HomeMy WebLinkAboutCT 16-05; QUARRY CREEK; DRAINAGE REPORT; 2016-10-26I
Drainage Report
I QUARRY CREEK PLANNING AREAS
R-4A (EAST) CT 15-09 DWG 497-IA &1B
I R-4B (WEST) CT 16-05 DWG 497-1C & 1D
P-3 (REc) SDP 15-20 DWG 484-51
City of Carlsbad, CA County of San Diego
PREPARED FOR:
PRESIDIO CORNERSTONE QC, LLC
1 4365 EXECUTIVE DRIVE, SUITE 600
SAN DIEGO, CA 92121
I PREPARED BY:
PLANNING ENGINEERING SURVEYING
I SB&O, INC.
3990 RUFFIN ROAD, SUITE 120
I SAN DIEGO, CA 92123
(858) 560-1141
SB&O JOB NO. 71630.60
REC' WED
OCT 272016
LAND DEVELOPMENT
ENGINEERING
L.
No. 47107 ii \\ Exp. 12-31-17 /1
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TABLE OF CONTENTS
Vicinity Map.......................................................................................................................2
Scope of Report...................................................................................................................3
Off-site Public Storm Drain System...................................................................................3
Quarry Creek Development................................................................................................3
Existing Conditions.............................................................................................................4
Post-Development Conditions............................................................................................4
Hydrology..................................................................................................................................5
6.1 Design Criteria .........................................................................................................................................5
6.2 Soils...........................................................................................................................................................5
6.3 Runoff Coefficient (C-Factors) .................................................................................................................. 5
6.4 Rainfall......................................................................................................................................................5
6.5 Results.......................................................................................................................................................5
Inlet Calculations................................................................................................................7
Conclusion..........................................................................................................................7
Drainage Basin Maps
Master(PDC)................................................................................................................Map Pockets
Proposed.......................................................................................................................Map Pockets
EXHIBITS
CivilD Analyses - Proposed R-4A & R-4B
Curb Inlet Calculations R4A & R-4B
CivilD Analyses (PDC Master Report)
WSPG - Water Surface Profiles - Site Mains
APPENDIX
San Diego County June 2003 Hydrology Manual References
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I D:\7 632 QC PA 4\Reports\llydrology\20 161026 R4A East Drainagedocx
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1. Scope of Report
A master report entitled, "Drainage Report Quarry Creek," dated March 23, 2015, was prepared
for the Quarry Creek development by Project Design Consultants, Inc. (PDC). The PDC master
I report summarizes the pre- and post-construction hydrology for the entire project, including bio-
retention!hydromodification and detention Basins BB-4 and BB-5. Sizing of treatment Best
Management Practices (BMPs), and analyses of hydromodification impacts are in the SWMP
I "Quarry Creek," prepared by Project Design Consultants, dated March 19, 2015.
The PDC master report includes the design and modeling of the Basins BB-4 and BB-5. The
I storage volumes of the combination basins were determined using hydromodification modeling
software (SDHM,) along with the Rational Method Hydrograph procedure for larger storm
events. These models are based upon the total area, impervious portion and rainfall totals.
I Planning Area R-4 is split between the 2 basins (BB-4 and BB-5), along with other portions of
the developed site (Recreational Area at PA-8, Marron Road, Adobe Springs Road, and adjacent
cut slopes) and the offsite areas located just east of the project entry.
I 2. Off-site Public Storm Dram System
An analysis of the off-site public storm drain system capacity was performed in report titled
I "Drainage Report Quarry Creek", prepared by PDC, dated March 23, 2015. The report
documents that the off-site storm drain system, located downstream of the R-4 points of
discharge, were designed for flows of equal drainage areas and equal development intensities.
The off-site report found that the existing storm drain system has adequate capacity for the post-
development runoff. Please refer to the PDC drainage report for all off-site storm drain analyses.
3. Quarry Creek Development
The Quarry Creek development is located in the City of Carlsbad (City), but is bordered to the
east by the City of Oceanside. The project is situated west of College Boulevard, east of
Interstate 5 and south of Haymar Drive. The property is divided north and south by the Buena
Vista Creek which runs east to west through the middle of the site. The first phase of Quarry
Creek construction divided the individual planning areas into large sheet graded pads, and with
the supporting public roads and utilities, along with the combination basins to provide Water
Quality Treatment, Hydromodification Control and Detention for the ultimate project.
Planning Area R-4 is located in the southwestern portion of the Quarry Creek, bounded by the
Buena Vista Creek to the north, Adobe Springs Road to the north and Marron Road to the south.
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I 4. Existing Conditions
In accordance with the Quarry Creek Mass Grading Plan, Planning Area R-4 is a large sheet
graded pad, approximately 18.29 acres in size, with a ridgeline splitting drainage northeast and
southwest. (See PDC Drainage Exhibit located in Map Pocket 1). The western portion of the
I pad is directed toward BB-5, along with a portion of Marron Road is conveyed by the storm
drain system named 'System 500' in the PDC drainage report. The eastern portion of R-4 is
directed towards BB-4, along with Planning Area 8 (Recreational Area) and portions of Marron
I Road, the adjacent slopes and some offsite area. The storm drain is identified as 'System 700' in
the PDC drainage report. See Exhibit "C" for detailed hydrologic calculations from the PDC
master report.
5. Post-Development Conditions
I Planning Area R-4 will include both a single family portion (R-4B West), and a multi-family
component (R-4A East), which is adjacent to the P-3 Recreational Area (approx. 1.1 acres). A
total of 150 multi-family units will be constructed, comprised of various attached product types
I (duplex and triplex buildings) and 56 detached single family units. R-4 is approximately 18.47
acres, with a net developable area of approximately 17.20 acres. This yields a net project density
of 12.0 dwelling units per acre, which corresponds to Medium Density Residential (MDR) per
I Table 3-1 "Runoff Coefficients for Urban Areas" of the San Diego County Hydrology Manual.
In addition to landscape areas, the P-3 includes a small parking lot, play areas, walkways, a
recreation building with pool and decking area. The site has a greater impervious portion (65%)
I than the master design report (50%). However, the overall impervious area tributary to each
basin will be less than the master SWMP, compared as follows;
Drainage Comparison SB&O PDC Difference
R-413 West (Basin BB-5)
Impervious Area (ac) 4.66 5.47 -0.81
%Tmpervious 63% 71% -8%
BB-5 Drainage Area (ac) 7.40 7.72 -0.32
R-4A East + P-3 (Basin 1313-4)
Impervious Area (ac) 14.85 15.09 -0.24
% Impervious 60% 61% -1%
BB-4 Drainage Area (ac) 24.93 24.59 +0.34
Total Impervious Area (ac) 19.51 20.56 -1.05
% Impervious 60.3% 63.6% -3%
Total Drainage Area (ac) 32.33 32.31 +0.02
Since the total and impervious areas to each of the basins is consistent with the original design,
I the treatment, HMP control, and storm discharge response from Basins BB-4 and BB-5 will
function as designed. No further analyses are necessary for the R-4 or P-3 (Recreation) sites.
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I 6. Hydrology
6.1 Design Criteria
I Drainage system will be designed in accordance with the City of Carlsbad's "Engineering
Standards", Chapter 5. The rational method as defined in the San Diego County June 2003
Hydrology Manual is used to calculate peak flow rates for the 100 year storm events. (See
I Appendix for Reference Materials, Charts & Tables).
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6.2 Soils
The assumption from the PDC report that all soils are Hydrologic Soils Group "D" was held in
the estimates for this report.
6.3 Runoff Coefficient (C-Factors)
With a proposed density of 12 DU/AC and approximately 60% imperviousness, a medium-
density residential drainage coefficient of 0.63 was selected.
6.4 Rainfall
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Rainfall intensities were calculated using the rainfall data from the County 6-Hour and 24-Hour
Isopluvial Maps as follows (these are the same values used in the PDC report):
Storm 6-Hour 24-Hour Ratio Adjusted
Event Rainfall Rainfall P6/P24 P6
(in) (in) (in)
100-Year 2.90 5.10 57% 2.90
See Appendix for Isopluvial Maps and Figure 3-1 to determine the adjusted 6-hour rainfall.
I 6.5 Results
I
Exhibit "A" contains 100-year rational method peak flow calculations (CivilD) for the R-4
development areas. Runoff is generally divided between the R-4A East and R-4B West. The R-
4A West portion discharges to the backbone storm drain in Adobe Falls Road at 2 locations, and
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is tributary to Basin BB-4. The R-4B West portion discharges to the storm drain inlet at the
north end of Marron Road, and is tributary to Basin BB-5.
R-4A Fast to Adobe Falls Storm Prim (Basin 1113-4)
Basin Area C-Factor
A
(acres)
Q
(cfs)
Tc
(nun)
CivilD NODE
(SB&O)
Salina Entry 0.68 7.36 28.66 7.8 8
Telaga 0.64 3.54 12.82 8.1 16
R-4A East Total 0.67 10.91 40.92 8.1 Combined
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R-4B West to 1lat ion Rd (Basin BB-5)
A Q Tc CivilD NODE
Basin Area C-Factor (acres) (cfs) (min) (SB&O)
R-4B / Marron Rd 0.68 6.77 22.16 8.3 24
The proposed discharge locations are similar to the following design locations in the CivilD
hydrology in the PDC master report (See Exhibit "C").
R-4A East (BB-4 /System 700)
Basin Area C-Factor
A
(acres)
Q
(cfs)
Tc
(mm)
CivilD NODE
(PDC)
PDC R-4 East 0.79 5.90 32.47 5.76 766
0.80 3.28 20.80 5.97 748
0.79 1.91 11.04 5.35 780
R-4 East Combined 0.79 11.09 59.69 5.97 PDC
R-4A East Combined 0.67 10.91 40.92 8.1 SB&O
R4B West (Basin BB-5 / Ss stem500)
Basin Area C-Factor
A
(acres)
Q
(cfs)
Tc
(mm)
CivilD NODE
(PDC)
R-4B / Marron Rd 0.77 7.11 39.05 5.32 PDC 532
R-4B / Marron Rd 0.68 6.77 22.16 8.3 SB&O 24
Runoff from the Recreational Lot enters directly into the main storm drain at an inlet in the
northwest corner of the site. Runoff comparisons should be made using the main line system
time of concentration at this location, which is 11.22 minutes / I = 4.536 in/hr). Based upon the
following comparison, the increase impervious area for P-3 / Recreational Lot will have
negligible impact on the storm drain system.
P-3 Adobe Falls Storm Drain (Basin BB-4 1 S stem 700)
BasinArea C-Factor
A
(acres)
Q
(cfs)
Tc
(mm)
CivilD NODE
Rec (63% Imperv) 0.70 1.17 3.72 11.22 N/A
Rec (50%Imperv) 0.63 _1.14 _3.26 _11.22 PDC 713
Increase = 0.46 cfs which is 2% increase for System 700 Main below
System 700 25.16 I 11.22 Node 713
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The above comparison illustrates that the 100-year peak flow rates from the R-4 sites are
expected to be less than the original design report. The reductions are primarily attributable to
the lower runoff coefficient and longer times of concentration.
I 7. Inlet Calculations
The R-4 storm drain system will include Regional Standard Drawing Type 'B" curb inlets,
I located in both sag and passing grade conditions. The inlets capacities / interception flows were
verified using the time of concentration for the surface tributary areas. Inlet calculations are
provided in Exhibit "B".
8. Conclusion
I The R-4 storm drain systems and inlets demonstrate adequate capacity. The proposed storm
drain system will be consistent with the tributary areas of the original design report (PDC). No
further calculations or analyses are required for treatment, HMP controls or detention.
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Exhibit A: Node-to-Node CivilD Analyses
I Proposed Conditions- 100-Year
R-4A East
R-413 West / Marron Rd Inlet
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San Diego County Rational Hydrology Program
I CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0
Rational method hydrology program based on San Diego County Flood control Division 2003 hydrology manual
I Rational Hydrology Study Date: 10/20/16
Hydrology study control Information
I
------------------------------------------------------------------------
Program License Serial Number 6334
I
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used
I Map data precipitation entered:
6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% I San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 1.000 to Point/Station 2.000 INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ] I (14.5 DU/A or Less ) Impervious value, Ai = 0.500
Sub-Area C value = 0.630
I
Initial subarea total flow distance = 45.000(Ft.) Highest elevation = 128.400(Ft.)
Lowest elevation = 127.950(Ft.)
Elevation difference = 0.450(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % I INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
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14.5 DU/A or Less In Accordance with Figure 3-3
Initial Area Time of Concentration = 6.01 minutes
TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8(1.1_0.6300)*( 80.000A.5)/( 2.000A(1/3)]= 6.01 I Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.098(CFS)
initial stream area = 0.023(Ac.)
I
Total
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000 I SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm
Page I
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user specified 'C' value of 0.680 given for subarea
Time of concentration = 6.01 mm. ' Rainfall intensity = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.678 CA = 0.433
Subarea runoff = 2.839(CFS) for 0.615(Ac.)
I Total runoff = 2.937(CFS) Total area = 0.638(Ac.)
++-f-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm user specified 'C' value of 0.680 given for subarea I Time of concentration = 6.01 mm.
Rainfall intensity = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 0.745 I Subarea runoff = 2.119(CFS) for 0.459(Ac.) Total runoff = 5.056(CFS) Total area = 1.097(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 2.000 to Point/Station 3.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 113.190(Ft.) I Downstream point/station elevation = 109.110(Ft.) Pipe length = 268.00(Ft.) Slope = 0.0152 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.056(CFS) Given pipe size = 18.00(In.) I Calculated individual pipe flow = 5.056(CFS) Normal flow depth in pipe = 7.80(In.) Flow top width inside pipe = 17.84(In.)
Critical Depth = 10.39(In.) I Pipe flow velocity = 6.88(Ft/s)
Travel time through pipe = 0.65 mm.
of concentration (TC) = 6.66 mm.
I
Time
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000 I SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.354(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.66 mm. I Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 0.923 Subarea runoff = 0.808(CFS) for 0.262(Ac.) I Total runoff = 5.864(CFS) Total area = 1.359(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 3.000 to Point/Station 4.000 SUBAREA FLOW ADDITION
I Rainfall intensity (I) = 6.354(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.66 mm. Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm
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I Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 1.187 ' Subarea runoff = 1.681(CFS) for 0.389(Ac.) Total runoff = 7.545(CFS) Total area = 1.748(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000 SUBAREA FLOW ADDITION
I
Rainfall intensity (I) = 6.354(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.66 mm.
Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm
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Effective runoff coefficient used for total area
(Q=KCIA) is c = 0.679 CA = 1.432 Subarea runoff = 1.555(CFS) for 0.360(Ac.)
Total runoff = 9.101(cFS) Total area = 2.108(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
I
SUBAREA FLOW ADDITION
intensity 6.354(In/Hr) for 100.0 Rainfall (I) = a year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.66 mm.
I Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 1.691
Subarea runoff = 1.646(CFS) for 0.381(Ac.)
I Total runoff = 10.747(CFS) Total area = 2.489(Ac.)
++++4-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000 I SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.354(In/Hr) for a 100.0 year storm
I User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.66 mm.
Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
I (Q=KCIA) is C = 0.680 CA = 1.907
Subarea runoff = 1.370(CFS) for 0.317(Ac.) Total runoff = 12.116(CFS) Total area = 2.806(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000 SUBAREA FLOW ADDITION
I Rainfall intensity (I) = 6.354(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.66 mm.
I Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 2.122
subarea runoff = 1.370(CFS) for 0.317(Ac.) Total runoff = 13.486(CFS) Total area = 3.123(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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I Process from point/Station 3.000 to Point/Station 4.000 SUBAREA FLOW ADDITION ' Rainfall intensity (I) = 6.354(In/Hr) for a 100.0 year storm 'C' User specified value of 0.680 given for subarea
Time of concentration = 6.66 mm.
I Rainfall intensity = 6.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 2.380 Subarea runoff = 1.638(CFS) for 0.379(Ac.)
I Total runoff = 15.123(CFS) Total area = 3.502(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 3.000 to Point/Station 4.000 I PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 108.780(Ft.) Downstream point/station elevation = 105.070(Ft.) ' Pipe length = 288.13(Ft.) Slope = 0.0129 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.123(CFS) Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size. I The approximate hydraulic grade line above the pipe invert is
3.170(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 5.971(Ft.)
Minor friction loss = 0.910(Ft.) K-factor = 0.80 Pipe flow velocity = 8.56(Ft/s) I Travel time through pipe = 0.56 mm. Time of concentration (TC) = 7.22 mm.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.031(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.22 mm.
Rainfall intensity = 6.031(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 2.648 subarea runoff = 0.846(CFS) for 0.394(Ac.) Total runoff = 15.970(CFS) Total area = 3.896(Ac.)
Process from Point/Station 4.000 to Point/Station 5.000 I SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.031(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.22 mm.
Rainfall intensity = 6.031(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C
= 0.680 CA = 3.164
Subarea runoff = 3.108(CFS) for 0.758(Ac.) Total runoff = 19.078(CFS) Total area = 4.654(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000 PIPEFLOW TRAVEL TIME (User specified size)
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Upstream point/station elevation = 104.740(Ft.) I Downstream point/station elevation = 103.770(Ft.) Pipe length = 67.65(Ft.) Slope = 0.0143 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.078(CFS) Given pipe size = 24.00(In.)
I calculated individual pipe flow = 19.078(CFS) Normal flow depth in pipe = 14.86(In.) Flow top width inside pipe = 23.31(In.)
Critical Depth = 18.84(in.) ' Pipe flow velocity = 9.34(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 7.34 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 5.000 to Point/Station 6.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.966(In/Hr) for a 100.0 year storm I User specified 'C value of 0.680 given for subarea
Time of concentration = 7.34 mm. Rainfall intensity = 5.966(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area I (Q=KcIA) is C = 0.680 CA = 3.301 Subarea runoff = 0.617(CFS) for 0.202(Ac.) runoff = 19.695(CFS) Total area = 4.856(Ac.) I Total
Process from Point/Station 5.000 to Point/Station 6.000 I SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.966(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea ' Time of concentration = 7.34 mm. Rainfall intensity = 5.966(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KcIA) is c = 0.680 CA = 3.659 Subarea runoff = 2.134(CFS) for 0.526(Ac.) I Total runoff = 21.829(CFS) Total area = 5.382(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 5.000 to Point/Station 6.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 103.440(Ft.) Downstream point/station elevation = 102.360(Ft.) Pipe length = 67.65(Ft.) Slope = 0.0160 Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 21.829(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 21.829(CFS) Normal flow depth in pipe = 15.70(In.)
Flow top width inside pipe = 22.83(In.)
Critical Depth
= 20.04(In.)
Pipe flow velocity = 10.02(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 7.45 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to point/Station 7.000
Page 5
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SUBAREA FLOW ADDITION
I
Rainfall intensity (I) = 5.908(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.45 mm. Rainfall intensity = 5.908(In/Hr) for a 100.0 year storm
I
Effective runoff coefficient used for total area
(Q=KcIA) is C = 0.680 CA = 4.076 subarea runoff = 2.254(CFS) for 0.614(Ac.) Total runoff = 24.082(cFs) Total area = 5.996(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 6.000 to Point/Station 7.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.908(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.45 mm.
Rainfall intensity = 5.908(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 4.425 subarea runoff = 2.061(CFS) for 0.513(Ac.) Total runoff = 26.143(CFS) Total area = 6.509(Ac.)
