HomeMy WebLinkAboutCT 06-24; BRESSI RANCH VILLAGE CENTER; DRAINAGE REPORT ADDENDUM; 2010-03-01-
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Bressi Ranch Commercial
Major Building 'B'
DRAINAGE REPORT ADDENDUM.
C:itv of C:arlshad. CA
PROJECT DESIGN CO~SULTANTS
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Bressi Ranch Commercial
Major Building 'B'
DRAINAGE REPORT ADDENDUM
For Final Drainage Report
Bressi Ranch Planning Area 15
CT 06-24
City of Carlsbad, CA
March 2010
Prepared For:
LNR PROPERTY CORPORATION
43 50 VON KARMAN AVE, SUITE 200
NEWPORT BEACH, CA 92660
Prepared By:
PROJECT DESIGN CONSULTANTS
Planning I landscape Architecture I Environmental I Engineering I Survey
PDC Job No. 3219.20
701 B Street, Suite 800
San Diego. CA 92101
619.235.6471 Tel
619.234.0349 Fax
Prepared by: C. Pack, P.E.
Under the supervision of
DebbyReec j
Registration xpires 12/3111 0
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TABLE OF CONTENTS
1. INTRODUCTION .................................................................................................................. 1
2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS .......... 1
3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS ...............................•...... 2
3.1 Hydrology Criteria .......................................................................................................... 2
3.2 Hydrology Methodology ................................................................................................. 2
3.3 Hydrology Results .......................................................................................................... 3
4. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS ....................................... 3
5. CONCLUSION ....................................................................................................................... 3
APPENDICES
1 Proposed Condition Rational Method Computer Output
2 Hydraulic Calculations
EXHIBITS
A Drainage Map -Proposed Conditions
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1. INTRODUCTION
This drainage report addendum has been prepared in support of a final engineering grading and
building permit submittal for the Major Building 'B' in Bressi Ranch Commercial Planning Area
15. The rest of Bressi Ranch Commercial was previously constructed per Drawing 452-9A. The
design for the Bressi Ranch Commercial project anticipated the future construction of Major
Building 'B,' and the area for the future building was graded as a flat pad per that project. pnc
prepared the drainage report for the entire site and the drainage calculation~ assumed future
development of Major Building 'B'. Refer to the Final Drainage Report: Bressi Ranch
Planning Area 15, dated November 2007, submitted concurrently with this drainage report
addendum for reference. Since this addendum supplements the November 2007 report, this
addendum focuses only on the design of Major Building 'B.' For information regarding the
previous project, refer to the approved November 2007 report.
The purpose of this report is to analyze the drainage patterns that would affect the proposed
development and provide calculations for the existing and proposed drainage improvements.
The calculations are intended to show that the backbone storm drain built per Drawing 452-9A is
adequate for the proposed site plan.
The proposed site consists of a very small portion of the overall Planning Area 15 of Bressi
Ranch. The proposed improvements are less than one acre and tie into the existing improvements
that surround the site (per Sheet 7 of Drawing 452-9A).
2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS
The existing condition of the site consists of sidewalk improvements to the north, an asphalt
parking aisle to the west, a parking lot to the south, and a building and additional parking areas to
the east. The building pad internal to the site was previously graded to the pad elevation of
406.25 per Sheet 7 of Drawing 452-9A. Existing drainage facilities include an existing private
curb inlet along the westerly boundary and an existing private trench drain inlet near the
southerly site boundary. The existing private storm drain lines surrounding the site all connect
P :13219.201ENGRIREPOR TS\DRAIN\32 19.20DR.doc
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into an underground detention facility to the east of the southeast corner of the site. The site
drainage eventually discharges to the public stonn drain within Bressi Ranch Way.
Under proposed conditions, the runoff from the site will be collected and discharged to the
existing stonn drain system. The existing curb inlet to the west of Major Building 'B' will be
converted to a grate inlet to accommodate the new curb design. The roof drainage will be
collected and discharged to the south. Drainage south of the building will be collected in a new
grate inlet in the middle of the parking aisle. Note that the existing trench drain will be removed
with the project improvements. The proposed drainage improvements closely match what was
assumed in the original report, however, there are slight differences due to the change in final
building footprint and final precise grades.
3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS
3.1 Hydrology Criteria
Since the site is merely an addition to the existing overall drainage basin previously modeled in
the previous report, refer to the November 2007 report for hydrology assumptions and criteria
used for the hydrologic modeling.
