HomeMy WebLinkAboutCT 03-01; LA COSTA RESORT; DRAINAGE REPORT; 2005-06-23Prepared for:
KSLLACOSTA
Drainage Report
KSL LA COSTA RESORT & SPA
COSTA DEL MAR ENTRY
CITY OF CARLSBAD
SAN DIEGO COUNTY, CALIFORNIA
June 23, 2005
2100 COSTA DEL MAR ROAD
CARLSBAD, CA 92009
JIM WAPLES
Prepared by:
R':If
CONSULTING
Contact Person:
Tim Thiele
RBF CONSULTING
5050 A venida Encinas, suite 260
Carlsbad, CA 92008
760.476.9193
RBF IN 55-100221.008
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• HYDROLOGY STUDY
TABLE OF CONTENTS
SECTION 1 -INTRODUCTION
1.1 General futroduction ........................................................................................... 1
SECTION 2 -PROJECT INFORMATION
2.1 Existing Conditions ..................................................................... -.. : ....... : ............. 1
2.2 Interim Conditions .............................................................................................. 1
SECTION 3 -ANALySiS/CONCLUSiON ........................................................... 2
APPENDIX -HYDROLOGY CALCULATIONS ..................................................... 3
COSTA DEL MAR ENTRY
HYDROLOGY STUDY
• HYDROLOGY STUDY
1 INTRODUCTION
The La Costa Resort & Spa has prepared a Master plan for the site. The Maser Plan
project included construction of resort villas, commercial buildings, parking structures,
and various surface improvements around the existing resort. A master drainage study
was prepared as part of these improvements, refer to the "Drainage Study for La Costa
Resort and Spa-Master Plan", dated May 2,2003 and revised November 3,2003.
--.
One of the various surface improvements is to reconstruct the entry to the site at the
intersection of Costa Del Mar and E1 Camino Real. As part of the limits of work for
these improvements, a portion of the existing storm drain system will need to be removed
and an interim storm drain system will need to be in place, until Villas Phase 3 of the
Master Plan, can be constructed and the ultimate storm drain system installed, outlined in
the master drainage study. The interim storm drain system will consist of a temporary
inlet structure with pipe, a portion of the ultimate storm drain system for future
connection, and the removal and replace of existing stonn drain pipe crossing under EI
Camino Real.
This report will address the required pipe size to carry existing site flows during the 100-
year stonn event, as well as the design for the diversion structure as part of the ultimate
storm drain system. .
2 PROJECT INFORMATION
2.1 Existing Conditions
Existing runoff from La Costa Resort & Spa site are conveyed to two different locations. -
The majority of runoff is conveyed to E1 Camino Real and Costa Del Mar. The EI
Camino runoff is discharged through an existing headwall and into a vegetated swale that
flows southerly, parallel to E1 Camino Real. Flows are conveyed into an existing
headwall, which discharges through an existing public 36" CMP storm drain pipe, which
crosses under E1 Camino Real and discharges through an existing headwall into San
Marcos Creek.
2.2 Interim Conditions
Existing runoff from La Costa Resort and Spa will still be conveyed to Costa Del Mar
and EI Camion Real. Flow will continue to discharge into the existing vegetated swale
and flow southerly until it is conveyed into a temporary catch basin and discharged
through a temporary pipe that connects to a new stonn drain system, which discharges
through a new headwall into San Marcos Creek.
Costa Del Mar Entry
Hydrology Study
1
• HYDROLOGY STUDY
3 ANALYSIS/CONCLUSION
3.1 Temporary Pipe
Flows from the site are not being increased in the interim condition, and therefore do
not require a HEC analysis for the existing San Marcos Creek. Pipe segments 1 thru
5, and 12 thru & 15 as shown on Exhibit A, are part of the master drainage study. For
pipe segment 6, a new 30" RCP pipe would be required to accommodate peak runoff
flow rate from a 100-year storm event. See Appendix.
