HomeMy WebLinkAboutSDP 09-04A; Westfield Carlsbad Phase 2; Site Development Plan (SDP) (4)DRAINAGE REPORT ''''
CITY OF CARLSBAD
PLANNING DIVISION
FOR
WESTFIELD CARLSBAD PHASE 2
SDP 09-04 (A), Drawing XXX-XX
August 25, 2014
Wayne W. Chang, MS, PE 46548
Chang
Civil Engineering Hydrology - Hydraulics »Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760
FOR REVIEW ONLY
TABLE OF CONTENTS
Introduction 1
Hydrologic Analysis 3
Hydraulic Analyses 4
Conclusion 4
FlowMaster Results
APPENDICES
A. 100-Year Rational Method Analyses and Supporting Data
B. 100-Year WSGPW Analyses
MAP POCKET
Plan Sheets showing Proposed Storm Drains Serving Open Air Corridor and WSPGW Data
Proposed Condition Rational Method Work Map
FOR REVIEW ONLY
INTRODUCTION
The Westfield Carlsbad Phase 2 project proposes modifications to the Westfield Plaza Camino
Real shopping mall in Carlsbad, California (see Vicinity Map). Phase 1 has been approved and
includes renovation of the easterly portion of the mall. Under Phase 1, the existing anchor
building (formerly the Robinsons-May department store) at the east end of the mall will be
significantly rebuilt and occupied by new tenants. Portions of the surrounding parking lots will
be reconfigured. The perimeter areas of the parking lots will generally have new replacement
paving with some regrading while the central area of the parking lots will be retained and
blended into the perimeter improvements. The existing pavement at the mall entrances from the
public streets will remain, but will be repaired, as needed, and overlayed/resealed. New
landscape islands will be incorporated into the parking lot and porous concrete will be used in
some of the perimeter parking stalls.
NOT TO SCALE
VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY. ''8
CITY OF VISTA
CITY OF
SAN MARCOS
PACIFIC
OCEAN
Under Phase 2 covered by this report, the indoor mall between the easterly and westerly anchor
stores will be transformed to an open air shopping corridor. This will be accomplished by
removing a large portion of the central roof area between the anchor stores. Phase 2 will also
expand the existing roofs and buildings along some of the perimeter mall areas. Finally, Phase 2
will reconstruct some of the landscape islands and parking lot along the southerly parking area.
The landscape island and parking lot modifications are primarily being done to accommodate
proposed vegetated bio-swales along Marron Road, which are the project's treatment control
BMPs.
Under pre-project conditions, the site is mostly impervious and supports the existing indoor
shopping mall and surrounding parking lots. There are landscaping islands and landscaping areas
spread throughout the exterior areas and parking lots. There is no significant off-site run-on to
the project area. Storm runoff generally fiows away from the indoor mall and towards the outer
perimeter of the parking lots. Existing storm drain systems collect the on-site runoff and convey
it northerly to Buena Vista Creek, which is adjacent to the northerly edge of the mall. There are
several discharge points into the creek for the Phase 2 project area flows.
Under post-project conditions, the on-site runoff directions will generally be maintained with the
following three exceptions. First, direct precipitation into the proposed open air mall area will be
captured by new storm drain systems within this area. The generaly storm drain layout has been
established, but the details still need to be finalized. For now, the easterly portion of the open
mall area is proposed to be conveyed easterly within the open air mall, the central portion will
be conveyed north, and the westerly portion will be conveyed westerly within the mall. These
three storm drain systems will ultimately connect to existing drainage systems within the
northerly parking areas. The open air area will reduce the existing roof runoff although the
proposed condition percent impervious is assumed to be similar to existing conditions.
Second, some of the existing buildings and roof areas will be expanded along the mall perimeter.
The new roof areas will be designed to convey runoff to the surrounding parking lot. The
building/roof expansion areas will be within the footprint of areas that currently are mostly
impervious, so the expansion will not significantly alter the flow rates. In areas where the roofs
are changing, but the improvement results in less runoff than existing conditions (i.e., the
drainage areas is being reduced), hydrologic analyses have not been performed.
Third, the reconstructed landscape islands and parking areas will essentially maintain the same
flow pattems as existing conditions. This portion of the project will slightly increase the pervious
area to accommodate vegetated bioswales along Marron Road. Therefore, this parking lot work
will not adversely impact the storm runoff.
The Phase 2 project generally maintains the existing flow pattems, so the existing drainage
infrastructure will serve much of the project runoff. The only new drainage infrastructure will be
the storm drain systems needed to serve the open air corridor. Although the existing drainage
pattems will be altered within the corridor, the storm runoff will still be conveyed to Buena Vista
Creek at existing discharge locations.
This report contains drainage analyses for Hofman Planning & Engineering's Phase 2 final
engineering plans. The project's grading and drainage design were developed entirely by
Hofman Planning & Engineering. This report merely provides drainage analyses for their design.
The analyses in this report only cover the area within the proposed open air corridor and the
project areas tributary to the Phase 2 bioswales.
This report does not analyze the Phase 2 expansion areas that are within the Phase 1 study area or
that are not tributary to a proposed bioswale. These Phase 2 areas essentially maintain the same
fiow pattems and impervious areas as analyzed in the Phase 1 report or as currently exist, so
there is not a need to analyze these areas.
