HomeMy WebLinkAboutCP 94-02; POINSETTIA SHORES; DRAINAGE STUDY; 1997-03-28DRAINAGE STUDY
FOR
POINSETTIA SHORES
AREA B-2
MARCH 28, 1997
J.N. 96-1034
1 ki7- NJ55381
x
i
'SQF CMS&'
Prepared by O'Day Consultants, Inc.
7220 Avenida Encinas, Suite 204
Carlsbad, CA 92009
(760) 931-7700
CT 94-02
TABLE OF CONTENTS
Rational Method Basin "A ................................................... 1-8
Rational Method Basin "B .................................................. 9-19
Rational Method Basin "C ................................................ 20-29
Rational Method Basin "D ................................................ 30-31
Curb Outlet Capacity ............................................................... 32
Grate Inlet Capacity .............................................................. .33
Street Depth Chart ............................................... . ................. 34
Curb Inlet Chart.....................................................................35
100-Year 6-Hour Isopluvial Map..........................................36
100-Year 24-Hour Isopluvial Map ......................................... 37
Intensity Duration Design Chart ............................................. 38
SoilGroup Map ..................................................................... 39
Runoff Coefficient Table......................................................40
Hydraulic Calculation.............................................41
Drainage Map........................................................Map Pocket
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 03/28/97
POINSETTIA SHORES AREA B-2, BASIN "A"
March 28, 1997
FILE: F:\ACCTS\921016\B2A2..RSD
BY: E.G.W.
Hydrology Study Control Information **********
------------------------------------------------------------------------
O'Day Consultants, San Deigo, California - SIN 10125 --------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.500
24 hour precipitation(inches) = 4.000
Adjusted 6 hour precipitation (inches) = 2.500
P6/P24 = 62.5's
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 100.000 to Point/Station 100.000
**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 20.00 (Ft.)
Highest elevation = 63.30(Ft.)
Lowest elevation = 63.10(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.22 mm.
TC = [1.8*(1.1_C)*distanceA.5)./(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(20.00A.5)/( 1.00A(1/3)1= 3.22
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.046(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 100.000 to Point/Station 102.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 61.60(Ft.)
Downstream point/station elevation = 61.10(Ft.)
Pipe length = 20.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.046(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.046(CFS)
Normal flow depth in pipe = 0.85(In.)
Flow top width inside pipe = 4.18(In.)
Critical Depth = 1.26(In.)
Pipe flow velocity = 2.66(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 5.13 mm.
Process from Point/Station 102.000 to Point/Station 102.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.13 mm.
Rainfall intensity = 6.483(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0 .318 (CFS) for 0 .070 (Ac.)
Total runoff = 0.364(CFS) Total area = 0.08 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 104.000
*** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 61.10 (Ft.)
Downstream point/station elevation = 56.45 (Ft.)
Pipe length = 67.80 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.364(CFS)
Given pipe size = 6.00 (In.)
Calculated individual pipe flow = 0.364(CFS)
Normal flow depth in pipe = 1.86(In.)
Flow top width inside pipe = 5.55(In.)
Critical Depth = 3.68(In.)
Pipe flow velocity = 6.99(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 5.29 mm.
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.080 (Ac.)
Runoff from this stream = 0.364(CFS)
Time of concentration = 5.29 mm.
Rainfall intensity = 6.354(In/Hr)
+++++++++++++++++++++++-4-++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00 (Ft.)
Highest elevation = 62.50(Ft.)
Lowest elevation = 62.30 (Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.51 mm.
2
TC = (1.8*(1.1-C)*distance A .5)/(k slope A(l/3)]
TC= [1.8*(1.1_0.7000)*(30.ocY.5)/( 0.67A(1/3))= 4.51
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.092(CFS)
Total initial stream area = 0.020(Ac.)
Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 60.80 (Ft.)
Downstream point/station elevation = 60.15 (Ft.)
Pipe length = 20.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.092(CFS)
Given pipe size = 6.00(m.)
Calculated individual pipe flow = 0.092(CFS)
Normal flow depth in pipe = 1.13 (In.)
Flow top width inside pipe = 4.69(In.)
Critical Depth = 1.80(In.)
Pipe flow velocity = 3.61(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 5.09 mm.
+ + + + + + + + + + + + +,+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + . + + + + + + + + + + + + + + + + + +
Process from Point/Station 108.000 to Point/Station 108.000 **** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.09 mm.
Rainfall intensity = 6.510(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.273(CFS) for 0.060 (Ac.)
Total runoff = 0.366(CFS) Total area = 0.08 (Ac.)
++++++++++.+++++++++++++++++++.+.+++++++++++++++++.+++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 60.70 (Ft.)
Downstream point/station elevation = 56.45(Ft.)
Pipe length = 56.50 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.366(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.366(CFS)
Normal flow depth in pipe = 1.83 (In.)
Flow top width inside pipe = 5.52(In.)
Critical Depth = 3.68 (In.)
Pipe flow velocity = 7.25(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 5.22 mm.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++
Process from Point/Station 104.000 to Point/Station 104.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream numbe'r 2
Stream flow area = 0.080 (Ac.)
Runoff from this stream = 0.366(CFS)
Time of concentration = 5.22 mm.
Rainfall intensity = 6.405(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 0.364 5.29 6.354
2 0.366 5.22 6.405
Qmnax(1) =
1.000 * 1.000 * 0.364) +
0.992 * 1.000 * 0.366) + = 0.726
Qmax(2) =
1.000 * 0.988 * 0.364) +
1.000 * 1.000 * 0.366) + = 0.725
Total of 2 streams to confluence:
Flow rates before confluence point:
0.364 0.366
Maximum flow rates at confluence using above data:
0.726 0.725
Area of streams before confluence:
0.080 0.080
Results of confluence:
Total flow rate = 0.726(CFS)
Time of concentration = 5.287 mm.
Effective stream area after confluence = 0.160 (Ac.)
Process from Point/Station 104.000 to Point/Station 104.000
**** SUBAREA FLOW ADDITION
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.29 mm.
Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.445(CFS) for 0.100 (Ac.)
Total runoff = 1.171(CFS) Total area = 0.26 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 110.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 56.45 (Ft.)
Downstream point/station elevation = 55.35(Ft.)
Pipe length = 21.90 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 1.171(CFS)
Normal flow depth in pipe = 4.01(In.)
Flow top width inside pipe = 5.65(In.)
Critical depth could not be calculated.
Pipe flow velocity = 8.39(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 5.33 mm.
Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.33 mm.
