HomeMy WebLinkAboutCT 04-05; Vista La Costa; Vista La Costa Drainage Report; 2008-05-05Hydrologic and Hydraulic Study
For
Vista La Costa, CT 04-05
May 5, 2008
JN 03-1060
APPLICANT
Abedi Family Trust
Shahla and Esrafil Abedi
22892 Ocean Breeze Way
Laguna Nigel, CA 92677
Prepared By:
O'DAY CONSULTANTS
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92010
MegC
Exp. 9/
RCE 46935
1
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Section Description Page No.
A. Introduction and Description
B. Hydrologic Calculations Existing Conditions
Appendix A Existing Hydrologic Conditions
C. Hydrologic Calculations Developed Conditions
Appendix B Proposed Conditions (Developed) 100-year hydrology for
Vista La Costa
4-5
6
7-9
10-38
D. Hydraulic Calculations Developed Conditions
Appendix C Hydraulics of Proposed Minor Drains and Swales
Appendix D Hydraulic Analysis of Trench Drain and Catch Basins
E.Detention Calculations
39-46
47-50
Appendix E Detention Calculations for Underground Hancor LandMax 51-67
Exhibit A
Exhibit B
Exhibit C
Exhibit D
Exhibit E
Exhibit F
Exhibit G
Exhibit H
Exhibit I
Exhibit J
Exhibit K
Exhibit L
Exhibit M
EXHIBITS
Vicinity Map
Table 3-1 Runoff Coefficients For Urban Areas (Rational Method)
Soil Group Map
100-year 6-hour precipitation map
100-year 24-hour precipitation map
Figure 3-3 Urban Areas Overland Time of Flow Nomograph
Figure 3-1 Intensity Duration Design Chart
Capacity of Grate Inlet Chart from Bureau of Public Works
Table A-3 Manning's Roughness Coefficients from San Diego County
Drainage Design Manual
40-Scale Existing Conditions Hydrologic Map (Map Pocket)
20-Scale Proposed Conditions Hydrologic Map (Map Pocket)
Zurn Trench Drain Specification Sheets
Details of Detention Facility
G:\Accts\031060\REVlSEDSITE\HydrologyandHydraulicStudy.doc
A. Introduction and Description
This Hydrologic and Hydraulic Study was prepared to support the Precise Grading Plan for Vista La
Costa, CT 04-05, located 1.5 miles east of El Camino Real, north of Gibraltar Street in between Jerez
Court and Romeria Street in the City of Carlsbad (See Vicinity Map, Exhibit 'A'). The existing site is
lot 376 and lot 377 of Map No. 6600 and a portion of the NV6 of the SE V4 of Sec. 36. The site lies
southerly of the La Costa Golf Course and Spa and is 0.88 gross acres. A Preliminary Storm Water
Management Plan was prepared for the Gibraltar Street Condo's on January 15, 2004 by O'Day
Consultants and will be referred to hereon as Reference 1. A Storm Water Management Plan and
Hydrology Study for Vista La Costa, was prepared on April 28, 2008 by O'Day Consultants and will
be referred to hereon as Reference 2.
A preliminary drainage study, Hydrology, Hydraulics, and Detention Study for Gibraltar Street
Condos, CT 04-05 was prepared January 22, 2004, by O'Day Consultants and will be referred to
hereon as Reference 3. The existing site is mass graded per Grading Plans La Costa South, Unit No. 5,
County of San Diego Dwg. L-5548 (Reference 4).
Existing Conditions:
Currently, the site is mass-graded per Reference 4. The upper pad is at about elevation 61.0 and the
lower pad is at elevation 55.5. On the northerly edge of the site a 1.4:1 slope daylights into the La
Costa Golf Course and Spa to the north. The site drains at 0.5% towards Gibraltar Street, to a curb
inlet located on the south side of the site. The curb inlet drains to a 48" RCP pipe, that runs parallel
along the easterly boundary of the site. The storm drain outlets to the north, to a PCC lined drainage
swale in the La Costa Golf Course and ultimately outlets to the Batiquitos Lagoon. For the 100-year
storm event, 1.16 cfs will drain to the curb inlet from the site, see Appendix 'A'.
Proposed Conditions:
15 Multi-Family residential units are proposed for Vista La Costa: two main buildings, and a parking
lot. A private driveway will be constructed between the two buildings and lead into underground
parking garages. The water from the parking lot, the landscaping, the walkways and the roof drains
will be conveyed via vegetated swales along the perimeter of the site and in to a private storm drain
system. Bioretention swales will be constructed at the north side of the project site to treat the storm
water. See Reference 2. The trench drain at the bottom of Private Drive 'A' will pick-up water from
the street and will connect to the private storm drain system. The water will enter into an underground
detention facility. The underground detention facility will limit the outflow to existing conditions for a
10 year storm event. See Appendix 'E' for detention calculations. A summary of the flowrate's at
Vista La Costa are shown in the table below.
Summary of Flowrate's at Vista La Costa
10 Year Storm
100 Year Storm
Existing
0.78 cfs
1.16 cfs
Proposed
1.90 cfs
2.91 cfs
After Detention
0.72 cfs
2.43 cfs
* For 10 year storm event hydrology calculations see Reference 2. For 100 year storm event
hydrologic calculations see Appendix 'A' and 'B'.
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As mentioned above the underground detention facility is designed so that the 10 year storm event is
detained to existing conditions. A 60" ADS N-12 storm drain pipe, 50' long, will be used to detain the
storm water. A 36" ADS N-12 will outlet the detention facility and will connect to a type 'A-4'
cleanout. Two pipes will outlet the cleanout. The first, a 4" ADS N-12 storm drain pipe at 8.19%, is
designed to outlet water from a 10 year storm event, 0.72 cfs (less than existing). The second storm
drain to outlet the cleanout will be an 8" ADS N-12 storm drain at 18.15%. This storm drain will
outlet water from a storm event that exceeds 10 years or if the 4" storm drain becomes clogged. As
shown in the table above, for a 100 year storm event 2.43 cfs will outlet both the 4" and 8" pipe's
together. See Exhibit 'M' for details and specifications and see Appendix 'E' for underground
detention calculations.
Because the time of concentration for the 100 year storm event is 8.84 minutes (See Appendix 'B') the
effect of the additional 1.27 cfs (2.43cfs-1.16 cfs) on the existing PCC lined channel is negligible.
5
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B. Hydrologic Calculations
The Hydrologic calculations were performed utilizing the San Diego County Rational Method as
described in the San Diego County Hydrology Manual, June 2003. Pertinent exhibits from the San
Diego County Hydrology Manual are enclosed for reference, as follows:
Exhibit B - Table 3-1 Runoff Coefficients For Urban Areas (Rational Method)
Exhibit C - Soil Group Map
Exhibit D - 100-year 6-hour precipitation map
Exhibit E - 100-year 24-hour precipitation map
Exhibit F - Figure 3-3 Urban Areas Overland Time of Flow Nomograph
Exhibit G - Figure 3-1 Intensity Duration Design Chart
Exhibit J - 20-Scale Existing Conditions Hydrologic Map (Map Pocket)
Exhibit K - 20-Scale Proposed Conditions Hydrologic Map (Map Pocket)
6
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APPENDIX A
APPENDIX A
Existing Hydrology for the 100-year Storm
(See Exhibit'!')
7
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/23/07
Existing 100-Yr Storm Hydrology
Vista La Costa JN 03-1060
Prepared By: NF 4/23/07
g:\accts\031060\0360e.out
********* Hydrology Study Control Information **********
Program License Serial Number 5014
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 5.000
P6/P24 = 56.0%
San Diego hydrology manual 'C1 values used
Process from Point/Station 100.000 to Point/Station 101.000
**** 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
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance = 153.500(Ft.)
Highest elevation = 63.800(Ft.)
Lowest elevation = 57.600(Ft.)
Elevation difference = 6.200(Ft.) Slope = 4.039 %
Top of Initial Area Slope adjusted by User to 0.500 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 50.00 (Ft)
for the top area slope value of 0.50 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration = 12.03 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)]
8
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TC = [1.8* (1.1-0.3500)*( 50.000A.5)/( 0.500^(1/3)]= 12.03
Rainfall intensity (I) = 4.188(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.381(CFS)
Total initial stream area = 0.260(Ac.)
Process from Point/Station 102.000 to Point/Station
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
103.000
Estimated mean flow rate at midpoint of channel =
Depth of flow = 0.194(Ft.), Average velocity =
******* irregular Channel Data ***********
Information entered for subchannel number 1 :
0.799(CFS)
2.493 (Ft/s)
Point number 'X' coordinate 'Y' coordinate
1
2
3
4
5
Manning ' s
0.
10,
10.
11.
30.
'N1 friction
.00
,00
,17
,50
,00
factor =
0
0
0
0
0
0.015
.70
.50
.00
.12
.49
Sub-Channel flow = 0.799(CFS)
1 ' flow top width = 5.086(Ft.)
1 ' velocity= 2.493(Ft/s)
1 ' area = 0.321(Sq.Ft)
1 ' Froude number = 1.750
56.900(Ft.)
53 .100(Ft.)
0.194(Ft.)
Upstream point elevation =
Downstream point elevation =
Flow length = 145.000(Ft.)
Travel time = 0.97 min.
Time of concentration = 13.00 min.
Depth of flow = 0.194(Ft.)
Average velocity = 2.493(Ft/s)
Total irregular channel flow = 0.799(CFS)
Irregular channel normal depth above invert elev. =
Average velocity of channel(s) = 2.493(Ft/s)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 3.984(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA = 0.290
Subarea runoff = 0.776(CFS) for 0.570(Ac.)
Total runoff = 1.157(CFS) Total area = 0.830(Ac.)
Depth of flow = 0.213(Ft.), Average velocity = 2.696(Ft/s)
End of computations, total study area = 0.830 (Ac.)
= 1
0 .000
0.000
0 .000
000
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
APPENDIX B
APPENDIX B
Proposed Hydrology for the 100-year Storm
Conditions per the
Precise Grading Plan for Vista La Costa
(See Exhibit 'K')
10
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 05/05/08
100 Year Proposed Hydrology for Vista La Costa
JN 031060
NF 5/5/08
G:\ACCTS\031060\REVISEDSITE\V100
********* Hydrology Study Control Information **********
Program License Serial Number 5014
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 5.000
P6/P24 = 56.0%
San Diego hydrology manual 'C' values used
Process from Point/Station 203.000 to Point/Station 204.000
**** 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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 50.000(Ft.)
Highest elevation = 56.300(Ft.)
Lowest elevation = 55.300(Ft.)
Elevation difference = 1.000(Ft.) Slope = 2.000 %
Top of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Table 3-2
Initial Area Time of Concentration = 9.50 minutes
(for slope value of 1.00 %)
11
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Rainfall intensity (I) = 4.876(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.069(CFS)
Total initial stream area = 0.020(Ac.)
Process from Point/Station 204.000 to Point/Station 205.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.200(Ft.)
Downstream point/station elevation = 51.800(Ft.)
Pipe length = 17.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.069(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.069(CFS)
Normal flow depth in pipe = 1.53(In.)
Flow top width inside pipe = 3.00(In.)
Critical Depth = 1.91(In.)
Pipe flow velocity = 2.73(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 9.61 min.
Process from Point/Station 204.000 to Point/Station 205.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.020(Ac.)
Runoff from this stream = 0.069(CFS)
Time of concentration = 9.61 min.
Rainfall intensity = 4.841(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 206.100 to Point/Station 206.200
**** 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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 70.000(Ft.)
Highest elevation = 59.200(Ft.)
Lowest elevation = 58.500(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
24.0 DU/A or Less
12
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In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.66 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)]
TC = [1.8* (1.1-0.7100)*( 65.000A.5)/( 1.000^(1/3)]= 5.66
The initial area total distance of 70.00 (Ft.) entered leaves a
remaining distance of 5.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.16 minutes
for a distance of 5.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 0.05(Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.159 Minutes
Tt=[(11.9*0.0009A3)/( 0.05)]A.385= 0.16
Total initial area Ti = 5.66 minutes from Figure 3-3 formula plus
0.16 minutes from the Figure 3-4 formula = 5.82 minutes
Rainfall intensity (I) = 6.690(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.142(CFS)
Total initial stream area = 0.030(Ac.)
Process from Point/Station 206.200 to Point/Station 211.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 58.500(Ft.)
Downstream point elevation = 57. 600 (Ft.)
Channel length thru subarea = 85.000 (Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 10.000
Slope or 'Z' of right channel bank = 10.000
Estimated mean flow rate at midpoint of channel = 0.309(CFS)
Manning's 'N' = 0.045
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 0.309(CFS)
Depth of flow = 0.204(Ft.), Average velocity = 0.740(Ft/s)
Channel flow top width = 4. 085(Ft.)