++++-I-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
+
+
+
Process from Point/Station 6.000 to Point/Station 7.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 102.030(Ft.) Downstream point/station elevation = 100.450(Ft.) I Pipe length = 183.45(Ft.) slope = 0.0086 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 26.143(CFS) Given pipe size = 24.00(in.) NOTE: Normal flow is pressure flow in user selected pipe size. I The approximate hydraulic grade line above the pipe invert is
1.034(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.754(Ft.) Minor friction loss = 0.860(Ft.) K-factor = 0.80 I Pipe flow velocity = 8.32(Ft/s) Travel time through pipe = 0.37 mm. Time of concentration (TC) = 7.82 mm.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 7.000
I SUBAREA FLOW ADDITION
intensity for 100.0 Rainfall (I) = 5.728(In/Hr) a year storm User specified 'C' value of 0.680 given for subarea ' Time of concentration = 7.82 mm.
Rainfall intensity = 5.728(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KcIA) is C = 0.680 CA = 4.717
I Subarea runoff = 0.875(CFS) for 0.430(Ac.) Total runoff = 27.019(CFS) Total area = 6.939(Ac.)
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 7.000 SUBAREA FLOW ADDITION
Page 6
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I 71632sa]ina.out
Rainfall intensity (I) = 5.728(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.82 mm. I Rainfall intensity = 5.728(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 5.004
Subarea runoff = 1.644(CFS) for 0.422(Ac.) I Total runoff = 28.662(cFS) Total area = 7.361(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from point/station 7.000 to Point/Station 8.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 100.120(Ft.)
Downstream point/station elevation = 99.510(Ft.) I Pipe length = 35.55(Ft.) Slope = 0.0172 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.662(CFS) Given pipe size = 30.00(in.)
calculated individual pipe flow = 28.662(cFS) I Normal flow depth in pipe = 15.59(in.)
Flow top width inside pipe = 29.98(In.)
critical Depth = 21.91(In.) ' Pipe flow velocity = 11.12(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (Tc) = 7.87 mm.
End of computations, total study area = 7.361 (Ac.)
I
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San Diego County Rational Hydrology Program
I CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual I Rational Hydrology Study Date: 10/20/16
Hydrology Study Control Information
I ------------------------------------------------------------------------
Program License Serial Number 6334
Rational hydrology study storm event year is 100.0 ' English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
I 24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 10.000 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 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500
Sub-Area C Value
= 0.630
Initial subarea total flow distance = 28.000(Ft.) Highest elevation = 130.080(Ft.)
Lowest elevation = 128.080(Ft.)
Elevation difference = 2.000(Ft.) Slope = 7.143 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
14.5 DU/A or Less
In Accordance with Figure 3-3
Initial Area Time of Concentration = 6.01 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.6300)*( 80.000A.5)/( 2.000A(1/3)1= 6.01 I Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.043(CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 10.000 I SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm
I Page 1
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71632TELAGA. out
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 [MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C value = 0.630
Time of concentration = 6.01 mm.
Rainfall intensity = 6.789(In/Hr)
Effective runoff coefficient used for
(Q=KCIA) is C = 0.630 CA = 0.329
Subarea runoff = 2.194(CFS) for
Total runoff = 2.237(CFS) Total
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 116.090(Ft.) Downstream point/station elevation = 114.760(Ft.)
Pipe length = 133.00(Ft.) slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.237(CFS) Given pipe size = 12.00(In.) calculated individual pipe flow = 2.237(CFS)
Normal flow depth in pipe = 6.89(in.)
Flow top width inside pipe = 11.87(In.)
Critical Depth = 7.68(In.)
Pipe flow velocity = 4.79(Ft/s)
Travel time through pipe = 0.46 mm.
Time of concentration (TC) = 6.47 mm.
+++++++++++++++++++++++++++++++++++++++++-f+++++++++++++++++++++±++++++ I Process from Point/Station 11.000 to Point/Station 12.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.471(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL I I (14.5 DU/A or Less ) Impervious value, Ai = 0.500
Sub-Area C value = 0.630
Time- of concentration = 6.47 mm. I Rainfall intensity = 6.471(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KcIA) is C = 0.630 CA = 0.515
Subarea runoff = 1.094(CFS) for 0.294(Ac.) I Total runoff = 3.331(CFS) Total area = 0.817(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 11.000 to Point/Station 12.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.471(In/Hr) for a 100.0 year storm I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
I Page 2
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for a 100.0 year storm
total area
0. 513 (Ac
area = 0.523(Ac.)
I .
I Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) I Impervious value, Ai = 0.500
Sub-Area C value = 0.630
Time of concentration = 6.47 mm.
I
Rainfall intensity = 6.471(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KcIA) is C = 0.630 CA = 0.729 Subarea runoff = 1.386(CFS) for 0.340(Ac.)
I
Total runoff = 4.717(CFS) Total area = 1.157(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 11.500 I PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 114.430(Ft.) Downstream point/station elevation = 113.080(Ft.)
I Pipe length = 135.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.717(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.717(CFS)
I
Normal flow depth in pipe = 8.46(in.) Flow top width inside pipe = 17.97(In.) critical Depth = 10.01(In.) Pipe flow velocity = 5.78(Ft/s)
I Travel time through pipe = 0.39 mm. Time of concentration (TC) = 6.86 mm.
I +++++++++++++++++++++-f++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.232(In/Hr) for a 100.0 year storm I 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 I [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500
Sub-Area C Value = 0.630 I Time of concentration = 6.86 mm. Rainfall intensity = 6.232(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.941 I Subarea runoff = 1.149(CFS) for 0.337(Ac.) Total runoff = 5.866(CFS) Total area = 1.494(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000 SUBAREA FLOW ADDITION
I Rainfall intensity (I) = 6.232(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 = 0.000 I Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
I Page 3
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7163 2TELAGA. out
Impervious value, Ai = 0.500
Sub-Area C value = 0.630
Time of concentration = 6.86 mm.
Rainfall intensity = 6.232(In/Hr) Effective runoff coefficient used for
(Q=KCIA) is C = 0.630 CA = 1.028
Subarea runoff = 0.542(CFS) for
Total runoff = 6.408(CFS) Total
I
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for a 100.0 year storm
total area
0. 138 (Ac
area = 1.632(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.500 to Point/Station 12.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 112.750(Ft.) I Downstream point/station elevation = 110.390(Ft.) Pipe length = 201.22(Ft..) Slope = 0.0117 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.408(CFS)
I Given pipe size = 18.00(in.)
calculated individual pipe flow = 6.408(CFS) Normal flow depth in pipe = 9.67(in.) Flow top width inside pipe = 17.95(In.)
I critical Depth = 11.74(In.)
Pipe flow velocity = 6.63(Ft/s)
Travel time through pipe = 0.51 mm. Time of concentration (Tc) = 7.36 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.953(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 = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630
Time of concentration = 7.36 mm. Rainfall intensity = 5.953(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KcIA) is c = 0.630 CA = 1.290 Subarea runoff = 1.273(CFS) for 0.416(Ac.) Total runoff = 7.680(cFS) Total area = 2.048(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.953(In/Rr) 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 = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C value = 0.630
Time of concentration = 7.36 mm.
Page 4
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I Rainfall intensity = 5.953(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
I
(QrzrKCIA) is C = 0.630 CA = 1.445
Subarea runoff = 0.923(CFS) for 0.246(Ac.) Total runoff = 8.603(CFS) Total area = 2.294(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13.000 PIPEFLOW TRAVEL TIME (User specified size)
I Upstream point/station elevation = 110.060(Ft.)
Downstream point/station elevation = 106.230(Ft.)
Pipe length = 212.78(Ft.) Slope = 0.0180 Manning's N = 0.013
I No. of pipes = 1 Required pipe flow = 8.603(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 8.603(CFS) Normal flow depth in pipe = 8.74(In.)
I
Flow top width inside pipe = 23.10(In.)
Critical Depth = 12.54(In.)
Pipe flow velocity = 8.31(Ft/s) Travel time through pipe = 0.43 mm.
Time of concentration (TC) = 7.79 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
Process from Point/Station 13.000 to Point/Station 14.000 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 105.900(Ft.)
I
Downstream point/station elevation = 104.000(Ft.) Pipe length = 143.57(Ft.) Slope = 0.0132 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.603(CFS) Given pipe size = 24.00(In.)
I
calculated individual pipe flow = 8.603(CFS)
Normal flow depth in pipe = 9.50(in.) Flow top width inside pipe = 23.48(in.) Critical Depth = 12.54(in.)
I
Pipe flow velocity = 7.44(Ft/s)
Travel time through pipe = 0.32 mm.
Time of concentration (TC) = 8.11 mm.
I ++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.592(In/Hr) for a 100.0 year storm I User specified 'C' value of 0.680 given for subarea
Time of concentration = 8.11 mm.
Rainfall intensity = 5.592(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area I (Q=KCIA) is C = 0.636 CA = 1.672
Subarea runoff = 0.746(CFS) for 0.333(Ac.) runoff = 9.349(CFS) Total area = 2.627(Ac.)
I
Total
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26.000 to Point/Station 27.000
I CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
I Page
71632TELAGA . Out U Stream flow area = 2.627(Ac.)
Runoff from this stream = 9.349(cFS)
I
Time of concentration = 8.11 mm.
Rainfall intensity = 5.592(In/Hr)
Program is now starting with Main Stream No. 2
I Process from Point/Station 26.000 to Point/Station 27.000 INITIAL AREA EVALUATION
I 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
I [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630
I Initial subarea total flow distance = 37.000(Ft.) Highest elevation = 128.400(Ft.) Lowest elevation = 128.030(Ft.)
Elevation difference = 0.370(Ft.) Slope = 1.000 % I Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
I 14.5 DU/A or Less
In Accordance with Figure 3-3
Initial Area Time of Concentration = 6.01 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)]
I TC = [1.8*(1.1_0.6300)*( 80.000A.5)/( 2.000A(1/3)]= 6.01 Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.098(CFS)
I Total initial stream area = 0.023(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 26.000 to Point/Station 27.000 SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.01 mm.
Rainfall intensity = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C
= 0.678 CA = 0.374
Subarea runoff = 2.437(CFS) for 0.528(Ac.) Total runoff = 2.536(CFS) Total area = 0.551(Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26.000 to Point/Station 27.000 PIPEFLOW TRAVEL TIME (User specified size)
I Upstream point/station elevation = 111.100(Ft.) Downstream point/station elevation = 107.180(Ft.) Pipe length = 24.34(Ft.) slope = 0.1611 Manning's N = 0.013
I No. of pipes = 1 Required pipe flow = 2.536(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.536(CFS) Normal flow depth in pipe = 3.42(In.)
I Page 6
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71632TELAGA. out U Flow top width inside pipe = 10.84(In.) Critical Depth = 8.18(In.)
I
Pipe flow velocity = 13.74(Ft/s)
Travel time through pipe = 0.03 mm. Time of concentration (TC) = 6.04 mm.
I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
Process from Point/Station 26.000 to Point/Station 27.000 SUBAREA FLOW ADDITION
I Rainfall intensity (I) = 6.767(In/Hr) for a 100.0 year storm user specified 'C' value of 0.680 given for subarea
Time of concentration = 6.04 mm.
I
Rainfall intensity = 6.767(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.678 CA = 0.418 Subarea runoff = 0.296(cFS) for 0.066(Ac.)
I
Total runoff = 2.832(CFS) Total area = 0.617(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
+
+
Process from Point/Station 27.000 to Point/Station 28.000 I PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 106.850(Ft.)
I
Downstream point/station elevation = 104.000(Ft.) Pipe length = 93.31(Ft.) Slope = 0.0305 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.832(CFS) Given pipe size = 12.00(In.) calculated individual pipe flow = 2.832(CFS)
I Normal flow depth in pipe = 5.68(In.) Flow top width inside pipe 11.98(In.) Critical Depth = 8.65(in.) Pipe flow velocity = 7.74(Ft/s)
I Travel time through pipe = 0.20 mm. Time of concentration (TC) = 6.24 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+
+
Process from Point/Station 27.000 to Point/Station 28.000 CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed: I In Main Stream number: 2
Stream flow area = 0.617(Ac.) Runoff from this stream = 2.832(CFS)
I Time of concentration = 6.24
Rainfall intensity = 6.626(In/Hr)
mm.
Summary of stream data:
I Stream Flow rate TC No. (CFS) (mm)
Rainfall Intensity
(In/Hr)
I l 9.349 8.11
2 2.832 6.24
5.592
6.626
I
Qmax(1) =
1.000 * 1.000 *
0.844 * 1.000 *
Qmax(2) =
1.000 * 0.769 *
1.000 * 1.000 *
9.349)
2.832)
9.349)
2.832)
+
+ = 11.738
+
+ = 10.019
I Page 7
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I 71632TELAGA.out
Total of 2 main streams to confluence:
I
Flow rates before confluence point:
9.349 2.832
Maximum flow rates at confluence using above data:
11.738 10.019
I 2.627
Area of streams before confluence:
0.617
Results of confluence:
I Total flow rate = 11.738(CFS)
Time of concentration = 8.112 mm. Effective stream area after confluence = 3.244(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 15.000 SUBAREA FLOW ADDITION
I Rainfall intensity (I) = 5.592(In/Hr) for a 100.0 year storm User specified 'C' value of 0.680 given for subarea
Time of concentration = 8.11 mm.
I Rainfall intensity = 5.592(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.647 CA = 2.293 Subarea runoff = 1.083(CFS) for 0.298(Ac.)
I Total runoff = 12.822(CFS) Total area = 3.542(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 15.000 I PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 103.670(Ft.)
I Downstream point/station elevation = 102.630(Ft.) Pipe length = 62.37(Ft.) Slope = 0.0167 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.822(CFS) Given pipe size = 24.00(In.)
I calculated individual pipe flow = 12.822(CFS) Normal flow depth in pipe = 11.12(In.) Flow top width inside pipe = 23.94(In.) Critical Depth = 15.47(In.)
I Pipe flow velocity = 8.99(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 8.23 mm.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 16.000 PIPEFLOW TRAVEL TIME (User specified size)
I Upstream point/station elevation = 102.300(Ft.) Downstream point/station elevation = 99.870(Ft.) Pipe length = 46.23(Ft.) Slope = 0.0526 Manning's N = 0.013
I No. of pipes = 1 Required pipe flow = 12.822(CFS) Given pipe size = 24.00(In.)
Calculated individual pipe flow = 12.822(CFS) Normal flow depth in pipe = 8.13(In.)
I Flow top width inside pipe = 22.72(in.)
Critical Depth = 15.47(In.)
Pipe flow velocity = 13.68(Ft/s)
Travel time through pipe = 0.06 mm.
I Page 8
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71632TELAGA.out
Time of concentration (Tc) = 8.28 mm.
End of computations, total study area =
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3.542 (Ac.)
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2014 Version I 9.0
Rational method hydrology program based on ' San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 09/26/16 ------------------------------------------------------------------
Hydrology Study Control Information
------------------------------------------------------------------
Program License Serial Number 6334
I ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
I English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900 ' 24 hour precipitation(inches) = 5.100
P6/P24 = 56.9%
San Diego hydrology manual 'C' values used
I ++++
Process from Point/Station 18.000 to Point/Station I 19.000
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
[MEDIUM DENSITY RESIDENTIAL I (14.5 DTJ/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.600 1`0V Initial subarea total flow distance = 36.000 (Ft.)
Highest elevation = 131.400(Ft.)
Lowest elevation = 131.040(Ft.)
Elevation difference = 0.360(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.39 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% s1ope(1/3)I
TC = {1.8*(1.1_0.6000)*( 80.000.5)/( 2.000(1/3)1= 6.39
Rainfall intensity (I) = 6.523(In/Hr) for a 100.0 year. storm
I Effective runoff coefficient used for area (Q=KCIA) is C = 0.600
Subarea runoff = 0.055(CFS)
Total initial stream area = 0.014 (Ac.)
I
++++
I Process from Point/Station 18.000 to Point/Station
19.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.523(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.39 mm.
Rainfall intensity = 6.523(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C
= 0.679 CA = 0.513
Subarea runoff = 3.291(CFS) for 0.742 (Ac.) Total runoff = 3.346(CFS) Total area = 0.756(Ac.)
I ++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station
I 19.000
**** SUBAREA FLOW ADDITION ****
I Rainfall intensity (I) = 6.523(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.680 given for subarea
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Time of concentration = 6.39 mm.
Rainfall intensity = 6.523(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 0.644
Subarea runoff = 0.852(CFS) for 0.192(Ac.) I Total runoff = 4.198(CFS) Total area = 0.948(Ac.)
I ++++
Process from Point/Station 19.000 to Point/Station
20.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.523(In/Hr) for a 100.0 year
I storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 6.39 mm.
Rainfall intensity = 6.523(In/Hr) for a 100.0 year storm
I Effective runoff coefficient used for total area
(Q=KCIA) is C 0.679 CA = 0.873
Subarea runoff = 1.495(CFS) for 0.337 (Ac.) Total runoff = 5.693(CFS) Total area = 1.285 (Ac.)
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I Process from Point/Station 19.000 to Point/Station
20.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 123.390 (Ft.)
Downstream point/station elevation = 121.490 (Ft.)
I Pipe length = 243.76(Ft.) Slope = 0.0078 Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.693(CFS)
Given pipe size = 18.00 (In.)
I Calculated individual pipe flow = 5.693(CFS)
Normal flow depth in pipe = 9.21 (In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 11.04(In.)
Pipe flow velocity = 6.26 (Ft/s) I Travel time through pipe = 0.65 mm.
Time of concentration (TC) = 7.04 mm.
l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 20.000 to Point/Station
I 21.000
**** SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.129(In/Hr) for a 100.0 year
storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.04 mm.
Rainfall intensity = 6.129(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 1.162
Subarea runoff = 1.427(CFS) for 0.425 (Ac.)
Total runoff = 7.120(CFS) Total area = 1.710(Ac.)
++ + + + + + +++ ++ ++++++++ +++++.+++++ ++++ +++ ++++++++ ++++++++++++
Process from Point/Station 20.000 to Point/Station
21.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.129(In/Hr) for a 100.0 year
storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.04 mm.
Rainfall intensity = 6.129(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 1.394
Subarea runoff = 1.421(CFS) for 0.341(Ac.)
Total runoff = 8.541(CFS) Total area = 2.051(Ac.)
Process from Point/Station 20.000 to Point/Station
21.000
PIPEFLOW TRAVEL TIME (User specified size)
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Upstream point/station elevation = 121.490 (Ft.)
Downstream point/station elevation = 120.330(Ft.)
Pipe length = 137.82(Ft.) Slope = 0.0084 Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 8.541(CFS)
Given.pipe size = 18.00 (In.)
Calculated individual pipe flow = 8.541(CFS)
Normal flow depth in pipe = 11.63(In.)
Flow top width inside pipe = 17.22 (In.)
Critical Depth = 13.57(In.)
Pipe flow velocity = 7.07 (Ft/s)
Travel time through pipe = 0.32 mm.
Time of concentration (TC) = 7.36 mm.
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Process from Point/Station 21.000 to Point/Station ' 22.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.953(In/Hr) for a 100.0 year
storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.36 mm.
Rainfall intensity = 5.953(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 1.727
Subarea runoff = 1.739(CFS) for 0.490 (Ac.)
Total runoff = 10.279(CFS) Total area = 2.541(Ac.)
++++
Process from Point/Station 21.000 to Point/Station
22.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.953(In/Hr) for a 100.0 year
storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.36 mm.
Rainfall intensity = 5.953(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 1.938
Subarea runoff = 1.255(CFS) for 0.310 (Ac.)
Total runoff = 11.534(CFS) Total area = 2.851(Ac.)
++++
Process from Point/Station 21.000 to Point/Station
22.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 120.330 (Ft.)
Downstream point/station elevation = 118.970 (Ft.)