Rainfall intensity = 6.321(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.133(CFS) for 0.030(Ac.)
Total runoff = 1.304(CFS) Total area = 0.29 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 112.000
1r PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 55.25(Ft.)
Downstream point/station elevation = 54.55 (Ft.)
Pipe length = 27.60 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.304(CFS)
Given pipe size = 8.00 (In.)
Calculated individual pipe flow = 1.304(CFS)
Normal flow depth in pipe = 4.34(In.)
Flow top width inside pipe = 7.97(In.)
Critical Depth = 6.47(m.)
Pipe flow velocity = 6.74(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 5.40 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+++++++
Process from Point/Station 112.000 to Point/Station 112.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.290 (Ac.)
Runoff from this stream = 1.304(CFS)
Time of concentration = 5.40 mm.
Rainfall intensity = 6.269(In/Hr)
+++++++++++++++++++++++.++++++++++++++++++++++++++++++++++.+++++++++.+
Process from Point/Station 114.000 to Point/Station 114.000
**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.450 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 73.20 (Ft.)
Lowest elevation = 70.30 (Ft.)
Elevation difference = 2.90(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.20 mm.
TC = [1.8*(1.1_C)*distanceA.5)/( slopeA(1/3)]
TC = [1.8*(1.1_0.4500)*( 10.00A .5)/( 29.00A(1/3)1= 1.20
Rainfall intensity (I) = 16.499 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.037(CFS)
Total initial stream area = 0.005(Ac.)
Process from Point/Station 114.000 to Point/Station 116.000
IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 70.80(Ft.)
Downstream point elevation = 62.00 (Ft.)
Channel length thru subarea = 250.00 (Ft.)
Channel base width = 0.000 (Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 0.204(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 0.500 (Ft.)
Flow(q) thru subarea = 0.204(CFS)
Depth of flow = 0.239(Ft.), Average velocity = 3.578(Ft/s)
Channel flow top width = 0.478 (Ft.)
Flow Velocity = 3.58 (Ft/s)
Travel time = 1.16 mm.
Time of concentration = 2.37 mm.
Critical depth = 0.305(Ft.)
Adding area flow to channel
User specified 'C' value of 0.450 given for subarea
Rainfall intensity = 10.664(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450
Subarea runoff = 0.216 (CFS) for 0.045 (Ac.)
Total runoff = 0.253(CFS) Total area = 0.05(Ac.)
Process from Point/Station 116.000 to Point/Station 118.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 60.50(Ft.)
Downstream point/station elevation = 58.10 (Ft.)
Pipe length = 26.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.253(CFS)
Given pipe size = 6.00 (In.)
Calculated individual pipe flow = 0.253(CFS)
Normal flow depth in pipe = 1.43 (In.)
Flow top width inside pipe = 5.12 (In.)
Critical Depth = 3.04(In.)
Pipe flow velocity = 7.01(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 2.43 mm.
+ + + + + + + + + + + + + + + +.+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 118.000 to Point/Station 118.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 2.43 mm.
Rainfall intensity = 10.489(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational rnethod,Q=KCIA, C = 0.700
Subarea runoff = 0.367 (CFS) for 0.050 (Ac.)
Total runoff = 0.620(CFS) Total area = 0.10 (Ac.)
Process from Point/Station 118.000 to Point/Station 112.000
PIPEFLOW TRAVEL TIME (User specified size) ***
Upstream point/station elevation = 58.10(Ft.)
Downstream point/station elevation = 54.70 (Ft.)
Pipe length = 37.00 (Ft.) Manning's N = 0.011
No. of pipes = ]. Required pipe flow = 0.620(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.620(CFS)
Normal flow depth in pipe = 2.29(In.)
Flow top width inside pipe = 5.83 (In.)
Critical Depth = 4.80 (In.)
Pipe flow velocity = 9.02 (Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 2.50 mm.
Process from Point/Station 112.000 to Point/Station 112.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.620(CFS)
Time of concentration = 2.50 mm.
Rainfall intensity = 10.303(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 1.304 5.40 6.269
2 0.620 2.50 10.303
Qmax(1) =
1.000 * 1.000 * 1.304) +
0.608 * 1.000 * 0.620) + = 1.681
Qmax(2) =
1.000 * 0.463 * 1.304) +
1.000 * 1.000 * 0.620) + = 1.224
Total of 2 streams to confluence:
Flow rates before confluence point:
1.304 0.620
Maximum flow rates at confluence using above data:
1.681 1.224
Area of streams before confluence:
0.290 0.100
Results of confluence:
Total flow rate = 1.681(CFS)
Time of concentration = 5.399 mm.
Effective, stream area after confluence = 0.390 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 112.000
SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.40 mm.
Rainfall intensity = 6.269(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.044(CFS) for 0.010 (Ac.)
Total runoff = 1.725(CFS) Total area = 0.40 (Ac.)
Process from Point/Station 112.000 to Point/Station 120.000.
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 54.54 (Ft.)
Downstream point/station elevation = 52.00 (Ft.)
Pipe length = 10.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.725(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.725(CFS)
Normal flow depth in pipe = 2.67(In.)
Flow top width inside pipe = 7.54(In.)
Critical Depth = 7.22(m.)
Pipe flow velocity = 16.94 (Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 5.41 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 120.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.41 mm.
Rainfall intensity = 6.262(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.175(CFS) for 0.040(Ac.)
Total runoff = 1.901(CFS) Total area = 0.44(Ac.)
Process from Point/Station 120.000 to Point/Station 122.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 52.00(Ft.)
Downstream point/station elevation = 50.94 (Ft.)
Pipe length = 29.10 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.901(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.901(CFS)
Normal flow depth in pipe = 4.92(In.)
Flow top width inside pipe = 7.78(In.)
Critical Depth = 7.43(In.)
Pipe flow velocity = 8.44(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 5.47 mm.
End of computations, total study area. = 0.44 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational ,Hydrology Study Date: 03/28/97
POINSETTIA SHORES AREA B-2, BASIN "B"
March 28, 1997
FILE: F:\ACCTS\921016\B2B2 .RSD
BY: E.G.W.
********* Hydrology Study Control Information ********
------------------------------------------------------------------------
O'Day Consultants, San Deigo, California - SIN 10125 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.500
24 hour precipitation(inches) = 4.000
Adjusted 6 hour precipitation (inches) = 2.500
P6/P24 = 62.5's
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 200.000 to Point/Station 200.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 50.00 (Ft.)
Highest elevation = 69.80(Ft.)
Lowest elevation = 68.90(Ft.)