HYDROLOGIC ANALYSIS
A hydrologic analysis was performed to determine the 100-year flow rates under post-project
(proposed) conditions. As mentioned above, the project generally maintains the same drainage
pattems as pre-project conditions. In addition, the amount of pervious area is being slightly
increased due to the open air corridor and the bioswales. As a result, the existing condition runoff
will generally be the same as the post-project runoff. The County of San Diego's 2003
Hydrology Manual rational method procedure was used for the 100-year hydrologic analyses.
The rational method input parameters are summarized below and the supporting data is included
in Appendix A:
• Precipitation: The 100-year, 6- and 24-hour precipitation values are 2.7 and 5.0 inches,
respectively.
• Drainage areas: The drainage basins were delineated from the base topography and the
grading plans by Hofman Planning & Engineering. Drainage patterns on the existing roofs
were estimated from a review of aerial photographs. See the Rational Method Work Map in
the map pocket for the basin boundaries, rational method node numbers, and basin areas.
• Hydrologic soil groups: The hydrologic soil groups were determined from the Natural
Resources Conservation Service's (NRCS) Web Soil Survey. The soil groups in the study
area include type A, C, and D.
• Runoff coefficients: The site is currently fully developed and will remain fully developed.
Land uses throughout the study area were mostly based on the commercial/industrial
(general industrial) category to refiect a 95 percent imperious cover condition. For this land
use category, the runoff coefficient is 0.87 for both type A, C, and D soil. Therefore, the soil
type was entered as "C" in the subbasins for simplicity. The drainage area between rational
method nodes 40 and 41 contains mostly pervious area due to a proposed bioswale.
Therefore, the land use in this area was based on the low-density category to reflect a 20
percent impervious cover.
• Flow lengths and elevations: The flow lengths and elevations were obtained from the base
topography and engineering plans.
Rational
Method Node
Number
Proposed
Condition Area,
ac
Proposed Condition
lOO-Year Flow Rate,
cfs
3 0.93 4.9
12 0.44 2.3
17 0.90 4.8
22 1.73 7.6
28 3.41 9.0
31 0.80 5.0
36 0.39 2.1
41 0.10 0.1
Table 1. Summary of lOO-Year Rational Method Results
The proposed condition rational method results are included in Appendix A and summarized in
Table 1. The results are given for the eight major drainage basins in the study area. Each of the
major basins is tributary to separate catch basins or storm drains.
HYDRAULIC ANALYSES
The majority of the major drainage basins analyzed in this report will flow towards existing
catch basins along the southerly end of the parking lot. The runoff to the catch basins will
generally be maintained or marginally reduced. Therefore, the existing catch basins will remain
as is.
The 100-year runoff and drainage facilities in the open air mall area will include three separate
underground storm drain systems that capture and convey runoff to existing underground
systems in the parking lot at the north. Initial results indicate that the proposed condition lOO-
year runoff from this area be greater than the capacity of the existing storm drain systems
immediately adjacent to the northerly side of the retail stores. Therefore, the proposed systems
must tie-into the existing systems further north in the parking lot. The downstream hydraulic
grade line is lower further to the north, which benefits the system capacity. The plan sheets in the
map pocket show the proposed storm drain systems (west, central, and east) connecting the open
air corridor to the existing storm drain system. The proposed systems were analyzed using
WSPGW analyses in Appendix B (see the plan sheets in the map pocket for WSPGW
stationing). The downstream end of the analyses were based on a HGL at the ground surface to
represent worst case conditions. Once the HGL reaches the ground, it will not rise much above
the ground level because the flow will spread over the ground surface. The results show that the
proposed storm drains can convey the lOO-year runoff with the HGL below the ground surface.
The west, central, and east systems will only serve the open space corridor. The WSPGW
analyses will be refined once the precise grading design of the open space corridor is completed,
but the analyses in Appendix B show that it is possible to convey the corridor runoff to the
existing storm drain system wihout inundating the open space corridor.
The project flow along the southerly parking lot and Marron Road will occur over proposed bio
swales. The proposed swales will have a 1 percent longitudinal slope, 6-foot bottom width, 8-
inch depth, and 3:1 side slopes. A normal depth analysis was performed to assess these swales.
The maximum flow rate from Table 1 is 9 cfs. A FlowMaster analysis is included after this text
and shows that the normal depth under 9 cfs is 0.46 feet (5.5 inches). Therefore, this swale is
sufficient.
CONCLUSION
Hydrologic and hydraulic analyses have been performed in this report for the Westfield Carlsbad
Phase 2 project by Hofman Planning & Engineering. The analyses were based on their grading
and improvement design. This project will not cause an appreciable change to the existing
condition flow rates. Hofman Planning & Engineering shall use these results to finalize the
drainage facility sizing. Additional analyses will be required in the future once the drainage
system in the proposed open air corridor is finalized.