Flow Velocity = 0.74(Ft/s)
Travel time = 1.91 min.
Time of concentration = 7.73 min.
Critical depth = 0.143(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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 5.569(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.071
Subarea runoff = 0.253(CFS) for 0.070(Ac.)
Total runoff = 0.395(CFS) Total area = 0.100(Ac.)
Depth of flow = 0.224(Ft.), Average velocity = 0.787(Ft/s)
Critical depth = 0.157(Ft.)
13
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Process from Point/Station 211.000 to Point/Station 205.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 54.600(Ft.)
Downstream point/station elevation = 51.800(Ft.)
Pipe length = 48.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter =
Calculated individual pipe flow
Normal flow depth in pipe = 2.23(In.)
Flow top width inside pipe = 5.80(In.)
Critical Depth = 3.84(In.)
Pipe flow velocity = 5.96(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 7.87 min.
0.395(CFS)
6.00(In.)
0.395(CFS)
Process from Point/Station 211.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
205 .000
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.395(CFS)
Time of concentration = 7.87 min.
Rainfall intensity = 5.506(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1) =
Qmax(2)
0.069
0.395
1.000 *
0.879 *
=
1.000 *
1.000 *
9.61
7 .87
1.000 *
1.000 *
0 .819 *
1.000 *
4 .841
5.506
0.069)
0.395)+ =
0.069) +
0.395) +
0 .417
0 .452
Total of 2 main streams to confluence:
Flow rates before confluence point:
0.069 0.395
Maximum flow rates at confluence using above data:
0.417 0.452
Area of streams before confluence:
0.020 0.100
Results of confluence:
Total flow rate = 0.452(CFS)
Time of concentration = 7.869 min.
Effective stream area after confluence 0.120(Ac.)
14
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Process from Point/Station 205.000 to Point/Station 212.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 51.800(Ft.)
Downstream point/station elevation = 43.300(Ft.)
Pipe length = 82.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.452(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.452(CFS)
Normal flow depth in pipe = 2.04(In.)
Flow top width inside pipe = 5.69(In.)
Critical Depth = 4.11(In.)
Pipe flow velocity = 7.65(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 8.05 min.
Process from Point/Station 205.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
212.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.120(Ac.)
Runoff from this stream = 0.452(CFS)
Time of concentration = 8.05 min.
Rainfall intensity = 5.427(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 213.000 to Point/Station
**** INITIAL AREA EVALUATION ****
214 . 000
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 59.000(Ft.)
Highest elevation = 56.000(Ft.)
Lowest elevation = 55.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.695 %
Top of Initial Area Slope adjusted by User to 10.698 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 10.70 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.19 minutes
TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
15
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TC = [1.8*(1.1-0.7100)*( 100.000A.5)/ ( 10.698A(1/3)]= 3.19
Calculated TC of 3.186 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.210(CFS)
Total initial stream area = 0.040(Ac.)
Process from Point/Station 214.000 to Point/Station 215.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.602(CFS)
Depth of flow = 0.135(Ft.), Average velocity = 5.549(Ft/s)
Irregular Channel Data ***********
Information
Point number
1
2
3
4
Manning ' s ' N
entered for subchannel
'X1 coordinate
0.00
17.50
18.83
19.00
' friction factor =
number 1 :
'Y1 coordinate
0 .47
0.12
0.00
0.50
0.013
Sub-Channel flow = 0.602(CFS)
1 ' flow top width = 2.128(Ft.)
1 velocity= 5.549(Ft/s)
' ' area = 0.109(Sq.Ft)
' ' Froude number = 4.329
Upstream point elevation = 54.100(Ft.)
Downstream point elevation = 46.410(Ft.)
Flow length = 58.000(Ft.)
Travel time = 0.17 min.
Time of concentration = 3.36 min.
Depth of flow = 0.135 (Ft.)
Average velocity = 5.549(Ft/s)
Total irregular channel flow = 0.602(CFS)
Irregular channel normal depth above invert elev. = 0.135(Ft.)
Average velocity of channel(s) = 5.549(Ft/s)
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.135
Subarea runoff = 0.786(CFS) for 0.150(Ac.)
Total runoff = 0.995(CFS) Total area = 0.190(Ac.)
Depth of flow = 0.159(Ft.), Average velocity = 5.683(Ft/s)
16
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Process from Point/Station 215.000 to Point/Station 212.000
**** pipEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 44. 500(Ft.)
Downstream point/station elevation = 43.300(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter
Calculated individual pipe flow =
Normal flow depth in pipe = 2.50(In.)
Flow top width inside pipe = 5.92(In.)
Critical Depth = 5.66(In.)
Pipe flow velocity = 12.88(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 3.37 min.
0.995(CFS)
6.00(In.)
0.995(CFS)
Process from Point/Station 215.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
212.000
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.190(Ac.)
Runoff from this stream = 0.995(CFS)
Time of concentration = 3.37 min.
Rainfall intensity = 7.377(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1) =
Qmax(2) =
0.452
0.995
1.000 *
0.736 *
1.000 *
1 . 000 *
8.05
3.37
1 .000 *
1.000 *
0.418 *
1.000 *
0.452)
0.995)
5.427
7.377
+
_i_ —
0.452) +
0.995) +
1.184
1.184
Total of 2 main streams to confluence:
Flow rates before confluence point:
0.452 0.995
Maximum flow rates at confluence using above data:
1.184 1.184
Area of streams before confluence:
0.120 0.190
Results of confluence:
Total flow rate = 1.184(CFS)
Time of concentration = 3.367 min.
Effective stream area after confluence 0.310(Ac.
17
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Process from Point/Station 212.000 to Point/Station 217.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 43.100(Ft.)
Downstream point/station elevation = 42.780(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter =
Calculated individual pipe flow = 1
Normal flow depth in pipe = 5.94(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 5.50(In.)
Pipe flow velocity = 3.05(Ft/s)
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 3.75 min.
1.184(CFS)
12.00(ln.)
184(CFS)
Process from Point/Station 212.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
217.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.310(Ac.)
Runoff from this stream = 1.184(CFS)
Time of concentration = 3.75 min.
Rainfall intensity = 7.377(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 206.000 to Point/Station
**** INITIAL AREA EVALUATION ****
207.000
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 55.000(Ft.)
Highest elevation = 64. 000(Ft.)
Lowest elevation = 57. 050 (Ft.)
Elevation difference = 6.950(Ft.) Slope = 12.636 %
Top of Initial Area Slope adjusted by User to 10.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 10.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.26 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slopeA(l/3)]
18
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
TC = [1.8*(1.1-0.7100)*( 100.000A.5)/ ( 10.000^(1/3)]= 3.26
Calculated TC of 3.258 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.210(CFS)
Total initial stream area = 0.040(Ac.)
Process from Point/Station 207.000 to Point/Station 208.000
**** piPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 57. 050(Ft.)
Downstream point/station elevation = 56.870(Ft.)
Pipe length = 38.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.210(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.210(CFS)
Normal flow depth in pipe = 3.14(In.)
Flow top width inside pipe = 5.99(In.)
Critical Depth = 2.75(In.)
Pipe flow velocity = 2.00(Ft/s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 3.57 min.
Process from Point/Station 208.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
208.000
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 3.57 min.
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.050
Subarea runoff = 0.157(CFS) for 0.030(Ac.)
Total runoff = 0.367(CFS) Total area = 0.070(Ac.)
Process from Point/Station 208.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 56. 870 (Ft.)
Downstream point/station elevation = 56.600(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.367(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.367(CFS)
19
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Normal flow depth in pipe = 4.52(In.)
Flow top width inside pipe = 5.17(In.)
Critical Depth = 3.69(In.)
Pipe flow velocity = 2.31(Ft/s)
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 3.96 min.
Process from Point/Station 209.000 to Point/Station 210.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 56.600(Ft.)
Downstream point/station elevation = 56.390(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter =
Calculated individual pipe flow =
Normal flow depth in pipe = 3.94(In.)
Flow top width inside pipe = 5.70(In.)
Critical Depth = 3.69(In.)
Pipe flow velocity = 2.68(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 4.14 min.
0.367(CFS)
6.00(In.)
0.367(CFS)
Process from Point/Station 210.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
210.000
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 4.14 min.
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.071
Subarea runoff = 0.157(CFS) for 0.030(Ac.)
Total runoff = 0.524(CFS) Total area = 0.100(Ac.)
Process from Point/Station 210.000 to Point/Station 220.200
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 56.390(Ft.)
Downstream point/station elevation = 56.110(Ft.)
Pipe length = 54.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.524(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.524(CFS)
Normal flow depth in pipe = 4.18(In.)
20
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Flow top width inside pipe = 8.98(In.)
Critical Depth = 3.92(In.)
Pipe flow velocity = 2.61(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 4.48 min.
Process from Point/Station 220.200 to Point/Station
**** SUBAREA FLOW ADDITION ****
220.200
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 4.48 min.
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.085
Subarea runoff = O.IOS(CFS) for 0.020(Ac.)
Total runoff = 0.629(CFS) Total area = 0.120(Ac.
Process from Point/Station 220.200 to Point/Station 220.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 56.110(Ft.)
Downstream point/station elevation = 56.000(Ft.)
Pipe length = 23.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.629(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.629(CFS)
Normal flow depth in pipe = 4.76(In.)
Flow top width inside pipe = 8.99(In.)
Critical Depth = 4.32(In.)
Pipe flow velocity = 2.65(Pt/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 4.63 min.
Process from Point/Station 220.200 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
220.000
Along Main Stream number: 2 in normal stream number
Stream flow area = 0.120(Ac.)
Runoff from this stream = 0.629(CFS)
Time of concentration = 4.63 min.
Rainfall intensity = 7.377(In/Hr)
21
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Process from Point/Station 206.000 to Point/Station
**** INITIAL AREA EVALUATION ****
218.000
62.000(Ft.
7.581 %
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance =
Highest elevation = 64. 000(Ft.)
Lowest elevation = 59.300(Ft.)
Elevation difference = 4.700(Ft.) Slope =
Top of Initial Area Slope adjusted by User to 2.581 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.58 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.86 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.7100)*( 90.000^.5)/( 2.581^(1/3)]= 4.86
Calculated TC of 4.855 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.157(CFS)
Total initial stream area = 0.030(Ac.)
Process from Point/Station 218.000 to Point/Station 219.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 56.410(Ft.)
Downstream point/station elevation = 56.210(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter
Calculated individual pipe flow
Normal flow depth in pipe = 2.63(In.)
Flow top width inside pipe = 5.95(In.)
Critical Depth = 2.37(In.)
Pipe flow velocity = 1.90(Ft/s)
Travel time through pipe = 0.35 m'in.
Time of concentration (TC) = 5.21 min.
0.157(CFS)
6.00(In.)
0.157(CFS)
Process from Point/Station 219.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
219.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
22
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 5.21 min.
Rainfall intensity = 7.188(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.043
Subarea runoff = 0.149(CFS) for 0.030(Ac.)
Total runoff = 0.306(CFS) Total area = 0.060(Ac.)
Process from Point/Station 219.000 to Point/Station 220.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 56.210(Ft.)
Downstream point/station elevation = 56.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.306(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.306(CFS)
Normal flow depth in pipe = 3.98(In.)
Flow top width inside pipe = 5.67(In.)
Critical Depth = 3.36(In.)
Pipe flow velocity = 2.21(Ft/s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 5.53 min.
Process from Point/Station 219.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
220.000
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.306(CFS)
Time of concentration = 5.53 min.
Rainfall intensity = 6.913(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1) =
0.629
0.306
Qmax(2) =
000
000
0.937 *
1.000 *
4.63
5.53
1.000 *
0.837 *
1.000 *
1.000 *
7.377
6.913
0.629) +
0.306) +
0.629) +
0.306) +
0.885
0.895
Total of 2 streams to confluence:
Flow rates before confluence point:
23
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
0.629 0.306
Maximum flow rates at confluence using above data:
0.885 0.895
Area of streams before confluence:
0.120 0.060
Results of confluence:
Total flow rate = 0.895(CFS)
Time of concentration = 5.530 min.
Effective stream area after confluence = 0.180(Ac.)
Process from Point/Station 220.000 to Point/Station 222.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 56.000(Ft.)
Downstream point elevation = 55.000(Ft.)
Channel length thru subarea = 70.000(Ft.)
Channel base width = 4.000 (Ft.)
Slope or '2' of left channel bank = 3.000
Slope or '2' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 0.968(CFS)
Manning's 'N' = 0.250
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.968(CFS)
Depth of flow = 0.483(Ft.), Average velocity = 0.368(Ft/s)
Channel flow top width = 6.897(Ft.)
