Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin A10 - Combination Inlet
Project Description
SpreadSolve For
Input Data
cfs0.20Discharge
ft3.00Gutter Width
ft/ft0.110Gutter Cross Slope
ft/ft0.018Road Cross Slope
in2.0Local Depression
in2.0Local Depression Width
ft2.80Grate Width
ft4.3Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0Clogging
ft3.0Curb Opening Length
ft0.5Opening Height
HorizontalCurb Throat Type
degrees90.00Throat Incline Angle
Options
Use BothCalculation Option
Results
ft0.6Spread
in0.9Depth
in3.3Gutter Depression
in5.3Total Depression
ft²5.4Open Grate Area
ft7.1Active Grate Weir Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin A7 - Grate Inlet
Project Description
SpreadSolve For
Input Data
cfs4.41Discharge
ft5.13Gutter Width
ft/ft0.051Gutter Cross Slope
ft/ft0.031Road Cross Slope
ft3.13Grate Width
ft10.9Grate Length
in1.3Local Depression
in1.3Local Depression Width
P-50 mm x
100 mm (P-1-
7/8"-4")
Grate Type
%50.0Clogging
Results
ft7.9Spread
in4.2Depth
in1.2Gutter Depression
in2.5Total Depression
ft²13.6Open Grate Area
ft14.0Active Grate Weir Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin A9 - Grate Inlet
Project Description
SpreadSolve For
Input Data
cfs1.27Discharge
ft5.13Gutter Width
ft/ft0.051Gutter Cross Slope
ft/ft0.030Road Cross Slope
ft3.13Grate Width
ft7.4Grate Length
in1.3Local Depression
in1.3Local Depression Width
P-50 mm x
100 mm (P-1-
7/8"-4")
Grate Type
%50.0Clogging
Results
ft4.5Spread
in2.7Depth
in1.3Gutter Depression
in2.6Total Depression
ft²9.3Open Grate Area
ft10.5Active Grate Weir Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin B10 - Curb Opening Inlet
Project Description
EfficiencySolve For
Input Data
cfs1.28Discharge
ft/ft0.010Slope
ft1.50Gutter Width
ft/ft0.220Gutter Cross Slope
ft/ft0.043Road Cross Slope
0.013Roughness Coefficient
ft7.0Curb Opening Length
in2.0Local Depression
in2.0Local Depression Width
Results
%100.00Efficiency
cfs1.28Intercepted Flow
cfs0.00Bypass Flow
ft2.2Spread
in4.3Depth
ft²0.3Flow Area
in3.2Gutter Depression
in5.2Total Depression
ft/s4.25Velocity
ft/ft0.329Equivalent Cross Slope
1.588Length Factor
ft4.4Total Interception Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin B3 - Curb Opening Inlet
Project Description
EfficiencySolve For
Input Data
cfs0.22Discharge
ft/ft0.010Slope
ft1.00Gutter Width
ft/ft0.100Gutter Cross Slope
ft/ft0.021Road Cross Slope
0.013Roughness Coefficient
ft3.2Curb Opening Length
in1.0Local Depression
in1.0Local Depression Width
Results
%100.00Efficiency
cfs0.22Intercepted Flow
cfs0.00Bypass Flow
ft2.6Spread
in1.6Depth
ft²0.1Flow Area
in0.9Gutter Depression
in1.9Total Depression
ft/s1.98Velocity
ft/ft0.165Equivalent Cross Slope
1.000Length Factor
ft3.2Total Interception Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin B8 - Grate Inlet
Project Description
SpreadSolve For
Input Data
cfs1.39Discharge
ft5.13Gutter Width
ft/ft0.051Gutter Cross Slope
ft/ft0.043Road Cross Slope
ft3.13Grate Width
ft7.4Grate Length
in1.3Local Depression
in1.3Local Depression Width
P-50 mm x
100 mm (P-1-
7/8"-4")
Grate Type
%50.0Clogging
Results
ft4.6Spread
in2.8Depth
in0.5Gutter Depression
in1.8Total Depression
ft²9.3Open Grate Area
ft10.5Active Grate Weir Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Catch Basin B9 - Grate Inlet
Project Description
SpreadSolve For
Input Data
cfs4.00Discharge
ft5.13Gutter Width
ft/ft0.051Gutter Cross Slope
ft/ft0.022Road Cross Slope
ft3.13Grate Width
ft10.9Grate Length
in1.3Local Depression
in1.3Local Depression Width
P-50 mm x
100 mm (P-1-
7/8"-4")
Grate Type
%50.0Clogging
Results
ft8.5Spread
in4.0Depth
in1.8Gutter Depression
in3.1Total Depression
ft²13.6Open Grate Area
ft14.0Active Grate Weir Length
Watertown, CT 06795 USA +1-203-755-1666
8/9/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOn-Site Catch Basin.fm8
Iron Lofts Catch Basin Inlet Sizing Calculations - Q100 1 Catch Basin No. 1 Catch Basin No. 5
Drainage area no. B3 Drainage area no. A9
Curb-opening CB in a sump Grated inlet in a sump
Discharge, Q= 0.2 cfs (0.09 ac) Discharge, Q= 1.3 cfs (0.32 ac) Weir equation: Q=CLh3/2 Weir equation: Q=CLh3/2
Depth of flow in gutter, y= 0.03 ft Depth of pond, h= 0.25 ft Local depression, a= 0.08 ft Weir coefficient, C 3.0
h=y+a= 0.11 ft Assume 50% clogging
Weir coefficient, C 3.0 Perimeter required: L=2Q/Ch3/2 6.8 ft Length of opening: L=Q/Ch3/2 2.0 ft Use L= 7 ft