3.2 Hydrology Methodology
No existing condition analysis is required since the November 2007 report documented the
design flow rates. Since there were minor changes in the site from what was assumed during the
development of the master drainage report, a revised proposed condition hydrology analysis was
performed to reflect the current proposed site plan for Major Building' B'. The results from this
analysis are compared to the "backbone" flow rates per the November 2007 report in the
following section. For the proposed condition analysis, the drainage areas were delineate4 based
on the proposed site layout. Refer to Exhibit A for the proposed condition drainage patterns.
2 P:13219.20IENGRIREPOR TSIDRAINI3219 .20DR.doc
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3.3 Hydrology Results
Exhibit A shows the onsite hydrology basins and peak flows for the site under proposed
conditions. Note that only the drainage areas that changed in between the November 2007 report
and this addendum are included on the exhibit. For the delineation of the rest of the drainage
areas, refer to Exhibit B in the 2007 report. System 200 from the 2007 report was modified to
reflect the new site plan per this project. See Appendix 1 for the Civil-D hydrology model
output. Note that the revised hydrology calculations resulted in a net increase in the 100-year
peak flow of 0.1 cfs. (The 2007 report calculations reported a peak flow into the underground
detention basin of 35.9 cfs. When the model was corrected based on the current site plan, the
result was 36.0 cfs.) Note that this increase is due to the difference in modeled time of
concentration values for the site and the increase is statistically insignificant due to the inherent
limitations ofthe Rational Method. Since the proposed site is consistent with the previous study,
no further hydrology analysis is required.
4. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS
Hydraulic modeling of the private storm drains was completed in WSPG so that HGL elevations
could be determined in the 2007 report. Per the 2007 report, the site area was anticipated to flow
overland to the inlet at Node 380. The proposed sump inlet at Node 375 has an emergency
overflow curb cut and excess runoff would flow towards Node 380 through the curb cut or over
the ridgeline in the drive aisle located to the east of the inlet. The overland flow release is over
one foot below the finished floor elevation of the building. The inlet calculations are included in
Appendix 2.
5. CONCLUSION
This drainage report supports the grading and building permit for the proposed construction of
Major Building 'B' in the Bressi Ranch Commercial Planning Area 15. The main focus of this
report is to supplement the previously approved Bressi Ranch Commercial Planning Area 15
with the additional improvements per the Major Building 'B' project. The calculations included
3 P:13219.20IENGRIREPOR TSIDRA1Nl3219.20DR.doc
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I herein indicate that the proposed project would not adversely affect the surrounding
I development.
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I 4 P:\3219.20IENGR\REPORTS\DRAIN\321920DR.doc
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APPENDIX 1
Proposed Condition Rational Method Computer Output
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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: 02/26/10
3219.20 BRESSI COMMERCIAL MAJOR BLDG B
SYSTEM 200 -PROPOSED CONDITIONS
100 YEAR STORM
REVISED FROM ORIGINAL REPORT TO REFLECT FINAL BLDG B
********* Hydrology Study Control Information **********
---------------------------------------------------------------~--------
Program License Serial Number 4049
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation (inches) = 2.800
24 hour precipitation(inches) = 5.100
P6/P24 = 54.9%
San Diego hydrology manual ICI values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 205.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area twe
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A 0.000
B 0.000
C 0.000
D = 1.000
Initial subarea total flow distance 74.000(Ft.)
Highest elevation = 412.000(Ft.)
Lowest elevation = 411.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.351 %
USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
Rainfall intensity (I) = 7.377 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.257(CFS)
Total initial stream area = 0.040(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 210.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Covered channel
Upstream point elevation 411.000(Ft.)
Downstream point elevation 406.000(Ft.)
Channel length thru subarea 114.000(Ft.)
Channel base width 10.000(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
Manning's 'N' = 0.017
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 1.114(CFS)
Depth of flow = 0.046(Ft.), Average velocity
Channel flow top width = 10.927(Ft.)
Flow Velocity = 2.29(Ft/s)
Travel time 0.83 min.
Time of concentration = 5.83 min.
Critical depth = 0.071(Ft.)
Adding area flow to channel
Decimal fraction soil group A 0.000
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
0.000
0.000
1.000
1.114 (CFS)
2.295(Ft/s)
Rainfall intensity = 6.683(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.287
Subarea runoff =
Total runoff =
Depth of flow =
Critical depth =
1.662(CFS) for 0.290(Ac.)
1.919(CFS) Total area
0.064(Ft.), Average velocity =
0.102(Ft.)
