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Home My WebLink AboutMaster Drainage PlanJ:~ Consulting . . . SOUTH HAMPTON . · ,, 1 : :PHASES ONE thru· SEVEN . I ·~ I MUNICIPAL , DEVELOPMENT GROUP 2551 TEXAS. AVENUE. SOUTH, STE . A COLLEGE STATION, TEXAS 77840 Ph: (409)693-5359 Fx: (409) 693-4243 . . Engineers ·.Environmental· Surveyors· Planners MASTER 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 ~,, I ~y~ 2551 TEXAS AVENUE. SOUTH, STE. A ~ S ~ ~!I COLLEGE STATION , TEXAS 77840 Ph: (409)693-5359 Fx: (409) 693-4243 Consulting Engineers · Environmental· Surveyors· Planners TABLE OF CONTENTS DRAINAGE REPORT PROJECT SUMMARY ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 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 -STANDARD DETAILS Drainage Report - 2 PROJECT SUMMARY This 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 drainage area with post-development conditions of the development site. III. Curb & Gutter Flow Calculations -Calculations for the depth, velocity and other conditions in the residential streets. IV. 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. Existing 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. ID. 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 IO-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 I 00-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 I 0-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 I 00-year rainfall event. Drainage Report -5 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, ''r' 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 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 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 pnmary 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 & GUTIER FLOW RESULTS MINIMUM 8/8 (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 I Drainage Report -7 CURB & GUTTER FLOW RESULTS MINIMUM B/B (100 YEAR) CHANNEL STREET ID DRAINAGE SLOPE WIDTH DISCHARG CURB DEPTH .O.W. WIDT NO. AREA % ft cfs ft ft 1 B 1.00 11.707 0.35 50 2 E 1.00 14.788 0.50 50 14.788 0.50 60 5 F 0.80 6 H 1.60 7 M 1.40 8 M 1.60 9 p 1.75 10 T 1.00 11 T 1.60 12 u 2.00 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 & 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- 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 I I I ID DRAINAGE NO. AREA 1 c 2 D 3 G 4* I 7 L 8 L 10 Q 11 s 12 v 13 x ID DRAINAGE NO. AREA 1 c 2 D 3 G 4 I 7 L 8 L . 10 Q 11 s 12 v 13 x ID DRAINAGE NO. AREA 4* 1 2 3 8 10 11 12 13 c D G I CHANNEL FLOW RESULTS MINIMUM (25 YEAR) CHANNEL SLOPE DISCHARG VELOCITY IDE SLOPE % cfs ft/sec ft/ft 0.75 26.425 3.33 4 to 1 1.00 17.749 3.36 4 to 1 1.10 49.197 4.49 4 to 1 1.50 96.248 5.96 4 to 1 1.00 84.243 3.38 25 to 1 1.00 84.243 3.47 26 to 1 1.75 8.486 3.44 4 to 1 1.84 22.932 4.50 4 to 1 1.30 37.452 4.46 4 to 1 1.00 9.128 2.61 4 to 1 CHANNEL FLOW RESULTS MINIMUM (100 YEAR) CHANNEL SLOPE DISCHARGE TOTAL DEPTH EASEMENT % cf s ft ft 0.75 32.996 2.03 20 1.00 20.950 1.72 20 1.10 58.092 1.76 20 1.50 113.636 2.14 20 1.00 99.836 1.20 80 1.00 99.836 1.10 90 1.75 10.017 1.34 20 1.84 27.104 1.20 20 1.30 44.421 1.54 20 1.00 10.774 1.49 20 CHANNEL FLOW RESULTS MINIMUM CHANNEL SLOPE % 0.75 1.00 1.10 1.50 PILOT CHANNEL 1/3 (5 yr) DISCHARGE REQUIRED PROVIDED cfs ft ft 5.07 4.06 5.83 5 4 6 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. For TxDOT purposes, the road ditches between the west frontage road and right-of-way line was analyzed at key points. Each key point was analyzed with existing cross- sections and roughness conditions conditions during the 10-year rainfall event. Below is a summary of the results: TxDOT CHANNEL FLOW RESULTS {10-YEAR) APPROX CHANNEL DEPTH ID DRAINAGE SLOPE DISCHARGE VELOCITY TOP WIDTH ACTUAL ALLOW NO. AREA (%) (cfs) tusec) ft) (ft) (ft) 14 (EXIST) N 1.33 123.000 4.96 37.90 1.19 1.5 14 N 1.33 ~ r.ttt 1.5 15 0 1.33 12.738 0.78 2.75 0'6 .c.i50 1 .. 0~ CULVERT FLOW RESULTS (JO-YEAR) APPROX HEADWATER CULVERT NO. TAILWATER DISCHARGE DISTANCE ID DRAINAGE SLOPE BARRELS DIAMETER DISCHARGE DEPTH VELOCITY FROM TIC NO. AREA (% (Each) (in) (cfs) (ft) (tusec) (ft) D 0.51 30 26.510 1.27 2.20 1.72 7 R 1.00 18 10.236 0.94 5.79 8 T 0.50 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 12.740 0.78 7.21 NIA Drainage Report - I 0 I I CULVERT FLOW RESULTS (100-YEAR) ID DRAINAGE FLOW NO. AREA cfs) D 0.000 CARRY-OVER VELOCITY (ft/sec) 0.00 DEPTH (ft) 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 will be discharged into a channel that is 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 c~lculated 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 8 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 22.591 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 Drainage Report -11 I I I I I 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 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. 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 I I I I I SECTION#! DRAINAGE & PHASE STRUCTURE MAPS , ._ . -I -" .. . . . -.. l; " I SECTION#2 DRAINAGE AREA EVALUATION SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area A Drainage Area (AA) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (DA) = Velocity of Runoff 0J A) = Coefficient of Runoff (CA) = **NOTE: Minimum Tc allowed = 1 O min. 1.40 acres 860 ft 1.00 rt"fsec 0.50 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) = 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) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT TqA) = 14.3 min. Rainfall Intensity (1:0 = 5.317 i%r ::11a::m:::::::::::I::wm;:::;::i:::::i:i::[::::;mm:::i:::::::::11s111:::srf:::::::::::;:r; Rainfall Intensity (15) = 6.521 in/hr ::Di1a::i:::1:::::::1:;:1::;:::mm:i1::::::::irn::::i::::;::::::::=:=:'I::11l!i m ili1;::::::::::: Rainfall Intensity (110) = 7.354 in/hr ::r11::1::m:=::m;;;:;:;::m:::m:.:::::::::;1m::::::::=::::::::::::::I::'I::=1f:1a:::srt:i:::::::::: Rainfall Intensity (125) = 8.415 in/hr ::1111::1::::::::-:::·:::::::::::::;::[:::m::,:[::::::;:[::::::::::1:::::::::::::::::::::§;,111:::m :::;;;[:: Rainfall Intensity (150) = 9.530 i%r ::a.11:::::::::::::::::::=1::1::::::::::1m:1::::1.::::::::::::::::::::::::::::::=::::::::1::1~1~1;:::1t!1::::m Rainfall Intensity (1 100) 9.943 in/hr ::1i1::a:::::::::::::I:::::::i[;;;;:::i;[::::l:::::1:::::::::::::::::::::::i=:::·rt~111Im:::::::::[::- I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area B Drainage Area (As) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (Ds) = Velocity of Runoff <Vs) = Coefficient of Runoff (Cs) = **NOTE: Minimum Tc allowed = 10 min. 1.05 acres 280 ft ft 4.00 fsec 0.95 2 YEAR FREQUENCY, RATE 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) = Coefficient (d) = 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) = 89 Coefficient (d) = 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 Evaluation.xis 96 8 RESULT TqsJ = 1.2 min. Rainfall Intensity (12) = 6.327 i%r :11.:a::::::::·:::·:::,::1:::::::::_::::::::::::::::::1::::::::::::::::::::::::::::::::::==@:1::::::=:::::1~111:::1r!:::1:::::::: Rainfall Intensity (Is) = 7.693 in/hr :·~::a:::::-:::::1::::::::::::::::::-:::::::::::::::::::::::1:::::::::::::::::=:::::::::::::::::,:::::::=::::::::::!~zg::::m::::::.r· Rainfall Intensity (110) = 8.635 in/hr · ~~'¥'.· _.,, · ':i:itI:::::::::=1.::1:::::::::::::::::::::::1::::::f::l~§l::::ir~::::::::t:: Rainfall Intensity (12s) = 9.861 in/hr :,11::5 :::]'·:==::::1:::·:,:_:::::::::::::::::::::::::::1.::::1,,::::::::::.:=::::::::::::::::::::1;111:::SI']':::=::::: Rainfall Intensity (Isa) = 11.148 i%r ::11[a::::::,:::=:::::-:;:::::::::::::::::::1.:::::::1:::i,i:::::,:::i:::::i:::::::1:1:~i11:::1r!:,:i:::::,:: Rainfall Intensity (1100) 11 .639 in/hr 11n1=:a::::::::::t:::.:::,:,:::::::::::1::::::::::::::::::=:::·:·:.:·:·:·::._:::::·:-::::::::r::11,~797::::m:::::::=::: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area C Drainage Area (Ac) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (De) = Velocity of Runoff 0Jc) = Coefficient of Runoff (Cc) = **NOTE: Minimum Tc allowed = 1 O min. 2.69 acres 760 ft It 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. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 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) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT Tccq = 12.7 min. Rainfall Intensity (l:i) = 5.660 in/hr =:§i::e,,:,:III:I:::I:::1::::::i1::::::]]m:::::::::::::::::::::::::,:::=::1::z~11:::it~]:::.]: Rainfall Intensity (15) = 6.921 in/hr :l1::a::1:i::::::::::::::::::::::::::::,:::::::::::::::::::::::::::::::::=::1::::::::::::::::::=:::::,::::::i *!11::,m :::-::,::::::::: Rainfall Intensity (110) = 7.791 in/hr ::1i1::a:::::=:_=,::::=:m:::::::::1i::::1:::::1:::::::::::::::1:::::::::::::1:::::1=:118§ii:::1r~::::::::::::::: Rainfall Intensity (125) = 8.909 in/hr ::11::a:::::::::::::::::=:,:::;::::::::::::::::1::::::m:::::::::::::=::::::::::::=:::::=:::=:,:·:::;1g~11::::m·:-=::=;::::::: Rainfall Intensity (150) = 10.084 in/hr ::a::a::::::::::::::,:::::::::::::::::::=:.:::::::::::i1::::::,::::::1&I1::1::r:1i~11:::1r~:I:I::: Rainfall Intensity (1100) 10.523 in/hr ::1;1::a]::·::::::::::.:::::::1::::::::::I:::::::::::::r:::::::::::=:::::,:=::::=::::-:=:1M111:::·m ·:i1:=: I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area D Drainage Area (A0) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (D0) = Velocity of Runoff (V0) = Coefficient of Runoff (C0) = **NOTE: Minimum Tc allowed = 10 min. 3.57 acres 540 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. 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) = 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 Evaluation.xis RESULT Tqo) = 9.0 min. Rainfall Intensity (12) = 6.327 in/hr ::1i.::1,:::[:=:.:,::::.:·:,':t:::=[lI::::_[_:.:r·:::::::::::::::,,::m::: ... :,11·~111:::ir!::::::::=::,::: Rainfall Intensity (15) = 7.693 in/hr ::ru.:::t:::,:,:::_::::.::.:::r::::::,:::::::::::::::::::=::::::::::::::::1::::::::1::::::1::::,:1:1~1i1::::m::::::::::.:_:,: Rainfall Intensity (125) = 9.861 in/hr :1~-ffl:,: ,, .:::::::::::::::::::::,:r:::::r:::i:::::::,:,:::::::::::::':::.:·:-:-:=:=:irt~Iil:::m::':::·:::=:::: Rainfall Intensity (150) = 11.148 in/hr ,R 'e'::.=:=·::[ .:::[::::,:::::::::::::::::::,:::.::::::::::=::1::::::::::'::=::_::11'.~i§l:::!t!,:::::,:,:::::: Rainfall Intensity (1100) 11 .639 in/hr :,sj1':a:,:::=:··=:':,:=:::::::::::.'·:::::::,:.[::.:::1:·:'=:::-:::::::::r:,:.:·::[.:,,,~1.~~1:::m::_:::::::::=:·: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area E Drainage Area (Ai=) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (DJ = Velocity of Runoff (VJ = Coefficient of Runoff (CJ = **NOTE: Minimum Tc allowed = 10 min. 1.40 acres 470 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. 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) = 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) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT TqE) = 2.0 min. Rainfall Intensity (l:i) = 6.327 in/hr ::11.1a::=::::::1]:::::i:::l::::::::::::::]::::::li:::::::::::::::::::;m:m:1:1::1f,11::::£t~i::::::1; Rainfall Intensity (15) = 7.693 in/hr ::11.::m:::::::::::::::.:::::::i:::::::::11:::::rn:::::::::m:11:1:rn:::::::::::::1:::~1~1t1:::m,:i:::::::;: Rainfall Intensity (110) = 8.635 in/hr :·:···:·:-:·:·:·:·:·;·;·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·.·:·:·:·:·:-:·:·:·:·:·:·:·:-:·:·:-:·;·:·:·:-:·:·:·:·:·;·:·:·:·:·:·:·: ··•·•···································•·•·····•···················· :J~~;:;~== .. ::-::-· ... · ·.·:\~'= .. = :::':D;rn;:.\;:::::::;:==:.-,::::=~,::'i:t!P~!itJF:t4!Wfai Rainfall Intensity (125) = 9.861 in/hr ::11::1:=1:,:::::1:.::::,::1:::::r::1::::::::::::m:::::::::::::::::::1r::::::::::::1i~1a:::m:::::=::1::; Rainfall Intensity (150) = 11.148 in/hr 1a::a::::::::;:::::::1:::::;:ir:;111:::1I:i:::::11:1::::I:::::;:11J,111:::£t~::::::]:::1 Rainfall Intensity (1100) 11 .639 in/hr ::1~1::1:::::::[::;::::::::::::::::::1:1::::::;::1::::::::[::::::1::::::I::::::;::11T:u::::m:::::.::::::::i SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area F Drainage Area (AF) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (DF) = Velocity of Runoff 0f F) = Coefficient of Runoff (CF) = **NOTE: Minimum Tc allowed= 10 min. 2.61 acres 700 ft ft 2.00 fsec 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) = 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. 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) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT T C(F) = 5.8 min. Rainfall Intensity (Ii) = 6.327 in/hr ::1l::e,1::::::::::::::;::l:]:::m:::;,:;::::i:::::1:::::::::::::::1:::::::1:1::1::::::::;::::1f,m:::1r~::l:::l' Rainfall Intensity (15) = 7.693 i%r ::g;.;e:::::::::::::::l::::i:::i::::::::::m:::::::::::::::::::m:::::::::::ii:IIllMitJ:::l§::::,:::::ll Rainfall Intensity (110) = 8.635 in/hr ::r-1i:aI::,:=:::,::::::i;:::::::::'::::::::::::::::::::::::::::::::::,:i::i::::::::::::::::::::11~1a'::1r~::::,:::::l Rainfall Intensity (125) = 9.861 in/hr ::11::a::::::::::::::::::;:::::::::::=::::::::::1::::::::::::::::::::::::::::::,:::::::m:m::i11~11:::m,:::::::::::::i Rainfall Intensity (150) = 11 .1 48 in/hr ::11::e:::::::t:::l[:I::::::::::::::;::::::::::::::::::::::::::::::::::::::::::::::::::::::::,:11fli:::i!~]:]:::; Rainfall Intensity (1 100) 11.639 i%r :,su#::a:::::::::;:=:i1::::::::i::::::::i::::::::::=:,:::':'::::::::i::::::i:::::::::::11~11t=::=m=:,:,:::::,] SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area G Drainage Area (Ac;) = TIME OF CONCENTRATION CT,.) GIVEN Maximum Travel Distance (DG) = Velocity of Runoff 0JG) = Coefficient of Runoff (CG) = -NOTE: Minimum Tc allowed = 1 O min. 4.44 acres 850 ft It 1.00 /sec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = Coefficient (d) = 76 8.5 10 YEAR FREQUENCY. RA TE 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. 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) = 2882-025 Drainage Evaluatioruds 96 8 RESULT TC(G) = 14.2 min. Rainfall Intensity (Ii} = 5.349 in/hr ::mirmm::1m;::m;rnm::::::mmm:1ili:::::E::::::::m11:~11:::1r!I1:=:;: Rainfall Intensity (15) = 6.559 in/hr :;11::a1:1I;:::::I:::::::::::::::Im::::::rn:rn;::::::::;:;;::::::m::::;:::11n:::m.t::I:::::: Rainfall Intensity (110) = 7.395 i%r ::mi.i~5:::::i:::::::::m[;:;:i:::::::::::::1=:;:::::::::::::::1:::::::::II:::1:1¥:111:::1r!lI=] Rainfall Intensity (125) = 8.461 i%r ]ll:a::::::::::::::::::::1I1::I1:::::IlIJ[Ilt:::::i::::::i:11,~111:::m::i:::i Rainfall Intensity (150) = 9.582 in/hr :;a::a::;::::::::::::::::1:1;::;::1:1m:::::tm::::i::::::::::::11:::;:::;&1:~11.A:::1r!:1::::::1:: Rainfall Intensity (1100) 9.998 in/hr ::1j1::a::::::rni1::::::;:wm:::::::::::1::::::::::::::11:::::::::::::::::::::11~m:::mm:::::::::: I I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area H Drainage Area (AH) = TIME OF CONCENTRATION CTcl 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. 