Elevation difference = 0.90 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.19 mm.
TC = [1.8*(1.1_C)*distanceA.5)/( slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(50.00A.5)/( 1.80A(1/3)1= 4.19
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.323(CFS)
Total initial stream area = 0.070(Ac.)
Process from Point/Station 200.000 to Point/Station 202.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 67.40 (Ft.)
Downstream point/station elevation = 65.10 (Ft.)
Pipe length = 75.30 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0..323(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.323(CFS)
Normal flow depth in pipe = 2.17(In.)
Flow top width inside pipe = 5.76(In.)
Critical Depth = 3.45(In.)
Pipe flow velocity = 5.06(Ft/s)
Travel time through pipe = 0.25 mm.
Time of concentration (TC) = 5.25 mm.
Process from Point/Station 202.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.25 mm.
Rainfall intensity = 6.384(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.447 (CFS) for 0.100 (Ac.)
Total runoff = 0.770(CFS) Total area = 0.17(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.170(Ac.)
Runoff from this stream = 0.770(CFS)
Time of concentration = 5.25 mm.
Rainfall intensity = 6.384(In/Hr)
Process from Point/Station 204.000 to Point/Station 204.000
INITIAL AREA.EVALUATION
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 50.00 (Ft.)
Highest elevation = 69.00 (Ft.)
Lowest elevation = 67.90(Ft.)
Elevation difference = 1.10 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.91 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(50.00A.5)/( 2.20A(1/3)1= 3.91
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.231(CFS)
Total initial stream area = 0.050 (Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +.+
Process from Point/Station 204.000 to Point/Station 202.000
PIPEFLOW TRAVEL TIME (User specified size) 1''
Upstream point/station elevation = 66.40(Ft.)
Downstream point/station elevation = 65.10(Ft.)
Pipe length = 48.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.231(CFS)
Given pipe size = 6.00(In.)
I0
Calculated individual pipe flow = 0.231(CFS)
Normal flow depth in pipe = 1.87(m.)
Flow top width inside pipe = 5.56(m.)
Critical Depth = 2.89(In.)
Pipe flow velocity = 4.40(Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 5.18 mm.
Process from Point/Station 202.000 to Point/Station 202.000. **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.231(CFS)
Time of concentration = 5.18 mm.
Rainfall intensity = 6.437(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 0.770 5.25 6.384
2 0.231 5.18 6.437
Qrnax(1) =
1.000 * 1.000 * 0.770) +
0.992 * 1.000 * 0.231) + = 0.998
Qmax(2) =
1.000 * 0.987 * 0.770) +
1.000 * 1.000 * 0.231) + = 0.990
Total of 2 streams to confluence:
Flow rates before confluence point:
0.770 0.231
Maximum flow rates at confluence using above data:
0.998 0.990
Area of streams before confluence:
0.170 0.050
Results of confluence:
Total flow rate = 0.998(CFS)
Time of concentration = 5.248 mm.
Effective stream area after confluence = 0.220 (Ac.)
Process from Point/Station 202.000 to Point/Station 206.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 65.00(Ft.)
Downstream point/station elevation = 64.30(Ft.)
Pipe length = 50.50 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.998(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 0.998(CFS)
Normal flow depth in pipe = 4.44(In.)
Flow top width inside pipe = 7.95(In.)
Critical Depth = 5.69(m.)
Pipe flow velocity = 5.02 (Ft/s)
Travel time through pipe = 0.17 mm.
Time of concentration (TC) = 5.42 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.220(Ac.)
Runoff from this stream = 0.998(CFS)
Time of concentration = 5.42 mm.
Rainfall intensity = 6.256(In/Hr)
Process from Point/Station 208.000 to Point/Station 208.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 20.00(Ft.)
Highest elevation = 68.20(Ft.)
Lowest elevation = 68.00 (Ft.)
Elevation difference = 0.20 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.22 mm.
TC = (1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)1
TC= [1.8*(1.1_0.7000)*(20.00A.5)/( 1.00A(1/3)1= 3.22
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.046(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 208.000 to Point/Station 210.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 66.50(Ft.)
Downstream point/station elevation = 66.00 (Ft.)
Pipe length = 20.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.046(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.046(CFS)
Normal flow depth in pipe = 0.85(In.)
Flow top width inside pipe = 4.18 (In.)
Critical Depth = 1.26(In.)
Pipe flow velocity = 2.66 (Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 5.13 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 210.000
SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.13 mm.
Rainfall intensity = 6.483(In/Hr) for a 100.0 year storm
110
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.182(CFS) for 0.040 (Ac.)
Total runoff = 0.228(CFS) Total area = 0.05 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 206.000 1c PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 66.00 (Ft.)
Downstream point/station elevation = 64.40 (Ft.)
Pipe length = 72.30 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.228(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.228(CFS)
Normal flow depth in pipe = 1.96 (In.)
Flow top width inside pipe = 5.63 (In.)
Critical Depth = 2.87(In.)
Pipe flow velocity = 4.09(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 5.42 mm.
Process from Point/Station 206.000 to Point/Station 206.000
**** CONFLUENCE OF, MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2 •
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.228(CFS)
Time of concentration = 5.42 mm.
Rainfall intensity = 6.253(In/Hr)
Process from Point/Station 212.000 to Point/Station 212.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 20.00 (Ft.)
Highest elevation = 67.40 (Ft.)
Lowest elevation = 67.20 (Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.22 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(20.00A.5)/( 1.00A(1/3)1= 3.22
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.046(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 212.000 to Point/Station 214.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 65.70 (Ft.)
Downstream point/station elevation = 65.50 (Ft.)
Pipe length = 20.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.046(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.046(CFS)
Normal flow depth in pipe = 1.07(In.)
Flow top width inside pipe = 4.60(In.)
Critical Depth = 1.26 (In.)
Pipe flow velocity = 1.94(Ft/s)
Travel time through pipe = 0.17 mm.
Time of concentration (TC) = 5.17 mm.
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + . + + + + + + + + + + +.+ + + + + + + + + + + + + + +
Process from Point/Station 214.000 to Point/Station 214.000 **** SUBAREA FLOW ADDITION
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.17 mm.
Rainfall intensity = 6.445(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.135(CFS) for 0.030 (Ac.)
Total runoff = 0.181(CFS) Total area = 0.04 (Ac.)
Process from Point/Station 214.000 to Point/Station 206.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 65.50 (Ft.)
Downstream point/station elevation = 64.40 (Ft.)
Pipe length = 47.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.181(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.181(CFS)
Normal flow depth in pipe = 1.72(In.)