Worksheet for Bioswale
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Lefl Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 6.00 ft
Discharge 9.00 ms
Results
Normal Depth 0.46 ft
Fiow Area 3.44 ft=
Wetted Perimeter 8.94 ft
Hydraulic Radius 0.38 ft
Top Width 8.79 ft
Critical Depth 0.39 ft
Critical Slope 0.01933 ft/ft
Velocity 2.62 ft/s
Velocity Head 0.11 ft
Specific Energy 0.57 ft
Froude Number 0,74
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.46 ft
Critical Depth 0.39 ft
Channel Slope 0.01000 ft/ft
5/1/2014 9:15:11 PM
Bentley Systems, Inc. Haestad Methods ScAiMts^XWaiMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
APPENDIX A
100-YEAR RATIONAL METHOD ANALYSES
AND SUPPORTING DATA
3 4
Hours
Directions for Application:
(1) From precipitation maps detennine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10,50, and 100 yr maps induded
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
b&ng analyzed.
Application Forni:
(a) Selected frequency 100 year
(b) Pg = 2.7 in., P24 = 5.0 ,|6 = 54 %m
I (c) Adjusted Pg'^' = 2.7
24
in.
(d) t^ =
(e) l =
mm.
in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6
Duratiwi
S
7
10
is
20
25
30
40
5b
60
90
13 > 2
I ' I
2.5
I
3.5 I
120
180
240
300
360
2.63 i3.95J5.27
2,12B.i8i4.24'
1.68^2.531^3.37'
i.361i;95l2';59'
6.69 i 7.90
5.30 6.36:
4.21 ^5.05'
3:2413:89'
1.08 11.6212.15
0.93 ! 1.40^^1.87
0.83 il.24[l.6S;
0.69 'l Oaf l 38"
0.60 ( 0.90i 1.19'
6.53 'o.ebTi.06*
0.41 10.61
0.51
0.44
0.39
0.33
0.34
0.26
0.22
0.19 10.28
0.17 ia2S
082
0.68
0,59
0.52
043
0.38
0.33
2.69; 3.23
2.33 ^80
2.07 "2.49
1.7212 07
1.49'1.79
^:33ri;59
1.02} 1.23
0.8511.02
0,73 i 0 88
0.65*6.78
O54TO65
O47]0.56
042 0:sd
9.22
7.42 490
<-54
3.77
43
I
5.5
I 1054
8.48
6.74
5:19"
4.31
11.86
9.54
7.58 *
5.64 •
4.85 '
3.27 3.73
2 90: 3.32
2.41' 2 76
2.091 2.39
1.86] 2.12
1.43! 1.63
1.19i 1.36
1.03' 1.18
6.9i7 1.64
6.761 6.87
6M' 075
0.58*6.67
4.20
3.73 j
3.10
2.69 •
2 . 39 *
1.84 I
1.32 '
118 i
6.98 7
085 i
0.75 t
13.17114.49 i
loeoiiilee;
8,42 ] 9.27 :
6:4917:131
5.39X5.93;;;^
4.67 5:13
4.15 1 4.56 3.45 ••
2.98
2.65
2.04
1.70
1.47
1.31
1.08
6.94
0.84~
3.79
3.28
2.92
2.25
1.87
1.62
1.44
1.19
1<B 0.92
15.81
12.72
10.11
JJ3
6.46
5.60
4.98
4.13
3.58
3.18
2.45
2.04
1.76
1.57
1.30
1.13
1.60
FIGURE
Intensity-Duration Design Ctiart - Template
County of San Diego
Hydrology Manual
San Diego County Hydrology Manual
Date: June 2003
Section:
Page: 6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements Coimty Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 1 0.38 0.42 0.46
Low Density Residential (LDR) Residential 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Medium Density' Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52
Mediimi Density Residential (IvlDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Deasity Residential (HDR) Residential, 43.0 DUA or less 80 0.76 0.77 0.78 0.79
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/Industrial (O.P. Com) Office Professional/Comrnercial 90 0.83 0.84 0.84 0.85
Commercialylndustrial (Limited L) Limited Industrial 90 0.83 0.84 0.84 0.85
CommerciaLlndustrial (General L) General Industrial 95 0.87 0.87 0.87 0.87 1
*The values associated with 0% impervioas may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain imdisturbed in perpetuity. Justification must be given that 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 Conser^•ation Service
3-6
Soil Map—San Diego County Area. Califomia s
469700
468400 468500 468600 468700 468800 468900 469000 469100 469200
5
b g Map Scale: 1:6,040 if printed on A landscape (11" x 8.5") sheet
7 ^—^— —iMptpr;
c N 0 50 100 200 300 A ^Feet
0 250 500 1000 1500
Map pcpjedjon: Web Mercator Comer coonJinates: WGS84 Edge tics: UTM Zbne UN WGS84
469300 469400 469700
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/1/2014
Page 1 of 3
Soil Map—San Diego County Area, California
MAP LEGEND
Area of Interest (AOI)
•
Soils
•
Area of Interest (AOI)
Soil Map Unit Polygons
Soil Map Unit Lines
• Soil Map Unit Points
Special Point Features
Blowout
IS Borrow Pit
ISi Clay Spot
0 Closed Depression
Gravel Pit
,•.
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
= • Severely Eroded Spot
Sinkhole
Slide or Slip
0 Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
...-^ Streams and Canals
Transportation
HH-» Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys thiat comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL; htlp://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: San Diego County Area. California
Survey Area Data: Version 7. Nov 15, 2013
Soil map units are labeled (as space allows) for map scales 1:50.000
or larger.