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) = 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) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT TcCHi= 3.1 min. Rainfall Intensity (12) = 6.327 in/hr ::111a::1m:m::::::m::;:::::::;;:::::::;::I:tm:::]::[:::::I::::::::::::::11&:s.1::1~::[:::[: Rainfall Intensity (1 5) = 7.693 i%r ::m:::1:m:mtm::m::::mrn::::::::m::::::::=::::::::::i::::::::::::::::::::!!~1•:::m::1::::::::::::: Rainfall Intensity (110) = 8.635 i%r 11ii::a::::;:::::::mii:~~1:1::I::;::::::,::::::::::::::::::::::::::::::::::::::::::rn11J,1111::1r~:III Rainfall Intensity (125) = 9.861 in/hr ::11::mt:1;;:m::;::::i::::::::::m:::::::u::::1~1:1:1:::::t:m::::::::19.lff.l::::l!I:::::=:m1 Rainfall Intensity (150) = 11.148 in/hr ;a ::a 1::::::1:::::::::r1;::I::11:1::I1::::::;::::rn::::m:::::::::::::;::::::::::::::;::11J,111:::1.,:::::[:::11 Rainfall Intensity (1 100) 11 .639 in/hr ::111:::::::::::::1::::::rn1:1::::;::::;::::::::::;::::::::::::i:::::::::::::::i::::::::11a1I m ::::::::::::::::; I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area I Drainage Area (A1) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (D1) = Velocity of Runoff (V1) = Coefficient of Runoff (C1) = **NOTE: Minimum Tc allowed = 1 O min. 3.64 acres 750 ft It 1.00 !sec 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, 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, 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 Tq1i= 12.5 min. Rainfall Intensity (I~ = 5.697 in/hr :;11::1:::I1::::::::::::::::;::::::::m:::::1:%::11::;:1:li~~::::::::mill:1::::::ilii:::!elm1:1%im1; Rainfall Intensity (15) = 6.964 in/hr 1:PJ::::~:rwr:1;m:1::::1m::m:::::@::::::1~;:1;:::::::::::;illill:111~11im::1:1:i Rainfall Intensity (110) = 7 .839 i%r mm1::::::::rn:;:m:::::m::::i::::mm:::::::::::m:::m::::::mii:11~m:::14=rn:rn Rainfall Intensity (125) = 8.963 in/hr 111:::::::::;::;:::::::::;;:::::::::::::;;;;m:::;:::::m;;;::::mr;;:::mI:111u:::m ::::::;:::::ili Rainfall Intensity (150) = 10.143 i%r ini11m::;::::;:::::;:;i:ili::::m:r;r;:11rn:;::::::::::1rn::::E:Ioc1~111:::14:;:,::::rn: Rainfall Intensity (1100) 10.585 in/hr lsj1.;1:::rn::I11:1:::1::r;,:;:1m::::::I:::::m:i::::m::::::::=::::::11~1!!:::m::~::1::::::: 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) = Velocity of Runoff (VJ)= Coefficient of Runoff (CJ) = **NOTE: Minimum Tc allowed = 1 O min. 1700 ft ft 1.00 fsec 0.35 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) = 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. 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) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT TqJ) = 28.3 min. Rainfall Intensity (12) = 3.592 i%r ::11::a::::::::::]::::::::I:tl:::::]::::1:::::::::::::::::::::;:;::;:::::::::-;]:::il.kll§:::if!]t]:r Rainfall Intensity (15) = 4.480 i%r ::~::1::::::::::::m::::::::::::::::;:::::::i::::::::ffifil::rnw;1::::::;,::@::::::i::191111:m::,:::::::=L Rainfall Intensity (110) = 5.106 in/hr ::1J1;:1::·::::::,:;::;:::;:::::::::::::::;::;::::::::::::;::::::::::m::;,::::::::;:,::;:::::':,:11~111·:':st!:::::::::':::::: Rainfall Intensity (125) = 5.867 in/hr 111·:1:']::::=::::::::::::::::::::::::::;::::::::1:::::::::::m:::::l::::,:1:::::::::·::::::!i~m:-:'m,:::::::::::·:: Rainfall Intensity (150} = 6.674 in/hr ::a :::.:::=::::::::::::::::r:::::::::1::f:[:::::::::::::::::::1rn:::::;:::::@::::11¥:111::,:st!lI]: Rainfall Intensity (1100) 6.970 in/hr ::1~1::1==:,:::::.::::::::::::::::::::::::::]::=:::::::::::::::::::::::::·:::::1:r::::i::,::§1~11i::::m:::::::::::::: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area K Drainage Area (AK) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (DJ = Velocity of Runoff 0/J = 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) = 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) 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) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT T C(K) = 10.0 min. Rainfall Intensity (I~ = 6.327 in/hr ;1;::5:::=:::i:::i:mm:;:::m:;:::::::Im::::::t_:·:f:I[f::m::::~~111:::1t!:I[f Rainfall Intensity (Is) = 7 .693 i%r ::-.::1::::::::::::::::::::::::::m:::H~:I:1@::::::::1:::::::::::;:::::::::::::::::::::::::;[1~111:::m;:::::::;::::, Rainfall Intensity 010) = 8.635 i%r Ilia:a:=;:::::rn::m:::l1:rn::;:::1:::::::1:::::::::::l=::::::::;::::::::;:::::::l::::m:1f,111:::1!,:::[;::::: Rainfall Intensity 02s) = 9.861 i%r ::11::1:':'::::::::1::::::mmm:::::;rn:::::=::::::::m:=::::::::::::::::::::::::::::11~m:::m:i::::::::::· Rainfall Intensity (ls0) = 11 .148 in/hr ::a::5:::::::::::::i:::::::II@:=::II:t:::::::::tillil:Illil~m:::£t!i.i.i.:::::::::: Rainfall Intensity 0100) 11 .639 in/hr ::1~1::1::::::::::::::::;:::::::::;::::;::;:;:;:::::::;m::::::::t::;:;:::::::]:::;::::"1~111:::m:::::[f: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area L Drainage Area (AJ = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (DJ = Velocity of Runoff (VJ = Coefficient of Runoff (CJ = -NOTE: Minimum Tc allowed = 1 O min. 6.30 acres 1200 ft 2.00 ft/sec 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) = 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) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT Tc(L) = 10.0 min. Rainfall Intensity (Ii) = 6.327 i%r ;m::a•::::r1;::::@:::;;:;:m::::::::::irn::i:::::::;::::=::::::::::::::I:::;:::::&1~11:::ir!:::::::::::::: Rainfall Intensity (15) = 7.693 in/hr ::!l•:arn::::::::::::::::::::irn:::::::::::;::::::::::::::::1:::::::1:;::::::•:::•:::::::1:1m11:::m :,:, •.:::: Rainfall Intensity (110) = 8.635 in/hr ilii::a::;:::•:•::=•;::::••=;:=:::::::::::•::::::::=:::::i•:::::@;::::::::::;::;:••I•ltil~l1,~•,•it!!·i'!•!:J'::::• Rainfall Intensity (125) = 9.861 in/hr ::11::a::•:::i;::::;:::1::::::::::mm:::::::mi:::=::Ii:::::::.:;:::::::::1:::::;::11:~1q,1,::m:.:i:i: Rainfall Intensity (150) = 11.148 in/hr ::a ::a::::[[,[:f;:::mi::::::::::::;;:::::m:::rn:•:::::::•=:::::i::::111=m ::.:ir!i::::1i Rainfall Intensity (1100) 11.639 in/hr ::sjifiiali]•]::::::::::::::'::::;::::::::H::•ItlI::::::::::::I::::::,:•::::11~~!:::,m.::::,:,:•::t SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area M Drainage Area (AM) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (OM) = Velocity of Runoff NM) = Coefficient of Runoff (CM) = **NOTE: Minimum Tc allowed = 1 O min. 2.93 acres 1100 ft It 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. 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) = Coefficient (d) = 0.763 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) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT Tq M) = 4.6 min. Rainfall Intensity (Ii} = 6.327 in/hr ::li::a:mi:;:::::::::::::::::::::::I:I:::::::::::[:::I:::::II::::::I:::::::::ii fii!l'li!!::i:::::::::::: Rainfall Intensity (15) = 7.693 in/hr ::!fi!a::::::::::::::t:::rn:i::::I::::m:::,1==:,:11::::,m:::::::::::::::::,:i1;1111:::m :::::;::::::::: Rainfall Intensity (110) = 8.635 in/hr ::~~::§·.··:::::u:::::::M:::::::::fa::;::::;::i::::::::::::::=:::::::::::::::::::::::~!¥:!!!::::§tf:ii::::: Rainfall Intensity (125) = 9.861 i%r ::11::a::::::::::::::::::::::::::::::::::::::::;::::::::::::::::::::1:::::::::::::::::::::::::::::::::::::~i~m:::m::::::::::::::: Rainfall Intensity (150) = 11 .1 48 in/hr ::g::5:::::::::::::::11::::m:::::i::rn::::::i:i::::::::::::::::I:]t:1;11~:::1?:::::'::::i:: Rainfall Intensity (1100) 11 .639 i%r ::sj1J.ia:,::[:::::::::::1::::::::;;:::::::::m::::::;::=:;:::::=::i::::::::::1:::::111111:::m :::::1:::::: I SECTION #2 -DRAINAGE AREAS EV ALDA TION GENERAL INFORMATION Description: Drainage basin for Area N Drainage Area (AN) = TIME OF CONCENTRATION (TJ GIVEN Maximum Travel Distance (ON) = Velocity of Runoff (VN) = Coefficient of Runoff (CN) = **NOTE: Minimum Tc allowed = 10 min. 1.79 acres 1100 ft ft 2.50 fsec 0.50 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 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. 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) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT T C(N) = 7.3 min. Rainfall Intensity (12) = 6.327 in/hr ::1i::a]· . _::i:.-::::::::.:::,::::::::::i:::,::::::::::::::::::i::::ir-tis~~ii::PI$t::::.::: Rainfall Intensity (15) = 7.693 in/hr ::1~::&1::]]:::11::::::::::::::::::::::::::::::::::;::::;:::: :::::::::::::::::::::::: :,r,:::if:li~lim:::].] Rainfall Intensity (1 10) = 8.635 in/hr ::i~ a:.i-,:::::::::c :u :: :,:._::::::::::::t:·: ::::::::::::::_::.·.: z~~~i :P:r.~::::::::: Rainfall Intensity (1 25) = 9.861 in/hr ]i!M§t:.:: ::=::==::::::=: ::::::::.;.:::::: :: ::: . .:::::::::::1 i!l,!~~:-1#:]·:· .·,: Rainfall Intensity (150) = · 11 .148 in/hr :11::a:_::·:::::·:::::r=:::rJ:t1r:::::::::.::::·:r:::::::::::::::::.:::!!~P:~·:_P.f$rn:m Rainfall Intensity (1100) 11.639 in/hr ::gj~J:&:::·: :rm : : .r:: ':: :r1 : t i:Q'.~sd.J.:::il.L .::: I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description : Drainage basin for Area 0 Drainage Area (A0 ) = TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (D0 ) = Velocity of Runoff 0/o) = Coefficient of Runoff (C0 ) = **NOTE: Minimum Tc allowed = 10 min. 1.09 acres 375 ft ft 2.50 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) = 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) = 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. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT Tqoi = 2.5 min. Rainfall Intensity (Ii) = 6.327 in/hr ::1;.::a:,:,::::I:=::':::::::t::::::m:::::r:I·:=::1::::,:;::.:::::·:=:::::::::::=::1::=:=1~11:,:m::::[f:: Rainfall Intensity (15) = 7.693 in/hr :'g~::ffi::::t:::::f:::::::::::::f:::::::::::::l[f::::::::::::::::t:::::::::,:::,::='::=::::a*ll::::ilt:::t:::: Rainfall Intensity (110) = 8.635 in/hr ::li~::a:::,::::.:·::·:::.:i::::::::::::::::·:' ·t::::::=::,tt:: ·::' =r::.:=:1~f:~::Ef.~tr::, Rainfall Intensity (125) = 9.861 in/hr 1#.~,:ffi·=·:' :: : : =::::::::: !?!t: /: ::=::::::=:: J::: :': l~tU!,:mi: J Rainfall Intensity (150) = 11 .1 48 i%r ::•::a:··: : : , :=:.:::::.:I:::·:::::::::::::.:::.:.'.:::.:.::,:.::\;::: 1~1:11:::·m::::,::·::: Rainfall Intensity (1100) 11 .639 i%r i'§ji ::ffio:::·: ·:·::::::::,:::=:::':'':· ::·:::;::::-::::::::::::::::::::::::::::::::::::1:6]!~::::~·:::::,:.f': I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area P Drainage Area (Ap) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (Op) = Velocity of Runoff 0f p) = Coefficient of Runoff (Cp) = **NOTE: Minimum Tc allowed = 10 min. 5.75 acres 1050 ft 2.00 ft/sec 0.75 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. 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. 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 Evaluation.xis 96 8 RESULT Tc<Pi= 8.8 min. Rainfall Intensity (l:i) = 6.327 in/hr ::1i::a:;i,::.:::::::::m;:::im:rn:m:=r:1m:1;::::;::;::::::::::m:::1111,1:::1•::::1:,::; Rainfall Intensity (15) = 7.693 in/hr :i1~wi::::::::::::::::::::::::::::::;:::::::rn;::1:::::::::::::1::1:Iri::m:::::::::1:r:11s1:1:mJ::;:::::::: Rainfall Intensity (110) = 8.635 i%r ::E.11a:r;:[:::::::::::::m::::::1::::mm1:::;;::i:m:;::;:ill::1::;::::::;;;1,1,],111:::1r!Il:::1:: Rainfall Intensity (125) = 9.861 in/hr ::11::e:::,:::::::,::::::::rn::;m:::::::::::::::::::::;:m:::::~:;11111I1::nJ.11J:::m::::::::::::·:::, Rainfall Intensity (150) = 11 .148 in/hr ::11::a::::::i@:::::r11r111::1m::rn:::1i:i:rn:r1=::I:1::11~11;:::1r•1:::::1 Rainfall Intensity {1100) 11 .639 in/hr ::1 i 1 ::5::::::::::::i:::::::::::]m:::m:i1rn:::::::1::::::::::::::::::::::::::::111111:::,m:::::111 SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area Q Drainage Area (Ac;J = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (Dc;J = Velocity of Runoff 0/c:J = Coefficient of Runoff (Cc;J = **NOTE: Minimum Tc allowed = 10 min. 1.73 acres 620 ft 1.00 ~"/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) = 0.785 Coefficient (b) = 76 Coefficient (d) = 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) = 89 Coefficient (d) = 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) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT Tqa) = 10.3 min. Rainfall Intensity (Ii) = 6.234 in/hr ;11:5:::::1::::::[1:::::::::::::::1:1::::::::::::1:::1.m::::::::.:_:::::::::=:::::::=:::1},111:::1r.$:::::::::::::::· Rainfall Intensity (15) = 7.586 in/hr ::K1::1:::::::::::::::::::=::::::::1:m::::1:rn:::::::1:::::::::::1::i:::::;Im::::1~111::::m:;,:,::1:: Rainfall Intensity (110) = 8.518 in/hr ::Qi1::5:::::1::1:::::::::;::1:::::1::::::::::::::.::::::::::::::::1:::::::::::::::::::::=::::·tt},lili!Pf!::::::·:::::::: Rainfall Intensity (1 25) = 9.730 i%r ::11::1f;::::::;::::::::::::::::::::::::]:::::::i:[::::::1:::::::::::::::::::::::::::::::::::1:11 1!::::m ::::::::::::::i Rainfall Intensity (1 50) = 11 .000 i%r ::a.::5::::::::::=::::::::::::::::::::::::::::::::::::::::1::::::[::1:::::1::::::::[:::::,[:ilflfi:::it!=i::::[:.:: Rainfall Intensity (1 100) 11 .484 in/hr ::sj1::1rn::::::::::::i1::::i1::::1:::::::::1::::l::::::::::::::::::11:1:1~111::::m:::::::[::: I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area R Drainage Area (AR) = TIME OF CONCENTRATION (Tel 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 lsec 0.50 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = Coefficient (d) = 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.785 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. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT TqR) = 14.0 min. Rainfall Intensity (1:0 = 5.382 in/hr ::~;:e::::::::::::::::::::::::::::::::::::::::::l::::::::i::::::::::1;::::::i::::::,::m:::1:;1;.111:::11t:::::::::::::::: Rainfall Intensity (15) = 6.597 in/hr ::1:.]