HomeMy WebLinkAboutCT 04-06; PALOMAR POINTE; HYDROLOGY REPORT; 2006-06-13(619' 296-5565 • Fax (619) 296-5564
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K&S ENGINEERING ci-0 4--00
Planning Engineering Surveying
HYDROLOGY REPORT
(As-Built 422-9A)
FOR:
CT 04-06
PALOMAR POINTE
APN 212-120-33
PUD 03-002, CDP 03-006, HDP 03-002, PIP 03-002
IN
CITY OF CARLSBAD
iN 02-084-REC
June 13, 2006
I.
TABLE OF CONTENTS
1. INTRODUCTION
2. HYDROLOGICAL DESIGN
DESIGN METHODS
DESIGN CRITERIA
REFERENCES
3. HYDROLOGIC CALCULATIONS
PROPOSED HYDROLOGY
100-YR STORM FOR DITCHES
4. FIGURES & CHARTS
VICINITY MAP
RUNOFF COEFFICIENTS
TIME OF CONCENTRATION NOMOGRAPH
ISOPLUVIAL MAPS
INTENSITY-DURATION CHART
MANNING'S NOMOGRAPH
DEVELOPED (POST DEVELOPMENT) WATERSHED MAP
a
1. INTRODUCTION
THIS REPORT FOR THE PALOMAR POINTE PROJECT INCLUDES THE
HYDROLOGY AND CAPACITY CALCULATIONS FOR THE EXISTING AND
PROPOSED CONCRETE DITCHES ALONG THE NORTHERLY PROPERTY LINE
OF THE SITE. AND IT DEMONSTRATES THAT SAID DITCHES HAVE THE
CAPACITY TO CONVEY THE PROPOSED 100 YEAR FLOWS.
2. HYDROLOGICAL DESIGN
DESIGN ME THODS
THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE
RATIONAL FORMULA IS AS FOLLOWS:
Q = CIA, WHERE : Q= PEAK DISCHARGE IN CUBIC FEET/SECOND *
C = RUNOFF COEFFICIENT (DIMENSIONLESS)
I = RAINFALL INTENSITY IN INCHES/HOUR
A = TRIBUTARY DRAINAGE AREA IN ACRES
THE NATURAL WATERSHED METHOD IS ALSO USED IN THIS HYDROLOGY
STUDY; THE NATURAL WATERSHED FORMULA IS AS FOLLOWS:
TC=[11.9L31H]385
L = LENGTH OF WATERSHED
H = DIFFERENCE IN ELEVATION ALONG EFFECTIVE SLOPE LINE
TC= TIME IN MINUTES
DESIGN CRITERIA
-FREQUENCY, 10 YEAR STORM.
- LAND USE PER PRELIMINARY PLAN.
- PAINPAT I ThJTPMSTTV PP1? CflT1NTV (W IQ AN flTPr,C I-TVflPAT ()('.V
1. 3. PROPOSED 100-YR HYDROLOGY FOR
EXISTING AND PROPOSED D-75 DITCHES
422-9A
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2003 Version 6.3
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 05/26/06 ------------------------------------------------------------------------
********* Hydrology Study Control Information
K & S Engineering, San Diego, CA - SIN 868 ------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
English (in) rainfall data used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.500
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.500
P6/P24 = 55.6%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 1.000 to Point/Station'20.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.350 given for subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A) V
TC = (11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 157.000(Ft.)
Highest elevation = 334.200(Ft.)
Lowest elevation = 328.000(Ft.)
Elevation difference = 6.200(Ft.)
TC=((11.9*0.02973)/( 6.20)].385= 1.33 + 10 mm. = 11.33 mm. Rainfall intensity (I) = 3.886(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.680(CFS)
Total initial stream area = 0.500 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 2.000 IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 323.900(Ft.)
Downstream point elevation = 323.500(Ft.)
Channel length thru subarea = 65.000(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z of left channel bank = 67.000
Slope or 'Z' of right channel bank = 67.000
Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015
Maximum depth of channel = 0.100(Ft.)
