OF DISCHARGE {Q) Coefficient (e) = 0.754 Rainfall Intensity (1 25) = 9.861 in/hr Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE {Q) Coefficient (e) = 0 .745 Rainfall Intensity (1 50) = 11 .148 in /hr Coefficient (b) = 98 Coefficient (d) = 8 .5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Co efficient (e) = 0 .73 Rainfall Intensity (1 100) 11.639 in/hr Co efficient (b) = 96 Coef ficient (d) = 8 I 2882-0 ::5 Drainage Ern luation.xls I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area C Drainage Area (Ac) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (De) = Ve loci ty of Runoff (Ve) = Coefficient of Runoff (Cc) = *"'NOTE : Minimum Tc allowed = 10 min . 2.69 acres 760 ft ft 1.00 lsec 0.50 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 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) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = C oeffi cient (d) = 2882-0 25 Drainage Eval uation.xis 0.73 96 8 RESULT T qq = 12 .7 min . Rainfall Intensity (Iv = Rainfall Intensity (1 5) = 6.921 in/hr • ... ,"".·',' .. •,:.•,·.·','."'.•'.'.•,• .. ·,1= ... :.'..',.= .. · :. • •t = ,,,, :=••= = r > .... •=.••.••.••.••.•.•.'.'·.·=.,• .. 9.· .. · ...... ~.•.•.a .•. · .. · .•. a .. · .. ·.:a ..... , •. =,•.•,•.m,·.·.·.·.·,·.·,.,·.·,·· .. ··.•.•.·.•,=.=.•.•.•.•.•.•.••.•.•.••.:.• ~ ::::::::::::::::::::::;:::·:·:·:·:·:·····:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:···· Rainfall Intensity (1 10) = 7.791 in/hr ::l#ij ffi·•··• ,,J<•••••> •• ,: ......... •• .::1 92~~'r::t.tS:•• .. Rainfall Intensity (1 25 ) = 8.909 in/hr •lleH:-:·:::·::.:; =: :: •••:::,,::•?:• t~~oQ•M.~m::m Rainfall Intensity (1 50) = 10 .084 in/hr :a :a :: •·.f' .:.:: .:: ..• :: •::= •• ,•.:• ·• :=::::.1~8~1~·£t!t::•=••= Rainfall Intensity (1 100) 10 .523 in/hr •9~~5 · ···=· •::,,,:::· =t:::: ••: : .: ..==·.~$.~t1 •·=~: :=::: I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area D Dra in age Area (A0 ) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (D 0 ) = Velocity of Runoff (V0 ) = Coefficient of Runoff (C 0 ) = **NOTE: Minimum T c allowed = 10 min . 3 .57 acres 540 ft ft 1.00 lsec 0.50 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficie nt (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY , RATE OF DISCHARGE (Q) Coefficient (e) = 0 .7 63 Coefficient (b) = 80 Coefficie nt (d) = 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficie nt (e) = Coe ffici ent (b) = Coefficient (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coeffici ent (b) = Coefficie nt (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Co efficie nt (b) = Coefficient (d) = 288 2-0 :5 Drai n ag~ EYaluati on .xls 0 .73 96 8 RESULT T q o) = 9 .0 min . Rainfall Intensity (1:0 = 6 .327 in/hr ·:@i:5.:·••r• r=···· =•:>:•:t::=• • •••11 J ~~?!•:#f.~:::::••.•:•::: Rainfall Intensity (1 5) = 7 .693 in/hr .:,•."',·.•,•.:,•c_','.'_••.•.•,•.•,~.•,•.•,·.=,• ,:;::, •== =: =: =•=• =.=• :m :t~t$4& .•.•..•..•.•... _· .. :.:.~.=.=_=•.· .. :.=·_:•.•.•.::.•:.•.f ~ ::::::::::::::::::::::;:::·:·:·:<·>:·:·:.:-:·:-:.;.;.;.;.:·:·:·:.:·:·:·:-·-·.·.··· Rainfall Intensity (1 25 ) = 9 .86 1 in/hr :•,.,'a,=_·,:_:,:·_·,=~_·•.••.·•.•.•,•·,•,;:,·,•,=,•,=,•.· .• ,•,•·,: ·=====·=·==•=• ·=·=·=·=·=·====•=•==·=·=·=·........ r::::.:• .. •=.' t •."'_=··• .. 1"· _J i7_.,_ ... _, .... s .••.•:.:;;:z·= .::::.•:::::• :49. ;;;;:;:;{::::~;~:~~:::·;:;.;.:-:~~;~;~~~;~;;;;;;;;;;:; .·.·.·.·.·.·.·.·.·.·.-}: ...... ::;:~:~. ~I:;) Rainfall Intensity (1 50 ) = 11 .148 in /hr .•.•.:n=_=_ .. •.:.:_•.'.•c:•_••.•••o:_:•_•.•.•.=.·.•.•-•.•.•.•.•.•.: ... •.•.•. ·= .• ·.•.•.•.•.•.•.•.•.•.•.•.• . .-=-=·_;_.••••••••••:•:· , ,,, • •• ••• fa..om:64 ctsf >• • :~ .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.;.·.:·:·:···:···:·:-:-:-:·:·:-:-:-:·:-:-:-:-:-:-:-:-:-:·:·:-:···· Rainfall Intensity (1 ,00) 11 .639 in /hr , , <' =t:::= ·•• • 2ot M~&as :=:::• ·.·.·.·.·.·.·.·.·.· .. · ... ·.·.·.·. ·".·:-.·:·:·:·:-:· • .. •_•·.a.•=.•_.:_=_.=.·.··.·.~.•.L._••.•.·.·•.•.• .. • .. •.=.·.· .. ·_.' .. =_.• .. •.• .. •.•.•.•.•.:: ·JV'V.. :::·:::::·:·:;::::::-:::::-::::::::::::;:·::::·:=:::::.::·: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area E Drainage Area (AE) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DE) = Ve locity of Runoff (VE) = Coefficient of Runoff (CJ = **NOTE: Minimum Tc allowed = 1 O min . 1.40 acres 470 ft ft 4 .00 lsec 0.90 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficie nt (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficie nt (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8.5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-0 2~ Drainage Evaluation.xis 0.73 96 8 RESULT T q E) = 2.0 min . Rainfall Intensity (Ii) = 6 .327 in/hr •iia·:::::::m :. ,,_ :'':::::: .:;':: :: ·•~•~Q~•#t$\:1 Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = 8.635 'nlhr :Q4ii•ffi :· • •?•• :: : : ::rn:rr: .:. • f!p~~'t~·ffsi? Rainfall Intensity (1 25) = 9.861 in/hr '.•·.• .. a,· .. '.,.:', ... ',~_.::_•_•••_.'.",i_ •. ,~_., •. '.' .. '_.',.'."':•:::•••': ::: :::::.:: •: :: ..,. , , • ••:::•• .•.•.•.1.·.·.·.2 .. ·.·.·.·.: .•. •.•.s.·.' ... ' ... zs:.:.'.·.·.:_·.:·.·•.••.m.''.:'.'' .. ·.:·_·'.'' .':.:.::: • """"" :::::::::::: :=:·:=::::;:::::;:;:::;:;:: ·:-:-:-:-:-:-:·:-:-:-:·:-:-: :;:;:;:;:;:;:: . Rainfall Intensity (1 50) = in/ 11.1 48 hr Rainfall Intensity (1 100) 11.639 in/hr ,Qj~§ii.i•'.i•fi,j.i,·i•i :@?,} L !i 1ajzi:~k: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area F Drainage Area (A F) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (OF) = Velocity of Runoff (VF) = Coefficient of Runoff (CF) = **NOTE : Minimum Tc allowed= 10 min . 2 .61 acres 700 ft ft 2 .00 f sec 0.60 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 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) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d ) = 288 2-0 ::S Dra in age E,·aluati on.xls 0.73 96 8 RESULT TC(F) = 5.8 min . Rainfall Intensity (1 :0 = 6 .327 in/hr :•.:,n.'.,'.:,•.:,'.'.':::•.••.•.•,•.~,·.:.,'.•,•.'.·.•.•,•.•,•.•.• .. •.·.•.•,•.•,•.•.:.'.•,•.•,•.•,•.•,•.•·,•.•,•.•,•.•,•.•,•.•.•.•.•.•.•.•.••.••.••.• ,,,,,,,, ,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,, :::::::9~9s.o:mtrsr::::::::::::: ~ :::::;:;::::::::::::::=::::::::::::::;:::;::::::::::·:-····:·:·:·:·:·:·:·:·:·:·:·:-:-:-:-:-:-:.:-:·:·:·:·:·:-:-:<·'.·:··· Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = 9 .861 in/hr sf~a•••:•.•i ••:.: • • ••• •t•• ::: ts ]stz•Cf$ ... •••' Rainfall Intensity (1 50 ) = 1 1.148 'n/hr - :.•_n.'.•_:_._:_·_'_c:•.••.•:';_••'_'-•_:_'=_·-•-•.'.•_' ''' :: : ::::: ,, , : : / 171:6b3ihfs ft:: ~ ::::;:;:;:;:;:;:;:;:-:·:-:-:·:::·:;:;:;::::::::::=::::::::::::::::::::::::::::.:-:-:·:-:-:-:-:--.·.;.:-:-;-:-:·:.:·:·:·:·:·:·:.:-:-:-:-:-:-:-:-:-:-:-·-·.·.·.·.· Rainfall Intensity (1 100) 11 .639 'n/hr B'.i ¥.rH:\ t .:::• •• .. •t::•_•,••f t~~~i~:~• •••H I I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area G Drainage Area (AG) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (DG) = Velocity of Runoff (VG) = Coeffi cient of Runoff (C G) = **NOTE : Minimum Tc allowed = 1 O min . 4.44 acres 850 ft ft 1.00 fsec 0.50 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) = 0.785 Coeffi cient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = Coefficient (d) = 80 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d} = 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2 882-0 25 Dra mage Eva luation .xi s 0.73 96 8 RESULT TqG) = 14 .2 min. Rainfall Intensity (Ii) = 5.349 in/hr ::9.i:a :::::.:.:::::::::i::r:::::]::r : .::··,:.::::::::r;;::::j::::::: io ~$~:::st!]:':,:.:=:: Rainfall Intensity (1 5) = 6.559 in/hr ::~::5 :::.::::::::1:::::.:::::::=:::::,:::::.-::=: ::-::·:::::::t''::::::::::: :,:1~m :M$.:::::,:::r: Rainfall Intensity (1 10) = 7.395 in/hr :~ij :a :·:r:::rr ::=::::::::,, : =:::::::::=::::::::-:::?· ::.=: :1.:~~~~§::~tt::::::::·::::: Rainfall Intensity (1 25 ) = 8.461 in/hr :gg:ffi ),[: ..... :::.:::::.:· .:,::·.·:.':::.':::::·: ·::.,·:: ;;::::::.::rn:1~~!¥:·:E 1::: Rainfall Intensity (1 50) = 9.582 in/hr ·:a a·:i:::i::::::::.:::::::.::::::r ·:::::·:.:,:.::,: :.:·:.:-:.:.:·:.:::.:::.:,::::;f1i'-2S ef.$\:]f Rainfall Intensity (1 100) 9.998 in/hr ::@~m ·a::::::::.::i:,::Ir:::.::: ::::.:: :=:=:. ::·:: :·:~~ass:::as=::u:· SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area H Drainage Area (AH) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DH) = Velocity of Runoff (VH) = Coefficient of Runoff (CH) = **NOTE: Minimum Tc allowed = 10 min. 3.42 acres 750 ft ft 4 .00 fsec 0.90 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) = 0.73 Coefficient (b) = Coefficient (d) = 28 82-0 :.: Drainage Evaluat io n.xis 96 8 RESULT T C(H) = 3.1 min. Rainfall Intensity (Ii) = 6.327 in/hr ·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· .. ·•·•· .. · .. · ··:·:·.·:·:·:·:·:·:·;·:·.·:·:·.·:·:·:·:·:·.·:·.·:·: .... ·.·.·····-·.·.·.-.·.·.· ... ·.-..... -....... ·•·.·.· .. ·•·.·•· . . :.='.rl .. · ........... ··.= .. ~.··= .. =.='.•.==.•• .. •· .. = .. ·.·•.:•.: .•. : ..•. • .• · =··:::: ::: •t?• •::== t 19ill64.• .. z.·.• .. •.==.·.•.•.•.~.•.•.·.:.fi ....•. s.•.·.·.·.•.:.:.•.•.•.•.••.•.•.•.•.r :.,;.. :-:-:-:-:-:-:-:-:-:-:-:·:··-:-:-:-:-:·:·:·:·:·:·:·:-:-:·:·: -:·····:-:-:-:-:-:-:-:-:-:·:·:·:-:-:-:-:- Rainfall Intensity (1 5) = 7.693 in/hr .li::a :.::•:r::.=.:•::::r=::.•::•.:.•.• •••• : ·.:. :. • = tt•·~~1~J~:::::r::: Rainfall Intensity (1 10) = 8.635 in/hr ••~ij·a :::.:::·:.::;:::::::;::: : = = • =•·=:::=: ••••••••••t·•:~isl1~·:£f.sH :::: Rainfall Intensity (1 25) = 9.861 in/hr •·s1=:a:·:•:.:::.:·:.::1=:••:.::••:•:·::•::::•·:::·•••.:••••• • •••·•·•· ].:.~98?~•·•m::::.r•·•·• Rainfall Intensity (1 50) = 11 .148 in/hr :•.:.n..•·.···=···=··=.·"•.••.•··}·.··.•.•.•.=.•.:.·.·.= ... ·=·······=···=·······=··•=•·.·=····· ·=·= =·· .... •••sif161:s::::at.$: r :~ ::=:::::::;:::::;:::::::::::;:::::::::::;:::; .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.··=·=·:·;·:·:·:·:·: Rainfall Intensity (1 100) 11 .639 in/hr :s j #.:•ar::::::: :::::::::•::.:::•:.::: ••• • • • ••••••••n:·•·:•::::•··~~~it,s?m n ·•· SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descri ption: Drainage basin for Area I Dra i nage Area (A 1) = TIME OF CONCENTRATION CTc) GIVEN Maxi mum Travel Distance (D 1) = Veloc it y of Runoff (V1) = Coe ffi cient of Runoff (C 1) = **NOTE: Minimum Tc allowed = 10 min . 3 .64 acres 750 ft ft 1 .00 fs ec 0 .50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coe ffi c ient (b) = Co effi c ient (d) = 65 8 5 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = C oeffi c ient (b) = Co effi c ie nt (d) = 0 .785 76 8 .5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Co effi c ient (e) = C oeffi cient (b) = C oeffi c ient (d ) = 0 .763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffi c ient (e) = 0 .754 C o effi c ient (b) = 89 C oeffi c ient (d) = 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) C oeffi c ient (e) = 0.745 C oeffi cient (b) = 98 C oeffi c ient (d) = 8 .5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) C oeffici ent (e) = C oeffi cient (b) = C oeffici ent (d ) = 2 8 82 -02." Dra in age Evaluation .xi s 0 .73 96 8 RESULT T q 1J = 12 .5 min. Rainfall In t ensity (1 2) = 5 .697 in/hr .tii•a•:.:i::if ::::::w:::.':::::··:::::::::.:,::::::::::::.:=: '::fJ!9~4\li '!t~J::t: Rainfall Intensity (1 5) = 6 .964 i%r ·~·:a::ll:':'=:::r::: ·.:··::?:: ::: • : :a~~iMi''m::::::r Rainfall Intensity (1 10) = 7 .839 in/hr ·;·· ........... · .. ·.·.;.;-;·:·:·:·:·:-:.:·:-.·:·:·:·:·:•.·:·:·:·:·.·:·:·:· ···-:···· ... · .. · . ·.· :::::::;:. :~i 5: •:::::r:r:::: :: :r:: •t t rt tt /'1!~!i:P:::£rs>=:::: Rainfall Intensity (1 25 ) = ·a::'·;·,.,.,.,.,,,.,.,.,.,.,_ .. ,r :::: : , ::r:r:: :::: :::'-:-:::: ::::1s;tzs'•d$.?fr :4.'lli'. :·:·:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:·:·:·:·:-:-:-:-:-:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:-:-:-: Rainfall Intensity (1 50) = 10.143 in /hr :'R ia ::::::,•,•:•::::•.:::·:·:,:·r:::::::::::::•:==':•:::· ;•, ,,,, :: n1a]s 1~·-:it~fr::::r Rainfall Intensity (1 100) 10.585 'n l hr . '.',•,Q·_._ ..•. :.•_·.'.:._•-. :_::_:::,:,:,·,··,·,',','.•_,•,•·,•·,•,:,•,•.•.',=",•,•,•,•,•,•,•,•.• ... ,•,•,•,•,•,•,•,•,••,.•.--,•·,•: -.·.··:·:·:':·:':':':·:-..-:·:·:·:::::·:::::::.::: .. ':':':':it9···:::311:a=':'~:·:::.,.,.,.,.,. ··~ :::::::::::::::::::::::::::::::::::::::::::::::::::: \?{ .. f .:~~J~~;;:>,:)}(: I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area J Drainage Area (AJ) = 25 .56 acres TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DJ) = Veloc ity of Runoff (VJ) = Coefficient of Runoff (C J) = **NOTE: Minimum T c allowed = 10 min . 1700 ft ft 1.00 fsec 0.35 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coe fficie nt (b) = 65 Coe ffici ent (d) = 8 5 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coe ffici ent (e) = 0.785 Coe fficie nt (b) = Coefficient (d) = 76 8.5 10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coeffici ent (e) = Coe ffici ent (b) = Coe ffici ent (d) = 0.763 80 8.5 25 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coe fficie nt (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) Coe fficie nt (e) = 0.73 Coe fficie nt (b) = 96 Coefficient (d) = 8 28 82-0 25 Dra inage Ev aluati on.xis RESULT Tq J) = 28 .3 min . Rainfall Intensity (Ii) = 3.592 in/hr ::Ii:@::::::::· :?:?:::::::::=:-:.:::': :·: :: tt:: 1J:r:1:32~~!ffe =ci~ki? Rainfall Intensity (1 5) = 4.480 in/hr ::"a:::,:-:_::::::::=:f:t::::f :-:.:=: ·:::::=::::::=;·::.:_::::-:::1m~1 :m::::·::.:.:::; Rainfall Intensity (1 10) = 5.106 in/hr :gjj:a::::: ::::::::=:f::.::::::::: ::. : :::=:=::: ::::::: ::~~9a~:st$;=:]::::::: Rainfall Inte nsity (1 25) = Rainfall Intensity (1 50 ) = 6.67 4 in/hr ::g :a :,:·::::=::.:::::::::::::::::: :,:: : · :::=:::::: ::f.P:~?~1 ::£t~::_::J:I Rainfall Intensity (1 100) 6.970 in/hr g~~:~::::=:: ::j::_::':::i::=:'::·· ·::_:.::}::{:::::::· ::~]i~:::~:--::::::::: I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area K Drainage Area (AJ = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DJ = Velocity of Runoff (VJ = Coefficient of Runoff (CJ = **NOTE: Minimum Tc allowed = 10 min . 2.21 acres 600 ft ft 1.00 fsec 0.50 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = Coefficient (d) = 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) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882 -0 25 Drai nage Eva luati on .xl s 96 8 RESULT TqK) = 10 .0 min . Rainfall Intensity (Ii) = Rainfall Intensity (1 5) = 7.693 in/hr .. . ··.·.·.·.·.·.·.·•·.· ... ·.·.· .. ·.·.·.·.·.·.·.· ... ·.·•·.·.·.·. ············•· ::,:r;:,=,·.·,•_:,:.,·.=.=•~•_•_••,:,•,~,·,•,·,•,·,: •.••.••.••.••-••.••-••.• •=•=<·.,/'•'•'•':•,=,=,::· if?t.:.•:.:o.:::r _e: "'::_:_~_-= .. _ =)? ~ ~f}ft {f\. .·.·:·.·.·.·:-~:/:t:::;._ .. ·.·.·.·.·.··· .. V \RS:rA:. \.:I~ Rainfall Intensity (1 10) = 8.635 in/hr .:~ij•.a.=.:.:.:.:.::.:.ir::r.:.::.:.::••]::: <t :.:r :,:::::.:·:~~~~•£!%::•:.::::::::: Rainfall Intensity (1 50) = 11 .148 '°/hr ::•a·•::·:•'.::•::• , ·rn: •••. ,:,:·:.;.:::::=, =:: :•.rn:1 ~~~3::::ats::::r:: Rainfall Intensity (1 100) 11 .639 in/hr ·-.. ·······:·:·:·:-;.;-:-:·:·:·:·:·:·:·:·.·:·:·:·:·:·:·.·:·:·:·.·;·:·.·.·:·.·.·:·:·:·.·:·:···:·.·:· ..... · .............................. ····· .•.•.a ... =.-.: ..... ==•=.~.·=•=.•.•.•.•.:.:.:.:.:.:: .. •.•·.•.•.•.•.•.•• .. •.•.:.• <·=·=·================•==·=·=.,...... .•.•.•.•.:.•.•.•.•.•-• << ••::: 12isas :=cts. .., .. :.J :v.Y. ~=~=~=~:;:~=~=~=~=~=~=~=~{{:~=~=~ ·.·. ·.·.·.· .· .·. ·. ·.· .· .· .... ·.· ... ·. ·.·. ·.·. ·.·.·. ·.· ..... :·:· ··:·:·:· :·:·:·:· =·=·=· ...... SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area L Drainage Area (AJ = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DJ = Velocity of Runoff (VJ = Coeffici ent of Runoff (CJ = **NOTE: Minimum Tc allowed = 10 min . 6 .30 acres 1200 ft 2 .00 ft/sec 0 .50 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. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffici ent (e) = Coefficie nt (b) = Coefficient (d) = 0 .7 45 98 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient {d) = 2882-025 Drainage Evalu ation.xis 0 .73 96 8 RESULT T C(L) = 10 .0 min . Rainfall Intensity (I i) = 6.327 in/hr :•i2r g=t:l ttr u:r•:::::x::•: .,::: :tr • i:Jt:fa_'o_ •. ·.· .. •.·.~··.•.o ...... ss ....... •=.: .. ,·.:'.••.P.'..~.$ .. •.•••.:.•.:.:.::.::_:i.•i-.•• ·:·:-:-:-:-:-:-:-:-:·:·:·:·:-: Rainfall Intensity (1 5) = 7 .693 in/hr 'lia:::-::•••.•=::•·1::· ::::: ·· •··::: •••t••t•••,•·•~43..2.§.••~··••• Rainfall Intensity (1 10) = 8 .635 in/hr ·:~~ 5· =::.: :,;:: :=:•::\::.:., .,·t ·.: :: ••::::•:,:::::.:·•=@!Ji1~:-:£f.~J••t:t Rainfall Intensity (1 25) = 9 .861 in/hr .•.•.a.• .. •.·.•-.•~.··.•:=_··.·.·.•.•.~.•.:.·.: ... :.•.:_•_•.•.•.•.•·.•·.:·.: .•. •.:=:t:r=::::=::: J:: • • • ::::::• •• ••••ata-0a ets/t•:::: ':M"'iJI. ::::::::::::::::::·:·:-:-·-·.·.· .•.•• ······.···.·.·.·.·.·.··.·.·.·.·.·.·.·.·.·.·.·.:·'.·:··-·.;.·.:-:-:-:-:·:·:·:-:-:-:-:-:-:-:-:-:-:-:- Rainfall Intensity (1 50) = 11.148 in/hr :•·.1 :·•::::.:.:::_::::..::::1it:f ::::,:•: ::··•.':r···•::.3.s]®-1 ·~r~·::::: Rainfall Intensity (1 100) 11.639 'n/hr .. · .... ·.· .. ·•·•·•·.· .. ·:·.·:·.·.·.·.·.·.·.·:····:·:·: ..... · ... · ... · .. · ............. -......... . . •,•.a,·.·,.·,·.,:.:.·_=•_=~.=.•_''.·.=•_•.•,•.•,~-•,:·_.,:_•,:.•,•.•.'.·.•,•.•,'.•,•.r,.-.•,•.•,•.:,:_:.:_.•.·.·.•.:_,. •=•=•=•=•=•=====•,'=?==:::=:=•=====:===..======•===•====== .••.••·.••.•3.·.·.s.· .·~.•·:.ss.·.···· .. ·.:,1_·,·_.•_.•.•.•,•.m,=·_.'·.•·.·_:·_=·.=·:_:_:_•:.:•.•:.> :+:v.v. :::::::::::::::::::::;:::::::;:::::::::::::::::::;:;:;:;:::;: . I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area M Dra in age Area (AM) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (OM) = Ve locity of Runoff (VM) = Coefficient of Runoff (C M) = **NOTE: Minimum Tc allowed = 10 min . 2.93 acres 1100 ft ft 4.00 f sec 0.90 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Co efficie nt (e) = Coe ffici ent (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = Coeffi c ie nt (d) = 76 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficie nt (b) = Coe fficie nt (d) = 0.763 80 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coeffici ent (b) = Coe ffici ent (d) = 0.754 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coe ffici ent (b) = Coefficie nt (d) = 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffici ent (e) = 0.73 Coeffi cie nt (b) = Coe fficie nt (d) = 2882 -0 25 Dra inage Evalu at io n.xi s 96 8 RESULT T c(M J = 4.6 min. Rainfall Intensity (I i) = 6.327 in/hr ·~•a :::.:.:•:·;.;•::I::::.:•:::::;•·;.] :::·:.::::: :•: :. it:: i':J:::1~~!!:!i £f$1 t · Rainfall Intensity (1 5) = 7.693 in/hr ·~·ffl r::;·it:.·;· ::: .. f ::•: : :t•t:~at!i~:f:n Rainfall Intensity (1 10) = 8.635 in/hr . •.•_n_._: __ ·.·.•.·.•·.··•.:-•. ~.··.•.:_:l= __ ·.•.•.:.··.•.·.•.:.•.•.:.:_:_:·.:.•_:·_:·_:_•.:.:::: ''' ,,,,.'' · • :::::• • • ::tfJ:: ••••Z2D9&2:: tf~f :r: ~.WO :·:·:·:·:·:-:-:-:-·.··:·:-:-:-:-:·:···:·:···:···:·:·:·····:·:·:·:···:-:-:-:-:-:-:·:·:·:·:·.····-·.··.· Rainfall Intensity (1 25 ) = 9.861 in/hr ·s~a ·••:ttt•:::=• · ,., •.• _ .• ,,.·,···•t·•···•••••••••·~~•••:~; •t Rainfall Intensity (1 50 ) = 11 .148 in/hr •·...-.·•·•·•·•·•·•·•·•·•·•·•·•·•·.·•·•·•·.·.·•·•·•·•·•·•············ ··.·•·•·•·•:•:•:•:•:•:•:•;•:;:•;•:• .. :•:•:•:·:•·.:.•.•.•.·.•~ft.·.· .. :.••.~.·:::··· •. ·>i'..•.•.·.~.::•:.~_~:_ ................ . ..•.• _('\_._: .. :.·.·.·.·e;·_·'.·'·.··.·.•.:.:=_ •.•.••....•.•. ;:;:,:,::;.; •••••••• ••••• ,,_,._,_:_,_ •.•••••••.... •·.·.•.•.•.•.•.•.•.•.•.•.•········· ~ Q .t40 ""'"" ~ .·.·.·.·.·.·-:-·-:-:-:-:-:-:-:-:-:-:-:-:-·-·.·.··· Rainfall Intensity (1 100) 11 .639 in/hr •:s~i i a :••:•tl·•·······:.::· .. ,,. a::::::{{)\J :3q~!m:pf5••@••{ SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage bas in for Area P D ra in age Area (A p) = TIME OF CONCENTRATION CTc) GIVEN Maxi mum Travel Distance (O p) = Ve locity of Runoff (Vp) = Coe ffi c ient of Runoff (C p) = **NOTE : Min i mum Tc allowed= 10 min . 5 .75 acres 1050 ft 2 .00 ft/sec 0 .75 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Co effi c ient (e) = 0 .806 Coe ffi cient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coe ffi cient (b) = Co efficient (d) = 0 .785 76 8 .5 10 YEAR FREQUENCY , RA TE OF DISCHARGE (Q) Coefficient (e) = Coe ffi cient (b) = Co effi c ient (d) = 0.763 80 8 .5 25 YEAR FREQUENCY , RATE OF DISCHARGE (Q) Coe ffi cient (e) = Coefficient (b) = Coe ffi cient (d) = 0.754 89 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coe ffi cient (b) = Coe ffi cient (d) = 0.745 98 8 .5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) C oeffi cient (e) = C oefficient (b) = Co effici ent (d) = 2 88 2-02 5 Drainage Evalu ati on.xJs 0 .73 96 8 RESULT T q P) = 8 .8 min . Rainfall Intensity (I v = 6 .327 in/hr -~:e,:::·::1::::=::.rn = =: :;·m·.