Date(s) aerial images were photographed:
2010
May3, 2010—Jun19,
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/1/2014
Page 2 of 3
Soil Map—San Diego County Area, California
Map Unit Legend
San Diego County Area, California (CA638)
Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI
CbE Carlsbad gravelly loamy sand,
15 to 30 percent slopes
12.7 8.5%
DaE2 Diablo clay, 15 to 30 percent
slopes, eroded
14.9 10.0%
LeE2 Las Flores loamy fine sand, 15
to 30 percent slopes, er oded
0.1 0.1%
LfC Las Flores-Urban land complex,
2 to 9 percent slopes
3.9 2.6%
LvF3 Loamy alluvial land-Huerhuero
complex, 9 to 50 percent
slopes, severely eroded
2.3 1.6%
MIC Marina loamy coarse sand, 2 to
9 percent slopes
7.4 4.9%
MIE Marina loamy coarse sand, 9 to
30 percent slopes
11.0 7.4%
SbC Salinas clay loam, 2 to 9 percent
slopes
43.8 29.3%
Tf Tidal flats 53.4 35.8%
Totals for Area of Interest 149.5 100.0%
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Sun/ey
5/1/2014
Page 3 of 3
100
UJ LU IL
Z
UJ o z
a
LU w tn
o o DC UJ
I
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s) =1.3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T) = 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
1.8(1.1-C) VD"
FIGURE
Rational Formula - Overland Time of Flow Nomograph
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12 of 26
Note that the Initial Time of Concentration should be reflective ofthe general land-use at the
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
Element* DU/
Acre
.5% 1% 2% 3% 5% 10% Element* DU/
Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.R/Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description
3-12
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7,
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 06/27/14
Westfield Carlsbad Phase 2
Proposed Conditions
100-Year Storm Event
********* Hydrology Study Control Information **********
Program License Serial Number 4028
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 5.000
P6/P24 = 54.0%
San Diego hydrology manual 'C values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance
Highest elevation = 28.800(Ft.)
Lowest elevation = 27.000(Ft.)
Elevation difference = 1.800(Ft.) Slope = 1.
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Industrial
]
= 180.000(Ft.
,000
1
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.21 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope^(l/3)]
TC = [1.8*(l.l-0.8700)*( 60.000^.5)/( 1. OOO''(1/3) ] = 3.21
The initial area total distance of 180.00 (Ft.) entered leaves a
remaining distance of 120.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.83 minutes
for a distance of 120.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 1.20(Ft.) from the end of the top area
Tt = [11. 9*length (Mi)'•3) / (elevation change (Ft.))]. 385 *60(min/hr)
= 1.835 Minutes
Tt=[ (11.9*0.0227^3)/( 1.20)]".385= 1.83
Total initial area Ti = 3.21 minutes from Figure 3-3 formula plus
1.83 minutes from the Figure 3-4 formula = 5.04 minutes
Rainfall intensity (I) = 7.076(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 1.293(CFS)
Total initial stream area = 0.210(Ac.)
Process from Point/Station 2.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
3.000
Upstream point/station elevation =
Downstream point/station elevation =
Pipe length = 294.00(Ft.) Slope =
No. of pipes = 1 Required pipe flow
Nearest computed pipe diameter =
Calculated individual pipe flow =
Normal flow depth in pipe = 6.52(In.)
Flow top width inside pipe = 8.05(In.)
Critical Depth = 6.28(In.)
Pipe flow velocity = 3.77(Ft/s)
Travel time through pipe = 1.30 min.
Time of concentration (TC) = 6.34 min.
24.760(Ft.)
22.410(Ft.)
0.0080 Manning's N = 0.013
1.293(CFS)
9.00(In.)
1.293(CFS)
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
2.000 to Point/Station 3.000
104(In/Hr)
0.000
0.000
1.000
0.000
Rainfall intensity (I) =
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
Time of concentration = 6.34 min.
for a 100.0 year storm
Rainfall intensity = 6.104(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.809
Subarea runoff = 3.646(CFS) for 0.720(Ac.)
Total runoff = 4.938(CFS) Total area = 0.930(Ac.)
Process from Point/Station 10.000 to Point/Station
**** INITIAL AREA EVALUATION ****
11.000
]
= 138.000(Ft.)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance
Highest elevation = 27.400(Ft.)
Lowest elevation = 26.000(Ft.)
Elevation difference = 1.400(Ft.) Slope = 1.014 %
Top of Initial Area Slope adjusted by User to 1.064 %
Bottom of Initial Area Slope adjusted by User to 1.064 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.06 %, in a development type of
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.14 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.8700)*( 60.000".5)/( 1.064^(1/3)]=
The initial area total distance of 138.00 (Ft,
remaining distance of 78.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.29 minutes
for a distance of 78.00 (Ft.) and a slope of 1.06 %
with an elevation difference of 0.83(Ft.) from the end of the top area
Tt = [11. 9*length (Mi)'"3) / (elevation change (Ft.))]. 385 *60 (min/hr)
1.286 Minutes
Tt=[ (11. 9*0.0148^-3) / ( 0.83) ]'-.385= 1.29
Total initial area Ti = 3.14 minutes from Figure 3-3 formula plus
1.29 minutes from the Figure 3-4 formula = 4.43 minutes
Calculated TC of 4.427 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.805(CFS)
Total initial stream area = 0.130(Ac.)