Pipe length = 172.33(Ft.) Slope = 0.0079 Manning's N = 0.011
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I No. of pipes = 1 Required pipe flow = 11.534(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
I The approximate hydraulic grade line above the pipe invert is
0.656(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.487(Ft.)
Minor friction loss = 0.529(Ft.) K-factor = 0.80
I Pipe flow velocity = 6.53(Ft/s)
Travel time through pipe = 0.44 mm.
Time of concentration (TC) = 7.80 mm.
I
Process from Point/Station 21.000 to Point/Station 22.000
**** SUBAREA FLOW ADDITION ****
I Rainfall intensity (I) = 5.734(In/Hr) for a 100.0 year storm
User specified I C I value of 0.680 given for subarea
I Time of concentration = 7.80 mm.
Rainfall intensity = 5.734(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 2.454
I Subarea runoff = 2.536(CFS) for 0.759 (Ac.)
Total runoff = 14.070(CFS) Total area = 3.610(Ac.)
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Process from Point/Station 21.000 to Point/Station
I
22.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.734(In/Hr) for a 100.0 year
storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.80 mm.
Rainfall intensity = 5.734(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 2.605
Subarea runoff = 0.866(CFS) for 0.222 (Ac.)
Total runoff = 14.935(CFS) Total area = 3.832 (Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++1++++++++++
++++
Process from Point/Station 22.000 to Point/Station
23.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 118.970 (Ft.)
Downstream point/station elevation = 118.000(Ft.)
Pipe length = 97.99(Ft.) Slope = 0.0099 Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 14.935(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 14.935(CFS)
I.
I Normal flow depth in pipe = 12.87 (In.)
Flow top width inside pipe = 23.94 (In.)
Critical Depth = 16.71(In.) I Pipe flow velocity = 8.71 (Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = 7.99 mm.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 22.000 to Point/Station I 23.000
**** SUBAREA FLOW ADDITION ****
I Rainfall intensity (I) = 5.647(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.680 given for subarea ' Time of concentration = 7.99 mm.
Rainfall intensity = 5.647(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 2.947 ' Subarea runoff = 1.705(CFS) for 0.503 (Ac.) Total runoff = 16.640(CFS) Total area = 4.335 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 22.000 to Point/Station
23.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.647(In/Hr) for a 100.0 year I storm
User specified 'C' value of 0.680 given for subarea
Time of concentration = 7.99 mm.
I Rainfall intensity = 5.647(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.680 CA = 3.130
Subarea runoff = 1.033(CFS) for 0.269(Ac.)
Total runoff = 17.673(CFS) Total area = 4.604(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++
++++ I Process from Point/Station 22.000 to Point/Station
23.000
**** CONFLUENCE OF MAIN STREAMS **** 1 The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.604 (Ac.) I Runoff from this stream = 17.673(CFS)
Time of concentration = 7.99 mm.
Rainfall intensity = 5.647(In/Hr) I Program is now starting with Main Stream No. 2
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I Process from Point/Station 25.000 to Point/Station
24.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL I I (14.5 DU/A or Less
Impervious value, Al = 0.500
Sub-Area C Value = 0.630 ' Initial subarea total flow distance = 62.160 (Ft.) Highest elevation = 131.070(Ft.)
Lowest elevation = 130.370(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.126 % Top of Initial Area Slope adjusted by User to 2.000 % I INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 14.5 DU/A or Less I In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.01 minutes
TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% s1ope(1/3)] TC = [1.8*(1.1_0.6300)*( 80.000'.5)/( 2.000(1/3)I= 6.01 I Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
I Subarea runoff = 0.184(CFS)
Total initial stream area = 0.043 (Ac.)
I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++
Process from Point/Station 25.000 to Point/Station I 24.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 132.400(Ft.)
End of street segment elevation = 122.440(Ft.) Length of street segment = 760.000 (Ft.)
Height of curb above gutter flowline = 6.0(In.) ' Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width
= 2.000(Ft.)
Gutter hike from flowline = 3.000(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.385(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.455(Ft/s) Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.923 (Ft.)
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Flow velocity = 2.46(Ft/s)
Travel time = 5.16 mm. TC = 11.16 mm.
Adding area flow to street
Rainfall intensity (I) = 4.551(In/Hr) for a 100.0 year
storm
User specified TC1 value of 0.680 given for subarea
Rainfall intensity = 4.551(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.679 CA = 1.473
Subarea runoff = 6.519(CFS) for 2.126 (Ac.)
Total runoff = 6.703(CFS) Total area = 2.169 (Ac.) Street flow at end of street = 6.703(CFS)
Half street flow at end of street = 3.351(CFS)
Depth of flow = 0.410(Ft.), Average velocity = 2.778(Ft/s)
Flow width (from curb towards crown)= 9.982 (Ft.)
Process from Point/Station 25.000 to Point/Station
24.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.169(Ac.)
Runoff from this stream = 6.703(CFS)
Time of concentration = 11.16 mm.
Rainfall intensity = 4.551(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr) I
1 17.673 7.99 5.647
4.551
2
6.703 11.16
Qmax(l) =
1.000 * 1.000 * 17.673) +
1.000 * 0.716 * 6.703) + = 22.470
Qmax(2) = I 0.806 * 1.000 * 17.673) +
1.000 * 1.000 * 6.703) + = 20.946
Total of 2 main streams to confluence:
Flow rates before confluence point:
17.673 6.703
Maximum flow rates at confluence using above data:
22.470 20.946
Results of confluence:
Total flow rate = 22.470(CFS)
Time of concentration = 7.990 mm.
Effective stream area after confluence = 6.773 (Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.
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Area of streams before confluence:
4.604 2.169
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Process from Point/Station 23.000 to Point/Station
24.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 118.000 (Ft.)
Downstream point/station elevation = 117.500 (Ft.)
Pipe length = 107.61(Ft.) Slope = 0.0046 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.470(CFS)
Given pipe size = 30.00 (In.)
Calculated individual pipe flow = 22.470(CFS)
Normal flow depth in pipe = 20.37(In.)
Flow top width inside pipe = 28.01(In.)
Critical Depth = 19.34(In.)
Pipe flow velocity = 6.33(Ft/s)
Travel time through pipe = 0.28 mm.
Time of concentration (TC) = 8.27 mm.
End of computations, total study area = 6.773 (Ac.)
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I Exhibit B: Curb Inlet Calculations
R4 Inlet Summary
Inlet Calculations
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D:\7 1632 QC PA 4\Reports\Hydrology\20 161026 R4A East Drainage.docx
Quarry Creek R-4A & R-4B
26-Oct-16
Summary of Curb Inlets (Type B) P6= 2.9 in
OPENING INLET ID BASIN A C Tc I Q COMMENT LENGTH LENGTH
1 AA 0.333 0.68 5.0 7.64 1.73
X, Y, Z 0.960 Difference between 0100 & Q2 6.19 5 6 SAG
2 Q 0.394 0.68 7.5 5.89 1.58 4 5
3 R 0.758 0.68 7.1 6.07 3.13 4 5
4 0 0.430 0.68 5.0 7.64 2.24 4 5
5 P 0.422 0.68 7.6 5.82 1.67 5 6
6A VY 0.528 0.68 6.0 6.79 2.44 4 5
7A ZZ 0.066 0.68 5.0 7.64 0.34 4 5
6 HH 0.192 0.68 5.0 7.64 1.00 4 5 SAG
7 MM 0.759 0.68 7.8 5.74 2.97 5 6
8 MK 0.222 0.68 5.0 7.64 1.15 4 5
9 KK 2.126 0.68 11.1 4.57 6.60 4 5 SAG
Note: Basin AA adjusted to reflect area and roof drain excess from upstream areas X, V & Z
Q INLET UPSTREAM GUTTER
ID BASIN Gutter Intercept DEPTH EFFICIENCY DEPTH SPREAD VELOCITY COMMENT
(cfs) (cfs) (in) (%) (in) (ft) (ft/s)
1 AA 1.73 1.73 7.39 100 N/A N/A N/A SAG
2 0 1.58 1.58 9.02 100 5.02 1.29 5.88
3 R 3.13 3.13 10.89 97 6.89 5.82 4.59
4 0 2.24 2.24 10.44 100 6.44 3.97 4.47
5 P 1.67 1.67 9.83 100 5.83 1.5 4.6
6A YY 2.44 2.44 10.32 100 6.32 3.47 5.26
7A ZZ 0.34 0.34 7.05 100 3.05 0.78 3.43
6 HH 1.00 1.00 5.94 100 N/A N/A N/A SAG
7 MM 2.97 2.97 10.96 99 6.96 6.12 4.14
8 MK 1.15 1.15 9.08 100 5.08 1.3 4.18
9 KK 6.60 6.6 7.36 100 N/A N/A N/A SAG
D:\71632 QC PA 4\Spreadsheets\INLETSUMMARY.xlsx 71632.60
I Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 20 2016
<Name> IiVt e77
Curb Inlet Calculations
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Location =
Curb Length (ft) =
Sag
5.00
Compute by:
Q(cfs)
Known Q
= 6.19
Throat Height (in) = 2.20
I Grate Area (sqft) =
Grate Width (ft) =
-0-
-0-
Highlighted
Q Total (cfs) = 6.19
Grate Length (ft) = -0- QCapt(cfs) = 6.19
Q Bypass (cfs) = -0- I Gutter Depth at Inlet (in) = 9.95
Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 3.63 I Local Depr (in) = 4.00 Gutter Vel (ft/s) = -0-
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope (%) = -0- Bypass Depth (in) = -0-
Gutter n-value = -0-
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I Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Saturday, Sep 242016
Inlet 2 - Basin K L
Curb Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 5.00 Q (cfs) = 3.13
Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- QTotal(cfs) = 3.13
Grate Length (ft) = -0- Q Capt (cfs) = 3.13
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 1089
Slope, Sw (ft/ft) = 0.325 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 5.82
Local Depr (in) = 4.00 Gutter Vel (ft/s) = 4.59
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope (%) 1.20 Bypass Depth (in)
Gutter n-value = 0.01.5
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Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Sep 22 2016
<Name> 3
Curb Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 4.00 Q(cfs) = 1.58
Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- Q Total (cfs) = 1.58
Grate Length (ft) = -0- Q Capt (cfs) = 1.58
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 9.02
Slope, Sw (ft'ft) = 0.325 Efficiency (%) = 100
Slope, Sx (ft'ft) = 0.020 Gutter Spread (ft) = 1.29
Local Depr (in) = 4.00 Gutter VeI (ft/s) = 5.88
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope (%) = 2.00 . Bypass Depth (in) = -0-
Gutter n-value = 0.015
All dimensions in Ind
I Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® byAutodesk, Inc. Thursday Sep 22 2016
<Name>
Curb Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 4.00 Q (cfs) = 2.24
Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- Q Total (cfs) = 2.24
Grate Length (ft) = -0- Q Capt (cfs) = 2.24
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 10.44
Slope, Sw (ft/fl) = 0.325 Efficiency (%) = 100
Slope, Sx (ft/fl) = 0.020 Gutter Spread (ft) = 3.97
Local Depr (in) = 4.00 Gutter Vel (ft/s) = 4.47
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope. (%) = 1.00 - Bypass Depth (in) = -0-
Gutter n-value = 0.015
----- - ----
-
15j-
-----
0.87
- //
247
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31D® by Autodesk, Inc. Thursday, Oct 27 2016
<Name> f)
Curb Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 4.00 Q(cfs) = 1.67
Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- Q Total (cfs) = 1.67
Grate Length (ft) = -0- QCapt(cfs) = 1.67
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 9.83
Slope, Sw (ft/fl) = 0.325 Efficiency (%) = 100
Slope, Sx (ft/fl) = 0.020 Gutter Spread (ft) = 1.50
Local Depr (in) = 4.00 Gutter Vet (ft/s) = 4.60
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope (%) = 1.00 Bypass Depth (in) = -0-
Gutter n-value = 0.015
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I Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 27 2016
<Name> IN t elr6 Iq &'ISW Yt(
Curb Inlet Calculations
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Location
Curb Length (ft)
= On grade
= 4.00
Compute by:
Q (cfs)
Known Q
= 2.44
Throat Height (in) = 2.20
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Grate Area (sqft)
Grate Width (ft)
= -0-
= -0-
Highlighted
Q Total (cfs) = 2.44
Grate Length (ft) = -0- Q Capt (cfs) = 2.43
Q Bypass (cfs) = 0.01 I Gutter Depth at Inlet (in) = 10.32
Slope, Sw (ft/ft) = 0.325 Efficiency (%) = 100
Slope, Sx (ftlft) = 0.020 Gutter Spread (ft) = 3.47 I Local Depr (in) = 4.00 Gutter Vel (ft/s) = 5.26
Gutter Width (ft) = 1.50 Bypass Spread (ft) = 0.18
Gutter Slope (%) = 1.34 Bypass Depth (in) = 0.72 I Gutter n-value = 0.015
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Inlet Report
Hydrafiow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 27 2016
<Name> 74 9f1SAJ 2Z
Curb Inlet Calculations
Location = On grade Compute by: Known Q Curb Length (ft) = 4.00 Q (cfs) = 0.34 Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted Grate Width (ft) = -0- Q Total (cfs) = 0.34 Grate Length (ft) = -0- Q Capt (cfs) = 0.34
Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 7.05 Slope, Sw(ftlft) = 0.325 Efficiency I(%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 0.78 Local Depr (in) = 4.00 Gutter Vel (ftls) = 3.43 Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0- Gutter Slope (%) = 1.34 Bypass Depth (in) = -0- Gutter n-value = 0.015
All di rion in i't
I Inlet Report
Hydrafiow Express Extension for Autodesk®.AutoCAD® Civil 3D® byAutodesk, Inc. Monday, Aug 15 2016.
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I Curb Inlet Calculations
Location = Sag Compute by: Known Q
I .Curb Length (ft) = 4.00 Q(cfs) 1.00 Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted Grate Width (ft) = -0- Q Total (cfs) = 1.00 I Grate Length (ft) 0- 0 Capt (cfs) = 1.00
Q. Bypass (cfs)
I Gutter Depth at inlet (in) = 6.94 Slope, Sw (ft/ft) = 0.325 Efficiency (%) 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 0.50
I Local Depr (in) = 4.00 Gutter Vel (ftls) = 4.68 Gutter Width (ft) = 1.50 Bypass Spread (ft) -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0-
Gutter .
. -0- . . .. .
I Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Saturday, Sep 24 2016.
Inlet 7- Basin MM
I Curb Inlet Calculations
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Location
Curb Length (ft)
= On grade
= 5.00
Compute by:
Q (cfs)
Known Q
= 2.97
Throat Height (in) = 2.20
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Grate Area (sqft)
Grate Width (ft)
= -0-
= -0-
Highlighted
Q Total (cfs) = 2.97
Grate Length (ft) = -0- Q Capt (cfs) = 2.97
Q Bypass (cfs) = -0- I Gutter Depth at Inlet (in) = 10.96
Slope, Sw (ft/ft) = 0.325 Efficiency (%) = 100
Slope, Sx .(ftlft) = 0.020 Gutter Spread (ft) = 6.12 I Local Depr (in) = 4.00 Gutter Vel (ftls) = 4.14
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope (%) = 1.00 . Bypass Depth (in) - = -0-
Gutter n-value = 0.015
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Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Sep 22 2016
<Name>
Curb Inlet Calculations
Location = On grade Compute by: Known Q
Curb Length (ft) = 4.00 Q(cfs) = 1.15
Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- Q Total (cfs) = 1.15
Grate Length (ft) = -0- Q Capt (cfs) = 1.15
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 9.08
Slope, Sw (ft'ft) = 0.325 Efficiency (%) = 100 Slope, Sx (ft'ft) = 0.020 Gutter Spread (ft) = 1.30 Local Depr (in) = 4.00 Gutter Vel (ftls) = 4.18
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter Slope (%).. = 1.00 Bypass Depth (in) = -0-
Gutter n-value = 0.015
All dimensions in leA
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Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Sep 22 2016
<Name> 0-1
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Curb Inlet Calculations
Location = Sag Compute by: Known Q
Curb Length (ft) = 4.00 Q (cfs) 6.60
Throat Height (in) = 2.20
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- Q Total (cfs) = 6.60
Grate Length (ft) = -0- Q Capt (cfs) = 6.60
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 11.34
Slope, Sw (ft/fl) = 0.325 Efficiency (%) = 100
Slope, Sx (ft/fl) = 0.020 Gutter Spread (ft) = 1.12
Local Depr (in) = 4.00 Gutter Vel (ft/s) = 4.18
Gutter Width (ft) = 1.50 Bypass Spread (ft) = -0-
Gutter .Slope (%) = -0- Bypass Depth (in) = -0-
Gutter n-value = -0-
All dimensions In fed
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Exhibit C: Node-to-Node Civilfl Analyses
100-Year from PDC Master Report
I System 500
System 700
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D:\7 1632 QC PA 4\Reports\Hydrology\2016 1026 R4A East Drainagedocs
- - - - - - - a
San Diego CoVuuty Rational }idrolngy Program
aViLCADbJc!.cYRSTGM Etgiiieering ScF',(c)9i'-2O4 Vuts.an 7.4
RaxamiL method hydrology program based on
San biogo touair FtoOd cQrjteol DiSsSon 2BR3 hydrology manual
RaIoodl Hydrology Study sate! 12102/14
2403 Q_UAPM cMNEK
pEopoSa )r>raoNs
SYSTEM 500
Iy4ro1ogy Study Cootrol1fonatSot
Program Iicee Sariel Number 4040
Rational hydrology y stca'zn event year ia '10a e English (in-lb) input date Units used
Map data pre.pitatton ewteriaad= 6 hour, precip n(iethR5) a 2.900 24 hour ptemipitafriexi(inches) = 5.100 PS/P 4 = 56-91
San Diego b.ydrblogy areuil ualums used
z::z;:i z:--!x PoesS -from Point/Station -000OG to PoiobfStation 550.508 * IWitEAL AN3A ELWATIGN
DecImal frection soil giOup A = Datin2l -fraction soil grump B a teaimsL fraction soil gr00p C = DecizSl cttca, sail group 0 = 1.0.00 - - -. - - - - f11SM OENStrt OESIDENIIAL J (438 Dti!A or Less ) xikpertioos va]2M, Al = 0.850
Sob-Area C V51ee
Titinl subarea total floe itatance
Highest elevation = 1200Ft)
. .. - LOwhst elmnation = 15(Ft) Slevailipa di-FFtrensa = 0.500(Ft.) Slope = 0.033 i 35TSbt AREA Tfl OF COMMURAMN CALCULA110NS The maa5z0m per1*nd '1.4 dint n- is 65
.6a (Ft) -for the top area slope valve of 0.V83 in C developmeM 1jpe of 43e 511/A or Less in Accordance With Fggizre 3-p . . . -. -• IrztSl Area Tine çf C0ncemiaon = 4.79 minutes SC = £ elope-l/ SC =[1.8-Cl.l-5.7S0O) 6550&'.S)i 0f3):I= 4 79 Calculated It of 4787 minutes is inse tbao 5 miWrl!aca,-
- V
resetting SC to 5.0 gthutes -FOr 'aizF2 latengity cblcglztiose Rainfmil isteriiity (t) = 7.641(Ig!Hn) for,a 108.0 yor Storm 0ffeci±rà runoft OoeffciOtt Used -EOn areo (q=KaA) is
c = 0.798 Subarea 1edILpFF a 2..715(CFS) Total 1 stream area
Process -From qtutJStatton Sl5.000 to Point/StatiO 5300e5 1ba1OVR0 4PEL TRAa TIME
covered channel
Upstream pois± eleyntion
DDwnsi±rhat point elevation = 121455(Pt.)