3.2 Diversion Structure
The following calculations form the basis of design for the storm drain diversion just
north of the EI Camino Real/Costa del Mar intersection in Carlsbad, CA. The design
objective is to match the outlined in the "Drainage Study for La Costa Resort and Spa-
Master Plan" (Rick Engineering, November 2003). The master plan calls for 35 cfs to be
directed south toward Costa del Mar and approximately 30 cfs to be directed toward the
storm drain under EI Camino Real during the 100-year design event.
Design Procedure
The design analysis followed the following procedure:
Step 1. Use inlet-control design nomographs to make initial estimate of headwater depth
in the structure and size the pipes.
Step 2. Check full-flow normal depth calculations to ensure that the system is not
governed by slope of the pipe.
Step 3. Use normal depth calculations to provide an estimate oftailwater elevations
Step 4. Use computer program HY-8 Culvert Analysis (Federal Highway Administration,
June 1996) to refine the results, including the maximum tailwater estimate from Step 3 in
the input as a check for possible outlet control.
Summary of Results
The analysis demonstrates that raising the flowline elevation of the storm drain draining
toward EI Camino Real 0.6 feet above the flowline of the storm drain draining toward
Costa del Mar will provide the needed diversion distribution of flows during the 100-year
design event. Both storm drains are to be 30-inch RCP. The maximum headwater
elevation in the clean-out structure will be approximately 14.86 ft, which is 2.24 ft below
the rim elevation.
Costa Del Mar Entry
Hydrology Study
2
•
Costa Del Mar Entry
Hydrology Study
HYDROLOGY STUDY
APPENDIX
3
•
TEMPORARY PIPE ANALYSIS
Costa Del Mar Entry
Hydrology Study
HYDROLOGY STUDY
~
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PLANNING • DESIGN • CONSTRUCTION
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DIVERSION STRUCTURE ANALYSIS
Costa Del Mar Entry
Hydrology Study
HYDROLOGY STUDY
Storm Drain Diversion Worksheet
La Costa Resort Storm Drain Diversion (RBF IN 55-100221.006)
Costa del Mar (Q=35 cfs)
1. Inlet Control Nomograph -Set Headwater
Water Surface Flowline Headwater
WSEL FL HW=WSEL-FL
(ft) (ft) (ft)
.~ 3.75 0.00 3.75
3.00 0.00 3.00
2. Normal Depth Flow Check -Does Slope Limit Flow?
Pipe Diameter HW/DordlD Conveyance*
D Q K
(ft) (cfs)
..:> 2.50 1.00 0.4630
3.00 1.00 0.4630
_,"-from Table 21, USBR Hydraulic and Excavation Tables 11th Edition (1957)
RBF Consulting
6/20/2005 2:25 PM
Pipe Diameter HW:D Ratio
D HW/D
(ft) (ft)
2.50
3.00
Manning Coeff. Slope
n S
(n.d.) (ftlft)
0.013
0.013
1.50
1.00
0.0200
0.0200
I
Max Flow
Q
(cfs)
57.99
94.29
221 Diversion-Calc-Wks Sheet1
page 1 of2
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Storm Drain Diversion Worksheet
La Co'sta Resort Storm Drain Diversion (RBF IN 55-100221.006)
EI Camino Real (Q=30 cfs)
1. Inlet Control Nomograph -Set Pipe Flowline
Water Surface Flowline Headwater
WSEl Fl HW=WSEL-Fl
(ft) (ft) (ft)