0.952 (CFS)
Flow(q) thru subarea = 0.952(CFS)
Depth of flow = 0.092(Ft.), Average velocity = 1.125(Ft/s)
Channel flow top width = 15.355(Ft.)
Flow Velocity = 1.13 (Ft/s)
Travel time = 0.96 mm.
Time of concentration = 12.29 mm.
Critical depth = 0.085(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Rainfall intensity = 3.687(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 1.254(CFS) for 0.400(Ac.)
Total runoff = 1.934(CFS) Total area = 0.90(Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +.+ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 2.000 to Point/Station 3.000
PIPEFLOW TRAVEL TIME (Uéer specified size)
Upstream point/station elevation = 320.700(Ft.)
Downstream point/station elevation 319.940 (Ft.)
Pipe length = 95.12(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.934(CFS)
Given pipe size = 10.00(In.)
Calculated individual pipe flow = 1.934(CFS)
Normal flow depth in pipe = 8.09(In.)
Flow top width inside pipe = 7.87(In.)
Critical Depth = 7.48(In.)
Pipe flow velocity = 4.09 (Ft/s)
Travel time through pipe = 0.39 min.
Time. of concentration (TC) = 12.68 mm.
+ + + + + + + + + + + + + + + + + + + + + + + + + + + . + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + +
Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type -]
Time of concentration = 12.68 mm.
Rainfall intensity = 3.614(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 0.922(CFS) for 0.300(Ac.)
Total runoff = 2.855(CFS) Total area = 1.20(Ac.)
Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.350 given for subarea -
Time of concentration = 12.68 min.
Rainfall intensity = 3.614(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350
Subarea runoff = 1.012(CFS) for 0.800(Ac.)
Total runoff = 3.867(CFS) Total area = 2.00(Ac.)
Process from Point/Station 3.000 to Point/Station 4.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 319.940(Ft.)
Downstream point/station elevation = 318.230(Ft.)
Pipe length = 142.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.867(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 3.867(CFS)
Normal flow depth in pipe = 9.73(In.)
Flow top width inside pipe = 9.40(In.)
Critical Depth = 10.02(In.)
Pipe flow velocity = 5.67(Ft/s)
Travel time through pipe = 0.42 mm.
Time of concentration (TC) = 13.10 mm.
Process from Point/Station 3.000 to Point/Station 4.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Time of concentration = 13.10 mm.
Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 0.903(CFS) for 0.300(Ac.)
Total runoff = 4.770(CFS) Total area = 2.30(Ac.)
+++ ++ + + + ++++++ ++ +++++ +++ +++++ ++++ ++++++++++++++++++ ++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** SUBAREA FLOW ADDITION
User specified 'C' value of 0.356 given for subarea
Time of concentration = 13.10 mm.
Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm
Runoff cofficient used for sub-area, Rational method,Q=KCIt, C = 0.350
Subarea runoff = 2.230(CFS) for 1.800(Ac.)
Total runoff = 7.000(CFS) Total area = 4.10(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 318.230(Ft.)
Downstream point/station elevation = 316.750(Ft.)
Pipe length = 123.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.000(CFS)
Given pipe size = 15.00(In.)
Calculated individual pipe flow = 7.000(CFS)
Normal flow depth in pipe = •12.16(In.)
Flow top width inside pipe = 11.75(In.)
Critical Depth = 12.71(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.31 mm. •
Time of concentration (TC) = 13.41 mm.
Process from Point/Station 4.000 to Point/Station 5.000
SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Time of concentration = 13.41 mm.
Rainfall intensity = 3.486(In/Hr) for a 100.0 year storm
r Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 0.889(CFS) for 0.300 (Ac.)
Total runoff = 7.889(CFS) Total area = 4.40(Ac.)
Process from Point/Station 4.000 to Point/Station 5.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.350 given for subarea
Time of concentration = 13.41 mm.
Rainfall intensity = 3.486(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C= 0.350
Subarea runoff = 0.488(CFS) for 0.400(Ac.)