!:::r::[::::i::::m::::.::::m:::::::::::::::::::::::::i::::m:rn::im:::::::1+.11imtm:::::· Rainfall Intensity (110) = 7 .437 in/hr ::~1::eI::1::::::::::::::i:tI[::::i:::::i::'t:::i::::1::i::::::a:181~:::11t:::. ·:.;:::: Rainfall Intensity (125) = 8.508 i%r ::11::a::::::::::::::::::::::::::::::;::::::i:::::::::::::::::;:i:::::;:::::1i::::::;::::::11,~11:1:::::m.:·:.:::::::: Rainfall Intensity (150) = 9.635 in/hr ::a1a:1I::;::::::::::::::::::;:::r:::::::::rnn::::::::::::m::m:::i~;::11~111::::11t:::=::i::::: Rainfall Intensity (1100) 10.053 in/hr :;1.j1::a:::::::::::::;::;:::::::::::::::i:::::i,::;::11.:::::'tt:::::.:i::::::a11f.11::::m i',::::::::: SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area S Drainage Area (AR) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (Ds) = Velocity of Runoff (V 5) = Coefficient of Runoff (Cs) = -NOTE: Minimum Tc allowed= 10 min. 5.52 acres 900 ft . ft 1.00 !sec 0.50 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) = 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) = 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) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT Tqsi= 15.0 min. Rainfall Intensity (l:i) = 5.192 i%r ;11::e:m:::::;::::::;r;::mm::::::::::::mrn1:=:::::H:::;::::::::m;::::::;11i,111::::1'~:::::=:::::::;= Rainfall Intensity (15) = 6.376 in/hr ::ro.1:::imrn:1m;:::II::;::::::Irn::::::::::;;1::1:m:1:::;::::::::::11l111::1:mI::::::::m Rainfall Intensity (110) = 7 .194 i%r [fliiem::;:;;:::::~mI::;;::1::m::m:l@::::::::1:::u:::::=::11~111:11t!:I::m:: Rainfall Intensity (125) = 8.234 in/hr :~11:::::::rnmm::::mrn:mtII:::::m::1::::::::::::I:I:1~m:::m;m::::::::i Rainfall Intensity (150) = 9.328 in/hr ::11:~1,;m:::;:rn:I:::::;:::::;;m:::::m;;:::::::;:::rn:::::I:::::::::::JJ!*itl:~1~;::;;m::i Rainfall Intensity (1100) 9.732 in/hr ::1i11:5:::::;::::;:::::;:]::::rn::::::;:;::t::::m;:::m:::::;::::::::::::::::,1~ia::m::::::]J I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area T Drainage Area (AT) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (~) = Velocity of Runoff (VT) = Coefficient of Runoff (~) = -NOTE: Minimum Tc allowed = 1 O min. 0.78 acres 400 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. 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) = 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) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT T C(T) = 1.7 min. Rainfall Intensity (l:i) = 6.327 in/hr ::r1::e:mrn:::::I1I1::~~;;::Irnr;:=:i1:::::I:I:III:f :tl1=tlli]fti::::::::::::,:: Rainfall Intensity (15) = 7.693 in/hr ::~::e:::::::::::1:::::::::I::::1::::::::::::1:::[;::11:::::::::::m::::;:::;:;,::::::::1111::::m::::::::::1; Rainfall Intensity (110) = 8.635 i%r !(~i::a::::::::::::::::m:::mrn1rnrn:::1:I::::::1::::::::::::;::::;::::;:H:::::1~@~:::st!l'I::rn·:: Rainfall Intensity (125) = 9.861 in/hr ::111:::::::i:1:::::i::::1::::1:i:::I::1;::::1:::::rnm:::::::;::::::u~~11]m::m:r:: Rainfall Intensity (150) = 11 .148 in/hr ;a::e;:::::::::::1:::::1:::::::;:::::1ri::::::i:::rn1:m::::::::::::::rn::::::::::::::1~111::::s!!l::::::1:r== Rainfall Intensity (1100) 11.639 in/hr ::s.11::::1r:::::::::::::::;:1::::::irn:~:::::::::::::m:::m::i:::1:1·::::1~iJ1::::m:::;::::]l SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area U Drainage Area (Au) = TIME OF CONCENTRATION CTcl 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 4.00 ft/sec 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) = 0.785 Coefficient (b) = Coefficient (d) = 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) = 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) = Coefficient (b) = Coefficient (d) = 2882--025 Drainage Evaluation.xis 0.73 96 8 RESULT Tccui = 3.8 min. Rainfall Intensity (Ii} = 6.327 in/hr ::~:,5;:::;::::;::::::=:1::,:::::::::::::::::::l::::::::::::::::::l:::::::::::::::::::::1;::::::::::1~§J.ltit!i[!l:::: Rainfall Intensity (15) = 7.693 i%r ::~::a:::::::::::::::::::.::::;:::::::::::::::::ll:;;:::::::::::]:::::::::m:::::::::;rn:::11]!i!:::m1::::=:=::;:1 Rainfall Intensity (110) = 8.635 in/hr ::~i1:5:::::::::::::::::::::::::::::::11::::::::::::::::::::::i::::::::::::::::::::::::::::::::::::::i1:1~m11t!:::::i::::: Rainfall Intensity (125) = 9.861 i%r ::1~::~rn:::,:=:;::::i.::::m::::::::::::::i::@::,:.::::::::::::t:::::::::::::::::::\1:1f.1m:::m.t.::::] Rainfall Intensity (150) = 11.148 in/hr ::a.1:::::::::::::::::::m:::::::::::::::::::;::1::::::::::::t::::::::::m:m:m::::1zf:m :::1t!1:1::;: Rainfall Intensity (1100) 11.639 in/hr :=sj1:::{:::::::::]::::::1::::::::::::::1I:::::::1::i::1:::i::::m::::::::::11~11g::,m:::::::::::::::: I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area V Drainage Area (Av) = TIME OF CONCENTRATION CTc> GIVEN Maximum Travel Distance (Dv) = Velocity of Runoff (Vv) = Coefficient of Runoff (Cv) = -NOTE: Minimum Tc allowed = 1 O min. 1.52 acres 250 ft ft 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. 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) = 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. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 2882-025 Drainage Evaluation.xis RESULT TcM= 4.2 min. Rainfall Intensity (Ii) = 6.327 in/hr ::1i.::a::::::,:.:,::·::;:::=:::::::::::::::::::::::::::::::::::::::::::::::::::[:::::::::::::::::::::::::::::::::::11=m ·::P:rt,':::::::::::::: Rainfall Intensity (15) = 7.693 in/hr ;11::a:1::::1:::::::::::::::::::::::i::::::::::::::1::::::::::::::::::::::::::;1::::::ii::::::1~11J:::m:;::::;::::::1 Rainfall Intensity (110) = 8.635 i%r ::~ij::a:::::::::1::::::,::::;:=:::::::.:::::::::::::.::,:::::=:-:::::::::::::::::::::::::::::::::::::::::::=:::1~11z·=1r!i::,:::::::::_::: Rainfall Intensity (125) = 9.861 in/hr ::11::a:::::=:::,::::::::::::1::::::::,::::m::::::::::::::::::::::::i::;:::::::::::::::1:::ili::::::::~B1:=::m:::::::::::::::: Rainfall Intensity (150) = 11.148 in/hr ::a::a:::::r:::::::1:::::[:[::::::::::::1::::::::::::::::::::;:=:::1:::::I::::::1::::::::=:::1~11:::sr~:::::::::=::::: Rainfall Intensity (1100) 11 .639 in/hr ::sj~::a:::::::i:::1:::1::1:::[::::::::::::::::'::::::::::::::::::::::::::::::::::;::::::::::1~111:::m::::::'::::::::: I I I I I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area W Drainage Area (Aw)= 2.94 acres TIME OF CONCEJ':'TRATION CL) GIVEN Maximum Travel Distance (Ow) = Velocity of Runoff (Vw) = Coefficient of Runoff (Cw) = **NOTE: Minimum Tc allowed = 10 min. 880 ft 2.00 ft/sec 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) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = Coefficient (d) = 98 8.5 100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT Tc(W) = 7.3 min. Rainfall Intensity (l:i} = 6.327 in;hr ::m;5:::mrn:::1:::::::::::::f:rn::::~:I1m:::::1[:m::::::::I::::::11],1i1:::1r![:::::i: Rainfall Intensity (15) = 7.693 in;hr ;11::a:I[::']:]::@ili::':I::;::::::::::::::::::m::::::::::::::1:::::::::::111:z~111:::m:::::::::r:i Rainfall Intensity (110) = 8.635 in;hr ::~1;5:::;::::::::::::::::I::::::::m;;;::i:;:::::::':::::::11:::::::::rn:::,;::::11~1!:111r•::::::.:::::::: Rainfall Intensity (125) = 9.861 in;hr ::a1a::::::1:::::::::::::::::::::mm::::::::::::i::::::::I:i:::::::m:::::::::f:1:~111:m::::::::,:::::::· Rainfall Intensity (150) = 11 .148 in;hr ::a ::e:::::::t:::::::1::::1::::::::1::::::m:1::;:::::::::::1:::::::i::]:::::::111=z11:::1r!::::i:::::: Rainfall Intensity (1100) 11.639 in;hr ::1l1::5:;:::::::::::;::::::::::1::::::::m:i:::::::::::::::::i::::::::::::,:;:::::::::::a§~111::::m::.:::::::1: I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area X Drainage Area (Ax) = TIME OF CONCENTRATION CTJ 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 /sec 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. 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) = 0.754 Coefficient (b) = Coefficient (d) = 89 8.5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = Coefficient {d) = 98 8.5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 96 8 RESULT T C(X) = 3.3 min. Rainfall Intensity (10 = 6.327 in/hr ::11::a:::::::::::::::::::::::::::::=:;:::~:::::::I::::::I::=:::::::::::::;;:::::::::::I:::::;:::=::;:::::§f,ifiJit~ill:II::: Rainfall Intensity (15) = 7.693 i%r ::t1&i:1:::::::::::::::::m::::iI:::::::::::::m::::::::::::::::::i::i::i::::::::@:::::::~~1:11:::m::;:::=::::::i Rainfall Intensity (110) = 8.635 i%r ::~1::a11=r::;::::::::::::::::::::::::::::=:::::::::::::=:=:::::::::::=::1~::::=1=i:::::::::::~~!11;::1r~:::::::I:::= Rainfall Intensity (125) = 9.861 in/hr ;11::1::::::::::i:::::::mm:::::::::::::::::::::::i:::::;:::::::::::1:::::;::::::::::::::::::::::::!~1:1::::m:1:::.=_:=: Rainfall Intensity (150) = 11.148 i%r ::m::aJ]::I:::::::I:::::I:t::I:::l:II:lII:::::::::::::::;::I1:1~111:::1r~:::::;::::::::: Rainfall Intensity (1100) 11.639 i%r ::1;1::rrn:::::::::::::::::t:::::rn::::::::::::::::::;;;::::::::::::;::1::::m::1:::::11~11:1:::m1::::::::m I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area Y Drainage Area (Ay) = TIME OF CONCENTRATION CTcl GIVEN Maximum Travel Distance (Dy) = Velocity of Runoff 0Jy) = Coefficient of Runoff (Cy) = -NOTE: Minimum Tc allowed = 1 O min. 2.54 acres 1050 ft ft 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) = 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) = 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, RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 2882-025 Drainage Evaluation.xis 0.73 96 8 RESULT TcM= 8.8 min. Rainfall Intensity (Ii) = 6.327 i%r 1r1::5:::::::::::::::1::::::::::=::::::::::::::::::;m1]:::::,:·:,f::=:.:=:::::::::::=:::::::l:1~~1:~~:::P:r!::::,:.::-.:: Rainfall Intensity (15) = 7.693 in/hr ::~::a::::::i:::::::t::::i:::::::::::::::::::::::::::::::i:::::::::::::::I::::::::::::::::i!mirl:li:::~=f ::::: Rainfall Intensity (110) = 8.635 in/hr ::sw'~fa::=::t:=:itfa:(:tt' ::::::=:::::::::::::::::::::::::f:.:::~~~§.1=:¢f!;:::::::::: Rainfall Intensity (125) = 9.861 in/hr :=•::e:::::::::11::::::::=:::::::.::::::::::::::::::r::::::::::,:::.:::::::::::::::::::::::::]:j·1~m::::m:::::::::r:: Rainfall Intensity (150) = 11 .148 in/hr ::a:.a::;:::::::::::::::::.:[:,:::::::::.:::::::::::::::::,:::::::::::=:=::::::1=:::::::::,::::1&1:~11~:=:f:r¥:,::::==[ Rainfall Intensity (1100) 11.639 in/hr =aji,:m:::::':.:·::=::==:::::::v:·::=-:-:-:::==.::=:=::::=:r=,,=:=-:.,::,:.1::1f :=11~1?:,::m::::::::::·: I I SECTION #2 -DRAINAGE AREAS EVALUATION GENERAL INFORMATION Description: Drainage basin for Area Z Drainage Area (A-z) = TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (D-z) = Velocity of Runoff (V-z) = Coefficient of Runoff (C-z) = -NOTE: Minimum Tc 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) = 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. 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) = 2882-025 Drainage Evaluation.xis 96 8 RESULT Tcczi= 1.7 min. Rainfall Intensity (Ii) = , 6.327 in/hr ::m ::e:I:::;::::::=:=:::::::::::::::::::::::::::;::::,:=:::::::::::::::,:::::::::::::::::::::::::::::::::::::::,:::1,},m :=:1t!::::·:::·:=·:: Rainfall Intensity (1 5) = 7.693 in/hr ::-.:\5:::;:::::::::::::::::1::::]f::::::::::,:]:::11:::11f]I::I:::::,:::l1~111::::m::,:,:::::::,::: Rainfall Intensity (110) = 8.635 in/hr ::1~ta·::::j:_:,::::::*::::1:::=l:::::::::::l:::;=:::l:::,:::::::::::m:::::::_:]::11=ii1:::1t!::=:-::: Rainfall Intensity (125) = 9.861 i%r :=11·:1:::::::::::::,::t]trn:::;:1::::::::·::=::::::::::::::::=:,:::::::::::::=:]:::::::::.1~111:::m;:::·:m:: Rainfall Intensity (150) = 11.148 in/hr ::B.::5::::::::::::::::::::::::::::1r:i:::::::::1::]:::::::1:::::::::]:::]::::::1::::1},1,a:,:1t!::::·:::,:::,:: Rainfall Intensity (1 100) 11.639 in/hr ::1;1::1:.;:::=:::::::::]I:::::::::::::=:::::::::::::::,]:::],:::::-:::::::::::::::::::::::,::::::1~11::=m=i::::::::: I I I I I I I I I I I I I I I I I I I SECTION#3 CURB & GUTTER FLOW CALCULATIONS -- 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 ra.fm2 l.D. #1 (AREA 8)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.0000 % 294.81 ft 8.685 cfs 296. £ 295.8 '-"295.6 I I I I I I I I I I c 295.4 .Q 295.2 ro 295.o ~ 294.8 ---,---------r--------,---------r--------,---------r--------,---------r--------,---------, ---------~--------~---------~--------~---------~--------~---------~--------~---------! I I I I I I I I I -----r--------,---------r--------,---------r--------,---------r--------,--------- --------~-------~--------~---------L--•-----~---------L--------~---------L--------~--1 I I I --------;---------, -------.--------,-------- --- - -1 ------ - - -, -------~---------L --------~ ---------' I I I w 294.6 --------.---------.-' --r --- - - - --., - - - - - - - --1 294.4'--~~~~L-~~~~..L.-~~~~_._~~~~-'-~~~~--'-~~~~_._~~~~......_~~~~-'-~~~~-'-~~~~~ 0.0 5 .0 10.0 Notes: Collects Runoff from Drainage Basisn: B Discharges into Drainage Basin: C Discharges into Structure Type: Open Channel 15.0 20.0 25.0 Station (ft) Municipal Development Group 30.0 35.0 02/19/98 08:37:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, 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)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation lnpu~ Data Channel Slope 1.0000 % Elevation range: 294.50 ft to 296.00 ft. Station (ft} Elevation (ft) 0.00 296.00 11 .00 11 .50 11 .50 25.00 38.50 38.50 39.00 50.00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 295.00 295.00 294.50 295.00 294.50 295.00 295.00 295.25 8.685 cfs 0.013 294.81 2.67 17.63 16.99 0.31 294.86 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 W aterbury, 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 ra.fm2 1.D. #1 (AREA 8)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.013 1.0000 % 294.85 ft 11 .707 cfs - 296. £ 295.8 .__, 295.6 I I I I I I I I I I c 295.4 .Q 295.2 -ro 295.o ---,---------.--------,---------,--------,---------,--------,---------,--------,---------, ---------L.--------.1---------L.--------.1---------L.--------.1------~--L.--------.1---------1 I I I I I I I I I -----,--------,---------,---------,---------.--------,---------.--------,-----------------.1-------l..--------.1---------L.--------.l---------l..--------.l---------L.--------.l--I I I I I I I I --------,---------. ------,---------.-------------.--------,-------------, ---------, Q)> 294.8 -- ------.1---------L. -I I ------,-y----I -------~----------"'""#-,--------L. --------.1 --------_, I I I w 294.6 --------,---------.----------;--------,---------;----------· --------, ---------, 294.4'--~~~~'--~~~~......_~~~~-'-~~~~-'-~~~~_._~~~~~~~~~-'-~~~~-'-~~~~-'-~~~~-' 0.0 5 .0 10.0 Notes: Collects Runoff from Drainage Basisn: B Discharges into Drainage Basin: C Discharges into Structure Type: Open Channel 15.0 20.0 25.0 Station (ft) Municipal Development Group 30.0 35.0 02/19/98 08:37:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 40.0 45.0 50.0 FlowMaster v5.07 Page 1of1 I I I I 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 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 Wft Velocity 3.50 Ws 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 W aterbury, 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 Worksheet 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 ffl 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 1°2:50:44 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 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 re. 