Channel length iftru subntea = BEE EB(Ft)
CNennl base e±dth 5.560(Ft) V Slope or 1' of left aonel bank = 0,500 Slope or- 'ZI of eight channel bank S 5.800 Estimated mean flow rate at midpoint of channel
= 1g291(CPS) X4aniiing's a 0-025 blaxiporn depth of channel - Floen-) thru subarea- 2;0.891(555) Pressure Fltst condition in covered channel: wdtted pprimpter = i.32(Pt-) Floe area = e545.t) Mydratild grede line reared at box inlet =7t.) PstctiAn lots 50a4.9l7(Pt HumP Feic ion loss = 5.000(Ft) K-FaCP = 5.800 ld Ve1nkit
Those]. 7Um0 0.43 min
Thne of doanelitrstion = 5.02 main. Adding area -fiNe to channel
Decimal fran-boo sil group A = 5.800 Decimal fFaction Soil group B = 5.008 DccDnal fraction so±l gruUp C = Decimal rectthja soil group U [HIGH .0SI1Y 0551050]IAL
(43.8 511/4 op Less
lmperviout valde. .0± 5.800
Sm-Aré.t ç Tlé = 0.798 Rainfall i9tedSity a 7.433(]mafl-r) for a 100.0 year sNot-ma Effective r00EYEF comF3ttie3Tt used for total zrea
(t=içfA) is C. 5.7o0 BA Su8th'aa rB000F 32.280(CFS) for- S.S±8(.Ac. Thial runoff = 34-.99&(CF-5) TOtal area
PrOcess -from Point/5taton 5.00 to, PaintJ3tation 532.805 seee PIPEEUDW MV5L TIME (program estiNsted sine)
Uptreenm tht/Sttia eleaNtiUg = EFL) 1?Ownstreara palntjl5ttatib. elevation = Pipe Ingth a 55.ee(Ft.) MmUmaibgs N No.. nf Pipes =l Raquiredpipefbw = p4.996(CFS baprest 03n00xted pipe di00bteP 35.80(1mm.) Calculated indL,Mual pipe flow
Normal flo5Ap±h in pIpe = 2213(1a.) -
- - -
- Page 1 c-f 11 - [ Pi246poDMO
- page mm
Flo top Vtidth 5jis5fie in = 27)
Critical Depth = 231iIn) Pine f,lb reiocity = 91(Ftfs Travel time -through pipe = LID IntL mae of concentraes ETC) 5.32 into,
III :rl Process From Po3iTOJ5tation 32DOB to Pointj3te'toh 5ieD cOWPUcE OF MI STgE!*
-
The fofloOng data inside f4s3n 5-b-ear to listed: In Main St'tae number: 3.
Stream ftow 'area = 59SDAs) Puno-FF fFom thin stream = 34-92&-(CPS) TSar of co0cefrtr5t3b0 532 ndh. RarrFa1l intensity = 73A14In/Frr Program is now eb-tcg ceith Main StFeeth N 2
Preceai franc Point/Sistine S&ODe to Poir Station 536-000 *IO'5 IIIAt AREA VAU3ATION
oecleal -Fraction so3 group A= 8000 technol fraction soil group B
oecimal frOctaon so32 group C
Decigal frgction soil groaP p
JIDU'STRIAL area type j (Geneml Indust-,S4 ) ImperviQss vg1iS, Ji
Sub-Are C Value
IitSal subarea toFal fLote distarce = D00(Ft-) Wighest elevarr = 332,.
Lowest elevation = 129 E-levation dlffexta3C0 = 2-500(Pt) SlOpe 235B INITIAL AK-A lIME OF GCMCTfeNTZOX CLC[JLU0N5 The mtmiñte ovrld Flow, <!istSO I0O0 -For the top area slope value Of 35 2;, in p devo3.opsiec± type of General. 'Industrial In Atcordance With FS,gare 3-3 Initial Area Timer of Concentration 2-50 mitts It = Ic =l-L87ee)'-( 70e005)?( 2.38-'<lf3)= 260 - The initial area total niatatea of 1e6,80 (Ft) entered laser a reSainin saOce a-F 36O0 t) USLJcg figure 3-4, 'die travel tine for this dstah00 in 0.52 hinutes for a dinance of 36.80 (F-k.) and a slope of 2.56 i With an-elevation diftoc-aflce of 0.8t,) frcdt the end of the 'tOp 8r00 It chea(Pt.))j"3S5 6D -ii-/) 0822 Minutes
025)\.385= 8_5I Total ini'a1 'area 'I't 2_f9 minutes -f'roin Figure 3-3 -Foreal plus 0.52 minutes fra the FSghS-e 3-'4 fct'mtC3 = 3,n
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calculated IC of 3.324 minutes is less than 5 ndnutas resetting IC to LO moisten for' rtlofatt irenti1y c
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Rainfall, irtepsity, (P) = 7.5.(1:10Sr) for j. l& year stofi
Ff-fkctin0 rupoff eoeficieet used -For area (QeKaA) Is C = 0.570 SurearuNoff = 1. 3grs Total initial Stream area = 0-210(Ac)
-Process from PototjStatiOo 53Gt80 to PoisJSt'atiOn 534. 880 TEF FLOW TRAVEL Th 4 SUBAREA FLOW ADDiTION enon
lop of Sheet Segamet elevation = 229.380(3k.) ted Of styett seghnerrf levaticn Of strept megueth = 460 £e0(Pt) Height Of curb Oba-ve gutter -fianiltne
= Width of 'Inaif street (curb to no'Qwn) Di-stance'-Free CrOwn to crctssfaU gre3l0 break 0D(Ft) Slope frac gutter to gr'ade break (ribs) Slope frga gr'Ode break to Crown (ribs) = 0.520 Street -Flow in on [21 stde(s) of the streak Distance -Fopm curb in property Time = I2.080(Ft.) Slope from curb to n-pgrty line (v/his)
= LOIN Gutter wfdth = Gutter hke frOm -flowlire = I500(Th) r-hnin1ngs H to -getter = 0.5150 N from getter tcc grade break
= MànnSngs t -from grade break to crown a 8180 Estinated mete -Flew rate at midpoint of street = 3.SI7(CFS) Depth çiF flow = 274(Ft-) Avopage telocity = 2..519(itJ-s) StreetfLo4 hydrsulis at midpoint of street ifaveib Hal-Fatreet flow width Flow Velocity = 2-07-(Ft/s) Travel time = 3.50 airc.. TC 6.52 mio, ndding prea flew to gtret
c3inaf frartiut soil group. s = 0.500
i#entien sOil group G = Late e3cnal t'adtion Soil group C a LOaD pecimal fx'gction soil group 0 :L-0SS [IISD.USUEEAL area typ0 1 (General Tndustrial ) ImpePaLous value., .Ai = 0.538
C Vs3th = 8.570 RabfaU inttesity = &195(InfHr) -for a aOL 0 year Storm affecivelrneoff coèfEtciedt used for- total es-es (g=lçBk) is C a 0.570 CA = 0.507 Schhtrte 'rcwof = 4101(c'S) for LIMAc) -rota), iOwFF = 7(cF$) Total area Street -flOat at end of Street = 5 .47(CFS) Half tepeOt finS at end of Street
= 2749) Oep-th of -(lOw = 6-3t8(Ft, Aorge velocity 2.234(Ft/S) Flow 5tt (-From durb tOwaPds crcwn)= 1766(Ft.)
: ItI:::;i ciii: .t Process frOst PoinlfStetion S34.080 to ptintfStotibn 533.500 - pa0PLor TRAVEL TO-nE (Program estimated sine)
Vtro8m pW5,rtJststton elevation = 120508(Ft.) DoncnstFe5n paint/station elevation 120470(Ft.)
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Pipe length 69.00Ft) Manninga 11 No, of pleas = 1 8iulred pipe flow = 11.497(CF Nearest tomomted plea diana-tai' = 2708(In) Ca1ulathd isdillisual pi flOw 5497(CFS) Normal 41ew depth in pipe tSXn FkA top iidii Inside pipe = 24-52(In) CritLaL Depth = 9-58(In) Pipe -acw ye 1.92(FtJs) Travel time -through Pipe = 9-ea aim. of co±icentreS±on (TC) 7.55 into-
:I:LL:;I
Process frOm Point/Statimn 533.82 to PeSimtiois 533.000 CONFLUENCE OF l41MOtt STREAMS
Along Naie Stream number: 1 in neonai stre8in imther Z Stream Flow erea =1.O2RAc) Runoff -from tJis stream 5.497(CFS) TIM of conceitrsoo = 7.55 into. lofail lotatxsi-ty
Rainff-a R! .nteisIty (I) = 5.579(InnJ}h') for 188.0 year, StOrer Effective runoff coefiIEciept used for area (=KCtA)
is C = 0.798 Sthr-ma rimaff a 0.&&G(CFS) Total initial stream area =
Process 'from Pol/Statiot 533380 to Pa-ixitfStstion 533.880 aa p5pcirL iJEL T180 (Prgram estimoterl s2E)
LJpstream pOint/station elevation a 124.8af(Ft) Dnttrem poiotfS0tiou elac/ation = :C7.500(Ft.) Pipe 10ngtz = &88(Ft.> iIOrriings 1 a 8.013 Nor. of pipes l Required pipe flow
= 0.680<CF5) Nearest ioaarEad pipe dia0oter a 6.80(ln.) C-oiculated individual pipe flow = 0.686(CFS) Noemdl -Flog depth in pipe a lsacrn.y - Flow -top wi-4tf. inta3e pipe = 5.94(Iri.) rlti.tal P8h = 502(In..) Pipe Floe velocity = 8.56(Ft/s) Travel pipe = 0.13 mis. Thee of concentration (TC) a 6-2J3 mip.
øf11
Process T-'ron e!:i.a S33 500 to Pcsit/Station 53..300 aaea prj AR& w tAT3o1 ma**
8ecist1 -Fraction soil 9rWP A Ocisal fraction sail grsici R Dectmal fraction soil group C 67080
- - DeOea1 fraction sOil group 1) = L990 L Y R (43.8 CU/A or Less ) 1inp0rv50os value, 41
Sub-Aree C Value = 0.790 Initial aubarea total -Flow 3itapc& a Oi(ft) -• Highest elevation = 1285a0t)
LOWOSt elevation a 127580(Ft.) Elovation di-ffenence = 180-Ft.) Slope = 0.704 3 INUlAL AgFA lIE OF CONCEUTROMM CALCU173S
The madmum overlaid flow distvace is 50.00 (F±) for the top ar-st slope value of 870 %, ip a development type c-F 49.8 813/A or Lees
In Accordance Vith Pigare 3-9
Initial Area Time Of C cettstticti = 4.44 minutes Tc =[1t(J.1-C)distai(Ft.)S)J(t pe'143)1 TC = E 8e(z.1_0.7580)*C S0.e80'. r)/( '113) -4-44 - The Initial area total distance of 1400 (Ft.) entered leaves a ça distancof 020 (Ft)
-. Using Figure -4 t,lne travel tame -far this distenoe is 1.72 mini fpr- a diattace Of 9.08 (Ft) and a slope c-F 0.70 3 - with an elasation dlfferencO of 8.64(Ft.) frOm
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the tqp mae Tt iL9*i0ngth(tli)'t)/(eievstlOn idianige.)}-.325
pinibr) 1.725 iosteS
T(la,90,74'-3)f( 0,.64)1'.385= 1J1 TOtal initial area Ti. a 0.44 minutes from Figure 3- fofmula plOs 1.72 minidts from the Figdre -4 fOrmelu = 6..O nnimstes
proc68s -freer pbinttfStotirar 313.808 to PbintJSteztion 533.800 COfJEUENCE OF MINOR STRE08S
Along 81a1n Stream number is normal stream niObmr 2 S9Oeaii' fiO eras a - 0.330(Ac.) RtncrfF from this sirens = 9.€85(CFS) - Time of corjcerrtratioe 6.2t mini.
TFaU knifrisity a .53(XhIar) &umsry of s-lpeam data:
Stream Flow rate TC Rainfall lutenulty .(cjrs) (mini) (Th/Hr-)
1 5.497 7.55 5.255 I 8.800 S20 0.593 Qm33(1)
1.080 a 1.000 * 5.497) -
0.187 mac(2)
0.832 * 5497) ~F ,1-000 L000 0.536)0= 5.261
Total of 2 streams to cosFlttce: Plot-i reist before confluence point
5.487 - 0.586
-f1eS rates at confluence Oslig pbdve data:
6.207 5.263- M-ea of stPeaas 8eFOra con-fluernc:
0.130 R06ifLts of stalueccuic
Total flaw: rate = 6307(CFS)
P248ñRepafRHiV-
Page 0 of 11
amul';!
0305 ~.17
Time of concentration 7S52 irii. Effctive 5tream area after owfluence
= 1.15EAc -)
Process from Point/Stan S33.D -to PointfStetjon ria PIPEFLdW flikvEL TIME (Progre ese ted se) ***i
Upstream point/station elevation
= Bbsutream poirtJetetier elevation 3i7(Pt) Pipe length = x2a(Pt) ni's N = No of pleas = 1 iequlred pipe flow Nearest comozXtd pipe diaineer a.opclni Calculated ipdjvina1 pipe flow 5eNCFs) NorrnaL flow death in pipe = Pica top width inside pipe = 15.75(I) Critical Depth =
Pipe flow velocity = 434(Pt's) Travel Thee through pipe = e.-40 ale. Time of citcentration (TC) = N.øi minj.
:::::;::i Process from Point/Station 2E to PoititftatLori S328at aiow cONRflENcE OF MAT5 SRNU
The follewing date inside Main Steam in
In Main Nai Stream riuthest 2- Stream -Pica area = Runoff -From tb&s st'eam = 5a7(cFS) Thet -of cojicentritiOn = Sl eio Rainfall inteusfty = Summary of sln'eare data--
Stream Flow rate IC Rainfall Intensity No (FS) (min) (blur)
I 3495 532 7341 2 &107 a- 01 Qmas(b)
a iPDp 36) - C * 5107) + =• Qmax(2) =
iome a 49pe) a i.eee i,eta * s.Ze7) + =
Total of 2 amin stre2o to cot ejicè: Flew re-tea before conFleecue point: 4_a
Maximum Fiot rates at Coofluence USing ebate data: 3P 051 325,7 Area of streams before conf1ue5cd:
i150
Results of corifluance:
Tots]. --I= rate = 395l(FS) Time oi abocetion 320 fliim feCtive tmeaa aren after toofluence 7.L1(Ac.
Process from Point/Station 532 000 to Point/Station S4TG0 PgPEFLOW TRAVEL TIE (P'ogrnt estimated sine) e'
Upstream pr'ifltlstmtid eevaiioo xF 517.500(Pt.)
Downstream point/Station elevation
= ie9:e0e(Ft) Pipe imnéth = 39ed() Me-nnngs N = e.eil N. of pipe. = I Required pipe flow 39 DSI(CFS) Rea-rest, Conpmted pipe diatetes CalcuI3td indlvidai pipe flow = 39.B51(CFS) NotaiL flow ddtJi in pipe 12-02(1n-) Flew top edith inside pipe = l5(Iu.) Critical dtpth could not be caiculateL
Pipa flow VelOcakbj = 31.i3(Ft/) Travel -tipe thrvugh pipe 0,82 mm. at ncentration (IC) = 534 mip
Pr'ocess -from Poilit/Stathai 547-080 to Point/Station 541 Oem SURAklk FaOM Atiorr3çm as**
Denigal soilgi-'oupA -Dee Doiital frat€±on soil group D
= Decimal Trattlocr Pail group C Decimal 1PaCEI00 eoil group El
ELOt'i DEI/SIW RD-EWUAL
(l0 DUJA or Ltss ) LeNEtôus aelne, Al = 0.100 Sub-Area C Value 0.-4I8
Time Df cpnce0tration = 534 sin. Rurf-all inter = 7.313(Ifl/Hr) for,a 1000 year StWit EfFectise rppoff coefficient used for tlxtol area
(Q=) is C = 0..771 CA 5.949 iulou-st ranoff 400(CP5) for D0(Ac-) Total r-dneff = 43.559(CFS) Total area = 7.720(AC)
r r-x-1x;1-r.r-:. :::::-i tx::: :x; : Precast Prom Point/Station 5f020 to Point/Station PIP 11)11 TPN1. TIME £P?-Ograei estimated sSse)
Upstre-am ppint/tatinfl ele'(atibn = 109 004n5t gSa p.o&at/statini elevation = 009 (Ft.) Pipe lngtib = id00(Ft.) Mannimg's iii = 013 Pa. of pies = 1 Required pipe -rica = 43.55e(cas) Nearest, cqvjpqteed plpe, diameter- = Caictateii individual pipe flea = Mammal F1t* depth 10 pipe = Flow top visfth iniOe pipe = 1539(10.) cr'itmcel depth could not be cpicii]eteth
Ripe 26w vabotity 32.1(ft/s)
age of1 -.PTA
Travel time through pipe = eOO sin. Time Of cPnctOtrafon (TC) = 548 dim.
1-i-i-H--n 3-it ii it: i-i i- i'- j-:. ;-i ] ii Process front poisistation 58.030 to POintJ1Uon 550-080 'm CONFULEPCE QP MIUN STREAMS ea*i
Tie following dntta inside Melt ptress is listed: In Main Stree number: 1
S'treant -Flow area w 7.78 RtnefF from this stream = 43558(CFS) Time of cOt Ce3t05t10t3 = 5.40 athl. RaimfaU intensity = 7.20b(Th!F{r) Program is now starting stat Main Stredn No. 2
Process from Pn-tJStt-fion 54.e to Po,ntatiorr 54..000 lNITrA. AREA EVAWmON
1ecima1 fraction soil grbap A
Decimal -Frat soIL group p = - - Decimal -FPOction soil grOut C = Decimal fraction Soil group [3
= 1.800 D3DIsTuRaEb UkTURAL 181 IT (Permanent Opel) Space ) liporvioos value, gi = Sub-Area C Value = 0,390 Initial subarea -total ELOtt OTTC = 108.000(Ft-) Highest elesstlor = l68.080(Ft.) Lowest elevation = Elevation difference 200a(Pt.) Lbpe 1Y.ot.. I 33L&L AREA UME OF CtdCEMTRATIDN CatCUutt4ONS The ma,cLmua overland -Flow distance is leg.bO (tt) for the top area Ippe value Ipf i7.02
, in a 1ei41tpaent type of PerO5niettt Open Space
Id Accordance With Figure 3-3
Initial Area Time 4-F Coixteith'atLon 5.25 minutes
- = tt8*l.lt)*lstace(pt.5)P(Z 3lope'(3f3fl
'C lø80-O.S)I( liE2l'(lf3)]' 5.23 The initial area tOtal I ce of 188.80 (Pt.) entered leaves a remaining distance of 88.06 (Ft.)