-> 3.75 0.50 3.25
3.75 1.05 2.70
2. Normal Depth Flow Check -Does Slope limit Flow?
Pipe Diameter HW/D ord/D Conveyance*
D Q K
(ft) (cfs)
-> 2.50 1.00 0.4630
3.00 1.00 0.4630
* from Table 21, USBR Hydraulic and Excavation Tables 11th Edition (1957)
RBF Consulting
6/20/2005 2:25 PM
Pipe Diameter HW:D Ratio
D HW/D
(ft) (ft)
2.50
3.00
Manning Coeff. Slope
n S
(n.d.) (ftlft)
0.013
0.013
1.30
0.90
0.0324
0.0324
Max Flow
Q
(cfs)
,
73.80
120.01
221 Diversion-Calc-Wks Sheet1
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CURRENT DATE: 06-20-2005 FILE DATE: 06-20-2005
CURRENT TIME: 14:11:52 FILE NAME: 221HY802
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.1
I I
C I SITE DATA CULVERT SHAPE, MATERIAL, INLET I
U I I
L I INLET OUTLET CULVERT BARRELS I
I V I ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET I
INO·I (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE I
I 1 I 11.20 9.04 72.03 1 RCP 2.50 2.50 .013 CQNVE~TIONALI
I 2 I 11. 80 10.81 12.04 1 RCP 2.50 2.50 .013 CONVENTIONAL I
I 3 I I I 4 I I
I 5 I I
I 6 I I I I I
SUMMARY OF CULVERT FLOWS (cfs) FILE: 221HY802 DATE: 06-20-2005
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
12.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
12.58 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 5
12.73 15.0 10.6 5.5 0.0 0.0 0.0 0.0 0.00 12
13.04 22.5 14.1 8.3 0.0 0.0 0.0 0.0 0.00 2
13.36 30.0 18.3 11.7 0.0 0.0 0.0 0.0 0.00 3
13.67 37.5 22.3 15.4 0.0 0.0 0.0 0.0 0.00 2
13.96 45.0 25.9 19.1 0.0 0.0 0.0 0.0 0.00 3
14.27 52.5 29.4 23.2 0.0 0.0 0.0 0.0 0.00 3
14.61 60.0 32.8 27.3 0.0 0.0 0.0 0.0 0.00 3
~ 14.86 V 65.0 35.1/ 30.0 ./ 0.0 0.0 0.0 0.0 0.00 3
15.42 75.0 39.7 35.3 0.0 0.0 0.0 0.0 0.00 3
17.10 98.6 50.9 47.7 0.0 0.0 0.0 0.0 OVERTOPPING
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 221HY802 DATE: 06-20-2005
HEAD HEAD TOTAL FLOW % FLOW
ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR
12.50 0.000 0.00 0.00 0.00
12.58 0.000 7.50 -0.02 -0.27
12.73 0.000 15.00 -1.13 -7.53
13.04 -0.008 22.50 0.19 0.84
13.36 0.000 30.00 0.01 0.03
13.67 0.005 37.50 -0.13 -0.35
13.96 0.001 45.00 -0.02 -0.04
14.27 0.00l. 52.50 -0.02 -0.04
14.61 0.002 60.00 -0.05 -0.08
14.86 0.002 65.00 -0.05 -0.08
15.42 0.002 75.00 -0.04 -0.05
<1> TOLERANCE (ft) 0.010 <2> TOLERANCE (%) 1.000
-2
CURRENT DATE: 06-20-2005 FILE DATE: 06-20-2005
CURRENT TIME: 14:11:52 FILE NAME: 221HY802
PERFORMANCE CURVE FOR CULVERT 1 -1( 2.50 (ft) BY 2.50 (ft) ) RCP
DIS-HEAD-INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft)
0.00 12.50 0.00 1.30 O-NF 0.00 0.00 0.00 3.46
7.51 12.58 1.23 1.38 1-Slf 0.54 0.90 2.50 3 .~6.