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 W aterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 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 re. 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 1 08:26:49 AM Municipal Development Group 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 #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 Southwest Side of Wayfaer Lane. Municipal Development Group 07/01/98 08:27:20AM 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. #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 Wft 4.33 Ws 0.29 ft 0.77 ft 1.55 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. Municipal Development Group 06109198 03:00:35 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 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. 06109198 03:01:39 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I SECTION #3 -CURB & GUTTER FLOW Worksheet for Triangular Channel 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: 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 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 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. #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. Municipal Development Group 06109198 03:12:25 PM 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 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 ra.fm2 l.D. #5 {AREA F){100 YR) Triangular Channel Manning's Formula Channel Deeth 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 02119/98 09:51 :12 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.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. #Q (AREA H)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope 0.013 1.6000 % 295.63 ft 26.814 cfs Water Surface Elevation Discharge £ 295.9 '-"295.8 c 295.7 g 295.6 t1l 295.5 I - - - - - --1---- - - --1-"-----P--~'-..P..----...... --_____ -1-______ -1-r I I -- - - - --1-- --- - --1- -- (!)> 295.4 - - - - - --1-- --- - --1----~-------~-------~-------i-------L----1 I w 295.3 - -- ----1------ --1-- 1 I I I I -,-------,-------,-------;-------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 Channel 20.0 25.0 30.0 Station (ft) Municipal Development Group 35.0 40.0 06/11 /98 11:23:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 45.0 50.0 55.0 60.0 FlowMaster v5.07 Page 1 of 1 I I Project Description Project File Worksheet 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. tlf) (AREA H)(10 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 26 .. 814 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 295.63 ft Flow Area 5.65 ft2 Wetted Perimeter 30.05 ft Top Width 29.50 ft Height 0.38 ft Critical Depth 295.75 ft 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 06/11198 11 :24:06AM 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 l.D. '#6 (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 - - ' ' I I I I I I I I I I -- e 295.9 '-' 295.8 -------~-------,-------,-------,-------1-------y-------r-------r-------r------- -1 ------~-------~-------~-------.. -------+-------·-------~-------~ - c:: 295. 7 l-------:------~~--.......... --~,.,,,_~-~-11 '!'-~ ...... ili:~ .................. 4,.i~-..... -.--.. ---.,4!.~-..... -.--.--.. ----1 r - - - - - --:-- - - - - - -: .Q 295.6 - ------I--- -- - --1-_______ _. ______ _ i 295.5 -------~------~------~-------4-------+-----~ 295.4 - - - ----:-- - - - - --:-- --~ - --- - - -~ - - - - - - -~ - - - - - - -7 -------; ---- LiJ 295.3 -------i--------1---,-------,-------,--------y-------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 Channel 20.0 25.0 30.0 Station (ft) Municipal Development Group 35.0 40.0 06/11/98 11 :24:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 45.0 50.0 55.0 60.0 FlowMaster v5.07 Page 1 of 1 I I I Project Description Project File Worksheet 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. '116 (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 Discharae 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 tuft Velocity 5.11 tus 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 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 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 I I I I --- 2275.9 -------~-------~-------~-------~-------4 -------+-------+-------~-------~-------~-------~275 .8 ~-------~-------~-------~-------~-------~-------~-------~-------~-------c 275.7 -------:--------,--,-------:-------- .Q 275.6 ------_, __ - ---__ ,_I-!-~~~~~~~~~~~~~'.:":: -~-------~-------: ro 275.5 -------:--------:--r-------r-------1 ~ 275.4 -------:--------:----~-------~-------~-------~-------~-----~-------~-------: m 275.3 -------r------,---,-------,-------,-------,-------r-------r-------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) Municipal Development Group 35.0 40.0 06/11/98 11 :26:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 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. #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 10.50 275.75 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 275.75 275.25 275.75 275.25 275.75 275.75 275.80 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 W aterbury, 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. #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 e 275.9 '-' 275.8 c 275.7 .Q 275.6 ~ 275.5 I I I I I I I I I I I -------~-------,-------,-------,-------,-------y-------r-------r-------r-------r------- -1-------J-------J-------J-------~-------•-------•-------~-------L-------I I I I I I I -------~------~------------------------------------r-------r-------1 -- -----1--------1--------~--------L. - - - --- -~ -- - - ---1 1 I 1 I I I I I -- -----i---- - - --i------,-------,-------,------ r ------- r -------1 ;;"; 275.4 -- -----1------ --1- "' I I ill 275.3 -- -----1---- - - --i-- ___ J _______ J-------~-------•-------•----I I I I I -;-------,-------1-------1-------1-------T-------r--L-------L-------1 I I I --r-------r-------1 275 .2'--~~~.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) Municipal Development Group 35.0 40.0 45.0 50.0 55.0 60.0 11 :27:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (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. #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 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 30.980 cfs 0.013 275.67 6.62 32.58 31.73 0.42 275.79 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 11:28:00 AM Haestad Methods, Inc. 37 Brookside Road W aterbury, 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 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 . . . . . . £265.9 ------~-------------~------------~-------------~------------~-------------! ---------: .__, 265.8 -I - - - - - - - - - - - --1-- - - - - - - - - - - --1-- - - - - - - - - -- -" - - - - --- - - - - -_,_ -- - - - - -.. - - -- - - - - - ----1 C:: 265. 7 I I y ____________ +-__________ --: .Q 265.6 I ...,.,,_ ___ ~----~-="'=------1----_-::_~----~~----1-I-------------.l-- --------- --I i 265.5 ------------,------------~------------~-------------+-------------: ~ 265.4 - --- - - - - --- -~ ----~ - - - --- - -- - - -~ ------- ------T ----:-------------~ -------------: m 265.3 ------------,---------r------------,-------------r---------~-------------y-------------, 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 Station 40.0 (ft) Municipal Development Group 50.0 06/11 /98 11 :29:23 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 70.0 FlowMaster v5.07 Page 1 of1 06/11/98 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. #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 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 rc.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 t o I t o I I I I I I I E' 265.9 .._, 265.8 ------,-------------r------------,-------------r------------~-----------------------, c 265.7 .Q 265.6 10 265.5 ~ 265.4 w 265.3 -I - - --- - -- -- - - -I-- - - --- - - --- -...j - - - - - - --- --- -l. ---- -- --- - - -_,_ --- - - - -J. -- - - - --- - - --_, I I I 1-----~~-------------~-.. -... ------------,-------------r - - - - - - -- -- - --, ~-------------.1.-------------1 I I I -,--- ------- -- -T -- - - - - - - - - - --, ---L------- -----.J--------- ----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 : 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 :30:30AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 70.0 FlowMaster v5.07 Page 1 of1 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. #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 11 :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 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)(10 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.013 1.7500 % 261.68 ft 37.553 cfs Water Surface Elevation Discharge I f I I I I I I I I I I E' 261 .9 ........ 261 .8 c 261.7 .Q 261.6 iii 261 .5 ~ 261.4 w 261 .3 ------,-------------r------------,-------------r------------~-----------------------, ~-------------L------------~-------------L------------~--------~-------------! I I I I -,-~-------------y-------------, ~-------------~-------------' I I I ,-------------y-------------, ---L------------~-------------L---~-------------~-------------! I I I I I I --------r------------,-------------r---------,-------------y-------------, 261 .2L-~~~~~~.....__~~~~~~-'-~~~~~~__.~~~~~~~'--~~~~~~_,_~~~~~~_,_~~~~~~-' 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 08:44:44AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 70.0 FlowMaster v5.07 Page 1 of 1 I I I I 06/10/98 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 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 .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 I 08:45:06 AM 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 rc.fm2 l.D. #9 (AREA P)(100 YR) Irregular Channel M~nning'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 0 I I I I I I I I I e 261 .s ........ 261 .8 c: 261 .7 .Q 261 .6 10 261 .5 ~ 261 .4 iii 261 .3 - - - - - -1 - - - - - - - - --- - -I--- -- - - - -- - - --, -- -- -- --- - - - -T - - - --- --- - - --,-- - - - - - - - - - - ---- - -- - - -, -I - - - - - - --- - - - - - - - - - - - - - -.J-- - - - - - - - ----- - - - - - - - - - -_,_ -- - - - - -.I. - - - - - - - - - - - --1 I I ~-------------y-------------, ~-------------.1.-------------1 I I I ~-------------,-------------, - --L. - - - - - - - - - - - -... _ - --- - - - - - - - -I.. - - -_,_ - - - - - - - - - - - -.I. - - - - - - - - --- -_, I I I I I I - - - - - - - - r - - - - - - - - - - - -1-- - - - - - - - - - - -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 08:45:49AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 70.0 FlowMaster v5.07 Page 1 of1 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)(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 06/10/98 08:46:10 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 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 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 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 06/10198 09:03:28AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 06/10/98 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 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 re. fm2 l.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 1 09:13:19AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7SS-°1666 FlowMaster v5.07 Page 1 of 1 06/10/98 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 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 re. 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 , 09:13:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowM.aster 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 Slop~ 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 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. #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 w 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. Municipal Development Group 06/10/98 1 09:57:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I I 06/10/98 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 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 1 10:02:08 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. #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 1 10:05:22 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road W aterbury, 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. #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 10:08:35AM 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. #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. 06/10/98 10:09:19 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 06/10/98 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 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 re . fm2 1.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 1 1 0:09:55 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 1.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 Windrift Cove. Municipal Development Group 06/10/98 10:10:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1of1 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. #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 Wft 3.28 Ws 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 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 Wft 3.54 Ws 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. 10/98 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 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. #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. 