Using Figure 3-4, the trotal time -For this distance is BAa for a dictmte of 89.G8 (Ft.) and a slope of 87.02 I -. With an elevation difFeencO Of lontfPt) Frnta the end of the
-top area Tt =il.9*length(Miy3)f(el0bn (Pt.))-.335 '€0Catht/hr} 0.405 3t,nutes
T=t(tt.9-O.O107-3)I( i 95t'.3D5= 0.49 Total initIal area Ti = 5.25 minutes from Figure 3.3 formula pies 0.49 minutes -trot tht Figure 3-4 formula = 5.73 sinutti Rainfall ItTESSISItY (I) = .S(It3/1ir) for a taO-B yeats storm Effective rsoff toefflitnt ttsacl for area (Q=[fCI1) is
C.= 0-350 Subahea runoff = 2.39a(tP) Total initial stream area =
Proes from POirjtfStaticjh 549.088 to, POimtJSttion 550.800 eee' 3prjt40 iaMEL TRJWFL TniF reee
OpstrOtn pmitit elevation= 136-800(Ft.) Downstream pulot elevation 02.080(Ft) 1heanal 1pugth 'thn'u atbarea 3i0.080(Ft) amnnet baic width Slope or 'I' Of left channel bank
= 3 aaa SlopC or Z' of right ch&rinel bank Eatilitafod mean -f-IZW rate at nildpeirtt of channel 3.568(Clt) Manning's 'N' 8.045 Maximum depth of channel = Flow(q) thru subarea = 3560() L)optt of fUMi 0.192(Ft3, Aserege velocity 3.326(Ft/) Channel flow top Width = 6.I52(Ft.) Flow Ve1oclty 3(Ft/s) Travel tOiSo a 0.56 min; Siam Of eancentratiot = 2.29 mm. Critical dtpth 0238(Ft) Adding area 'fiw to disanel
Decithzti fraction epil group A
DOdinal fraction soil group B
= 8.00
-- bc31 -ErSetion soil group C = 0.080 - Deciati fr4dn.n sOil group p = t.00c tpanI5TuIBa3 NATURAL TMMAM
J (P-trnlamedi Open Space ) Kaperv$ofm value Al = 0.408
Sub-Area C Value
-gOinfall intensIy a 5-.5tS(InJtt') for a 100.0 year storm Effectam runoff coeffitient used for total- area (Qi=Ktk) is C = 0.35h CA = L42 Sobaree runoff = 1.233(CFS) for 1420(Ac.) Tøtsi runoff 4.633(CFS) Total area = 2.408(Ac.) bepth of -1135 a 0,224(Ft.) 40ei-age velocity = 3-649(Ftfs) Citicol 4ept = 0,201çFt.)
ProtS Fçbt 1>0imt!5tat1om 549.080 to Pnint/StaUoO 550.000 NfluENcE of rIIM rRsfdts
The foiidng data insist Main Stream is i.ltted: In Rpm 5t reSat number:: 2 Stream flow nfta = Runoff froni this str0aa = 33(LFS) Time Of concentration = 8.29 m1n
Rainfall intltSity 5.5:is(InhHr) Summary of stress data:
StrOpur Plot ratO TC Rainfall Intensity No. I (13'S) (ntlSt) (Itt/Hp)
1 4.358 5.40 7.269 2 4..633 5.29 5. Is QeaxCil) = - -
F24 epo dfflM FBHYITR . Pao9ofl - P12468TEnepMdiITRA1I4-f15HYDRG Page TOofli
1000 % 43.ss) + * 652 4-S3i) Qmai(2) =
1e8e iaea 463) P •3782.
Total of 2 wain streams tO confluence:
Flaw rates before conflusoce paint: 050 4.ea3 Maxtothn fta rites at conflaeTrte ustg above data: 46-579 37.682
Area of atresins be-fare confluence:
7.720 2.0
ResuLts of cbnfLuenc:
Total flow 'ata = 45570CcFS) Time Of contoirtration = SAM inir. Effecti'ya Stream area after cenfluence =
Process -frOnT Pal±tt/Sta€ioñ 545000 to PbirrtJSta-or '- SUBAREA ROW ADD--T—TON
V cjal fraction sail group A = Decdsal feactimi soil -group- 0 = 6-12*0 flecimal action stfl. group C 0V00O - Decimal fraction soil grOup 0 = 1,000 £UNDITB RJRAL T8gRATN
(pCraantnt Open Space )
V !pertious value, 4i = 0..000
V
Sub-Area C ilue ae V
V Time of cenceatrtion 5.48 mm. Rmizrfail intensity 7.2693a/r) for a 100.0 year- store 8fFectiv0 runoff coffictht nsgji for total area
V (Q=K(:rA) is C = 064 Ok = 7.085 V - Subarea z'TxnofF = 20{CFS) for 0850(TC) Tta1 runoff = 51.507(0-s) mtal. ar8 = End of Computations, total study area 10.970 (Ac.)
Page 11 of 11
-
508 Diego County RatiOI j.roogy PrOgre
ILC1IbPVILDESI0& EngLneeralnp,Softr8, (c)ll-2004 V.eraion 74
Ratioaal e'thotl -Ooy P,8Vam based on San Diego County FOOu Contr8I Disisiso 2203 hydrp1or8an00i
Rational I-yd1'e1egy Study Date- 12101114
2450 QUARRY CR( - SY51-EK 709
PROPOSED CONUITI00S
FILE: S700010
}ydro1ogy Study Control r08nt
P-rogPajn ticn5e SrEBJ. Number 4042
Rtiorr8l hydrology study storm event year Is 10.0 EngLIsh (1--lb) ipot datp 11812s used
Pap data precipitation terad: 6 hour, pr ipit0n(intIies) = 24 horn' pré itotipn(3.nthes) = 5.109 P6/024 55-97- San Qisyc ?ydrclogy thanu81 C values used
..........: u-r-:-:::u: :Ufl Xl-U:: LI LI III!::; I 1 Procett from Polrr0taon 709.008 to Pt/SThtII 72.099 * TRITThL AREA avALuguDN
Decleal -frac on coal group A 0008 c5oe1 -frauticn soil group R 0.000r P3ciuua2. Paactiqri soil group C 0,000 Decimal fracoñ-oil group 0 1.009 f1ibU5TRIRL area te (erel lodes-ts-iE1 ) Impertios value, Al = 0.050 Sub-Area C Value = 0.876 Luitlal tharea total. f109 stooc0 = 90.009(Ft.) Ffghest ele'#etion = :L58400(at) L00ett tiOLi5tlQfl
Ebevatlon dl Fereuce - 1.400(fo.) Slope = 1.556K NT1ThL AREA 17$ZF_ OF qcarRATloN cALCUj'FIj)9S: The matiuum ourerlatd flow distance is 70.00 (J'-) -for the top area slope value nO 1.38 jr, in a deve1pment type of €eneral Iu01us&iml
. In: ACC$lrdatc0 Ith Figure 3-3 Initial Area Time OF Cctretlon = 2..82 minutes TC = (1.S*(Ll-C*dIsten00(F-t.) 5r!(K a1ope-'(1/3)
The initial ra .1 distance of 08.00 (Ft.) entered 13Vst a
P2462 R.WDO Pep - of2. -
rpnaitdeig dis-tance of 22.00 (Pt) Using Fgtn'e 3-4, the travel. t0e ftr is distance is 0.39 uthuotes- fop a d4stance of 10.00 (Ft.) ted
a slopeof ,s6 K wIth an eleu tiort dlfFerexce of 6r31(Pt) foce the 008 of the -too area = 3L9lentfrQ4iY3/(elevutLop chsnguEt..))325 (mIn/Tir) = O0 Minutes
Tta{11.9.0e0-'3)!( 0-31)j--3a5-- Total initial area Ti = 2.09 minutes -From Figure 3-3 forniu'J-a plus 0.30 m1805e6 -From the Figure 3-4 Formula 3-3R minutes Clsaulzbd TC of 3379 minutes is less than 5 minutes, resetting It to 5.0 minutes for- Ptirnfmil intensity ca1culatIo Rainfa)3 intensity (I) = 761(InJEh') for a !00JB year storm f1-tCV3io ff ff9jt used for area (t=KCEP) Is C = 0-378 Subarea runoff i= 6S90(CFS) Total initial stream area 0.090(Ac.)
PrOcess fpoiu pniotj5lathsl 702.000 to Polntfstattnn 709.000 surgEgr FLOW TRAWL VINE + SUBIRFA FLVW ADDIrION r-e
Top of street segmeot jellevat5on = •5i.450(Ft) EAd of street segment alavation = 108 BO(Ft.) Lengtb of street segwedt = 14?6-00O(Ft)
Height OF curlu above gutter floaline Idth of half street (sOrb ta zpmm) 006 (Ft.) 0Istanc crq to Er)SF3IL grade break = 10.0ee(Ft) Slope From getter' to grade break (v/hz) = 0-828 Slope Pram grade break -to croufl (v/hz) 0.010 Street fløw is on (1) tide(s) of te street
Ditto'from curb to property itOe 066(Ft.) Slope -from curb to property line (v/he) = - 8.020 with= i.SFg(Pt)
6ut0er ta from fiouuline a 1. 00 garuning% N in gutter 8.3358 Mahningis IT -from gutter to grade break = 0-else Ntnning's N from gr de brent to crouai = 0.0150 Es~-Jmated mean flow rate at midpoint u-F street = 4288(CFS) D8p'th OF flOw. =
- 033I(Ft.)., Aieiage velOcIty - 2.35P(Pt/s) eeiP0om hydraulics aIdpnist ef s-treat travel: HOI'Fstrudt flow widt, = 10. 878(ft.) fLew velocity = 3.36(ft/s) Travel time 7.37 edo. Tc= 10.75 ala. Adding area -;l-ow to street Dacdjngt fraction soil group A = 0.000 Decimal frau±Lrn sail group 9 = 0-000 Decimal -Fraction sail group C = 0.800 DesiL Fraodoo sOil group 0 = 1-000 ID0SF051. area 17gm
(General Iadstmitl ) Isper5tOt /3i±Ie, Al = 8950 Sgb.Peea C Va1* 0-570
Rainfall lotentliry 4-.963(tft/8=) For a 180-8 year storm .RH'ective run. F coeffIctent used for total area is 't 878 cO.= 1-Ow7 Subarea ruOoff 7.312(CFS) -3er 1,860 (Ac) Tot-ti runoff = 2.911(CP5) Total area 1.950(Ac.)
Pagu2of28
M 11 M i PS U. .1. !.'!
Street flaw at arid of eet = 141f street flow at end of street 7Pfl(GS) Depth of flow 0.375(t.), Average vliçty = 39'OO(Ftfs) Flow aiat1 (from rurb tdwar.s rONn)= 23990(Ft.)
_Ltii;iirri
I
I
:
n
- Procesm -From Pot/StstLo1) 704.080 to Pawstatipn 700.000 S1JBIRV0A PLO ADIDIflIiN
becirnal frtLbii soil group A Dec5in.l tton soil gpp 0 m 8.000 Decimal fraction sol group C 0.000 D.eci frattion soil group t 1.000
a3tT1J0AL ThRRAee 1 (Permanent Open Space ) Impervious v-Ige, At tth-Aréa C Vsl = 8.358 Time of coocantr3tiozi 10.75 mio. 1ria2.l intensity 4..663(InJHr.) for 180.0 3e!ar storm Effective rsaifP coaffiniont used for total area CQ=) is C = 0.655 Cp. = 2.176 Subres rimoff = 2.26(cFS) -for Total. rusoff, 10.147(CPS) TOtal area
Profess frOm POt tfStmtion 706,088 to POint/S tpn 700.880 nan* .IOAPM FLOut ADbflION
:. Decimal fraction soft group -0 = 0.880 Decimal. fractiOn soil group 8
= 0.008 Decimal fraction soil group C 0eima1 'fraction soil group 8 = 1.800 tIuSTTh.L area type
1 (Oedaral Iridus9a1 ) Impesmus value, Al = Sub-Area C Value = 0.870 Time Of Concentration = I0. sIn. Räinfeil imten1ty 3cInThry for a 180-8 year, stmrin- 0fFetLve runOFF oiym-Fftdent used for total area (=KcIA) is C = 6.712 tA = 3.220 - Subarea runoff = 4-868(CFS) fpr 1-200(Iuc.) mimi runofF 15. ai5(CFS) Total. area 4S20(Ac.)
ia t-*:.i rIz
Pf'ocess from Polo Station 700.880 to PointJ5itioa .712.860 PIPEFLOW TRAWL 1100 (Fri rem
gJIJ ed size)
Ups-b-earn po5ntl9tatiOu & ,stion = 108 Downstream point/station elevation Pipe lengtb = 8.00(Ft.) Nanniags 0 We. of pipsi = 1 Rpeuired pipe flew N0arest coOoizted pipe fietnO Calculated individual pipe flow a IB.0I(CF) Nor00l -Flew depth is Pipe =IL44(In.)
piw top width ldtide pipe = 1277(In.) CsItica1 depth could not be ca1cu2,ptad.
Pipe fJ. velocity =14.00(Ft/s) Travel time through pipe 0.01 mm. Thus Of tontantration (TC) 10-76 cia.
Process Pi'oin POtotJtatioii 710.080 tO Pal t/Statiop. 711. 8.00 S ILQW At}ItIim
flaclOel fraction soil group A 0.000 Decimal f tin sOil group 1 0.000
8ecl0l ractioh soil group C 2.900 Qectmal fracti60 soil group 0 = 1.880 tIN1USDLJ%1. area 'type J (60nira1 7ridu5tria1 ) ervirius value, Al = 0.956
C ValUe 8.076
Tige of cbnand ration = 18.76 mim 11 intOns'tty 4.600(Iri/0r) -For a 100.0 year storm Effective runoff cefFident used for, total area
= 4- subarea urioff = 6.885(CFS) for, l790Ac.) Total Punoff 21.809(CF5) Total area 6.22Ac.)
rn ::;.: uLl Li IrI:t:;z:: I I ri ir P;Poce0s from Point/Station 712 800 to PointJstmticik - 7i3:008 - P10EFLOI(TSA)1EL ThE PPogrmm eed size)
Opitream poi.Ot/0tati. e12veti0m 100. 008(Fi.) DowiisfreOa puttfstatiOn elevation 281. 000(Ft) Pipe Length = 247.00Ft.) N = 0.003 N. OF pipes = 1 tequised pipe flow = 21L289(dS) Meergst ObiOputad pipe diameter 24.00(1.) talc-plated individual pipe flow 21.099(CFS) Normal -flow depth Ia pipe = 17.44(1-)
Fled -top ddtj jnjc- 21.39(10.) Crii.cal bwpth = 26. 06(In) Pipe floW velocity 0.95(Ft/s) Travel time tbntugti pipe = 0.46 mis. Time of cericetrPtItn (TC) 11.22 sIp.
Pri10E2S Pfojn Point/Stetiøn - 711.086 to Point/Station 723.800 l07C OF MINPR STREM5 *'
-° Str euinbet: 1 in normal Strema olim±er 1 5'ti3r -Flow bras RnnOfP -from this stream = ZL.8.99(CFS) rime Of qncgntrstlon = 12.22 iiOu. infl Pntepsfty =
P&2ieFEH?PRO Page4 of 20
_,..,I..
.!
1.820 1.880 21.839) ~
- 1.808 3.851) - = 25.151
1.808 * e.m * 393) ~ 1.038 ' 1.880 3.851) ~
Process from PoistjStatiOn 712.2 to p15'Hj2 ** ]XUIAL MEA EVALUATION
Decimal frac'ttoF soil grppp A Deci.mal -Fraton s51 group B
Decimal fraon soil group C 0.880
- DeciJ. Frettoo soil group F = 1.800 tMEDIt81 DENSIW FE5IDflThL ] (14.5 DU/A or tars ) Ipmrious vs3.ie, Ai 8.580
Sub-Area C faime = 0,638
.itLal sobaea Intl Flow distance = 265 0Ft.) ighest blevat.on 124. 8F8(Pt.) Lowest eleva1on 898(Ft) El8v3.o di-Fference = 4.0.00-(Ft.) Slope = 1.424 1 ThTTIAL AREA TiME OF: COMTf1EJ8 CAUULTIC1
The maximum ove.r1ä9d flow distance is 65.80 (pt) for -the top area slope value of 1.401, in a d oppent t'pF of 14.5 rM3JA or Les
In Accorøce With Figare 3_3 !taltial Area Time of Concentration = 6. e-9 Wintztes it = EL2*(i-) tance(:Ft.)-'-.5)/cf $l6pe{2J3)3 TC =L1.8(i1-06368)'( 65.20Y.S/( a.484l/3))= .09 The initial area total dis#aace of 235.80 (Ft) entered laves a retaining distance of 228.88 (Ft.) Uping Figure 3-4, the travel time for this distance is 2_57 minute-1, ,or a distance of 228.88 (Ft..) and a s2pps of lAP. I
- - - with an elevation difFerence of 3.8f(Ft) from tie ehd 'of the top area Tt =[12.9Fleritbi)3)f(eLevattpe EngeFt.)))'.85 6(min/hh)
2.5ep Miuten
Tt(i9ø.eci7-3)J C 3.).335= .57 Tutni initial area Ti = 6.80 minutes -Fiums Figut-e 1-3 itomuia pins 2.57 nnute frro the Flgrn'e 3-4 fort061 = 8.66 minuteS ReimFall intensiip (I) = 5.352(Ii4J1r) for a 128.0 ysar storm Effactoie cratofF cjafficit uSed for area (=ECIA) is ( = 2.630 baree i-uno-?f
Total initial stream area =Li4O(Ac)
::cr::t;::_1
PrOcess from Poidt/Statima 712eØ to ppintfitetion 713.080 searCONFLUENCE OF IIWOR S REAMS
Along Main Stream number: I in normal stream nDebr 2 Stream flow area = 1.140(Ac.) Runoff -From -this stream 3.esl(CFS) Tipe n-F eton = ala. Ra2rfa11 intensity = S .362(aJflP) Suantai'y of stream date-
Stream. F1w rate .rC iaiufeil XatiIy (Cr5) (ala) Qio/Ztr)
2. 21.839 11.22 4.536 2 3.851 5.56 5.862 Q-1)
Total &F 2 Strtams ta confluence: Plow r85s before confluence point:
zj_afF
-f)ow rutes at confluence uimf Cboye data: ,5lS7 20.788 Area of Streams before comfluencel .220 1.142 R8ssLtm laf omn1uende
Total f-TQW rate 25.157'(CFS) Time of oncentr'atisn = 22.222 sin. Effeci5am stream area after rpaTh.re ice 7.360(Ac.)
ProcesS froa Foist/Station 713.8m to Pimtjstatibn 722-000 '• P1v5t0W TRA3/8L tEAF (Program e,s-cieated size) -'-'
Upstream poiizt/5te1dnn elevation =
FowEEtresa pbi.nt/s~tatlon e2evat5o = 93.500(Ft.) Pipe length = 73.08(Ft.) I4eOnings P = 2.913 No of pipes = I Rquird pipe -FlOw = 25.357'(cFS) - - SetreSt imppulad pipe diameter 24.28(Io.) lcn1at indii4u31 pipe -flow 28.157(CFS) Normal -Flow depth in pipe = Flow top wlath 1805de pipe = 22.70(in.) &'itite' Depth = 21j9(Io..) MifF -F1eit velocity = ii.40(Ftfs) Ti-aaI in hro'ugb pipe = 0.12 uiln Time of concentration (IC) = 11.33 in
Process 'Fro- Point/Station 723.038 to Point/Statson 722.880 CONFLUENCE OF MtNOp STREAMS
Along /Sin Str-eax number: I in normal 8tpe80 nasibEr 1 Stream flow area 7-360(Ac.)' Runoff fa thiS ztroaa = 25.J57(CFS) Time of cincei*ja-tten 11.22 mis. gaisFaL intensity = 4.509(Ir1JHr)
Pc'oceSs fi'cjj Point/Station 714.038 to Point/Station 716,800 ease ares
Oedipal ,fium soil &Ioup A = 0.200 aeciMal f'owlina 5053. group B = 0.000 lecthial thattion soil group C = 2.808 fl8cimsil fatiion soil group 1) = 1008
area type j
P0e5of28
Page 8of26
(,General Industrial ) pervtaos values U. 5ub-Aea C Wiae = 0.370 - -: Initial subarea total flow cst2058 = 920e(t.)