Flow Velocity = 0.37(Ft/s)
Travel time = 3.17 min.
Time of concentration = 8.70 min.
Critical depth = 0.119(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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 5.161(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.185
Subarea runoff = 0.058(CFS) for 0.080(Ac.)
Total runoff = 0.953(CFS) Total area = 0.260(Ac.)
Depth of flow = 0.479(Ft.), Average velocity = 0,366(Ft/s)
Critical depth = 0.117(Ft.)
Process from Point/Station 222.000 to Point/Station 217.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 51.830(Ft.)
Downstream point/station elevation = 42.950(Ft.)
Pipe length = 53.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.953(CFS)
24
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.953(CFS)
Normal flow depth in pipe = 2.69(In.)
Flow top width inside pipe = 5.97(In.)
Critical Depth = 5.61(In.)
Pipe flow velocity = 11.15(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 8.78 min.
Process from Point/Station 222.000 to Point/Station 217.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.260(Ac.)
Runoff from this stream = 0.953(CFS)
Time of concentration = 8.78 min.
Rainfall intensity = 5.131(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 217.100 to Point/Station 217.200
**** 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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 7.000(Ft.)
Highest elevation = 56.300(Ft.)
Lowest elevation = 53.500(Ft.)
Elevation difference = 2.800(Ft.) Slope = 40.000 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.26 minutes
TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slopeA(l/3)]
TC = [1.8* (1.1-0.7100)*( 100.000A.5)/( 30 . 000* (1/3)]= 2.26
Calculated TC of 2.259 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.052(CFS)
Total initial stream area = 0.010(Ac.)
25
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Process from Point/Station 217.200 to Point/Station
**** IMPROVED CHANNEL TRAVEL TIME ****
217 . 000
Upstream point elevation = 52.900(Ft.)
Downstream point elevation = 52.600(Ft.)
Channel length thru subarea = 28.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 20.000
Slope or 'Z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = O.IOS(CFS)
Manning's 'N' =0.035
Maximum depth of channel = 0.500 (Ft.)
Flow(q) thru subarea = O.IOS(CFS)
Depth of flow = 0.095 (Ft.), Average velocity = 0.577(Ft/s)
Channel flow top width = 3.811(Ft.)
Flow Velocity = 0.58(Ft/s)
Travel time = 0.81 min.
Time of concentration = 3.07 min.
Critical depth = 0.070(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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.021
Subarea runoff = O.IOS(CFS) for 0.020(Ac.)
Total runoff = 0.157(CFS) Total area = 0.030(Ac.)
Depth of flow = 0.111(Ft.), Average velocity = 0.639(Ft/s)
Critical depth = 0.083(Ft.)
Process from Point/Station 217.200 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
217.000
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.157(CFS)
Time of concentration = 3.07 min.
Rainfall intensity = 7.377(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 1.184 3.75
2 0.953 8.78
3 0.157 3.07
Qmax(1) =
7.377
5.131
7 .377
26
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1.000 * 1.000 * 1.184) +
1.000 * 0.427 * 0.953) +
1.000 * 1.000 * 0.157) + = 1.748
Qmax(2) =
0.696 * 1.000 * 1.184) +
1.000 * 1.000 * 0.953) +
0.696 * 1.000 * 0.157) + = 1.886
Qmax(3) =
1.000 * 0.818 * 1.184) +
1. 000 * 0.350 * 0 .953) +
1.000 * 1.000 * 0.157) + = 1.459
Total of 3 main streams to confluence:
Flow rates before confluence point:
1.184 0.953 0.157
Maximum flow rates at confluence using above data:
1.748 1.886 1.459
Area of streams before confluence:
0.310 0.260 0.030
Results of confluence:
Total flow rate = 1.886(CFS)
Time of concentration = 8.778 min.
Effective stream area after confluence = 0.600(Ac.)
Process from Point/Station 217.000 to Point/Station 217.300
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 42.450(Ft.)
Downstream point/station elevation = 42.050(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.886(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.886(CFS)
Normal flow depth in pipe = 6.12(In.)
Flow top width inside pipe = 8.39(In.)
Critical Depth = 7.52(In.)
Pipe flow velocity = 5.89(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.83 min.
Process from Point/Station 217.000 to Point/Station 217.300
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.600(Ac.)
Runoff from this stream = 1.886(CFS)
Time of concentration = 8.83 min.
Rainfall intensity = 5.110(In/Hr)
Program is now starting with Main Stream No. 2
27
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Process from Point/Station 224.000 to Point/Station
**** INITIAL AREA EVALUATION ****
225.000
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 45.000(Ft.)
Highest elevation = 59.600(Ft.)
Lowest elevation = 55.800(Ft.)
Elevation^difference = 3.800(Ft.) Slope = 8.444 %
Top of Initial Area Slope adjusted by User to 10.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 10.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.26 minutes
TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slopeA(l/3)]
TC = [1.8* (1.1-0.7100)*( 100.000*.5)/( 10.000*(1/3)]= 3.26
Calculated TC of 3.258 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.157(CFS)
Total initial stream area = 0.030(Ac.)
Process from Point/Station 225.000 to Point/Station 226.000
**** piPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 53.400(Ft.)
Downstream point/station elevation = 47.300(Ft.)
Pipe length = 52.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.157(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.157(CFS)
Normal flow depth in pipe = 1.53(In.)
Flow top width inside pipe = 3.00(In.)
Critical Depth = 2.75(In.)
Pipe flow velocity = 6.21(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 3.40 min.
Process from Point/Station 226.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
226.000
Decimal fraction soil group A = 0.000
28
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Time of concentration = 3.40 min.
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.043
Subarea runoff = 0.157(CFS) for 0.030(Ac.)
Total runoff = 0.314(CFS) Total area = 0.060(Ac.)
Process from Point/Station 226.000 to Point/Station 203.100
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 53. 000(Ft.)
Downstream point/station elevation = 52.720(Ft.)
Pipe length = 53.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.314(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.314(CFS)
Normal flow depth in pipe = 3.96(In.)
Flow top width inside pipe = 5.68(In.)
Critical Depth = 3.41(In.)
Pipe flow velocity = 2.28(Ft/s)
Travel time through pipe = 0.39 min.
Time of concentration (TC) = 3.79 min.
Process from Point/Station 226.000 to Point/Station 203.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.314(CFS)
Time of concentration = 3.79 min.
Rainfall intensity = 7.377(In/Hr)
Process from Point/Station 213.000 to Point/Station 201.000
**** 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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 22.000(Ft.)
29
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Highest elevation = 56.000(Ft.)
Lowest elevation = 55.500(Ft.)
Elevation difference = 0.500(Ft.) Slope = 2.273 %
Top of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.66 minutes
TC = [1.8*(l.l-C)*distance(Ft.)x.5)/(% slope*(1/3)]
TC = [1.8*(1.1-0.7100)*( 65.000A.5)/( 1.000A(1/3)]= 5.66
Rainfall intensity (I) = 6.810(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.048(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 201.000 to Point/Station 203.100
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 55.500(Ft.)
Downstream point elevation = 54.500(Ft.)
Channel length thru subarea = 90.000(Ft.)
Channel base width = 4.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 0.158(CFS)
Manning's 'N' =0.250
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.158(CFS)
Depth of flow = 0.185(Ft.), Average velocity = 0.187(Ft/s)
Channel flow top width = 5.112(Ft.)
Flow Velocity = 0.19(Ft/s)
Travel time = 8.02 min.
Time of concentration = 13.68 min.
Critical depth = 0.036(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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 3.855(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.050
Subarea runoff = 0.143(CFS) for 0.060(Ac.)
Total runoff = 0.192(CFS) Total area = 0.070(Ac.)
Depth of flow = 0.207(Ft.), Average velocity = 0.200(Ft/s)
Critical depth = 0.041(Ft.)
30
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Process from Point/Station 201.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
203 .100
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.070(Ac.)
Runoff from this stream = 0.192(CFS)
Time of concentration = 13.68 min.
Rainfall intensity = 3.855(In/Hr)
Summary of stream data-.
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax ( 1 )
0.314
0.192
=
1.000 *
1.000 *
3 .79
13.68
1 . 000 *
0.277 *
7.377
3.855
0.314)
0.192)+ =
Qmax(2) =
0.523 *
1.000 *
1.000
1.000
0.314) +
0.192) +
0.367
0.356
Total of 2 streams to confluence:
Flow rates before confluence point:
0.314 0.192
Maximum flow rates at confluence using above data:
0.367 0.356
Area of streams before confluence:
0.060 0.070
Results of confluence:
Total flow rate = 0.367(CFS)
Time of concentration = 3.790 min.
Effective stream area after confluence = 0.130(Ac.)
Process from Point/Station 203.100 to Point/Station 229.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.550(Ft.)
Downstream point/station elevation = 52. 390(Ft.)
Pipe length = 30.50 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.367(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.367(CFS)
Normal flow depth in pipe = 4.48(In.)
Flow top width inside pipe = 5.22(In.)
Critical Depth = 3.69(In.)
Pipe flow velocity = 2.34(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 4.01 min.
Process from Point/Station 203.100 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
229.000
31
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.367(CFS)
Time of concentration = 4.01 min.
Rainfall intensity = 7.377(In/Hr)
Process from Point/Station 224.000 to Point/Station
**** INITIAL AREA EVALUATION ****
229.100
49.000(Ft.)
8.367 %
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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance
Highest elevation = 59.600(Ft.)
Lowest elevation = 55.500(Ft.)
Elevation difference = 4.100 (Ft.) Slope =
Top of Initial Area Slope adjusted by User to 12.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 12.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.07 minutes
TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)]
TC = [1.8* (1.1-0.7100)*( 100.000*.5)/( 12.000* (1/3)]= 3.07
Calculated TC of 3.066 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.105(CFS)
Total initial stream area = 0.020(Ac.)
Process from Point/Station 229.100 to Point/Station 229.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52. 700(Ft.)
Downstream point/station elevation = 52.390(Ft.)
Pipe length = 8.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = O.IOS(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = O.IOB(CFS)
Normal flow depth in pipe = 1.67(In.)
Flow top width inside pipe = 2.98(In.)
Critical Depth = 2.35(In.)
Pipe flow velocity = 3.70(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 3.10 min.
32
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Process from Point/Station 229.100 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
229.000
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.020(Ac.)
Runoff from this stream = 0.105(CFS)
Time of concentration = 3.10 min.
Rainfall intensity = 7.377(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
0.367
0.105
000 *
000 *
Qmax(2) =
1.000 *
1.000 *
4.01
3 .10
1.000 *
1.000 *
0.774 *
1.000 *
7 .377
7.377
0.367) +
0.105) +
0.367)
0.105)
0.472
0.389
Total of 2 streams to confluence:
Flow rates before confluence point:
0.367 0.105
Maximum flow rates at confluence using above data:
0.472 0.389
Area of streams before confluence:
0.130 0.020
Results of confluence:
Total flow rate = 0.472(CFS)
Time of concentration = 4.006 min.
Effective stream area after confluence = 0.150(Ac.)
Process from Point/Station 229.000 to Point/Station 228.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.390(Ft.)
Downstream point/station elevation = 52.150(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.472(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.472(CFS)
Normal flow depth in pipe = 3.98(In.)
Flow top width inside pipe = 8.94(In.)
Critical Depth = 3.72(In.)
Pipe flow velocity = 2.51(Ft/s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 4.33 min.
33
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Process from Point/Station 229.000 to Point/Station 228.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.150(Ac.)
Runoff from this stream = 0.472(CFS)
Time of concentration = 4.33 min.
Rainfall intensity = 7.377(In/Hr)
Process from Point/Station 224.000 to Point/Station 228.200
**** 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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 45.000(Ft.)
Highest elevation = 59.600(Ft.)
Lowest elevation = 55.500(Ft.)
Elevation difference = 4.100(Ft.) Slope = 9.111 %
Top of Initial Area Slope adjusted by User to 12.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 12.00 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.07 minutes
TC = [1.8*(l.l-C)*distance{Ft.)x.5)/{% slopeA(l/3)]
TC = [1 .8* (1 .1-0.7100)*( 100 .000* .5)/( 12.000^(1/3)]= 3.07
Calculated TC of 3.066 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.710
Subarea runoff = 0.157(CFS)
Total initial stream area = 0.030(Ac.)
Process from Point/Station 228.200 to Point/Station 228.000
**** pipEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.700(Ft.)
Downstream point/station elevation = 52.150(Ft.)
Pipe length = 10.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.157(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.157(CFS)
Normal flow depth in pipe = 1.95(In.)
Flow top width inside pipe = 2.86(In.)
Critical Depth = 2.75(In.)
34
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Pipe flow velocity = 4.64(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 3.10 min.