Flow top width inside pipe = 5.42(In.)
Critical Depth = 2.55(In.)
Pipe flow velocity = 3.91(Ft/s)
Travel time through pipe = 0.20 mm.
Time of concentration (TC) = 5.37 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 206.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.040 (Ac.)
Runoff from this stream = 0.181(CFS)
Time of concentration = 5.37 mm.
Rainfall intensity = 6.289(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 0.998 5.42 6.256
2 0.228 5.42 6.253
3 0.181 5.37 6.289
14
Qmax(1) =
Qmax(2) =
Qmax(3) =
1.000 * 1.000 * 0.998) +
1.000 * 0.999 * 0.228) +
0.995 * 1.000 * 0.181) + = 1.406
0.999 * 1.000 * 0.998) +
1.000 * 1.000 * 0.228) +
0.994 * 1.000 * 0.181) + = 1.406
1.000 * 0.992 * 0.998) +
1.000 * 0.991 * 0.228) +
1.000 * 1.000 * 0.181) + = 1.397
Total of 3 streams to confluence:
Flow rates before confluence point:
0.998 0.228 0.181
Maximum flow rates at confluence using above data:
1.406 1.406 1.397
Area of streams before confluence:
0.220 0.050 0.040
Results of confluence:
Total flow rate = 1.406(CFS)
Time of concentration = 5.416 mm.
Effective stream area after confluence = 0.310 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.42 mm.
Rainfall intensity = 6.256(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.394(CFS) for 0.090 (Ac.)
Total runoff = 1.800(CFS) Total area = 0.40 (Ac.)
Process from Point/Station 206.000 to Point/Station 216.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 64.30 (Ft.)
Downstream point/station elevation = 63.95(Ft.)
Pipe length = 22.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.800(CFS)
Given pipe size = 8.00 (In.)
Calculated individual pipe flow = 1.800(CFS)
Normal flow depth in pipe = 8.00(In.)
Flow top width inside pipe = 0.00 (In.)
Critical Depth = 7.32(In.)
Pipe flow velocity = 5.16(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 5.49 mm.
Process from Point/Station 216.000 to Point/Station 216.000
**** SUBAREA FLOW ADDITION ****
145
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.49 mm.
Rainfall intensity = 6.204(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.130(CFS) for 0.030 (Ac.)
Total runoff = 1.931(CFS) Total area = 0.43 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to Point/Station 218.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 63.95 (Ft.)
Downstream point/station elevation = 63.50 (Ft.)
Pipe length = 27.50 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.931(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.931(CFS)
Normal flow depth in pipe = 8.00(In.)
Flow top width inside pipe = 0.00(In.)
Critical Depth = 7.46(In.)
Pipe flow velocity = 5.23(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 5.57 mm.
Process from Point/Station 218.000 to Point/Station 218.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.430(Ac.)
Runoff from this stream = 1.931(CFS)
Time of concentration = 5.57 mm.
Rainfall intensity = 6.141(In/Hr)
+++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 220.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00 (Ft.)
Highest elevation = 68.20 (Ft.)
Lowest elevation = 67.90(Ft.)
Elevation difference = 0.30 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.94 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(30.00A.5)/( 1.00A(1/3)1= 3.94
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.184(CFS)
Total initial stream area = 0.040(Ac.)
+++++++++++++++++++++++++++++++++++++-l-++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 218.000
**** PIPEFLOW TRAVEL TIME (User specified size)
It;
Upstream point/station elevation = 66.40(Ft.)
Downstream point/station elevation = 63.65(Ft.)
Pipe length = 45.80 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.184(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.184(CFS)
Normal flow depth in pipe = 1.36 (In.)
Flow top width inside pipe = 5.03 (In.)
Critical Depth = 2.57(In.)
Pipe flow velocity = 5.49(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 5.14 mm.
Process from Point/Station 218.000 to Point/Station 218.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number. 2
Stream flow area = 0.040(Ac.)
Runoff from this stream = 0.184(CFS)
Time of concentration = 5.14 mm.
Rainfall intensity = 6.471(In/Hr)
+++++++++++++++++++.+++++..+++++.++++++++++++++++++++++.++++++++++++++
Process from Point/Station 222.000 to Point/Station 222.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00 (Ft.)
Highest elevation = 67.40(Ft.)
Lowest elevation 67.10 (Ft.)
Elevation difference = 0.30(Ft.)
Time of concentration calculated by the urban
areas overland flow method (AppX-C) = 3.94 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*( 30.00A.5)/( 1.00A (1/3)1= 394
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.138(CFS)
Total initial stream area = 0.030 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+.+++++++
Process from Point/Station 222.000 to Point/Station 218.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 65.60 (Ft.)
Downstream point/station elevation = 63.65 (Ft.)
Pipe length = 35.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.138(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.138(CFS)
Normal flow depth in pipe = 1.21(In.)
Flow top width inside pipe = 4.81(In.)
Critical Depth = 2.22(In.)
Pipe flow velocity = 4.92(Ft/s)
11
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 5.12 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 218.000 to Point/Station 218.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.138(CFS)
Time of concentration = 5.12 mm.
Rainfall intensity = 6.488(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) •(min) (In/Hr)
1 1.931 5.57 6.141
2 0.184 5.14 6.471
3 0.138 5.12 6.488
Qmax(1) =
1.000 * 1.000 * 1.931) +
0.949 * 1.000 * 0.184) +
0.946 * 1.000 * 0.138) + = 2.237
Qmax(2) =
1.000 * 0.922 * 1.931) +
1.000 * 1.000 * 0.184) +
0.997 * 1.000 * 0.138) + = 2.102
Qmax(3) =
1.000 * 0.918 * 1.931) +
1.000 * 0.996 * 0.184) +
1.000 • 1.000 * 0.138) + = 2.095
Total of 3 streams to confluence:
Flow rates before confluence point:
1.931 0.184 0.138
Maximum flow rates at confluence using above data:
2.237 2.102 2.095
Area of streams before confluence:
0.430 0.040 0.030
Results of confluence:
Total flow rate = 2.237(CFS)
Time of concentration = 5.574 mm.
Effective stream area after confluence = 0.500(Ac.)
Process from Point/Station 218.000 to Point/Station 218.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.57 mm.
Rainfall intensity = 6.141(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.043 (CFS) for 0.010 (Ac.)
Total runoff = 2.280(CFS) Total area = 0.51 (Ac.)