3.14
entered leaves a
Process from Point/Station 11.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
12.000
Upstream point/station elevation =
Downstream point/station elevation =
Pipe length = 420.00(Ft.) Slope =
No. of pipes = 1 Required pipe flow
Nearest computed pipe diameter =
Calculated individual pipe flow =
Normal flow depth in pipe = 4.64(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 4.91(In.)
Pipe flow velocity = 3.50(Ft/s)
Travel time through pipe = 2.00 min.
Time of concentration (TC) = 6.43 min
23.440(Ft.)
19.860(Ft.)
0.0085 Manning's N = 0.013
0.805(CFS)
9.00(In.)
0.805(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.051(In/Hr) for a
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
100.0 year storm
(General Industrial
Impervious value, Ai = 0,
Sub-Area C Value = 0.870
Time of concentration =
Rainfall intensity =
)
950
6.43 min.
6.051(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 0.383
Subarea runoff = 1.512(CFS) for 0.310(Ac.)
Total runoff = 2.316(CFS) Total area = 0.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 16.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance
Highest elevation = 27.900(Ft.)
89.000(Ft.)
Lowest elevation = 27.000(Ft.)
Elevation difference = 0.900(Ft.) Slope = 1.011 %
Top of Initial Area Slope adjusted by User to 1.000 %
Bottom of Initial Area Slope adjusted by User to 1.000
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration =
TC = [1. 8* (1.1-C) *distance (Ft. )5) / (%
TC = [1.8* (1.1-0.8700) * ( 60.000'^.5) / (
in a development type of
3.21 minutes
slope'' (1/3) ]
1.000" (1/3)] = 3.21
The initial area total distance of 89.00 (Ft.) entered leaves a
remaining distance of 29.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.61 minutes
for a distance of 29.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 0.29(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
= 0.615 Minutes
Tt=[(11.9*0.0055^3)/( 0.29)]".385= 0.61
Total initial area Ti = 3.21 minutes from Figure 3-3 formula plus
0.61 minutes from the Figure 3-4 formula = 3.82 minutes
Calculated TC of 3.821 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 0.743(CFS)
Total initial stream area = 0.120(Ac.)
Process from Point/Station 16.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
17.000
Upstream point/station elevation =
Downstream point/station elevation =
Pipe length = 503.00(Ft.) Slope =
No. of pipes = 1 Required pipe flow
Nearest computed pipe diameter =
Calculated individual pipe flow =
Normal flow depth in pipe = 4.51(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 4.71(In.)
Pipe flow velocity = 3.36(Ft/s)
Travel time through pipe = 2.50 min.
Time of concentration (TC) = 6.32 min.
24.920(Ft.)
20.890(Ft.)
0.0080 Manning's N
0.743(CFS)
9.00(In.)
0.743(CFS)
0.013
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
16.000 to Point/Station 17.000
100.0 year storm Rainfall intensity (I) = 6.116(In/Hr) for a
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Time of concentration = 6.32 min.
Rainfall intensity = 6.116(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
{Q=KCIA) is C = 0.870 CA = 0.783
Subarea runoff = 4.046(CFS) for 0.780(Ac.)
Total runoff = 4.789(CFS) Total area = 0.900(Ac.)
Process from Point/Station
**** INITIAL AREA EVALUATION
20.000 to Point/Station 21.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance
Highest elevation = 60.000(Ft.)
Lowest elevation = 58.000(Ft.)
Elevation difference = 2.000(Ft.)
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration =
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(%
TC = [1.8*(1.1-0.8700)* ( 60.000".5)/(
= 200.000(Ft.)
Slope = 1.000
3.21 minutes
slope"(1/3)]
1.000"(1/3)]= 3.21
The initial area total distance of 200.00 (Ft.) entered leaves a
remaining distance of 140.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.07 minutes
for a distance of 140.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 1.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
2.066 Minutes
Tt=[(11.9*0.0265"3)/( 1.40)]".385= 2.07
Total initial area Ti = 3.21 minutes from Figure 3-3 formula plus
2.07 minutes from the Figure 3-4 formula = 5.27 minutes
Rainfall intensity (I) = 6.874(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 1.615(CFS)
Total initial stream area = 0.270(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 22.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 43.500(Ft.)
Downstream point elevation = 39.600(Ft.)
Channel length thru subarea = 378.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Estimated mean flow rate at midpoint of channel = 4.622(CFS)
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 4.622(CFS)
Depth of flow = 0.219(Ft.), Average velocity = 1.921(Ft/s)
Channel flow top width = 21.935(Ft.)
Flow Velocity = 1.92(Ft/s)
Travel time = 3.28 min.
Time of concentration = 8.55 min.
Critical depth = 0.221(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 5.032(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Rainfall intensity = 5.032(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 1.505
Subarea runoff = 5.959(CFS) for 1.460(Ac.)
Total runoff = 7.574(CFS) Total area = 1.730(Ac.)
Depth of flow = 0.264(Ft.), Average velocity = 2.174(Ft/s)
Critical depth = 0.270(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 25.000 to Point/Station 26.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 76.000(Ft.)
Highest elevation = 60.000(Ft.)
Lowest elevation = 59.200(Ft.)