06/10/98 10:16:31 AM Municipal Development Group 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. #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 1 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 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. #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 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. #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 Discharges into Drainage Basin: W Discharges into Structure Type: Curb & Gutter Runoff on West Side of Beacon. Municipal Development Group l/10/98 l:21 :34AM 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 R~sults 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 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. #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 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. I I 06/10/98 r 0:40:40AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 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 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 Sasin: W Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: Culvert Runoff on Southeast Side of Ebbtide Cove. I 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. I I I 06/10/98 I 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 (AREAX}(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 08:39:39 AM 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. #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 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. #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 T/C 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. l/10198 l:45:53AM Municipal Development Group 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. #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. 06/10/98 10:49:21 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.07 Page 1 of 1 I I 06/10198 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. #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 earned on South Side of Cranberry Court. Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 {203) 755-1666 110:50:07 AM FlowMaster v5.07 Page 1 of 1 I I I I I I I I I I I SECTION#4 CHANNEL FLOW CALCULATIONS I I I 02/19198 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. #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 Municipal Development Group I 01 :08:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I I I 02/19/98 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 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)(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 Development Group 01 :14:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-11566 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 #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 06/09/98 03:23:12 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 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 #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 0.01697 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 Discharge into Structure Type: Culvert Municipal Development Group 02119/98 01 :17:45 PM 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 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 #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 De~th 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 tuft 3.50 tus 0.19 ft 1.41 ft 0.79 Collects Runoff from Drainage Basin: D Discharges into Drainage Basin: G Discharge into Structure Type: Culvert 02/19/98 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 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 #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 fP 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 Discharge into Structure Type: Culvert 06109198 03:25:34 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.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 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 #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 Del?th 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 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 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 Deeth 0.030 1.1000 % 4.000000 H : V 4.000000 H : V 58.092 cfs 1.76 ft 12.42 ffl 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 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 #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 06/11198 11 :46:53AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 96708 (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 #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 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 Municipal Development Group 06/11/98 11 :50:21 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 #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r2rc. fm2 l.D. #4(AREA1)(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 Discharge into Drainage Basin: TxDOT R.O.W . Discharge into Structure Type: Existing Structure Municipal Development Group 06/11/98 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 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 ha mpton\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 Municipal Development Group 06/11/98 11:54:06 AM 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 l.D. '1#3 (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. --------------------------r--------------------------•------------~-------------•-------------• £277.0 ----------~-------------~------------~-------------~------------~-------------+-------------' "'"'276.0 -----------~-------------~--------------------------- c 275.0 ------~-------------~----------~-------------~------------~-------------+-------------: ~227743 .. oo ----~-------------~-----------~-------------T------------~-------------7-------------: w --,-------------r----------,-------------r------------~-------------y-------------, ~ 272. o ---------~ -------------T -- -- - --- --- --:------ -------7 -------------: W 271 .0 .---..... ;..;;.,-.,-.---.----- --- - - - -,------- - - - ---r - - --- - - -- ----,--- - - - - - - - - - -T - -- ------- ---, 270.0'--~~~~~~'--~~~~~---''--~~~~~---''--~~~~~--'~~~~~~--1.~~~~~~_,_~~~~~~-' -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 Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 50.0 60.0 FlowMaster v5.07 Page 1of1 I I I I I I SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\projects\000\2882-south ha mpton\2882r2rc. fm2 l.D. '#IS (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. 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 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 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. Start Station -10.00 End Station 60.00 06/11/98 1 12:19:03 PM Municipal Development Group 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 l.D. #6 (AREA L)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.050 1.0000 % 272.31 ft 62.885 cfs 278. ------------~-------------r------------~-------------P------------~-------------·-------------, £277.0 -----------~-------------~------------~-------------~------------~-------------+-------------' '-'276.0 -----------~-------------~--------------------------------c 275.0 I I ------1-------------,---------I I I I I -1-------------r------------~-------------y-------------, ~ ~~~:8 -- - -.J - - - - - - - --- - - -L - - - - - - - - - --.J--- - - - - - - - - - -~ - - - - - - - - - - - --1-- - - - - - - - - - - -.L - - - - - - -- -- - --1 I I I I I I I ~272.0 ---------~-------------~------------~-------------~-------------: ijj 271 .0 .-----------. - - - - - - - --- - -1-- - - - - - - - - - - -r - - - - - - - - - - - --,-- - - - - - - - - - - -T---- - - - - - - - --, --., - - - - ------- r ----- - - - - -., - ---- -- - - --- - 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) Municipal Development Group 40.0 06/11/98 12:19:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 50.0 60.0 FlowMaster v5.07 Page 1of1 I I I I I 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 ft Flow Area 18.57 ft2 Wetted Perimeter 15.27 ft Top Width 14.50 ft Height 1.81 ft Critical Depth 271 .80 ft Critical Slope 0.039522 tuft Velocity 3.39 tus Velocity Head 0.18 ft Specific Energy 272.49 ft Froude Number 0.53 Flow is subcritical. Start Station -10.00 End Station 60.00 06/11/98 112:20:07 PM Municipal Development Group 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 l.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 ----------------------~-----------------------~-----------9 -----------P-----------~ £ 267.5 -----------:--- - --------:-------- - - --:------ -- ----l-----------+-----------f--------,------------: -267 .0 - - - - --- - - --1-- - - - - - - - - -_,_. - - - - - - - - - --1-- - - - - - - ----I - --- - - - - - - -+ - - - - - - - - - - - - - - - - - --1-- -- - - - - - - -_, c 266.5 - - - - - - - - - --:-- - - - - - - - - --:-- - - - - - - - - - -:- - - - - ------1-----------.!. - - - - - --f------------:------------: ~226665 .. 05 ---!-----------~-----------~-----------~--------~-----------~-----------~-----------: w -------~-----------,--------------------r-----------r-----------r-----------, ~ 265.0 -----------~------- ill 264.5 -----------,------------,----~-----------+-----------L-----------~-----------1 I I I I I -----~-----------r-----------r-----------r-----------, 264.0L--~~~~--'L--~~~~---1~~~~...:=-.i.i£::...~~~~-1-~~~~~-'--~~~~~....1-~~~~~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 Station {ft) Municipal Development Group 40.0 06/11198 12:21 :38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 80.0 100.0 FlowMaster v5.07 Page 1of1 I I I I I I I I I I 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. #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 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. Start Station -48.00 End Station 84.00 06/11/98 12:21:59 PM Municipal Development Group 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 l.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 --- - - - - ----~ - - - - --- -- --·-- --- - - -- - -~ - - -- -- - --- -~ --- - --- --- -• - ---- - ---- -~ -- ------ -- - £267.5 -----------~----------~-----------~-----------1-----------+-----------l----~267.0 -----------L.----------~-----------...1-----------~-----------~-------c 266.5 - - - - - - - ----:---- - - - - - - --:------ - --- --:-- - - - - - ----1-----------.!. - - - - - --l------------f------------: ~ 226665 .. 05 ---L--- - - - - - - - --1-- - --- ------'-- - - - - - - - - -~ - --- - - - -~ -- - - - - - - - - -~ - - - - - - - - - - -~ - - - - - - -- -- -: ·~ ---------r-----------r-----------r-----------, ~ 265.0 -----------~-----------~-~~-+-~~~~~...,f--~~~~~-'~;-----------~-----------~-----------~-----------: ill264.5 -----------r----------~--------,-----------r-----------r-----------r-----------, 264.0L-~~~~--'~~~~~--1~~~~-=--llP!::....~~~~--'-~~~~~...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 Station (ft) 40.0 60.0 80.0 100.0 06/11/98 12:22:54 PM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1of1 I I I I I 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. #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. 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 99.836 cfs 0.030 265.20 28.29 47.04 46.97 1.20 265.10 ft ffZ ft ft ft ft Start Station -48.00 Critical Slope 0.016024 ft/ft Velocity 3.53 ft/s 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 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 #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 1 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 ham pton\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 -------- §:261.5 c 261 .0 ---------;----------~----------0 ' I I _________ J __________ L _________ J __________ - I I I I ~ 260.5 > I I _____ J _______ ~--l----------~--- 1 I I I ---------~----------r---------4----------r---------4--- 1 I I I ~ 260.0 w ;..;;;.;;.::.,.:,:,;.;.;..:;..--..-.--;-----------~ ----------: 259.5'--~~~~-'-~~~~---''--~~~~-'-~~~~---L~~~~~.l..-~~~~......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) Municipal Development Group 0 .0 06/11/98 12:29:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 10.0 20.0 30.0 FlowMaster v5.07 Page 1of1 I I I 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. #8 (AREA L)(25 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. Station (ft) Elevation (ft) -51 .00 262.00 -6.00 0.00 10.00 30.00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth 260.00 259.75 260.00 262.00 84.243 cfs 0.030 260.78 24.26 41 .33 41.27 1.03 260.68 ft ft2 ft ft ft ft Critical Slope 0.016195 ft/ft Velocity 3.47 ft/s Velocity Head 0.19 ft Specific Energy 260.96 ft Froude Number 0.80 Flow is subcritical. Start Station -51 .00 End Station 30.00 06/11 /98 112:29:47 PM Municipal Development Group 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 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 262.0 -------- g261 .5 0.030 1.0000 % 260.85 ft 99 .836 cfs I I I I I I I --------~----------r---------~----------,----------~---------,---- 1 I I c 261 . 0 - -'t - - - - - - - - --1-- - - --- - - -0 I I I ~-.. ..... ~~;-.~~~~~-r-~~_..;~V~....;~~~~~--i~~~~..,.~I I ~260.5 ---------~----------~---------~----------------~----------+----------~-------+----------: > _g/ 260.0 w 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 06/11/98 12:31:54 PM Haestad Methods, 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 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. Station (ft) Elevation (ft) -51 .00 262.00 -6.00 260.00 0.00 259.75 10 .00 260.00 30.00 262.00 Discharge 99.836 cfs Results Wtd. Mannings Coefficient 0.030 Water Surface Elevation 260.85 Flow Area 27.50 Wetted Perimeter 43.81 Top Width 43.74 Height 1.10 Critical Depth 260.75 ft ft2 ft ft ft ft Start Station -51.00 Critical Slope 0.015810 ftlft Velocity 3.63 ftls Velocity Head 0.20 ft Specific Energy 261.06 ft Froude Number 0.81 Flow is subcritical. Municipal Development Group End Station 30.00 06/11/98 12:32:11 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. #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 1 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 l.D. #10 (AREA 0)(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 tuft 3.44 fUs 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 02/19/98 06:45:33 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 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 ha mpton\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 Wft 3.59 Ws 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 02/19/98 106:46:12 PM Municipal Development Group 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. #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 06/09/98 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 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 Municipal Development Group 07/01/98 08:49:40AM 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 #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 07/01/98 08:50:03AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.07 Page 1 of 1 I I I I I I I I I I 07/01198 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 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 Municipal Development Group I 08:50:23 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 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 tuft 4.46 fUs 0.31 ft 1.76 ft 0.92 Collects Runoff from Drainage Basin: S+ T +V Dischargelj into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: Open Channel Municipal Development Group 06/10198 11:38:19 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 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 ft/ft 4.66 ftls 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 11:39:16 AM 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 #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south ha mpton\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 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. #13 (AREA X)(25 YR) Triangular Channel Manning's Formula Channel Depth 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 Municipal Development Group 02119/98 06:54:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.