Process from Point/Station 228.200 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
228.000
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.157(CFS)
Time of concentration = 3.10 min.
Rainfall intensity = 7.377(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1) =
Qmax(2) =
0.472
0.157
1.000 *
1.000 *
1.000 *
1.000 *
4.33
3.10
1.000 *
1 . 000 *
0.717 *
1.000 *
7.377
7.377
0.472) +
0.157) +
0.472) +
0.157) +
0.629
0.496
Total of 2 streams to confluence:
Flow rates before confluence point:
0.472 0.157
Maximum flow rates at confluence using above data:
0.629 0.496
Area of streams before confluence:
0.150 0.030
Results of confluence:
Total flow rate = 0.629(CFS)
Time of concentration = 4.326 min.
Effective stream area after confluence = 0.180(Ac.)
Process from Point/Station 228.000 to Point/Station 228.100
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.150 (Ft.)
Downstream point/station elevation = 52.100(Ft.)
Pipe length = 7.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow
Nearest computed pipe diameter =
Calculated individual pipe flow = 0.629(CFS)
Normal flow depth in pipe = 4.23(In.)
Flow top width inside pipe = 8.98(In.)
Critical Depth = 4.32(In.)
Pipe flow velocity = 3.08(Ft/s)
Travel time through pipe = 0.04 min.
0.629(CFS)
00(In.)
35
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Time of concentration (TC) = 4.36 min.
Process from Point/Station 228.100 to Point/Station 223.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 52.100(Ft.)
Downstream point elevation = 51.200(Ft.)
Channel length thru subarea = 74.000(Ft.)
Channel base width = 4.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 0.804(CFS)
Manning's 'N' =0.250
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.804(CFS)
Depth of flow = 0.456(Ft.), Average velocity = 0.329(Ft/s)
Channel flow top width = 6.734(Ft.)
Flow Velocity = 0.33(Ft/s)
Travel time = 3.75 min.
Time of concentration = 8.11 min.
Critical depth = 0.105 (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
[HIGH DENSITY RESIDENTIAL ]
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Rainfall intensity = 5.398(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.710 CA = 0.199
Subarea runoff = 0.444(CFS) for 0.100(Ac.)
Total runoff = 1.073(CFS) Total area = 0.280(Ac.)
Depth of flow = 0.534(Ft.), Average velocity = 0.359(Ft/s)
Critical depth = 0.127(Ft.)
Process from Point/Station 223.000 to Point/Station 217.300
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 48.000(Ft.)
Downstream point/station elevation = 42.550(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.073(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.073(CFS)
Normal flow depth in pipe = 3.52(In.)
Flow top width inside pipe = 5.91(In.)
Critical depth could not be calculated.
Pipe flow velocity = 8.95(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 8.23 min.
36
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Process from Point/Station 223.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
217.300
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.280(Ac.)
Runoff from this stream = 1.073(CFS)
Time of concentration = 8.23 min.
Rainfall intensity = 5.349(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 ]
2 ]
Qmax(1) =
Qmax(2) =
.886
.073
1.000 *
0.955 *
1.000 *
1.000 *
8.83
8.23
1.000 *
1.000 *
0.932 *
1.000 *
5.110
5.349
1.886) +
1.073) +
1.886) +
1.073) +
2.911
2.830
Total of 2 main streams to confluence:
Flow rates before confluence point:
1.886 1.073
Maximum flow rates at confluence using above data:
2.911 2.830
Area of streams before confluence:
0.600 0.280
Results of confluence:
Total flow rate = 2.911(CFS)
Time of concentration = 8.835 min.
Effective stream area after confluence 0.880(Ac.)
Process from Point/Station 217.300 to Point/Station 217.400
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 42. 050 (Ft.)
Downstream point/station elevation = 37.990(Ft.)
Pipe length = 3.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter =
Calculated individual pipe flow =
Normal flow depth in pipe = 2.81(In.)
Flow top width inside pipe = 5.99(In.
Critical depth could not be calculated.
Pipe flow velocity = 32.30(Ft/s)
Travel time through pipe = 0.00 min.
2.91KCFS)
6.00(In.)
2.91KCFS)
37
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Time of concentration (TC) = 8.84 min.
End of computations, total study area = 0.880 (Ac.)
38
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
APPENDIX C
APPENDIX C
Hydraulic Calculations for Minor Storm Drains and Swales
(See Exhibit' K ')
39
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
******************************************************************************
* O'Day Consultants, Inc. *
* 2710 Loker Avenue West, Suite 100 *
* Carlsbad, CA 92008 *
* Tel: 760-931-7700 Fax: 760-931-8680 *
Inside Diameter
( 4.00 in.)
*
* *
* *
Water
* ( 3.75 in.)
( 0.313 ft.)
Circular Channel Section
Flowrate 0.165 CFS
Velocity 1.941 fps
Pipe Diameter 4.000 inches
Depth of Flow 3 .752 inches
Depth of Flow 0.313 feet
Critical Depth 0.229 feet
Depth/Diameter (D/d) 0.938
Slope of Pipe 0.650 %
X-Sectional Area 0.085 sq. ft.
Wetted Perimeter 0.879 feet
ARA (2/3) 0.018
Mannings 'n' 0.013
Min. Fric. Slope, 4 inch
Pipe Flowing Full 0.752 %
All 4" storm drains where slope > 0.65%, Q100< 0.17 cfs. OK
40
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
******************************************************************************
O'Day Consultants, Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Pax: 760-931-8680
Inside Diameter
( 6.00 in.)
Water
( 5.63 in.)
( 0.469 ft.)
v
Circular Channel Section
(D/d)
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
ARA(2/3)
Mannings 'n'
Min. Fric. Slope, 6 inch
Pipe Flowing Full ....
0
2
6
5
0
0
0
0
0
1
0
0
.427
.231
.000
.628
.469
.332
.938
.500
.191
.319
.053
.013
CFS
fps
inches
inches
feet
feet
%
sq. ft
feet
0.579 %
All 6" storm drain where slope > 0.50% and < 6.5%, Q100 < 0.43 cfs. OK
41
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
***********************************************!
* O'Day Consultants, Inc. *
* 2710 Loker Avenue West, Suite 100 *
* Carlsbad, CA 92008 *
* Tel: 760-931-7700 Fax: 760-931-8680 *
Inside Diameter
( 6.00 in.)
* *
* *
Water
* ( 5.63 in.)
( 0.469 ft.)
I
I
v
Circular Channel Section
Flowrate 1.539 CPS
Velocity 8.044 fps
Pipe Diameter 6.000 inches
Depth of Flow 5.628 inches
Depth of Flow 0.469 feet
Critical Depth Greater than Pipe Diameter
Depth/Diameter (D/d) 0.938
Slope of Pipe 6.500 %
X-Sectional Area 0.191 sq. ft.
Wetted Perimeter 1.319 feet
AR"(2/3) 0.053
Mannings 'n' 0.013
Min. Fric. Slope, 6 inch
Pipe Flowing Full 7.521 %
All 6" storm drain where slope > 6.5% Q100 < 1.54 cfs. OK
42
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
******************************************************************************
* O'Day Consultants, Inc. *
* 2710 Loker Avenue West, Suite 100 *
* Carlsbad, CA 92008 *
* Tel: 760-931-7700 Fax: 760-931-8680 *
Inside Diameter
( 8.00 in.)
* *
* *
Water
* ( 7.50 in.)
( 0.625 ft.)
*
*
Circular Channel Section
Flowrate 0.919 CFS
Velocity 2.703 fps
Pipe Diameter 8.000 inches
Depth of Flow 7.504 inches
Depth of Flow 0.625 feet
Critical Depth 0.455 feet
Depth/Diameter (D/d) 0.938
Slope of Pipe 0.500 %
X-Sectional Area 0.340 sq. ft.
Wetted Perimeter 1.759 feet
ARA (2/3) 0.114
Mannings 'n' 0.013
Min. Fric. Slope, 8 inch
Pipe Flowing Full 0.579 %
All 8" storm drain where slope ^ 0.50% and < 0.88% , Q100 < 0.92 cfs. OK
43
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
V**********************************************************************
* O'Day Consultants, Inc. *
* 2710 Loker Avenue West, Suite 100 *
* Carlsbad, CA 92008 *
* Tel: 760-931-7700 Fax: 760-931-8680 *
Inside Diameter
( 8.00 in.)
*
*
Water
* ( 7.50 in.)
( 0.625 ft.)
*
*
Circular Channel Section
Flowrate 1.219 CFS
Velocity 3 .586 fps
Pipe Diameter 8.000 inches
Depth of Flow 7.504 inches
Depth of Flow 0.625 feet
Critical Depth 0.525 feet
Depth/Diameter (D/d) 0.938
Slope of Pipe 0.880 %
X-Sectional Area 0.340 sq. ft,
Wetted Perimeter 1.759 feet
ARA (2/3) 0.114
Mannings 'n' 0.013
Min. Fric. Slope, 8 inch
Pipe Flowing Full 1.018 %
All 8" storm drain where slope ^ 0.88%, Q100 < 1.22 cfs. OK
44
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
**************************************!
O'Day Consultants, Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Fax: 760-931-8680
r*******
Inside Diameter
( 12.00 in.)
Water
* ( 11.26 in.)
( 0.938 ft.)
v
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d)
Slope of Pipe
X-Sectional Area
Wetted Perimeter
ARA(2/3)
Mannings 'n'
Min. Fric. Slope, 12 inch
Pipe Flowing Full
5.420
7.083
12.000
11.256
0.938
0.933
0.938
2 .000
0.765
2 .638
0.335
0.013
CFS
fps
inches
inches
feet
feet
sq. ft.
feet
2.314 %
All 12" storm drain where slope is > 2.0%, Q100 < 5.4 cfs. OK
45
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
CAPACITY FOR LID VEGETATED SWALES
******************************************************************************
* O'Day Consultants, Inc. *
* 2710 Loker Avenue West, Suite 100 *
* Carlsbad, CA 92008 *
* Tel: 760-931-7700 Fax: 760-931-8680 *
****** ******
*** ***
** * ***
* * * ***
*** |< ( 7.53') >| ***
***^*^A^A Water Depth ( 0 . 51' ) *******
*** ***
** * ***
*** * **
***|< ( 4.50') >|***
************************
********************
Trapezoidal Channel
Flowrate 1.070 CFS
Velocity 0.351 fps
Depth of Flow 0 .506 feet
Critical Depth 0.116 feet
Freeboard 0.000 feet
Total Depth 0.506 feet
Width at Water Surface .... 7.533 feet
Top Width 7.533 feet
Slope of Channel 1.200 %
Left Side Slope 3.000 : 1
Right Side Slope 3.000 : 1
Base Width 4.500 feet
X-Sectional Area 3.042 sq. ft.
Wetted Perimeter 7.697 feet
AR"(2/3) 1.638
Mannings 'n' 0.250
The Vegetated Swale from Node #228.1 to Node #223 contains 1.07 cfs, the swale
will be 1.0' deep to allow for about 6" freeboard.
46
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
APPENDIX D
APPENDIX D
Calculations for Grate at Trench Drain and Catch Basins
(See Exhibit 'K')
47
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Capacity Calculations for 6" Diameter NDS Round Grate, Part #50
Qmax/P = 3.0 * HA3/2 (Bureau of Public Roads Chart - See attached exhibit 'H')
Q - Storm runoff
P - Perimeter of catch basin grate (2*n*(3"/12) = 1.57 ft2
H - Head (assume 6" depression, H=0.5')
Assuming grate is half clogged: (P=1.57/2)= 0.78 ft2
Qmax = (3.0 * 0.5'A3/2)*0.78 = 0.83 cfs
Max Q100=0.40 cfs at Node 211 <0.83 cfs OK
TYPE 12" x 12" NDS CATCH BASIN CAPACITY CALCULATIONS
Qmax/P = 3.0 * HA3/2 (Bureau of Public Roads Chart - See attached exhibit)
Q - Storm runoff
P - Perimeter of catch basin grate (12" x 12" Area Drain P=12"+12"+12"+12"=4.0')
H - Head (assume 6" depression, H=0.5')
Assuming grate is half clogged: (P=4.0'/2=2.0')
Qmax = (3.0 * 0.5'A3/2)*2.0' = 2.12 cfs
The two 12"xl2" CB onsite will be used in the LID Vegetated Swales at Node #222 and Node #223,
the largest Q100 = 1.07 cfs < Qmax OK
12"
12"
12" x 12" AREA DRAIN GRATE
48
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
NDS 18"x 18" Catch Basin, #1882 w/ 18" Grate #1891
Qmax/P = 3.0 * HA3/2 (Bureau of Public Roads Chart - See attached exhibit)
Q - Storm runoff
P - Perimeter of catch basin grate (18" x 18" Area Drain P=18"+18"+18"+18"=6.0')
H - Head (assume 6" depression, H=0.5')
Assuming grate is half clogged: (P=6.0/2=3.0')
Qmax = (3.0 * 0.5'A3/2)*3.0' = 3.18 cfs
Q100 at Node #203.1= 0.14 cfs «Qmax OK
18"
18"
1^"
L
r
18"x!8'ARE:ADIIAIN GRA
-^
.TE
Zurn Trench Drain #Z-874-12 Trench #1201 P, W/ Heel Proof Ductile Iron Grate
Qmax/P = 3.0 * HA3/2 (Bureau of Public Roads Chart - See attached exhibit)
Q - Storm runoff
P - Perimeter trench drain grate (P=1.35'+24'+24'+1.35'=50.7)
H - Head (0.08' depression (46.50-46.42), H=0.07')
Assuming grate is half clogged: (P=50.7/4=12.7) Assumed V4 of grate, for Heel Proof Grate
Qmax = (3.0 * 0.08'A3/2)* 12.7' = 0.86 cfs > 0.60 cfs OK
49
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
If the trench drain at building 2 gets clogged the water within the driveway will drain to an emergency
overflow storm drain. The 6" HDPE emergency storm drain will flow offsite along the golf course and
will outlet to the existing PCC lined channel. See Exhibit 'K'.