=::m:=:r:rnrnt1:rl21~s11:arg :::m:;:: Rainfall Intensity (1 5) = 7.693 in/hr ~=:a:=:::::::-:.::-:=_:_:.:::_:_:::::::::::,:::::::::::::::::=:· :::::::==:::-:·:_:$i]l~:::m :t:: Rainfall Intensity (1 10) = 8 .635 in/hr ::.; :::::: :~7~§.~~:e¥$ :rt Rainfall Intensity (1 25 ) = 9 .861 in /hr :sa a::: :·:_:··::-.::·:= =:::·=-: :::::··:·:::.:::. : r:::·:::::::.tm~111·:~ ::t:.::: Rainfall Intensity (1 50 ) = 11 .148 in/hr n ·=:: ··=::·==·=····=···:···::=··=· ::: ::::r ,:::::: ,r-:-:~~~a.~::prs::::r::: Rainfall Intensity (1 100) 11 .639 in/hr :·9~~::a:-:=:::::·=:_:-:·:::r=·::rn::::: ::: ::::::=:::: }::soill igl '~' J': SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area Q Dra inage Area (Ao) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (Do) = Velocity of Runoff (Va) = Coefficient of Runoff (Ca) = **NOTE: Minimum T c allowed= 10 min. 1.73 acres 620 ft tt 1.00 fsec 0.50 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .806 65 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (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, RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY, RATE 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) = 2882 -0 25 Drainage haluati on.xl s 96 8 RESULT T qa) = 10 .3 min . Rainfall Intensity (I i) = 6 .234 in/hr .,,,,,,,,,,,,,,,,,,,,,,,,,.,.,.,.... .•.•.•.•.•.•? •• ? •.•s·: ·.•.••,':.1_•_·.·_,•',"l_:_,·,-,:,"'_·,:_,•,:,•,•_ .. •,•,t,',•_',•_·.',~_-,',:..,'_',._',•,•,•,•,•,•,•,•• .• .. •-.•.•.• ~=r~::{{:f~:::;:~:}:::: ~'11=:= ~ Rainfall Intensity (1 5) = 7.586 in/hr .:_r_._ •. :_:.•_'w.·_ .. •_••_··.·.•-.•.=.•.·.'_ .. '_ •. :_'.:_ •. •.:.•.•.:_: '' ''\(•) • • •• t•••••t.ff_:_::_••.•.•.•.•.•.•• .. •-.·:_:_·,_'•.s ......... ~_:_:_s ... _ .. _•.•.1 __ ·._·,_a_._·._,_·•.•.•.a.• __ ':_·'_•_··s. Jt:: ~ .·.·.·.·.·.··:-:-:.··:·:·:·:-·-:·:·:-:-:-;.:-:-:-:·:·:·:·:-:.:-:-:·:· . Rainfall Intensity (1 10) = 8.518 in/hr .~ij5 •••t:r::rnt11• :::•:::::•?· •••Dt~4~¢r$·•·::. Rainfall Intensity (1 25 ) = 9.730 in/hr ',•',.-,Q·, ... _,_ .. _ .. ,-_',~_:•_•··.···.·'.,.,i, .. ,~,·-:··.'.,•',_' .. ',,.,•',•',i,•',.'•'•••'•'':<':':':':'''•'''''''''' ............... , .. ,,,,,,,,,,,., ,•.•,•.•,•.•,•.•·,:·.•.'.·.•,•.•,•.•,•.•,•.•,,:.•,•.•,a.·_·_._·.·.~-•.'-.4_ •. ,_·_-,•.as:_·.·_·_,_ •. ·_·.·_·_:_•.:_•.•_ets.,'_'.•_'.•_',·_·,•.'_._,_•_•,•.:.•_:·.•.•,•.•,•.•,•.•,•.•,•.•,• ".4.9. ~=~=~=~=~=~=~=~=~=~=~=~=~ :::::: :: :::::::::::::::::::::;:::::::::::::: Rainfall Intensity (1 50 ) = 11 .000 in/hr .•.•_h_•_-.•.•.•.•_<"<.•.~-••-••.lft _• .. •_ .. :_:.•.:.:_:.•.•-•.•.•.:.:_:.:_:.•.•.•.•-•.•.• .. •.·.·.• .•. •.•-• .•. •.• •} :•••• s .sllisgs.Jn:s>? ~ ·:·:-:·:·:-:·:-:·:··-:.:·Y·:·:·:·:.:-:·:·:·:·:·>"·>:·:·:·:·:<·:-;-;.;.;.;.;.;.;.;.;.;.·.·.·.···· Rainfall Intensity (1 100) 11.484 in/hr •.a_ .. ·_.:·._:· .. ~.'•''.£-.':''.:•_.~_-_·_:_::_:•.: .• •.• : itt::··r • • ••• ..... •·•• •t10~011: im ?• t :.J~ ······················.··.·.·.···.·.·.· .. ·.··.··.·.·.·.·.·.·.·.··:·:·:·:·:-:-:-:-:- I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area R Drainage Area (AR) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (DR) = Velocity of Runoff (VR) = Coefficient of Runoff (CR) = **NOTE : Minimum Tc allowed = 10 min . 2 .73 acres 840 ft ft 1.00 fsec 0.50 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (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, RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coeffic ient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY , RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2 88 2 -025 Drain age EY a luati on.xl s 0.73 96 8 RESULT T C(R) = 14 .0 min . Rainfall Intensity (1 5) = 6.597 in/hr .•.•.~.·.: ... •.·.·.·.·~.··.··.•.• .. • .. ~.•.•.•.·.•.•.•.•.•.•.•.··.•.•.•.•.• .·.· ..... ,..... · ··.·.·.·. •silloh!•Ci$.tr:.: ~ ~~~~~~~~~~ i~~r~~~~~~~~~r~~~ .~.;.:.;.~.;.;:~:d{t~~~~t:::;:;:;:;:; .-.·.· .. ·.·.·.·.·.·.·.:·=-:·.·=·=·:·=·=-:·:·=·=-=-:·=·=·=·=·=·:·. Rainfall Intensity (1 10) = 7.437 in/hr • .• :.i.A= .. · .... ·•.•.·.·.·.·.·¥•.,. .• ·.=.·.·· . .= . .= . .= .. • . .=.• .• • .• • .• •.:= .• • .• • .• •.; . .=.,..:.:•.:•.:= .• ' .•. .=.;.:·r:·:·· • .,. •::::: :••:10.· .. ·.·.·~.·.2.· .. · .. ·.l$ ....•........ •.:·.·.•.•.:c..· ... ".:.·.fi .. · .. s .. ·.·.·.·.:.:.•.·.•.•.•.:.:.•.•.•.•.•.•.•. ~...,. :::::::::::=:::::::::::::::::::::;:::::::::::::::::::::;:;: Rainfall Intensity (1 25) = 8.508 in/hr -·:·:·;·:·:·.·:·:·:·:·:·:·:·:·:·:·:-:·:·:·:·.·:·.·: .-.-... -.. ·.-.... ·········· .................. . J~R ffi ••••• t r : •: :ff i:i:::£ .. :• ·:.:. 11Yr1l Bm ::? ! Rainfall Intensity (1 50) = 9.635 'n/hr •:H;:;::::::::~:/\I:/•\:•••:• ......... ::::::::::::::::::::::::::::::::::::::•• t\.:.::.·1·· .. :;.:.•:~.~ .... ·1.·.·····.·.• .. • ..•. :.:·.;,,..·.·.•.· •. •."'.· .• ···.~.·.•.·.• ••. •.·::• ..•.•. •.•.•.•·.•.•·.• .• •.• .• • :·~·sr:ttrtr ••••·•••·•••rr•••••t••••• ....... ~."'~ .. ,...,. Rainfall Intensity (1 100) 10 .053 in/hr ··A:····......... ·.·:·:·:·.· .::·:::::::::;:;::::::·:·:\{ .... . .. ::*=3··0:37··~··· .=:.::.• 8JWrt :r:r:: •·•r.i:••••· •••t ~Q:· )\:.:1~r· I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descri ption : Drainage bas in for Area S Drainage Area (A R) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (Ds) = Velo city of Runoff <Vs) = Coefficie nt of Runoff (C s) = **NOTE: Minimum Tc allowed = 10 min . 5.52 acres 900 ft ft 1.00 lsec 0.50 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) = 0.785 Coefficie nt (b) = 76 Coe fficie nt (d) = 8.5 10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coe fficien t (e) = Coe fficie nt (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficie nt (e) = 0.754 Coefficient (b) = Coefficie nt (d) = 89 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficie nt (e) = 0.745 Coeffic ien t (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficien t (e) = 0.73 Coefficient (b) = 96 Coe fficient (d) = 8 2882-025 Dra in age Eva lu at io n.xis RESULT T qs) = 15 .0 min . Rainfall Intensity (I i)= 5.192 in/hr .'§#. ~r.:ir:m::::::::,:::::::::r=::::=::::: :=:,::::::::.·::: ::::: ::: 14~1~1=.=.¢.r~ <t Rainfall Intensity (1 10) = 7 .194 i%r . •.•.0'.·.•_:_._:_._,_ .. :,_=•_l_••.•.: •. =.• ... : .•. : .•. :.•.•.•.•• iii:::_:_:.·_ .. ·_,_._,_•_•.•.•.•.:@ ==:::::::.? :::::.::::· ••J•••:•:fill Joss ::c.tlr •F: :~...,. ·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:-:-:-·.·,·.·.·.·.· Rainfall Intensity (1 25 ) = 8.234 in/hr .. ·.·.·.·.·.·.·.-..... ·.·,·.·.·.·.······ ·:·:·:.:·:·:·:·:·:·:-:-:.;•:············ .·.·.·.-.•, .. -.. · .. ·.•,• ... · ............... ·,· .. -.. •s~a :r:tt•i• : J,,: ::r::i:· ··~~!:~•!9.fS =:: Rainfall Intensity (1 50 ) = 9.328 in/hr :•n •·a·• ,,,::ii••=• :::: :·:: : •::: :::,,. :::~.~1i:'i?r~•:::•:t:. Rainfall Intens ity (1 100) 9.732 in/hr •·s j ii!i:tI.ii::= '' . ::::= :_, .•. , :•.:::·•': ·:::;it~1!!:•,~•:r:t I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area U Drainage Area (Au) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (D u) = Velocity of Runoff (Vu) = Coefficient of Runoff (C u) = **NOTE: Minimum Tc allowed = 10 min. 1 .71 acres 900 ft ft 4 .00 fsec 0 .90 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 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) = Coe ffici ent (d) = 0 .754 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) = Coefficient (b) = Coefficient (d) = 2 8 82-025 Drainage Evaluation .xis 0 .73 96 8 RESULT T C(U) = 3 .8 min. Rainfall Intensity (1 2) = 6 .327 1%r ... Qi .... ·-:-:-· ·=== .. -: -:-:-:.; <·>=· =<·: • :·:·:·:·:·:::::=·=· -:·.;:·:-;·=· .-. ••· ::=:=:·.. -~-·-~-=·.•.•.~-·-~-·-~-·-~-·-~-·-~=· -~-~-~:.'.~-~-~=~-~-~s·.=· ·.·.-~.~~_6_-·;_~.:~=.·.~-~-~-"".::::.1_~·::===.~.~.i.~_:.~.~-~-~.r.~.t.~:.=_j_~ .•.•.•.·.·.·.•.·.· .. ·=.·=· .. •·.:.=.=.·.•.·.•.:.•.•.•.•·.•.•.•.•.•.•.•.•.:.•.:.•.•.•.•.•.= .•.•.•.•.•.•.:.•.•.•.:.•.: Q i:vo "''""' :-:-:-:-:-:-:·:·:::·:::;:·:;:;:;.;::: :-:-:-:-:-:-:-:-:-:-:·:·:·:· ·.·.·.·.·.·,·.·:·:-: Rainfall Intensity (1 5) = 7 .693 in/hr .•.•.• .. a,·_.,•.·,:_,~_·_••.•.•,•.•,~.:,•.•,•.•,•.•.•.••.•,•.•,•.•,•.•,•.:•, :::r J: •·: -:,:.::·•·.:•\\fl•• ::11t aaa .CtS:_:.=.=.=.•.·.:·.:_:.=.•.= .. _•• ... •.:: ..•. :.: .. :.· •. : 9. :::::::::::;:;:;::::::: :-:-:-:-·-:·:·:·:-:-:-:.:-:-:·:-:-;.:-···-:-·-·.·. Rainfall Intensity (1 10) = 8 .635 in/hr .:.:_n_:_ •. :_ •. ·.•.·.···.··.h_••.•.•.•.'-.~.-.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.:·.•.:.•.•.• ,:: •<t_,:_••.==.··_,._.=_,' .. '.='.·'.i . .= .• r ,, ,,,., ••• 13~d~••~irS.tJ ~""'" .·.·.;.·-:·:··-:-:-:-:-:-:-:·:·:·:·:·:··.·.·.·.··. Rainfall Intensity (1 25 ) = 9.861 in/hr .•,•.a,=_·,•.•,•.·,=~_·•.··.••.•.•,•.•,~-•,•.•,•.=,•·,•.•,•.•,•.•,•.•,•.•.=.=.•,•.•,• =••• • = • • •r:· •:•:••r:•= :.... 1s~3.sfoffi' r::: :4-9. ::::::::::::::::::::::::::::::: :::::::::::::::::;::::::=::::: Rainfall Intensity (1 50 ) = 11 .148 in/hr •a•f•t•:·:r :,:::::•.::::::: •::: = ....... ••·•••••: '::1::r~?.~:·£r~•·•1:.:.: Rainfall Intensity (1 100) 11 .639 in/hr 91&'§:,:·•.••:•··· ::•.:.:: ··············:•:•.:.::••=&. ·•=•1!~P:~M$.•:••:t SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area T Dra i nage Area (AT) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (OT) = Velocity of Runoff (VT) = Coefficient of Runoff (CT) = **NOTE: Minimum Tc allowed = 1 O min . 0.78 acres 400 ft ft 4.00 fsec 0.90 2 YEAR FREQUENCY, RATE 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 Coefficient (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) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2 88 2 -025 Drainage Ev alu ati on.xi s RESULT T C(T) = 1.7 min . Rainfall Intensity (Ii}= 6.327 i%r • .. • .. '.A .. '.:.•.:.'.'.'?c .. •.:.= ..•. ' .. ' ... '' .. •. \.i.i.i.\tt · .... •.•.•,•• ............... •.•.•,•.•.• t• : : : ,.:(: :: \4.J J.67.•.•.•.•.•.c.'.:.=.:.'.fi ... $.j)_i······ ~ ::::::::::::::::::;:::;:::::;.·.·.·.··:·:·:-:·:··-:-:-:·:·:-:-:-:·:·:·:·: Rainfall Intensity (1 5) = 7.693 in/hr =_=_n.•·-•·_=_::~ .• ·.=i:. =.=_,=_=_.:·_:•'_••-••_•r.:=.=.••_.:=_J_•••.:=.= .• ===·•••·········••'•(•t..::? xt· .••.•_··.•_•-•_•-••-•-•-•-•-•.•.:.•_•_•-•_•_s_: __ :_._:.A.•.•-•• .. ·.·_:ai :asr·:-:.n ~ :·:-:-:-:-:-:-:-:-:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-·-·.; ·:·:·:·:·:·:-:-:-;.:-:·.·.·.·:·.·.·.·.·.·.· Rainfall Intensity (1 10) = 8.635 in/hr :•.,•,n,=.·.:.•.:_=.=.•,•,·~·',= ... •·,._,•,=,•,=,•,=_,•.,•.-.•.=•,•.=·=·.=·,•·. ==::::::J• •••• ,•,•,•,•., .. ,•.,• .. ·.:,.-,.·,•,•,•,•,•,•,• • :::=:.:: . •? ,•· .• _•_•,•_•,•-~ .... _ ..... _0 ..... =·.~.=.=_'"'_-=.•,•.•,• .... ·=-:~ ..... ~ •. :_._••.••.=.r· .. ~w ;.-; /:f}~{:\:::: :::::~:~:~:?: .. =?::?:=~·-· V ;;J.:Q: ~·~ Rainfall Intensity (1 25 ) = 9.861 in/hr •B •a[li·:'""•"· ====.:••••Yi(\\•. =·~~~1_~··:::7 Rainfall Intensity (1 50 ) = 11 .148 in/hr ·•B F:.!•:•!i:l:f't :::::•:•:,::•:>::: :I: = ::· .. ··@~~71·•·£t~•••••?::: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION I Description : Drainage basin for Area V Drainage Area (Av) = 1.52 acres I TIME OF CONCENTRATION <Tc) GIVEN RESULT Maxi mum Travel Distance (D v) = 250 ft T C(V) = 4 .2 min . Velocity of Runoff (Vv) = ft 1.00 f sec Coefficient of Runoff (C v) = 0.50 **NOTE : Minimum Tc allowed = 1 O min . 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Rainfall Intensity (1 2) = 6 .327 in/hr Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Rainfall Intensity (1 5) = 7.693 in/hr Coefficient (b) = 76 Coefficient (d) = 8 .5 10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .763 Rainfall Intensity (1 10) = 8.635 in/hr Coeffi cient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Rainfall Intensity (1 25 ) = 9.861 in/hr Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Rainfall Intensity (1 50) = 11 .148 i%r Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Rainfall Intensity (1 100) 11 .639 in/hr I Coefficient (b) = 96 Coefficient (d) = 8 2882-0 25 Drainage EY a luati on.xls I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area W Dra i nage Area (Aw) = 2.94 acres TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (Ow) = Velocity of Runoff <Vw) = Coefficient of Runoff (Cw) = **NOTE: Minimum Tc allowed= 10 min . 880 ft ft 2.00 fsec 0.75 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) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coe fficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882-0 2~ Drainag~ Eva luati on.xis 96 8 RESULT T CryJ) = 7.3 min . Rainfall Intensity (l z) = 6.327 in/hr ··················· •'••'•' .·.···:·:·:·:·:·········:·:·.·:::·:·:·.·:-:·.·. ···=·· ·.·.·· .· .. ·.··.··-:·:················ :@£5 :'t:;:;;:::::;:''''' ::::=:::::::::rn :t'if:~~!:~];f~Jtm Rainfall Intensity (1 5) = 7.693 in/hr ~::g :::t: : ':.:.::<::::,:,,.':/::: :::::::::,::·":: :,:r:Jtp;n ~~::m::t: Rainfall Intensity (1 10) = 8.635 i%r :~J.:e ::: ... ::,;:::::::::::::::·::='':::: ::: 1:1 st1·~:j;tsv::: Rainfall Intensity (1 25 ) = 9.861 in/hr 11:1r r'7,,,,,·: ·:::.::::· ,.,].:::::::::::::::::-:::: 61 ~i~ m:::::::: Rainfall Intensity (1 50 ) = 11 .148 in /hr ·:me:::::::::::::,:.:: . ::::: : L:::', ,, :: i~~r~i '*fs t SECTION #2-DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area X Drainage Area (Ax) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (Ox) = Velocity of Runoff (Vx) = Coefficient of Runoff (Cx) = **NOTE: Minimum Tc allowed = 1 O min . 1.02 acres 800 ft ft 4.00 fsec 0.90 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 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) = 0.745 Coefficient (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-0 25 Drainage Evaluat ion.xis 0.73 96 8 RESULT T c(Xl = 3.3 min . Rainfall Intensity (Ii) = 6.327 in/hr .·····~·•.•.:.•.:.•.=.•~.:.·.• .•. :.=.:.'.•.:.:.•.•.•.•·Jc=··1J ,, = : •• rr ·\:::=:·· •• ···•••:sllias.6::¢rgr:--: : "' :::::;:;:;:::;:;:::;:;:=:::: .·.·.·.·.·.·.·.·-:-:-:-:-:-:-:-:-:·:-:-:-:-:-:-:-:-:.:-:·:·:·:·:·: -:·:·:·:·:-:-:--:-:-:-:-:-:-:-:-:· Rainfall Intensity (1 5) = 7.693 in/hr •.~Ff ··::::::: :::::••::i]i\/·;::::r ::::.:·,,, .·:•: 1a21:m•••tr• Rainfall Intensity (1 10 ) = 8.635 in/hr .·.·.·.-.·.·.·.·.·······-·.····:··· ·:-.·:·.·.·:·:;:;:·:·:·:·: ··-:-.· .... ·... ·.·:·. : •·.:n,.· .. ·, ... ,·.·.· .. ·,=··.=•'.·••'.i..:•'.·.•.:.=".'-..... ·· .. =,.· .. =,.·.:=,.·.•,:.:·,:·.:',:.•,= ::::••\ ·==•=: tt\: ·=·======:::::============·=·==·· ..... · <=n993t cfst .:.• .. =.••.: .. = ~.w. :·:·:·:·:··-:-:-:-:-:-:-:-:-:-:-:-: ::::::::::::::::::::;:;:::::: Rainfall Intensity (1 50) = 11 .148 'n/hr :.:·:·.n: .. ·.··.··.··.·.'.'."'··.··.}•· ... •.:•.·.'.=.·= .. ·.: .. ·.: ... =•.:•.:'.•'.='.•·.:.•.:.=.:.= =:::::::::::::::::::: ·•=•=•=•=)t:x=:=:::::•r= .•.•.•:.·.=.•.•.•.•.•.•.•.• .... •.•.·.•.1.•.·.··"·:.o.·.·.·.•.= .•. :.•.3.·.·.·.·.=.1.•.· ... 9' .... •.·.•.=.:.•.•.•.µ.:.•.=.•.•.~.· ... s ... =.·.== ... : .•. •.•. ??' ~ ::::::::;:;:::::::::::::::::::::::::::::::::::::::::::::::::::::: Rainfall Intensity (1 100) 11 .639 in/hr Q.jj;'•a = :,;;;: .. : •. =. •<· •••::::::::rr toJt=ta.¢.e.•••••••m ! I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Descript ion : Drainage basin for Area Y Drainage Area (Ay) = TIME OF CONCENTRATION CT c) GIVEN Maximum Travel Distance (D y) = Velocity of Runoff (Vy) = Coe ffi cient of Runoff (C y) = **NOTE : Minimum Tc allowed = 10 min . 2.54 acres 1050 ft fl 2 .00 fsec 0.75 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) = Coeffic ient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffici ent (e) = 0.763 Coefficient (b) = Coefficient (d) = 80 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = Co efficie nt (d) = 89 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Co effici ent (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coe ffici ent (b) = C oeffici ent (d) = 28 8 2-0 2 ~ Drainage E,·aluati on .xl s 0.73 96 8 RESULT T cM = 8.8 min . Rainfall Intensity (1 5) = 7.693 in/hr ····:·:· ·.·.·.·:;. ::::::::::::: ::;.;:::;:;:;:;.;:;:;:;.;:::::;:;.·:·.·.···.·.········ ·.·.·.·.·>.·.·.·.·.··.·.··.·.·.·.·.·.·.·:-:-.-: ·:·.·.·.·.·. •.:~:~····=··· .. ·.············ :.·:.·:.· .·:.·:.·:.·:.·:.·:.·:.·:.·:.·:.<.<.·:.·:.·:.·:.·:.<.·:.<.·:.·:.·:·.:.·:.·:.·:.·:.·:.·:.·:.·:.·:.·:.·:·.:.·:.·:.·:.·:.·:.·:. 4: .... '°.A··.·,·,.''.·.'·.:.'',".·.:,':',".,,,'~:'.·.,,·,' ... ',:,•·,:','-...:.·,.·,·,.· .. ··,.· .• ,.,.,.•,•,•.:.'.·.•,•.•,•.•,•.' ,.;~::.:-:·:-:··... ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: :J:':hl::f ::t :: \<I:;) Rainfall Intensity (1 10) = 8.635 in/hr :-:····-· .. ·.· .. ·.·.•,•,·,•,•.·.,·.-....... ···:-:·:-:-:-:;:;:-:-.·:·:·:·:-. .;· ·.• .···.·.-.·.·.·.·.·.·.·.·.·.·.·;•,•.·:·.·.·.·.·.·:·:·>.·.·.·.·.·.·:·:·. ·.•.•.0 ... ·.·.•.·.·.·.•'.•'.''.1..'•.•.•.•.=.•.•.•.•.·.························•.t.•.•.•.•· ... ,,,,,,,,,,,,,,,,,,,,,,,,,, .'.•·.•.•.•.•.•.:.:.:.:.:.•.•.•.•.• ?.•:.::'.••. ' M6iliSSS. ¢fsf ~v ·.·.·.·.·.·,·.·.··:·:-·-:·····:·:···:·:···:-:.:-:-:-:-:-: Rainfall Intensity (1 25 ) = 9.861 in/hr ·.•·.o: ... • .. •.·.• ... ·~.···.••.·•.•.•.r.r.= .. · .. ·.:.,.•·.•.•.•.•· .• ·.··.·.···:,.:.•::.:•.•.••.:•.•·., :·· ::::•• ...... ,... <•••1:a:;943\as .,...,. '-'-9. :::::::.:::::::::·:·:::·:::;:::·:::;:::;:::::::: .·.·.·.·.·.·-·.·.·--:··.;.;.·.:·:·:.:·>:·:-:-:-:-:-:<·:·:·:·:-:-:-·-·.·.·.·· Rainfall Intensity (1 50 ) = 11 .148 in/hr . ····A··········.·.·.·;::::.::.::;.::···'.'.=.•········································'·: •tt. • : • ) • •:: •••••• t1 GH3fa:tsr ..... ~ -:-:-:-:-·.:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:.:·:·:·:·:·:·:·:·:·:·:·:-:-:-:-:-:·:·:·.·.·.·.·.·.·.·.·-·=·=·=··-· Rainfall Intensity (1 100) 11 .639 in/hr :;A_::::=::::::::::::::::::: //:~.:~./::::: :-.-:-:-:•.-.-:-:·.·.:-:=: -:.:-:-:-:~->~e:~-:-.~---·.·.·.·.·.·.· •sH®Ff • •• • •• •:••• •• > : t:t~ri<'~~~·•:•• J I I I I I I I I I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area Z Drainage Area (Az.) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (Dz.) = Velocity of Runoff (Vz) = Coefficient of Runoff (Cz) = **NOTE : Minimum T c allowed = 1 O min . 0.60 acres 400 ft ft 4 .00 fsec 0.90 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) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficie nt (d) = 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8 .5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficie nt (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficie nt (b) = Coefficie nt (d) = 2882-02.: Dra inage Evaluation.xis 0.73 96 8 RESULT T qz) = 1.7 min . Rainfall Intensity (Ii) = 6.327 in /hr .m·a.1.::-::.::1:.::::.r ••@• t:• 1•:·.•18•~·•¢.ts;: rt Rainfall Intensity (Is) = Rainfall Intensity (1 10) = 8.635 in/hr • ::•:J.J (ij'.qj~f~f ? Rainfall Intensity (1 2s) = 9.861 in/hr •_.-.·.·_a_· __ .•,·_:,_·,~.•.=•.••.•_•,.=_,=,•·_-,·· .. _= .. ·_.=,.•_,•,. ••=::::::::: ·=·=·=·=·=·=·=·=·=·'=>=:::=======·=-=---=.==.•=.• ._••.••-••-••.••.•.•-•.•.•.•.•.•.•.•,•·_ •. -.•.•,••.·,•.•,•.•,•-.•,••.s,·_·,=.·,•.~,••.=,3_•,=·.,-.•,34_·,·_·,=_•_•._=,·_·,=_ .. ,••.=,•_as,•_=,•_=,=_=_=_-.•_=_•_=_•_·_:_:.•_•.•-_•_•_:_•.••-••-••-= :.&..~ ::;:;:;:::::::::::::::::::::::::::::;:;:::;:;::::::;:;:::: Rainfall Intensity (I sa ) = 11 .148 in/hr :R·a , • ••• • • • ••t• •·• • • · s ~~ ¢.t¥•t•• Rainfall Intensity (1 100 ) 11.639 in/hr ==~============·=~ =================== •-••.••.••.=•.=•.'•.•=.••.::::•.=.••.::::_••.••.••.••.••.:.-_•·.'•_.••.•=_·_••.••.==_.=•.·,== .. ••. _,=_,=_,=_,=_,=·.=·,···:·.· __ ,=_,=_,=_,=_.='.====··.=•_,'.·,'s,=.·.=.-,•~·--.•_•_·2•.·.·.·,=.=,~.,-.·,·.·.·,=_·,=.·,·.·,'·.,•.•,_,•,•=,·.= .• ·.=,·_=,=_·,=,=,=·.·,•,=_,•_,• __ ,•_,•_,:.=•,:•.= •. _,:_,• __ ,•_,•,=_,•,•.,•• .:_:.w_ .. _:.·.· .. ·"'·.· ...... ·.· .. ·.·_·._:.=.=-.·.:.·_:.·.: .'.'.:.'·.:_:_:_:_;_:_: .. '-_:_:_;_:_:·.=.:'. ~ "I:;) :.JW: :::::::::::;:::::::::::::;:;:::::::::::::::::::::::::·:-:;. SECTION #3 CURB & GUTTER FLOW CALCULATIONS SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel - Sc~ END -Scot0serc-0\jt Project Description Project File Worksheet Flow Element Method Solve For Section Data c :\projects\000\2882-south hampton\2882r1 ra.fm2 l.D. #1 (AREA 8)(10 YR) Irregular Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient Channel Slope 0.013 1.0000 % Wate r Surface Elevation Discharge 294.81 ft 8.685 cfs I I I I I I I I I I 296. 