0.330(Ac.)
2.817(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 210.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 5.83 min.
Rainfall intensity = 6.683(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.391
Subarea runoff 0.698(CFS) for 0.120(Ac.)
Total runoff = 2.616(CFS) Total area = 0.450(Ac.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 220.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =
Downstream point elevation
Channel length thru subarea
Channel base width
406.000(Ft.)
40S.200(Ft.)
160.000(Ft.)
3.000(Ft.)
Slope or 'Z' of left channel bank =
Slope or 'Z' of right channel bank =
3.000
3.000
Estimated mean flow rate at midpoint of channel
Manning's 'N' = 0.055
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = S.162(CFS)
Depth of flow = 0.779(Ft.), Average velocity
Channel flow top width = 7.672(Ft.)
Flow Velocity = 1.24(Ft/s)
Travel time 2.15 min.
Time of concentration = 7.97 min.
Critical depth = 0.39S(Ft.)
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
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
0.000
0.000
0.000
1.000
5.162(CFS)
1.242(Ft/S)
Rainfall intensity = 5.459 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 1.401
Subarea runoff = S.030(CFS) for 1.160(Ac.)
Total runoff = 7.647(CFS) Total area
Oepth of flow = 0.947(Ft.), Average velocity =
Critical depth = 0.492(Ft.)
1.610(Ac.)
1.382(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 225.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 40S.200(Ft.)
Downstream point/station elevation 404.500(Ft.)
Pipe length 71.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 7.647(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 7.647(CFS)
Normal flow depth in pipe = 11.4S(In.)
Flow top width inside pipe = 17.32(In.)
Critical Depth = 12.8S(In.)
Pipe flow velocity = 6.4S(Ft/s)
Travel time through pipe ~ 0.18 min.
Time of concentration (TC) = 8.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 225.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Time of concentration = 8.16 min.
Rainfall intensity = 5.380(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 1.470
Subarea runoff, 0.263(CFS) for 0.080(Ac.)
Total runoff = 7.910(CFS) Total area = 1.690(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 235.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 404.500(Ft.)
Downstream point/station elevation 403.800(Ft.)
Pipe length 73.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 7.910(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 7.910(CFS)
Normal flow depth in pipe = 11.84(In.)
Flow top width inside pipe = 17.08(In.)
Critical Depth = 13.06(In.)
pipe flow velocity = 6.42(Ft/S)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 8.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 235.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.690(Ac.)
Runoff from this stream 7.910(CFS)
Time of concentration
Rainfall intensity =
8.35 min.
5.301(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 245.000
**** 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
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[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance 83.000(Ft.)
Highest elevation = 423.000(Ft.)
Lowest elevation = 422.500(Ft.)
Elevation difference = 0.500(Ft.) Slope = 0.602 %
USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.963(CFS)
Total initial stream area = 0.150 (Ac. )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 245.000 to Point/Station 235.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =
Downstream point elevation
Channel length thru subarea
Channel base width
408.000(Ft.)
404.300 (Ft.)
116.000 (Ft. )
3.000(Ft.)
Slope or 'Z' of left channel bank =
Slope or 'Z' of right channel bank =
3.000
3.000
Estimated mean flow rate at midpoint of channel
Manning's 'N' = 0.055
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 2.127(CFS)
Depth of flow = 0.296(Ft.), Average velocity
Channel flow top width = 4.778(Ft.)
Flow Velocity = 1.85(Ft/s)
Travel time 1.05 min.
Time of concentration = 6.05 min.
Critical depth = 0.230(Ft.)
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
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
0.000
0.000
0.000
1.000
2.127(CFS)
1. 845 (Ft/s).
Rainfall intensity = 6.525(In/Hr) for a 100.0 year 'storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.496
Subarea runoff = 2.273(CFS) for 0.420(Ac.)
Total runoff = 3.236(CFS) Total area
Depth of flow = 0.374(Ft.), Average velocity =
Critical depth = 0.297(Ft.)
0.570(Ac.)
2.100 (,Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 250.000 to Point/Station 235.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Time of concentration = 6.05 min.
Rainfall intensity = 6.525(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.879
Subarea runoff 2.498(CFS) for 0.440(Ac.)
Total runoff = 5.734(CFS) Total area = 1.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 250.000 to Point/Station 235.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.010(Ac.)
Runoff from this stream 5.734(CFS)
Time of concentration =
Rainfall intensity =
Summary of-stream data:
6.05 min.