50
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
APPENDIX E
APPENDIX E
Calculations for Underground Detention
(See Exhibit 'K')
51
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
E. 1 Underground Detention Calculations
Per Reference 2, the 10 year existing flow rate is 0.78 cfs and the 10 year proposed flowrate is 1.90 cfs
before detention. At least 1.12 cfs will need to be detained in an underground detention system. An
underground detention system, like Rancor's Land Max System will be used to detain the storm water.
A 60" ADS N-12 or equivalent storm drain, 50' long will be sufficient to detain the 1.12 cfs, as shown
in calculations below. A 3' long, 36" ADS N-12 pipe will be connected at the end of the 60" pipe.
The 36" pipe will drain at 0.5% into a type 'A-4' cleanout. A 4" ADS N-12 storm drain will outlet at
the bottom of the cleanout at elevation 37.35 at 8.19%. According to the calculations below the exiting
flowrate will be 0.72 cfs, less than existing conditions. In addition to the 4" storm drain, an 8" ADS N-
12 storm drain will be constructed to outlet the cleanout at elevation 41.50 and flow at a slope of
18.15%. This 8" storm drain will act as an emergency overflow if the 4" storm drain becomes clogged
or if the flow exceeds a 10-year storm event. See Exhibit 'M' for the underground detention details.
Proposed Conditions (Inflow) (Appendix B of Reference 2);
Qioo= 1.90cfs
A=0.88 AC
Tc=9.35 min
P6=1.9"
E.2 Inflow Hydrograph- Refer to San Diego County Hydrology Manual (Section 6)
A. Rainfall Distribution- For 6-hour Rainfall (Rational Method)
The total amount of rainfall (PT(N)) for any given block (N) is determined by the equation
below:
PT(N)= (IT(N)*TT(N))/60
Since TT(N)=NTc in minutes, where (N= an integer number representing the given
block number of rainfall) and I=7.44P6DA(-.645), substituting yields:
PT(N)=0.124P6(NTc)A(0.355)
The distribution of the blocks are (2/3, 1/3), so the peak would occur at (2/3)*6 hours*
4hours.
So the actual rainfall for any given time is PN=PT(N)-PT(N-1)
Calculations:
Tc= 9.35 min.~ rounded is 9 min.
(6hr*60min)/9 = Number of Blocks* 40 Blocks
For Block 1- Where the Peak Rainfall Occurs
PT(N)=0.124*(1.9")*(l*9min)A(0.355)-»0.514
52
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
For Block 2-
T(N)=0.124*(1.9")*(2*9rnin)A(0.355)-».657
So the actual rainfall for block 2 is (0.657-0.514)= 0.143
The table below is a summary of all the values for the rainfall distribution.
Calculations for Rainfall Distribution- Vista La Costa
Time (min)
0
9
18
27
36
45
54
63
72
81
90
99
108
117
126
135
144
153
162
171
180
189
198
207
216
225
234
243
252
261
270
279
288
297
306
315
324
333
Number of Block
39
38
36
35
33
32
30
29
27
26
24
23
21
20
18
17
15
14
12
11
9
8
6
5
3
2
1
4
7
10
13
16
19
22
25
28
31
Tt(IM)
351
342
324
315
297
288
270
261
243
234
216
207
189
180
162
153
135
126
108
99
81
72
54
45
27
18
9
36
63
90
117
144
171
198
225
252
279
Pt(N)
0.000
1.887
1.870
1.834
1.816
1.778
1.759
1.719
1.699
1.656
1.634
1.588
1.564
1.515
1.489
1.434
1.405
1.344
1.312
1.242
1.204
1.121
1.075
0.971
0.910
0.759
0.657
0.514
0.841
1.026
1.164
1.278
1.375
1.462
1.540
1.611
1.678
1.739
P(N)
0
0.017
0.018
0.018
0.019
0.019
0.020
0.021
0.021
0.022
0.023
0.024
0.024
0.026
0.027
0.029
0.030
0.033
0.034
0.038
0.040
0.046
0.050
0.061
0.069
0.102
0.143
0.514
0.082
0.055
0.043
0.036
0.031
0.028
0.025
0.023
0.022
0.020
53
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Calculations for Rainfall Distribution- Vista La Costa (cont.)
Time (min)
342
351
360
Number of Block
34
37
40
Tt(N)
306
333
360
Pt(N)
1.797
1.852
1.904
P(N)
0.019
0.018
0.017
B. Incremental Hydro graph Using the Rainfall Distribution
QN=CAI(N) (cfs);
Calculations:
Where C= 0.71
A=0.88AC
I(N)= 60* PN/Tc
At Block 1 (Peak Flow Rate) = 1.90 cfs
At Block 2,1(N)= 60* 0.143/9 min.=0.953 in/hr
QN=0.71*0.88*0.953-* 0.595 cfs
The table below is a summary of all the calculations for the incremental hydrograph for
Vista La Costa. Each QN occurs at the time interval + ¥2 Tc (See San Diego County Hydrology
Manual Section 6.2.2).
6-Hour RM Hydrograph Calcs
KN)
0.115
0.117
0.122
0.124
0.129
0.131
0.137
0.140
0.147
0.151
0.159
0.163
0.173
0.179
0.192
0.199
0.217
0.227
0.252
0.267
0.306
0.332
Q(N)
0
0.07
0.07
0.08
0.08
0.08
0.08
0.09
0.09
0.09
0.09
0.10
0.10
0.11
0.11
0.12
0.12
0.14
0.14
0.16
0.17
0.19
0.21
T (min)
4.5
13.5
22.5
31.5
40.5
49.5
58.5
67.5
76.5
85.5
94.5
103.5
112.5
121.5
130.5
139.5
148.5
157.5
166.5
175.5
184.5
193.5
202.5
54
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
6-Hour RM Hydrograph Calcs (cont.)
KN)
0.406
0.462
0.678
0.953
3.041
0.544
0.364
0.285
0.239
0.208
0.185
0.168
0.155
0.143
0.134
0.126
0.120
0.114
Q(N)
0.25
0.29
0.42
0.60
1.90
0.34
0.23
0.18
0.15
0.13
0.12
0.11
0.10
0.09
0.08
0.08
0.07
0.07
T (min)
211.5
220.5
229.5
238.5
247.5
256.5
265.5
274.5
283.5
292.5
301.5
310.5
319.5
328.5
337.5
346.5
355.5
364.5
Flood Routing Calculations
The underground detention will consist of a 60" ADS N-12 or equivalent storm drain, 50' long. A 3'
long, 36" ADS N-12 storm drain will be connected at the end of the 60" pipe. The 36" pipe will drain
at 0.5% into a type 'A-4' cleanout. A 4" ADS N-12 storm drain will outlet at the bottom of the
cleanout at elevation 37.35. According to the calculations below the exiting flowrate will be 0.72 cfs,
the same as existing conditions. In addition to the 4" storm drain, an 8" ADS N-12 storm drain will be
constructed to outlet the cleanout at elevation 41.50. This 8" storm drain will act as an emergency
overflow if the 4" storm drain becomes clogged or if the flow exceeds a 10-year storm event. See
Exhibit 'M' for the underground detention details. The detention calculations were preformed with the
Hydraflow Hydrographs by Intellisolve software v9.22. Page's 56-61 are the flood routing calculations
for a 10 year storm event. In addition, page's 62-67 are the flood routing calculations for a 100 year
storm event included for reference.
55
G:\Accts\031060\REVISEDSITE\HydrologyandHydraulicStudy.doc
Watershed Model Schematic
56
Hydraflow Hydrographs by Intelisolve v9.22
1 -10 Year Inflow Hydrograph
2 - Inflow vs. Outflow
Project: VLCIO.gpw Tuesday, May 6, 2008
Hydrograph Summary Report
57
Hydraflow Hydrographs by Intelisolve v9.22
<yd.
No.
1
2
Hydrograph
type
(origin)
Manual
Reservoir
Peak
flow
(cfs)
L22IL
0.715
Time
interval
(min)
1
1
Time to
peak
(min)
243
250
VLCIO.gpw
Hyd.
volume
(cuft)
3,991
3,990
Inflow
hyd(s)
1
Maximum
elevation
(ft)
41.58
Return Period: 10 Year
Total
strge used
(cuft)
779
Hydrograph
description
10 Year Inflow Hydrograph
Inflow vs. Outflow
Tuesday, May 6, 2008
Hydrograph Report 58
tydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 1
10 Year Inflow Hydrograph
Hydrograph type = Manual
Storm frequency = 10 yrs
Time interval = 1 min
Tuesday, May 6, 2008
Peak discharge
Time to peak
Hyd. volume
1.900 cfs
243 min
3,991 cuft
Q (cfs)
2.00
10 Year Inflow Hydrograph
Hyd. No. 1 --10 Year
1.00
0.00
Q (cfs)
2.00
1.00
300 360
0.00
420
Time (min)
Hydrograph Report 59
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 2
Inflow vs. Outflow
Tuesday, May 6, 2008
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
= Reservoir
= mm
= 1 min
= 1 - 10 Year Inflow Hydrograph
= Hancor Underground Detention Facility
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
= 0.71 5 cfs
= 250 min
= 3,990 cuft
= 41.58ft
= 779 cuft
Storage Indication method used.
Q (cfs)
2.00
Inflow vs. Outflow
Hyd. No. 2--10 Year
1.00
0.00
Q (cfs)
2.00
1.00
0 60
— Hyd No. 2
120 180
—- Hyd No. 1
240 300 360
Total storage used = 779 cuft
0.00
420
Time (min)
Pond Report 60
Hydraflow Hydrographs by Intelisolve v9.22 Tuesday, May 6, 2008
Pond No. 1 - Hancor Underground Detention Facility
Pond Data
UG Chambers - Invert elev. = 37.74 ft, Rise x Span = 5.00 x 5.00 ft, Barrel Len = 50.00 ft, No. Barrels = 1, Slope = 0.50%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft)Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 37.74 n/a
0.53 38.27 n/a
1 .05 38.79 n/a
1 .58 39.32 n/a
2.10 39.84 n/a
2.63 40.37 n/a
3.15 40.89 n/a
3.68 41 .42 n/a
4.20 41 .94 n/a
4.73 42.47 n/a
5.25 42.99 n/a
Culvert / Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in) = 4.00 8.00 0.00 0.00
Span (in) = 4.00 8.00 0.00 0.00
No. Barrels =1 1 00
Invert El. (ft) = 37.74 41 .50 0.00 0.00
Length (ft) = 40.91 41 .30 0.00 0.00
Slope (%) = 8.19 18.15 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Note: Culvert/Orifice outflows are analyzed under
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Civ C
ft cuft ft cfs cfs cfs
0.00 0 37.74 0.00 0.00
0.05 4 37.79 0.01 ic 0.00
0.11 7 37.85 0.03 ic 0.00
0.16 11 37.90 0.05 ic 0.00
0.21 15 37.95 0.09 ic 0.00
0.26 19 38.00 0.13 ic 0.00
0.32 22 38.06 0.16 ic 0.00
0.37 26 38.11 0.19 ic 0.00
0.42 30 38.16 0.21 ic 0.00
0.47 34 38.21 0.23 ic 0.00
0.53 37 38.27 0.25 ic 0.00
0.58 46 38.32 0.27 ic 0.00
0.63 55 38.37 0.29 ic 0.00
0.68 64 38.42 0.30 ic 0.00
0.74 73 38.48 0.32 ic 0.00
0.79 81 38.53 0.33 ic 0.00
0.84 90 38.58 0.34 ic 0.00
0.89 99 38.63 0.36 ic 0.00
0.95 108 38.69 0.37 ic 0.00
1.00 117 38.74 0.38 ic 0.00
1.05 125 38.79 0.39 ic 0.00
1.10 136 38.84 0.41 ic 0.00
1.16 148 38.90 0.42 ic 0.00
1.21 159 38.95 0.43 ic 0.00
1.26 170 39.00 0.44 ic 0.00
1.31 181 39.05 0.45 ic 0.00
1.37 192 39.11 0.46 ic 0.00
1.42 203 39.16 0.47 ic 0.00
1.47 214 39.21 0.48 ic 0.00
1.52 225 39.26 0.49 ic 0.00
1.58 237 39.32 0.50 ic 0.00
0 0
37 37
88 125
111 237
124 361
130 491
130 621
124 746
111 857
88 945
37 982
Weir Structures
[A] [B]
Crest Len (ft) = 0.00 0.00
Crest El. (ft) = 0.00 0.00
Weir Coeff. = 3.33 3.33
Weir Type
Multi-Stage = No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
0.00 0.00
0.00 0.00
3.33 3.33
...