Total runoff = 8.377(CFS) Total area = 4.80(Ac.)
++++.++++++++++++++++++++++++++++++++++++.f++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
PIPEFLOW TRAVEL TIME (User specified size) *'
Upstream point/station elevation = 316.750(Ft.)
Downstream point/station elevation = 316.000(Ft.)
Pipe length = 44.40(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.377(CFS)
Given pipe size = 15.00(In.)
Calculated individual pipe flow = 8.377(CFS)
Normal flow depth in pipe = 12.26(In.)
Flow top width inside pipe = 11.60(In.)
Critical Depth = 13.58(In.)
Pipe flow velocity = 7.80(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 13.51 mm.
Process from Point/Station 5.000 to Point/Station 6.000
SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
Time of concentration = 13.51 mm.
Rainfall intensity = 3.470(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 0.590(CFS) for 0.200(Ac.)
Total runoff = 8.966(CFS) Total area = 5.00(Ac.)
+++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.000(Ac.)
Runoff from this stream = 8.966(CFS)
Time of concentration = 13.51 mm.
Rainfall intensity = 3.470(In/Hr)
Process from Point/Station 7.000 to Point/Station 8.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Initial subarea flow distance = 277.000(Ft.)
Highest elevation = 326.300(Ft.)
Lowest elevation = 323.300(Ft.)
Elevation difference = 3.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.29 mm.
TC = (1.8*(1.1_C)*distance(Ft.)".5)/(% slope(1/3)]
TC= (1.8*(1.1_0.8500)*( 277.000.5)/( 1.083(1/3)1= 7.29
Rainfall intensity (I) = 5.163(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 3.072(CFS)
Total initial stream area = 0.700(Ac.)
Process from Point/Station 8.000 to Point/Station 6.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 320.300(Ft..)
Downstream point/station elevation = 316.000 (Ft.)
Pipe length = 94.00(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 3.072(CFS)
Given pipe size = 8.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
3.578(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 6.074(Ft.)
Minor friction loss = 1.804(Ft.) K-factor = 1.50
Pipe flow velocity = 8.80(Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 7.47 mm.
Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.700 (Ac.)
Runoff from this stream = 3.072(CFS)
Time of concentration = 7.47 mm. - Rainfall intensity = 5.084(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 8.966 13.51 3.470
2 3.072 7.47 5.084
Qmax(l) =
1.000 * 1.000 * 8.966) +
0.683 * 1.000 * 3.072) + = 11.063
Qmax(2) =
1.000 * 0.553 * 8.966) +
1.000 * 1.000 * 3.072) + = 8.032
Total of 2 streams to confluence:
Flow rates before confluence point:
8.966 3.072
Maximum flow rates at confluence using above data:
11.063 8.032
Area of streams before confluence:
5.000 0.700
Results of confluence:
Total flow rate = 11.063(CFS)
Time of concentration = 13.506 mm.
Effective stream area after confluence = 5.700(Ac.)
Process from Point/Station 6.000 to Point/Station 9.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 316.000(Ft.)
Downstream point/station elevation = 315.000(Ft.)
Pipe length = 92.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.063(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 11.063(CFS)
Normal flow depth in pipe = 14.95(In.)
Flow top width inside pipe = 13.50(In.)
Critical Depth = 15.29(In.)
Pipe flow velocity = 7.05(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (TC) = 13.72 mm.
Process from Point/Station 6.000 to Point/Station 9.000 SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type J
Time of concentration = 13.72 mm.
Rainfall intensity = 3.434(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.584(CFS) for 0.200(Ac.)
Total runoff = 11.647(CFS) Total area = 5.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++.++++
Process from Point/Station 9.000 to Point/Station 10.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 315.000(Ft.)
Downstream point/station elevation = 313.370(Ft.)
Pipe length = 47.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.647(CFS)
Givenpipe size = 18.00(In.)
Calculated individual pipe flow = 11.647(CFS)
Normal flow depth in pipe = 10.04(In.)