6.525(In/Hr)
Stream Flow rate TC
No. (CFS) (min)
1 7.910 8.35
2 5.734 6.05
Qmax(l)
1.000 * 1. 000 * 7.910)
0.812 * 1.000 * 5.734)
Qmax(2)
1.000 * 0.724 * 7.910)
1. 000 * 1.000 * 5.734)
Total of 2 streams to confluence:
Flow rates before confluence point:
7.910 5.734
Rainfall Intensity
(In/Hr)
5.301
6.525
+
+ 12.567
+
+ 11.464
Maximum flow rates at confluence using above data:
12.567 11.464
Area of streams before confluence:
1.690 1.010
Results of confluence:
Total flow rate = 12.567(CFS)
Time of concentration 8.348 min.
Effective stream area after confluence 2.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 235.000 to Point/Station 255.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
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Upstream point/station elevation = 404.300(Ft.)
Downstream point/station elevation 402.900(Ft.)
Pipe length 142.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 12.567(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 12.567(CFS)
Normal flow depth in pipe = 14.19(In.)
Flow top width inside pipe = 19.66(In.)
Critical Depth = 15.85(In.)
Pipe flow velocity = 7.26(Ft/s)
Travel time through pipe = 0.33 min.
Time of concentration (TC) = 8.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 235.000 to Point/Station 255.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.700(Ac.)
Runoff from this stream 12.567(CFS)
Time of concentration = 8.67 min. ~
Rainfall intensity = 5.171(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 260.000 to Point/Station 265.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Initial subarea total flow distance 51.000(Ft.)
Highest elevation = 409.000(Ft.)
Lowest elevation = 408.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.961 %
USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.321(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 265.000 to Point/Station 270.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 408.000(Ft.)
j
Downstream point/station elevation = 407.600(Ft.)
Pipe length 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 0.321(CFS)
Nearest computed pipe diameter 6.00(In.)
Calculated individual pipe flow 0.321(CFS)
Normal flow depth in pipe = 3.26(In.)
Flow top width inside pipe = 5.98(In.)
Critical Depth = 3.45(In.)
Pipe flow velocity = 2.96(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 5.23 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 273.000 to Point/Station 270.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1. 000
Time of concentration = 5.23 min.
Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.096
Subarea runoff 0.365(CFS) for 0.060(Ac.)
Total runoff = 0.686(CFS) Total area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 275.000 to Point/Station 270.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 5.23 min.
Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.157
Subarea runoff 0.437(CFS) for 0.070(Ac.)
Total runoff = 1.123(CFS) Total area = 0.180(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 280.000 to Point/Station 270.000
**** SUBAREA FLOW ADDITION ****
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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
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Time of concentration = 5.23 min.
Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.174
Subarea runoff 0.125(CFS} for 0.020(Ac.}
Total runoff = 1.248 (CFS) Total area = 0.2·00 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 285.000 to Point/Station 270.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 5.23 min.
Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.191
Subarea runoff
Total runoff.
0.125(CFS} for 0.020(Ac.}
1.372(CFS} Total area = 0.220 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 270.000 to Point/Station 290.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 407.600(Ft.}
Downstream point/station elevation 407.000(Ft.}
Pipe length 111.00(Ft.} Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.372(CFS}
Nearest computed pipe diameter 12.00(In.}
Calculated individual pipe flow 1.372(CFS}
Normal flow depth in pipe = 6.17(In.}
Flow top width inside pipe = 12.00(In.}
Critical Depth = 5.95(In.}
Pipe flow velocity = 3.37(Ft/S}
Travel time through pipe = 0.55 min.
Time of concentration (TC) = 5.77 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 295.000 to Point/Station 290.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1. 000
Time of concentration = 5.77 min.
Rainfall intensity = 6.723 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.226
Subarea runoff 0.148(CFS) for 0.040(Ac.)
Total runoff = 1.s21(CFS) Total area = 0.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 290.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 5.77 min.
Rainfall intensity = 6.723(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.261
Subarea runoff 0.234(CFS) for 0.040(Ac.)
Total runoff = 1.7ss(CFS) Total area = 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 290.000 to Point/Station 305.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 407.000(Ft.)
Downstream point/station elevation 406.300(Ft.)
Pipe length 6s.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.7ss(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 1.7ss(CFS)
Normal flow depth in pipe = s.82(In.)
Flow top width inside pipe = 11.99(In.)
Critical Depth = 6.76(In.)
pipe flow velocity = 4.6s(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 6.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 290.000 to Point/Station 305.000
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**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.300(Ac.)