Highest ele'vatIo = 145.e00(t) Lowest e.levatisn 144. 000(Ft.)
Elevation d ferenbe 2080(Fl) Slope = 2174 I INI1TJ ASE& TJE OF CCENT0alION 44LCuLM]DES: The aaxiaua overland flow distance is 70-00 (Ft)
for the top aPOB slope value of 3.17 I, is a dvelopStnt type of
General Idost1
In Accordance With Figut-e 3-3
Ioial Area Time of ConcetflSttian = 2.67 minutes TC = s10ps'(i13)3 TC = [LS(1O87e0)*( 7Lee0.5)j( 2-il4L/)1= 21.67 The Ioitiaa area tOtal dst5d0 of 2.08 (Ft,) sitOed )smVe a
remaining distance Of •22_08 (Ft.)
Using Figure 3-4, the -tsoueJ time fx this distaoot is 037 8182tes for a distance of 22.00 (Ft.) and a slOpO of 2..17 I
with an tie t21ut difference of 9.48(Ft.) from the ed of The top arub
Tt = t119s1ngth(N'3)/(Ievat5Gn change (Ft.))]305 560(ni1n1hr3 0.353 4iiites Tt=[(11$*0.0042.'3)j( 8A8)385=E
Total initIal area Ti = 2.-67 minutes -From Figure 3-3 formula plps 0.37 minutes from the Figure 3-4 formula = 3M4 pinotta - - Calculated it of I42 mInuteS is less than 5- irftes resetting it to 5.0 ztite for ralo-frU Inje.nsity ctlitbans Rainfall intensity I) 734l(WUr) fdr a 130.8 year' Storm Effective PunOff coOfficittit used for area Q--Ka) is ç = 0.270 Subarea r-aloff = 593(CFS) Total initial stream area = 830aAc.5
Prpcees -from PoInt/-taion 716 p808 to Poist/statiot 720.820 STR80T FLOO TRAVEL TIME + SUBAREA FLOW Pis)I1ION
Top of street s3Stt elevation = 144-000Ft,) -- End of stetat segment elevation = 187530(Ft.) . Leogtr of Street Segment = 3-'08080(Ft.) Height of curb above guttor -flow]line = &a(In-) Width OF half Street fcarb to crows) a
Distance -frOm crown to broasfaIL gEade break = i0.800(Ft.) SlOpe from gutter to grads break (vieS) = 0.020- - -. - Slope from grade break to Crown (vThz) 8.020 Street flow is on J11J side'(s) of the street Olsimoce fret curb to propSr'bj lime In0ee(Ft Slope -from curb to pr'op rig line (v/liz) 0.020 Gutter width = L500(Ft-) COtter hik frodx flowliJee L580Q:a.) Ft82niAgs 0 in getter = 0. 8153 Manniflg's g -From gottt-r to grade break 088 ManZuT.ng5 0 -FrOm grofo brofc -to crown = e.0180 Estimated aeOn fJcse rate at midpøtat of street = 2327(CF&) Depth of -F:thw = 8.22!:t Ave.raga velocity = .074(5t/s) Street-flow hydraulics at midpoint of street travel: H8Ifstreet flow wistii = 8852(?t.)
F1w velocity = 3.07(Ftfs)
Travel time = 645 pIn. it = 949 tin. Mdlng area flow to street
FJ0tSmml ft-action soil group A a flecitsi frattipo sedl group S
Decimal fraction soil group C a 0- BOY 0ec,m4 FractLori Soil group D 1.080 [gmDUST}LrAL area type ] (Eeper-'al Industrial ) flnpSrvtops value, Ai a 6-950 Sub-Area- C \fmlae = 0.870 Rain Intensity = 5.052(ThJHr) -For a 180.0 yter storm Effective runoff coeffidatrb used -for total area (0 COlA) is C = 0878 CA = 0948 Subarea voOff = 4.140(CFS) 'far 8.990(Ac.) Intal. ronOff = -4747(CFS) 'fatal area 1..080(Ac.) Street flu tit end of street = 4-747(CFS) NaiF Str'5et -Flew at end of street 4.7'FT(CFS) 60th of flow = a321(Et.), Average velocity = 3.523(Ft/) Flow t.iid:th (from curb towards crown). Ia.297(Ft.) -
Process Prom Point/station 720.000 -to Poixtt/Sttion 723-00a PIP flOtI TRAVEL TIME (Program estimated size) *ea
Wpstrpe*;point/ctation elevation = 102880(F1.) Downstream point/station 512vajOm3 = Pipe length a 202.00(Ft.) Nadelflg's 0 = 0,013 of pipes = 1 Ite.qrdred pipe flow = 4.747(CFS) Isreareet computed pipe diameter = Calculated individual pipe flow = 4.747(CFS) korrnal flow depth is pipe 1007(l-.) Flow -top width Inside pipe
Crittaki Dapto -- Pipe flew veloIig S.42(Pt/a) 'EraSti time through pipe = 0.71 ala. Thee Of concentration (IC) = 10.21 tin.
--j--r4--::::-_.j ;:::Irr];,1: z:: r ::r:r:::z: Process from Point/Station 723.080 to Foist/Station 723.580 SUB E& FLOW ADDIMON 't#
Ceq~Aal -Practibn soil group A = 0.080 - Decimal fre'ctie Sol -I -group o Decimal fr-action soil group C = 5.000 DeciA101 soil group n
area typo Carieroi Iodetri1 ) I3npersious vaitO, Al = 0.050 sub-Area C Value = 870 Time OF centroiion = 10-21 mm. Rofall Intensity = 4.22(InfHr) for S In80 year storm Effective rOnfF co rLerdt used for- total area is a 3379 CA = S0haree rumoff i.012(CFS) for e.3ee(Ac)
8ga7oi26 1
- Rage 8ef23
Total roriofF = 57$CFS) Total area - a3O(Ac.)
Process -From Po0nt/Staton 724=000 to Potetf$tatio13 723.000 J,AREA FLOW ADDilI0tt -
Dactna3 fractien sofl group A 0act51 -fraction teil group B 000 Dtcial fractier soil group C 0.000 oeciival fraction soil group 0 a 1.000 fINDt3STRIAL area type (6enePaL tntfutrial ) Isparv5uB vathe Al 0.950 Sub-Area C 1/abe = 0.970 Time of concerrtration a 10.21 sin. Rainfall irittensit 4.-W-Mmr) for a i20.0 year- store Effective runoff cefflciatt used for total at4en (Q=1(CIA) is C = .070 CA = 1.714 Subspe runoff a 3.575(CF5) for 0.590(Ac.) Tota2. runoff = B. 254(CFS) Total area = l.970(Ac.)
:.,.:.;:: ,:-x:,,ITL-4 -I-,-,-Ir:;r- ,::::rL:::-;-.:T:;:r::::r::;!(;:::::T:J Process troa Poisftat1en 723M00 to Polnt/stOtisn 712.000 **II' PIPEFLt0 TRAVEL TIME (Prograg estisated size)
'
Upstream poln fettiorr elevztlOn = 10.O00(Ft.) uokzn5tneam pointfstatinn elealtien =
Pipe length = 78.00(Ft.) Maardxigs N = No of tinea = 1 8equfrad pipe flow 254(CrS) Nsir-est computed pipe iedieteP = Calculated individual pipe flow -.264(FS) Normal flow depth in pipe = 14:49(In.)
PlOw top W4ith inside pipe = 34.27(In)
Critical Depth = 23.(1o.)
Pipe flow velocity = 5.40t/s) Travel time through pipO 0.24 sin. TiJJTe of c0nCe0r8tiba (TC) = l0.45 olO.
ProtEss 7-tom PTtfStat5.as neaa to PoWtJSteties 722.000 seas ONFLJJEN OF MINOR STREAMS
31oi% Moo SfNdaa rs4nier I in sorndl strtap Uuber 2 Strea0 flow area = 1.070(c) Runcff-F from tbis stream a 8.264(CFS) Time of concentration = 20.45 jam.. Bainfail intensity = 4.750Ir/Hr) Strsaary n-F stream data:
Stream flow rate TC RaimFl1 Zotensity Po. (CFS) - (On)
25257 11.33 4.509
2 8.264 10:.45 4.730
t~ew 47
Qoox(1)
1.eaa 25.157) + 949 * 1098 * 8-764) -e 33.001 Qep(2)
1.000 * 0.922 25.17) --
a * + = 31.467
Total of 2 stneams to cpoftance: FlOw rathes bsfare c thiste Point:
25.157
14azimuia flow rates at confluence using boe data: 01 31.467 Area of tr'eams before confluence:
7.330 1.97O P.eSu1± of ccstFi300cc:
TOtal -Flow rate = 33.pel(CFS) Time of concentration = 11.324 ada. Effective Streea area after coefluencd = 9.330(14=)
Process ft-0, 'ointfStaldo 722.000 to Poit/Statipn 742000 PIPEFUN TRAVEL TIME (Program esthndtect alsO)
Upstream thntJSti•r, a6vatijon = 99.500(Ft.) iownstramnt poiptfptatiora elevation = 97.400(7t.> Piie lor,gth a 4389(.Ft. Marming's N = a. e13 No of pipes = 1 Ilequired pipe flow = 33.081(CFS Ne5T'est soxUputed pipe d5.smetqr = Ca1cu1etei ind5v34Ual pipe flow = 33.001(CPS)
Norbithl flow depth in pipe a 24.33(In.) Blow top .wiçltis inside pipe 29.05In.) CrimicOl. D0pth a 22. P5 (In.) Pipe flow veJ4Tc:i = 7.03(Ftfa) Travel ttme througi-, pipe = 1.02 ads. Tipe of çthe3trtiort (TC) = 12.35 athi.
Proes5 frtt, Po!ntjStptlon 722.00 to Peith)$ori 742,080 CONFlUENCE OFMAIP STREAMS
The folithdrg data Inside MoR Stpean is listed; in lain Ss'nsOvmbert I Strtam flow area 9.330(0c.) lun0fF -From this s-begri = 33.001(CFS) Time of cancentration a 15.35 attn. RalrFal1 ivtgnslty 4.264(InfHr) program is nOw starting with Main Stream No. 2
t t 11 :tLt:::-:::::,t
:--n-3-eI- Process fdthlll Polrrt2tatin 730.080 to Point/StetioO 732.000 INITIAL AREA EVALUATION
mectnal fiaçon soil up A a 0.800
Pi fiRO Page 9i'2&
Page 16 of EN
__i-l.I! ..I.uIu._. i•
Decimal fraction soil groop = V. Decimal fractbom soil group C Dtims-1 -Fraction Soil grop 0 1.000
LND1J3TRAL area type 3 t€exieii :tnd.uitpini ) ImperVious ValRe, Al = B050.
Sub-Are-8 C Value 070
V rnitiai stxtarea total tim diStance = 72900(Ft.) Highest elevation = i2G(Ft) Lowest elevttort = i29--700(Ft) alvatbon difFerence = 1000(Ft) Slope = 1.389 X - INITIAL AREA TINE OF CDiTL9ITRgiION CALGJUEIONS: The maximum oveyland -FlOw distanc-e is GOO (Pt) -For, the top area slops value of 10 %., in a development type of General Industrial
In Accordance wlih Figure 3-3 Initial Area Time of Con tration 2-87 athiotoS TC = {lS*(llc)*di anceFt)'S)IE slop&JS)J TC = [LhCl.le272O)*( 0@B-5)/( li(l/3)]- 2.87 The initial area tctal dtstaec v-F Y2.00 (Ft) entered urea a remjai,ng disthete of I408 (5t) Using Flgls-a 3-.4 the traveL time for this dirt CS is 027 miratas for a zlls .ni;e of 12.00 (Ft) and e slope of 1.39 Si with at elevation di Firence of 017(Ft) from the - of the tp area Tb = t11 .9*1,an h(ML3)/(elevatton chae(Ft..))]A.3~ iilnJhr3 0P Minutes Tt{(0*&0S233)/( 0T')385= 027
Total initial area Ti = 2.87 minutes F rOe Figure 3-3 farmul? plus 821 minutes from the tbgdre 3-4 -fpMn8im = 1.15 edttutos Calculated TC of 3.t49 oinutes is less than S rpimrtes, resetting TC in 1.0 minutes -For rainfall intetinity cicftlaliorts RZmflfa1l Intensity (I) = 7.$41(DiJHr-) -For a 500.0 year- s-Form fiim-e runoff Coefficient wad for area (=i() is C = 0.$7G- Subarea ranoFf = 1.500(CFS) Total initial Stream area = 0-e,0(Ac)
Z z::; r.:':-: :r-r---- .r: t ::i 11 1rocess from Point/Station 732.M0Z to Point/Station 736.000 STREET FLOW ThAVEL US-IE e SUBAREA FLO1 A BItIDA
Top of street segderrt dletetbarr = 160-700Ft,) End of street segment elevation 0(Ft-) Length of street se of = 57000Ft-). Neight of ttri> ebe gztteF- ioine = of half streht (curb to crown) = 17-000( Ft-) Dirtanc -From croen to crc'ssfmil grade break 1-a. 000(Ft.) Slope from gmtter, to grade Jar&afc (vi 0.820 Slope from grade brOsk to crown (v/hz) = 1.020 Street flow is on [11 sine(s) of the Street Distance fr-on curb to properJ line = 13.ePt) SZope from curt to property Line (v/hz) - Gutter width = l.sea(re.) - - - GattOr hike fro -Fins-line 110.) rtennins Ii in gutter = 0-Olin
Manning's N from gutter, to grde hi-tat = 0-0730 Manning's ii fi-ga grade break tocrown- =
Fiends main fl F-ate dt m24olnt of Street = 2.Sii8(CJS) DeptIl oF flos- =0-324(Ft Average velocity = L035(Ft/s) streétflum hydraulics at nimpoint of street trome1 JimlfStrt flea width 461(Pt.) Flow vim5±y
I)5oltime= 3.74 In. TC = 8.89 min. Adding- ri-Ca flow to Street DSis01 -FrsttiCa soil group A = Decimal frsttiOD soil group S 0.088
Decimal flactl-r soil group C =MOO frarniqo scdl group 0
DUSTFIAL area type 3 (General Industrial ) lmpsrvieus values Ai = e.95e - - Sat-Area C YS1ES = 0-870 R5ina72 intensity 6212(In/Hr) -For a 100-0 year storm SFFectirO ramofF ceafficteOt used for total area
(Q=lccii) is C 0-870 CAL = 7 Subai-e i-enOFf = 4,536(CFS) for 0.860(.4c) Total i-xrnoFF = 5.I35(CFS) lotal area = Street flow at end of street a 1.735(CFS) Strait flow at end of street 5135(CPi) Depth ç fLow 8.386(Ft.), Ms-rage Velocity = 2.347(Ftfs) Flow ,Zidth (from curb, towards crewg)= 14.549(Pt)
Ppoces from Point/station 231.088 tO Poist/Etation 736.088 *1mm OF MINOR SThEPNS
Along Man Stream number: 2 in noss-al stream number a Stream f7o3t area a 0-958(Ac.) Ruff fr-On th1s stream = 5.135(cFS) Of Ococeetrata xi a 5. Ca 11152. 0aInf-1 intensity = 6.232(10/Br)
Process from Point/Station 744.068 to- point/Station 74.0O8 i rriei AREA EutWATIOeI
Decimal -fraction Sail group A 0-009
Decimal fraction soil group 0 = 0-000
OOTel -Fcdttipn. soil group C = 8.000 Decimal fraction soil grOup 15 = 5.000 S clriSrry RIU0EI1}T.0L
(43.0 011/A or Less ) -T1praiO0is valuer Al = 8.000 Sub-Area C V:alue = 9.790 IZxLtSS1 saber-es total tLo*, distance 70.080(Ft.) Mrigherst elovatiot = IT3.500(rt.) Lowest elevation = -122.500(Ft.) Fleytien dtOfez'eiice 1.000(Ft.) Slone 1.429 Si of Initial Area Slope adjusted by tTpsr- to 1.597 1 IMiIAL At -EA ThE OF c9NttNtR8sint-X XCTJLA1yogs:
The tbxiLmue oyerlsod -Low distance is 75.80 (Ft) for the tqp area elope value of 1.59 5, in a development type of
Pagel of20
Pagei2 of 20
43.0 WIA or Lees
In AccoPdance th Figure -3 Initial Area Ttaë of Coaentratipii = 4.14 intootea
tI.8*(ll_C?diSance(Ft).S)/(% slàpe(i/5)
- •0
iqilated TC of 4,143 in5atrte.,s is less than 5 stthutee, TC tp 5.0 05nutes, for rmArfail ii51-: cL0tits 08inta11 intensity 5) 7.541(In5r) for a 10.0 year nttoñe Effective runoff Co izienit used for apea (O=TC6IA) is C 0.790 Sub'irea runoff = CFS Total infial stream area 8(Ac)
X ,tttZ: ti:n:;nt ::n::-:;i.t;: r Pracess, front PoiatJt3tIon 74B to P0/Statism 766-1;00 - - a*e xntokovEp GNEL TWEL Th3 *a±
Upstream paint eievat0n = Downstream point elevation
c2-2nnel length -thou sober-es 438080(pt.) Qabeel base width = 2000Ft) lope or 'Z' of left chbnnal. bank 52k0 Slope or Z of right cfianral bpt 000 Estisa'tad 58a0 flow rate at mipatnt of thL = !'Iannings r = feidmuio depth of channel = 1.00(ft.) Flow(Q) titru sebare,3 = Depth of -Flow = 93S3(Ft) Average velocity 4A11:tJs3 channel flew top width = 33- 526(Ft) slow Velocity = 4AlFtjs) troval thna = 5.62 sn5e - - Time of concenizatjoh = 5.76 mm Critical depth = 0-43g(Ft.) Adding area flow to c1i3ntien1
Decimal fraction 30il Cr" A 0.000 Decsmr--j fraction soil group 3 4.090 Decimal fraction sail group C = 9.008 Decimal fractiQn soil group 1) L200
[FMGH oglmsir( EESIDEiUAL 3 (49.9 DWA or, Lass ) pervious v51ue, Si = 0-890
Sub-ea C Value = 0.799 Rainfall I eissity e.L(IhfHr-)-for a 2-00. a year store 0fectLve runoff cofficiOnt used for total area (O=lc) Is C = 0790 CA = 4.651 Subarba runbff = 2386CFS) fr 5.220Aç4 Tbta]. runoff = 32.492((Z1;S) T-otel area = 5_990(Ac) Depth of flow = 0.489(Ft rage YeS-nicEty = 5.345(Ft1i) Critical depth eiJØ -t)
E::n:::: Prpsents from PointJ:Sfaticn 55.O0a to boIrxf5tstiorm 735-090 PIPEPLOI4 TRAVEL 124E (PP9grann estimated Size)
Upstream point/station eev9ton a 19559a(F)
V Dhwnsiztam paint/station 03fV5ä0n = 98.2e0(Pt.)