Process from Point/Station 218.000 to Point/Station 224.000
PIPEFLOW TRAVEL TIME (User specified size) ***
Upstream point/station elevation = 63.40 (Ft.)
Downstream point/station elevation = 63.15 (Ft.)
Pipe length = 8.20 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.280(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 2.280(CFS)
Normal flow depth in pipe = 6.01(In.)
Flow top width inside pipe = 6.92(In.)
Critical depth could not be calculated.
Pipe flow velocity = 8.10(Ft/s)
Travel time through pipe = 0.02 mm.
Time of concentration (TC) = 5.59 mm.
End of computations, total study area = 0.51 (Ac.)
/1
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESiGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 03/28/97
POINSETTIA SHORES AREA B-2, BASIN "C"
March 28, 1997
FILE: F:\ACCTS\921016\B2C2 .RSD
BY: E.G.W.
********* Hydrology Study Control Information *******
------------------------------------------------------------------------
O'Day Consultants, San Deigo, California - SIN 10125 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.500
24 hour precipitation(inches) 4.000
Adjusted 6 hour precipitation (inches) = 2.500
P6/P24 = 62.5%
San Diego hydrology manual 'C' values used
Runoff coefficients by rationa: method
Process from Point/Station 300.000 to Point/Station 300.000
* * * * INITIAL AREA EVALUATION * * * *
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00 (Ft.)
Highest elevation = 74.80(Ft.)
Lowest elevation = 74.20 (Ft.)
Elevation difference = 0.60 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.13 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(30.00A.5)/( 2.00A(1/3)1= 3.13
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.415(CFS)
Total initial stream area = 0.090 (Ac.)
Process from Point/Station 300.000 to Point/Station 302.000
PIPEFLOW TRAVEL TIME (User specified size) 1r
Upstream point/station elevation = 72.70 (Ft.)
Downstream point/station elevation = 68.85 (Ft.)
Pipe length = 82.50 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.415(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.415(CFS)
20
Normal flow depth in pipe = 2.21(In.)
Flow top width inside pipe = 5.79(In.)
Critical Depth = 3.93 (In.)
Pipe flow velocity = 6.32(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (TC) = 5.22 mm.
Process from Point/Station 302.000 to Point/Station 302.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.090 (Ac.)
Runoff from this stream = 0.415(CFS)
Time of concentration = 5.22 mm.
Rainfall intensity = 6.408(In/Hr)
Process from Point/Station 304.000 to Point/Station 304.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 45.00 (Ft.)
Highest elevation = 74.20(Ft.)
Lowest elevation = 73.30 (Ft.)
Elevation difference = 0.90 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.83 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slope"(1/3))
TC= [1.8*(1.1_0.7000)*(45.00#.5)/( 2.00A(1/3)1= 3.83
Setting time of concentration to 5 minutes
Rainfall intensity. (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.277(CFS)
Total initial stream area = 0.060 (Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +.+ +_+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 304.000 to Point/Station 302.000
PIPEFLOW TRAVEL TIME (User, specified size)
Upstream point/station elevation = 71.80(Ft.)
Downstream point/station elevation = 68.85(Ft.)
Pipe length = 60.90 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.277(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.277(CFS)
Normal flow depth in pipe = 1.77(In.)
Flow top width inside pipe = 5.47(In.)
Critical Depth= 3.18(In.)
Pipe flow velocity = 5.71(Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 5.18 mm.
Process from Point/Station 302.000 to Point/Station 302.000
**** CONFLUENCE OF MINOR STREAMS ****
21
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.060 (Ac.)
Runoff from this stream = 0.277(CFS)
Time of concentration = 5.18 mm.
Rainfall intensity =. 6.440(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (mm)
Rainfall Intensity
(In/Hr)
1 0.415 5.22 6.408
2 0.277 5.18 6.440
Qmax(l) =
1.000 * 1.000 * 0.415) +
0.995 * 1.000 * 0.277) + = 0.690
Qmax(2) =
1.000 * 0.992 * 0.415) +
1.000 * 1.000 * 0.277) + = 0.688
Total of 2 streams to confluence:
Flow rates before confluence point:
0.415 0.277
Maximum flow rates at confluence using above data:
0.690 0.688
Area of streams before confluence:
0.090 0.060
Results of confluence:
Total flow rate = 0.690(CFS)
Time of concentration = 5.218 mm.
Effective stream area after confluence = 0.150 (Ac.)
Process from Point/Station 302.000 to Point/Station 302.000
**** SUBAREA FLOW ADDITION ****.
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.22 mm.
Rainfall intensity = 6.408(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.449(CFS) for 0.100 (Ac.)
Total runoff = 1.139(CFS) Total area = 0.25 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++
Process from Point/Station 302.000 to Point/Station 306.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 68.75(Ft.)
Downstream point/station elevation = 68.00(Ft.)
Pipe length = 50.50 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.139(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.139(CFS)
Normal flow depth in pipe = 4.72(In.)
Flow top width inside pipe = 7.87(In.)
Critical Depth = 6.07(In.)
Pipe flow velocity = 5.32(Ft/s)
22
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 5.38 mm.
Process from Point/Station 306.000 to Point/Station 306.000 **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.250(Ac.)
Runoff from this stream = 1.139(CFS)
Time of concentration = 5.38 mm.
Rainfall intensity = 6.286(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 308.000 to Point/Station 308.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00 (Ft.)
Highest elevation = 74.10(Ft.)
Lowest elevation = 73.10(Ft.)
Elevation difference = 1.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 2.64 mm.
TC = [l.8*(l.l_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(30.00A.5)/( 3.33A(1/3)]= 2.64
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.415(CFS)
Total initial stream area = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 308.000 to Point/Station 306.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 71.60(Ft.)
Downstream point/station elevation = 68.10 (Ft.)
Pipe length = 82.50 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.415(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.415(CFS)
Normal flow depth in pipe = 2.27(In.)
Flow top width inside pipe = 5.82(In.)
Critical Depth = 3.93(In.)
Pipe flow velocity = 6.10(Ft/s)
Travel time through pipe = 0.23 mm.
Time of concentration (TC) = 5.23 mm.
Process from Point/Station 306.000 to Point/Station 306.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.090(Ac.)
Runoff from this stream = 0.415(CFS)
23
Time of concentration = 5.23 mm.
Rainfall intensity = 6.402(In/Hr)
Process from Point/Station 310.000 to Point/Station 310.000
INITIAL AREA EVALUATION
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance. = 30.. 00 (Ft.)
Highest elevation = 73.20(Ft.)
Lowest elevation = 72.40 (Ft.)