No No
inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
PrfRsr WrA Wr B Wr C
cfs cfs cfs cfs
...
—
—
—
—
—
—
—
—
...
—
—
—
—
...
...
...
...
—
...
...
—
...
...
—
...
...
...
...
...
WrD Exfil User Total
cfs cfs cfs cfs
o.ooo
0.007
0.026
0.055
0.090
0.129
0.163
0.188
0.211
0.232
0.251
0.269
0.286
0.302
0.317
0.331
0.345
0.358
0.371
0.383
0.395
0.406
0.418
0.429
0.439
0.450
0.460
0.470
0.480
0.489
0.499
Continues on next page...
61
Hancor Underground Detention Facility
Stage / Storage / Discharge Table
Stage
ft cuft
1.63
1.68
1.73
1.79
1.84
1.89
1.94
2.00
2.05
2.10
2.15
2.21
2.26
2.31
2.36
2.42
2.47
2.52
2.57
2.63
2.68
2.73
2.78
2.84
2.89
2.94
2.99
3.05
3.10
3.15
3.20
3.26
3.31
3.36
3.41
3.47
3.52
3.57
3.62
3.68
3.73
3.78
3.83
3.89
3.94
3.99
4.04
4.10
4.15
4.20
4.25
4.31
4.36
4.41
4.46
4.51
4.57
4.62
4.67
4.73
4.78
4.83
4.88
4.93
4.99
5.04
5.09
5.14
5.20
5.25
rage
249
261
274
286
299
311
324
336
348
361
374
387
400
413
426
439
452
465
478
491
504
517
530
543
556
569
582
595
608
621
634
646
659
671
683
696
708
721
733
746
757
768
779
790
801
812
823
835
846
857
866
874
883
892
901
910
918
927
936
945
949
952
956
960
963
967
971
975
978
982
Elevation
ft
39.37
39.42
39.47
39.53
39.58
39.63
39.68
39.74
39.79
39.84
39.89
39.95
40.00
40.05
40.10
40.16
40.21
40.26
40.31
40.37
40.42
40.47
40.52
40.58
40.63
40.68
40.73
40.79
40.84
40.89
40.94
41.00
41.05
41.10
41.15
41.21
41.26
41.31
41.36
41.42
41.47
41.52
41.57
41.63
41.68
41.73
41.78
41.84
41.89
41.94
41.99
42.05
42.10
42.15
42.20
42.26
42.31
42.36
42.41
42.47
42.52
42.57
42.62
42.68
42.73
42.78
42.83
42.89
42.94
42.99
Civ A
cfs
0.51 ic
0.52 ic
0.53 ic
0.53 ic
0.54 ic
0.55 ic
0.56 ic
0.57 ic
0.58 ic
0.58 ic
0.59 ic
0.60 ic
0.61 ic
0.61 oc
0.62 OC
0.62 oc
0.62 oc
0.62 oc
0.63 oc
0.63 oc
0.63 oc
0.64 oc
0.64 oc
0.64 oc
0.64 oc
0.65 oc
0.65 oc
0.65 oc
0.66 oc
0.66 oc
0.66 oc
0.66 oc
0.67 oc
0.67 oc
0.67 oc
0.68 OC
0.68 oc
0.68 oc
0.68 oc
0.69 oc
0.69 oc
0.69 oc
0.69 oc
0.70 oc
0.70 oc
0.70 oc
0.71 oc
0.71 oc
0.71 oc
0.71 oc
0.72 oc
0.72 oc
0.72 oc
0.72 oc
0.73 oc
0.73 oc
0.73 oc
0.73 oc
0.74 oc
0.74 oc
0.74 oc
0.74 oc
0.75 oc
0.75 oc
0.75 oc
0.75 oc
0.76 oc
0.76 oc
0.76 oc
0.76 oc
CIvB CIvC PrfRsr Wr A
cfs cfs cfs cfs
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00 ic —
0.02 ic —
0.05 ic
0.1 1 ic —
0.1 Tic —
0.26 ic —
0.35 ic
0.45 ic —
0.55 ic
0.66 ic
0.77 ic —
0.87 ic —
0.95 ic —
1.02ic —
1.09ic —
1.16ic —
1.22ic —
1.28ic —1.34jC ...
1.39ic —
1.44ic —
1.49ic —
1.54ic —
1.59ic —
1.64ic —
1.68ic —
1.72ic —
1.77ic —
1 .81 ic —
WrB WrC WrD Exfil User Total
cfs cfs cfs cfs cfs cfs
0.508
0.517
0.526
0.534
0.543
0.552
0.560
0.568
0.576
0.584
0.592
0.600
0.608
0.612
0.615
0.618
0.621
0.624
0.627
0.630
0.633
0.636
0.639
0.642
0.645
0.648
0.650
0.653
0.656
0.659
0.662
0.665
0.667
0.670
0.673
0.676
0.678
0.681
0.684
0.686
0.689
0.693
0.713
0.752
0.807
0.877
0.960
1.054
1.156
1.265
1.376
1.486
1.589
1.675
1.747
1.820
1.888
1.953
2.015
2.074
2.131
2.186
2.239
2.290
2.340
2.388
2.435
2.482
2.526
2.570
,.End
Watershed Model Schematic 62-
Hydraflow Hydrographs by Intelisolve V9.22
1-100 Year Inflow Hydrographnu
2 - Inflow vs. Outflow
Project: VLC.gpw Tuesday, May 6, 2008
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
rlyd.
No.
1
2
Hydrograph
type
(origin)
Manual
Reservoir
Peak
flow
(cfs)
2.910
2.427
Time
interval
(min)
1
1
Time to
peak
(min)
243
245
VLC.gpw
Hyd.
volume
(cuft)
6,155
6,154
Inflow
hyd(s)
1
Maximum
elevation
(ft)
42.85
Return Period: 100 Year
Total
strge used
(cuft)
970
Hydrograph
description
100 Year Inflow Hydrograph
Inflow vs. Outflow
Tuesday, May 6, 2008
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 1
100 Year Inflow Hydrograph
Hydrograph type = Manual
Storm frequency = 1J30,yjl
Time interval = 1 min
Tuesday, May 6, 2008
Peak discharge
Time to peak
Hyd. volume
243 min
6,155cuft
Q (cfs)
3.00
100 Year Inflow Hydrograph
Hyd. No. 1 --100 Year
2.00
1.00
0.00
Q (cfs)
3.00
2.00
1.00
0.00
420
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve V9.22
Hyd. No. 2
Inflow vs. Outflow
Tuesday, May 6, 2008
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Reservoir Peak discharge
100yrs Time to peak
1 min Hyd. volume
1-100 Year Inflow Hydrograph Max. Elevation
Hancor Underground Detention Facility Max. Storage
245 min
6,154cuft
42.85 ft
970 cuft
Storage Indication method used.
Q (cfs)
3.00
Inflow vs. Outflow
Hyd. No. 2--100 Year
2.00
1.00
0.00
Q (cfs)
3.00
2.00
1.00
60
Hyd No. 2
120 180
— Hyd No. 1
240 300 360
Total storage used = 970 cuft
0.00
420
Time (min)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.22 Tuesday, May 6, 2008
Pond No. 1 - Hancor Underground Detention Facility
Pond Data
UG Chambers - Invert elev. = 37.74 ft, Rise x Span = 5.00 x 5.00 ft, Barrel Len = 50.00 ft, No. Barrels = 1, Slope = 0.50%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft)Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 37.74 n/a
0.53 38.27 n/a
1 .05 38.79 n/a
1 .58 39.32 n/a
2.10 39.84 n/a
2.63 40.37 n/a
3.15 40.89 n/a
3.68 41 .42 n/a
4.20 41 .94 n/a
4.73 42.47 n/a
5.25 42.99 n/a
Culvert / Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in) = 4.00 8.00 0.00 0.00
Span (in) = 4.00 8.00 0.00 0.00
No. Barrels =1 1 00
Invert El. (ft) =37.74 41.50 0.00 0.00
Length (ft) = 40.91 41 .30 0.00 0.00
Slope (%) = 8.19 18.15 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Note: Culvert/Orifice outflows are analyzed under
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Civ C
ft cuft ft cfs cfs cfs
0.00 0 37.74 0.00 0.00
0.05 4 37.79 0.01 ic 0.00
0.11 7 37.85 0.03 ic 0.00
0.16 11 37.90 0.05 ic 0.00
0.21 15 37.95 0.09 io 0.00
0.26 19 38.00 0.13 ic 0.00
0.32 22 38.06 0.1 6 ic 0.00
0.37 26 38.11 0.1 9 ic 0.00
0.42 30 38.16 0.21 ic 0.00
0.47 34 38.21 0.23 ic 0.00
0.53 37 38.27 0.25 ic 0.00
0.58 46 38.32 0.27 ic 0.00
0.63 55 38.37 0.29 ic 0.00
0.68 64 38.42 0.30 ic 0.00
0.74 73 38.48 0.32 ic 0.00
0.79 81 38.53 0.33 ic 0.00
0.84 90 38.58 0.34 ic 0.00
0.89 99 38.63 0.36 ic 0.00
0.95 108 38.69 0.37 ic 0.00
1.00 117 38.74 0.38 ic 0.00
1.05 125 38.79 0.39 ic 0.00
1.10 136 38.84 0.41 ic 0.00
1.16 148 38.90 0.42 ic 0.00
1.21 159 38.95 0.43 ic 0.00
1.26 170 39.00 0.44 ic 0.00
1.31 181 39.05 0.45 ic 0.00
1.37 192 39.11 0.46 ic 0.00
1.42 203 39.16 0.47 ic 0.00
1.47 214 39.21 0.48 ic 0.00
1.52 225 39.26 0.49 ic 0.00
1.58 237 39.32 0.50 ic 0.00
0 0
37 37
88 125
111 237
124 361
130 491
130 621
124 746
111 857
88 945
37 982
Weir Structures
[A] [B]
Crest Len (ft) = 0.00 0.00
Crest El. (ft) = 0.00 0.00
Weir Coeff. = 3.33 3.33
Weir Type
Multi-Stage = No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
0.00 0.00
0.00 0.00
3.33 3.33
...
No No
inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
PrfRsr WrA Wr B Wr C
cfs cfs cfs cfs
,__
...
...
...
...
...
...
...
...
—
—
—
—
—
—
—
—
...
...
...
...
...
...
...
...
—
—
...
—
—
...
WrD Exfil User Total
cfs cfs cfs cfs
o.ooo
0.007
0.026
0.055
0.090
— 0.129
0.163
0.188
0.211
0.232
0.251
0.269
0.286
0.302
0.317
0.331
0.345
0.358
0.371
0.383
0.395
0.406
0.418
0.429
0.439
0.450
0.460
0.470
0.480
0.489
0.499
Continues on next page...