Pipe 1etgth -= 9188(pt) auings = OF pipes I RequirOd pipe 'Flow 31.498(CPS) Ne8r8at ohpimted pipe diameter = 2109(1n) ClceSatd indtuicE'al pipe -flew 32.450(CES) Normal fim-w dpth to pipe
1-Low to ±dth inside pipe - Critical depth could lyit be elcuiLättd. Pipe flea velocity = ZLOS(Ftfs) TPayel time -thrungh pipe = 0.06 Sin. Time of cenicetm-stisn (Pt) 5.83 mimi.
fPocesa From Puirt/ittita 766.000 to pointlstation 736 .V09? me*e LOFIICFE OF M]3iO5 519R/N45
Along Pain Stream amber: 2 in normal Stream nuatep 2 Steentm 'flow area = 5900(Ac.) Rufin/Ff 'fom this strtmn = S2-490 (US) Talae of concentration = 583 math. ,Ratrnf8ll intensity =6921(ThJPr) Sumnge'y of stream data:
Stream Flow Pale TC RairtfaSl Intensity ZS) (win) (Soil-h')
5.335k 6.89 - 4.732 2 32490 5.83 5.923. Qms(1) 5
i_emeo *LAW 5335) 0.890* 1.088 32.4903~= 34.298 0mac2) =
5.008 C 0.845 * 5.535) 1.000 1.900 * 32.490) ~ = 36.833
total of 2 streams to Confluence:
Plow rates §CForb amfluence point: 5,135 12.490 flaciauui Flow rOtak at cUoflnmdnce using above data: 34.298 30.833 Area of dtrealni hOfore confluence
0-930 5.000 Results of coimFlammce: Total 'Flow rate a 34.833(CF-S) Tiwe of rpm centrOtion = 5.828 min, iffactivestr'ege area after comxf uenc = 6850(AC.)
PGCess frost eoxitjstatlofl aeo to posrmtJstetiIri 742 ego e*m* TR39EL '1r4E (progeam estimated size) *
Upstream ph f±tetibn elévationi = Downstream poirlt-/station elevation 97.400(Pt.) Pipe- length = 27.00(t.) Manning";; N = 9.033 60. of pipes = 1 Required pipe Flow
= 36.035(CFC)
Pge I's of2f P.58.20liigdRep{dD1iM-F1YDR0 Page 14&2
Naret computed pipe dàttr 24ø CUR ) çalcols-ted in tvidual pipe floz = 35833(CF5) Normal -flow depth in pipe 165n) slow top width iosixla pipe = ZL7(Tn,) Critical depth could -aot ls calculated.
Pipe -Flow veLety = 15.5S(Ft/t) Travel time throprgh pipe = 0-3 ai. Thee of coofentration (it) 5. 1sirt
--r- :J.L::_I ITI
PrOcess Proni Pot/5tatlea '30O0 to Prt5tioTi - 742 ees CONFLM&M OF VLhM SMEARS
The feflbwing data 5nSIN Pih Stream is listed-- 1.1 MaIn Stream nuwber: 2
Stream flow area = 6.85%n-) RxincyPF from this stream 33F5) TimC of concentration = 5 piiL Rainfall Intensity = 6J}ir) Program is now starting with fain Stream No. 3
Process from Point /Station 38I3 tq Poinjltation 9.000 *sne INITIAL AREA ALtADTN -
Dec rasdilgriJpA=ø003
Decimal fractlqn loLl group = 0.000 Decimal fraction soil group C Decimal -fraction soil group D, = tI?JSseZAL. are?- -type ] (0aomra)L Industrial ) Tmpei-v56us valuer Al = 0950 Sub-Ares C Value = initial sohzrea total -flow di5tatct = 7200e(Ft) Highait eievetioxi = Lowest elevation = 109 .JOe(Ft.) Elevation difFereace = l0thPt.) Slaps 1,339 mn3AL AREA TME OF CDVC8T,-M-T1OM CAUIIAiINNS: The mathnuin over-land flow distonte is ea.ea (Pt) for the top area slope vs:lpe Of 1.39 Z in a davelmnent type -e General Indusi-ial
In Accordance Wfftb Figurt 3-3 Thit5.al Area Time of ceutrttloa- 2.07 IflIjIttes TC tl *{1i'C)* (Ft'.5)f( g1ope(lfB TO = 30.03)f( 1.39 IJ3)= 227 Thg initial area total distance of 72.00 (Ft.) entered leaves a reaiaixtog dlii ncd of l200 (Ft.) ijsidg Figure the ta!astl time for this distance Is 3.27 miii'tga for a istance of 1Z09 (Ft.) Sud s slope 0f 139 1 with an elevation '-00ce a-f 0.2J(Ft-) from the ead at' -tee top area Tt = L9*ler,gth(Ni>3)f{e1evation change(ft))j..385 "EO(mis/br)
0374 Mina-tes Ttsfçl.0823')/( 0)]"38se 3.27 Total. imx:ial area Ti = 237 minutes fran Figure 3-3 formula plus 0.27 minutes -From the Figure 3-4 -Formula
= 335 mInutes
Calculated TO of 3.141 minutes is less than S miriOtes, resettIng TC to 5.0 minute's -For if9li intensity calculations PaInFall lrtenaity (I) = 7.C4a(Io/th-) for a 208.0 year storm iffective rtnoff coefanient used for area (Q=I(CIA) is C = 3.870 Subarea runofF = e.332(4CPS) TOtal initial stream area = 0.850(Ac,)
m::::i:-:rLii m- Process -from Ptlrmt/Stmtion 729 . 080 -to Point/Station 740908 *'ve STRERT rLION TRkiEL TME SURARFA FLOE tITCN
Top of street sdnst elevation = 139 .700(Pt.) End of s±-get segment elsvetin = 105 .080 (Ft.) Length of street segment = 677. e00(t.) - fleight of carb manse gutter fltlwlioe = -dth of half street (curt?. to lsown)
= 17300(Ft.) flistsbit 'from crotm to crmssfall grade break = sg.800(Ft.) Slope frda gutter to grade break (v/hz) = 0.828 fri grade break to Crown (v/hz) 0.323 Str5et floW is on [1) side(s) of the street ilistssce from curb to property line = 13.300(Pt.) Slope 1om curb to property line (v/hz) = Gutter i;h
GUtter, hike from €Iseiime = 1.seg(In) Manniag's i in gutter = 0315:0 MereiIngs N -from gutter to grade break = e.easo Nate-lag's N froth grade break to tr'anzn = 03129 Estimated mean -floe rgtm at midpoit of street = l.577(CFS) Depth of -Flow = 0IN(Ft.)) Average otIty = 2.765 (Ft/a) fre8tfle draUlica at midpoint of Street travel: hjal,-fstret flow with = 9.068(Ft.) flow velocity = 1.76(Ftfs)
travel tis= 4-Seem, TC= 1.65 mis.. Mdiñg area fl-ow to Street
Detimal raCU-ap seLl group A 3330
Decimal frctien go-il greup I = 3.800 patiaal -Fraction ia-il group C = 0380 Decimal fractis sedJ group 0 1.800-
[X0DIjSTR1AL area type
(3ener4 Industrial ) Isteiovs- va:lnt, Al = et6-Areea 4Z Valpe 3.0-70 ainrFali ieteksity
- S.297(InJ1Cr) fom' a 108.3 year Storm 0fFectivt runoff ceefflxierrt used -fee' total area (QeicEA) t C = -3.876 CA = 3.496 'k1bgPea i'tonoff = 2347(C5S) far- 0.522(Ac.) Total rrthsFF = 2. 879 (cFS) Total area = 0.57I(Ac.) Street f1atat agd pi sipast = 2.79(CFS) - - 1P street -Fi(s at ted of seet = 2.379 (CFS) pep-Ob of flog = - -8. 7Ft.), Average valonity 2..829(Ft/s) Flow width (-From curb -towards crowa)= il,61%(Ft.)
Process -from Poist/itetian 740.aeb to Pdint/Statinn 742.080 sia's mo Läbi Tg,vgL flM- (Program estI4n3ted glzt) sees
-
Pe 15 of 20 -pRQ Page 6 off 23
Upstr'anr poThtjstasion elevI98..eG0CFt
OoWnstreais pofofI2tssibr ev2t 9746e(Ft) Pipe leig:9 = 306(_) Marmisg's N No of pipes = , Reqidred pipe flow = 2870(CFs) Nearest computed pipe diameter P09C1n) calculated infaviduza pipe -FLew = 1OiIEIPl flow depth in pipe = 39Eln.) Flow top width tnide pipe Cri-tica1 depth could not be cac6lated - Pipe flow velocity 15.7OCFtf21 Tre€L time tbMI3& pipe = O.20 aim. Time of cohcent-ation T() = 7.66 win.
Prøtta.s frur Poi/tation 740.000 to Zie/itl.n 7-2.0ø2 *e CONFLUENCE OF MAIN STgRANS *
The fbllawig dat3 inside Nain Stream is listed: In Nip Stream nnmbe?: 3 Stream flow area = 70(Ac) RUnofF from this stream = 2679(~ Time of côncntrtion = 703 min- Rain-an, intensity = 5.5tXofHr1 ummaEy of atreairi data:
Stream FJ..ow rate ]C Rainfall- Intensity
(CPS) (aim)
1 33.8G1 1-2. 35 4.164 2 35.053 586 6.229 3 1.879 7.66 80S Q?nae(1) =
LOeO L000 33.851) + 0.622 * 1.280 3i333) ~ e_5 C 1.000 2.279) ~ = Qmsx(2)
1.000 0.474 31.201) + -150a * * 36.003) 1~ e83 C 755 * 2.279) S4,$29 Qaxax(3)
3.088 X 0620 * S 33.281) + 0.041 ' 0.000 31.833) -I- 1. 000 S * 2.270) -e 54329
Total of 3 male striss to corELuenee: Floe rates before conflitense point:
3.80L 36.133 2.003 Maxiinfim +10.q Dates at c -1uanoa using mb3va data;. 57.533 54.680 64.223 ea of streams 3ef?rt conflOence: 9.338 6.268
R.esalts of cbrrflxeice;
Total flow rate, = 57-SS3tCPS) Thae of concentration = I2.358 wio toctile ste2m area after coD$jirence
Prdcgssfrodi PoidtJSfaon 742080 to Poim'cjstation 78&802 PVUL014 TRAVEL TIME Program estimated Sim6)
Upstream p:orttPtaticn eimvation = 07..4eeFt.) Downstream poise/station elevation = .000(Ft.) Pipe length = 450a(Ft) Mn5.ngs N = 0.003 No, of pipes a pñ6ad pipe flow = 51.atBCPS) st coapflted piê diameter = 358(I3.) Cãlaslated lndividl pipS floe = 578g3(CFi) Normal flow dept± in pipe 2.7.230:n.) FIMT top width Inside Pipe = 30.9etla.) ci-acel Depth = 29S6(In..) Pipe flow velocity 289Ft/) Travel time thr-Ough pipe = 0.07 min. limO Of concentration (TC) 12.42 mis
Process tram PSttinn 742.000 to Pointf3ta1n 786-080. me CONFLDENCE OF MiX$ ~TRE2M5
The fD110wa-aig data InsidO Main Stream is listed: In Mats- Stream iramber: 1
Stream line area = 15.7 (Ac.) RnnaFF f'op this stPeaa = 57833(CFS) of oDcowtratmon = 11.42 wIn. Owinfali istenslty = 4.248(ImIJ-Jr) Program is nøC 3t3rt10g w11h Main Stress I4o. 2
i:::n:,-::zxt::: PvOc. froa PoiDi/Staton 733.080 -to Poiltt/itatioC 721.200 -amMarrIAL AREA EFAU1AttON *-***
L7ec,4ia1 fraction SOij group A = 8.838 Decimal -fraction soil grows B = OAvee D-ecimal fnctitn oi3. group C = 1.000. - Decimal fraction anti group 0 = 1.806
LE?i Dla6lly (45.6 DUll or Less ) Topervious vsIue Al 0.300 Sub-Area C Value = 0.720 Initial subarea total fLow distance 68008(Ft) Hi-t aleaiima
Lowest e2.ratins 120.0.ea(Pt.) Elevat5cr* differeflce = 1..eeO(Ft.) Slope = 1.657 % IUMTAL APEr. SOE OF EW3TION CLCULATICDNS: The magisOan overland floe diStance is 75.80 (Pt)
for the tap area sZQpe valee of 1.67 %, in
a dtv.eiePment type of 43.0 DUj9L or Less
Is Accordance With FigarO 3-3
Page 17oTP
Initial Area Time of Concentration
= 47 atantto TIC P l-)4ditonce<Pty-S)f(C s]op&(i/3YI it 7500"..5)i{ 67e'I3)= 4b7 lcuibttd it of 4073 sipates is less than S mrites, raeerting TC to 50 ninUtOs for rainfail IISTWLtAty Cla
,
l
a
f
t
o
n
s
Rainfall intensity (t) = 71n?flr) for a 100- year stora Effettise runoff coaff101ent usec -For area (aRA) C 3-790 Subarea rrrfF = 4.34CFS) Total initial stream area = ø72(Ac.)
Process from PointjStation 7l to -Dointarstation 79d-000 IMPROVED CMNEL TRAVEL TfME
Upstoeap point elevation = or(Ft-) Downstream point --levtOdoij 3425ee(5t) Charnel length thra sobarea 250Ft,.) Channel base aloib
Slope Or Z' of left channel bank = 5-603 Slope or Z of night channel batik 5.000 animated gpan 1iew rate at iidpolnt of dwtrnel 7727(Ci) Mannings N
Maxim= depth of channel Plow(q) thru subarea = 7.i27rfPS) Deptb of -f.lew 2l3(Ft), 4vepage velocity = 3273(ftIs) hannel flow top sidth = 124(Ft.) Flow Velocity = 3.27(Ftfe) Trsiiml sims = l2J z% Time of concentration = 5.35 min- Critical depth 0.234(Pt) area flOw to channel tecüesl fracticia soil grtop A Decimal Fratti sciil group 0 a 0.300 Racimal fraction soil group Otcigal tlri soil group 0 = Ew1en neaslrf RESIDEMML
03.3 DUIA or Less ) Impervious value, Al = Sub-Area C Value = taisimil intensity = -For a 100.0 year storm Effective runoff coefflcient sand fqr total area (Q=K41A) isC=@.790 C=
Subarea porioff 600g(CFS) for 1-290(Ac) Total runoff = llOsi-(CpS) Total area 1.31(Ac) Depth of -Row = 0253(Ft.)., Awe-ege velea±ty = 3.754(F-t/s) Criilcsl depth = 0l5<Ft)
r:tz: :1t
PPoceSs from fo1StatiO 78.30e to pofntjStaUoa 724. 00 PMFLOw TRAVEL IteE (Program estisyted size)
Upstream aointjstztion elevation a DownStream pointistation elevation = 120-nOtFt-) Pipe length = leE.ME(Ft.) Penriingh id = 0.313 go. Of pipes = I Réqaired sipa flow
= li.342<CPS)
Neatest computed pipe disthteo 2L.00(Irr) Cnlmted individual pine 'fiow 31.O42CCFS) Nor00l flow dextb in uipt 1291(In) Flow top width inside pipe = Cr5-t5cel Depth = 14.gECcn.)
Pipe -flow velocity a 7.32(Ft/s) Travel time through pipe 03 ale.. T1a0 ofcondentr'ation (it) 5.5E ale.
:i t = r r c c:iZ its Process from Pot/StOsitj 784-160 to PointPStattOr 724.300 S(oAngA. FLCOi ADDIIION **
DeCimal fraction scril group A = Decimal -frattloo soil gro a = Deceaol -fraction. Soil group C = 0-090 Decimal frattkn soil group n = l.00 (JRD11t area type
- 3 (ehet-e3 lodusttaL ) lerviups value Al = 0.950 Sub-Area C Value = Time of torrcebtration 5S2 sin. ROtafall intensity 7.338[lnjHr) for a 100.3 year, storm fectSas runaff coeffacieirt used for total area
CQ=wc-lA is C a 0.802 CA Subataa Cutoff = L.743(CFS) for Total rutoff 12.784(CFS) Total area = 2.340-(Ac)
PbcOis from PaitJ5tation 784.380 to PoigtfStation 784.300 aa-ea CENfLUENCE OF SINOPS STRE0S-S =ea
Along 4ain Sto00m number: 2 U. normal sb-earn- number I S-tdeaa flow area = 2.340(Ac) RunOff from this stream = 12.7E4(CF) Time of concentratiOn = 5-58 min inf011 intensity = 7.318(IOfHr)
- r15 . 1 r tn in r i r :r:-:: : t i-i i Ii i -r-er-f-i-r-r ii I r ii; r PrOte S from PbirlstEfion 785.008 to Point/Station 785.100 **** iriea. igub egiugi-ime e*** -
DOcnal fraction soil group A = 0-00 - flecurrsl fraction soil group S =8.300 i)ecirnal fraction soil group C = 0.308 Decimal faClff soil group 0 = 1.008 (106 olcrr'f RESIDENTIAL
3 (43.3 0Crj7 or Lest ) Impervious vaga Al = 0.500 S-Area C Valpg = Saltial satai'ea total -1ow distance = 60.080(Ft) tigheit elevation = i2000(Ft.)
Lowest elevet 329-000(Ft.) Elevation difference =. L.M00(Ft) Slope a a67 S
P2p0sN-FBRYDPO
Page 2oof2
1
flI1TAL AREA TIME OF COC M CALCULA1TtNS: The nsueem overland flow distance is (Ft) fOr the top aPes alooe va-le of 1.7 5, In a -deealopsnsnt type Of 43-P DWA OP Lees
In AtcoPdsote wise Figure 3-3
Area Time of EoOcext3'RtLo = 4B7 misated TC = t2_s(1.1-) ce(Ft.)\5/C5 sLap.'ee(113)1 TC = EL2(11-0aPP0)5( 7S.e0B'5)/( 1(ld)] 407 Calculated it of 4-B73 jnlputea is loss than 5 adzftites,. resetting i-c -to .0 pinotes for rdin .11 ioteasity Rairlt intens (I) = 7.41(IpIFfr) for -a 100-0 year stprw effec-tive runoff, coefficient used for area (Q=KEII&) is C = Subarea roaOP = 2.E37 (.CFS) TOt1 initial stream -area
Process from Poist/Station 705 .1PO to I=tattoo 785.208 a*ea RtJV NNEL TRVEL flaP
Upstream pqiot a vtioa e 135. Downstream point elevation = 324..508(Pt.) - - CheanEl length tore subarea = 6000(f-t) Channel base width 0a0-Ft) Slope or Z of left ciannel barn = 5.800 Slope or Z' of fight chamaPL bEk = 5.800 Estimated mean flow rate at oidpOir of thannel = 18.4S7(CFS) Nanalag's '1)' = 0_OlE 3todinum depth of channel = l0ubFt.) Flow(q) thru subarea
Of f18I 0.291(Pt), AM~-age velocity 3 290(Ft/s) Channel -Flea top fadth = II. 0aP(pt.) Plow Velocity 3.9(FtfS) Travel time 18I ada. TIne of COTxcefl2r5tiGIa = 590 seth. Critical depth = 0316(Ft.)
Adding area flow to channel Decimal frctio :soi:I. gPpup A = DecJl frattion soil group B = iDXeO Decimal fraction soil group C = Decimal -fraction sofl. grour 3- = s,MOB - - - - -. EHIEH DENSITY REENUAL 2 (43a DUJA or, Less ) Iñpervioos vales, el
Sub-Area C Valte gelofafl. intensity = 6E69(TO/l1r) for a 180.0 year 57barS fEcti3Le ru8ff coefcist Used for tot: area (Q=Kc10) is C = 0780 ce = 1.765. Sobaea runoff 18-137(CS) for 3030(Ac.) Total runoff 18.994cFS) Total EPea 3.50B(Ec.) Depth ef flow = 8399(lzt.), Average velocity = 3.567( Vt/a) Critical depth e.445(F-t)
--------------- Process -Frtmr Po5ntJs-tstice 7p288 to Pit/Station 748800 PIP.EPLOw TRAVEL TIME (PPorn es-bpiated. adze) -
Upstream point!station elevation aPB(Ft) flowost-eam .pointjst on elevation = 320.580(Ft.)