2 295.8 '-" 295 .6 ---,---------r--------,---------r--------,---------r--------,---------r--------,---------, c 295.4 .Q 295 .2 n; 295 .o ---------L--------4---------L--------4---------L--------4 ---------L --------4---------1 I I I I I I I I I -----r--------,---------r--------,---------r--------,---------r--------,--------- -L--------.l ---------L--------.l---------L--------.l---------L--------.l-- 1 I I I I I I -------r---------r--------------r ---------r------- - - -- ---"T --- - -----, ~ 2 94. 8 -r---:-~::::::::::=---:--~-:"":-:-=_ ----.l ----------1----- - - --.J. - -- ------· I I w 294.6 ---------r---------,----1--- - -----., - - - - - - - --1 294.4~~~~----"~~~~~~~~~~"--~~~~-'-~~~~-'-~~~~-'-~~~~-'-~~~~----'-~~~~--'-~~~~-' 0 .0 5.0 10.0 Notes: Collects Runoff from Drainage Basisn : 8 Discharges into Drainage Basin : C Discharges into Structure Type : Open Channel 15.0 20.0 25 .0 Station {ft) M unicipal Deve lopment G roup 30.0 35 .0 02/1 9/98 08 :37:09 AM Haest ad M eth ods, Inc . 37 B roo k s ide Road W ate rbury, CT 06708 (203) 755-1666 40 .0 45 .0 50.0 FlowMaster v5.07 Page 1 of 1 I I I I I I I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel ')o~ 8 D -Scok)5ef (~a~ Project Description Project File Worksheet Flow Element Method c:\projects\00 0\2882 -south hampton\2882r1 ra.fm2 1.0. #1 (AREA 8)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 294.50 ft to 296 .00 ft . Station (ft) Elevation (ft) 0 .00 296 .00 11 .00 295.00 11.50 295 .00 11 .50 294 .50 25 .00 295 .00 38 .50 294 .50 38 .50 295.00 39 .00 295 .00 50 .00 295 .25 Discharge 8 .685 cfs Resu lts Wtd . Mannings Coefficient 0.013 Water Surface E l evation 294 .81 Flow Area 2.67 Wetted Perimete r 17 .63 Top Width 16 .99 Height 0.31 Critica l Depth 294 .86 ft ft2 ft ft ft ft Start Station 0 .00 Critical Slope 0.004563 tuft Velocity 3.25 tus V e lo city Head 0.16 ft Specific Energy 294.98 ft Froude Number 1.44 Flow is supercritical. Flow is divided . Munici p al Development Group End Station 50 .00 02/19/98 08 :3 7 :33 AM H aestad M ethod s, Inc . 37 Brookside Road Waterbury , CT 0670 8 (203) 7 55-1 666 Roughness 0.013 Fl owMaster v5.07 Pa ge 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel SJ~ -BND -~.o~SBT Ce:> (f: c:\projects\000\2882-south hampton\2882r1 ra.fm2 l.D . #1 (AREA 8)(100 YR) Irregular Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient Channel Slope 0.013 1.0000 % 294 .85 ft 11 .707 cfs Water Surface Elevation Discharge I I I I I I I I I I 296 . 2 295 .8 '-" 295.6 ---,---------r--------,---------r--------,---------r --------,---------r--------,---------, ---------L--------4---------L--------4---------L--------4---------L--------4---------1 c 295.4 I I I I I I I I I I --------,-------r--------,---------r--------,---------r--------,---------r--------,--------- .Q 295 .2 -L--------J---------L--------J---------L--------J---------L--------J-- -+-' I I I I ~ ~~~: ~ -F~~~~~~~~=--~~:-:~~~-=-~-~-~-;.-~-~-~,-~-~=~=~===~-~:~=~"l~. ~=~=~=~=;.;=~={--:-= = = = = = = = ~ = = = = = = = = :: w 294.6 ---------r---------,----,----------r---------, 294 .4'--~~~-L~~~~--'-~~~~-'-~~~~-'---~~~~--'-~~~~-'-~~~~"'--~~~-..J'--~~~--1.~~~~-' 0 .0 5.0 10.0 Notes : Collects Runoff from Drainage Basisn : B Discharges into Drai nage Basin : C Discharges into Structure Type : Open Channel 15.0 20 .0 25 .0 Station (ft) .•. Municip al Develo pment Group 30 .0 35.0 02/19/98 08 :3 7 :5 7 .AM H aestad M ethods, Inc . 37 B rooks ide R oad W ate rbury, CT 0 6 708 (203 ) 755-1 666 40 .0 45 .0 50 .0 FlowMaster v5 .07 Page 1 of 1 I I I I I SECTION #3 -CURB & GUTTE R FLOW Worksheet for Irregular Cha n nel ~~,J ~\).,. ')C~tv~ (o'\/£ Project Description Proje ct File Worksheet Flow Element Method c :\projects\0 00 \2882-south hampton\2882r1 ra.fm2 1.0 . #1 (AREA 8)(100 YR) Irregular Channel Man ning's For mula Solve For W ater Elevati on Input Data Channel Slope 1.00 00 % Elevation ra nge : 294 .50 ft to 296 .00 ft . Station (ft) Elevation (ft) 0 .00 296 .00 11.00 295 .00 11 .50 295 .00 11 .50 294 .50 25.00 295 .00 38 .50 294 .50 38 .50 295 .00 39 .00 295 .00 50 .00 295 .25 Discharge 11.707 cfs Resul ts Wtd . Mannings Coefficient 0.013 Wate r Surface Elevation 294 .85 Flow Area 3.34 Wetted Perimeter 19.72 Top Width 19 .00 Height 0.35 Critic a l Depth 294.91 ft ft2 ft ft ft ft Start Station 0 .00 Criti cal Slope 0.004385 ft/ft Velocity 3.50 ft/s Ve loc ity Head 0.19 ft Specific Energy 295.04 ft Froud e Number 1.47 Flow is supercritical. Flow is divided . Municipal Development Group End Station 50 .00 02/19/98 08 :38 :17 AM Haestad Methods , Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Roughness 0.013 Fl owMast er v5 .07 Page 1 o f 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel 1 1 ~ Sc.uN?01 cc i:. c:\projects\000\2882-south hampton\2882r1 rc .fm2 l.D. #2 (AREA E) (10 YR) Triangular Channel Manning's Formula Channel Depth 0 .013 1.0000 % 0.000000 H : V 27 .000000 H : V 10 .970 cfs 0.45 ft 2 .68 ft2 12.48 ft 12.02 ft 0.53 ft 0.004033 ft/ft 4 .10 ft/s 0.26 ft 0.71 ft 1.53 Collects Runoff from Drainage Basin : E Discharges into Drainage Basin: G Discharges into Structure Type: Culvert Runoff on Southwest Side of Sconset Cove Municipal Development Group 06/09/98 02:50 :44 PM Haestad Methods, In c. 37 Brookside Road Waterbu ry, C T 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right S ide Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Ve locity Ve loc ity Head Specific Energy Froude Number Flow is supercritical. No t es : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #2 (AREA E) (100 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 14 .788 cfs 0.50 ft 3.35 ft2 13 .96 ft 13.45 ft 0.60 ft 0.003875 tuft 4.41 tus 0.30 ft 0.80 ft 1.56 Collects Runoff from Drainage Basin : E Discharges into Drainage Basin : G Discharges into Structure Type : Culvert Runoff on Southwest Side of Sconset Cove V' Munici pal Deve lo pment Group 06/09/98 02:51 :25 PM Haestad Methods , Inc. 37 Brooks ide R oad W aterbu ry , CT 06708 (203) 755-1666 FlowMast er v5 .0 7 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Ve locity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #3 (AREA E)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.5000 % 0.000000 H : V 38.000000 H: V 10 .970 cfs 0.44 ft 3.76 ft2 17.36 ft 16.91 ft 0.46 ft 0.004161 ft/ft 2.92 ft/s 0.13 ft 0.58 ft 1.09 Collects Runoff from Drainage Basin : E Discharges into Drai age Basin : G Discharges into Structure Type : Culvert J!S 7, Runoff on Sotrt:he.\st Si e of Wayfarer Lane Note : 12' Clear Lane Provided -Assumed majority of runoff to be carried on Southeast Side of Wayfarer Lane . 06109198 02:58:39 PM Munic ipa l D eve lopment G roup Haestad Methods, Inc. 37 Broo ks id e Road Wate rbury, CT 06708 (2 03) 755-166 6 FlowMast er v5 .07 Page 1 o f 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right S ide Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critica l Depth Critica l Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #3 (AREA E)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.5000 % 0.000000 H : V 38 .000000 H : V 14.788 cfs 0.50 ft 4.71 ft2 19 .42 ft 18 .91 ft 0.52 ft 0.003999 ft/ft 3.14 ft/s 0.15 ft 0.65 ft 1.11 Collects Runoff from Drainage Basin : E Discharges into Drainage Basin: G Discharges into Structure Type : Culvert Runoff on Southeast Side of Wayfaer Lane . Municipal Development Group 06109198 02 :59 :22 PM Haestad Methods, Inc. 37 Broo ks id e Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Pag e 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right S ide Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Ve locity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #4 (AREA F)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 13 .634 cfs / 0.48 ft 3.15 ft2 13.54 ft 13 .05 ft 0.58 ft 0.003918 ft/ft 4.33 ft/s 0.29 ft 0.77 ft 1.55 Collects Runoff from Drainage Basin : F Discharges into Dra inage Basin : TxDOT R.O.W. Discharges into Structure Type : Culvert Runoff on Northeast Side of Sconset Cove . Municipal D eve lopment G ro up 0610 9198 03 :00 :35 PM H aestad M ethods , Inc . 37 B ro o ksid e R oad W aterbury, C T 0 6708 (203) 7 5 5-1666 FlowMaster v5 .07 Page 1 o f 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channe l Slope Left S ide Slope Right S ide Slope Discharge Results Depth Flow Area W etted Perimete r Top W idth Critica l Depth Critical Slope Ve locity Ve loc ity Head Spe ci fic Energy Fro u de Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #4 (AREA F)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 18 .379 cfs 0.54 ft 3.94 ft2 15 .14 ft 14.59 ft 0.65 ft 0.003765 ft/ft 4.66 ft/s 0.34 ft 0.88 ft 1.58 Colle cts Runoff from Drainage Basin : F Discharges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type : Culvert Runoff on Northeast Side of Sconset Cove . Note : Th ere will be a minimum 3" cut from the TIC to to daylight. Therefore , overflow of the 100 -yr flood will be mainta ined with in the R.O .W and shall be shown on the construction documents for South Hampt on , Phase Seven . 06109198 03:01 :39 P M Munic ipal Development G roup Haestad Methods, In c . 37 B rooks ide Road W aterbu ry , CT 0 6708 (203) 75 5-1666 FlowMast er vS.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right S ide Slope Discha rge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Criti c al Slope Velocity Velocity Head Spe ci fic Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #5 (AREA F)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.8000 % 0.000000 H : V 38 .000000 H: V 13 .634 cfs 0.44 ft 3.71 ft2 17 .25 ft 16 .80 ft 0.50 ft 0.004043 ft/ft 3.67 ft/s 0.21 ft 0.65 ft 1.38 Colle cts Runoff from Drainage Bas in: F Discharges into Drainage Bas in: TxDOT R.O .W. Disc harges into Structure Type : Culvert Note · 12"f I ear Lane Provided -Assumed majority of runoff to be carried on Southeast Side of Wayfarer Lane. 06109198 03 :10:14 PM \t~ Munici pal Development G ro up Haestad Methods, Inc. 37 Broo kside Road W aterbu ry , CT 0 6708 (203) 755-1666 FlowM ast er v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Spec ifi c Energy Froude Number Flow is supercritica l. Note s: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #5 (AREA F)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.8000 % 0.000000 H: V 38.000000 H : V 18 .379 cfs 0.49 ft 4.64 ft2 19.29 ft 18 .79 ft 0.57 ft 0.003885 tuft 3.96 fUs 0.24 ft 0.74 ft 1.40 Collects Runoff from Drainage Basin: F Discharges into Drainage Bas in: TxDOT R.O .W . Disch arges into Structure Type: Culvert No te : Assumed majority of runoff to be carried on Southeast Side of Wayfarer Lane . Municipal Deve lopment Group 06109198 03:12:25 P M Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of1 I Project Descri ption Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Sl ope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Ve locity Ve locity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CUR B & GUTTER FLOW W orksheet for Trian g ular C h an n el c:\projects\0 00\2882-south hampto n\2882r1 ra.fm2 l.D. #5 (AREA F)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.8000 % 0.000000 H: V 38 .000000 H : V 18 .379 cfs 0.49 ft 4.64 ft2 19 .29 ft 18 .79 ft 0.57 ft 0.003885 ft/ft 3.96 ft/s 0.24 ft 0.74 ft 1.40 Collects Runoff from Drainage Basin: F Discharges into Drainage Basin : Tx DOT R.O.W . Discharges into Structure Type : Culvert 02119 /98 09:5 1 :12 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbu ry , CT 06708 (203) 755-1666 .• FlowMaster v5 .07 Page 1 of 1 06/11/98 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #6 (AREA H)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0 .013 1.6000 % 295.63 ft 26 .814 cfs ~295 .9 -------~-------~-------~-------~-------~-------+-------+-------~-------~------- ~295 .8 ~ ------~-------4 -------4-------~-------~-------~-------~-------~ C 295 .7 I .Q 295 .6 ---- - --:-- --- ---:-m 295 _5 ----- --,-- - - - - --,- ~ 295.4 - - - ----:-- -- ----:-- - -~ ----- - -~ - - - -- --~ - - - --- -~ ------ -~ --- -m 295.3 -------r------~---,-------,-------,-------,-------y-------r-------r- 295 .2'--~~~-'--~~~-'-~~~--'-~~~--L~~~~'--~~~_._~~~-'-~~~--'-~~~~'--~~~-'-~~~_._~~~-' 0 .0 5 .0 10.0 15.0 20.0 25 .0 30.0 35.0 40.0 45 .0 50.0 55 .0 60.0 Notes : Collects Runoff from Drainage Basin : H Discharges into Drainage Basin : I Discha rges into Structure Type : Open Channel Station (ft) Munic ipal Development Group 11 :23:43 AM Haestad M ethods, Inc . 3 7 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Pro j ect Description Project File Worksheet Flow E lement Method c:\projects\000\2882-south hampton\2882r1 re. fm2 l.D . '1#3 (AREA H)(10 YR) Irregular Channel Manning 's Formula Solve For Water Elevation Input Data Channel Slope 1.6000 % Elevati on range : 295 .25 ft to 296 .00 ft . Stati on (ft) Elevation (ft) 0.00 296 .00 10 .50 295 .75 11 .00 295.75 11.00 295 .25 30 .00 295.75 49 .00 295 .25 49 .50 295 .75 60 .00 296.00 Dis ch arge 26 .814 cfs Results Wtd . Mannings Coefficient 0.013 Wat er Surface E l evation 295 .63 Flow Area 5.65 W etted Perimete r 30.05 Top W idth 29.50 He ight 0.38 Critica l Depth 295 .75 ft ft2 ft ft ft ft Start Station 0.00 10 .50 Criti ca l Slope 0.004017 ft/ft Ve loc ity 4.75 ft/s Ve locity Head 0.35 ft Sp ecifi c Energy 295 .98 ft Froude Number 1.91 Flow is supercritica l. Flo w is divided . M unici pa l Deve lo pm ent Group End Station 10 .50 60 .00 06/11 /98 11 :2 4 :06 A M Haestad Methods . Inc. 3 7 Broo ks ide Road W aterbu ry . CT 0 6708 (203) 755-1 666 Roughness 0.030 0.013 FlowMaster v5 .07 Page 1 of 1 -- Project Description -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel -- Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 1.D. #B (AREA H)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.6000 % 295 .68 ft 36.145 cfs ~ 295.9 '-' 295.8 I I I I I I I I I -------~-------~-------1-------1-------1-------1-------r-------r-------r------- -1--- ----~ - --- ----l -- - - - --.j ---- -- -" -- -- ---.j. - - -----.j. -- --- - -I---- - - --I- C 295.7 1 I ------------ ~ ~~~:~ = = = = = = =:= = = = = = = =:= _______ .J. _______ _ I I I -----,-------,-------T -----I I I I -------r------r-------r -------, (!)> 295.4 -- - - - --1-- - - - - --1- 1 I w 295.3 -------,--------,-- ---J-------~-------~-------L -------L----1 I I I I -,-------,-------,-------,-------T-------r-------r- - L - -- -- --L --- - - --1 I I I --r-------r-------, 295.2'--~~~-'--~~~--'-~~~-'-~~~--'~~~~...__~~~-'-~~~_.._~~~--'~~~~...._~~~-'-~~~-'-~~~-' 0 .0 5.0 10.0 Notes : Collects Runoff from Drainage Basin : H Discharges into Drainage Basin : I 15.0 Discharges into Structure Type : Open Channel 20.0 25 .0 30.0 Station (ft) Municipal Development Group 35 .0 40 .0 06/11/98 11 :2 4 :4 2 AM H aestad M eth ods, Inc. 3 7 Brookside Road Wate rbury , C T 06708 (203) 755-1666 45 .0 50.0 55.0 60.0 FlowMaster v5 .07 Page 1of1 I I I I I Project Description Project File Work.sheet Flow Element Method Solve For Input Data Channel Slope SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. "#6 (AREA H)(100 YR) Irregular Channel Manning's Formula Water Elevation 1.6000 % Elevation range : 295 .25 ft to 296.00 ft. Station {ft) Elevation (ft) Start Station 0.00 10.50 0.00 296 .00 10.50 295.75 11.00 295 .75 11.00 295.25 30.00 295 .75 49 .00 295 .25 49 .50 295.75 60 .00 296 .00 Discharge 36 .145 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 295.68 ft Flow Area 7.07 ft2 Wetted Perimeter 33.61 ft Top Width 32.99 ft Height 0.43 ft Critical Depth 295 .81 ft Critical Slope 0.004619 ft/ft Velocity 5.11 ft/s Velocity Head 0.41 ft Specific Energy 296.08 ft Froude Number 1.95 Flow is supercritical. Flow is divided. Municipal Development Group End Station 10.50 60.00 06/11/98 11 :24:59 AM Haestad M ethods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #7 (AREA M)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0 .013 1.4000 % 275.62 ft 22.982 cfs E' 275.9 '-" 275.8 c 275.7 .Q 275.6 I I I I I I I I I I -------~-------~-------,-------1-------1-------i-------r-------r-------r-------r------- _,_ - --- - --1--- -----1---- - ---I -- - -----I --- - - - -... - - ---- -I-- - --- - -I----- ---I-- - - - - - - I I I I I I I I -- - -- --,------ --,---- ---,--------, - - -- ---1 -- -- - -i --- - ---r - --- - - - r -- -- - -r - -- ----.------ -- ------_,_ ------_,_ -L. - - - --- -L - - - - - --1 I I I - r -- - --- - r --- ----, <0 275.5 ---------------:- ---~-------J _______ J _______ i-------L---- 1 I I I I -,-------,-------,-------,-------y-------y-------y- -L - ---- --L - ------1 I I I --r-------r-------, Q)> 275.4 --- - - --1-------_,_ I I w 275.3 -------,--------,-- 275 .2'--~~__.J'--~~~'--~~~"--~~~..___~~~-'-~~~...._~~~-'-~~~_,,_~~~-'--~~~-'-~~~-'-~~~-' 0 .0 5 .0 10.0 15.0 Notes : Collects Runoff from Drainage Basin : M Di sc harges into Drainage Basin : TxDOT R.O.W . Di scharge into Structure Type : Open Channel 20 .0 25 .0 30.0 Station (ft) Municipa l Develo pment Gro up 35 .0 40.0 0 6/11/98 11 :26 :32 AM H aest ad M et hods, Inc 3 7 Brook s ide Road W ate rbury , CT 0 6 708 (203) 755-1666 45 .0 50 .0 55 .0 60 .0 FlowMas ter v5 .07 P ag e 1 o f 1 I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Cha n nel Project Description Project File Worksheet Fl ow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #7 (AREA M)(10 YR) Irregular Channel Manning 's Formula Solve For Water Elevation Input Data Channel Slope 1.4000 % Elevation range : 275 .25 ft to 276 .00 ft . Station (ft) Elevation (ft) 0.00 276 .00 10.50 11 .00 11 .00 30 .00 49.00 49 .00 49.50 60 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 275 .75 275 .75 275.25 275.75 275.25 275 .75 275 .75 275 .80 22 .982 cfs 0.013 275 .62 5.30 29 .13 28 .37 0.37 275.72 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004136 ft/ft Velocity 4.34 ft/s Velocity Head 0.29 ft Spec ific Energy 275 .92 ft Froude Number 1.77 Flow is supercritica l. Flow is divided . Munici pa l Development G ro up End Station 60 .00 06/11 /98 11 :26 :54 A M H ae s tad Met hods, In c . 37 Brookside Road Waterbu ry, C T 06708 (203 ) 755-1666 Roughness 0.013 Fl owMaster v5 .07 Pag e 1 of 1 06/11/98 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc .fm2 l.D. #7 (AREA M)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.4000 % 275 .67 ft 30.980 cfs £ 275 .9 ...,,, 275 .8 I I I I I I I I I I -------~-------,-------,-------,-------1-------y-------r-------r-------r-------r------- -•-------~-------~-------~-------~-------+-------~-------~-------L-------I I I I I c 275 .7 -----------------------r-------r-------, .Q 275 .6 - --- ---:----- - --:-ro 275 .5 -------,--------i- ~ 275.4 --- - - --:------ --:-w 275.3 -------,--------,- - ___ J _______ J -------~-------~-------L---- 1 I I I I -,-------,-------,-------,-------y-------r-------r- -L.. --- - - --L-- - - - ---1 I I I - r -- --- - - r -- - - ---, - L - -- -- - - L - - - - - --1 I I I --r-------r-------, 275 .2'--~~~.L-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~.L-~~~~~~~~ 0 .0 5.0 10.0 15.0 Notes : Collects Runoff from Drainage Basin : M Discharges into Drainage Basin : TxDOT R.O .W . Discharge into Structure Type: Open Channel 20 .0 25.0 30.0 Station (ft) Munic ipal Development Group 35.0 40 .0 45 .0 50 .0 55 .0 60 .0 11 :27:42 AM Haestad M ethods , Inc . 37 Broo k s id e Road Wate rbury, C T 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 06/11/98 SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Descri ption Project File Worksheet Flow Element Method c:\projects\0 00 \2 882-so uth hampton\2882r1 re . fm2 l.D . #7 (AREA M)(100 YR) Irregular Channel Manni ng's Fo r mula Solve For Water Elevation Input Data Channel Slope 1.4000 % Elevation range : 275.25 ft to 276.00 ft . Station (ft) Elevation {ft) 0 .00 276 .00 1 0.50 275 .75 1 1.00 275 .75 11 .00 275 .25 30 .00 275 .75 49 .00 275.25 49 .00 275.75 49.50 275.75 60.00 275 .80 Discharge 30.980 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 275.67 Flow Area 6 .62 Wetted Perimeter 32.58 Top Width 31.73 Height 0.42 Critica l Depth 275.79 ft ft2 ft ft ft ft Start Station 0.0 0 Critica l Slope 0.004135 ft/ft Ve locity 4 .68 ft/s Velocity Head 0.34 ft Specific Energy 276 .01 ft Froude Number 1.80 Flow is supercritical. Flow is divided . Municipal Deve lo pment Group End Station 60.00 11 :28 :00 AM Haestad Methods , In c. 37 Brook s ide Roa d Waterbury, CT 067 0 8 (203) 7 55-1666 Roughness 0.013 FlowMast er vS.07 Page 1 o f 1 Project Description -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 re . fm2 1.D . #8 (AREA M)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.6000 % 265 .61 ft 22.982 cfs I I I I I I £ 265 .9 ._, 265 .8 - - - - - -I -- - -- --- - ----I - -- ----------, - -- ---- - - - ---T ---- - - - --- - --,-- - --- --- - -- --- - - - - - - - -, c 265 .7 .Q 265 .6 co 265 .5 ~ 265.4 w 265.3 -l ---- ------ - --I-- ---- ----- - --l - - - --------- -~ --- - -- - - -- ---1--------... -- -- -- - - -- - --1 I I -1---- - -- -- --- -T - -- - -- -- - -- -- ~-r---.,.