Use L= 2 ft Depth of ponding: h=[2Q/CL]2/3
0.24 ft
Depth of ponding: h=[Q/CL]2/3
0.11 ft Catch Basin No. 7
Catch Basin No. 2 Drainage area no. A7
Drainage area no. B10 Grated inlet in a sum p
Curb-opening CB in a sump Discharge, Q= 4.4 cfs (1.32 ac) Discharge, Q= 1.3 cfs (0.31 ac) Weir equation: Q=CLh 3/2 Weir equation: Q=CLh3/2 Depth of pond, h= 0.42 ft
Depth of flow in gutter, y= 0.03 ft Weir coefficient, C 3.0 Local depression, a= 0.17 ft Assume 50% clogging
h=y+a= 0.20 ft Perimeter required: L=2Q/Ch 3/2 10.8 ft
Weir coefficient, C 3.0 Use L= 11 ft
Length of opening: L=Q/Ch3/2
4.8 ft Depth of ponding: h=[2Q/CL]2/3
0.42 ft
Use L= 7 ft Catch Basin No. 8
Depth of ponding: h=[Q/CL]2/3
0.15 ft Drainage area no. A1
Catch Basin No. 3 Grated inlet in a sum p
Drainage area no. B8 Discharge, Q= 1.5 cfs (0.37 ac)
Grated inlet in a sump Weir equation: Q=CLh3/2
Discharge, Q= 1.4 cfs (0.34 ac) Depth of pond, h= 0.42 ft Weir equation: Q=CLh3/2 Weir coefficient, C 3.0
Depth of pond, h= 0.25 ft Assume 50% clogging
Weir coefficient, C 3.0 Perimeter required: L=2Q/Ch 3/2 3.6 ft Assume 50% clogging Use L= 4 ft
Perimeter required: L=2Q/Ch3/2
7.4 ft Depth of ponding: h=[2Q/CL]2/3
0.39 ft
Use L= 7 ft
Depth of ponding: h=[2Q/CL]2/3
0.25 ft
Catch Basin No. 4
Drainage area no. B9
Grated inlet in a sump
Discharge, Q= 4.0 cfs (1.12 ac)
Weir equation: Q=CLh3/2
Depth of pond, h= 0.42 ft
Weir coefficient, C 3.0
Assume 50% clogging
Perimeter required: L=2Q/Ch3/2 9.8 ft
Use L= 11 ft
Depth of ponding: h=[2Q/CL]2/3
0.39 ft
R:\Realm\Realm-Riverside-Iron Lofts\Documents\Hydrology\Final\Site 1\Hydrology Calcs\Catch Basin Sizing\On-Site\RIL-CB Sizing-On-site KHR Associates
11/19/2024 2:17 PM
Hydrology Report Prepared by
Riverside, California KHR Associates
Appendix 2.2
Post-Development Hydrology Map:
Off-Site
Hydrology Report Prepared by
Riverside, California KHR Associates
Appendix 2.3
Post-Development Hydrology Calculations:
On-site plus Off-Site Street Runoff
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1681
Analysis prepared by:
KHR Associates
17530 Von Karman Avenue
Irvine, CA 92626
************************** DESCRIPTION OF STUDY ************************** * IRON LOFTS * * POST-DEVELOPMENT HYDROLOGY - MISSION INN AVENUE STREET RUNOFF * * 10-YEAR STORM EVENT * ************************************************************************** FILE NAME: MISSION.DAT
TIME/DATE OF STUDY: 17:23 07/31/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.140
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.800
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.210
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5491525
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5491524 COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.808 SLOPE OF INTENSITY DURATION CURVE = 0.5492
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 322.64
UPSTREAM ELEVATION(FEET) = 881.03
DOWNSTREAM ELEVATION(FEET) = 877.16
ELEVATION DIFFERENCE(FEET) = 3.87
TC = 0.303*[( 322.64**3)/( 3.87)]**.2 = 7.401
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.550
USER-SPECIFIED RUNOFF COEFFICIENT = .8829
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 0.96
TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 0.96 +--------------------------------------------------------------------------+ | SUBAREA C1 SHEETFLOWS TO CB #1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.550
USER-SPECIFIED RUNOFF COEFFICIENT = .7288
SOIL CLASSIFICATION IS "C"
SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 0.99 TC(MIN.) = 7.40
**************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 122.07
UPSTREAM ELEVATION(FEET) = 878.90
DOWNSTREAM ELEVATION(FEET) = 877.50
ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.533*[( 122.07**3)/( 1.40)]**.2 = 8.895
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.305
USER-SPECIFIED RUNOFF COEFFICIENT = .7143
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 2.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 14.77 MANNING'S N = 0.009
DEPTH OF FLOW IN 4.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.21
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.97
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 = 136.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.21 8.97 2.295 0.12