Elevation difference = 0.800(Ft.) Slope = 1.053 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.05 %, in a development type of
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.15 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.8700)*( 60.000".5)/( 1.053"(1/3)]= 3.15
The initial area total distance of 76.00 (Ft.) entered leaves a
remaining distance of 16.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.38 minutes
for a distance of 16.00 (Ft.) and a slope of 1.05 %
with an elevation difference of 0.17(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
0.381 Minutes
Tt=[(11.9*0.0030"3)/( 0.17)]".385= 0.38
Total initial area Ti = 3.15 minutes from Figure 3-3 formula plus
0.38 minutes from the Figure 3-4 formula = 3.53 minutes
Calculated TC of 3.533 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 1.052(CFS)
Total initial stream area = 0.170(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26.000 to Point/Station 27.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 43.300(Ft.)
Downstream point elevation = 39.800(Ft.)
Channel length thru subarea = 603.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Manning's 'N' = 0.018
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.052(CFS)
Depth of flow = 0.140(Ft.), Average velocity = 1.069(Ft/s)
Channel flow top width = 14.027(Ft.)
Flow Velocity = 1.07(Ft/s)
Travel time = 9.40 min.
Time of concentration = 12.93 min.
Critical depth = 0.122(Ft.)
Process from Point/Station 27.000 to Point/Station
**** IMPROVED CHANNEL TRAVEL TIME ****
28.000
5.058(CFS)
1.000(Ft.)
.058(CFS)
Average velocity =
.44 6(Ft.)
1.717(Ft/s)
Upstream point elevation = 39.800(Ft.)
Downstream point elevation = 36.800(Ft.)
Channel length thru subarea = 600.000(Ft.)
Channel base width = 6.000(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' = 0.030
Maximum depth of channel =
Flow(q) thru subarea = 5,
Depth of flow = 0.408(Ft.),
Channel flow top width = 8,
Flow Velocity = 1.72(Ft/s)
Travel time = 5.82 min.
Time of concentration = 18.75 min.
Critical depth = 0.268(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 3.032(In/Hr) for a
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1,
Decimal fraction soil group D = 0,
[INDUSTRIAL area type
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Rainfall intensity = 3.032(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.870 CA = 2.967
Subarea runoff = 7.944(CFS) for 3.240(Ac.)
Total runoff = 8.997(CFS) Total area =
Depth of flow = 0.565(Ft.), Average velocity
Critical depth = 0.383(Ft.)
100.0 year storm
000
000
]
3.410(Ac.)
2.069(Ft/s)
Process from Point/Station 30.000 to Point/Station
**** INITIAL AREA EVALUATION ****
31.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 282.000(Ft.)
Highest elevation = 42.900(Ft.)
Lowest elevation = 31.400(Ft.)
Elevation difference = 11.500(Ft.) Slope = 4.078 %
Top of Initial Area Slope adjusted by User to 4.043 %
Bottom of Initial Area Slope adjusted by User to 4.043 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.04 %, in a development type of
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.47 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.8700)* ( 90.000".5)/( 4.043"(1/3)]= 2.47
The initial area total distance of 282.00 (Ft.) entered leaves a
remaining distance of 192.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.54 minutes
for a distance of 192.00 (Ft.) and a slope of 4.04 %
with an elevation difference of 7.76(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
= 1.539 Minutes
Tt=[ (11.9*0.0364"3)/( 7.76)]".385= 1.54
Total initial area Ti = 2.47 minutes from Figure 3-3 formula plus
1.54 minutes from the Figure 3-4 formula = 4.00 minutes
Calculated TC of 4.004 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 4.951(CFS)
Total initial stream area = 0.800(Ac.)
Process from Point/Station 35.000 to Point/Station 36.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
(General Industrial )
Impervious value, Ai = 0.950
Sub-Area C Value = 0.870
Initial subarea total flow distance = 539.000(Ft.)
Highest elevation = 41.400(Ft.)
Lowest elevation = 28.300(Ft.)
Elevation difference = 13.100(Ft.) Slope = 2.430 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
10
for the top area slope value of 2.43 %, in a development type of
General Industrial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.58 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.8700)* ( 70.000".5)/( 2.430"{1/3)]= 2.58
The initial area total distance of 539.00 (Ft.) entered leaves a
remaining distance of 469.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 3.72 minutes
for a distance of 469.00 (Ft.) and a slope of 2.43 %
with an elevation difference of 11.40(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
3.723 Minutes
Tt=[(11.9*0.08B8"3)/( 11.40)]".385= 3.72
Total initial area Ti = 2.58 minutes from Figure 3-3 formula plus
3.72 minutes from the Figure 3-4 formula = 6.30 minutes
Rainfall intensity (I) = 6.129(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.870
Subarea runoff = 2.079(CFS)
Total initial stream area = 0.390(Ac.)
Process from Point/Station 40.000 to Point/Station 41.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL ]
(2.0 DU/A or Less )
Impervious value, Ai = 0.200
Sub-Area C Value = 0.340
Initial subarea total flow distance = 339.000(Ft.)
Highest elevation = 28.400(Ft.)
Lowest elevation = 22.500(Ft.)