~------1 -1-------------J. _ ----- -------1 I I I -i-- - - ---- - - ---T - - - - - - - --- - --1 _,_ - - - - - - --- ---.1 - - - - - - - - - - - --• I I I I I I - - - - - - -- r - ----- - - ----1--- ---- - -- ---r - ---------i----- ------- -T -- --: -- -- - - - --1 265 .2'--~~~~~~'--~~~~~--''--~~~~~--'~~~~~~--'~~~~~~--'~~~~~~--'~~~~~~--' 0 .0 10.0 Notes: Collects Runoff from Drainage Basin: M Discharges into Drainage Basin : TxDOT R .O .W . Discharge into Structure Type : Culvert 20.0 30 .0 40 .0 50 .0 Station (ft) Municipal Development Group 06/11/98 11 :29 :23 AM Haestad M ethods , Inc . 37 Brookside R oad W aterbury, CT 06708 (203) 7 55-1666 60 .0 70 .0 FlowMaster v5 .07 Page 1 of 1 I I I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channe l Project Description Project File Wor ksheet Flow E lement Method c :\projects\0 00 \2 88 2-south hampto n\28 82r1 rc.fm2 l.D . #8 (AREA M)(10 YR) Irregular Channel Manning 's Formula Solve Fo r Water Elevation Input Data Channe l Slope 1.6000 % Elevation ra ng e : 265 .25 ft to 266 .00 ft . Stati on (ft) Elevation (ft) 0.00 266 .00 10.50 265 .75 11.00 265 .75 11.00 265 .25 30 .00 265 .75 49 .00 265 .25 49 .00 265 .75 49 .50 265.75 70.00 266 .00 Disc harge 22 .982 cfs Resu lts Wtd . Mann ings Coefficient 0.013 Water Surface Elevation 265 .61 Flow Area 5.04 Wetted Perimeter 28 .41 Top W idth 27 .67 Height 0.36 Criti ca l Depth 265 .72 ft ft2 ft ft ft ft Start Station 0.00 Criti ca l S lope 0.004136 ft/ft Velo c ity 4.56 ft/s Ve locity Head 0.32 ft Spe cifi c Energy 265 .94 ft Fro u de Number 1.89 Flow is supercritica l. Flow is divided . Munici pa l Development Group End Stati on 70 .00 06/11/98 11 :29:41 AM Haestad Met hods, Inc. 37 Broo kside Road W aterbury, CT 0 6708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 Project Description SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #8 (AREA M)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.6000 % 265 .66 ft 30.980 cfs I I I I I I £ 265 .9 ......, 265 .8 - - - ---I ---- - - - ------1-- -- ---- -----, - - --- --- -- - --I -- -- -- - -- -- --,-- --- -- - - - - --- - - - ---- --, c 265.7 .Q 265 .6 -ro 265 .5 ~ 265.4 w 265 .3 -l ---- ---------I----------- - --1-------------" ----------- -_,_ -------.j. -------------1 I --..... =----.i...;~------t -1 -------------1-- - - --------- ~-------------i-------------1 I I I ~-------------y-------------1 ~-------------i-------------1 I I I I I I -- --- - - - r -- - - - ---- ---1-- - - - - - - - ----r --- - - -----i-- --- -- -- - ---T - -------- - - --1 265 .2'--~~~~~~-'-~~~~~~-'-~~~~~~-'-~~~~~~--''--~~~~~~-'-~~~~~~-'-~~~~~~~ 0 .0 10.0 Notes : Collects Runoff from Drainage Basin : M Discharges into Drainage Basin : TxDOT R.O .W . Discharge into Structure Type: Culvert 20.0 30 .0 40.0 50.0 Station (ft) M u n icipal D ev elo pment G roup 06/11 /98 11 :30 :30 AM H aestad M ethods, Inc. 3 7 Brook side R oad W at e rbu ry , CT 0 6 7 08 (203) 7 5 5 -1666 60.0 70 .0 FlowMaste r v5.07 P ag e 1 of 1 I I I I I I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Cha n nel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 1.D. #8 (AREA M)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.6000 % Elevation ra nge : 265 .25 ft to 266 .00 ft . Station (ft) Elevation (ft) 0.00 266 .00 10.50 265 .75 11 .00 265 .75 11 .00 265 .25 30 .00 265.75 49.00 265 .25 49 .00 265 .75 49 .50 265.75 70 .00 266 .00 Discharge 30 .980 cfs Resutts Wtd . Mannings Coefficient 0.013 Water Surface Elevation 265.66 Flow Area 6 .30 Wetted Perimeter 31.77 Top Width 30 .95 Height 0.41 Critical Depth 265 .78 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.004021 tuft Velocity 4.92 tus Velocity Head 0.38 ft Specific Energy 266 .03 ft Froude Number 1.92 Flow is supercritical. Flow is divided . Municipal Development Group End Station 70 .00 06/11 /98 11 :30 :46 AM Haestad Methods, In c . 37 Brookside Road Waterbu ry , CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5.07 Page 1of1 Project Description -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #9 (AREA P)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.7500 % 261.68 ft 37.553 cfs £ 261 .9 '-' 261 .8 c 261 .7 .Q 261 .6 -ro 261 .5 ~ 261 .4 w 261 .3 I I I I I I ------1-------------r------------~-------------r-------------1----------------------- -l --- - - - - - ---- -I-- - - - - - - - -----1---- --- - - - - - -I---- --- - -- - - --I--- --- - - -J. --- - - - - ------1 I ............ ~----..... --~;m..;;;.;;;..;;.;;;.;;;.;;;..;;;,,;;~-1---- --- - --- --, - - ----- - - -- - - _,_ -- - - -- --- ---J.. - - - - -- - - - - - --1 I I I -,------- - --- -- T --- - - - - -- -- --1 ---L------------~-------------L---_,_ - - - -- - -- - - --J. -- - - - --- - - - --1 1 I I I I I --------r------------,-------------r----------,-- - - - - -- -- - - - T -- --- ----- - --, 261 .2'--~~~~~--'~~~~~~--'~~~~~~--'~~~~~~--'~~~~~~--'~~~~~~-'-~~~~~~--' 0 .0 10.0 Notes : Collects Runoff from Drainage Basin: P Discharges into Drainage Basin : Nantucket Dr . Discharge into Structure Type : Culvert 20.0 30 .0 40.0 50 .0 Station (ft) Municipal Development Group 06/10/98 0 8 :44:44 AM Haestad Methods. Inc . 37 Brookside Road W ate rbury, CT 06708 (203) 755-1666 60 .0 70 .0 FlowMaster v5 .07 Page 1 of 1 I I I SECTION #3 -CURB & GUTTER FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #9 (AREA P)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.7500 % Elevation range : 261.25 ft to 262 .00 ft. Station (ft) Elevation (ft) 0.00 262 .00 10 .50 261.75 11 .00 261 .75 11.00 261 .25 30 .00 261 .75 49 .00 261 .25 49.00 261 .75 49 .50 261 .75 70.00 262 .00 Dischar~e 37.553 cfs Results Wtd . Mannings Coefficient 0.013 Water Surface Elevation 261.68 Flow Area 7 .04 Wetted Perimeter 33.58 Top Width 32 .71 Height 0.43 Critical Depth 261.83 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.003941 tuft Veloc ity 5.34 fUs Velocity Head 0.44 ft Specific Energy 262 .12 ft Froude Number 2.03 Flow is supercritical. Flow is divided . Municipal Development Group End Station 70 .00 06/10/98 08 :45 :06 AM Haestad M ethods, In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 - Project Description Project File Worksheet Flow Element Method Solve For Section Data -SECTION #3 -CURB & GUTTER FLOW Cross Section for Irregular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #9 (AREA P)(100 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.013 1.7500 % 261.73 ft 50.621 cfs Water Surface Elevation Discharge I I I I I I ~ 261 .9 '-' 261 .8 c 261 .7 .Q 261 .6 -ro 261.5 ~ 261.4 w 261 .3 - --- - -, -- - -- - --- - - - -, ---- - - -- - - - --,---- ----- - ---r - - -- - - - - - - ---,---- -- - - ------- -- - - - - --, ~-------------_______ .. _____________ I I -,-- -- --- ---- --T -- - - - -- -- ----I -1-- --- -- -- - - --.. - - - - - - - - - - ---1 I I I -1-- --- - - - - - - - -T - - - - --- - -----1 -1-- - - -- - - - -- --.. - - - - - --- - - - --1 I I I I I I - - - - - - -- r - - - - - - - - - - - -1-- - - - - - - - - - - -r - - - - - - - ---1-- - - - - - - - - - - -T - - - - - - - - - ----1 261 .2~~~~~~~~~~~~~~-'-~~~~~~-'-~~~~~~---''--~~~~~~_._~~~~~~-'-~~~~~~~ 0 .0 10.0 Notes : Collects Runoff from Drainage Basin : P Discharges into Drainage Basin : Nantucket Dr. Discharge into Structure Type : Culvert 20.0 30.0 40 .0 50.0 Station (ft) .•. Municip a l D evelo pme nt G roup 06/10/9 8 08 :4 5 :4 9 AM Haest ad M eth ods, Inc . 3 7 Srook s ide R oad W at erbu ry , CT 067 0 8 (203) 755-1666 60.0 70 .0 Fl owMaster v5 .07 Page 1 o f1 I I I I I I I I I I I I SECTION #3 -CURB & GUTTER FLOW Works heet for Irregular C h annel Project Description Project File Worksheet Flow Element Method c:\projects\000 \2882-south hampton\2882r1 re. fm 2 1.D . #9 (AREA P)(100 YR) Irregular Channel Mann ing's Formula Solve For W ater Elevation Input Data Channel S lope 1.75 00 % Elevation ra nge : 261.25 ft to 262 .00 ft . St ati on (ft) Elevation (ft) 0.00 262 .00 10 .50 261 .75 11.00 261 .75 11.00 261 .25 30.00 261 .75 49 .00 261 .25 49 .00 261 .75 49 .50 261 .75 70 .00 262.00 Disc h arge 50 .621 cfs Resu lts Wtd. Manni ngs Coefficient 0.013 Water Surface Elevation 261 .73 Flow Area 8.81 Wetted Perimeter 37 .56 Top Width 36 .58 Heig ht 0.48 Crttica l Depth 261.90 ft ft 2 ft ft ft ft Start Station 0.00 Crttica l Slope 0.003810 tuft Velocity 5.75 fUs Ve locity Head 0.51 ft Specific Energy 262 .24 ft Froude Number 2.07 Flow is supercrttical. Flow is divided . Municipal Deve lo p ment Group End Stati on 70 .00 06/10/98 08:46 :10 A M Haestad Methods , Inc. 3 7 Brookside Road Waterb u ry, C T 06708 (203) 755-1666 Roughness 0.013 FlowMaster v5 .07 Page 1 of 1 I I I I I I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left Side Slope Right Side Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specifi c Energy Froude Number Flow is sueercritical. No t es : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #10 (AREA T)(10 YR) Triangular Channel Manning's Formula Channel Deeth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 6.096 cfs 0.36 ft 1.72 ft2 10.01 ft 9.65 ft 0.42 ft 0.004362 ft/ft 3.54 ft/s 0.19 ft 0.55 ft 1.48 Collects Runoff from Drainage Basin : T Discharges into Drainage Basin : V Discharges into Structure Type : Open Channel Runoff on East Side of Beacon . Munic ipal Development Group 06/10/98 09 :02:45AM Haestad Methods, In c . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMast e r v5 .07 Page 1 of 1 I I I I I I Project Description Project File Worksheet Flow Element Method Solve For Inp ut Da t a Mann ings Coefficient Channel Slope Left S i de Sl ope Righ t Side Slope Disc h ar~e Results Depth Flow Area Wetted Perimete r Top Width Critical Depth C riti c al Slope Velocity Velocity Head Specific Ene rgy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW W orksheet for Tri a ngular Channel c:\p rojects\000 \2882-south hampto n\2882r1 re . f m2 1.D. #10 (A REA T){100 YR) Triangular Cha nnel Manning's Formula Channel Depth 0.013 1.00 00 % 0.00000 0 H : V 27 .000 000 H : V 8.218 cfs 0.40 ft 2.16 ft2 11.20 ft 10 .79 ft 0.47 ft 0.004 191 ft/ft 3.81 ft/s 0.23 ft 0.63 ft 1.50 Collects Runoff from Drainage Basin : T Discharges into Drainage Bas in: V Disc harges into Structure Type : Open Channel Runo ff on East Side of Beacon . Munic ipal Deve lopme nt G roup 06/10/98 09 :03:2 8 AM Haes tad M et hods, Inc . 37 Brookside Road W aterb ury, CT 067 08 (203) 7 55-1666 FlowMast er v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specifi c Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 1.D. #11 (AREA T)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 1.6000 % 0.000000 H : V 38 .000000 H : V 6.096 cfs 0.29 ft 1.57 ft2 11.20 ft 10.91 ft 0.36 ft 0.004500 ft/ft 3.89 ft/s 0.24 ft 0.52 ft 1.81 Collects Runoff from Drainage Basin : T Discharges into Drainage Basin : V Discharges into Structure Type : Open Channel Runoff on South Side of Cranberry Court. Municipal Development Group 06/10/98 09 :13:19 AM Haestad Methods, Inc. 37 B rookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #11 (AREA D(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.6000 % 0.000000 H : V 38 .000000 H : V 8.218 cfs 0.32 ft 1.96 ft2 12 .53 ft 12 .20 ft 0.41 ft 0.004324 ft/ft 4.20 ft/s 0.27 ft 0.59 ft 1.85 Collects Runoff from Drainage Basin : T Discharges into Drainage Basin: V Discharges into Structure Type: Open Channel Runoff on South Side of Cranberry Court. Municipal Development Group 06/10/98 09 :13:01 A M Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1of1 I I I I I Pro j ect Description Project File Worksheet Flow Element Method Solv e For Input Data Mann ings Coefficient Channel Slope Left S ide Slope Right Side Slope Discharge Results Dep th Flow Area Wetted Perimeter Top W idth Critica l Depth C riti ca l Slope Veloc ity Ve loc ity Head Spe cifi c Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 re. fm2 l.D. #12 (AREA U)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2.0000 % 0.000000 H : V 27 .000000 H : V 13 .399 cfs 0.42 ft 2.40 ff 11 .81 ft 11 .38 ft 0.57 ft 0.003927 ft/ft 5.59 ft/s 0.48 ft 0.91 ft 2.14 Coll ects Runoff from Drainage Bas in: U Discharges into Drainage Basin : TxDOT R.O .W . Disc h arges into Structure Type : Culvert Runo ff on West S ide of Windrift Cove. Munic ipa l Develo pm ent Group 06/10/98 09 :57:0 4AM Haestad Methods, Inc. 37 Brookside Road W aterbu ry, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I I I I I I Project Description Proj ect File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide S lope Right Side Slope Discharge Resu lts Depth Flow Area W etted Perimet er Top W idth Critical Depth Critical Slope Velocity V elocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular C h annel c :\projects\0 00\2882-south hampton\2882r1 rc.fm2 l.D . #12 (AREA U)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2.0000 % 0.000000 H : V 27 .000000 H : V 18 .062 cfs 0.47 ft 3.00 ft2 13 .21 ft 12 .73 ft 0.64 ft 0.003774 ft/ft 6 .02 ft/s 0.56 ft 1.03 ft 2.19 Colle cts Runoff from Drainage Basin : U Discharges into Drainage Bas in : TxDOT R.O.W . D ischa rges into Structure Type : Culvert Ru n off on West Side of Windrift Cove. Munic i pa l D evelo pment Group 06/10/98 09 :57:57 AM H aestad Methods, Inc. 37 B rookside Road W aterbu ry , CT 06708 (203) 755-1666 Flow Maste r v5 .07 Page 1 of 1 I I I I I I Project Description Project File W orksheet Flow E lement Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velo ci ty Head Specifi c Energy Froude Number Flow is supe rcritical. No t es : SECTION #3 -CURB & GUTTER FLOW W orksheet for Tria ngular C h annel c:\projects\0 00 \2882-s outh hampton\2882r1 rc.fm2 l.D . #13 (AREA Y)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2.0000 % 0.0000 00 H : V 27 .000000 H : V 16.856 cfs 0.46 ft 2.85 ft2 12.87 ft 12 .40 ft 0.63 ft 0.003809 ft/ft 5.92 ft/s 0.54 ft 1.00 ft 2.18 Collects Runoff from Drainage Basin : Y Discharges into Drainage Basin : TxDOT R.O .W . Discha rges into Structure Type : Culvert Runoff on East S ide of Windrift Cove . Municipa l Deve lo pment G r oup 06/10 /98 10:0 2 :08 A M Haestad Met hods, Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc .fm2 1.D . #13 (AREA Y)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 2.0000 % 0.000000 H : V 27 .000000 H : V 22 .357 cfs 0.51 ft 3.52 ft2 14 .31 ft 13 .79 ft 0.70 ft 0.003668 ft/ft 6.35 ft/s 0.63 ft 1.14 ft 2.21 Collects Runoff from Drainage Basin: Y Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type : Culvert Runoff on East Side of Windrift Cove . Note : There will be a minimum 3" cut from the TIC to daylight. Therefore , overflow of the 100-yr flood will be maintained within the R.O .W . and shall be shown on the construction documents for South Hampton , Phase One . 06/10/98 10:05 :2 2 AM Municipal Development Group H ae stad Methods , In c. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .0 7 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc .fm2 l.D . #14 (AREA U)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 3.0000 % 0.000000 H : V 27 .000000 H : V 13 .399 cfs 0.39 ft 2.06 ft2 10 .95 ft 10 .55 ft 0.57 ft 0.003927 ft/ft 6.50 ft/s 0.66 ft 1.05 ft 2.59 Collects Runoff from Drainage Basin : U Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on West Side of Windrift Cove . Municipal Development Group 06/10198 10:0 8 :35 A M Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #14 (AREA U)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 3.0000 % 0.000000 H : V 27 .000000 H : V 18 .062 cfs 0.44 ft 2.58 ft2 12.24 ft 11.80 ft 0.64 ft 0.003773 ftfft 7.01 ftfs 0.76 ft 1.20 ft 2.64 Collect s Runoff from Drainage Basin : U Discharges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type : Culvert Runoff on West Side of Windrift Cove . Municipal Development G ro up 06/1 0/9 8 10 :09 :19 AM Ha estad M ethods , Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .0 7 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critic al Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #15 (AREA Y)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 3.0000 % 0.000000 H : V 27 .000000 H : V 16 .856 cfs 0.43 ft 2.45 ft2 11.93 ft 11 .50 ft 0.63 ft 0.003809 ft/ft 6.89 ft/s 0.74 ft 1.16 ft 2.63 Collects Runoff from Drainage Basin : Y Discharges into Drainage Basin : TxDOT R.O.W. Discha rge s into Structure Type : Culvert Runoff on East Side of Windrift Cove . Municipal Development Group 06/10/98 10:09:55 AM Haesta d Methods, Inc. 37 B rookside Road Waterbu ry, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 o f 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right S ide Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. No tes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #15 (AREA Y)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 3.0000 % 0.000000 H : V 27 .000000 H : V 22 .357 cfs 0.47 ft 3.03 ft2 13 .26 ft 12 .78 ft 0.70 ft 0.003668 ft/ft 7.39 ft/s 0.85 ft 1.32 ft 2.68 Collects Runoff from Drainage Basin : Y Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on East Side of Wind ri ft Cove. Municipal Development Group 06/10/98 10:10:33 A M Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMast er v5.07 Pa ge 1 of 1 I I I Project Description Project File Worksheet Flow E lement Method Solve For Input Data Mann ings Coefficient Channel Slope Left Side Slope Righ t Side Slop e Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velo ci ty Head Specific Energy Froude Number Flow is supercritical. No tes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #16 (AREA U)(10 YR) Triangular Channel Mann ing 's Formula Channe l Depth 0.013 0.6000 % 0.000000 H : V 38 .000000 H : V 13.399 cfs 0.46 ft 4.08 ft 2 18 .08 ft 17 .61 ft 0.50 ft 0.004052 ftfft 3.28 ftfs 0.17 ft 0.63 ft 1.20 Collects Runoff from Drainage Basin : U Discharges into Drainage Basin : TxDOT R.O .W . Disc harges into Structure Type : Culvert Runo ff on West Side of Windrift Cove . M u ni cipal Develo p ment Group 06/10/98 10:12:56 AM Haestad Methods , Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 .• FlowMaste r v5 .07 Page 1 of 1 I Project Description Pro ject File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channe l Slope Left S ide Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #16 (AREA U)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.6000 % 0.000000 H : V 38 .000000 H : V 18.062 cfs 0.52 ft 5.11 ft2 20 .23 ft 19 .70 ft 0.56 ft 0.003894 ft/ft 3.54 ft/s 0.19 ft 0.71 ft 1.22 Co llects Runoff from Drainage Basin: U Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runo ff on West Side of Windrift Cove . No te : The re will be a minimum 3" cut from the TIC to daylight. Therefore, overflow of the 100-yr flood will be maintained within the R.O .W . and shall be shown on the construction documents for South Hampton , Phase One . 06/10 /98 10:15 :0 7 AM Municipal Development G roup Haestad Methods , Inc . 37 Brookside R oad Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 o f 1 Pro j ect Description Project File Worksheet Flow Element Method Solve For Input Data Mann in gs Coefficient Channel Slope Left S ide Slope Right Side Slope Discharge Resu lts Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope Veloc ity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #17 (AREA Y)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 0.6000 % 0.000000 H : V 38.000000 H : V 16 .856 cfs 0.51 ft 4 .85 ft2 19.71 ft 19.20 ft 0.55 ft 0.003930 tuft 3.48 fUs 0.19 ft 0.69 ft 1.22 Collects Runoff from Drainage Basin : Y Discharges into Drainage Basin: TxDOT R.O.W . Discharges into Structure Type : Culvert Runo ff on East Side of Windrift Cove . Municipal Development Group 06/10/98 10:16:31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I Proj ect Description Project File Worksheet Flow E lement Method Solve For Input Data Mann ings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Resu lts Depth Flow A rea W etted Perimeter Top W idth Critical Depth Critica l Slope Velocity Ve loc ity Head Spe cifi c Energy Froude Number Flow is supercritica l. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #17 (AREA Y)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 0.6000 % 0.000000 H : V 38 .000000 H : V 22 .357 cfs 0.56 ft 5.99 ft2 21 .91 ft 21 .34 ft 0.61 ft 0.003785 ft/ft 3.73 ft/s 0.22 ft 0.78 ft 1.24 Collect s Runoff from Drainage Bas in: Y Discharges into Drainage Bas in: TxDOT R.O .W. Disc harges into Structure Type : Culvert Runo ff on East Side of Windrift Cove . No te : T here will be a minimum 3" cut from the T/C to daylight. Therefore , overflow of the 100 -yr fl ood will be ma inta ined within the R.O.W . and shall be shown on the construction documents for South Hampton , Phase One . 06/10/98 10:18:13AM Munic ipal Deve lopme n t Group Haestad Method s . In c. 37 Brookside Road W aterbury, C T 06708 (20 3) 755-1666 FlowMaste r v5 .07 Page 1 of1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #18 (AREA Z)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 4.670 cfs 0.32 ft 1.41 ft2 9.06 ft 8.73 ft 0.38 ft 0.004519 ft/ft 3.31 ft/s 0.17 ft 0.49 ft 1.45 Collects Runoff from Drainage Basin : Z Discharges into Drainage Basin : W Discharges into Structure Type : Curb & Gutter Runoff on West Side of Beacon . Municipal Development Group 06/10198 10 :20 :51 AM Ha esta d Methods, Inc. 37 Brookside Road W aterbu ry , CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left S ide Slope Right Side Slope Dischar~e Resu lts Dep th Flow Area Wetted Perimeter Top Width Critical Depth Criti c al Slope Velocity Ve loci ty Head Spe cifi c Energy Froude Number Flow is sueercritical. No t es : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #18 (AREA Z)(100 YR) Triangular Channel Manning's Formula Channel Deeth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 6.295 cfs 0.36 ft 1.77 ft2 10 .13 ft 9.76 ft 0.42 ft 0.004343 ft/ft 3.57 ft/s 0.20 ft 0.56 ft 1.48 Collects Runoff from Drainage Basin : Z Disch arges into Drainage Bas in: W Disc harges into Structure Type : Curb & Gutter Runoff on West Side of Beacon . Mun icipal Development G ro up 06/10/98 10:21 :34AM Haes tad M ethods, Inc. 37 Brookside Road W a t erbury, C T 06708 (203) 755-1666 FlowMaster v5 .07 Page 1of1 I I I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope V elocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #19 (AREA X)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 7.993 cfs 0.40 ft 2.11 ft2 11 .08 ft 10 .68 ft 0.47 ft 0.004207 ft/ft 3.79 ft/s 0.22 ft 0.62 ft 1.50 Collects Runoff from Drainage Basin: X Discharges into Drainage Bas in: TxDOT R.O .W. Discharges into Structure Type : Open Channel Runoff on Northwest Side of Ebbtide Cove . Municipal Development Group 06/10/98 10:40 :14AM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D. #19 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 10 .774 cfs 0.44 ft 2 .64 ft2 12.39 ft 11 .94 ft 0.52 ft 0.004043 tuft 4.08 tus 0.26 ft 0.70 ft 1.53 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type : Open Channel Runoff on Northwest Side of Ebbtide Cove . Municipal Development Group 06/10/98 10:40:2 8 AM Haestad Methods, In c . 37 Broo kside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Proj ect Description Proj ect File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Ve locity Head Specifi c Energy Froude Number Flow is supercritical. No tes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #20 (AREA W)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 19.198 cfs 0.55 ft 4.07 ft2 15 .39 ft 14 .83 ft 0.66 ft 0.003743 tuft 4.71 fUs 0.35 ft 0.89 ft 1.59 Collects Runoff from Drainage Basin: W Di sc harges into Drainage Basin : TxDOT R.O .W . Ru noff on Southeast Side of Ebbtide Cove . Municipal Deve lop m ent Group 06/10/98 10:40:40 AM Haestad Methods, Inc. 37 Brookside Roa d Waterbu ry , CT 06708 (203) 755-1666 FlowMast er vS.07 Page 1 of 1 I I I I I I I I I Project Description Project File Worksheet Flow Element Method Solve Fo r Input Data Mann ings Coefficient Channel Slope Left S ide Slope Right S ide Slope Discharge Results Depth Flow A rea Wetted Perimete r Top W idth Criti cal Depth Critical Slope Velocity Velocity Head Spec ific Energy Froud e Number Flow is supercritical. No te s : SECTION #3 -CURB & GUTTER FLOW W orksheet for Tria n gular C h annel c :\p rojects\0 00 \2882 -south hampton\2882r1 rc.fm2 l.D. #20 (AREA W)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 27 .000000 H : V 25.878 cfs 0.61 ft 5.10 ft2 17.22 ft 16 .59 ft 0.74 ft 0.003597 ft/ft 5.08 ft/s 0.40 ft 1.02 ft 1.61 Coll e ct s Runoff from Drainage Basin : W D ischarges into Drainage Bas in : TxDOT R.O.W. Discharges into Structure Type : Culvert Runo ff on Southeast Side of Ebbtide Cove . No te : There will be a min imum 3" cut from TIC to daylight. Therefore , overflow of the 100-yr flood will be ma inta ined with in the R.O .W . and shall be shown on the construction documents for South Hampton , Phase Two . 06/10/98 10:40 :54AM Munic ipal Deve lopme n t Group Haestad Methods , In c. 37 Broo ks ide Roa d W aterbury, C T 06708 (203) 755-1666 FlowM ast er v5 .07 Page 1 of 1 I Proj ect Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Spec ific Energy Froude Number Flow is supercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r1 rc.fm2 l.D . #21 (AREA X)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38 .000000 H : V 7.993 cfs 0.35 ft 2.29 ft2 13 .54 ft 13 .19 ft 0.41 ft 0.004341 ft/ft 3.49 ft/s 0.19 ft 0.54 ft 1.48 Collects Runoff from Drainage Basin : X Discharges into Drainage Basin: TxDOT R.O .W. Discharges into Structure Type : Open Channel Runoff on Northwest Side of Ebbtide Cove . Munic ipa l Development Group 06/10/98 10:42:11 AM Haestad Methods, In c. 37 Brookside Road W aterbu ry , CT 06708 (203) 755-1666 FlowMaster v5 .07 Pag e 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 1.D . #21 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H : V 38.000000 H: V 10 .774 cfs 0.39 ft 2.86 ft2 15 .14 ft 14 .75 ft 0.46 ft 0.004171 ft/ft 3.76 ft/s 0.22 ft 0.61 ft 1.51 Collects Runoff from Drainage Basin: X Discharges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type : Open Channel Runoff on Northwest Side of Ebbtide Cove . Municipal Development Group 06/10/98 10 :42:54 AM Haestad Methods, Inc. 37 Broo kside Road W at erbu ry, CT 06708 (203) 7 55-1666 Fl owMaster v5 .07 Page 1 o f 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l.D. #22 (AREA W)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 0.000000 H: V 38 .000000 H: V 36 .652 cfs 0.61 ft 7.17 ft2 23 .96 ft 23 .34 ft 0.75 ft 0.003543 fUft 5.11 fUs 0.41 ft 1.02 ft 1.63 Collects Runoff from Drainage Basin : W+X Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert Runoff on Southeast Side of Ebbtide Cove . Note : There will be a minimum 3" cut from the TIC to daylight. Therefore, overflow of the 100-yr flood will be ma intai ned within the R.O.W. and shall be shown on the construction documents for South Hampton , Phase Seven . 06/10198 10:45 :53AM Municipal Development Group Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1of 1 I I Project Description Project File Worksheet Flow Eleme nt Method Solve For Input Data Mannings Coefficient Channel Slop e Left Side Slop e Right Side S lope Dischar~e Results Depth Flow Area W etted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is su~ercritical. Notes: SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular C h annel c:\projects\000 \2 882-south hampton\2 882r1 re. f m2 l.D. #23 (AREA Z)(10 YR) Triangular Channel Manning's Formula Channel De~th 0.013 1.0000 % 0.0 00000 H : V 38.0000 00 H : V 4.670 cfs 0.28 ft 1.53 ft2 11.07 ft 10 .78 ft 0.33 ft 0.004662 tuft 3.05 tus 0.14 ft 0.43 ft 1.43 Collects Runoff from Drainage Basin : Z Discharges into Drainage Basin : W Discharges into Structure Type : Curb & Gutter Runoff on South Side of Cranberry Court. Note : Assumed majority of runoff to be carried on South Side of Cranberry Court. 06/10/98 10:4 9 :2 1 AM Municipal Development Group Haestad M et hods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Pa ge 1 o f 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Ve loc ity Head Specific Energy Froude Number Flow is sueercritical. Notes : SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r1 rc.fm2 l .D. #23 (AREA Z)(100 YR) Triangular Channel Manning's Formula Channel Deeth 0.013 1.0000 % 0.000000 H : V 38.000000 H : V 6.295 cfs 0.32 ft 1.91 ft2 12.38 ft 12.06 ft 0.37 ft 0.004481 ft/ft 3.29 ft/s 0.17 ft 0.49 ft 1.46 Collects Runoff from Drainage Basin : Z Discharges into Drainage Basin: W Discharges into Structure Type: Curb & Gutter Runoff on South Side of Cranberry Court. Note : Assumed majority of runoff to be carried on South Side of Cranberry Court. Municipal Development Group 06/10/98 10:50 :07 AM Haestad Methods, Inc. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 Fl owMaste r v5 .07 Page 1of1 SECTION#4 ·. CHANNEL FLOW CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope V elocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra.fm2 l.D. #1 (AREA C)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 0.7 500 % 4.000000 H : V 4.000000 H : V 26.425 cfs 1.41 ft 7.94 ft2 11 .62 ft 11.27 ft 1.22 ft 0.016097 ft/ft 3.33 ft/s 0.17 ft 1.58 ft 0.70 Collects Runoff from Drainage Basin : A+B+C Dis ch arges into Drainage Basin : TxDOT R.O .W . Disc harges into Structure Type : Open Channel Municipal Development Group 02/19/98 01 :08 :43 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critic al Depth Critical Slope Veloc ity Velocity Head Spec ifi c Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2ra. fm2 l.D . #1 (AREA C)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 0.7500 % 4.000000 H : V 4.000000 H : V 32 .996 cfs 1.53 ft 9.38 ft2 12 .63 ft 12 .25 ft 1.33 ft 0.015628 ft/ft 3.52 ft/s 0.19 ft 1.72 ft 0.71 Collects Runoff from Drainage Basin : A+B+C Discharges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type: Open Channel Municipal Develo pm ent Group 02119/98 01 :14:57 PM Haestad Methods, Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4-CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #1 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 0.7500 % 4.000000 H : V 4.000000 H : V 7.242 cfs 0.63 ft 1.61 ft2 5.23 ft 5.07 ft 0.73 ft 0.003592 ft/ft 4.51 ft/s 0.32 ft 0.95 ft 1.41 Collects Runoff from Drainage Basin : A+B+C Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel Municipal Development Group 0610919 8 03 :23 :12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I 0211 9/98 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right S ide Slope Discharge Results Depth Flow A r ea Wetted Perimete r Top W idth Critica l Depth C riti ca l Slope V el o city Velocity Head Sp eci fic Energy Froude Number Flow is subcritical. Notes : SECTION #4-CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2ra .fm2 l.D . #2 (AREA D)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.0000 % 4 .000000 H : V 4 .000000 H : V 17 .749 cfs 1.15 ft 5.29 ft2 9.48 ft 9 .20 ft 1.04 ft 0 .0 169 7 4 ft/ft 3 .36 ft/s 0.18 ft 1.32 ft 0.78 Coll ects Runoff from Drainage Basin : D D isc harges into Drainage Basin : G Dis ch arge into Structure Type : Culvert Municipal Developm ent G roup 01 :17:45 PM Haestad Methods, Inc . 37 Brookside Road W aterbu ry , C T 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope D isch ar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity V el o ci ty Head Specifi c Energy Froude Number F low is subcritical. Notes : SECTION #4 -CHANNEL FLOW Wo rksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2ra . fm2 l.D. #2 (AREA D)(100 YR) Triangular Channel Manning 's Formula Channel De~th 0.030 1.0000 % 4.000000 H : V 4 .000000 H : V 2 0 .949 cfs 1.22 ft 5.99 ft2 10.09 ft 9.79 ft 1.11 ft 0 .016603 tuft 3 .50 fUs 0 .19 ft 1.41 ft 0 .79 Collects Runoff from Drainage Basin: D Discharges into Drainage Basin : G Discharge into Structure Type: Culvert 02119/98 01 :18:20 PM Municipal Development Group Haestad Methods, In c . 37 Brookside R oad W aterbury, CT 06708 (203) 755-1666 • Flo wMaster v5.07 Page 1 of 1 I I Project Description Project File Worksheet Flow Ele ment Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critica l Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc . fm2 l.D . #2. PILOT CHANNEL Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 4.000000 H : V 4.000000 H : V 4.615 cfs 0.51 ft 1.03 ft2 4.18 ft 4.06 ft 0.61 ft 0.003814 ft/ft 4.49 ft/s 0.31 ft 0.82 ft 1.57 Collects Runoff from Drainage Basin : D Discharges into Drainage Basin : G Disc harge into Structure Type : Culvert Municipal Development Group 06109198 03:25 :3 4 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 06/11/98 11 :45:14 AM SECTI ON #4 -CHANNE L F LOW Worksheet for Tri angular Channel Municipal Development Group Haestad Methods, Inc . 37 B rookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Proj ect Description Proj ect Fil e Worksheet Flow Element Method Solve Fo r Input Data Mannings Coefficient Channe l Slope Left Side Slope Right Side Slope Discharge Resu lts Depth Flow Area Wetted Perimete r Top W idth Criti ca l Depth Cri ti ca l Slope Velo ci ty Ve loci ty Head Specific Energy Froude Number Flow is subcritica l. No t es : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #3 (AREA G)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.1000 % 4.000000 H : V 4.000000 H : V 58 .092 cfs 1.76 ft 12.42 ft2 14 .53 ft 14 .10 ft 1.67 ft 0.014492 ft/ft 4.68 ft/s 0.34 ft 2.10 ft 0.88 Co ll ects Runoff from Drainage Bas in: D+E+G Discha rge into Dra inage Basin : H Discha rge into Structure Type : Culvert Municipal Deve lo pm ent Group 06/1 1/98 11 :45 :35 AM Haestad Methods, Inc. 37 Brookside Road W aterbury, C T 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\00 0\2882 -south hampton\2882r2rc .fm2 l.D. #3 PILOT C HANNEL Tria ngular Channel Ma nning's Formula Channel Depth 0.013 1.1000 % 4.000000 H : V 4.000000 H : V 12 .726 cfs 0.73 ft 2.12 ft2 6.01 ft 5.83 ft 0.91 ft 0.003332 tuft 5.99 tus 0.56 ft 1.29 ft 1.75 Collect s Runoff from Drainage Basin : D+E+G Discharge into Drainage Basin : H Discharge into Structure Type : Culvert Munici pa l Deve lopment Group 06/11 /98 11 :46 :5 3 A M H aes tad Met hods, Inc. 37 Broo kside Road W a t erbu ry, CT 00708 (203) 7 55-1666 F lowMast er v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. No t es : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #4 (AREA 1)(25 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.5000 % 4.000000 H : V 4.000000 H : V 96 .248 cfs 2.01 ft 16.14 ft2 16 .57 ft 16 .07 ft 2.05 ft 0.013549 ft/ft 5.96 ft/s 0.55 ft 2.56 ft 1.05 Collect Runoff from Drainage Basin : D+E+G+H+I Discharge into Drainage Basin : TxDOT R.O .W . Discharge into Structure Type : Existing Structure Municip al Development Gro up 06/11/98 11 :50 :21 AM Haestad Methods, Inc . 37 B roo ksi d e Ro ad W aterbu ry , C T 06708 (203) 755-1666 Flow Master v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow E lement Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right Side Slope Discharg e Results Depth Flow Area Wetted Perimeter Top W idth C rttic al Depth Crtti ca l Slope Velocity Ve locity Head Specific Energy Froude Number Flow is supercritica l. No t es : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 1.D . #4 (AREA 1)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.5000 % 4.000000 H : V 4.000000 H : V 113 .636 cfs 2.14 ft 18 .28 ft2 17 .63 ft 17 .10 ft 2.19 ft 0.013252 ft/ft 6.22 ft/s 0.60 ft 2.74 ft 1.06 Collect Runoff from Drainage Basin : D+E +G+H+I Disc h arge into Drainage Bas in: TxDOT R.O .W . Discha rge into Structure Type : Existing Structure M u ni cipal Deve lopment Group 06/11 /98 1 1:52:11 A M Haestad Methods, Inc . 37 Broo kside Road W aterbury, CT 0670 8 (203) 755-1666 F lowMaster v5 .07 Pa ge 1 of 1 I I Project Description Proj ect Fil e Worksheet Flow Element Method Solve Fo r Input Data Mannings Coefficient Channe l Slope Left S ide Slope Right S ide Slope Discharge Results Depth Flow Area Wetted Perimete r Top W idth C riti ca l Depth Critical Slope Velocity Ve loc ity Head Spe cifi c Energy Froude Number Flow is supercritica l. No t es : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D. #4 PILOT CHANNEL Triangular Channel Manning 's Formula Channel Depth 0.013 1.5000 % 4.000000 H : V 4.000000 H : V 24 .980 cfs 0.89 ft 3.13 ft2 7.30 ft 7.08 ft 1.19 ft 0.003046 ft/ft 7.97 ft/s 0.99 ft 1.87 ft 2.11 Co ll ect Runoff from Drainage Basin : D+E+G+H+I Dis c ha rge into Drainage Basin : TxDOT R.O.W . Discharge into Structure Type : Existing Structure Munici pal Deve lopment Group 06/11 /9 8 11:54 :06 A M Haestad Methods, In c . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster vS .0 7 Page 1 of1 Project Description Project File Worksheet Flow Element Method Solve For Section Data SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel c:\projects\000\2882-south hampton\2882r2rc .fm2 1.D. #6 (AREA L)(25 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.050 1.0000 % 272 .17 ft 52.935 cfs Water Surface Elevation Discharge 278 . E277 .o -----------~-------------~------------~-------------~------------~-------------+------------- '-"276.o -----------J-------------~-------------------------------- c 275 .0 .Q 274.0 Cil 273 .0 ~ 272 .0 w 271 .0 I I I I I I ---- - --, - ---------- --1 -------- - --,-- --- -- ------I -- - - -- -------,-- - - - - - - - - - - -T - - - --- - - - - ---, ----J-------------~-----------J-------------L------------~-------------~-------------1 I I I I I I I - -., ----- --- - - - - - r --- -- - --- -., --- -- --- - - - - - r - - - - - ---- ----,---- - - - - - - - --r - ------ - -- - --, -- - - - - - - -_J_ - - - -- --- --- -J.. - --- - --- ----_,_ -- -- - - - - - - - -.L - - - - - - --- - - --• I I I I I t-....,.;;..;;;..;.;;:..;,;--..----r--- - - - - - -- - -.,------- - - - ---r -- - - - - - - - - - --,------- - - - - - -r - --- - - --- - - --, 270 .0'--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~_...~~~~~~--' -10.0 0 .0 Notes : Collects Runoff from Drainage Basin : J Discharges into Drainge Basin : TxDOT R.O.W. Discharges into Structure Type: Culvert 10.0 20.0 Station 30 .0 (ft) Municipal Development Group 40 .0 06/11/98 12 :18:42 PM Haestad M ethods , Inc . 37 Brooks ide Road Waterbury, CT 06708 (203) 755-1666 50.0 60 .0 FlowMaster v5 .07 Page 1 of 1 I SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc .fm2 l.D . '116 (AREA L)(25 YR) Irregular Channel Man ning's Formula S olve For Water Elevati on Input Data Channel Slope 1.0000 % Elevation range: 270 .50 ft to 278 .00 ft . Station (ft) Elevation (ft) -10 .00 278 .00 0.00 5.00 10.00 20 .00 60 .00 Discharge Results Wtd . Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top W idth Height Critical Depth 271 .00 270.50 271 .00 276 .00 276.25 52 .935 cfs 0.050 272 .17 16 .49 14 .69 14 .00 1.67 271.69 ft ft2 ft ft ft ft Start Stati on -10 .00 Critical Slope 0.040603 ft/ft Velocity 3.21 ft/s Ve locity Head 0.16 ft Specifi c Energy 272 .33 ft Froude Number 0.52 Flow is subcritical. Municipal Development Group End Station 60.00 06/11 /98 12:1 9:03 PM Haesta d Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 1.D. #6 (AREA L)(100 YR) Irregular Channel Manning's Formula Water Elevation - Wtd. Mannings Coefficient Channel Slope 0.050 1.0000 % Water Surface Elevation Discharge 272 .31 ft 62 .885 cfs 278. £277.0 .._, 276 .0 c 275 .0 .Q 274.0 -ro 273.o ~ 272 .0 w 271 .0 I I I I I I -----------,-------------r------------,-------------r------------~-------------i------------- -----------~-------------~--------------------------------1 I I I I I I -------, -------------r -----------,-------------r -------------,-------------T - -- ------- - --, ----J-------------~-----------J-------------L------------~-------------i-------------1 I I I I I I I --,-------------r-----------,-------------r------------~-------------,-------------, ---------J-------------L------------~-------------i-------------1 I I I I I -r--;,,,;o.;;,.;;..:,;.