Elevation difference = 0.80 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 2.84 mm.
TC = [1.8*(1.1_C)*distance A.5)/(% slopeA(1/3))
TC= [1.8*(1.1_0.7000)*( 30.00A.5)/( 2.67A(1/3)1= 2.84
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.184(CFS)
Total initial stream area = 0.040 (Ac.)
Process from Point/Station 310.000 to Point/Station 30.6.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 70.90(Ft.)
Downstream point/station elevation = 68.10 (Ft.)
Pipe length = 54.70 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.184(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.184(CFS)
Normal flow depth in pipe = 1.42 (In.)
Flow top width inside pipe = 5.10(In.)
Critical Depth = 2.57(In.)
Pipe flow velocity = 5.19(Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 5.18 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 306.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.040(Ac.)
Runoff from this stream = 0.184(CFS)
Time of concentration = 5.18 mm.
Rainfall intensity = 6.442(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 1.139 5.38 6.286 -
2 0.415 5.23 6.402
3 0.184 5.18 6.442
24
Qmax(l) =
Qmax(2) =
Qrnax(3) =
1.000 * 1.000 * 1.139) +
0.982 * 1.000 * 0.415) +
0.976 * 1.000 * 0.184) + = 1.726
1.000 * 0.972 * 1.139) +
1.000 * 1.000 * 0.415) +
0.994 * 1.000 * 0.184) + = 1.705
1.000 * 0.963 * 1.139) +
1.000 * 0.990 * 0.415) +
1.000 * 1.000 * 0.184) + = 1.692
Total of 3 streams to confluence:
Flow rates before confluence point:
1.139 0.415 0.184
Maximum flow rates at confluence using above data:
1.726 1.705 1.692
Area of streams before confluence:
0.250 0.090 0.040
Results of confluence:
Total flow rate = 1.726(CFS)
Time of concentration = 5.376 mm.
Effective stream area after confluence = 0.380 (Ac.)
Process from Point/Station 306.000 to Point/Station 306.000 **** SUBAREA FLOW ADDITION
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.38 mm.
Rainfall intensity = 6.286(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.440(CFS) for 0.100 (Ac.)
Total runoff = 2.166(CFS) Total area = 0.48 (Ac.)
Process from Point/Station 306.000 to Point/Station 312.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 68.00(Ft.)
Downstream point/station elevation = 67.55 (Ft.)
Pipe length = 22.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.166(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 2.166(CFS)
Normal flow depth in pipe = 8.00 (In.)
Flow top width inside pipe = 0.00 (In.)
Critical depth could not be calculated.
Pipe flow velocity = 5.85(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 5.44 mm.
+++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/Station 312.000 -
**** SUBAREA FLOW ADDITION ****
25,
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.44 mm.
Rainfall intensity = 6.239(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700 Subarea runoff = 0.175(CFS) for 0.040 (Ac.)
Total runoff = 2.341(CFS) Total area = 0.52 (Ac.)
Process from Point/Station 312.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 67.55(Ft.)
Downstream point/station elevation = 66.70 (Ft.)
Pipe length = 26.70 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.341(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 2.341(CFS)
Normal flow depth in pipe = 6.04(In.)
Flow top width inside pipe = 6.88(In.)
Critical depth could not be calculated.
Pipe flow velocity = 8.28(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 5.49 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 314.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.520(Ac.)
Runoff from this stream = 2.341(CFS)
Time of concentration = 5.49 mm.
Rainfall intensity = 6.200(In/Hr)
Process from Point/Station 316.000 to Point/Station 316.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00 (Ft.)
Highest elevation = 73.20(Ft.)
Lowest elevation = 72.90 (Ft.)
Elevation difference = 0.30 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.94 mm.
TC = [1.8*(1.1_C)*distance'.5)/( slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*(30.00A.5)/( 1.00A(1/3)1= 3.94
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.277(CFS)
Total initial stream area = 0.060(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 316.000 to Point/Station 314.000
PIPEFLOW TRAVEL TIME (User specified size)
-Z (0
Upstream point/station elevation = 71.40(Ft.)
Downstream point/station elevation = 66.85 (Ft.)
Pipe length = 67.40 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.277(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.277(CFS)
Normal flow depth in pipe = 1.63 (In.)
Flow top width inside pipe = 5.34(In.)
Critical Depth = 3.18(In.)
Pipe flow velocity = 6.44(Ft/s)
Travel time through pipe = 0.17 mm.
Time of concentration (TC) = 5.17 mm.
Process from Point/Station 314.000 to Point/Station 314.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.060 (Ac.)
Runoff from this stream = 0.277(CFS)
Time of concentration = 5.17 mm.
Rainfall intensity = 6.443(In/Hr)
Process from Point/Station 318.000 to Point/Station 318.000
**** INITIAL AREA EVALUATION ****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance = 30.00(Ft.)
Highest elevation = 72.50 (Ft.)
Lowest elevation= 72.20(Ft.)
Elevation difference = 0.30(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.94 mm.
TC = (1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC= [1.8*(1.1_0.7000)*( 30.00.5)/( 1.00A (1/3)1= 394
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 0.184(CFS)
Total initial stream area = 0.040 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 318.000 to Point/Station 314.000
PIPEFLOW TRAVEL TIME (User specified size) **
Upstream point/station elevation = 70.70(Ft.)
Downstream point/station elevation = 66.85(Ft.)
Pipe length = 53.80 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.184(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.184(CFS)
Normal flow depth in pipe = 1.31(In.)
Flow top width inside pipe = 4.95(In.)
Critical Depth = 2.57(In.)
Pipe flow velocity = 5.84(Ft/s)
27
Travel time through pipe = 0.15 mm.
Time of concentration (TC) = 5.15 mm.
+++ + +++++ ++ ++ ++++++ +++ ++++++++++++++++++++++++++++ + + ++ ++
Process from Point/Station 314.000 to Point/Station 314.000 **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.040(Ac.)
Runoff from this stream = 0.184(CFS)
Time of concentration = 5.15 mm.
Rainfall intensity = 6.460(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 2.341 5.49 6.200
2 0.277 5.17 6.443
3 0.184 5.15 6.460
Qmax(1) =
1.000 * 1.000 * 2.341) +
0.962 * 1.000 * 0.277) +
0.960 * 1.000 * 0.184) + = 2.784
Qmax(2) =
1.000 * 0.942 * 2.341) +
1.000 * 1.000 * 0.277) +
0.997 * 1.000 * 0.184) + = 2.666
Qmax(3) =
1.000 * 0.938 * 2.341) +
1.000 * 0.996 * 0.277) +
1.000 1.000 * 0.184) + = 2.657
Total of 3 streams to confluence:
Flow rates before confluence point:
2.341 0.277 0.184
Maximum flow rates at confluence using above data:
2.784 2.666 2.657
Area of streams before confluence:
0.520 0.060 0.040
Results of confluence:
Total flow rate = 2.784(CFS)
Time of concentration = 5.492 mm.