Hancor Underground Detention Facility
Stage / Storage / Discharge Table
Stage
ft cuft
1.63
1.68
1.73
1.79
1.84
1.89
1.94
2.00
2.05
2.10
2.15
2.21
2.26
2.31
2.36
2.42
2.47
2.52
2.57
2.63
2.68
2.73
2.78
2.84
2.89
2.94
2.99
3.05
3.10
3.15
3.20
3.26
3.31
3.36
3.41
3.47
3.52
3.57
3.62
3.68
3.73
3.78
3.83
3.89
3.94
3.99
4.04
4.10
4.15
4.20
4.25
4.31
4.36
4.41
4.46
4.51
4.57
4.62
4.67
4.73
4.78
4.83
4.88
4.93
4.99
5.04
5.09
5.14
5.20
5.25
rage
249
261
274
286
299
311
324
336
348
361
374
387
400
413
426
439
452
465
478
491
504
517
530
543
556
569
582
595
608
621
634
646
659
671
683
696
708
721
733
746
757
768
779
790
801
812
823
835
846
857
866
874
883
892
901
910
918
927
936
945
949
952
956
960
963
967
971
975
978
982
Elevation
ft
39.37
39.42
39.47
39.53
39.58
39.63
39.68
39.74
39.79
39.84
39.89
39.95
40.00
40.05
40.10
40.16
40.21
40.26
40.31
40.37
40.42
40.47
40.52
40.58
40.63
40.68
40.73
40.79
40.84
40.89
40.94
41.00
41.05
41.10
41.15
41.21
41.26
41.31
41.36
41.42
41.47
41.52
41.57
41.63
41.68
41.73
41.78
41.84
41.89
41.94
41.99
42.05
42.10
42.15
42.20
42.26
42.31
42.36
42.41
42.47
42.52
42.57
42.62
42.68
42.73
42.78
42.83
42.89
42.94
42.99
Civ A
cfs
0.51 ic
0.52 ic
0.53 ic
0.53 ic
0.54 ic
0.55 ic
0.56 ic
0.57 ic
0.58 ic
0.58 ic
0.59 ic
0.60 ic
0.61 ic
0.61 oc
0.62 oc
0.62 OC
0.62 oc
0.62 oc
0.63 oc
0.63 oc
0.63 oc
0.64 oc
0.64 oc
0.64 oc
0.64 oc
0.65 oc
0.65 oc
0.65 oc
0.66 oc
0.66 oc
0.66 oc
0.66 oc
0.67 oc
0.67 oc
0.67 oc
0.68 OC
0.68 oc
0.68 oc
0.68 oc
0.69 oc
0.69 oc
0.69 oc
0.69 oc
0.70 oc
0.70 oc
0.70 oc
0.71 oc
0.71 oc
0.71 oc
0.71 oc
0.72 oc
0.72 oc
0.72 oc
0.72 oc
0.73 oc
0.73 oc
0.73 oc
0.73 oc
0.74 oc
0.74 oc
0.74 oc
0.74 oc
0.75 oc
0.75 oc
0.75 oc
0.75 oc
0.76 oc
0.76 oc
0.76 oc
0.76 oc
CIvB CIvC PrfRsr Wr A
cfs cfs cfs cfs
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00 ic
0.02 ic —
0.05 ic
0.11 ic —
0.17ic —
0.26 ic —
0.35 ic —
0.45 ic —
0.55 ic
0.66 ic
0.77 ic —
0.87 ic —
0.95 ic
1.02ic —
1.09ic —
1.16ic —
1.22ic —
1.28ic —
1.34ic —
1.39ic —
1.44ic —
1.49ic —
1.54ic —
1.59ic —
1.64ic —
1.68ic —
1.72ic —
1.77ic —
1.81 ic —
WrB WrC Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs
0.508
0.517
0.526
0.534
0.543
0.552
0.560
0.568
0.576
0.584
0.592
0.600
0.608
0.612
0.615
0.618
0.621
0.624
0.627
0.630
0.633
0.636
0.639
0.642
0.645
0.648
0.650
0.653
0.656
0.659
0.662
0.665
0.667
0.670
0.673
0.676
0.678
0.681
0.684
0.686
0.689
0.693
0.713
0.752
0.807
0.877
0.960
1.054
1.156
1.265
1.376
1.486
1.589
1.675
1.747
1.820
1.888
1.953
2.015
2.074
2.131
2.186
2.239
2.290
2.340
2.388
2.435
2.482
2.526
2.570
.End
EXHIBITS
EXHIBITS
» A 9EXHIBIT 'A
CITY OF OCEANSIK
CITY OF VISTA
an OFSAH UARCOS
PACIFIC
OCEAN
PROJECT SITE
CIJY Or ENCINtTAS
VICINITY MAP
NO SCALE
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use
NRCS Elements
Undisturbed Natural Terrain (Natural)
Low Density Residential (LDR)
Low Density Residential (LDR)
Low Density Residential (LDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
Medium Density Residential (MDR)
High Density Residential (HDR)
High Density Residential (HDR)
Commercial/Industrial (N. Com)
Cnnmmi«-i«i/t~fai««r;fi (G. Com)
Commercial/Industrial (Of. Com)
Commercial/Industrial (Limited I.)
County Elements
Permanent Open Space
Residential. 1.0 DU/A or less
Residential, 2.0 DU/A or less
Residential. 2.9 DU/A or less
Residential, 43 DU/A or less
Residential, 73 DU/A or less
Residential, 10.9 DU/A or less
Residential, 14.5 DU/A or less
Residential, 24.0 DU/A or less
Residential, 43.0 DU/A or less
Neighborhood Commercial
C eml CmnmanJal
Office Professional/Commercial
Limited Industrial
Runoff Coefficient "C"
%IMPER.
0*
10
20
25
30
40
45
50
65
80
80
M
90
90
A
0.20
0.27
034
038
0.41
0.48
0.52
0.55
0.66
0.76
0.76
n KAU.Ow
081V.QJ
0.83
SoU Type
B
0.25
032
0.38
0.41
0.45
0.51
0.54
0.58
0.67
0.77
0.77
A OAu.ou
ft &4UiOt
0.84
C
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
n fitU.Ol
n HA.U.O*»
0.84
D
035_«-£j
0.41
0.46
0.49
0.52
0.57
O-feO
0.63
JLZL+7
0.79 *• >
0.79
A fi<U.OJ
0.8S
The value* associated with OK impervious may be used for direct calculation of the runoff coefficient as described in Section 3.12 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas tfaatwfflremamimdistubed in perpetuity. Justification must be given mat the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A-dwelling units per acre
NRCS «• National Resources Conservation Service
3-6
wXffi
County of San Diego
Hydrology Manual
SH
County of San Diego
Hydrology Manual
1M Year Rainfall Evert - 24 Houn
W
CdNH
H
VS•Sw
100
fcBl
5
UJ
5
oc
I
EXAMPLE:
Given: Watercourse Distance (0) = 70 Feet
Stop* (8) »1,3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T)= 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
Rational Formula - Overland Tune of Flow Nomograph
FIGURE
100,
ai
(1) FrampncipiMtan traps cWrnnira 6 hr and 24 hi ^nouj*to1h««riMM«K|UM(y.1hMm^aMlneludMthii
In Ite DMlan and
6-Hour Pi^dpttatton (In)ms IIIIIIIIIIIIIH.iiiiiiiiiiiiiiiiiiiii;
») A4utt 6 hr fHOftuean (V iwoMOMy) «o «« It to ««Mn
ttw rar«* of 4M to 66% of Hw 84 hr praofpiWion (not
^ipllDvl* to Da**rt).
(3) Plot 6 hr pndpHaUon on the right sid» of ttw chart.
(4) Dmr • ttw MDiigh ttw point paralW to tha pkXMd UnM.
(51 TO» ttw to tti« WM»«y^luratton curve for Uw kKaten
Lu[u!
(a) Solectod traquanoy _ year
<WP6- - h..P24«
(o)AKiu«todP6«- _ in.
_ mta.
•••iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiini
I-14J
[iO
I 24
Note: Thte chart replaces the lntonsity-Oura»ioo-F™qu«icy
CUTVM uaadataca 1965.
Luo
f e r • • 10 W 20 30 40 00 1
MkiulM Duration
» 4 »
Haw*
F I C D tt K
3-1 w
H
r\o
EXHIBIT "H"
1073.02
•4 J .« .4 .1 .7 .SJLO
OF PUBLIC ROi.3S '
OIVI5JOW TWO W« SK, D.C.
INLET IN SUM?
WATER PONDED ON GRATE
EXHIBIT "I"
Table A-3
Table A-3 Average Manning Roughness Coefficients for Small Open Channels
Conveying Less than 50 cfs4
Design Flow Depth
Lining Type 0-0.5 ft 0.5-2.0 ft > 2.0 ft
Concrete (Poured)0.015 0.013 0.013
Air Blown Concrete 0.023 0.019 0.016
Groutftd Riprap 0.040 0.030 0.028
Stone Masonry 0.042 0.032 0.030
Soil Cement 0.025 0.022 0.020
Bare Soil 0.023 0.020 0.020
Rock Cut 0.045 0.035 0.025
Rock Riprap Based on Rock Size (See Section 5.7.2)
Table A-4
Table A-4 Average Manning Roughness Coefficients for Larger Open Channels
Unllned Channels
Clay Loam.....'. 0.023
Sand 0.020
Lined Channels
Grass Lined (Well-Maintained) , 0.035
Grass Lined (Not Maintained) 0.045
Wetland-Bottom Channels (New Channel) 0.023
Wetland-Bottom Channels (Mature Channel) See Table A-5
Riprap-Uned Channels See Section 5.7.2
Concrete (Poured) 0.014
Air Blown Mortar (Gunite or Shotcrete)9 0.016
Asphaltic Concrete or Bituminous Plant Mix 0.018
For channels with revetments or muttipto lining types, use composite Manning roughness coefficient bawd on component
lining malaria/A
4 Based on materials and workmanship required by standard specifications.
5 For air-blown concrete, use n=0.012 (if troweled) and n=0.025 if purposely roughened.
San Diego County Drainage Design Manual (May 2005)
Page A-5
pen.
ZURN Z874-12
12 [305] TRENCH DRAIN SYSTEM
SPECIFICATION SHEET
TAG
Dimensional Data (inches and [ mm ]) are Subject to Manufacturing Tolerances and Change Without Notice
Trench
#
1201 P
12O2P
1203P
12O4P
12O5P
12O5NP
12O6P
12O7P
12O8P
12O9P
121 OP
1211P
1212P
1213P
1214P
1215P
1215NP
1216P
1217P
1218P
1219P
122OP
1221 P
1222P
1223P
1224P
122SP
1225NP
1226P
1227P
122SP
1229P
123OP
Shallow
Invert
(in.)
9.250
10.082
10.914
11.746
12.S78
13.410
13.41O
14.242
15.074
15.9OB
16.738
17.57O
18.4O2
19.234
20.066
20.898
21.73O
21.73O
22.562
23.394
24.22S
25.058
25.89O
26.722
27.554
28.388
29.218
3O.05
30.05
30.882
31.714
32.546
33.378
ShallowInvert
(mm)
229
250
271
292
313
334
334
355
377
398
419
44O
461
482
503
524
546
546
S67
588
6O9
630
651
672
694
715
736
757
757
778
799
820
841
DeepInvert
10.082
1O.914
11.746
12.578
13.410
13.410
14.242
15.074
15.9O6
16.738
17.570
18.402
19.234
20.066
2O.898
21.730
21.730
22.562
23.394
24.228
25.058
2S.890
26.722
27.554
28.386
29.218
3O.05
3O.O5
30.882
31.714
32.546
33.378
34.21O
DeepInvert
(mm)
2SO
271
292
313
334
334
355
377
398
419
44O
461
482
503
524
546
546
567
588
. 609
630
651
672
694
715
736
757
757
778
799
820
841
863
Flow
Rate
(gpm)
1475
1758
2048
2341
2639
-
2939
3243
3548
3855
4164
4474
4785
5098
5411
5725
-
6040
6355
6671
6988
73O4
7622
7940
8258
8576
8895
-
9214
9533
9852
10172
1O492
Flow
Rate
dps)
93
111
129
148
166
-
185
205
224
243
263
282
3O2
322
341
361
-
381
401
421
441
461
481
501
521
541
561
-
581
601
622
642
662
Flow
Rate
(cfs)
3.306
3.941
4.589
5.248
5.915
-
6.589
7.268
7.953
8.641
9.333
10.O28
10. 726
11.426
12.128
12.832
-
13.538
14.244
14.953
15.862
16.372
17.084
17.796
18.5O9
19.223
19.937
-
2O.652
21.367
22.083
22.800
23.517
*. '
y/*
r.
, *.
-17 [432]—
-12 [305]-
fN^X*
•;:.7;0x
•+ ..»
ii* ,„ ,."» «
c .
4[102] Mir
- OR SLAB
THICKNES5
INV :RT
SLAB
THICKNESS
9.25 [;
34.21
35] TO
[869]^r^
-20 [508]-
an f
Tr
I
^-fH cr^
orn9Tf - .. - - - . - -
(Neutral channels available for all section numbers)
ENGINEERING SPECIFICATION Zurn Z874-12 Channels shall be 80 [2032] long, 17 [432] wide and have a 12 [305] wide throat.