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 subcritical. Notes: SECTION #4 -CHANNEL FLOW Worksheet for Triangular Channel c:\projects\000\2882-south ha mpton\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 Wft 2.72 Ws 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 02119/98 06:55:25 PM Municipal Development Group 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 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 ~ampton\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 Development Group 06109198 03:51 :53 PM 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 Irregular Channel Project Description Project File Worksheet Flow Element Method i:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #14 (AREA N)(10 YR)(EXISTING) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.3300 % Elevation range : 258.80 ft to 260.30 ft . Station (ft) Elevation (ft) -10.00 260.25 0.00 260.00 15.00 259.00 20.00 258.80 25.00 259.00 42.00 260.30 Discharge 123.000 cfs Results Wtd. Mannings Coefficient 0.026 Water Surface Elevation 259.99 Flow Area 24.80 Wetted Peri meter 37.98 Top Width 37.90 Height 1.19 Critical Depth 260.04 ft ft2 ft ft ft ft Start Station -10.00 Critical Slope 0.011334 ft/ft Velocity 4.96 ft/s Velocity Head 0.38 ft Specific Energy 260.38 ft Froude Number 1.08 Flow is supercritical. Municipal Development Group End Station 42.00 05/1 8100 10:30:08AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.026 FlowMaster vS.07 Page 1 of 1 Project Description SECTION #4 -CHANNEL FLOW Cross Section for Irregular Channel Project File Worksheet Flow Element Method i:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #14 (AREA N)(10 YR)(EXISTING) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.026 1.3300 % 259.99 ft 123.000 cfs 260.4 -------~----------------,----------------,--------- - ------i" --------,--------I -------- 260.0 2259.8 .._, c 0 259.6 :.::; Cll > ~ 259.4 w 259.2 259.0 -------,-------- -------~-------~ I 7 I --------~-------...] I I • -------..J -------3 I ' : '° _______ _J _____ _ I I I I --------,----------------1----------------,----------------, - - -r-- - - - - - - , - - - - - - - -r - - - - - - --1-- - - - - - - , - - - - - - - -r - - - - - - - - I I I I ~ I I D -- - - -., - - - - - - - -~ - -- -- ---1--- - -- - -; - - - - - - - -~ - - - ----1-- - -- ---'1 --_j I I I I I I I '::J: V) -t - - - - --- -t----- - - --1-- --- - - --t - - - - - - - -- - - - - - --1-- - - - - - --t - - - I I I I I - - - - - - - - L - - - --- -..J - - - --- - - --- - - - --1- - - - - - - -I I I I I U. 0 -- - -I I - - - -I I I I -- --I I - ---I 258 .8'--~~~-'-~~~--''--~~~-'-~~~-'-~~~~-'--~~~.3olo0~~~~......._~~~-'-~~~--''--~~~-'-~"--~-' 05/18/00 10:30:14 AM -10.0 -5.0 0 .0 5 .0 10.0 15.0 Station 20.0 (ft) Municipal Development Group 25.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 30.0 35.0 40.0 45.0 FlowMaster v5.07 Page 1of1 I I SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method i:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #14 (AREA N)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.3300 % Elevation range: 258.80 ft to 260.30 ft. Station (ft) Elevation (ft) -10.00 260.25 0.00 260.00 15.00 259.00 20.00 258.80 25.00 259.00 42.00 260.30 Discharge 86 .650 cfs Results Wtd. Mannings Coefficient 0.026 Water Surface Elevation 259.83 Flow Area 19.11 Wetted Perimeter 33.49 Top Width 33.42 Height 1.03 Critical Depth 259.86 ft ft2 ft ft ft ft Start Station -10.00 Critical Slope 0.011809 tuft Velocity 4.53 fUs Velocity Head 0.32 ft Specific Energy 260.15 ft Froude Number 1.06 Flow is supercritical. Notes: Collects Runoff from Drainage Basin: J+K +L +M+N Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: TxDOT #2 Municipal Development Group End Station 42.00 07/12100 09:19:24 AM Haestad Methods. Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Roughness 0.026 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 i:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #14 (AREA N)(10 YR) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.026 1.3300 % 259.83 ft 86.650 cfs Water Surface Elevation Discharge 260.4 -----r-----r-----r-----r -----T-----T-----T-----T-----,-----,-----, c 260.2 ------------------- ----- ---------- ----- ----- 260.0 -----1-----------~-----1------+-----+-----·-----·-----~--- 259.8 I I 'I "='I -----,----- I I I __ J I I 0 259.6 ~ -----1----------1------+-----+-----·-----·---4-----4--- --4 co > Q) w 17/12/00 r9:19:28AM 259.4 259.2 259.0 I I -----~----\\! 'Z -J I • -----~---3 q t:C. I -----r ----- I I I I I~ I : :o -----,-----,-J. I ::t. : '° I I I : ~ __ i _____ J _____ J __ I I I I I I -----r-----r----------r----------T------,-----,-- 1 I --, --..J I --, 258.8~~~~~~~~~~~~~~~~-'--~~--~~-'-~~__.~~~.._~~-'---"-~-' -10.0 -5.0 0 .0 5 .0 10.0 15.0 20.0 Station (ft) Municipal Development Group 25.0 30.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 35.0 40.0 45.0 FlowMaster v5.07 Page 1 of 1 I I I 05117100 SECTION #4 -CHANNEL FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method i:\projects\000\2882-south hampton\2882r2rc.fm2 1.D. #15 (AREA 0)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.3300 % Elevation range: 255.00 ft to 258.25 ft. Station (ft) Elevation (ft) 0.00 258.25 3.00 258.00 6.00 256.00 12.00 255.00 20.00 256.00 42.00 257.75 Discharge 12.738 Cts Results Wtd. Mannings Coefficient 0.030 Water Surface Elevation 255.78 ft Flow Area 4.22 ft2 Wetted Perimeter 10.98 ft Top Width 10.87 ft Height 0.78 ft Critical Depth 255.73 ft Critical Slope 0.018614 ftjft Velocity 3.02 ftfs Velocity Head 0.14 ft Specific Energy 255.92 ft Froude Number 0.85 Flow is subcritical. Notes: Collects Runoff from Drainage Basin: O+X Discharges into Drainage Basin: TxDOT R.O.W . Discharges into Structure Type: Culvert l.D. #10 Start Station 0.00 Municipal Development Group End Station 42.00 11 :27:32 AM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Roughness 0.030 FlowMaster vS.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 i:\projects\000\2882-south hampton\2882r2rc.fm2 l.D. #15 (AREA 0)(10 YR) Irregular Channel Manning's Formula Water Elevation --- Wtd. Mannings Coefficient Channel Slope 0.030 1.3300 % Water Surface Elevation Discharge 255.78 ft 12.738 cfs ~ ..... !::., c 0 :;; 258.5 257.5 257.0 ---------1----------r---------~----------r----------~---------1----------r---------1---------- I I I I I I I ---4----------~---------~----------~----------1----------~----------~---------4--------- --, - --- - - -- - -r - - - --- ----1--- ---- - - -,.. - --- ------1-- --- -----~ - - - - - -- ---r---- -- - I I I I I I I I I I I I I I I l----------r---------~----------r--------------------1--------r---------1--- 1 I 1 I I I I • ~ 256.5 (!) -- - - - - --- L --- - --- --_1 _ - - - - - - -- -L - - -- - - -- -_ 1_ -I I I I I I <;::I ------~----------~---------~--~ :i iii . S I 256.0 0 - - - - -- --, - • I cJ) I I I I I I I I -- - - - - -r-- - - - -----4 - - -- -- -- -- - --- - -----1-- - - --- - - -"t -- -- ---- --r-- - - -- - - - -""1 --"t.\: - - - ---I I I I I I I Q I I I I I I 255.5 : : : : : w : ---- - --; ----------:----------: ----------:----------; --~ ------: I I ~ I 255.0'--~~~~~'--~~~~--'~~=---~~-L~~~~~-'-~~~~~-'-~~~~~-'-~~~~~-'-~~~~~'--~_._~~~ 0.0 5 .0 10.0 15.0 20.0 Station 25.0 (ft) 30.0 35.0 40.0 45.0 - 05/1 7/00 11 :27:44 AM Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I I SECTION#5 CULVERT 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 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 ha mpton\2882r3rc. fm2 l.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 Municipal Development Group 16/09/98 13:56:52 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Notes: SECTION #5-CULVERT FLOW Worksheet for Triangular Channel Collects Runoff from Drainage Basin: D+E Discharges into Drainage Basin: G Discharges into Structure Type: Open-Channel 06/09198 03:57:41 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 I I I I I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION#5 -CULVERT FLOW LD. #1 Shape: I Circular Material: l 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 HW TW elevation elevation (ft) (ft) 292.03 290.27 292.67 290.42 Length(L): I 63 .ool ft Slope(S): I 0.0051l n: 0.0120 Ke: 0.20 Entrance Type: 1:1.5 Beveled Edge I BW* v out Q Inlet Ctl Outlet Ctl over road HW depth HW depth (ft) (ft) (cfs) (ft) (ft) 1.44 7.21 0.00 2.64 2.72 1.93 7.28 0.00 3.32 3.36 6/ 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 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)(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 06109198 04:05:27 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 Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc. fm2 1.0. #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 ff2 9.15 ft 8.87 ft 1.06 ft 0.016896 tuft 3.74 tus 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 Municipal Development Group 5/09198 4:05:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 I I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #2 Shape: I Circular Material: I Concrete S~an:§1.oo 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 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* (ft) 1.46 2.37 v out (ft) 5.67 7.64 Q Inlet Ctl Outlet Ctl over road HW depth HW depth (cfs) (ft) (ft) 0.00 2.44 2.44 0.00 3.47 3.11 619/98 I I I I I I I I I I I I I I 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 Critical Depth Critical 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 ha mpton\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 Collects Runoff from Drainage Basin: D+E+G+H Discharges into Drainage Basin: I Discharges into Structure Type: Open-Channel Municipal Development Group I 01 :16:17 PM 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 #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 06111/98 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 I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #3 Shape: !circular Material: I concrete Sp.an:§1.00 ft Rise: 3. 00 ft Barrels: 1 Discharge Description lOYR 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* v out Q Inlet Ctl Outlet Ctl 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 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. #5 (AREA M)(10 YR) Triangular Channel Manning's Formula Channel Depth 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 Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: TxDOT R.O.W. Municipal Development Group 5111/98 2:17:42 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 subcritical. Notes: SECTION #5-CULVERT FLOW Worksheet for Triangular Channel c:\proj ects\000\2882-south hampton\2882r3rc. fm2 l.D. #5 (AREA M}(100 YR} Triangular Channel Manning's Formula Channel Depth 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 . 06/11/98 02:18:38 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 I.D. #5 Shape: !circular Material: I concrete Sp.an:§1.00 ft Rise: 1.50 ft Barrels: 1 Discharge Description lOYR lOOYR Q total (cfs) 9.60 12.94 *Backwater (BW = HW -TW -S·L) C:\PROJECTS\000\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/l l/98 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. Notes: SECTION #5 -CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south hampton\2882r3rc. fm2 l.D. #6 (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 06/10/98 01 :34:38 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 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. tl6 (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 . 06/10/98 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 I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #6 Shape: I Circular Material: I Concrete Sp.an:§1.oo ft Rise: 2.50 ft Barrels: 1 Discharge Description lOYR lOOYR Q total (cfs) 44.98 60.64 *Backwater (BW = HW -TW -S·L) C:\PROJECTS\000\2882-S-l \2882T3RC.