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 = 136.84 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.99 7.40 2.550 0.44
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 322.64 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.16 7.40 2.550
2 1.10 8.97 2.295
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.16 Tc(MIN.) = 7.40
TOTAL AREA(ACRES) = 0.6
**************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 20.12 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.49
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 342.76 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 87.41 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 2.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.19
GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 7.94
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 430.17 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 7.94 PEAK FLOW RATE(CFS) = 1.16
*** PEAK FLOW RATE TABLE ***
Q(CFS) Tc(MIN.)
1 1.16 7.94
2 1.10 9.52
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1681
Analysis prepared by:
KHR Associates
17530 Von Karman Avenue
Irvine, CA 92626
************************** DESCRIPTION OF STUDY ************************** * IRON LOFTS * * POST-DEVELOPMENT HYDROLOGY - MISSION INN AVENUE STREET RUNOFF * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: MISSION.DAT
TIME/DATE OF STUDY: 17:24 07/31/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.140
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.800
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.210
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5491525
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5491524 COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5492
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 322.64
UPSTREAM ELEVATION(FEET) = 881.03
DOWNSTREAM ELEVATION(FEET) = 877.16
ELEVATION DIFFERENCE(FEET) = 3.87
TC = 0.303*[( 322.64**3)/( 3.87)]**.2 = 7.401
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.787
USER-SPECIFIED RUNOFF COEFFICIENT = .8877
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 1.43
TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.43 +--------------------------------------------------------------------------+ | SUBAREA C1 SHEETFLOWS TO CB #1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.787
USER-SPECIFIED RUNOFF COEFFICIENT = .7771
SOIL CLASSIFICATION IS "C"
SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.48 TC(MIN.) = 7.40
**************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 122.07
UPSTREAM ELEVATION(FEET) = 878.90
DOWNSTREAM ELEVATION(FEET) = 877.50
ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.533*[( 122.07**3)/( 1.40)]**.2 = 8.895
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.423
USER-SPECIFIED RUNOFF COEFFICIENT = .7660
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 2.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 14.77 MANNING'S N = 0.009
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.76
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.33
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.96
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 = 136.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.33 8.96 3.409 0.12
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 = 136.84 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.48 7.40 3.787 0.44
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 322.64 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.75 7.40 3.787
2 1.66 8.96 3.409
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.75 Tc(MIN.) = 7.40
TOTAL AREA(ACRES) = 0.6
**************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 20.12 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.33
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.48
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 342.76 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 87.41 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 3.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.62
GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.88
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 430.17 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 7.88 PEAK FLOW RATE(CFS) = 1.75
*** PEAK FLOW RATE TABLE ***
Q(CFS) Tc(MIN.)