Flow top width inside pipe = 17.88(In.)
Critical Depth = 15.60(In.)
Pipe flow velocity = 11.48 (Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 13.79 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 13.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 313.370(Ft.)
Downstream point/station elevation = 312.230 (Ft.)
Pipe length = 135.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.647(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.532(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.660(Ft.)
Minor friction loss = 1.012(Ft.) K-factor = 1.50
Pipe flow velocity = 6.59(Ft/s)
Travel time through pipe = 0.34 mm.
Time of concentration (TC) = 14.13 mm.
.............. .' .......................................................
Process from Point/Station 10.000 to Point/Station 13.000
**** SUBAREA FLOW ADDITION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Time of concentration = 14.13 mm.
Rainfall intensity = 3.370(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 0.859(CFS) for 0.300(Ac.)
Total runoff = 12.507(CFS) Total area = 6.20(Ac.)
Process from Point/Station 13.000 to Point/Station 14.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 312.230(Ft.)
Downstream point/station elevation = 299.000(Ft.)
Pipe length = 51.50(Ft.) Manning's N = 0.013
No. of pipes = 2 Required pipe flow = 12.507(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe fldw = 6.253(CFS)
Normal flow depth in pipe = 4.87(In.)
Flow top width insidepipe = 11.79(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.90(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 14.18 mm.
Process from Point/Station 13.000 to Point/Station 14.000
**** SUBAREA FLOW ADDITION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Time of concentration = 14.18 mm.
Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 0.286(CFS) for 0.100(Ac.)
Total runoff = 12.792(CFS) Total area = 6.30(Ac.)
Process from Point/Station 13.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.300 (Ac.)
Runoff from this stream = 12.792(CFS)
Time of concentration = 14.18 mm.
Rainfall intensity = 3.363(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 80.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Initial subarea flow distance = 50.000 (Ft.)
Highest elevation = 325.400(Ft.)
Lowest elevation = 325.150(Ft.)
Elevation difference = 0.250(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.01 mm.
TC= (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3))
TC= (1.8*(1.1_0.8500)*( 50.000.5)/( 0.500(1/3)1= 4.01
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.392(CFS)
Total initial stream area = 0.070 (Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 80.000 to Point/Station 12.000
IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 325.150(F
-
t.)
Downstream point elevation = 323.850(Ft.)
Channel length thru subarea 257.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 67.000
Slope or 'Z' of right channel bank = 67.000
Estimated mean flow rate at midpoint of channel = 2.995(CFS)
Manning's 'N' = 0.020
Maximum depth of channel = 0.500 (Ft.)
Flow(q) thru subarea = 2.995(CFS)
Depth of flow = 0.199(Ft.), Average velocity = 1.133(Ft/s)
Channel flow top width = 26.616(Ft.)
Flow Velocity = 1.13 (Ft/s)
Travel time = 3.78 mm.
Time of concentration = 8.78 mm.
Critical depth = 0.166(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Rainfall intensity = 4.581(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0850
Subarea runoff = 3.621(CFS) for 0.930(Ac.)
Total runoff = 4.013(CFS) Total area = 1.00(Ac.)
++.++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 70.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 320.550 (Ft.)
Downstream point/station elevation = 318.300 (Ft.)
Pipe length = 48.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.013(CFS)
Given pipe size = 10.00(In.)
Calculated individual pipe flow = 4.013(CFS)
Normal flow depth in pipe = 7.07(In.)
Flow top width inside pipe = 9.11(In.)
Critical depth could not be calculated.
Pipe flow velocity = 9.74 (Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 8.86 mm.
++++++++++++++.+++++++++++++++++++++++++++++++++++++++,+++++++++++++1-++
Process from Point/Station 12.000 to Point/Station 70.000
SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
Time of concentration = 8.86 mm.
Rainfall intensity = 4.553(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C= 0.850
Subarea runoff = 0.581(CFS) for 0.150(Ac.)