Runoff from this stream 1.755(CFS)
Time of concentration
Rainfall intensity =
6.01 min.
6.554 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 315.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A 0.000
B 0.000
C 0.000
D 1.000
Initial subarea total flow distance 62.000(Ft.)
Highest elevation = 408.200(Ft.)
Lowest elevation = 407.900(Ft.)
Elevation difference = 0.300(Ft.) Slope = 0.484 %
USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.706(CFS)
Total initial stream area = 0.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 320.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =
Downstream point elevation
Channel length thru subarea
Channel base width
407.900(Ft.)
407.000(Ft.)
77.000(Ft.)
10.000(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
Manning's 'N' = 0.017
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 1.241(CFS)
Depth of flow = 0.073(Ft.), Average velocity
Channel flow top width = 11.463(Ft.)
Flow Velocity = 1.58(Ft/s)
Travel time 0.81 min.
Time of concentration = 5.81 min.
Critical depth = 0.076(Ft.)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
0.000
0.000
0.000
1.241(CFS)
1.581(Ft/s)
Decimal fraction soil group D
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
1.000
Rainfall intensity = 6.695(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.252
Subarea runoff = 0.983(CFS) for 0.180(Ac.)
Total runoff = 1.689(CFS) Total area
Depth of flow = 0.088(Ft.), Average velocity =
Critical depth = 0.093(Ft.)
0.290(Ac.)
1.771(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 325.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 401.800(Ft.)
Downstream point/station elevation 400.460(Ft.)
Pipe length 167.58(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.689(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 1.689(CFS)
Normal flow depth in pipe = 6.21(In.)
Flow top width inside pipe = 11.99(In.)
Critical Depth = 6.63(In.)
Pipe flow velocity = 4.12(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 6.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 325.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 6.49 min.
Rainfall intensity = 6.235(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.487
Subarea runoff 1.348(CFS) for 0.270(Ac.)
Total runoff = 3.038(CFS) Total area = 0.560(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 335.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 400.130(Ft.)
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Downstream point/station elevation = 399.000(Ft.)
Pipe length 59.74(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 3.038(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 3.038(CFS)
Normal flow depth in pipe = 6.84(In.)
Flow top width inside pipe = 11.88(In.)
Critical Depth = 8.96(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 6.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 335.0QO
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area twe
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 6.64 min.
Rainfall intensity = 6.143 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.722
Subarea runoff 1.398(CFS) for 0.270(Ac.)
Total runoff = 4.436(CFS) Total area = 0.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 335.000 to Point/Station 305.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 399.000(Ft.)
Downstream point/station elevation 398.060(Ft.)
Pipe length 86.55(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 4.436(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 4.436(CFS)
Normal flow depth in pipe = 8.88(In.)
Flow top width inside pipe = 14.74(In.)
Critical Depth = 10.24(In.)
Pipe flow velocity = 5.86(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 6.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 335.000 to Point/Station 305.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.830(Ac.)
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
4.436(CFS)
6.89 min.
6.000(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 1.755 6.01 6.554
2 4.436 6.89 6.000
Qmax(l)
1.000 * 1.000 * 1. 755) +
1.000 * 0.872 * 4.436) + 5.623
Qmax(2)
0.915 * 1. 000 * 1. 755) +
1.000 * 1. 000 * 4.436) + 6.042
Total of 2 streams to confluence:
Flow rates before confluence point:
1.755 4.436
Maximum flow rates at confluence using above data:
5.623 6.042
Area of streams before confluence:
0.300 0.830
Results of confluence:
Total flow rate = 6.042(CFS)
Time of concentration 6.888 min.
Effective stream area after confluence 1.130 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 255.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 397.560(Ft.)
Downstream point/station elevation 396.450(Ft.)
Pipe length 107.17(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.042(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 6.042(CFS)
Normal flow depth in pipe = 11. 32 (In.)
Flow top width inside pipe = 12.91(In.)
Critical Depth = 11.92(In.)
Pipe flow velocity = 6.08(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 7.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 255.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area 1.130(Ac.)
Runoff from this stream = 6.042(CFS)
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Time of concentration =
Rainfall intensity =
Summary of stream data:
7.18 min.