Effective stream area after confluence = 0.620 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 314.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.700 given for subarea
Time of concentration = 5.49 mm.
Rainfall intensity = 6.200(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 0.043 (CFS) for 0.010 (Ac.)
Total runoff = 2.828(CFS) Total area = 0.63 (Ac.)
ai
Process from Point/Station 314.000 to Point/Station 320.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 66.60 (Ft.)
Downstream point/station elevation = 65.90 (Ft.)
Pipe length = 15.00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.828(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 2.828(CFS)
Normal flow depth in pipe = 6.03 (In.)
Flow top width inside pipe = 6.89 (In.)
Critical depth could not be calculated.
Pipe flow velocity = 10.02(Ft/s)
Travel time through pipe = 0.02 mm.
Time of concentration (TC)= 5.52 mm.
End of computations, total study area = 0.63 (Ac.)
21
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 03/28/97 ------------------------------------------------------------------------
POINSETTIA SHORES AREA B-2, BASIN "D"
March 28, 1997
FILE: F:\ACCTS\921016\B2D2.RSD
BY: E.G.W.
********* Hydrology Study Control Information *********
------------------------------------------------------------------------
O'Day Consultants, San Deigo, California - SIN 10125 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.500
24 hour precipitation(inches) = 4.000
Adjusted 6 hour precipitation (inches) = 2.500
P6/P24 = 62.5%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f-+++++++++++++
Process from Point/Station 400.000 to Point/Station 402.000
INITIAL AREA EVALUATION ****
User specified 'C' value of 0.850 given for subarea
Initial subarea flow distance = 90.00 (Ft.)
Highest elevation = 83.80 (Ft.)
Lowest elevation = 76.65 (Ft.)
Elevation difference = 7.15 (Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 2.14 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 90.00A.5) 1( 7.94A(1/3)]= 2.14
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.587 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.448(CFS)
Total initial stream area = 0.080 (Ac.)
Process from Point/Station 402.000 to Point/Station 404.000.
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 76.650 (Ft.)
End of street segment elevation = 63.600 (Ft.)
Length of street segment = 370.000 (Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half Street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the Street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500 (Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of Street = 0.593(CFS)
Depth of flow = 0.173(Ft.), Average velocity = 2.679(Ft/s)
Streetf low hydraulics at midpoint of street travel:
Halfstreet flow width = 3.877(Ft.)
Flow velocity = 2.68(Ft/s)
Travel time = 2.30 mm. TC = 7.30 mm.
Adding area flow to street
User specified 'C' value of 0.700 given for subarea.
Rainfall intensity = 5.159(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.700
Subarea runoff = 2.347(CFS) for 0.650 (Ac.)
Total runoff = 2.795(CFS) Total area = 0.73(Ac.)
Street flow at end of Street = 2.795(CFS)
Half Street flow at end of street = 2.795(CFS)
Depth of flow = 0.261(Ft.), Average velocity = 3.696(Ft/s)
Flow width (from curb towards crown)= 8.277 (Ft.)
Process from Point/Station 404.000 to Point/Station 406.000
PIPEFLOW TRAVEL TIME (User specified size) **
Upstream point/station elevation = 61.80(Ft.)
Downstream point/station elevation = 61.35 (Ft.)
Pipe length = 44.40 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.795(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.795(CFS)
Normal flow depth in pipe = 7.11(In.)
Flow top width inside pipe = 11.79 (In.)
Critical Depth = 8.60(In.)
Pipe flow velocity = 5.76 (Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 7.43 mm.
End of computations, total study area = 0.73 (Ac.)
3'
TYPE "A" CURB OUTLET CAPACITY CALCULATION
BY
0 'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
FEB. 1, 1997.
( 3.00') ----------
** *** ** ***
* * **
* *AWater Surface ( 0.201 )AAA* *
** **
** **
* * **
* ***** **** * ** *****
** ***** *** ***** * **
Rectangular Open Channel
Flowrate ..................3.052 CFS
Velocity ..................5.087 fps
Depth of Flow .............0.200 feet
Critical Depth 0.318 feet
Total Depth ...............0.200 feet
Base Width ................3.000 feet
Slope of Channel 2.000 It
X-Sectional Area 0.600 sq. ft.
Wetted Perimeter 3.400 feet
AR (2/3) ..................0.189
Mannings 'n' ..............0.013
Based on a standard 3' wide by 3" high SDRSD D-25 at
a slope of 2 percent. The actual slope is greater
than 2 percent.
BASIN FLOW (cfs)
2.28 cfs < 3.05 cfs
2.83 cfs < 3.05 cfs
2.80 cfs < 3.05 cfs
o. k.
o. k.
o. k.
FILE: F:\ACCTS\921016\B2B25.OUT
GRATE INLET CAPACITIES
TRAFFIC GRATE:
Qi = CwP&5 where P = perimeter of grate (ft)
Cw = coeffleicent of weir = 3.0
d = depth (ft)
Qi = flow of inlet (cfs)
Let d = 0.2', assuming grate is 50% clogged
Try 12"x12" grate, P=1' x4=4',4' x50%=•2
Therefore Qi = 3.0(2)(.2)' = 0.5 cfs
Max Q to grate inlet = 0.45 cfs therefore-OK
(formula from U.S. Dept. of Trans. Drainage of Hwy. Pvmts)
53
CHART 1-104.12
FIGURE 27.3
L a. i5
Dev-
rrlcrT
Vic OC .T
HIL
in
la
do
,L JFZ _____i ..r.1' ' - 1::::::iz I —. ____
IA
LZ
____I — 'I_'k / i_'• — LL
CL3
.• JILLLL ___ LLv I / __-
___ I I I 11111 I I I I Q= is 4~
4 20 30 40 30 SiLcZ 51 • t4h = (16' ONE SICE CXAE :
Char v$: Depth a QL4 Vtry S 4•4 t.i. 4.-.
REV. CITY OF SAN DIEGO — DESIGN GUIDE . NO.