1 1.75 7.88
2 1.66 9.45
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
FILE: RRIL-WSPGW-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.11 PAGE 1 Program Package Serial Number: 7379
WATER SURFACE PROFILE LISTING Date:10- 2-2024 Time:12:58:11 Iron Lofts
Hydraulic Grade Line
Line B - 100-Year Storm Event
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 103.000 866.630 .175 866.805 1.75 15.24 3.60 870.41 .00 .50 .96 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
2.006 .4497 .3175 .64 .17 7.77 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 105.006 867.532 .179 867.711 1.75 14.60 3.31 871.02 .00 .50 .97 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
1.726 .4497 .2789 .48 .18 7.33 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 106.732 868.308 .185 868.493 1.75 13.92 3.01 871.50 .00 .50 .99 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
1.296 .4497 .2433 .32 .19 6.87 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 108.028 868.891 .191 869.082 1.75 13.27 2.74 871.82 .00 .50 1.00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
1.019 .4497 .2126 .22 .19 6.44 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 109.047 869.350 .198 869.548 1.75 12.66 2.49 872.03 .00 .50 1.02 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .833 .4497 .1856 .15 .20 6.04 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 109.881 869.724 .204 869.928 1.75 12.07 2.26 872.19 .00 .50 1.03 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .690 .4497 .1619 .11 .20 5.66 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 110.570 870.034 .211 870.246 1.75 11.50 2.06 872.30 .00 .50 1.04 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .583 .4497 .1414 .08 .21 5.31 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 111.154 870.297 .218 870.515 1.75 10.97 1.87 872.38 .00 .50 1.06 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .496 .4497 .1235 .06 .22 4.98 .16 .013 .00 .00 PIPE | | | | | | | | | | | | | 111.650 870.520 .226 870.746 1.75 10.46 1.70 872.44 .00 .50 1.07 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
2.465 .1382 .1121 .28 .23 4.67 .22 .013 .00 .00 PIPE FILE: RRIL-WSPGW-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.11 PAGE 2 Program Package Serial Number: 7379
WATER SURFACE PROFILE LISTING Date:10- 2-2024 Time:12:58:11 Iron Lofts
Hydraulic Grade Line
Line B - 100-Year Storm Event
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 114.115 870.861 .229 871.090 1.75 10.25 1.63 872.72 .00 .50 1.08 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
3.889 .1382 .1019 .40 .23 4.54 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 118.004 871.399 .236 871.635 1.75 9.78 1.48 873.12 .00 .50 1.09 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
2.571 .1382 .0889 .23 .24 4.26 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 120.575 871.754 .244 871.998 1.75 9.32 1.35 873.35 .00 .50 1.11 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
1.891 .1382 .0776 .15 .24 3.99 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 122.466 872.015 .252 872.267 1.75 8.89 1.23 873.49 .00 .50 1.12 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
1.455 .1382 .0678 .10 .25 3.74 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 123.921 872.216 .261 872.478 1.75 8.47 1.11 873.59 .00 .50 1.14 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
1.170 .1382 .0593 .07 .26 3.50 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.091 872.378 .270 872.648 1.75 8.08 1.01 873.66 .00 .50 1.15 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .962 .1382 .0518 .05 .27 3.28 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.053 872.511 .279 872.790 1.75 7.70 .92 873.71 .00 .50 1.17 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .804 .1382 .0452 .04 .28 3.08 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.856 872.622 .288 872.910 1.75 7.34 .84 873.75 .00 .50 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .670 .1382 .0395 .03 .29 2.88 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.526 872.715 .298 873.013 1.75 7.00 .76 873.77 .00 .50 1.20 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .571 .1382 .0345 .02 .30 2.70 .22 .013 .00 .00 PIPE FILE: RRIL-WSPGW-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.11 PAGE 3 Program Package Serial Number: 7379