-,----1 -- -------- - - , -- - - --- ----- -r - - - - -- --- - - --,--- - - - - - ---- -T -- - - --- - - - - - -, 270.0'--~~~~~--''--~~~~~--'~~~~~~--'~~~~~~--'~~~~~~--'-~~~~~~--'-~~~~~~-' -10 .0 0 .0 Notes: Collects Runoff from Drainage Basin : J Discharges into Drainge Basin : TxDOT R.O.W. Discharges into Structure Type : Culvert 10.0 20.0 Station 30.0 (ft} Munic ipal Development Group 40.0 06/11/98 12 :19:52 PM Haestad Methods, Inc . 3 7 Brookside R oad W ate r bury, C T 06708 (203) 755-1666 50.0 60.0 FlowMasler v5 .07 Page 1of1 I I SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc. fm2 l.D . "#6 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0000 % Elevation range : 270.50 ft to 278.00 ft . Station (ft) Elevation (ft) -10 .00 278.00 0 .00 271.00 5.00 270 .50 10 .00 271 .00 20 .00 276 .00 60 .00 276 .25 Discharge 62 .885 cfs Results Wtd . Mannings Coefficient 0.050 Water Surface Elevation 272 .31 Flow Area 18 .57 Wetted Perimeter 15 .27 Top Width 14 .50 Height 1.81 Criti ca l Depth 271.80 ft ft2 ft ft ft ft Start Station -10 .00 Critical Slope 0.039522 ft/ft Velocity 3.39 ft/s Velocity Head 0.18 ft Specific Energy 272 .49 ft Froude Number 0.53 Flow is subcritica l. Municipal Develo p ment Group End Station 60.00 06/11 /98 12:20 :07 PM Haestad M ethods . Inc. 37 Broo kside Roa d W aterb u ry, CT 0 6 708 (20 3) 755-1666 Roughness 0.050 FlowMaster v5 .07 Page 1 of1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel -- - Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc .fm2 1.D . #7 (AREA L)(25 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.030 1.0000 % 265.13 ft 84 .243 cfs 268 .0 ----------------------~-----------------------·-----------·-----------p------------~267 .5 -----------~----------~-----------~-----------~-----------+-----------~---- .__, 267 . 0 -----------1-- - - -- - -- - --1 ------- --- --1-----------.+ - - - ---- -- - -.j. --- - ---- c 266.5 -- - - -------·:---- --- -----:------ --- ---:--- ----- - --1-----------.!. I I I -------r-----------,-----------1 .Q 266 .0 --- ------~----------~------------1------------+-----I I I ----.i.-----------L-----------L-----------1 I I I I ---------r -----------r-----------r-----------1 -------~--~~~~'---~~~~ ...... -_-.-.. ___________ .j. ___________ L-----------L-----------1 I I I I I -----~-----------r-----------r-----------r-----------1 ro 265 .5 ~ 265 .0 w 264 .5 264 .0L-~~~~--l~~~~~--'-~~~~~~~~~~~__J_~~~~~-L..~~~~~_J_~~~~~J__~~~~__J -60 .0 -40 .0 -20 .0 Notes: Collects Runoff from Drainage Basin : J+L Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert 0.0 20 .0 40.0 Station (ft) Munic ipal Development Group 06/11/98 12 :2 1 :38 PM Haestad M eth ods , Inc. 37 Brookside Road W ate rbury, C T 06708 (203) 755-1666 60.0 80.0 100.0 FlowMaster v5 .07 Page 1of1 I SECTION #4-CHANNEL FLOW Worksheet for Irregular Channel Proj ect Description Project Fil e Worksheet Flow Element Method c :\projects\000\2882-south hampt on\2882r2rc .fm2 l.D . #7 (AREA L)(25 YR) Irregular Channel Manning 's Formu la Solve For Water Elevati on Input Data Channe l Slope 1.0000 % Elevation range : 264.00 ft to 268.0 0 ft . Station (ft) Elevation (ft) -48 .00 266 .00 0.00 30 .00 84 .00 Discharg e Results Wtd . Mannings Coefficient Water Surface E levation Flow Area Wetted Perimete r Top W idth He ight Critical Depth 264 .00 266 .00 268.00 84 .243 cfs 0.030 265.13 24 .91 44 .14 44 .08 1.13 265.03 ft ft2 ft ft ft ft Start Station -48 .00 Critical Slope 0.016390 ft/ft Ve locity 3.38 ft/s Velocity Head 0.18 ft Specific Energy 265 .31 ft Froude Number 0.79 Flow is subcritica l. Municipal Deve lo p ment Grou p End Station 84 .00 06/11/98 12:21 :59 PM Haestad Methods . Inc. 37 Brookside Roa d W aterb u ry, C T 06708 (203) 755-1666 Roughness 0.030 FlowMaster v5.07 Page 1 of 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel - Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc.fm2 1.D . #7 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.030 1.0000 % 265 .20 ft 99 .836 cfs 268 .0 ----------------------~-----------------------·-----------------------p------------£ 267 .5 -- - -- ------:-- - -- ---- - --:--- ----- ----:-- ---- - - ----f - - - -- - - --- -+-----------l--- -- ..._, 267 .0 ----- - -- ---1--- -- - --- ---1------ --- - ---l-- ---- -- ---~ - -- ---- --- -.j. - --- ---- c 266.5 I I I I I I -----------r----------------------~-----------,-------------------r-----------r-----------, -~ ~~~:~ _ _ _ _ _ _ ---'------- - - ---1-- --- - ---- --J --- -- -- -- - -..l - - --- ----L - --- - ----- -L -- - - ---- - --L.. - ----- -- - --1 I I I I ---------r-----------r-----------r-----------, ~ 265 .0 - - - ---- - - --~ --· -- ---w 264 .5 --- -- ------1---- - ---- - --,--- -~-----------L-----------L -----------L-----------1 I I I I I -----,------~----r-----------r-----------r-----------, 264.0L-~~~~-L~~~~~J_~~~-==~~=--~~~--1...~~~~~..J_~~~~__JL-~~~~--1...~~~~~ -60 .0 -40 .0 -20 .0 Notes : Collects Runoff from Drainage Basin: J+L Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert 0 .0 20.0 40.0 Stati on (ft) M unicipal Development Group 06/11/98 12:22:5 4 PM Haestad M et hods, Inc. 37 Brookside Road Wate rbury, CT 06708 (203) 755-1666 60 .0 80.0 100.0 FlowMaster v5.07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #7 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Wat er Elevation Input Data Channel Slope 1.0000 % Elevation range : 264 .00 ft to 268 .00 ft. Station (ft) Elevation (ft) -48 .00 266 .00 0.00 30.00 84 .00 Discharge Results Wtd . Mann ings Coefficient Wat er Surface Elevation Flow Area W etted Perimeter Top W idth He ight Criti ca l Depth 264.00 266 .00 268 .00 99 .836 cfs 0.030 265.20 28 .29 47.04 46 .97 1.20 265 .10 ft ft2 ft ft ft ft Start Station -48 .00 Criti cal Slope 0.016024 ft/ft Veloc ity 3.53 ft/s Ve locity Head 0.19 ft Specific Energy 265 .40 ft Froude Number 0.80 Flow is subcritical. M unicipal Develo pment G rou p End Station 84.00 06/11 /98 12:23:24 PM Haestad Methods, Inc. 37 Brookside Roa d W aterbury, C T 06708 (203) 755-1666 Roughness 0.030 FlowMast er v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve Fo r Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope Velocity Ve loci ty Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4-CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D. #7 PILOT CHANNEL Triangular Channel Manning 's Formula Channel Depth 0.013 1.0000 % 4.000000 H : V 4.000000 H : V 21 .615 cfs 0.90 ft 3.27 ft2 7.46 ft 7.24 ft 1.13 ft 0. 0031 05 ft/ft 6.60 ft/s 0.68 ft 1.58 ft 1.73 Collects Runoff from Drainage Basin : J+L Discharges into Drainage Bas in: TxDOT R.O .W . Discharge into Structure : Existing Structure Munic ipal Development G roup 06/11 /98 12:24:42 PM Haestad Methods, Inc. 37 B roo k si d e R oad W aterbu ry , CT 067 0 8 (203) 755-1666 Flow Master v5 .07 Pag e 1 of 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 1.D . #8 (AREA L)(25 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope Water Surface Elevation Discharge 262 .0 -------- 0.030 1.0000 % 260.78 ft 84 .243 cfs I g261 .5 I I I I I I --------~----------r---------~----------1----------~---------1---- ' I I I c 261 .0 0 I I I ~260.5 ---------~----------~---------~----------,- I I _____ J _______ ~ __ J __________ L ________ J __________ 1 I I I I I > I I I I I ~ 260.0 ---------~----------~---------4----------~---------4---w 259 .5'--~~~~-'-~~~~-'-~~~~~-'-~~~~-'-~~~~~'--~~~~-'-~~~~__J~~~~~..l.-~~~~_J -60 .0 -50.0 -40.0 Notes: Collects Runoff from Drainage Basin : J+l Discharges into Drainge Basin : TxDOT R.O .W . Discharges into Structure Type: Culvert -30 .0 -20.0 Station -10.0 (ft) Munic ipal Development Group 0 .0 06/11/98 12:29 :17 PM Haestad M ethods, Inc. 37 Brookside R oad W aterbury, CT 06708 (203) 755-1666 10.0 20.0 30.0 FlowMaster v5 .07 Page 1 of 1 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D . #8 (AREA L)(25 YR) Irregular Channel Manning 's Formula Solv e Fo r Water Elevati on Input Data Channe l Slope 1.0000 % Elevation range : 259 .75 ft to 262.00 ft. Sta ti on (ft) Elevation (ft) -5 1.00 262 .00 -6 .00 260 .00 0 .00 259 .75 10 .00 260 .00 30 .00 262.00 Discharge 84.243 cfs Resu lts Wtd . Mannings Coefficient 0.030 Wat er Surface Elevation 260 .78 Flow Area 24.26 Wetted Peri mete r 41 .33 Top W idth 41 .27 He igh t 1.03 Critical Depth 260 .68 ft ft2 ft ft ft ft Start Station -51 .00 C riti ca l Slope 0.016195 ft/ft Velocity 3.47 ft/s Velocity Head 0.19 ft Specifi c Energy 260.96 ft Froude Number 0.80 Flow is subcritica l. Municipal Development Group End Station 30 .00 06/1 1/98 12 :29 :47 P M Haestad Methods, Inc. 37 Brookside Road W at erbury, CT 06708 (203) 7 55-1666 Roughness 0.030 Flow Master v5 .07 Page 1 o f 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method c :\projects\000\2882 -south hampton\2882r2rc .fm2 l.D. #8 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.030 1.0000 % 260.85 ft 99 .836 cfs - 262 .0 ------------------·--------------------·--------------------·----------~---------·--------- I -------------------,---------------------------------------------- I c 261 .0 --~----------~------------------1 0 I I I I I ~ 260.5 --- -- --- -~ --- -- - - ---~ - - ----- ---:-- -- - -- - - -I -- - - - -_1_ - - - - - _-_ --l - -- - - - - --_1_ - - -- --- -l - --- --- - -_I I I I I I > ~260 .0 ---------~----------~---------4----------~---------4---w I I :..:;,,:..:,::..;.,;.;.;..:.;;..;.--~---------~----------1 259 .5'--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-' -60 .0 -50.0 -40 .0 Notes : Collects Runoff from Drainage Basin : J+L Discharges into Dra in ge Basin : TxDOT R.O .W . Discharges into Structure Type : Culvert -30 .0 -20.0 Station -10.0 (ft) Municipal Development Group 0 .0 06/11/98 12 :31 :54 PM Haestad M ethods, In c . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 10.0 20 .0 30.0 FlowMaster v5.07 Page 1 of 1 I I SECTION #4 -CHANNEL FLOW W orksheet for Irregu lar Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south hampton\2882r2rc.fm2 1.D . #8 (AREA L)(100 YR) Irregular Channel Manning 's Formula Solve For Water Elevation Input Data Channel Slope 1.000 0 % Elevation range : 259 .75 ft to 262 .00 ft . Station (ft) Elevation (ft) -51 .00 262 .00 -6 .00 260 .00 0.00 10.00 30 .00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimete r Top Width Height Critica l Depth 259 .75 260 .00 262 .00 99 .836 cfs 0.030 260.85 27 .50 43 .81 43 .74 1.10 260 .75 ft ft2 ft ft ft ft Start Station -51.00 Critical Slope 0.015810 ft/ft Velocity 3.63 ft/s Velocity Head 0.20 ft Specific Energy 261 .06 ft Froude Number 0.81 Flow is subcritical. Munic ipal Deve lopment G roup End Station 30 .00 06/11/98 12:32:11 PM Haestad Methods, Inc . 37 Broo ksid e Road Waterbury, CT 0 6708 (203) 755-1 666 Roughness 0.030 Flow M aster v5.07 Pag e 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Si de Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes: SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc . fm2 l.D . #8 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 1.0000 % 4.000000 H : V 4.000000 H : V 21.615 cfs 0.90 ft 3.27 ft2 7.46 ft 7.24 ft 1.13 ft 0.003105 ft/ft 6.60 ft/s 0.68 ft 1.58 ft 1.73 Collects Runoff from Drainage Basin : J+L Discharges into Drainage Basin : TxDOT R.O .W. Discharge into Structure : Existing Structure Municipal Development Group 06/11/98 12:32:54 PM Haestad Methods, Inc. 37 Brookside Roa d W aterb ury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Pag e 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Sl ope Left S ide Slope Right Side Slope Discharse Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Ve locity Head Spe cifi c Energy Froude Nu m ber Flow is subcritica l. Notes: SECTION #4 -CHANNEL FLOW W orksheet for Tria n gular Cha n nel c :\projects\000\2882-south hampton\2882r2ra. fm2 l.D . #10 (AREA 0)(25 YR) Triangular Channel Manning 's Formula Channel Deeth 0.030 1.7500 % 4.000000 H : V 4 .000000 H : V 8.486 cfs 0.79 ft 2.47 ft2 6.47 ft 6.28 ft 0.78 ft 0 .018730 ft/ft 3.44 ft/s 0 .18 ft 0 .97 ft 0 .97 Colle cts Runoff from Drainage Basin : Q Discharges into Drainage Basin: Nantuck Dr. Discharges into Structure Type : Open Channel Municipal Development Group 02119/98 06 :45 :33 PM Haestad Methods , Inc. 37 Brookside Road W aterbu ry , C T 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Dischar~e Results Depth Flow Area W etted Perimete r Top Width Criti cal Depth C ri tical Slope Velocity V el oc ity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra.fm2 l.D . #10 (AREA Q)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.7500 % 4.000000 H : V 4.000000 H : V 10 .017 cfs 0.84 ft 2.79 ft2 6.89 ft 6 .68 ft 0.83 ft 0.018320 ft/ft 3.59 ft/s 0.20 ft 1.04 ft 0.98 Coll ec ts Runoff from Drainage Basin : Q D ischarges into D rainage Basin : Nantuck Dr. Discharges into Structure Type : Open Channel Munici pal Dev e lopment Group 02/19/98 06 :46 :12 PM Haestad Methods, Inc. 37 B rookside Road W aterbury, C T 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth C riti ca l Slope V e loc ity V el ocity Head Specific Energy Froude Number Flow is supercritical. No t es : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #10 PILOT CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 1.7500 % 4.000000 H : V 4.000000 H : V 2.205 cfs 0.35 ft 0 .48 ft2 2.85 ft 2.77 ft 0.45 ft 0.004209 ft/ft 4 .60 ft/s 0.33 ft 0 .68 ft 1.95 C o llects Runoff from Drainage Basin : Q Di s charges into Drainage Basin : Nantuck Dr. Discharges into Structure Type : Open Channel Municipal Develo pment Group 06109198 03:49 :28 PM Haestad Methods , In c . 37 B ro oksid e Road W aterbury, CT 06708 (20 3 ) 755-1666 Flow Master v5 .0 7 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critica l Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4-CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south ha mpton\2882r2rc. fm2 l.D . #11 (AREA S)(25 YR) Triangular Channel Manning's Formula Channel Depth 0.030 2.2000 % 4.000000 H : V 4.000000 H : V 22 .932 cfs 1.09 ft 4.77 ft2 9.00 ft 8.73 ft 1.15 ft 0.016405 ftfft 4.81 ftfs 0.36 ft 1.45 ft 1.15 Collects Runoff from Drainage Basin : S Discharges into Drainage Basin : V Discharge into Structure Type : Culvert Munic ipal Develop ment Group 06/10/98 11 :35:10AM Haestad Methods, Inc. 3 7 Broo k side Road W aterbu ry , CT 0 6 708 (20 3) 755-1666 Flow Master v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Notes : SECTIO N #4 -CHAN NEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc.fm2 l.D . #11 (ARE A S)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 2.2000 % 4.000000 H : V 4.000000 H : V 27.104 cfs 1.16 ft 5.41 ft2 9.59 ft 9.30 ft 1.23 ft 0.016043 tuft 5.01 fUs 0.39 ft 1.55 ft 1.16 Collects Runoff from Drainage Basin : S Discharges into Drainage Basin: V Discharge into Structure Type : Culvert Municipal Developme n t G roup 06/10/98 11 :35 :42 AM Haestad Methods, Inc. 3 7 Brookside Road W aterbu ry , CT 06708 (2 03) 755-1666 Flow Master v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channe l Slope Left Side Slope Right S ide Slope Dischar~e Results Depth Flow A r ea Wetted Perimeter Top W idth Critica l Depth Critical Slope Velocity Velocity H ead Specific Energy Froude Number Flow is sueercritica l. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #11 PIL OT CHANNEL Triangular Channel Manning 's Formula Cha nnel Deeth 0.013 2 .2000 % 4 .000000 H : V 4 .000000 H : V 5.919 cfs 0 .48 ft 0.92 ft2 3.96 ft 3.84 ft 0.67 ft 0.003690 ft/ft 6 .42 ft/s 0.64 ft 1.12 ft 2.31 Colle cts Runoff from Drainage Basin: S Discharges into Drainage Basin : V Discha r ge into Structure Type : Culvert Municipal Develo pm ent Group 06 /10/9 8 11 :37 :0 5 A M Ha estad M ethods , In c . 37 B roo ks ide Road W aterbu ry , C T 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4-CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc. fm2 l.D . #12 (AREA V)(25 YR) Triangular Channel Manning's Formula Channel Deeth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 37 .452 cfs 1.45 ft 8.39 ft2 11 .94 ft 11.59 ft 1.40 ft 0.015366 ft/ft 4.46 ft/s 0.31 ft 1.76 ft 0.92 Collects Runoff from Drainage Basin : S+ T +V Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel 06/10/98 11 :38:19AM Munic ipal Development Group Haestad Methods , In c . 37 B rookside Road W aterbu ry, CT 06708 (20 3) 755-1666 • FlowMaster v5 .07 Page 1 of 1 I 06/10/98 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width C riti cal Depth Critica l Slope V eloc ity V eloc ity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2rc .fm2 l.D . #12 (AREA V)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 44 .421 cfs 1.54 ft 9.54 ft2 12 .73 ft 12 .35 ft 1.50 ft 0.015021 tuft 4.66 fUs 0.34 ft 1.88 ft 0.93 Collect s Runoff from Drainage Basin : S+ T +V Discha rges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type : Open Channel Municipal Developm ent Group 11 :39 :16 AM Haestad Methods , Inc . 37 Brooks id e Road Waterbu ry , CT 06708 (203) 755-1 666 FlowMaster v5 .07 Pag e 1 of1 Project Description Project Fil e Worksheet Flow E lement Method Solve For Input Data Mann ings Coefficient Channel Slope Left S ide Slope R ight Side S lope Discharge Resu lts Depth Flow Area Wette d Perimete r Top W idth C riti ca l Depth Criti ca l Slope Ve lo city Velo ci ty Head Spe cifi c Energy Froude Number Flow is supercritica l. Note s : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\pro j ects\000\2882-south hampton\2882r2rc.fm2 l.D . #12 PILOT CHAN N EL Triangular Channel Manning's Formula Cha nn el Depth 0.013 1.3000 % 4.000000 H : V 4.000000 H : V 9.694 cfs 0.64 ft 1.63 ft2 5.26 ft 5.10 ft 0.82 ft 0.003455 ft/ft 5.96 ft/s 0.55 ft 1.19 ft 1.86 Colle cts Runoff from Drainage Basin : S+ T +V Discharges into Drainage Basin : TxDOT R.O .W . Disch arges into Structure Type : Open Channel Municipal Development Group 06110198 11 :40:30 AM Haestad Methods, Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I Pro j ect Description Proje ct File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Sl ope Right Side S lope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity V elocity Head Spe cific Energy Froude Number Flow is subcritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra .fm2 l.D . #13 (AREA X)(25 YR) Triangular Channel Manning's Formula Channel DeEth 0.030 0.8000 % 4.000000 H : V 4.000000 H : V 9.128 cfs 0.93 ft 3.49 ft2 7.70 ft 7.47 ft 0.80 ft 0.018549 ft/ft 2.61 ft/s 0.11 ft 1.04 ft 0.67 Collects Runoff from Drainage Basin : X Disch arges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel Municipal Development G r oup 0 2/19/98 06 :54:5 2 PM Haestad Methods, Inc. 37 Broo k side Road W aterbury, CT 06708 (203) 755-1666 F lowMaster v5 .07 Page 1of1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. No te s : SECTION #4-CHANNEL FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r2ra.fm2 1.D . #13 (AREA X)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 0.8000 % 4.000000 H : V 4.000000 H : V 10.774 cfs 0.99 ft 3.95 ft2 8.20 ft 7.95 ft 0.85 ft 0.018142 ft/ft 2 .72 ft/s 0.12 ft 1.11 ft 0.68 Collects Runoff from Drainage Basin : X Dis c harges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel Munic ipal D eve lo pm ent G r o up 02119/98 06 :55 :25 PM Haestad Methods, In c. 37 Brooks ide R oa d W aterbury, CT 06708 (20 3) 7 5 5-1 666 F lowMaster v5 .07 Page 1 of 1 I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc. fm2 l.D. #13 PILOT CHANNEL Triangular Channel Manning 's Formula Channel Depth 0.013 0.8000 % 4.000000 H : V 4.000000 H : V 2.374 cfs 0.41 ft 0.68 ft2 3.40 ft 3.30 ft 0.47 ft 0.004168 ft/ft 3.50 ft/s 0.19 ft 0.60 ft 1.36 Collects Runoff from Drainage Basin: X Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open Channel Municipal D evelopment Group 06/09/98 0 3 :51 :53 PM Haestad Methods, Inc. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 FlowMaster v5 .0 7 Page 1 of 1 ·• . SECTION #5 CUL VERT FLOW CALCULATIONS I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right S ide Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc .fm2 l.D. #1 (AREA D)(10 YR) Triangular Channel Manning's Formula Channel De~th 0.030 1.3 000 % 4.000000 H : V 4.000000 H : V 26 .511 cfs 1.27 ft 6.48 ft2 10 .49 ft 10.18 ft 1.22 ft 0.016090 ft/ft 4.09 ft/s 0.26 ft 1.53 ft 0.90 Collects Runoff from Drainage Basin : D+E Discharges into Drainage Basin : G Discharges into Structure Type : Open-Channel Municipal Development Group 06109198 03 :5 6 :52 P M Haestad Methods, Inc. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 F lowMaster v5 .07 Page 1 of 1 Project Description Proj ect File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left S ide Slope Right Side Slope Discha rge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritica l. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc .fm2 l.D. #1 (AREA D)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 35.737 cfs 1.42 ft 8.10 ft2 11.74 ft 11 .39 ft 1.38 ft 0.015462 ft/ft 4.41 ft/s 0.30 ft 1.73 ft 0.92 Collects Runoff from Drainage Basin : D+E Discharges into Dra inage Basin : G Discharges into Structure Type : Open-Channel Munici pal D evelo pment Group 06109198 03 :57:41 PM Haestad M ethods , Inc. 37 Brookside Road W aterbury , CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of1 I I I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #1 Shap e : I Circular Material : !concrete Sp.an : B .00 ft Rise : 2 .50 ft Barrels: 1 Discharge Description lOYR 100 YR Q total (cfs) 26 .51 35 .74 *Backwater (BW = HW -1W -S·L) C :\PR OJECTS\0 00\28 82-S-l \2882T3RC.CL V Length(L): I 63 .ool ft Slope(S): I 0 .00511 n: 0.0120 Ke: 0.20 Entrance Type: 1: 1.5 Beveled Edge I HW TW BW* Q Inlet Ctl Outlet Ctl elevation elevation v out over road HW depth HW depth (ft) (ft) (ft) (ft) ( cfs) (ft) (ft) 292.03 290 .27 1.44 7 .21 0 .00 2 .64 2 .72 292 .67 290.42 1.93 7 .28 0 .00 3 .32 3 .36 61 9/98 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc. fm2 1.D . #2 (AREA F)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 13 .634 cfs 0.99 ft 3.93 ft2 8.18 ft 7.93 ft 0.94 ft 0.017582 ft/ft 3.47 ft/s 0.19 ft 1.18 ft 0.87 Collects Runoff from Drainage Basin : F Discha rges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type : Open-Channel Municipal Deve lopment Group 06109198 04:05 :27 PM Haestad Meth ods , In c. 37 Brookside Road W aterbury, CT 06708 (20 3) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channe l Slope Left Side Slope Right Side Slope Discharge Resu lts Depth Flow Area Wetted Perimete r Top W idth Critical Depth C riti cal Slope Ve locity Velocity Head Sp ecifi c Energy Froude Number Flow is subcritica l. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882 -south hampton\2882r3rc.fm2 l .D. #2 (AREA F)(100 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.3000 % 4.000000 H : V 4.000000 H : V 18 .379 cfs 1.11 ft 4.92 ft2 9.15 ft 8.87 ft 1.06 ft 0.016896 ft/ft 3.74 ft/s 0.22 ft 1 .33 ft 0.88 Co ll ects Runoff from Drainage Basin : F Discharges into Drainage Bas in: TxDOT R.O.W . Disc harges into Structure Type : Open -Channel Municipa l Development G rou p 06109198 04 :05:41 PM Haes tad M etho ds , Inc. 37 B roo kside Ro ad W aterb u ry , CT 0 6 7 0 8 (203) 7 55-1666 Fl ow Maste r v5 .07 Page 1 of 1 I Texas Hydraulic System Culvert Design I I SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW l.D. #2 Shape: I Circular Material : I Concrete Sp.an : §1.00 ft Rise: 1.75 ft Barrels : 1 Discharge Description Q lOYR 100 YR total (cfs) 13 .63 18 .38 *Bac!Gvater (BW = HW -TW -S·L ) C:\PROJECTS\000\28 82-S-l \288 2T3RC.CL V HW TW elevation elevation (ft) (ft) 288 .74 287 .03 289 .77 287 .15 Length(L): I 63.ool ft Slope(S): I 0 .00401 n: 0 .0120 Ke: 0.50 -------. Entrance Type: Headwall I --------' BW* v Q Inlet Ctl Outlet Ct! out over road HW depth HW depth (ft) (ft) (cfs) (ft) (ft) 1.46 5 .67 0.00 2.44 2.44 2 .37 7.64 0.00 3.47 3 .11 61 9/98 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critica l Slope Velocity Velocity Head Spec ifi c Energy Froude Number Flow is supercritical. Notes : SECTION #5-CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc .fm2 l.D . #3 (AREA H)(10 YR) Triangular Channel Manning's Formula Channel Depth 0.030 1.5000 % 4.000000 H : V 4.000000 H : V 68.165 cfs 1.77 ft 12.46 ft2 14 .56 ft 14 .12 ft 1.78 ft 0.014187 ft/ft 5.47 ft/s 0.46 ft 2.23 ft 1.03 Co llects Runoff from Drainage Basin : D+E+G+H Discharges into Drainage Basin : I Discharges into Structure Type : Open -Channel Municipal Development Group 06/11 /98 0 1 :16:17PM Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critica l Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #3 (AREA H)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.5000 % 4.000000 H : V 4.000000 H : V 94 .237 cfs 1.99 ft 15 .89 ft2 16 .43 ft 15.94 ft 2.03 ft 0.013587 ft/ft 5.93 ft/s 0.55 ft 2.54 ft 1.05 Collects Runoff from Drainage Basin: D+E+G+H Discharges into Drainage Basin: I Discharges into Structure Type : Open-Channel Municipal Development Group 06/11 /98 01 :17:48 PM Haestad Methods, In c . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1of 1 I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW l.D. #3 Shape : I Circular Material : I Concrete Sp.an : ~.00 ft Rise : 3 .00 ft Barrels : 1 Discharge Description lOYR 100 YR Q total (cfs) 43 .05 58 .09 *Backwater (BW = HW -TW -S·L) C :\PROJECTS\00 0\2882-S-l \28 82T3RC .CL V HW TW elevation elevation (ft) (ft) 283 .85 281.92 284 .67 282 .14 Length(L): I 63 .ool ft Slope(S): I 0 .00511 n : 0 .0120 Ke : 0.20 Entrance Type : 1: 1. 5 Beveled Edge I BW* Q Inlet Ct! Outlet Ctl v out over road HW depth HW depth (ft) (ft) (cfs) (ft) (ft) 1.61 8 .16 0 .00 3.23 3 .29 2 .20 8 .22 0 .00 4 .09 4 .11 6111/98 Project Description Proj ect File Worksheet Flow Element Method Solve For Input Data Mannings C oefficient Channel Slope Left Side S lo pe Right S ide Slope Disc har ge Results Depth Flow Area Wetted Perimete r Top W idth Critica l Depth C riti ca l Slope Ve locity Ve locity Head Specific Energy Froude Number Flow is subcritica l. No t es : SECTION #5 -CULVERT FLOW Worksheet for Triangular Ch a nnel c:\projects\000\2882-south hampto n\2882r3rc .f m2 l.D . #5 (AREA M)(10 YR) Triangular Channe l Manning 's Formula Channel Depth 0.030 1.5000 % 4.000 000 H : V 4.000000 H : V 32.581 cfs 1.34 ft 7.16 ft2 11.04 ft 10 .71 ft 1.33 ft 0.015654 ft/ft 4.55 ft/s 0.32 ft 1.66 ft 0.98 Co ll ects Runoff from Drainage Basin : K+M Discha rges in to Drainage Bas in: TxDOT R.O .W . Discha rges into Structure Type : TxDOT R.O .W . 06/11/98 02:17:42 PM Municipal Develo pm ent Grou p Haest ad Methods, Inc. 37 B rookside Road W aterbury, C T 0 6708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 1.D . #5 (AREA M)(100 YR) Triangular Channel Manning's Formula Channel Deeth 0.030 1.5000 % 4.000000 H : V 4.000000 H : V 43 .919 cfs 1.50 ft 8.96 ft2 12 .34 ft 11 .97 ft 1.50 ft 0.015043 ft/ft 4.90 ft/s 0.37 ft 1.87 ft 1.00 Collects Runoff from Drainage Basin : K+M Discharges into Drainage Basin : TxDOT R.O.W . Discharges into Structure Type : TxDOT R.O.W. Municipal Development Group 06/11 /98 02:18 :38 P M Haestad Methods , In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-166 6 Fl owMaster v5 .07 Page 1 o f 1 Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CULVERT FLOW I.D. #5 Shape: I Circular Material: I Concrete Sp.an : ~.00 ft Rise: 1.50 ft Barrels : 1 Discharge Description lOYR 100 YR Q total (cfs) 9.60 12 .94 *Backwater (BW = HW -TW -S·L) C:\PROJECTS\0 00\2882-S-l \2882T3RC.CL V HW TW elevation elevation (ft) (ft) 266 .73 265 .55 267.68 265 .71 Length(L): I 63 . ool ft Slope(S): I 0.00491 n: 0.0120 Ke: 0.50 Entrance Type: Headwall I '---~~~~~~~~--' BW* (ft) 0 .88 1.66 v out (ft) 5.43 7 .32 Q Inlet Ctl Outlet Ctl over road HW depth HW depth ( cfs) (ft) (ft) 0 .00 2 .17 2 .16 0 .00 3.12 2.75 6/1 1/98 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc ity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc .fm2 l.D . '#8 (AREA P)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 0.5000 % 4.000000 H : V 4.000000 H : V 44 .982 cfs 1.86 ft 13 .78 ft2 15 .30 ft 14 .85 ft 1.51 ft 0.014995 tuft 3.27 tus 0.17 ft 2.02 ft 0.60 Collects Runoff from Drainage Basin : P+Q Discharges into Drainage Basin: Nantuck Dr. Discharges into Structure Type : Open Channel Municipal Development Group 06/10/98 01 :34:38 PM Haestad M ethods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Proj ect File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left S ide Slope Righ t S ide Slope Discharge Results Dep th Flow A rea Wetted Perimeter Top W idth C ritic al Depth C ritical Slope V elo city V el ocity Head Sp ec ifi c Energy Fro ud e Numbe r Flow is subcritical. No tes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc .fm2 1.D . 116 (AREA P)(100 YR) Triangu lar Channel Manning 's Formula Channe l Depth 0.030 0.5000 % 4.000000 H : V 4.000000 H : V 60.638 cfs 2.08 ft 17 .23 ft2 17 .12 ft 16 .61 ft 1.70 ft 0.014410 ft/ft 3.52 ft/s 0.19 ft 2.27 ft 0.61 Co ll ects Runoff from Drainage Basin : P+Q Disch arges into Drainage Basin: Nantuck Dr. Disch arges into Structure Type : Open Channel Munic ipal Deve lo pm ent G ro up 06110198 01 :35 :30 PM Haestad Methods, Inc . 37 B rookside Road W aterbu ry, C T 06708 (203) 755-1666 FlowMaster v5 .0 7 Page 1 of1 I Texas Hydraulic System Culvert De sign SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW l.D. #6 Shape : I Circular Material : I Concrete Sp.an : §1.00 ft Rise : 2 .50 ft Barrels : 1 Discharge Description lOYR 100 YR Q total (cfs) 44 .98 60.64 *Backwater (BW = HW -TW -S·L) C:\PROJECTS\000\2882-S-l \2882 T3 RC.CL V HW TW elevation elevation (ft) (ft) 260 .98 258 .26 261.75 258.48 Length(L): I 69 .ool ft Slope(S): I 0.00511 n: 0 .0120 Ke: 0.20 Entrance Type: 1: 1.5 Beveled Edge I BW* Q Inlet Ctl Outlet Ctl v out over road HW depth HW depth (ft) (ft) (cfs) (ft) (ft) 2 .37 9 .16 0 .00 4 .16 4.07 2 .92 10 .65 8.38 4 .93 4 .61 6/10/98 I I Notes : SECTION #5-CULVERT FLOW Worksheet for Triangular Channel Coll ects Runoff from Drainage Basin : R Disc harges into Drainage Ba sin : Nantuck Dr . Dish ca rges into Structure Type : Open-Channel 06109198 04:18:13 PM Munic ipal Deve lo pment Group Haestad Methods, In c . 37 B roo kside Roa d W aterbu ry , CT 06708 (20 3) 755-1666 FlowMaster v5 .07 Page 1 of 1 I I I I I I Proj ect Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left S ide Slope Right Side Slope Dischar~e Results Depth Flow Area Wette d Perimete r Top Width Critica l Depth Critical Slope V elocity Velo city Head Spe c ific Energy Froude Number Flow is subcritical. Notes: SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #7 (AREA R)(100 YR) Triangular Channel Mann ing's Formula Channel De~th 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 13 .837 cfs 1.05 ft 4.39 ft2 8.64 ft 8.38 ft 0.94 ft 0.01754 7 ft/ft 3.15 ft/s 0.15 ft 1.20 ft 0.77 Coll ects Runoff from Drainage Basin : R Discharges into Drainage Basin : Nantuck Dr. Dishcarges into Structure Type : Open-Channel Municipal D eve lopme n t G roup 06109198 04:18:47 PM H a estad Method s, In c. 37 Brooksid e R oa d W aterbu ry, CT 067 0 8 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 I Texas Hydrauli c System Culvert De sign SOUTH HAMPTON 000025-2 882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #7 Shape : I Circular M aterial : I Aluminum Sp.an : §1.00 ft Rise : 1.50 ft Barrels: 1 Discharg e Description Q lOYR 100 YR total (cfs) 10 .24 13 .84 *Backwater (BW = HW -TW -S·L) C:\PROJE CTS\00 0\2882-S-l \2882T3RC.C L V HW TW elevation ele vation (ft) (ft) 255 .86 253 .88 256 .20 2 53 .99 Length(L): I 62 .ool ft Slope(S): I 0 .01001 n : 0 .0149 Ke: 0.50 Entrance Type: Headwall I '--~~~~~~~~~ BW* (ft ) 1.36 1.59 v out (ft) 5 .79 6 .51 Q Inlet Ctl Outlet Ctl ov er road HW depth HW depth ( cfs) (ft ) (ft) 0 .00 2.30 2 .24 2 .32 2.64 2.49 61 9/98 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critica l Slope Velocity Ve locity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc.fm2 l.D . #8 (AREA T)(10 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 26 .131 cfs 1.33 ft 7.07 ft2 10.96 ft 10.63 ft 1.22 ft 0.016121 ft/ft 3.70 ft/s 0.21 ft 1.54 ft 0.80 Collects Runoff from Drainage Basin : S+ T Discharges into Drainage Bas in: V Discharges into Structure Type: Open Channel 06/10/98 01:43 :1 8 P M Municipal Development Group Haestad Methods, Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 .• FlowMaster v5 .07 Page 1 of1 I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann ings Coefficient Channel Slope Left Side Slope Right Side Slope Discharlile Resu lts Dep th Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc ity Velocity Head Specifi c Energy Fro ude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc .fm2 l.D . #8 (AREA T)(100 YR) Triangular Channel Manning's Formula Channel De~th 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 35 .322 cfs 1.49 ft 8.86 ft2 12 .27 ft 11 .91 ft 1.37 ft 0.015486 tuft 3.99 fUs 0.25 ft 1.74 ft 0.81 Collect s Runoff from Drainage Basin : S+ T Discharges into Drainage Bas in: V Discharges into Structure Type : Open Channel Mun icipal Deve lopment Group 06/10/98 0 1 :44:00 P M Haestad Method s , In c . 3 7 Broo ks ide Road W aterbu ry , CT 0 67 0 8 (203) 755-1666 Flow Mast er v5.07 Page 1 of 1 T exas H ydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW l.D. #8 Shape: I Circular Material : l Concrete Sp.an: §1.00 ft Rise: 2 .25 ft Barrels: 1 Length(L): I 63 .ool ft Slope(S): I 0 .00501 n : 0 .0120 Ke : 0 .20 Entrance Type : 1: 1.5 Beveled Edge I Discharge Description Q HW TW BW* V Q Inlet Ct! Outlet Ct! total elevation elevation out over road HW depth HW depth ( cfs) (ft) (ft) (ft) (ft) ( cfs) (ft) (ft) lOYR 26 .13 264 .22 262 .26 1.65 6 .57 0 .00 2.86 2 .91 100 YR 35.32 265 .08 262.42 2.35 8.74 0 .55 3 .77 3 .68 *Backwater (BW = HW -TW -S-L) C:\P ROJECT S\000\2882-S-l \2882T3RC.CL V 6/10/98 I I ~.@utlet l.D . #9 (AREA V)(10 YR) I P-3 BAY STRE T -2 WINDRIFT COVE Project Title: South Hampton Subdivison c:lprojects\000\2882-south hampton\2882!1 ra .stm MUNIC IPAL DEVELOPMENT GRO U P 06110198 04:34:01 PM Haestad Methods, In c. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 Project Eng inee r : RM StormCAD v1 .0 Page 1 of 1 - ,...--!-~UtlE ·im:-~ : R.85 ft um1 - 1-·--· --··=-..;. ---- Pipe: P-4 invert: LoU .tso n O+~ Invert: 250. 7!ilff50 Length : 14.00 ft Section Size : 30 inch June f;im c urr - . ·-· ---- -----------·-·-----··-----. Pipe: P< -l:J.f3-l-AV.:.-: :: ...... • ": On lnvert1 .¥M.85 ft Length : 120:00 ft Section Size: 30 inch --- tion: J-2 ?<;Ann ft p :251 .74ft - I .. ., .. ,>l 11• tetJl:t1 'Im · ill~flPRR nn 1t UI~~ ~ GlJ!D\P:52Ef6 . 7 ) -- Pine: P-1 - 258.00 257 .00 ft 256.00 255.00 254.00 253.00 252 .00 P pe: P-2 ~p :n~~rt: ~~~-~ 5 ft O'J!1 .00 -·----··--····----·---uo-1nvert:-25:CS3 tt----L~n3ih~4 .00 f On Invert. 251 .74 ft Section Size: 24 1+50 Station ft L :mylh . 112.0u 1 l Si~ Size: 30 inch2+50 .•. MUN ICIPA L DEV ELO PM E N T GROU P lfflb.00 3+00 Projec t Tit le: Sout h Hami:;t on S ubdivison c:\projec ts\000\2882-s out h hampton\288211 ra .stm 0 6 /10/98 04:17:3 1 PM Haestad M ethods, Inc. 3 7 Bro okside Road W at erbury, CT 06708 (203) 755-1666 Elevation ft Projec t E n gineer: RM St ormC AD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) E levation (acres) (acres) (m in) Time T ime (in/hr) (CIA) (ft) (min) (min ) (cfs) 1-3 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .000 16.586 1 .63 258.00 1-2 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .000 35.173 3 .74 258.00 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .000 31 .361 10.23 258.00 J-1 N/A N/A N/A N/A 0 .02 0 .02 0 .00 0 .000 66.534 6 .78 258.00 J-2 N/A N/A N /A N/A 0 .30 0 .30 0 .00 0 .000 83.120 8 .47 258.00 J-3 N/A N/A N /A NIA 0.55 0 .55 0 .00 0 .000 83.120 8 .47 258.00 Outl et N/A N/A N/A N/A 0.57 0 .5 7 0 .00 0 .000 N/A 8 .47 257.75 Proje ct Title : South Ha m pton Su bdiviso n c :lprojects \00012882-south hampton\288211 ra.stm MUNI C IPA L DEVELO PMENT G ROUP 06/10/98 04:12:23 PM Haestad Methods , Inc. 37 Brooks ide Road Waterbury, C T 06708 (203) 755-1 666 Rim Sump Elevation Eleva ti on (ft) (ft) 258.02 252.00 257.41 253 .00 258.00 255.7 5 258.00 252.53 258.00 251 .74 258.00 250.85 257.75 250.65 Project Engi nee r: RM StormCAD v1 .0 Page 1 of 1 1.D . #9 (AREA V)(100 YR) BAY STRE T -2 r .@utlet P-3 ·dr~ 1-3 ! WINDRIFT COVE Project T itl e: South Hampton Subdivison c :\projects\000\2882-south hampton\2882t1 ra .stm MUNICIPAL DE V ELOPMENT GRO UP 06/10/98 04:33:48 PM Haestad Methods, Inc . 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 Project Engineer: RM StormCAD v1 .0 Page 1 of 1 ----~~~t ~utle 1111. '.~': R .85 ft um1 ---------~v __I ---·· -·---- Pipe : P -4 invert: 250 .B::i n O+~ Invert: 250. 7!ilffi0 Length : 14.00 ft Section Size : 30 inch ----·- Uurn ;i:; im >" tlIT ---------- -------------· -- Pipe : P -' !...!r:HAve~ : 25 o1 • 7 A &~ On lnvert1 ~.85 ft Length : 12.6':00 ft Section Size: 30 inch ./ tion : J-2 Uur-ie1 1otetJl:tl ----?"\ROnf~ IJ::·im · s;.g. flWft nn ft 258 .00 257.00 ft 256.00 -p:-251 .74 ft I I I:: urn1 Gl6<p.:52El!ti . 7 ') -1-- Pioe: P -1 p . p 2 Up Invert: 255.1 255.00 254.00 253 .00 252 .00 --.. .. pe. -~rt-2.Q5 ,~ 5 ft ~1.00 -·------up lnvert :~52 ~53 tt --Length : 1'4 .0 0 f Dn Invert. 251.J~ ft Section Size: 2·~ 1+50 Station ft L...:11glh . 112:{)u IL Sli?~ Size: 30 incl12+50 MUNI CIP A L DEV ELOPM ENT GROU P lre'b.00 3+00 Projec t Title : South H ampton Subdivison c:lprojec ts\000\2882-south hampton\28821 1 ra .stm 06/10/9 8 04:21 :47 PM H aestad M ethod s. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Elevation ft Project Engineer: RM StormCAD v1 .0 Page 1of1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-3 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .000 20.357 1 .62 258.00 1-2 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 0.000 50.325 4 .00 258.00 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .000 44.421 14.14 258.00 J-1 NIA NIA NIA NIA 0 .02 0.02 0 .00 0 .000 94.746 9 .65 258.00 J-2 NIA NIA NIA NIA 0 .21 0 .21 0 .00 0 .000 115.103 11 .72 258.00 J-3 NIA NIA NIA NIA 0 .39 0 .39 0 .00 0 .000 115.103 11 .72 258.00 Outlet N I A NIA NIA NIA 0 .41 0.41 0 .00 0 .000 NIA 11 .72 257.75 I Project T itl e : South Hampton Subdivison c :\projects\000\2882-south hampto n \2 88211 ra.stm MUNICIPAL DEVELOPMENT G ROUP I 06/10/98 04:22:14 PM Haestad Methods , In c . 37 Brookside Roa d W aterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 258.02 252.00 257.41 253.00 258.00 255 .75 258.00 258 .00 258.00 257.75 252.53 251 .74 250.85 250.65 Projec t Eng inee r : RM St ormC AD v1 .0 Page 1 of1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert (%) (ft/s) Elevation (ft) P-7 1-3 J-2 20.357 6 .00 4 .3333 1 .62 48 inch 0 .013 299.001 252.00 P-6 1-2 J -1 50.325 4 .00 11 .7500 4 .00 48inch 0 .013 492.358 253.00 P-1 1-1 J-1 44.421 14.00 1 .7857 14.14 24inch 0 .013 30.229 255.75 P-2 J-1 J-2 94.746 112.00 0 .7054 9 .65 30 inch 0 .013 68.893 252.53 P-3 J-2 J-3 115.103 126.00 0.7063 11 .72 30 inch 0 .013 68.942 251 .74 P-4 J-3 Outlet 115.103 14.00 0 .7143 11.72 30inch 0.013 69.328 250.85 Project Title: South Hampton Subdivison c :\p rojects\00012882-south hampton\2882!1 ra.stm MUNICIPAL DEVELOPMENT GROUP 06/10/98 04:22:32 PM Haestad Methods, In c. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream Upstream Invert HGL Elevation (ft) (ft) 251.74 256.65 252.53 258.00 255.50 258.54 251 .74 258.14 250.85 256.33 250.75 253.53 Project Engineer: RM StormCAD v 1 .0 Pag e 1 of 1 I I I I I I Proj ect Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Sl ope Right Side Slope Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critica l Slope Velocity Velocity Head Specific Energy Froude Numbe r Flow is subcritica l. No t es: SECTION #5 -CULVERT FLOW Worksheet for Triangular C h annel c:\projects\000 \2882-south hampton\2 882r3rc. f m2 l.D . #10 (AREA X)(10 YR ) Triangular Channel Manning 's Formula Cha nnel De~th 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 7.993 cfs 0.85 ft 2.91 ft 2 7.03 ft 6.82 ft 0.76 ft 0.018880 ft/ft 2.75 ft/s 0.12 ft 0.97 ft 0.74 Co ll ects Runoff from Drainage Basin : X Discharges into Drainage Basin : TxDOT R.O .W . Discharges into Structure Type : Open-Channel Munic ipal D eve lopment G ro up 06/09/98 04:21 :53 PM Haestad Methods , Inc. 37 Brooks ide R oad W aterbury, C T 06708 (203) 755-1666 Flow Master v 5.07 P age 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Righ t Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc ity Veloc ity Head Specific Energy Froude Number Flow is subcritical. Notes : SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c :\projects\000\2882-south hampton\2882r3rc .fm2 1.D . #10 (AREAX)(100 YR) Triangular Channel Manning 's Formula Channel Depth 0.030 1.0000 % 4.000000 H : V 4.000000 H : V 10.774 cfs 0.95 ft 3.64 ft2 7.86 ft 7.63 ft 0.85 ft 0.018143 ft/ft 2.96 ft/s 0.14 ft 1.09 ft 0.76 Collects Runoff from Drainage Basin : X Dis ch arges into Drainage Basin : TxDOT R.O .W . Dis ch arges into Structure Type : Open-Channel Mun icipal Develo pm ent Group 0610919 8 04:22 :26 PM Haestad Methods , In c . 