Modular channel sections shall be made of HOPE, have interlocking ends, and radiused bottom. Channel shall be provided with
no slope (neutral) or with a 1.00% built-in slope. Channels shall be available with inverts ranging from 9.25 [235] to 34.21 [869].
Channels shall have clips attached to the frame to accommodate vertical re-bar for positioning and anchoring purposes.
Choices off class A, B, C, E, and F grates shall be available with H-20 and/or FAA load ratings and/or ADA compliance with
mechanical Lockdown devices. A heavy-duty steel frame shall be available to complement the channels and grates. End outlets,
bottom outlets, and side outlets shall be available in 4 [102], 6 [152], and 8 [203] diameters.
PREFIXES
Z 80 [2032] High Density Polyethylene Channel, Heavy-Duty Frame with Anchor Studs, extra heavy duty Ductile Iron
Grate with 4 stainless steel lockdowns and anchor tabs.*
OPTIONS (Check/specify appropriate options
-BG Galvanized Steel Bar Grate
-CBF Black Acid Resistant Coated Frame
-CWF White Acid Resistant Coated Frame
-OB Bottom Dome Strainer
-DCC Ductile Iron Solid Cover-Class C
-DCF Ductile Iron Solid Cover-Class F
-OGC Ductile Iron Slotted Grate-Class C
-DGF Ductile Iron Slotted Grate-Class F
-E1 Closed End Cap
-E4 4 [102] No-Hub End Outlet
-E6 6 [152] No-Hub End Outlet
-E8 8 [203] No-Hub End Outlet
•GDC Galvanized Ductile Iron Grate-Class C
•GDF Galvanized Ductile Iron Grate - Class F
-GFA Galvanized Frame Assembly
•GG Fiberglass Grate
-HPD Heel-Proof Longitudonal Ductile Iron Grate - Class C
-RC Rebar Clips
-SBG Stainless Steel Bar Grate
-SF Stainless Steel Frame
-U4 4 [102] No-Hub Bottom Outlet
•U6 6 [152] No-Hub Bottom Outlet
-U8 8 [203] No-Hub Bottom Outlet
^Actual High Density Polyethylene channel length is 82 [2083] to allow for overlap, with
frame attached the length is 84-1/2 [2146] with the exception of P.N. 1201P and 1230P.
•HEGULARLV FURNISHED UNLESS OTHERWISE SPECIFIED
REV. M DATE: 5/14/07 C.N. NO. 109410
j DWG. NO. 64183 PRODUCT NO. Z874-12
ZURN INDUSTRIES, LLC, FLO-THRU OPERATION, 2640 South Work Street, Falconer, NY 14733
Phone: 716/665-1132, Fax: 716/665-1135, World Wide Web: www.zurn.com
In Canada: ZURN INDUSTRIES LIMITED, 3544 Nashua Drive, Mlssissauga, Ontario L4V1L2, Phone: 905V405-8272 Fax: 905V405-1292
ZURN.Z874-12
12" WIDE REPLACEMENT GRATES
1'-8" [508]-
[54}
[413]
1$" [44J-U
Please
Checky
Item
No.
5
GDC- Galvanized Ductile Iron
Material : Ductile Iron
DIN Rating : Class C
Weight: 29.00 # per ft.
Open Area: 118 sq. in. per ft
ANSI Rating: Heavy Duty
A|
S
pplication: HeavyVechide& Truck
ot Width/Hole Size: .95"
ADA
No
H-20
Yes
FAA
No
1 o LJUOJ
1 * fUl
0 0 0 0 0 0 0 0 0 0000
ll memi m Inl
3
., . 1 „1 -44
" [55]-—
[44]
Rease
Checky
Item
No.
6
HPD- Heelproof Longitudinal Ductile Iron
Material : Ductile Iron
DIN Rating : Class C
Weight: 29.00 # per ft.
Open Area: 37 sq. in. per ft
ANSI Rating: Heavy Duty
Application: Heavy Vechicle & Truck
Slot Width/Hole Size: .25"
ADA
Yes
H-20
Yes
FAA
No
l'-8" [508]-
DDDDDDDDDDDDDDDD
_U
JDDDDDDDDDDDDDDDDL
1'-4J" [413]
1'-8" [508}-" [78}
1'-4J" [413]
inLl
Please
Checky
Item
No.
7
SBG- Stainless Steel Bar
Material : Stainless Steel
DIN Rating : CassC
Weight: 23.00 # per ft.
Open Area: 132.75 sq. in. per ft.
ANSI Rating: Heavy Duty
Application: Heavy Loads & Truck Traffic
Slot Width/Hole Size: .94"
ADA
No
H-20
Yes
FAA
No
Please
Checky
Item
No.
8
DCF- Ductile Iron Solid Cover
Material : Ductile Iron
DIN Rating : Class F
Weight:???* per ft.
Open Area: N/A
ANSI Rating: Heavy Duty
Application: Heavy Vechicle, Truck & Conduit
Slot Width/Hole Size: N/A
ADA
Yes
H-20 1
Yes
FAA
Yes
Form* FT797 Date: 6/26/07 C.N.No. 109478 Rev. B Page 2 of 3
ZURN INDUSTRIES, LLC, FLO-THRU OPERATION, 2640 South Work Street, Falconer, NY 14733
Phone: 716/665-1132, Fax: 716/665-1135, World Wide Web: www.zum.com
In Canada: ZURN INDUSTRIES UMFTED, 3544 Nashua Drive, Mteslssauga, Ontario L4V1L2, Phone: 905V405-8272 Fax: 905V405-1292
ZURN.Z874-12
12" WIDE REPLACEMENT GRATES
-r-8" [508]-
1'-4|" [413]
Please
Checky
Item
No.
9
DGF- Ductile Iron Slotted
Material : Ductile Iron
DIN Rating : Class F
Weight: 49.00 # per ft.
Open Area: 90 sq. in. per ft
ANSI Rating: Heavy Duty
Application: Heavy Vechicle & Truck
Slot Width/Hole Size: .74"
ADA
No
H-20
Yes
FAA
Yes
""I r 11LI 3=1
T-4f [413]
Please
Checky
Item
No.
10
GDF- Galvanized Ductile Iron Slotted
Material : Ductile Iron
DIN Rating : Class F
Weight 49.00 # per ft.
Open Area: 90 sq. in. per ft
ANSI Rating: Heavy Duty
Application: Heavy Vechicle & Truck
Slot Width/Hole Size: .74"
ADA
No
H-20
Yes
FAA
Yes
Form* FT797 Date: 6/26/07 C.N.No. 109478 Rev. B Page 3 of 3
ZURN INDUSTRIES. LLC, FLO-THRU OPERATION, 2640 South Work Street, Falconer, NY 14733
Phone: 716/665-1132, Fax: 716/665-1135, World Wide Web: www.zum.com
In Canada: ZURN INDUSTRIES LIMITED, 3544 Nashua Drive, Mtesissauga, Ontario L4V1L2, Phone: 905V405-8272 Fax: 905W05-1292
8
Grate
Frame Assembly
Closed End Cap End Outlet
(4",6",8"NH)
Bottom Outlet
(4", 6", 8" NH)
2874-12 Applications
Highways
Airports
Parking Lots
Car Washes
industrial Parks
Airplane Hangars
Port Facilities
Pharmaceuticals
industrial Plants
Chemical Plants
Installation Specification
4"
Invert
SlabThickness
itanchHunter
1201P
1202P
1203P
1204P
1205P
1205NP
1206P
1207P
1208P
1209P
1210P
1211P
1212P
1213P
1214P
1215P
1215NP
1216P
1217P
1218P
1219P
1220P
1221P
1222P
1223P
1224P
1225P
122SNP
1226P
1227P
1228P
1229P
1230P
Shallmlmmt
Inches mm
9.250
10.082
10.914
11.746
12.578
13.410
13.410
14.242
15.074
15.906
16.738
17.570
18.402
19.234
20.066
20.898
21.730
21.730
22.562
23.394
24.226
25.058
25.890
26.722
27.554
28.386
29.218
30.050
30.050
30.882
31.714
32.546
33.378
184
205
226
248
269
290
290
311
332
353
374
395
417
438
459
480
501
501
522
543
565
586
607
628
649
670
691
712
712
734
755
776
797
Deep limit
Inches mm
10.082
10.914
11.746
12.578
13.410
13.410
14.242
15.074
15.906
16.738
17.570
18.402
19.234
20.066
20.898
21.730
21.730
22.562
23.394
24.226
25.058
25.890
26.722
27.554
28.386
29.218
30.050
30.050
30.882
31.714
32.546
33.378
34.210
205
226
248
269
290
290
311
332
353
374
395
417
438
459
480
501
501
522
543
565
586
607
628
649
670
691
712
712
734
755
776
797
818
Max. Row Rate
CFS GPM LPS
3.306
3.941
4.589
5.248
5.915
-
6.589
7.268
7.953
8.641
9.333
10.028
10.726
11.426
12.128
12.832
-
13.538
14.244
14.953
15.662
16.372
17.084
17.796
18.509
19.223
19.937
-
20.652
21.367
22.083
22.800
23.517
1475
1758
2048
2341
2639
-
2939
3243
3548
3855
4164
4474
4785
5098
5411
5725
-
6040
6355
6671
6988
7304
7622
7940
8258
8576
8895
-
9214
9533
9852
10172
10492
93
111
129
148
166
-
185
205
224
243
263
282
302
322
341
361
-
381
401
421
441
461
481
501
521
541
561
-
581
601
622
642
66212" Throat/17" Overall Width
Engineering Specification Channels shall be 80" long, 17" wide, and have a 12" wide throat Modular channel sections shall be
made of High Density Polyethylene (HOPE), have interlocking ends, and radiused bottom. Channel shall be provided with no slope (neutral) or
with a 1.00% built-in slope. Channels shall be available with inverts ranging from 9.25" to 34.21". Channels shall have clips attached to the
frame to accommodate vertical rebar for positioning and anchoring purposes. Choice of class A, B, C, E, and F grates shall be available with
H-20 and/or FAA load ratings and/or ADA compliance with mechanical lockdown devices. A heavy-duty steel frame shall be provided to
distribute weight between the grates and the HOPE channel. End caps and catch basins shall be available to complement the channels and
grates. End outlets, bottom outlets, and side outlets shall be available in 4", 6", and 8" diameters. Trench drain shall be Flo-Thru model Z874-12.
ZURN Z874-12
12" WIDE REPLACEMENT GRATES
LJ_JLJLJLJLJLJL_ILJLJnnnnnnr~
1'-8" [508]-
rr
annannnn
ana
DDEnannnrnnnnrn
[413]
Please
Check
y
Item
No.
1
GG- Fiberglass
Material : Fiberglass
DIN Rating: Class A
Weight 6.00 # per ft.
Open Area: 147 sq. in. per ft.
ANSI Rating: Light Duty
Application: Chemical Resistance & Pneumatic
Slot Width/Hole Size: 1.75"
ADA
No
H-20
No
FAA
No
-T-8" [508]-
JiL
1'-4J" [413]
2=1
Please
Checky
Item
No.
3
DCC- Ductile Iron Solid Cover
Material : Ductile Iron
DIN Rating : Class C
Weight: 29.00 # per ft.
Open Area: N/A
ANSI Rating: Heavy Duty
Application: Heavy Vechicle, Truck & Conduit
Slot Width/Hole Size: N/A
ADA
Yes
H-20
Yes
FAA
No
[44}*—
[413]
JDDDDDDDDDDDDDDDD
Please
Checky
Item
No.
2
BG- Galvanized Steel Bar
Material : Galvanized Carbon Steel
DIN Rating : Class C
Weight: 23.00 # per ft.
Open Area: 132.75 sq. in. per ft.
ANSI Rating: Heavy Duty
Application: Heavy Loads & Truck Traffic
Slot Width/Hole Size: .94"
ADA
No
H-20
Yes
FAA
No
I'-a" [508]-
[413]
[44]-
Please
Checky
Item
No.
4
DGC- Ductile Iron Slotted
Material : Ductile Iron
DIN Rating : Class C
Weight: 29. 00 # per ft.
Open Area: 1 18 sq. in. per ft
ANSI Rating: Heavy Duty
Application: Heavy Vechicle & Truck
Slot Width/Hole Size: .95"
ADA
No
H-20
Yes
FAA
No
Form* FT797 Date: 6/26/07 C.N.No. 109478 Rev. B Page 1 of 3
ZURN INDUSTRIES, LLC, FLO-THRU OPERATION, 2640 South Work Street, Falconer, NY 14733
Phone: 716/665-1132, Fax: 716/665-1135, Wortd Wide Web: www.zum.com
In Canada: ZURN INDUSTRIES LIMITED, 3544 Nashua Drive, Mtesissauga, Ontario L4V1L2, Phone: 903405-8272 Fax: 905V405-1292