WATER SURFACE PROFILE LISTING Date:10- 2-2024 Time:12:58:11 Iron Lofts
Hydraulic Grade Line
Line B - 100-Year Storm Event
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 128.097 872.794 .308 873.102 1.75 6.68 .69 873.79 .00 .50 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .481 .1382 .0302 .01 .31 2.53 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.578 872.860 .319 873.179 1.75 6.37 .63 873.81 .00 .50 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .413 .1382 .0264 .01 .32 2.37 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.991 872.917 .330 873.247 1.75 6.07 .57 873.82 .00 .50 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .356 .1382 .0231 .01 .33 2.22 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 129.347 872.966 .341 873.307 1.75 5.79 .52 873.83 .00 .50 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .307 .1382 .0202 .01 .34 2.08 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 129.654 873.009 .352 873.361 1.75 5.52 .47 873.83 .00 .50 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .249 .1382 .0176 .00 .35 1.95 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 129.903 873.043 .365 873.408 1.75 5.26 .43 873.84 .00 .50 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .220 .1382 .0154 .00 .37 1.82 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.123 873.074 .377 873.451 1.75 5.02 .39 873.84 .00 .50 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .181 .1382 .0135 .00 .38 1.71 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.304 873.099 .390 873.489 1.75 4.78 .36 873.84 .00 .50 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .145 .1382 .0118 .00 .39 1.60 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.448 873.119 .404 873.523 1.75 4.56 .32 873.85 .00 .50 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .120 .1382 .0103 .00 .40 1.50 .22 .013 .00 .00 PIPE FILE: RRIL-WSPGW-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.11 PAGE 4 Program Package Serial Number: 7379
WATER SURFACE PROFILE LISTING Date:10- 2-2024 Time:12:58:11 Iron Lofts
Hydraulic Grade Line
Line B - 100-Year Storm Event
************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 130.568 873.135 .418 873.553 1.75 4.35 .29 873.85 .00 .50 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .098 .1382 .0090 .00 .42 1.40 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.666 873.149 .432 873.581 1.75 4.15 .27 873.85 .00 .50 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .071 .1382 .0079 .00 .43 1.31 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.737 873.159 .447 873.606 1.75 3.95 .24 873.85 .00 .50 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .046 .1382 .0069 .00 .45 1.23 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.784 873.165 .463 873.628 1.75 3.77 .22 873.85 .00 .50 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .031 .1382 .0061 .00 .46 1.15 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.814 873.169 .479 873.648 1.75 3.59 .20 873.85 .00 .50 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .006 .1382 .0053 .00 .48 1.07 .22 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.820 873.170 .498 873.668 1.75 3.42 .18 873.85 .00 .50 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | CB1 - Curb Opening Inlet Q10
Project Description
SpreadSolve For
Input Data
cfs1.16Discharge
ft2.00Gutter Width
ft/ft0.022Gutter Cross Slope
ft/ft0.020Road Cross Slope
ft4.0Curb Opening Length
ft0.7Opening Height
HorizontalCurb Throat Type
in2.0Local Depression
in2.0Local Depression Width
degrees90.00Throat Incline Angle
Results
ft8.2Spread
in2.0Depth
in0.0Gutter Depression
in2.0Total Depression
Watertown, CT 06795 USA +1-203-755-1666
7/31/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8
CB1 - Curb Opening Inlet Q100
Project Description
SpreadSolve For
Input Data
cfs1.75Discharge
ft2.00Gutter Width
ft/ft0.022Gutter Cross Slope
ft/ft0.020Road Cross Slope
ft4.0Curb Opening Length
ft0.7Opening Height
HorizontalCurb Throat Type
in2.0Local Depression
in2.0Local Depression Width