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* v out Q Inlet Ctl Outlet Ctl over road HW depth HW depth (ft) (ft) ( cfs) (ft) (ft) 2.37 9.16 0.00 4.1 6 4.07 2.92 10.65 8.38 4.93 4.61 6110/98 06/09/98 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 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) Triangul!'lr 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 Municipal Development Group 1 04:18:13 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 subcritical. Notes: SECTION #5-CULVERT FLOW Worksheet for Triangular Channel c:\projects\000\2882-south ha mpton\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 Wft 3.15 Ws 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 06/09198 04:18:47 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 I I I I I I I I I I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CUL VERT FLOW I.D. #7 Shape: !circular Material: !Aluminum Sp.an:§1.00 ft Rise: 1.50 ft Barrels: 1 Discharge Description Q IOYR lOOYR 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 Ctl over road HW depth HW depth (cfs) (ft) (ft) 0.00 2.30 2.24 2.32 2.64 2.49 619/98 I I I I I I I 06/10/98 SECTION #5-CULVERT FLOW Worksheet for Triangular Channel Project Description Project File c:\projects\000\2882-south hampton\2882r3rc.fm2 Worksheet l.D. #8 (AREA T)(10 YR) Flow Element Triangular Channel Method Manning's Formula Solve For Channel Deeth Input Data Mannings Coefficient 0.030 Channel Slope 1.0000 % Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 26.131 cfs Results Depth 1.33 ft Flow Area 7.07 ft2 Wetted Perimeter 10.96 ft Top Width 10.63 ft Critical Depth 1.22 ft Critical Slope 0.016121 ft/ft Velocity 3.70 ft/s Velocity Head 0.21 ft Specific Energy 1.54 ft Froude Number 0.80 Flow is subcritical. Notes: Collects Runoff from Drainage Basin: S+ T Discharges into Drainage Basin: V Discharges into Structure Type: Open Channel Municipal Development Group I 01 :43:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 06/10/98 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 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 Municipal Development Group I 01 :44:00 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 LD. #8 I I I Shape: I circular Material: I Concrete S~an:~.00 ft Rise: 2.25 ft Barrels: 1 Discharge Description lOYR lOOYR Q total (cfs) 26.13 35.32 *Backwater (BW = HW -TW -S·L) C:\PROJECTS\000\2882-S-l \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 Ctl Outlet Ctl 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 I 1.0. #9 (AREA V)(10 YR) I I I I P-3 BAY STRE T -2 WINDRIFT COVE I Project Title: South Hampton Subdivison c:\projects\()()()\2882-south hampton\2882t1ra.stm MUNICIPAL DEVELOPMENT GROUP I 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 lllttrn-1~~~~~+::--~~~~~--i~~~~~-aul.U.f-""-1.ll~l.L.LL--~~-+-~~~~~~-Alll.l.....-R-lw.l..ir;6..lli1W.1.l.L.ill257.00 ft 256.00 Project Title: South Hampton SubdMson c:\projects\000\2882-south hampton\2882t1 ra.stm 06/10/98 04:17:31 PM MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 255.00 254.00 253.00 Elevation ft Project Engineer: RM StormCAD v1 .0 Page 1 of 1 I Node Report I 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 NIA N/A 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 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\000\2882-south hampton\2882t1ra.stm MUNICIPAL DEVELOPMENT GROUP 06/10198 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 25253 251.74 250.85 250.65 Project Engineer: RM StonnCAD v1 .0 Page 1 of 1 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) I P-7 1-3 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 481nch 0.013 492.358 253.00 P-1 1-1 J-1 31 .361 14.00 1.7857 10.38 241nch 0.013 30.229 255.75 I P-2 J-1 J-2 66.534 112.00 0.7054 6.78 30 Inch 0.013 68.893 252.53 P-3 J-2 J-3 83.120 126.00 0.7063 8.47 30 Inch 0.013 68.942 251.74 P-4 J-3 Outlet 83.120 14.00 0.7143 8.47 301nch 0.013 69.328 250.85 Project Title: South Hampton Subdivison c:lprojects\00012882-south hampton\288211 ra.stm MUNICIPAL DEVELOPMENT GROUP 06/10198 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 l.D. #9 (AREA V)(100 YR) P-3 BAY STRE T I -2 WINDRIFT COVE I I Project Trtle: South Hampton Subdivison c:\projects\000\2882-south hampton\2882t1ra.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 StonnCAD v1 .0 Page 1 of 1 - 258.00 ll!tinn:i!~~~~~:--~~~~---t-~~~~~~~~~~=----t~~~~~--1~~~~~~257.00 ft Project Title: South Hampton Subdlvison c:\projects\000\2882-south hampton\2882t1 ra.stm 06/10/98 04:21 :47 PM . MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 256.00 255.00 254.00 253.00 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) I 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 I J-1 N/A N/A N/A N/A 0.02 0.02 0.00 0.000 94.746 9.65 258.00 J-2 N/A N/A N/A N/A 0.21 0.21 0.00 0.000 115.103 11 .72 258.00 J-3 N/A N/A N/A N/A 0.39 0.39 0.00 0.000 115.103 11 .72 258.00 Outlet NIA N/A N/A N/A 0.41 0.41 0.00 0.000 N/A 11 .72 257.75 -I I I I I I Project Title: South Hampton Subdivison c:\projects'll00\2882-south hampton\2882t1 ra.stm MUNICIPAL DEVELOPMENT GROUP I 06/10198 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 I Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Node Node (cfs) (ft) Slope Velocity Size (%) (ft/s) I P-7 1-3 J-2 20.357 6.00 4.3333 1.62 48 inch 0.013 P-6 1-2 J-1 50.325 4.00 11.7500 4.00 48 inch 0.013 P-1 1-1 J-1 44.421 14.00 1.7857 14.14 24inch 0.013 I P-2 J-1 J-2 94.746 112.00 0.7054 9.65 30inch 0.013 P-3 J-2 J-3 115.103 126.00 0.7063 11.72 30inch 0.013 P-4 J-3 Outlet 115.103 14.00 0.7143 11.72 30lnch 0.013 I I I I I I I I I I I I I Project Trtle: South Hampton Subdivison c:\projects\000\2882-south hampton\2882t1ra.stm MUNICIPAL DEVELOPMENT GROUP I 06/10198 04:22:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 Capacity Upstream (cfs) Invert Elevation (ft) 299.001 252.00 492.358 253.00 30.229 255.75 68.893 252.53 68.942 251 .74 69.328 250.85 (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 StorrnCAD v1 .0 Page 1 of 1 SECTION #5 -CULVERT FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method i:\projects\000\2882-south hampton\2882r3rc.fm2 l.D. #10 (AREA 0)(10 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.33 % Elevation range: 252.65 ft to 255.90 ft. Station (ft) Elevation (ft) 0.00 255.90 3.00 255.65 6.00 253.65 12.00 252.65 20.00 253.65 42.00 255.40 Discharge 12.738 cfs Results Wtd. Mannings Coefficient 0.030 Water Surface Elevation 253.43 Flow Area 4.22 Wetted Perimeter 10.98 Top Width 10.87 Height 0.78 Critical Depth 253.38 ft ft2 ft ft ft ft Critical Slope 0.018614 ftjft Velocity 3.02 ftls Velocity Head 0.14 ft Specific Energy 253.57 ft Froude Number 0.85 Flow is subcritical. Notes: Collects Runoff from Drainage Basin: O+X Discharges into Drainage Basin: TxDOT R.O .W . Discharges into Structure Type: Culvert l.D. #10 Start Station 0.00 Municipal Development Group End Station 42.00 05/1 7/00 11 :58:40 AM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1 666 Roughness 0.030 FlowMaster v5.07 Page 1 of 1 I I I SECTION #5 -CULVERT FLOW Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method i:\projects\000\2882-south hampton\2882r3rc.fm2 l.D. #10 (AREA 0)(100 YR) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 1 .33 % Elevation range: 252.65 ft to 255.90 ft. Station (ft) Elevation (ft) 0.00 255.90 3.00 255.65 6.00 253.65 12.00 252.65 20.00 253.65 42.00 255.40 Discharge 17.170 cfs Results Wtd. Mannings Coefficient 0.030 Water Surface Elevation 253.52 Flow Area 5.28 Wetted Perimeter 12.28 Top Width 12.16 Height 0.87 Critical Depth 253.47 ft ft2 ft ft ft ft Critical Slope 0.017887 tuft Velocity 3.25 fUs Velocity Head 0.16 ft Specific Energy 253.68 ft Froude Number 0.87 Flow is subcritical. Notes: Collects Runoff from Drainage Basin: O+X Discharges into Drainage Basin: TxDOT R.O.W. Discharges into Structure Type: Culvert l.D. #10 Start Station 0.00 Municipal Development Group End Station 42.00 05/1 7/00 11 :59:16AM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 Roughness 0.030 FlowMaster v5.07 Page 1of1 I I Texas Hydraulic System Culvert Design SOUTH HAMPTON 000025-2882 BRAZOS SECTION #5 -CULVERT FLOW l.D. #10 Shape: I Circular Material: I concrete Sp.an : §1.00 ft Rise: 1.50 ft Barrels: 1 Discharge Description IOYR lOOYR Q total (cfs) 12.74 17.17 *Backwater (BW = HW -TW -S·L) I:\PROJECTS\000\2882-S-l \2882T3RC.CL V Length(L): I 74.ool ft Slope(S): I o.oo5ol 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) 255.62 253.43 1.82 7.21 0.00 3 .05 2.71 256.22 253.52 2.33 8.18 2.72 3.65 3.06 5117100 I I I SECTION#6 STORM INLETS FLOW CALCULATIONS SECTION #6 -STORM INLET FLOW 1.D. #1 DRAINAGE AREA B Collects Runoff from Drainage Basin: B (10 YEAR) (100 YEAR) 8.685 cfs 11 .707 cfs 0.31 ft 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 ::::::::::::::::~:::ai:I::::::II:i;:::!4i1:::im:::1:::;:::;:::::::::I:::::I:::::m::::::i:::::::11::1::e1:i::::1::=:m:::::i::1~~~m:::;:11:::iI:::m:::::::m1:I::::::::::§.!::g::ffi:::::::::I:m;:::[::::::!:::::::@::::;::;::it:::;i:l 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 Collects Runoff from Drainage Basin: E (10 YEAR) 010 = 10.970 cfs 010c125%J = 13.713 cfs 0.36 ft (100 YEAR) 0100 = 14. 788 cfs 010oc125%J = 18.485 cfs d100 = 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 :1::::::::::M::2;::::::::1::::::;::::::=:Il~§~:i::;::;:;1i::1:::::::::::::iI::::::;::m::::=:::;::::::=:1::5:::::::::::::::::::::::::::::::::::::::1sa::::::::::::;:\fU:::::::1::::::::::::::::::::::1:::::::::::i!~::~:::a::i::::::[::i:::::::::::111MIIB.I:I:I y= 0.59 ft v= 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 inlet evaluation.xis I SECTION #6 -STORM INLET FLOW 1.D. #3 DRAINAGE AREA H Collects Runoff from Drainage Basin: H (10 YEAR) (100 YEAR) 0 10 = 13.407 cf s 0 100 = 18.073 cf s 010(125%) = 16.759 cf s 0100(125%) = 22.591 cfs d10 = 0.38 ft d100 = 0.43 ft CALCULATED y= 1.08 ft y= 1.31 ft atL= 5 ft y = 0.95 ft y = 1.16 ft at L = 6 ft y = 0.79 ft y = 0.96 ft at L = . 8 ft :tII!Y.l5l:ltl:lIBilia!l:ltfffl1IIIIIIII:Ifil:}i::en:IIlII@ltt~a.a.mtilfltm:t:IIllllDi.JlMiIII'II:I::111mmilttIE 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 cfs 0 100 = 8.218 cf s 010(125%) = 7.620 cf s 0100(125%) = 10.273 cf s d10 = 0.29 ft d100 = 0.32 ft CALCULATED y= 0.64 ft y= 0.78 ft atL= 5 ft ::;::m::¥::2:::::::::::::::::::::::::::::::::::Pia:::::1:::::::1:::li::::::::::1m::::::::::;:::::::~::::=1=:::¥;5;::m::;:::::[:::rnt:P:s§t1:1:111::;:::::1::::::::1~:II1;:1EKi!;:g:;w,mmmrnM1:11;:::::;;:::::::::tt.::::::::;:] y = 0.47 ft y = 0.57 ft at L = 8 ft y = 0.40 ft y = 0.49 ft at L = 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. Storm inlet evaluation.xls SECTION #6 -STORM INLET FLOW 1.D. #fJ DRAINAGE AREA U Collects Runoff from Drainage Basin: T+U+W+Z (10 YEAR) (100 YEAR) 0 10 = 32.597 cfs 0100 = 43.940 cf s 010(125%) = 40.746 cf s 0100(125%) = 54.925 cf s d10 = 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 :::=rn::&I~i::IfIIfIIJ.maII!Wfti!IIItlt[fIIIIIlY:f#!IIIIIIIta:~mfIWiftltlrnrn:::=1mrIIIif'j[¥,@\MtiiMi.OWJWEffim:1 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) 13.832 cfs 0100 = d100 = 36.652 cfs 0.44 ft 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 ::::;::1miif:l:l::::::::=:::::;:::::::i!~§~:II:::!::nrn1mm:;;:::::::::r:;:;:;::::::::i:::1::5:I:::::::::::i;I:::::::::::1:~1~Iri:ii1;;;:::::m:::::::;miI:Ili.iilI!MJieilII:IMi:ii!M!iii:im11.IIE y= 0.60 ft y= 1.14 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 inlet evaluation.xis SECTION#7 EXISTING TxDOT CALCULATIONS SECTION #7 -EXISTING TxDOT CALCULATIONS TxDOT#l: (CAPACITY) PER TxDOT DRAINAGE AREA MAP: 0 (10) = 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 H 26.814 34.619 I 14.365 18.589 TOTAL: 71.348 92.236 OK: O(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 N 7.792 10.060 s 20.035 25.978 T 6.096 7.871 u 13.399 17.299 v 6.617 8.543 w 19.198 24.785 y 16.586 21.413 z 4.67 6.029 TOTAL: 200.449 259.645 NOT OK: ~xDOT) < Q(POST) 0(100) 62.885 12.939 36.951 30.980 10.504 27.104 8.218 18.062 8.919 25.878 22.357 6.295 271 .092 SEE FOLLOWING CALCULATIONS FOR ACTUAL CAPACITY OF TxDOT STRUCTURE TxDOT#2 STRUCTURE SUMMARY TABLE Runoff Exit Inlet Year 0 Velocity HGL (cfs) (ft/sec) (ft) EXISTING TxDOT CONDITIONS 10 143 5.96 254.76 50 190 7.92 255.87 100 196 8.17 -255.93 POST-DEVELOPMENT CONDITIONS 10 200.449 8.35 255.97 50 259.645 10.82 256.63 100 271 .092 11.30 256.78 OK: PONDING(ALLOW) > PONDING(REQDJ NOTE: HW(min) AT INTERSECTION OF FRONTAGE RD. AND BAY ST. IS 257.00 - EA T FRONTAG RD. 8 Project Title: South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra.stm 06/11 /98 07:38:46 PM STRUCTURE: TxDOT2 (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 8 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 256.00 L-~~~~~l-~~~~~-l~~~~~-l~~~~~_j~...-:::::::::::::::::::::::::::=~~~~~E::i=::='.'.::'.'.'.=::::5i~J-~54.oo 0+00 UP. Invert: 244.79 ft DtifttVert: 244.50 ft Length: 96.00 ft Section Size: 6 x 4 ft Project Title: South Hampton Master Plan c:lprojects\00012882-south hamptonl2882t2ra.stm 06/11/98 07:36:52 PM 1+00 1+50 On Invert~ 79 ft _l.ength: 1 i;O .00 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 54.40 ft : 250.65 ft 252.00 250.00 248.00 246.00 244.00 3+50 Elevation ft 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 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 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 I Project Trtle: South Hampton Master Plan c:\projects'000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP I 06/11198 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 Node Node (cfs) (ft) Slope Velocity Size (ft/ft) (ft/s) P-1 1-1 J-1 143.00 81.00 0.008025 8.94 4x4ft 0.013 P-2 J-1 J-2 143.00 160.00 0.032563 9.71 4x 4 ft 0.013 P-3 J-2 Outlet 143.00 96.00 0.003021 6.12 6x4ft O.o13 I Project Title: South Hampton Master Plan c:\projects'D00\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP I 06/11 /98 07:37:53 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 Capacity Upstream Downstream Upstream (cfs) Invert Invert HGL Elevation Elevation (ft) (ft) (ft) 163.83 250.65 250.00 254.76 330.01 250.00 244.79 253.41 170.26 244.79 244.50 248.58 (203) 755-1666 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 EA T FRONTAG RD. Project Title: South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra.stm 06/11 /98 07:40:22 PM STRUCTURE: TxDOT2 (TxDOT 50 YR STORM) STATE HWY NO. 6 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1-1 B WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0+00 l.JP. lnvert: 244.79 ft otifttVert: 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 07:41 :1 2 PM 1+00 1+50 On lnvert~79 ft _i..ength : 1 G"0.00 ft ~~ fSize: 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 -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 1of1 Node Report Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity W atershed (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 0.00 190.00 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 !Project Title: South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP 1 06/11/98 07:41 :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 Node Node (cfs) (ft) Slope Velocity Size (ft/ft) (ft/s) P-1 1-1 J-1 190.00 81 .00 0.008025 11 .88 4x4ft 0.013 P-2 J-1 J-2 190.00 160.00 0.032563 11.88 4x4ft 0.013 P-3 J-2 Outlet 190.00 96.00 0.003021 7.92 6x4ft 0.013 I Project Title: South Hampton Master Plan c:\projects\000\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP I 06/11/98 07:41 :55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 Capacity Upstream Downstream Upstream (cfs) Invert Invert HGL Elevation Elevation (ft) (ft) (ft) 163.83 250.65 250.00 255.87 330.01 250.00 244.79 254.00 170.26 244.79 244.50 248.86 (203) 755-1666 Project Engineer. Rabon Metcalf 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 06/11 /98 07:42:47 PM STRUCTURE: TxDOT 2 (TxDOT 1 00 YR STORM) STATE HWY NO. 6 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 1of 1 0+00 lJP. Invert: 244. 