Elevation difference = 5.900(Ft.) Slope = 1.740 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 1.74 %, in a development type of
2.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 10.49 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.3400)*( 85.000".5)/( 1.740"(1/3)]= 10.49
The initial area total distance of 339.00 (Ft.) entered leaves a
remaining distance of 254.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.64 minutes
for a distance of 254.00 (Ft.) and a slope of 1.74 %
with an elevation difference of 4.42(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
11
2.641 Minutes
Tt=[(11.9*0.0481"3)/( 4.42)]".385= 2.64
Total initial area Ti = 10.49 minutes from Figure 3-3 formula plus
2.64 minutes from the Figure 3-4 formula = 13.13 minutes
Rainfall intensity (I) = 3.817(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.340
Subarea runoff = 0.130(CFS)
Total initial stream area = 0.100(Ac.)
End of computations, total study area = 8.700 (Ac.)
12
APPENDIX B
100-YEAR WSPGW ANALYSES
FILE: westr.WSW PAGE 1
25-2014 Time: 1:30:55
WSPGW- CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING Date:
Plaza Camino Real
Proposed Condition West Storm Drain - realign pipe
lOO-Year Flow
********************************************************************************** ********
Station
L/Elem *********
1096.690
468.920
1565.610
4 .000
1569.610
224 . 930
1794.540
81.790
1876.330
Invert
Elev
Ch Slope *********
12.100
.0165
19.860
.0025
19.870
.0079
21.657
.0080
22.310
Depth
(FT)
10.600
4 .794
4 .831
4.010
3. 698
Water
Elev
*********
22.700
24.654
24.701
25.667
26.008
Q
(CFS)
*********
2 .30
2.30
2 . 30
2 .30
2 .30
Vel Vel
(FPS) Head
SF Ave ******* I *******
2.93
•I-
2 . 93
2 . 93
-I-
2 . 93
•I-
2.93
.13
. 0042
.13
,0048
. 13
.0042
. 13
.0042
.13
•I-
Energy
Grd.El.
HF
*********
22.83
1.95
24.79
.02
24 .83
. 94
25.80
.34
26.14
Super
Elev
SE Dpth *******
.00
10. 60
.00
4.79
.00
4 . 83
.00
4 .01
.00
Critical
Depth
Froude N ********
.65
.00
. 65
.00
. 65
.00
. 65
.00
. 65
Flow Top
Width
Norm Dp ********
.00
.50
.00
1.00
.00
. 63
.00
. 63
.00
Height/
Dia.-FT
"N"
*******
1.000
.013
1.000
.014
1.000
.013
1.000
.013
1.000
Base Wt
or l.D.
X-Fall
*******
.000
.00
.000
.00
. 000
.00
.000
.00
.000
ZL
ZR
* * * * *
.00
.00
.00
.00
.00
.00
. 00
. 00
.00
No wth
Prs/Pip
Type Ch
*******
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
FILE: centralr.WSW PAGE 1
Date: 8-25-2014 Time:12:22:25
WSPGW- CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Plaza Camino Real
Proposed Condition Central Storm Drain - realign pipe
lOO-Year Flow
************************************************************************************************************************** ********
Station
Invert I Depth | Water
Elev I (FT) I Elev
Q
(CFS)
Vel
(FPS)
Vel
Head
-I- -I-
L/Elem ICh Slope I - I-•I-
Energy | Super |Critical|Flow Topi Height/
Grd.El.I Elev | Depth | Width |Dia.-FT
SF Ave I
-I-
HF ISE DpthIFroude NjNorm Dp I "N'
********* I ********* I ********[****** -k-k-k-k-k-k-k-k-k \ -k -k -k -k -k -k -k | | + | -k -k -k -k -k -k -k \ -k-k-k-k-k-k-k-k \ -k-kk-k-k-k-kk | -k -k -k -k -k -k -k
I
1000.000
356.010
-I-
I
1356.010
-I
4.000
1360.010
-1
225.070
I
1585.080
17.300
.0094
20 . 640
.0375
20 . 790
.0072
22 .410
6.700
- I-
I
4 .135
-I-
I
4 . 012
- I-
I
2 .882
24.000
-I-
24.775
-I-
24.802
4.90
I-
4.90
I
4.90
•I-
I
•I-
I
25.292 4.90
•I-I-•I-
2.77
2 .77
-I-
2 . 77
2.77
-I-
.12
-I-
. 0022
I
.12
-1
.0022
I
.12
-I
.0022
I
. 12
-I-
•I-
24 .12
.77
24.89
.01
24 . 92
.49
25.41
-I-
.00
6.70
.00
4. 13
.00
4 .01
.00
-I-
.85
.00
.85
.00
.85
.00
.85
•I-
.00
.73
.00
.50
.00
.79
.00
-I
1.500
.013
1.500
.013
1.500
.013
1.500
-I-
Base Wt|
or l.D.I ZL
X-FallI ZR
******* I *****
.000
.00
.000
.00
.000
.00
. 000
I-
|No wth
IPrs/Pip
•I
I Type Ch
I
I
.00
.00
.00
.00
. 00
. 00
. 00
*******
I-
1
PIPE
1
PIPE
1
PIPE
1
•I-I-
FILE: eastr.WSW WSPGW CIVILDESIGN Version 14.06 PAGE
-25-2014 Time: 1:35:42
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING Date:
Plaza Camino Real
Proposed Condition East Storm Drain - realign pipe
lOO-Year Flow
************************************************************************************************************************** ********
Station
L/Elem
*********
1000.000
259.060
1259.060
4.000
1263.060
26.449
1289.509
21.187
1310.697
11.123
1321.820
9.002
1330.822
7 . 503
1338.325
6. 646
1344.971
5.724
Invert
Elev
Ch Slope
*********
16.250
.0179
20.890
.0025
20.900
.0079
21.110
.0079
21.279
.0079
21.367
.0079
21.439
.0079
21.498
.0079
21.551
.0079
Depth
(FT)
********
5.750
1.651
1. 655
1.500
1.360
1.280
1.213
1.155
1.102
Water
Elev
*********
22.000
22.541
22.555
22.610
22 . 639
22.647
22.652
22.653
22.653
Q
(CFS)
*********
4 .i
4.80
4.80
4 .!