degrees90.00Throat Incline Angle
Results
ft10.8Spread
in2.6Depth
in0.0Gutter Depression
in2.0Total Depression
Watertown, CT 06795 USA +1-203-755-1666
7/31/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8
Pipe Capacity: 18SD @0.192 - Q10
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.013Roughness Coefficient
ft/ft0.192Channel Slope
in18.0Diameter
cfs1.16Discharge
Results
in2.0Normal Depth
ft²0.1Flow Area
ft1.0Wetted Perimeter
in1.2Hydraulic Radius
ft0.94Top Width
in4.8Critical Depth
%10.9Percent Full
ft/ft0.005Critical Slope
ft/s11.04Velocity
ft1.90Velocity Head
ft2.06Specific Energy
5.815Froude Number
cfs49.47Maximum Discharge
cfs45.99Discharge Full
ft/ft0.000Slope Full
SupercriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%10.9Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in2.0Normal Depth
in4.8Critical Depth
ft/ft0.192Channel Slope
ft/ft0.005Critical Slope
Watertown, CT 06795 USA +1-203-755-1666
10/2/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8
Pipe Capacity: 18SD @0.192 - Q100
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.013Roughness Coefficient
ft/ft0.192Channel Slope
in18.0Diameter
cfs1.75Discharge
Results
in2.4Normal Depth
ft²0.1Flow Area
ft1.1Wetted Perimeter
in1.5Hydraulic Radius
ft1.02Top Width
in6.0Critical Depth
%13.3Percent Full
ft/ft0.005Critical Slope
ft/s12.51Velocity
ft2.43Velocity Head
ft2.63Specific Energy
5.952Froude Number
cfs49.47Maximum Discharge
cfs45.99Discharge Full
ft/ft0.000Slope Full
SupercriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%13.3Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in2.4Normal Depth
in6.0Critical Depth
ft/ft0.192Channel Slope
ft/ft0.005Critical Slope
Watertown, CT 06795 USA +1-203-755-1666
10/2/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8
Pipe Capacity: 18SD @0.010 - Q100
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.013Roughness Coefficient
ft/ft0.010Channel Slope
in18.0Diameter
cfs1.75Discharge
Results
in5.0Normal Depth
ft²0.4Flow Area
ft1.7Wetted Perimeter
in2.9Hydraulic Radius
ft1.34Top Width
in6.0Critical Depth
%27.6Percent Full
ft/ft0.005Critical Slope
ft/s4.41Velocity
ft0.30Velocity Head
ft0.72Specific Energy
1.427Froude Number
cfs11.30Maximum Discharge
cfs10.50Discharge Full
ft/ft0.000Slope Full
SupercriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%27.6Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in5.0Normal Depth
in6.0Critical Depth
ft/ft0.010Channel Slope
ft/ft0.005Critical Slope
Watertown, CT 06795 USA +1-203-755-1666
7/31/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8
Pipe Capacity: 18SD @0.008 - Q100
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.013Roughness Coefficient
ft/ft0.008Channel Slope
in18.0Diameter
cfs1.75Discharge
Results
in5.4Normal Depth
ft²0.4Flow Area
ft1.7Wetted Perimeter
in3.1Hydraulic Radius
ft1.37Top Width
in6.0Critical Depth
%29.7Percent Full
ft/ft0.005Critical Slope
ft/s3.98Velocity
ft0.25Velocity Head
ft0.69Specific Energy
1.237Froude Number
cfs9.79Maximum Discharge
cfs9.10Discharge Full
ft/ft0.000Slope Full
SupercriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%29.7Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in5.4Normal Depth
in6.0Critical Depth
ft/ft0.008Channel Slope
ft/ft0.005Critical Slope
Watertown, CT 06795 USA +1-203-755-1666
7/31/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8
Pipe Capacity: 18SD @0.005 - Q100
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.013Roughness Coefficient
ft/ft0.005Channel Slope
in18.0Diameter
cfs1.75Discharge
Results
in5.9Normal Depth
ft²0.5Flow Area
ft1.8Wetted Perimeter
in3.3Hydraulic Radius
ft1.41Top Width
in6.0Critical Depth
%33.0Percent Full
ft/ft0.005Critical Slope
ft/s3.44Velocity
ft0.18Velocity Head
ft0.68Specific Energy
1.009Froude Number
cfs7.99Maximum Discharge
cfs7.43Discharge Full
ft/ft0.000Slope Full
SupercriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%33.0Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in5.9Normal Depth
in6.0Critical Depth
ft/ft0.005Channel Slope
ft/ft0.005Critical Slope
Watertown, CT 06795 USA +1-203-755-1666
7/31/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterOff-Site Catch Basin.fm8