5.840(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 12.567 8.67 5.171
2 6.042 7.18 5.840
Qmax(l)
1.000 * 1.000 * 12.567) +
0.885 * 1.000 * 6.042) + 17.917
Qmax(2)
1.000 * 0.828 * 12.567) +
1.000 * 1.000 * 6.042) + 16.449
Total of 2 main streams to confluence:
Flow rates before confluence point:
12.567 6.042
Maximum flow rates at confluence using above data:
17.917 16.449
Area of streams before confluence:
2.700 1.130
Results of confluence:
Total flow rate = 17.917(CFS)
Time of concentration 8.673 min.
Effective stream area after confluence 3.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 255.000 to Point/Station 345.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 395.950(Ft.)
Downstream point/station elevation 394.530(Ft.)
Pipe length 138.07(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 17.917(CFS)
Nearest computed pipe diameter 24.00(In.)
Calculated individual pipe flow 17.917(CFS)
Normal flow depth in pipe = 15.96(In.)
Flow top width inside pipe = 22.65(In.)
Critical Depth = 18.30(In.)
Pipe flow velocity = 8.08(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 8.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 255.000 to Point/Station 345.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area 3.830(Ac.)
Runoff from this stream = 17.917(CFS)
Time of concentration
Rainfall intensity =
8.96 min.
5.065(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 350.000 to Point/Station 355.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Initial subarea total flow distance 57.000(Ft.)
Highest elevation = 408.000(Ft.)
Lowest elevation = 407.750(Ft.)
Elevation difference = 0.250(Ft.) Slope = 0.439 %
USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.449(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 355.000 to Point/Station 360.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =
Downstream point elevation
Channel length thru subarea
Channel base width
407.750(Ft.)
402.000(Ft.)
188.000(Ft.)
3.000(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
Manning's 'N' = 0.055
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 3.640(CFS)
Depth of flow = 0.403(Ft.), Average velocity
Channel flow top width = 5.419(Ft.)
Flow Velocity = 2.14(Ft/s)
Travel time 1.46 min.
Time of concentration = 6.46 min.
Critical depth = 0.320(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
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
1.000
3.640(CFS)
2.145(Ft/S)
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Rainfall intensity = 6.253 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 1.079
Subarea runoff =
Total runoff =
Depth of flow =
Critical depth =
6.296(CFS) for 1.170(Ac.).
6.746(CFS) Total area
0.561(Ft.), Average velocity =
0.461 (Ft.)
1.240{Ac.)
2.570(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 362.000 to Point/Station 360.~00
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 6.46 min.
Rainfall intensity = 6.253 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 2.584
Subarea runoff 9.411(CFS) for 1.730(Ac.)
Total runoff = 16.157(CFS) Total area 2.970(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 360.000 to Point/Station 345.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 402.000(Ft.)
Downstream point/station elevation 400.200(Ft.)
Pipe length 179.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 16.157(CFS)
Nearest computed pipe diameter 24.00(In.)
Calculated individual pipe flow 16.157(CFS)
Normal flow depth in pipe = 14.98(In.)
Flow top width inside pipe = 23.25(In.}
Critical Depth = 17.38(In.)
Pipe flow velocity = 7.84(Ft/s}
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 6.84 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 360.000 to Point/Station 345.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.970(Ac.)
Runoff from this stream 16.157(CFS)
Time" of concentration =
Rainfall intensity =
Summary of stream data:
6.84 min.
6.027(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 17.917 8.96 5.065
2 16.157 6.84 6.027
Qmax(l)
1.000 * 1.000 * 17.917} +
0.840 * 1.000 * 16.157) + 31.496
Qmax(2}
1.000 * 0.764 * 17.917) +
1.000 * 1.000 * 16.157} + 29.840
Total of 2 streams to confluence:
Flow rates before confluence point:
17.917 16.157
Maximum flow rates at confluence using above data:
31.496 29.840
Area of streams before confluence:
3.830 2.970
Results of confluence:
Total flow rate = 31.496(CFS)
Time of concentration 8.958 min.
Effective stream area after confluence 6.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 345.000 to Point/Station 365.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
upstream point/station elevation = 394.030(Ft.)
Downstream point/station elevation 392.760(Ft.)
pipe length 190.44(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 31.496(CFS)
Nearest computed pipe diameter 30.00(In.)
Calculated individual pipe flow 31.496(CFS)
Normal flow depth in pipe = 23.11(In.)
Flow top width inside pipe = 2S.24(In.)
Critical Depth = 22.9S(In.)
pipe flow velocity = 7.76(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 9.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 345.000 to Point/Station 365.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.800(Ac.)
Runoff from this stream 31.496(CFS)
Time of concentration
Rainfall intensity =
9.37 min.