4.80
4 . i
4.80
Vel Vel
(FPS) Head
SF Ave ******* I *******
2.72
2.72
2.72
•I-
2.72
-I-
2 . 85
•I-
2 . 99
3.13
•I-
3.29
•I-
3.45
•I-
.11
. 0021
.11
.0021
.11
.0021
.11
.0019
.13
. 0019
.14
.0020
. 15
.0023
.17
.0025
.18
. 0028
Energy
Grd.El.
HF
*********
22.11
.54
22 . 66
.01
22 . 67
.05
22.72
.04
22.76
. 02
22.79
. 02
22 . 80
.02
22.82
.02
22 .84
.02
Super
Elev
SE Dpth *******
.00
5. 75
.00
1. 65
.00
1.66
.00
1.50
.00
1.36
.00
1.28
.00
1.21
.00
1.16
.00
1.10
Critical
Depth
Froude N
********
.84
.00
.84
.00
.84
. 00
.84
.00
.84
.36
.84
.43
.84
.54
.84
.59
Flow Top
Width
Norm Dp
********
.00
. 60
.00
1.13
.00
.76
.00
.76
.87
.76
1.06
.76
1.18
.76
1.26
.76
1.32
.76
Height/
Dia.-FT
"N"
*******
1.500
.013
1.500
.013
1.500
.013
1.500
.013
1. 500
.013
1.500
.013
1.500
.013
1.500
. 013
1.500
.013
Base Wt
or l.D.
X-Fall
*******
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
ZL
ZR
* * * * *
.00
.00
. 00
.00
. 00
. 00
. 00
. 00
.00
.00
.00
. 00
.00
. 00
.00
. 00
. 00
. 00
No wth
Prs/Pip
Type Ch
*******
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
FILE: eastr.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 2
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING Date: 8-25-2014 Time: 1:35:42
Plaza Camino Real
Proposed Condition East Storm Drain - realign pipe
lOO-Year Flow
************************************************************************************************************************** ********
Station
L/Elem *********
1350.695
4 . 912
1355.608
4 .432
1360.039
3.573
1363.612
HYDRAULIC
1363.612
93.284
1456.896
27.170
1484.067
6. 604
1490 . 670
1.350
1492.020
Invert
Elev
Ch Slope *********
21.597
.0079
21.636
.0079
21. 671
.0079
21.699
JUMP
21.699
.0079
22.441
.0079
22.657
.0079
22 .709
.0079
22.720
Depth
(FT)
•k-k-k-k-k-k-k-k
1.054
1.010
,968
. 929
.761
.761
.778
.809
.842
Water
Elev
*********
22.651
22.646
22.639
22.628
22.460
23.202
23.435
23.518
23.562
Q
(CFS)
•k-k-k-k-k-k-k-k-k
4.80
4.80
4 .80
4 .80
4.80
4.80
4.80
4 .80
4.80
Vel Vel
(FPS) Head
SF Ave ******* I *******
3. 62
3.79
3. 98
-I-
4 .18
5.33
-I-
5.33
-I-
5. 18
-I-
4 . 94
-I-
4 .70
-I-
.20
.0031
.22
.0035
.25
.0040
.27
.44
. 0079
.44
.0076
.42
. 0069
.38
. 0061
.34
Energy
Grd.El.
HF
*********
22 .85
. 02
22.87
. 02
22 .88
.01
22 . 90
22 . 90
.74
23. 64
.21
23.85
. 05
23.90
.01
23.91
Super
Elev
SE Dpth *******
.00
1.05
.00
1.01
.00
. 97
.00
.00
.76
.00
.76
.00
.78
.00
. 81
.00
Critical
Depth
Froude N ********
. 65
.84
.70
.84
.76
.84
.84
1.21
.84
1.21
.84
1.16
.84
1.08
.84
Flow Top
Width
Norm Dp ********
1.37
.76
1.41
.76
1.44
.76
1.46
1.50
.76
1. 50
.76
1.50
.76
1.50
.76
1.49
Height/
Dia.-FT
"N"
*******
1.500
.013
1.500
.013
1.500
.013
1.500
1.500
.013
1.500
.013
1.500
.013
1.500
.013
1.500
Base Wt
or l.D.
X-Fall
-k -k -k -k -k -k -k
.000
.00
.000
.00
.000
.00
. 000
.000
.00
.000
.00
.000
.00
.000
.00
.000
ZL
ZR * * * * *
.00
. 00
.00
.00
. 00
. 00
.00
.00
. 00
.00
.00
.00
.00
.00
.00
.00
No wth
Prs/Pip
Type Ch
*******
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0