79 ft otifttttert: 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 1+50 . . Dn Invert~ 79 ft _iength: 16"0.00 ft ~tttlBnfSize: 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 .-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 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 I Project Trtle: South Hampton Master Plan c:\projectslD00\2882-south hampton\2882t2ra.stm -MUNICIPAL DEVELOPMENT GROUP I 06/11/98 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 Node Node (cfs) (ft) Slope Velocity Size (ft/ft) (ft/s) P-1 1-1 J-1 196.00 81.00 0.008025 12.25 4x4ft 0.013 P-2 J-1 J-2 196.00 160.00 0.032563 12.25 4x4ft 0.013 P-3 J-2 Outlet 196.00 96.00 0.003021 8.17 6x4ft 0.013 Ip . T" roiect 1tle: South Hampton Master Plan c:\projectsl/J00\2882-south hampton\2882t2ra.stm MUNICIPAL DEVELOPMENT GROUP I 06/11 /98 07:44:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 Capacity Upstream Downstream Upstream (cfs) Invert Invert HGL Elevation Elevation (ft) (ft) (ft) 163.83 250.65 250.00 255.93 330.01 250.00 244.79 254.00 170.26 244.79 244.50 248.88 (203) 755-1666 Project Engineer. Rabon Metcalf StormCAD v1 .0 Page 1 of 1 EA T FRONTAG RD. P-3 Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07112100 03:1 4:07 PM STRUCTURE: TxDOT 2 POST DEVELOPMENT 10 YR STORM) STATE HWY NO. 6 Th-2.S\.St) H -=-2~"l. L.t'1 P-2 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 P-1 ~ l<lr 2Sl.:JS f[. l II ~ 2S'Z.. 'Z.S t-\6L 'Z.. S~ · 8'2.. WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 - 0+00 U.P.~ert: 244.79 ft 1+00 oti'ln'Vert: 244.50 ft Length: 94.00 ft Section Size: 6 x 4 ft Project Title: South Hampton Master Plan l:\projects\000\2882-south hampton\2882t2ra.stm 07/12100 03:14:20 PM 1+50 On Invert: 2~ff 9 ft ~ength : 160.00 ft ~~ze :4x4ft 2+50 MUNICIPAL DEVELOPMENT GROUP 3+00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 im: 258.00 256.00 1254.00 54.40 ft 250.65 ft 252.00 Elevation ft 250.00 248.00 246.00 244.00 3+50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Node Inlet Inlet Inlet Inlet Upstream Area c CA TC Flow (acres) (acres) (min) Time (min) 1-1 0.00 0.00 0.00 0.00 0.00 1-2 0.00 0.00 0.00 0.00 0.13 1-3 0.00 0.00 0.00 0.00 0.36 Outlet NIA NIA NIA NIA 0.55 Project Title: South Hampton Master Plan i:\projects\00012882-south hampton\2882t2ra.stm 07/12/00 03:14:28 PM Node Report System System Total Discharge Velocity Ground Rim Sump Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation Time (in/hr) (CIA) (ft) (ft) (ft) (min) (cfs) 0.00 0.00 0.000 173.251 10.83 257.00 254.40 250.65 0.13 0.00 0.000 183.251 11 .45 256.75 256.75 250.00 0.36 0.00 0.000 193.251 8.05 251.50 251 .50 244.79 0.55 0.00 0.000 NIA 8.05 250.00 250.00 244.50 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 HGL In HGLOut (ft) (ft) 254.82 254.82 254.82 254.00 249.27 248.87 248.50 248.50 Inlet Intensity (in/hr) 0.00 0.00 0.00 NIA Inlet Discharge (cfs) 0.000 0.000 0.000 NIA Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 Pipe Upstream Downstream Discharge Length Node Node (cfs) (ft) P-1 1-1 1-2 173.251 82.00 P-2 1-2 1-3 183.251 160.00 P-3 1-3 Outlet 193.251 Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07112100 03:14:36 PM 94.00 Pipe Report Constructed Average Section Roughness Capacity Upstream Downstream Upstream Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) 0.007927 10.83 4 x 4 ft 0.01 3 162.825 250.65 250.00 255.55 0.032563 11 .45 4 x 4 ft 0.013 330.013 250.00 244.79 254.00 0.003085 8.05 6 x 4 ft 0.013 172.062 244.79 244.50 248.87 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream HGL (ft) 254.82 249.27 248.50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 EA T FRONTAG RD. P-3 Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07/12/00 03:12:17 PM STRUCTURE: TxDOT 2 POST DEVELOPMENT 25 YR STORM) STATE HWY NO. 6 H&L-= '265. Y1 7 1-1 l •c.." z~i... 1 s P-2 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ft.. l8 = z.sz. i.5' l-t~L 25'5 -~1 WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 258.00 256.00 0.00 ft ~------+-----+-------~-~..-c::.:::::::=-+-------=m--=========t======~~· 1254.00 0+00 u"'. l,cwert: 244. 79 ft 1 +00 Oti'ln'Vert: 244.50 ft Length: 94.00 ft Section Size: 6 x 4 ft Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07/12100 03:12:34 PM 1+50 Dn Invert: 2~6'9 ft L..ength: 160.00 ft ~:fjjze :4x4ft 2+50 MUNICIPAL DEVELOPMENT GROUP 3+00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 im: 54.40 ft 250.65 ft 252.00 250.00 248.00 246.00 244.00 3+50 Elevation ft Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 - Node Inlet Inlet Inlet Inlet Upstream Area c CA TC Flow (acres) (acres) (min) Time (min) 1-1 0.00 0.00 0.00 0.00 0.00 1-2 0.00 0.00 0.00 0.00 0.10 1-3 0.00 0.00 0.00 0.00 0.28 Outlet N/A N/A N/A N/A 0.43 Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07/12/00 03:12:44 PM Node Report System System Total Discharge Velocity Ground Rim Sump Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation Time (in/hr) (CIA) (ft) (ft) (ft) (min) (cfs) 0.00 0.00 0.000 224.532 14.03 257.00 254.40 250.65 0.10 0.00 0.000 237.532 14.85 256.75 256.75 250.00 0.28 0.00 0.000 251 .532 10.48 251 .50 251.50 244.79 0.43 0.00 0.000 N/A 10.48 250.00 250.00 244.50 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 HGL In HGL Out (ft) {ft) 255.37 255.37 255.37 254.00 249.80 249.12 248.50 248.50 Inlet Intensity (in/hr) 0.00 0.00 0.00 NIA Inlet Discharge (cfs) 0.000 0.000 0.000 N/A Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 Pipe Upstream Downstream Discharge Length Node Node (cfs) (ft) P-1 1-1 1-2 224.532 82.00 P-2 1-2 1-3 237.532 160.00 P-3 1-3 Outlet 251.532 Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07/12/00 03:12:52 PM 94.00 Pipe Report Constructed Average Section Roughness Capacity Upstream Downstream Upstream Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) 0.007927 14.03 4 x 4 ft 0.013 162.825 250.65 250.00 256.61 0.032563 14.85 4 x 4 ft 0.013 330.013 250.00 244.79 254.00 0.003085 10.48 6x4ft 0.013 172.062 244.79 244.50 249.12 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream HGL (ft) 255.37 249.80 248.50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1of1 EA T FRONTAG RD. P-3 Project Title: South Hampton Master Plan i:\projects\000\2882-south hampton\2882t2ra.stm 07/12/00 03:39:40 PM STRUCTURE: TxDOT2 POST DEVELOPMENT 100 YR ST RM) f"Q1..-~:>o.::::n.l l 1-1 STATE HWY NO. 6 P-2 ,_ ~ l"6t ~ 1.s\) L H ~L.-=-2 '-l ~ . i -z_ MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 P-1 l TC:.--:: ZS(. :1 S ti... l '' : 'ZS1. .25 l1~L-2'55.S~ WE T FRONTA E RD. Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0+00 U,p. l.P,vert: 244.79 ft 1 +OO ott1n'Vert: 244.50 ft Length: 94.00 ft Section Size: 6 x 4 ft Project Title: South Hampton Master Plan l:\projects\000\2882-south hampton\2882t2ra.stm 07/1 2/00 03:39:52 PM 1+50 Dn Invert: 2446'9 ft Length: 160.00 ft ~~ze:4x4ft 2+50 MUNICIPAL DEVELOPMENT GROUP 3+00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 im: 258.00 256.00 1254.00 54.40 ft 250.65 ft 252.00 Elevation ft 250.00 248.00 246.00 244.00 3+50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Node Inlet Inlet Inlet Inlet Upstream Area c CA TC Flow (acres) (acres) (min) Time (min) 1-1 0.00 0.00 0.00 0.00 0.00 1-2 0.00 0.00 0.00 0.00 0.09 1-3 0.00 0.00 0.00 0.00 0.27 Outlet NIA NIA NIA NIA 0.41 Project Title: South Hampton Master Plan i:lprojects\00012882-south hampton\2882t2ra.stm 07112/00 03:39:59 PM Node Report System System Total Discharge Velocity Ground Rim Sump Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation Time (in/hr) (CIA) (ft) (ft) (ft) (min) (cfs) 0.00 0.00 0.000 234.432 14.65 257.00 254.40 250.65 0.09 0.00 0.000 248.432 15.53 256.75 256.75 250.00 0.27 0.00 0.000 262.432 10.93 251 .50 251.50 244.79 0.41 0.00 0.000 NIA 10.93 250.00 250.00 244.50 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 HGL In HGL Out (ft) (ft) 255.50 255.50 255.50 254.00 249.92 249.17 248.50 248.50 Inlet Intensity (in/hr) 0.00 0.00 0.00 NIA Inlet Discharge (cfs) 0.000 0.000 0.000 NIA Project Engineer: Rabon Met StormCAD v1 .0 Page 1of1 Pipe Upstream Downstream Discharge Length Node Node (cfs) (ft) P-1 1-1 1-2 234.432 82.00 P-2 1-2 1-3 248.432 160.00 P-3 1-3 Outlet 262.432 Project Title: South Hampton Master Plan i:\projectslD00\2882-south hampton\2882t2ra.stm 07/12100 03:40:07 PM 94.00 Pipe Report Constructed Average Section Roughness Capacity Upstream Downstream Upstream Slope Velocity Size (cfs) Invert Invert HGL (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) 0.007927 14.65 4 x 4 ft 0.013 162.825 250.65 250.00 256.85 0.032563 15.53 4 x 4 ft 0.013 330.013 250.00 244.79 254.00 0.003085 10.93 6 x 4 ft 0.013 172.062 244.79 244.50 249.17 MUNICIPAL DEVELOPMENT GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream HGL (ft) 255.50 249.92 248.50 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 SECTION#8 STANDARD DETAILS 6" ~.· . JfA ··~ 1 • • 1 ....i....----i...._~ .:·----.. · .·~.· • . • ~-~---;-~'-II~' ----.- -......... "' "' ~ . 4 . .d 4.. . . . . ~ . . -· • ·. . . #4 BAR LONGITUDINAL · ·•· .. · n . ·. : / (TYPICAL) · .. · .. • . .d -... :•.....-•• _--+---r-t0 ~-· _,.....• •. 4 .· .. . .• ·. . .d "' . . . a . • -4 . . ., . -. ,id 3" . • . "!.. . 4 . • . · · I · ·. 4 . · . • · .... . ·-·~ ·~ : . . -. 15" I"') N .- I"') ' I I 24" 3" I GUTTER DRAIN TYPICAL CURB 8c GUTTER SECTIONS N.T.S. :::::;:: c:i: a: co m m ...-< ..... C\.J "<!' 0 "<!' ...-< tD N c ro -:i c 0 :::.:: c 0 ....... .µ u Cl) cnl .µ Cl) Cl) '-· .µ cnl O"l <TJI .µ c Cl) E Cl) > ro 0.... -(/) (_) D (_) -en __J ,_, c:i: 1-Ll.J Cl -(J) .µ u Cl) ~ 0 '-0.... -u GRADE EXISTING GROUND TO STREET 1·-0· I I I 2·-0· NOTE: FlNISH CROWN SHALL BE 1" ABOVE T/C. 39'-0" 1 1/2" HW.C PROPOSED 6' WIDE CONCRETE SIDEWAU< (BOTH SIDES) SEE DETAIL '?7·'.<2-V· 'Q, (~ '/.AV/-'/-/Z/'/.'<.//('-~ 7• FLEXIBLE BASE OR 5 • 9rT\JMINOU$ BASE l'YPIC" STREET SECTION (39' STREET SECTION) CONCRETE CURB & CUTTER SEE DETAIL ::::i;: < a: CD m m ........ rr1 lD 0 "<T ~ ........ LO C\J c co -:> c 0 :::L co '--..... "O lD (T) CD N / c 0 ..µ Cl. E co :::c .i::: ..µ ::J 0 (fl I N CD CD N / 0 0 0 / (/) ..µ u Cl.l ~ 0 '--CL / u GRADE EXISTING GROUND TO STREET 1'-0" • I I •• I 2'-0" 8" COi.iP.ACTED SUBCRADE NOTE: FINISH CROWN SH>U BE SAME ELEVATION AS T/C. 2a·-o· 1 1/2" HMAC 7" Ft.£><1BLE BASE OR 5" BITVMINOUS BAS£ TYPICAL mra SECTION (28' STREET SECTION) CONCRETE CURB & CUTTER SEE DETAIL 3" 3'-0" 18" ~ . ~ ~ . . . 4· #4 BARS @ 1 O" O.C. TYPICAL CONCRETE VALLEY GUITER (CROSS-SECTION) co WVH 866l 20 :90 :sl 92 uer uow eJlP9£82\uo+dweH ~+nos-2882\00o\s+Ja~oJd\ :J CD Ol 01 ........ C\J C\J LO C\J c ro J c 0 ::::;:: ro (_ "D lD ("T") CD ('\J -c 0 ....., a. E ro :r: .c ....., :::i 0 Cf) I C\J CD CD C\J -0 0 0 -(f) ....., u OJ 0 (_ 0.... -u #4 BARS 0 18" O.C. #3 BARS 0 18" O.C. LAP 6" (MIN) 6" #4 BAR, 1 I I 7'-0" ,-_J \_BLOCK OUT FOR EXTENSION WHERE REQUIRED #4 BARS 0 12" O.C.E.W. (ALL SIDES) PBOEJLE VIEW • <O #4 BARS C 12" O.C.E.W. •. TYPICAL RECE$SED CURB INLET N.T.S. s·-o· (MIN) 11 '-0" (MIN) PLAN VIEW . 0 I 'f-. 0 I 'N CD m m ....... ru ....... ru ....... 0 ru tD ru c ro """'.) c 0 ::::;: ro '--....... -0 l.O ("l"') CD ru -c 0 ..._, Cl. E ro :::c .c ..._, :::J 0 Cf) I ru co co ru -0 0 0 -Cf) ..._, u Cl.) 0 '--0... -u TOP OF CURB 6" •. ..... I I") I . - PROFILE VIEW #4 BARS C CONNECT TO TYPICAL RECESSED CURB INLET 2'-6" Pl.AN VIEW CURB INLET EXTENSION N.T.S. C: \Projects\000\2882-South Hampton\2836d1ra Mon Jan 26 20: 41: 31 1998 RAM -t>:. I 0 1 '-6" .. " . . b. . : .... .. . o" _r -l 00 I'I O.D. + 12" -------~-------- o<i. ~ I • , .. O.D . t 1 2" EASEMENT WIDTH VARIES (20' MIN.) EXISTING GROUND PROPOSED GRADE CONCRETE PILOT CHANNEL SEE DETAIL, THIS SHEET STANDARD OPEN CHANNEL (CROSS-SECTION) ------- . 2 c 0 I I I I ·! Safety Ploe Runners 11 f required> ~ 80 mn Std Pipe! I <ASTM A53l {E . 0 . 125 >.tin Relnf to hove 25 >.tin cover I L ,- Lenqth Vorle 0 PIPE RUNNERS ?E PIPE MAXIMUM MINIMUM REQUIRED Ea Soo at 600 o. WALL "B" ·o· SLOPE LENGTH THICKNESS SINGLE MULTI PL:: PIPE PIPE \Q I 1 6 I, 425 No Yes. fer 50 425 >2 pipes ,. ,. ,. rs 57 514 I 1 6 I, 925 No Yes. for 1" ol " >2 pipes I I ii' ii' 11' I ,.1 1·' Yes.· for I' lo 63 600 I 1 6 2.400 No ,,1 .11 I >2 pipes )0 75 775 I• 6 3.375 No Yes. fer >2 olpes PL AN 0 88 964 116 4,400 No Yes ;O 100 I, 138 116 5,375 Yes Yes 150 I 13 I, 314 I 16 I, 314 Yes Yes •ens Ion ·o· Is ooseo on wo 1 1 tn1c1<ness ·s·. If any other wol 1 c><ness Is used. dimension ·o· 11'\Jst oe oaJusteo occorolnq1 y. I - - - - --1-- - -- --- I ~-T,· <125 >.11 ety end treatment for relnforceo concr-e~e pipe moy oe useo nd Treatment as specified In Item "Safety Eno Treatment·. End Treatment ootlon snown on this sheet shoulo only s Indicated In the toOle aoove. corners snal I De cnanfereo 20 rrm. of this product snol I conform to reauirer.-:~nts of LONG I TUO I NAL ELEna Treatment" except as ndTed be low • ===============tnJ!l relnforclnQ shol I tle •4 at 150 lllT1 <Groce 300! or •4 OT rrm <Groce 420i each way or 152 X 152 · MW80 X MW80 or x 127 · IAW65 X IAW65 welOeO wire fabr ic. :rete for precast <steel formeOl sectivns snol 1 : I. "A" on and exoense of the Contractor the next lorqer size Treatment may tle furnished, as ionQ as tne ·o· t Is that of the required size of ploe. lrements for tl"\e treatment of culv.ert enos must e 'Hlqhwoy Oeslqn Division Ooerot lons one ual 1-86". , for safety pipe runners shown on this s~ee~ conform to •n~ qn Division Operations and Pr-oceoures Mcnua1 1-66". wn lc" Dasie oeslqn requlrerrents concer-nlnq culvert enas. ons are In ml I 1 lmeter-s unless otl"lerwlse noted. ~ Texas [)ep:Jrtrnenl of Tronspartatlan I Onslgn Olvlslon IBrld~ I ______ _____. PRECAST SAFETY END TREAT MENT PARALLEL DRAINAGE ( 125 Min> END ELEVATION PSET-SP<M> t •\.£· ~sers106.oc;rt »• .. ;u, :::c.• <L~ :., •• JT~ ·c(• <.LR 1s1C· 3l(<;1.1 oq,, J.,t.((. ~(2RUAR'!' :c.;'31 ! :HST :l[o t(C; :i::)(:t ... l 410 .-O.;[~T • s-~~;