4.921(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 370.000 to Point/Station
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
(INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A 0.000
B 0.000
C 0.000
D 1.000
Initial subarea total flow distance 60.000(Ft.)
Highest elevation = 424.000(Ft.)
Lowest elevation = 422.170(Ft.)
Elevation difference 1.830(Ft.) Slope = 3.050 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
371.000
for the top area slope value of 3.05 %, in a development type of
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration 2.55 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8700)*( 80.000A.5 )/( 3.050A(l/3)]= 2.55
Calculated TC of 2.553 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 = 0.870
Subarea runoff = 1.245(CFS)
Total initial stream area = 0.194(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 371.000 to Point/Station 372.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 420.000(Ft.)
Downstream point/station elevation 406.700(Ft.)
Pipe length 93.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.245(CFS)
Nearest computed pipe diameter 6.00(In.)
Calculated individual pipe flow 1.245(CFS)
Normal flow depth in pipe = 3.30(In.)
Flow top width inside pipe = 5.97(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.24(Ft/s)
Travel time through pipe 0.14 min.
Time of concentration (TC) = 2.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 372.000 to Point/Station 375.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =
Downstream point elevation
Channel length thru subarea
Channel base width
406.700(Ft.)
405.060(Ft.)
38.500(Ft.)
10.000(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
Manning's 'N' = 0.015
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 1.919(CFS)
Depth of flow = 0.060(Ft.), Average velocity
Channel flow top width = 11.199(Ft.)
Flow Velocity = 3.02(Ft/s)
Travel time 0.21 min.
Time of concentration = 2.90 min.
Critical depth = 0.102(Ft.)
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
(INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
0.000
0.000
0.000
1.000
1.919(CFS)
3.019(Ft/s)
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.351
Subarea runoff = 1.348(CFS) for 0.210(Ac.)
Total runoff = 2.593(CFS) Total area
Depth of flow = 0.072(Ft.), Average velocity =
Critical depth = 0.123(Ft.)
0.404(Ac.)
3.377(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 375.000 to Point/Station 380.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 402.000(Ft.)
Downstream point/station elevation 394.970(Ft.)
Pipe length 146.23(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 2.593(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 2.593(CFS)
Normal flow depth in pipe = 5.63(In.)
Flow top width inside pipe = 8.71(In.)
Critical Depth = 8.39(In.)
Pipe flow velocity = 8.92(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 3.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 380.000 to Point/Station 380.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
(INDUSTRIAL area type
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(General Industrial
Impervious value, Ai 0.950
Sub-Area C Value = 0.870
Time of concentration = 3.18 min.
Rainfall intensity = 7.377{In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.639
Subarea runoff 2.118{CFS) for 0.330(Ac.)
Total runoff = 4.711(CFS) Total area = 0.734('Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 380.000 to Point/Station 365.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 394.970{Ft.)
Downstream point/station elevation 392.420{Ft.)
Pipe length SO.8S(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 4.711{CFS)
Nearest computed pipe diameter 12.00{In.)
Calculated individual pipe flow 4.711{CFS)
Normal flow depth in pipe = 6.63(In.)
Flow top width inside pipe = 11.93{In.)
Critical Depth = 10.81(In.)
Pipe flow velocity = 10.S8(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 3.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 385.000 to Point/Station 365.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[INDUSTRIAL area type
(General Industrial
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
A
B
C
D
0.000
0.000
0.000
1.000
Time of concentration = 3.26 min.
Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.908
Subarea runoff 1.990(CFS) for 0.310{Ac.)
Total runoff = 6.701(CFS) Total area = 1.044(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 385.000 to Point/Station 365.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.044(Ac.)
Runoff from this stream 6.701(CFS)
Time of concentration = 3-.26 min.
Rainfall intensity =
Summary of stream data:
7.377 (In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 31.496 9.37 4.921
2 6.701 3.26 7.377
Qmax(l)
1.000 * 1.000 * 31.496) +
0.667 * 1.000 * 6.701) + 35.965
Qmax(2)
1.000 * 0.348 * 31.496) +
1.000 * 1.000 * 6.701) + 17.652
Total of 2 streams to confluence:
Flow rates before confluence point:
31.496 6.701
Maximum flow rates at confluence using above data:
35.965 17.652
Area of streams before confluence:
6.800 1.044
Results of confluence:
Total flow rate = 35.965(CFS)
Time of concentration 9.367 min.
Effective stream area after confluence 7.844 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 365.000 to Point/Station 390.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 403.800(Ft.)