Total runoff = 4.594(CFS) Total area = 1.15(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 14.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 320.100(Ft.) Downstream point/station elevation = 302.070 (Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 4.594(CFS) Given pipe size = 24.00(m.)
Calculated individual pipe flow = 4.594(CFS) Normal flow depth in pipe = 5.01(In.) Flow top width inside pipe = 19.51(In.) Critical Depth = 9.04(In.)
Pipe flow velocity = 9.65(Ft/s)
Travel time through pipe = 0.52 mm.
Time of concentration (TC) = 9.38 mm.
+.+++ + + + ++ ++++++++++++++ +++++++++ ++++++++++++ ++++ +++++++ +++++++ ++
Process from Point/Station 70.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.150(Ac.)
Runoff from this stream = 4.594(CFS)
Time of concentration = 9.38 mm.
Rainfall intensity = 4.390(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (Id/Hr)
1 12.792 14.18 3.363
2 4.594 9.38 4.390 Qmax(1) =
1.000 * 1.000 * 12.792) +
0.766 * 1.000 * 4.594) + = 16.312 Qmax(2) =
1.000 * 0.662 * 12.792) +
1.000 * 1.000 * 4594) + = 13.059
Total of 2 streams to confluence:
Flow rates before confluence point:
12.792 4.594
Maximum flow rates at confluence using above data:
16.312 13.059
Area of streams before confluence:
6.300 1.150
Results of confluence:
Total flow rate = 16.312(CFS)
Time of concentration = 14.176 mm.
Effective stream area after confluence = 7.450 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 14.000 SUBAREA FLOW ADDITION ****
User specified 'C value of 0.350 given for subarea
Time of concentration = 14.18 mm.
Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm
---..--.-.-- .-,.•_,_.. .
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350
Subarea runoff = 1.648(CFS) for 1.400(Ac.)
Total runoff = 17.960(CFS) Total area = 8. 85 (Ac.)
Process from Point/Station 70.000 to Point/Station 14.000
*** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
Time of concentration = 14.18 mm.
Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 2.287(CFS) for 0.800(Ac.)
Total runoff = 20.247(CFS) Total area = 9.65(Ac.)
Process from Point/Station 14.000 to Point/Station 100.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 299.340(Ft.)
Downstream point/station elevation = 0.000(Ft.)
Pipe length = 56.30(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 20.247(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 20.247(CFS)
Normal flow depth in pipe = 3.10(In.)
Flow top width inside pipe = •20.19(In.)
Critical Depth = 17.34(In.)
Pipe flow velocity = 68.74(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 14.19 mm.
Process from, Point/Station 100.000 to Point/Station 101.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 298.590(Ft.)
Downstream point/station elevation = 295.170(Ft.)
Pipe length = 137.70(Ft.) Manning's N = 0.015
No. of pipes =1 Required pipe flow = 20.247(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 20.247(CFS)
Normal flow depth in pipe = 11.53(In.)
Flow top width inside pipe = 33.59(In.)
Critical Depth = 17.34(In.)
Pipe flow velocity = 10.37(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 14.41 mm.
Process from Point/Station 101.0.00 to Point/Station 102.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 295.170(Ft.)
Downstream point/station elevation = 291.060(Ft.)
Pipe length = 131.70 (Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 20.247(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 20.247(CFS)
Normal flow depth in pipe = 10.88(In.)
Flow top width inside pipe = 33.06(In.)
Critical Depth = 17.34(In.)
Pipe flow velocity = 11.26 (Ft/s)
Travel time through pipe = 0.20 mm.
Time of concentration (TC) = 14.61 mm.
Process from Point/Station 102.000 to Point/Station 103.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation 291.060 (Ft.)
Downstream point/station elevation = 285.340 (Ft.)
Pipe length = 105.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 20.247(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 20.247(CFS)
Normal flow depth in pipe = 9.42(In.)
Flow top width inside pipe = 31.65(In.)
Critical Depth = 17.34(In.)
Pipe flow velocity = 13.73 (Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 14.73 mm.
End of computations, total study area = 9.650 (Ac.)
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