10.64 12.74 1.54 1.54 1-Slf 0.64 1.09 1.20 3.46
14 .06 13 .03 1. 83 1.83 1-Slf 0.75 1.26 1.40 3.46
18.32 13.36 2.16 2.16 1-Slf 0.86 1.45 1.60 3.46
22.28 13.67 2.47 2.47 1-Slf 0.96 1.60 1.80 3.46
25.87 13.96 2.76 2.76 1-Slf 1.04 1.73 1.90 3.46
29.35 14.27 3.07 3.07 1-Slf 1.12 1.84 2.00 3.46
32.80 14.61 3.41 2.80 4-FFt 1.19 1.94 1.19 3.46
35.09 14.86 3.66 3.01 4-FFt 1.24 2.01 1.24 3.46
39.72 15.42 4.22 3.50 4-FFt 1.33 2.11 1.33 3.46
El. inlet face invert
El. inlet throat invert
11.20 ft
0.00 ft
El. outlet invert
El. inlet crest
***** SITE DATA ***** CULVERT INVERT
INLET STATION
INLET ELEVATION
OUTLET STATION
OUTLET ELEVATION
NUMBER OF BARRELS
SLOPE (V/H)
CULVERT LENGTH ALONG SLOPE
**************
72.00 ft
11.20 ft
0.00 ft
9.04 ft
1
0.0300
72.03 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 2.50 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
OUTLET TW
VEL. VEL.
(fps) (fps)
0.00
1,.53
4.56
4.97
5.53
5.90
6.48
6.97
14.23
14.46
14.91
9.04 ft
0.00 ft
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
! • 3
CURRENT DATE: 06-20-2005 FILE DATE: 06-20-2005
CURRENT TIME: 14:11:52 FILE NAME: 221HY802
PERFORMANCE CURVE FOR CULVERT 2 -1( 2.50 (ft) BY 2.50 (ft» RCP
DIS-HEAD-INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft)
0.00 12.50 0.00 0.70 O-NF 0.00 0.00 0.00 1.69
0.01 12.59 0.12 0.79 3-Mlt 0.00 0.01 1. 69 1.~9_
5.49 12.73 0.93 0.93 1-S2n 0.35 0.77 0.44 1.69
8.25 13.04 1.24 1.24 1-S2n 0.43 0.95 0.56 1.69
11.67 13.36 1.56 1.56 1-S2n 0.53 1.14 0.70 1.69
15.35 13.67 1.87 1. 87 1-S2n 0.60 1.32 0.82 1.69
19.15 13.96 2.16 2.16 1-S2n 0.67 1.48 0.95 1.69
23.16 14.27 2.47 2.47 1-S2n 0.75 1.63 1.06 1.69
27.25 14.61 2.81 2.81 5-S2n 0.81 1. 78 1.18 1.69
29.95 14.86 3.06 3.06 5-S2n 0.85 1.86 1.25 1.69
35.32 15.42 3.62 3.62 5-S2n 0.93 2.01 1.38 1. 69
El. inlet face invert
El. inlet throat invert
11.80 ft
0.00 ft
El. outlet invert
El. inlet crest
***** SITE DATA ***** CULVERT INVERT
INLET STATION
INLET ELEVATION
OUTLET STATION
OUTLET ELEVATION
NUMBER OF BARRELS
SLOPE (VjH)
CULVERT LENGTH ALONG SLOPE
**************
72.00 ft
11.80 ft
60.00 ft
10.81 ft
1
0.0825
12.04 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 2.50 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
OUTLET TW
VEL. VEL.
(fps) (fps)
0.00
0 .. 00
9.24
9.93
10.34
10.97
11.13
11.65
11.99
12.23
12.67
10.81 ft
0.00 ft
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
• -.
CURRENT DATE: 06-20-2005
CURRENT TIME: 14:11:52
TAILWATER
CONSTANT WATER SURFACE ELEVATION
12.50
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE
EMBANKMENT TOP WIDTH
CREST LENGTH
OVERTOPPING CREST ELEVATION
PAVED
72.00 ft
100.00 ft
17.10 ft
4
FILE DATE: 06-20-2005
FILE NAME: 221HY802
B RICK
ENGINEERING
ID COMPANY glCCER.PY5 StJA(:
• DRAINAGE STUDY FOR
LA COSTA RESORT AND SPA -MASTER PLAN .