Downstream point/station elevation 403.300(Ft.)
pipe length 113.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 35.965(CFS)
Nearest computed pipe diameter 36.00(In.)
Calculated individual pipe flow 35.965(CFS)
Normal flow depth in pipe = 24.61(In.)
Flow top width inside pipe = 33.49(In.)
Critical Depth = 23.40(In.)
Pipe flow velocity = 6.99(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 9.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 395.000 to Point/Station 390.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[INDUSTRIAL area type
(General Industrial
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Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
The area added to the existing stream causes a
a lower flow rate of Q = 34.234(CFS)
therefore the upstream flow rate of Q = 35.965(CFS) is being used
Time of concentration = 9.64 min.
Rainfall intensity = 4.832 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 7.085
Subarea runoff = O.OOO(CFS) for 0.300(Ac.)
Total runoff = 35.965(CFS) Total area =
End of computations, total study area =
8.144(Ac.)
8.144 (Ac.)
I
I APPENDIX 2
I Hydraulic Calculations
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-------------------
JOB 3219.20 "MAJOR BUILDING B"
INLET CALCULATIONS
Grate Inlets in SaQ
Proposed
Condition
100 Year
Discharge
Node (cfs)
'-~~? 1.4
Cw=
CL=
Actual
Grate
Perimeter
9.2
Brooke Box Grate Inlets in Sag
Proposed
Condition
100 Year
Discharge
Node (cfs)
375 1.3
Cw=
CL=
Actual
Grate
Perimeter
6.96
3
0.5
Effective
grate
perimeter
length
4.6
3
0.5
Effective
grate
perimeter
length
3.48
d (depth of
ponding) Qweir
0.22 1.4
Weir Flow
Analysis Area of
Head (ft) grate, A
0.2 1.61
P:\3219.20\ENGR\REPORTS\DRAIN\HYDRA\lnletcalcs_BlgB.xl~
Co=
CA=
Area of
grate, A
Co=
CA=
4.7
Effective
Grate
Area, Ae
0.805
0.67
0.5
Effective
Grate Area,
Ae
2.35
0.67
0.5
Orifice Flow
Analysis
Head (ft)
0.09
Qcapacity=
Min(Qweir,
Qorifice Qorifice) Comment
5.9 1.4 Ty~j):15 9I"9te ~~-
Max Head
(ft) Comment
0.2 241X24"
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EXHIBIT A
Drainage Map -Proposed Conditions
RECEIVED
MAR 09 2010
ENGINEERING
DEPARTMENT
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330
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EXISl1NG BLDG
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+
Ci..19 AV
CURB INLET/PR.
GRATE INLET
BLDG FOOTPRINT
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n Ik ' ....
----
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v-7---r-rl4l1": 0 :
~ "<.
O(PR) = 17.9 CFS ~) -=-17 ;2.SFL -=--==-':=:i-F-= -j:==~~~
-==='-==-=+==-'F-:---: =-=+=--= +
'-DI?AIN'AGE AREA PER
ARCHITECT TO ROOF
COI..LECTION SYSTEM
AND RL TERRA BMP UNIT
"8"
.' .' . .
~(;Uff/j OI'fNTIVG IN
LA~'IJSC'APE AREA
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EXISTlNG BLDG
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... i I',
/---NJ-~-\ ' , '
DETENTION BASIN
(END OF 200) ------==~-----
--------
SCALE: 1"=20' PREPARED BY:
o
I
--
JOB f: 3219.20 PROJECT DESIGN CONSULTANTS
Planning I Landscape Architecture I Environmental I Engineering I Survey
CREA TED: 1/26/10
701 B Street, Suite 800
619.235.6471 Tel
San Diego, CA 92101
619.234.0349 Fax
, ,
LEGEND
DRAINAGE SUBAREA
FLOW DIRECTION
HYDROLOGY NODE
o
N
10 20
GRAPHICAL SCALE
SCALE: I" = 20'
60
PROPOSED 100-YR PEAK FLOW1?A TE AT LOCA TlON (CFS) O(PR)=XXX
BACKBONE 100-YR PEAK FLOW1?ATE AT LOCATION (CFS) O(BB)=XXX (PER 2007 REPORT)
. AREA FROM UPST1?EAM TO DOWNST1?EAM NODE
PROPOSED PA '(WENT AREA
CITY OF CARLSBAD
BRESS. COMMERCIAL MAdOR BLDG 'B'
DRAINAGE MAP
PROPOSED CONDmONS
EXHIBIT A