GUTTER AND ROADWAY
DISCHARGE -VELOCITY CHART
111-27.7
FIGURE 27.5
DEPTH OF FLOW-y-FEET
.01 02 03 04 03 06 ce IC .2 3
=z.s
_a) DISCHARGE PER FOOT OF
-=T- LENGTH OF CURB OPENING
INLETS WHEN INTERCEPTING -
---}--1007. OF GUTTER FLOW ---••----! -1 r
I I Ii /yi, •-1•
. . -
-' zi--
_ ••ft
•. / 'I I I i
2
act
La
:O.24
.10
.oa
.03
04
03
02
.0I
t T 111-27.9 £uvif %'IQ.
C( r
DEPARTMENT OF SANITATION I_ I rT n
FLOOD CONTROL I JU I U - I &L
'20.-' ISOPI.UVIIILS OF 100-YEAR 6-1OUR
pEc.criTi1]Q' IN ET S OF AH ICU
115 1 ii; jj (( ............L -\
LAG A
- -\\•• (\\O\ / - — \\ —
20
TNJ d.
30'
IlI(J 1
:'' :
I,
1 SAN CL [
15'
NIL
3u 5 45
:
2
25
5\
'
330 ME 30 5'AON J\
45
T 0 40
20\ 5' 1.. N
-. 6 e?- -9
115 Ljiluu
5' 20
repn J by — - . •
U.S. DEPARTMC\ t OF COMMERCE
NATIONAL OCEANIC AND AT OSIIEHlC ADMINISTRATION ) _l._,.. •1 IACU \
6PZCIAL STUDIES BRANCH, OFFICE OF It L)ROLOUY. NATIONAL. WEAThER SERVICE • flu
301 — 20 113jujuj"l I" j
118' 45' 30' 15' 117 115 1 30' 15' 116
11 5 1
30'
'5'
1 1,
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION & 1Oh1VL1\U 24-HOtU pnrCU1ThTIO
FLOOD CONTROL rnn ',i iintin
'211..-" I SIH'LU tIIttL t - I uti -1 uut
IflEGIPITu\TLUfi RI E1iTIIS OF AN INCH
T-1 JQ
(
IA 11
At. 16,
SA L M IL U cc 45 C ':-
I /\ (IOO "Nh iu'\
so
330
rICP J by
U.S.[)EPAWfME1' I' OF COMMERCE
NATIONAL oc,:ANIC AND Al I'lllHIC ADMINISTRATION
SICIAL. $TUL)I1-S IthANCIl. Of lICE OF II VlOLt)GY, NATIONAL. ¶WLATIIEI SERVICE
b-I
30'
-
1W 1,51 30'
T
I-
16' 1170 0' 15' 1164
30 40 50 •)
no it,
TI.. IJUPT .il P. UIV
irjTiflfjrnI.i-I I.n4uT1h1rnhI.sI,,,1;rn,r .. . I1I.II ut ii ngghn
I I Equation: I 7,44 P6 D •' 645
I n I Intensity (n./Hr.)
!
-
P6 6 Hr. Precipitation (In.)
I : I f ill
Duration (Mm.)
111111111: Eiiii i 4.i:':iUJ
1
•
1!;
I h'.I:i".iI Ji''
' • - l:...J::jl::.j.$i1IIjI
if 1 I11 (It..ti i: ' iTJ fj ': jI
UI rt
3.0 th
4.JJ.JiII.1!,[IJuIjj112 .0
i.fltR[tf iii k1;Il
jfJ: i(f 1 .5 Z AI
1.
'1lI o
11 1141JUI
Hours
0 t•112
t-4 • II
< '-'-t-i-•I-I •j -J-jl-( I "1 1J I
iv 15 20
Minutes
Directions for Application:
From precipitation naps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed In the County Hydrol
t-ianual. (10, 5f) 1ind 100 yr. maps included In
Design and Procedure Manual).
Adjust 6 hr. precipitation (if necessary) s
that It is within the range of 45% to 65% 01
the 24 hr. precipitation. (Hot applicable
to Desert)
Plot 6 hr. precipitation on the right side
of the chart.
Draw a line through the point parallel to tt
plotted lines.
This line Is the Intensity-duration curve fc
the location being analyzed.
Application Form:
0) Selected Frequency (OOyr.
P6 =
*
Lf1 P
Adjusted *5_ vi .
t mm.
1 in/hr.
*Not Applicable to Desert Region
APPENDIX XI
IV-A-14
Revised 1/85
TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient, C
Soil Group (1)
Land Use
Residential:
Single Family
Multi-Units
Mobile homes
Rural (lots greater than 1/2 acre)
Coninercial(2)
80% Impervious
Industrial (2)
90% Impervious
.40 .1+5 .50 .55
.45 .50 .60
.45 .50 .55 .65
.30 .35
.70 .75 .80 .85
.80 .85 .90 .95
NOTES:
Soil Group mars are available at the Qffices of the Department of Public Works.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 80% or 90%, the values given for coefficient C, may be revised
by multiplying 80% or 907. by the ratio of actual imperviousness to the
tabulated imperviousness. However, in no case shall the final coefficient
be less than 0.50. For example: Consider commercial property on D soil rgrOup.
Actual imperviousness = 50%
Tabulated imperviousness 805/.
Revised C .Q x 0.85 = 0.53 80
IV-A-9
APPENDIX IX-8
Rev. 5/81
;W
HYDRAULIC CALCULATIONS FOR OUTLET PIPES
SE SF"S
AREA B-2 1(-iôA MA#74m
CF5 5ZOP9 07 PlAg P/A. L&N7//
r
VLtX'T ''"-
1-V.
'-'"m
i7bPrhf
#VL
Pztc
F1Ftrk"J
1OP1'Z)
//AP 10556
1/PSrZ64A4 FelertoAl A4.,IV094
m6ld A
FJZ,ZO 00
6A at I i'/
,r,iZ42s2 s"
øA5i'I''
7, /& "."° Z.03 .447 8•• /5 0.0 jO. -i . ;;
ra Pr, ZD8O !OI 444 '5.8 61.35 p.5 " /0! 0,4
LA
1 iA,*/ÔF incs AD 1NZE1
tj 41
¼# I ,J 'J L... 1 11 t J V L-. ____________ lU RLOPJ JiPiiL 1ñ1\(\ LLI LJ1JI
7220 Avenida Enemas civil Ligineering
ENGINEER OF WORK:
r CENTERLINE or NORTH SOUND CARLSBA
Suite 204 Planning p 'r I l ( D('IT/ J( A7Q') I J Li , iL I IL/V -) Il.
Carlsbad, California 92009
619-931--7700
Procrssin
Surveying
-
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