JOB NO. 14107-L
MAY 2, 2003
REVISED: NOVEMBER 3,2003
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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN D+EGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
{c} Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2000 License ID 1261
Analysis prepared by:
Rick Engineering Company
5620 Friars Road '
San Diego, CA 92110
(619) 291-0707
************************** DESCRIPTION OF STUDY **************************
* DEVELOPED CONDITION FOR PROPOSED 36" RCP IN EL CAMINO REAL. *
* SYSTEM 500 *
* **************************************************************************
FILE NAME: A:DEV500B.DAT
TIME/DATE OF STUDY: 15:35 10/30/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.750
SPECIFIED MINIMUM PIPE SIZE{INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS (DE'ClMAL) T9 USE FOR FRICTION SLOPE -6.90
SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*
*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-Cu~b)
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 545.00 TO NODE 545.00 IS CODE = 7
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<,
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC (MIN) = 16.54 RAIN INTENSITY (INCH/HOUR) = 3. 35 ~ *
TOTAL AREA (ACRES) '= 10 .68 TOTAL RUNOFF (CFS) = ~
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~+--------------------------------------------------------------------------+ r0 I THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF ALLOWED IN THIS SYSTEM I
I FROM THE DIVERSION STRUCTURE. THE AREA IS BASED ON THE PERCENTAGE OF I I TOTAL AREA THAT IS ALLOWED TO ENTER THIS SYSTEM. I
+--------------------------------------------------------~-----------------+
****************************************************************************
FLOW PROCESS FROM NODE 545.00 TO NODE 546.00 IS CODE = 41
----------------------------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 11.20 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 10.90 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.92
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW (CFS) = 30.00
PIPE TRAVEL TIME (MIN.) =
LONGEST FLOW PATH FROM NODE
0.01 Tc (MIN.) =
0.00 TO NODE
16.55 ,
546.00 =
1
10.81
10.90 FEET.
*******************************'*********************************************
FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 IS CODE = 1
»»>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE««<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
,TIME OF CONCENTRATION(MIN.) = 16.55
RAINFALL INTENSITY{INCH/HR) = 3.35
TOTAL STREAM AREA (ACRES) = 10 . 68 '
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.00
****************************************************************************
FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 IS CODE = 7
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.93 RAIN INTENSITY{INCH/HOUR) = 3.43
TOTAL AREA(ACRES) = 3.50 TOTAL RUN~FF{CFS) = o
+---------~----------------------------------------------------------------+ I THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF INTERCEPTED BY THE I
I EXISTING INLET LOCATED AT THIS NODE. I
I I +--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 546.00 TO, NODE 546.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
1
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I
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USER-SPECIFIED VALUES ARE AS FOLLOWS: .V __
TC(MIN) = 16.54 RAIN INTENSITY(INCH/HOUR) = 3.35 ~ 7\-
TOTAL AREA(ACRES) = 12.67 TOTAL RUNOFF(CFS) = ~
~-~-~;~-;;~;-;-;;~;;~;;;;-~;-~;~;-;;-;~;;;-~~~;;;~-;;;~-;~;;;~----i
I 500. THE AREA USED IS A PERCENTAGE OF THE TOTAL AREA'AT THIS NODE BASED I I ON THE DIVERTED RUNOFF AND THE TOTAL RUNOFF AT THIS NODE. I
+---------------------------7----------------~------~----------------------+
************************************************************.*******~*******
FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 41
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 10.81 DOWNSTREAM (FEET) =
FLOW LENGTH(FEET) = 156.40 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.55
GIVEN PIPE DIAMETER(INCH) = 30.00
PIPE-FLOW (CFS) = 35.05
NUMBER OF PIPES =
0.19 Tc(MIN.) =
1
7.05
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 0.00 TO NODE
16.73
620.00 = 156.40 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 620,.00 TO NODE 620.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
1
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 16.73
RAINFALL INTENSITY (INCH/HR) = 3.32
TOTAL STREAM AREA(ACRES) = 12.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.05
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 31.59 11.86 4.151
2 5.70 13.09 3.895
3 35.05 16.73 ' 3.324
AREA
(ACRE)
8.30
3.50
12.67
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 65.26 13.09 3.895
2 65.21 16.73 3.324
3 65.01 24.47 2.602
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 65.26 Tc(MIN.) = 13.09
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