37 Brook:side Roa d W aterbu ry, C T 06708 (203) 755-166 6 FlowMa ster v5 .07 Page 1 of 1 I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW l.D. #10 Shape: I Circular Material: I Concrete Sp.an : §1.00 ft Rise : 1.50 ft Barrels: 1 Discharge Description Q HW TW total elevation elevation Length(L): I 74 .ool ft Slope(S): I 0 .00501 n : 0 .0120 Ke: 0 .50 Entrance Type: Headwall I '--~~~~~~~~~ BW* v Q Inlet Ct! Outlet Ct! out over road HW depth HW depth ( cfs) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) lOYR 7.99 254.41 253 .05 0 .99 5 .78 0 .00 1.82 1.85 100 YR 10 .77 255 .03 253 .15 1.51 6 .09 0 .00 2.47 2 .37 *Backwater (BW = HW -TW -S·L) C :\PROJECTS\000\2882-S-l \2882T3RC .CL V 61 9/98 SECTION #6 STORM INLETS FLOW CALCULATIONS SECTION #6 -STORM INLET FLOW 1.D . #1 DRAINAGE AREA B (10 YEAR) 8 .685 cfs 0 .31 ft 0 100 = d 100 = (100 YEAR) 11 .707 cfs 0.35 ft CALCULATED y = 0 .69 ft y = 0.85 ft at L = 5 ft y= 0.62 ft y= 0.75 ft atL= 6 ft r::=v#It:r :, .::9s§lf::::m::tr: j;:J:::::::::::: .~ri= ::: ::::: ::g~~t :::tt,i:t:t:::=r:: ::::::::: :~f:~m~::::::, ::r ::atr::: ff.t:: y= 0.44 ft y= 0.53 ft atL= 10 ft d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . l.D . #2 DRAINAGE AREA E (10 YEAR) (100 YEAR) 0 10 = 1o.970 cfs 0 100 = 14 .788 cfs 0 10(125 %) = 13.713 cfs 0 100(125%) = 18.485 cfs d 1o = 0.36 ft d 100 = 0.40 ft CALCULATED y = 0 .94 ft y = 1.15 ft at L = 5 ft y = 0 .83 ft y = 1.02 ft at L = 6 ft : :·:y,:F.:::::::: ::: :::: =P:s §~:::::::::::ift::: :t::·:::::::::lf'.:::::t:, :¥:a:::: ::::::t'::::::::9s~t::irt :::::tt::: :1::::::~u4:::a:::::, :r,::_::,1,::::::::::::::: n :::: y= 0.59 ft y= 0.72 ft atL= 10 ft d = depth in curb at g iven discharge y = we i r flow depth i nt o curb inlet ( max depth = d + 3 " for depressed gutter) Note: Grayed portion is the selected curb inlet length . l.D . #3 DRAINAGE AREA H (10 YEAR) (100 YEAR) 13 .407 cfs 0 100 = 18 .073 cfs 0 10 (125 %) = 16 .759 cfs 0100 (125%) = 22 .591 cfs d 10 = 0 .38 ft d100 = 0.43 ft CALCULATED y= 1.08 ft y= 1.31 ft y= 0 .95 ft y= 1.16 ft y = 0.79 ft y = 0.96 ft '.; :¥¥1, ::: :pill ~~: nrr: ::::::: ::::::::::::,,::::::&¥::::: :::r::::])~~$ rnrnn :::1rn:r: d = depth in curb at given discharge at L = at L = at L = t : :::~t:ifa§) y = weir flow depth i nto curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed port ion is the selected curb inlet length . Sto nn inl et eva luati on.xis 5 ft 6 ft 8 ft ,, :=:aq:rn:: :mac:: SECTION #6 -STORM INLET FLOW 1.D . #5 DRAINAGE AREA T (10 YEAR) 0 10 = 0 10(125 %) = d 10 = 6.096 cfs 7 .620 cfs 0 .29 ft (100 YEAR) 0 100 = 0100 (125%) = d 100 = 8 .218 cfs 10 .273 cfs 0 .32 ft CALCULATED y= 0.64 ft y= 0.78 ft atL= 5 ft :'.t:::;j :e:::: :: :J, :::: P~~: :i:lttl.''':':' =:. ::::::::}:: :: :i :a:r= ? : : : .. P~~~::: .. :::~:.::::.::::::.:::::::::::::·:] :: ::::!f tfa;r n urr ::,:g::::)::f:]~ :r y= y= 0.47 ft y= y= 0 .57 ft at L = 8 ft 0.40 ft 0 .49 ft atL= 10 ft d = depth in curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . l.D. 1#5 DRAINAGE ARE~ (10 YEAR) (100 YEAR) 0 10 = 32 .597 cfs 0 100 = 43.940 cf s 0 10(125 %) = 40 .746 cfs 0 100 (125%) = 54.925 cfs d 10 = 0 .50 ft d 100 = 0 .65 ft CALCULATED y= y= 2 .38 ft at L = y= y= 2 .10 ft at L = = 1 .74 ft at L = d = depth in curb at given discharge y =weir flow depth into curb inlet (max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length . l.D . #7 DRAINAGE AREA X (10 YEAR) (100 YEAR) 13 .832 cfs 36.652 cfs 0 .44 ft 0 .49 ft CALCULATED y= 0 .95 ft y = 0 .60 ft d = depth i n curb at given discharge y = weir flow depth into curb inlet ( max depth = d + 3" for depressed gutter) Note : Grayed portion is the selected curb inlet length. Storm inlet evalu ation.x.l s 5 ft 6 ft 8 ft SECTION #7 EXISTING TxDOT CALCULATIONS I I SECTION #7 -EXISTING TxDOT CALCULATIONS TxDOT#l: (CAPACITY) PER TxDOT DRAINAGE AREA MAP: 0 (1 0) = 0 (5 0) = 0 (100) = 100 cfs 130 cfs 136 cfs POST DEVELOPMENT RUNOFF : Drainage Area 0 (10) 0 (50) D 1 S.S41 20 .064 E 10.970 14 .163 F 13 .634 17 .603 G 16 .S3S 21.42S H 26 .814 34 .619 I 14.36S 18 .S89 TOTAL: 71 .348 92 .236 OK: Q(TxDOT) > Q(POST) 2882-025 Existing Tx DOT Stru ctures .x is 0 (100) 20 .949 14 .788 18 .379 22 .3SS 36 .14S 19 .399 96 .278 TxDOT #2: (CAPACITY) PER TxDOT DRAINAGE AREA MAP : 0 (10) = 0 (50) = 0 (100 ) = 143 cfs 190 cfs 196 cf s POST DEVELOPMENT RUNOFF : Drainage Area 0 (10) 0 (50 ) J 46 .06 3 60 .2 1 1 K 9 .S99 12 .393 L 27 .412 3S .391 M 22 .982 29 .6 72 s 20 .03S 2S .978 T 6.096 7 .87 1 u 13.399 17 .299 v 6 .617 8 .S43 y 16 .S86 21 .4 13 TOTAL: 168 .789 218 .771 NOT OK: Q(TxDOT) < Q (POST) Q(100) 62 .88S 12 .939 36 .9S1 30 .980 27.104 8 .218 18 .062 8 .919 22.3S7 228 .41S SEE FOLLOWING CALCULATION& FOR ACTUAL CAPACITY OF TxDOT ST RUCTURE TxDOT #2 STR UCTURE SUMMARY TABLE Depth Runoff Exit of Year o V eloci ty Pond i ng (cfs) (ft/s ec) (ft) EXISTING TxDOT CONDI TI ONS 10 143 S.96 0 .36 so 190 7 .92 1.47 100 196 8 .17 1 .S3 POST-DEVELOPMENT COND ITIONS 10 168 .789 7 .03 1 .0S so 218 .771 9 .12 1 .76 100 228 .41S 9 .S2 1 .87 OK: PONDING (ALLOWJ > PONDING (REQD ) NOTE: TxDOT BERM IN DOWNSTREAM DITCH OF INLET STRUCTURE W ILL A LLOW A PONDING DEPTH EQUAL TO 2 .60 ft . - EA T FRONTAG RD. 8 let Project Title : S outh Hampton Master Plan c :\projects\00012882-south hampton\2882t2ra.s tm 06/11/98 07:38:46 PM - STRUCTURE: TxDOT2 (TxDOT 10 YR STORM) STATE HWY NO. 6 8 MUNIC IPAL DEVELOPME NT GROUP Haestad M ethods. Inc. 37 Arookside Road W aterbury, CT 06708 (203) 755-1666 - 1-1 8 WE T FRONTA E RD. Project Engineer: Rabon Metcalf S tormCAD v1 .0 P age 1 of 1 - 256 .00 -____ j_ _______ _J_ _______ _J ________ ~,,_.=::::::::::::::::::::=:=::J:FJ:i~n~c~ti~o~n~:~-~~~==~::~==~ leF.--~54 .00 ~-------·~i ..... ~~----~----~ 0+00 LJ.p Jnvert : 244 .79 ft DtilttVert: 244 .50 ft Length : 96 .00 ft Section Size : 6 x 4 ft 1+00 ump : 250 .00 ft im : 54 .40 ft um : 250 .65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 Pipe : P -2 -~----• ... p-lnve . 0:-0H-•----~-------~------~ 244 .00 1+50 On Invert :~ 79 ft 2+50 3+00 3+50 J,.ength : 160.00 ft ~OOBn fSize : 4 x 4 ft MUNICIPAL DEVELOPMENT GROUP Project Title: South Hamr:;ton Master Plan c :lprojects\000\2882-south hampto n\2882t2ra.stm 06/11 /9& 07 :36 :52 PM Haestad M ethods, Inc. 37 Brookside Road W aterbu ry, CT 06708 (203) 755-1666 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC F low Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA} (ft) (m in) (m in) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 143.00 8 .94 254.40 J -1 N IA NIA NIA NIA 0 .15 0 .15 0 .00 0 .00 143.00 10.48 255.00 J -2 NIA NIA NIA NIA 0 .43 0 .43 0 .00 0 .00 143.00 6 .29 251 .50 Outlet NIA NIA NIA NIA 0.69 0 .69 0 .00 0 .00 NIA 5 .96 250.00 Project Titl e : South Ha m pton M aster Plan c :lprojects\00012882-south hampton \2 882t2ra .stm MUNICIPAL DEVELOPME NT GROUP 06/11 /98 07 :37:32 PM Hae stad Met hods , Inc . 37 Brooks ide Road W aterbu ry , CT 06708 (203) 755-1666 Rim Sump Elevation Elevati on (ft) (ft) 254.40 250.65 255.00 250.00 251 .50 244.79 250.00 244.50 Projec t Engin eer : Rabon Metcalf Storm CAD v1 .0 Page 1 of 1 I Pipe Re p ort Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 143.00 81 .00 0 .008025 8 .94 4x4ft 0 .013 163.83 250.65 250.00 254.76 P-2 J-1 J -2 143.00 160.00 0 .032563 9 .71 4x4ft 0.013 330.01 250.00 244.79 253.41 P-3 J-2 Outlet 143.00 96.00 0 .0030 21 6 .12 6x4ft 0 .013 170.26 244.79 244.50 248.58 Project Title : South Hampton Master Plan c :\projects\00012882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP 06/11 /98 07:37:53 PM Haestad Meth ods , Inc . 37 Brooksid e Road W aterbury, CT 06708 (203) 755-1666 Project Engineer : Rabon Metcalf StormCAD v1 .0 Page 1 of 1 -- EA T FRONTAG RD . 8 let Project Title: South Hampton Master Plan c :\projects\00012882-south hampton\2882t2ra.stm 06/11/96 07:40:22 PM - STRUCTURE: TxDOT2 (TxDOT 50 YR STORM) STATE HWY NO. 6 8 MUNICIPAL. DEVELOPMENT GROUP - Haestad M ethods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - 1-1 8 WE T FRONTA E RD . Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 -- - 256 .00 le : _-j254 .00 im : 54.40 ft um : 250 .65 ft 252.00 250 .00 Elevation ft 248 .00 246.00 LIL-------+t---·----Pipe: P -2 ~~~~~~~~~·~p~e~·~P~-3~~-~~~~~~~-~~~~~-~~~p--inve . &:ee-tt-·~~~~~~~~~~~~~~~~~~~~ lJp Invert: 244. 79 ft 1 +00 1 +50 On lnvert:-<i.+.+. 79 ft 244 .00 Dttlrnlert: 244 .50 ft .-uu Length : 96 .00 ft ~= i7~~~~ ~ 4 ft Section Size : 6 x 4 ft 0+00 2+50 3+00 MUNICIPAL DEVELOPMENT GROUP Project Title : South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra .stm 06/11/96 07 :41 :12 PM Haestad M eth ods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 3+50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 Node Report Node Inlet In let Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed {cfs) {ft/s) Elevation (acres) (acres) (min) Time T ime {in/hr) {CIA) {ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 190.00 11 .88 254.40 J-1 NIA NIA NIA NIA 0.11 0 .11 0 .00 0 .00 190.00 11 .88 255.00 J-2 NIA NIA NIA NIA 0 .34 0 .34 0 .00 0 .00 190.00 7.92 251 .50 Outlet NIA NIA NIA NIA 0 .54 0 .54 0 .00 0 .00 NIA 7 .92 250.00 I I I Project Title: South Hampton Master Plan c :\projects \000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP I 06 /11 /98 07:41 :32 PM Haestad Methods , Inc . 37 Brooksid e Road Waterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 254.40 250.65 255.00 250.00 251 .50 244.79 250.00 244.50 Project Eng in eer: Rabon Metca lf StormCAO v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 190.00 81 .00 0 .008025 11 .88 4x4ft 0.013 163.83 250.65 250.00 255.87 P-2 J-1 J-2 190.00 160.00 0 .032563 11 .88 4x4ft 0.013 330.01 250.00 244 .79 254.00 P-3 J-2 Outlet 190.00 96.00 0 .003021 7.92 6x4ft 0 .013 170.26 244.79 244.50 248.86 .• Project Title : South Hampton Master Plan c :\projects\00012882-south hamptonl2882t2ra .stm MUNICIPAL DEVELOPMENT GROUP 06/11 /98 07:41 :55 PM Haestad Methods, Inc. 37 Brookside Road Wa terbury, CT 06708 (203) 755-1666 Project Engineer: Rabon M etcal( StormCAD v1 .0 Page 1 of 1 EA T FRONTAG RD . 8 let Project Title : South Hampton Master Plan c :\projects\000\2882-south hampton\2882t2ra.stm 0 6 /11 /9 8 07:42 :47 PM - STRUCTURE : TxDOT2 (TxDOT 1 00 YR STORM ) STATE HWY NO. 6 8 MUNICIPAL DEVELOPMENT GROUP H aestad M ethod s, Inc . 37 Brooks ide R oad Waterbury, CT 06708 (203 ) 755-1666 1-1 WE T FRONTA E RD . Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0+00 lJP. }rwert: 244 . 79 ft otflttVert: 244 .50 ft Length : 96 .00 ft Section Size : 6 x 4 ft Project Title : South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra.stm 06/11 /98 07 :43 :25 PM 1+00 -- Pipe : P -2 ~~~~~~Hp-tnve .25fr:6AO~ft1--~~---"-~~~~~~~~~~~~~~~ 1+50 On Invert :~ 79 ft Length : 160 .00 ft ~OOBr, fSize : 4 x 4 ft .. 2+50 MUNICIPAL DEVELOPMENT GROUP 3+00 Haestad M eth ods , Inc . 37 Brookside Road W at e rbu ry , CT 06708 (203) 755-1666 256 .00 _-j254 .00 54 .40 ft : 250 .65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3+50 Project Engineer : Rabon M etcalf StormCAD v1 .0 Page 1of1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation E levation Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 196.00 12.25 254.40 254.40 250.65 J-1 NIA NIA NIA NIA 0 .11 0 .11 0 .00 0 .00 196.00 12.25 255.00 255 .00 250.00 J-2 NIA NIA NIA NIA 0 .33 0 .33 0 .00 0 .00 196.00 8.17 251 .50 251 .50 244.7 9 Outlet NIA NIA NIA NIA 0 .52 0 .52 0 .00 0 .00 NIA 8 .17 250.00 250.00 244.50 I Projec t Titl e : South Ha mpton M as ter Plan Pro ject Eng in eer : Rabo n Metc alf c :lprojects\000\2882-so uth hampto n\2882t2 ra.s tm MUNICIPAL DEVE LOPM E N T G RO U P StormCA D v1 .0 06/11 /98 07:43:46 PM Haesta d Met hods, In c . 37 Brooksid e Ro ad W aterbury , CT 06708 (203) 755-1666 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocit y Size (cfs) Invert Invert HGL (ftlft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 196.00 81.00 0.0080 25 12.25 4 x 4 ft 0 .013 163.83 250.65 250 .00 255.93 P-2 J-1 J-2 196.00 160.00 0 .032563 12.25 4x4ft 0 .013 330.01 250.00 244.79 254.00 P-3 J-2 Outlet 196.00 96.00 0.003021 8.17 6x4ft 0 .013 170.26 244.79 244.50 248.88 I P roj ect Title: S o uth Hampton Master Plan Project Engineer: Rabon Metcalf c :lprojec ts\000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11 /98 07:44:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 EA T FRONTAG RD. let Project Title : South Hampton Master Plan c :\projects\000\2882-south hampton\2882t2ra .stm 06/11/9 8 07:45:17 PM - -- STRUCTURE : TxDOT 2 POST DEVELOPMENT 10 YR STORM) STATE HWY NO. 6 8 MUNICIPAL DEVELOPM E NT GROUP Haestad M ethods, Inc . 37 9roo ks ide R oad Wate rbury, CT 06708 (203) 755-1666 1-1 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 o f 1 - le : im : Pipe: P-2 '--~~~~~~~_llJ1~-'-.;:,.,~~~~-"-~~~~~~~--''--~~-~~~p--1nve . e:ee-ft--~-·~~~~~~~~~~~~~~~~~~ l.JP. Jrwert : 244 .79 ft 1 +00 1+50 On lnvert:...n.+.t.79 ft oti llHt ert: 2 44 . 5 0 ft ..:!'l"t1V Length: 96 .00 ft ~= i7~~~~ ~ 4 ft Section S ize: 6 x 4 ft 0 +00 2+50 3 +00 MU N ICI P A L DEVELOPMENT GROUP Project Title : S out h Hampt on M aste r P lan c:\projects\00012882-south hampton\2882t2ra .stm 06/11 /98 07:45 :51 PM Haestad M ethods, Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 256 .00 -1254 .00 54.40 ft : 250 .65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3 +50 Project Engineer: R abon M etcalf S torm C A D v 1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (mi n ) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 168.79 10.55 254.40 J -1 NIA NIA NIA NIA 0 .13 0 .13 0 .00 0.00 16 8 .79 11 .0 7 255.00 J -2 NIA NIA NIA NIA 0 .37 0.37 0 .00 0.00 168.79 7 .32 251 .50 Outlet NIA NIA NIA NIA 0 .60 0 .60 0 .00 0 .00 NIA 7 .03 250.00 I Project Title : S outh Hampton Master Plan c :\projects \00012882-south hamptonl2882t2ra.stm MUNICIPAL DEVELOPMENT GRO U P 06/11 /98 07:46 :15 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 254.40 250.65 255.00 250.00 251 .50 244.79 250.00 244.50 Project Engineer: Rabon Metca lf StormCAD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Sect ion Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 168.79 8 1 .00 0 .0080 25 10.55 4x4ft 0 .013 163.83 250.65 250.00 255.45 P -2 J-1 J-2 168.79 160.00 0 .032563 10.81 4x4ft 0 .013 330.01 250.00 244.79 253.81 P-3 J -2 Outlet 168.79 96.00 0 .0030 21 7 .18 6x4ft 0 .013 170.26 244.79 244.50 248.63 I I I I I I I Project Titl e : South Hampton M aster Plan Projec t Eng inee r : Rabo n Metcalf c :\projects \000\2882-south hampton\2882t2ra .stm MUNI C IPA L D EVE LOPM ENT GROUP Storm CAD v1 .0 I 06/11 /98 07:46 :33 PM Haestad Methods, Inc. 37 Brookside Roa d W aterbury, CT 06708 (203) 755-1666 Page 1 of 1 ---- EA T FRON T AG RD . 8 Project Titl e: South Hampton Master Plan c :\projects\00012882-south hampton\2882t2ra.stm 0 6/11/98 07 :47 :22 PM -- STRUC T URE : TxDOT2 POST DEVELOPM E N T 50 YR STORM) STATE HWY NO . 6 8 -.. M U NIC IPAL DEVELOPMENT GROU P Haestad Methods, Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 - - - 1-1 8 WE T FRONTA E RD . Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 - ~-------·~Jle.:._ ----------- 0+00 ~mt=~~ ~!!:~~ ~ 1 +00 Length : 96 .00 ft Section Size : 6 x 4 ft -- le : Pipe : P-2 ---l::Jp-lnve . 250:00-ft-----· --------~------- 1 +50 On Inv ert :~ 79 ft 2+50 Length: 160 .00 ft ~~ fSize : 4 x 4 ft MUNICIPAL DEVELOPMENT GROUP 3+00 Project Title : South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra.stm 06 /11/g~ 07:47:37 PM Haestad M ethods, Inc . 37 Brookside Road W aterbury , CT 06708 (203) 755-1666 256 .00 -~54 .00 54.40 ft : 250.65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3+50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 2 18 .77 13.67 254.40 254.40 250.65 J-1 N/A N/A N/A N/A 0 .10 0 .10 0 .00 0.00 218.77 13.67 255.00 255.00 250.00 J -2 N/A N/A N/A N/A 0 .29 0 .29 0 .00 0 .00 218.77 9 .12 251 .50 251 .50 244.79 Outlet N/A N/A N/A N/A 0.47 0.47 0 .00 0 .00 N/A 9 .12 250.00 250.00 244.50 I I I Project Title: South Hampton Master Plan Project Engineer: Rabon Metcalf c:lprojects\000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11/98 07:47:57 PM Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) I P-1 1-1 J-1 218.77 81 .00 0.008025 13.67 4 x 4 ft 0 .013 163.83 250.65 250.00 256.16 P-2 J-1 J-2 218.77 160.00 0.032563 13.67 4x4ft 0 .013 330.01 250.00 244.79 254.00 P-3 J-2 Outlet 218.77 96.00 0 .003021 9 .12 6x4ft 0 .013 170.26 244.79 244.50 248.98 I Project Title : South Hampton Master Plan Project Engineer: Rabon Metcalf c:lprojects\000\2882-south hampton\2882t2ra .stm MUNICIPAL DEVELOPMENT GRO UP StormCAD v1 .0 06/11/98 07:48 :13 PM Haestad Methods , Inc . 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Page 1 of 1 - EA T FRONTAG RD. let Project Title: South Hampton Master Plan c :\projects\000\2882-south hampton\2882t2ra.stm 06/11/98 07:48:38 PM - -- STRUCTURE : TxDOT2 POST DEVELOPMENT 100 YR ST RM) STATE HWY NO . 6 B MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road W aterbury , CT 06708 (203) 755-1666 - 1-1 8 WE T FRONTA E RD . Project Engineer: Rabon M etcalf Storm C AD v1 .0 Page 1 of 1 --- 2 +50 3+00 ·pe_:_P-3 Pipe : P -2 ~------·l..JP.~ Invert: 244 .79 ft ·~------~------+-•p-lnve . 25&:00 ft 0+00 otil»Vert: 244 _50 ft 1 +00 1 +50 Dn Invert :~ 79 ft Length : 96 .00 ft ~=if~~~~ ~ 4 ft Section Size : 6 x 4 ft .•. MUNICIPAL DEVELOPMENT GROUP Project Title : South Hampton Master Plan c:\projec ts\00012882-south hamptonl2882t2ra.stm 06/11 /9 & 07 :4 9 :24 PM Hae stad Metho d s, Inc . 37 Brooks ide Road Waterbury, CT 06708 (203) 755-1666 let: im : um - 256 .00 -1254.00 54 .40 ft : 250 .65 ft 252 .00 250 .00 Elevation ft 248 .00 246 .00 244 .00 3+50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation (acres) (acres) (min) Time T ime (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 228.42 14.28 254.40 254.40 250.65 J-1 NIA NIA NIA NIA 0 .09 0 .09 0 .00 0 .00 228.42 14.28 255.00 255.00 250.00 J-2 NIA NIA NIA NI A 0 .28 0 .28 0 .00 0 .00 228.42 9 .52 251 .50 251 .50 244.79 Outlet NIA NIA NIA NIA 0 .45 0 .45 0.00 0 .00 NIA 9 .52 250.00 250.00 244.50 I Project Title : South Ha mpton Master Plan Project Engineer: Rabon Metcalf c :\projects \000\2882-south hampto n\2882t2ra.st m MUNICIPAL DEVELOPMENT G RO U P StormCAO v1 .0 06/11 /98 07:49 :52 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-1 1-1 J-1 228.42 81 .00 0 .008025 14.28 4x4ft 0 .013 163.83 250.65 250 .00 256.26 P-2 J-1 J-2 228.42 160.00 0 .032563 14.28 4x4ft 0 .013 330.01 250.00 244.79 254.00 P-3 J-2 Outlet 228.42 96.00 0 .003021 9 .52 6x4ft 0 .013 170.26 244.79 244.50 249.02 I I I Project Title : South Hampton Master Plan Project Engineer : Rabon Metcalf c:lprojects \000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 06/11 /98 07:50 :10 PM Haestad Methods , In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SECTION #8 STANDARD DETAILS -- -- 6" 15" . _4 -N . . . . 4 . 4 -~ .d., . . -.. ..-.. #4 BAR LONGITUDINAL .. 10 4 / (TYPICAL) ., " .i - 4 • -., --.----1~. 4 .. " <l ., 4 • ~ 4 4 <!3" 4 "' " 4 ~ 4 .. 4 .... 24" 3" GUTTER DRAIN .. TYPICAL CURB &: GUTTER SECTIONS N.T.S. ::::.:: <( a: CD rn rn [\J LO C\J c co -:> c 0 :::;:: 0 ~· .j.J u OJ ml 4 -' OJ cu (_ 4-' Ull rn ml 4-' c O J E OJ > co o_ -(f) LJ Cl LJ -(fl _J ....... <( f-w D -(f) 4-' u OJ 0 (_ 0 / I l - NOTE: FINISH CROWN SHAU. BE 1 • ABOVE T /C. 39'-0" 1 1/2" HMAC JYPICAL STREET SECTION (39' STREET SECTION) - PROPOSED 6' WIDE CONCRCTE SIDEWAU< {BOTH SIDES) SEE DETAIL CONCRETE CURB & GUTIER SEE DETAIL ::E <( 0: CD m m lD ("\J c ro J c 0 ::E ro c_ -.--< D lD [T) CD ru -c 0 I J Cl_ E ro I .c .µ ::J 0 CJ) I ru en en ru ---0 0 Cl -If) .µ u CJ 0 c_ o_ -u GRAD E EXISTING GROUND TO SffiEET 1 • -o· -+--'---' 2·-0· 6" C0t.4PACTEO SUBGRAOE NOJT : FINISli CRO WN SHALL BE SAME ELEVATION AS T/C. 2a·-o· 1 1/2" HMAC TYPICAi, STREET $£CDQN (28' STREET SECTlON) CONCRETE CURB & GUTTER SEE DETAIL I 3 '-0" 18" 3.. F"° -:: .. -. ~.. :-.:i -:-.. --:-~"':";'-----...-1-~~===-. ·!>. · · · ... 4 -~ .. ·. -1--"--· ·,_· ......... ••. l -·. . .·i..~ : . 4. 4 ·"' .. 4 . '~ ·~ .. ·:4-. "'tl" --+--4'*'·.· ..• · .,·~ .... ~'--.··. .d . .• . .... _.•:..,~ .. 4 -~--z ~ ~ .... . : 4 . . . • . . .• · . .d .. . #4 BARS @ 18" O.C. TYPICAL CONCRETE VALLEY GUTIER (CROSS-SECTION) co