- Pipe length = 40e0(P-t.) 00nnlna N 13 NO. Of piPes 3 Esquired pipe floe = 25.994(CFS) Nearest computed P-We dsame-8er 24.00{lO) Calculated individual pipe -flow = 13854(CFS) MDrmal flow depth in pipe a 5.52(En.) Flew zap aidtb inside pipe a 2295(In.) Q-±tical Depth =
Pipe flcjw velocity S.84(Ftfs) Travel time -througt pipe = 0.83 ala. Thee Of to0cetvatiArr (TC) 5.07 min-
. ProcEss roe Voint/Ststion 749.000 to, Feint/Station 745.088 *- SMARSAI FLOw ADDITiON
Decisa]. fraction soil grot A 0000 C1erpl frattisni soil group B. Decimal *actioh s012. -group C e.000 Deds4 fraction soil group D EINDJSTTIAL area -type J (6enEr1 Industrial ) iperloiirs maJme, Al = Sub-Ares C Valne = 8.070 Thea Of cententratise 5.87 eta. NadsfeJl. intensity = for a 100.0 year store Effective esnOfF coefficient used Fp' total area CQ=Ucm)ist=o.797 CA= 3852 Subara runoff = 1-901(CPS) for 0. 30(Ac.) Total runoff = 20795(CFS) Total Spas = 3.830(Ac.)
Ppooess front Point/Station 748.888 to Pint/StattoO 7R4 080 PIPEFLCS( TRAVEL TIME (Program Os-tUsated size)
Jpstreaa petot/etatien elevation = 820508(Ft.) DbwrtEo poirrt/s-tatU,on e1eatiOñ = 320.080(Pt.)
Pipe length = R5.60(Ft) Manning's N = B013 No. of pipes = 1 Raqalred pipE flow = 20.795CPS) Nearest Ebpspted p5.t diameter = 24.00(m.) calculated indiaideal pipe flow - 20795(FS) NaPeel -flow depth in pipe = ±77(In.) Flow top eidth inside pipe 22.70(In) Q-lticsl Depth = Pipe -FlOw velocity = 9.49(ftls) Travel timE through pipe = 0.86 sin. Time of concedtpatUxn (it) = 68b ala.
11
PrOcess from t/Sthtioh 704.680 to poi.st/Stat±Oo 704.000 ness CDNFWENCE OF MOR s-rREaes -
4odAIN-fO 21 of 2B R2ffi79rIgep0ts1D 1 F-E4YDR0 -Page-
Rap. 22of2
Along Main Stream number: 2 in toral stPaa mu 2 Stream +low area = 3.238(Ac) 8uiofF -From this stream = 2795(CES) Time of concentration = 5.83 ain RainFaLl intensity = 6.768(I/Hr) Summary of stresb data:
Stream Flow rate TIC Raimfali intensity N. (EFS) (min) Cinll4r)
I 1I.74 5.58 7.218 2 26.795 5.83 6.768 Qmat(I) a
1.888 Le8 * 17 78A) ~ ieaa 6.835 * 80.795) e = 32,816 =
6.951 1.860 a 1.784) 1.906 1.88 ap 26.795) - 31.950
Total of 2 Streams -to, conflumeoc; Flow rates 1Fere confluence poInt: 2L784 16.795
Maximum 271.0w r3te at coafluence msIug above gate: 32.616 395 Apes of streams beore tor'lumace:
2.246
Results oF e0nflu88ces
Total flow Pate a 3~-I6(CFS) Time of 4:oncetTtitian = 5.834 min- Effective s7tx-4am area after, bedfiuence = 6-07a(Ac-)
--f :::: Process from PotfSimtipn 784.880 to P9intl'Statioñ 75.88 * PIEFLOW TRAVEL ThE Pregram estimated size)
Upstream pointJstatLon alevation = i6.800Ft.) DdwisstPeam point/stetSon eleestion = Pipe length = 606. 8t) Mangs T = 6.031 Ma. of pipes = 1 Rntred pipe flow 2.5FS) Nearest computed p3.pe diamNter 21,00(tn..) - Calculated indiaidu3i pipe los 2 ilorpsl flow d4ptf in pipe Flow top '5EJtb :inside pipe 170(Ixi) Cpititei depth could not be caloulated,. Pipe flow velocity = 16.10Ft.1s) TraYel time through pipe = 6.52 sin. Time of coricentratiAn (SC) = 5.55 ida.
:1::: i ii: ii: : :: : - t : :: = ---r:: ::::::.: :: : r P',-Z.;-FrOm Pft/Statioh 784.968 to istJstptmon 6..080 •• CO8FLUHCE OF 8AJ8 STNS
The foUcw8-ng data inside Mate Stttam is 3loted
-- In Main strNNre ithieber' I
tPeam flow area = 70(Ac) RunOff ff82 -th16 stream = 32.950(CFS) Time of-concentration a 6.55 ida. Rtnfa11 iistensity = 5.439(IrrJHr-) Summary of strepna data:
Stream Flow rate TC Raisfa3 IntnS1ty Mo. (CF) (min) (InJ}1
2. 57.683 11.42 4.248 2 52.958 6.55 5.418
1.000 * 1.668 * 57. 888) -e .652 * 1.006 * 32.956 4 Qrax(2) =
1.080 . 6.527 ' 57.883) -e 1.060 1.000 32950) = 63.474
Total of 2 Nate etrsamt to confluence: Flow rates DerFore confLuence point:
57.883 32.958 )lax3*nm flow rates at confLuenCe using above data: 691 53.474 Area of 8tr8a1ns before cnf3noe:
3,.750 6..070
RRs42.ts ut - oxm-lpehce;
Total flow rate = 79..692(S) Time of frontentrati-on 52.42.4 059. bfFective sift-am area after confluence = 21.820(Ac.)
;:: ti::ii r: ii:: I:: ri::: :::::!.::.::1rx: .-::;:ry::::;:::: Process frdia Poiztj5tatton 726.0ø to Point/Station 788.900 CC F.9L9 TRAVEL TIME (Program estimated Size)
'
tipatrNm point/Station elevation = 97.900(Ft.) Doistrean pOUrtfstatlon eleitiou = ms.see(Ft) Pipt 1nith = 42,90(Ft.) hRnoings N = 6.2.13 Na. of pipes = 3 Required pipe -Flow = 79.691tFS) Neare.gt computed pipe diameter, 39.00CITQ talc8lted indiVidual pipe flew
Normal flow depth in pipe = 28.50(In..) Flow top iddth inside pipe = rIiica1 Depth = 33..67IEL) Pipe flow velocity = 12..25(Ftjs) Travel time tbroog1 pipe = 6.06 min- T34- of cpec.entraioh (Tt) = 32.48 ad..
:5:::;:: :i ;: nil :-ui irti 11: ;:J.: 1; : ;: l:l:;::::-;-:i-i ri::: Process *05 Point/Station 786.880 to PqtatlStatior 768.803 esll* C0,4-LUtNCE OF 88sOR 1TREA8S aes
Alo3g Maim Stream number: a in normal stream number I
Pdgt23 of 26 1 PVM2QFhaARePadstPA*BMRO Paga24oi26
-- - - _ - _ .._:u.__ lI:
Stream tw area = 22.l20Qc.)
1.Amo-.-F from this stream = 79.691(CP5) Time of concentrCi8o = 22.48 mist.
Rainf1l Intensity = 4.235XnJW)
rr-t-4- Process 'fjom Point/station 77080 to Point/Station lag-Zoe iiüL ARFA owAror
Oecinal frgctiou soil group A 0,,066 Oewiatl -frmctson soil group 8 = 8.080
oeti.ntal froctiost sail graup CI= 8.000
- Decimal fraction soil group fl 1.008 rLOW DFM9KW 2IDENTIAL 3 (1.0 DUJA or Less ) istperwious value, 4L =
Sub-Area C Value = 0.418 Initial subarea total €Loiq dintsnce = 320080(Pt.) Highost elevation .= 98,088(Ft) Lowest elevation = 96.008P.)
8lava1oo difference 0(Pt_) ilopt = 1.211 % IflAL AREA 1'Ir-E OF 00NGtThA1T1D& CALUJ1ATIONS
The mathtum everlaed flOw distance Is 788 (Ft) for the top area slope 'e1ue Of Ii2 8, in a devOpcmnt type Of :LO flU/A or Less In Accordance With Figure -3 - - Intel Area Time of C n tian = 18.O4 minutes TC a slopa(t/3)3 TC {1.8(104t08)'( 780P?'.5)/( il0aj3)) 18.84 The initial sres total disfan00 of 180.88 (Ft.) gotefed les a remaining ditgnca of 118.84 (Ft)
Using fignfe 3-4, the -travel time for this di$tande is ..69 minutes for a distance of 11000 (Ft.) and a slope Of 1.21 % with an elevation difference Of 2.22(Ft) froa the tad of the top are
Tt = {I1.9*Iength(Mi)3)/(e1avatIdn hg(Ft))]'.385 50inrth/hr)
= 1648 M.Lnutes Tt=Ecl1.9*9020 3)/( i2)3'.8~= 1.65 Total initial area T. = 10.84 minutes from Figure 3-3 foraua.a plus 1.65 mircrtes fra5 the Figure 3-4 Formula = 11.68 minutes isfail intensity (p) 4.410{1WHr) for a 108 year thoria Effectiva runoff C flet8 !. -for arep (KaA) is c = 0.41 -Subarea runoff 3.553(085) Tetal initial stream area = l.740(Ac.)
Ir:r:::1:;;tJ1:flI i uu uul 3L:::r1 rztrtrrnLr Pr0ce55 from Foist/Station 787.000 to Pint]Station 7881M cguUJ8N08 OF XMOR
Aloog fr.ein Sb-earn number: 1 in normal gtram number 2 Stream -flow area = Runoff from this stream 3.153(CFS) Time of concentratIon = I1_68 miri. Reiof 11 intensity = 4.419(ThJHr-) Stseeary of stream data-
Sb-ehe F16w rate TC Rfln-fafl lOteissit No. (CFS) (sin) (InJHr)
1 79.6I 52.42 4.235 2 3.253 31.68 4.419
* * 79691) 5- 0.853 3.253) -t- = 82.732 Qinax(2) a
1.888 Ø3 79.591) -e 1.080 1.080 * 3.253) 77.755
Total of 2 streams to coh€5ece: Flte rateS before confluence point:
79.591 3.253 Natisum fLow rates at confluence using ebOvO data: a1.1i2 77.755 Area of Str0ams befbrt Confluence:
22.828 748 Rets of confluence:
Total f]8s rate = 82752(CFS) Tia of concentration = 22.451 mist-
- stream area after confltlence = 24.560(Ac)
Process from Point/Station 788.000 to PcjirJStstiom 784.008 FLUs sDDTrIed 5t
Decimal fraction coil group A = 0.808 - - Deei3I frLdn soil group B = 0-000 bedjeiS. froctioc soil group C = 0.000
- Focin02. .:t5on soil group is = 1.809 piintcruonub MUMAL -rusesnu 3 (Pereana)at Open 5aCe ) epere&,bs vnJsie At = 8.400 Sub-Area C Value = 0.250
The area added to the esYstng s-traem Causes a ? lower, flow rate 1sf Q a 79. 009(cFS) the'ofos tbe Ultstreafe fin- mOte of ç 82M2(CFS) is being used TieS of eabdenttation = 52.48 mtn. Oman-fail intensity = 4.235(In/11r) fr a i8a-0 year ilsirm fr?ective n-pftoff coefflcierct used FoF total area CScl-A3 is c 0.760 CA. 18.675 Subarea risnaff = 0008(0F5) -For 0.080(Ac.) Total rzsioff = 81.712(CPS) Eoa1 area = -24.568(Ac) sd of çomttrtatiens totel study area a 24.568 (At.)
P4582-5 ot2 -P2&MWRLTaMRM-FEM9Kf P85826 of 2.6
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I
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p
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I
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1-1
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Exhibit D: WSPG Runs - Site Storm Drain
I R-4A (East)
Sauna I Telaga
I R-4B (West)
Estero
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77
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D:\71632 QC PA 4\Reports\Hydro1og20I6I026 R4A East Drainage.docx
- - - - - - - - - - - - - - - - - FILE: 71632 SALINA.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1
- Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 2:57:24
71632 sauna
********
Invert I Depth I Water Q Vel Vel I Energy I Super ICritica1IF1ow TopiHeight/IBase WtI INo Wth
Station I Elev I (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip
L/Elem -I- ICh Slope
-I-
I
-I-
I
-I- -I- -I- -I-
SF Avel
-I- -I-
HF ISE DpthlFrOUde
-I-
NlNorm Dp
-I-
I "N'
-I- -I-
I X-Falll ZR
-I
I Type Ch
********* I I I I I I I I I I I *******
S I I I I I I I I I
1000.000 99.510 1.399 100.909 30.26 10.70 1.78 102.69 .00 1.88
-I-
2.48
-I-
2.500
-I-
.000
-I-
.00 1 .0
42.020
-I-
.0145
-I- -I- -I- -I- -I- -I-
.0152
-I-
.64 1.40
-I- 1.77 1.41 .013
I
.00
I I
.00 PIPE
I
1042.020 100.120 I I
1.385 101.505
I I
30.26 10.84
I
1.82
I
103.33 .00
-I-
I
1.88
-I-
2.49
-I-
2.500
-I-
.000
-I-
.00 1 .0
7 JUNCT STR
-I-
.0825
-I- -I- -I- -I- -I- -I-
.0142
-I-
.06 1.39 1.80
I
.013
I
.00
I
.00 PIPE
1046.020 100.450
I
1.819 102.269
I 27.53 9.17
I
1.31 103.58 .00
I
1.82
-I-
1.15
-I-
2.000
-I-
.000
-I-
.00 1
I-
.0
13.745 -I- .0086 -I- -I- -I- -I- -I- -I- .0134
-I-
.18 1.82
-I-
1.00 2.00
I
.013
I
.00
I I
.00 PIPE
I
1059.765
I
100.568
I
2.000
I 102.568 27.53 8.76 1.19
I
103.76 .00 1.82
-I-
.00
-I-
2.000
-I-
.000
-I-
.00 1
I-
.0
169.705 -I- .0086
-I- -I- -I- -I- -I- -I- .0144
-I-
2.44 2.00
-I-
.00 2.00 .013
I
.00
I I
.00 PIPE
I
1229.470
I
102.030
I
3.051
I
105.081
I
27.53 8.76
I
1.19
I
106.27 .00
I 1.82 .00 2.000
-I-
.000
-I-
.00 1
I-
.0
(ç J1flCT STR -I- .0825
-I- -I- -I- -I- -I- -I-
.0126
-I-
.05 3.05
-I-
.00
I
-I- -I-
.013 .00
I
.00 PIPE
1233.470 102.360
I 3.230
I
105.590
I
23.09 7.35
I
.84
I
106.43 .00 I 1.71 .00
-I-
2.000
-I-
.000
-I-
.00 1 .0
67.660
-I-
.0160
-I- -I- -I- -I- -I- -I-
.0104
-I-
.70 3.23
-I- -I-
.00 1.36 .013
I
.00
I I
.00 PIPE
I
1301.130
I
103.440
I
2.855
I
106.295 23.09 7.35
I
.84
I
107.13 .00 I I 1.71 .00 2.000 .000 .00 1 .0
JUNCT STR
-I-
.0825
-I- -I- -I- -I- -I- -I-
.0080
-I-
.03 2.85
-I- -I-
.00
-I-
.013
I
-I- -I-
.00
I
.00
I-
PIPE
I
1305.130 I 103.770
I
2.946
I
106.716
I
16.90 5.38
I .45 107.17 .00 1.48
-I-
.00
-I-
2.000
-I-
.000
-I-
.00 1
I-
.0
144.340
-H -I-
.0067
-I- -I- -I- -I- -I-
.0056
-I-
.81 2.95
-I- .00 1.50 .013 .00
I I
.00 PIPE
1449.470
I
104.740 2.781
I
107.521
I
16.90 5.38 I .45
I
107.97 .00
I
1.48 .00 2.000 .000 .00 1 .0
JUNCT STR .0825 .0079 .03 2.78 .00 .013 .00 .00
I-
PIPE
- - - - - - - - - - - - - - - - - - - FILE: 71632 SALINA.WSW W S P G H - CIVILDESIGN Version 14.06 PAGE 2
- Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 2:57:24
71632 salina
********
Invert Depth Water Q Vel Vel I Energy I Super ICriticaliF1ow TopHeight/IBase Wtj INo Wth
Station I Elev I (FT) I Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor
-I-
I.D.I
-I-
ZL
-I
IPrs/Pip
L/Elem
-I-
ICh Slope
-I- -I-
I I
-I-
I
-I-
I
-I- -I-
SF Avel HF
-I-
ISE DpthlFroude
-I- -I-
NiNorm Dp
-I-
I "N" I X-Falll ZR I Type Ch
********* I I I I I I I I I I I I I
I
1453.470 I 105.070
I
2.369 107.439
I
10.64
I
6.02
I .56 108.00
-I-
I
.00
-I-
I
1.25
-I-
I .00
-I-
I I
1.500
-I-
.000
-I-
.00 1
I-
.0
106.091
-I-
.0180
-I- -I- -I- -H -I- -I-
.0103 1.09 2.37 .00 .97
I
.013
I I
.00
I
.00 PIPE
I
1559.561
I
106.981
I I 1.544
I
108.525
I
10.64 6.02
I .56 109.09
I
.00 1.25 .00 1.500 .000 .00 1 .0
HYDRAULIC JUMP JUMP
I I I I I I I
1559.561
I
106.981
I I .973
I
107.954
I
10.64 8.77
I
1.19 109.15 .00 1.25 1.43 1.500 .000 .00 I
I-
.0
43.722 .0180 .0175 .77 .97 1.68 .97
I
.013
I
.00 .00 PIPE
1603.283 107.768 I .993 108.761
I 10.64 8.57
I
1.14 109.90 .00 1.25 1.42 1.500 .000 .00 1
I-
.0
31.783 .0180 .0161 .51 .99 1.62
I
.97
I
.013 .00 .00 PIPE
I
1635.067 108.340
I
1.036
I
109.376
I 10.64 8.17
I
1.04 110.41
I .00 1.25 1.39 1.500 .000 .00 1
I-
.0
13.085 .0180 .0144 .19 1.04 1.49
I
.97
I
.013
I
.00
I
.00 PIPE
I
1648.151
I 108.576
I
1.082 109.658
I 10.64 7.79 .94 110.60
I .00
-I-
1.25
-I-
1.34
-I-
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-I-
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-I-
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6.817
-I-
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-I- -I- -I- -I- -I- -I-
.0128 .09
-H
1.08 1.36 .97
I
.013
I
.00
I
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I
1654.968 108.699
I
1.133
I
109.832 10.64 7.43
I
.86 110.69 I .00
-I-
1.25
-I-
1.29
-I-
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-I-
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-H
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.0115 .04
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I
1658.406 I 108.761
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1.189
I 109.949 10.64
I
7.08 .78 110.73 .00
-I- -I-
1.25
-I-
1.22
-I-
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-I-
.000
-I-
.00 1
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.0
1.064
-I- .0180 -I- -I- -I- -I- -I- -I-
.0104 .01 1.19 1.12 .97 .013
I I
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I
1659.470
I
108.780
I 1.252 I I
110.032 10.64 6.75
I
.71 110.74
-I-
I
.00
-I-
I
1.25
-I-
1.11
-I-
1.500
-I-
.000
-I-
.00 1
I-
.0
JUNCT STR
-I- .0825
-I- -I- -I- -I- -I- -I- 1.25 1.00 .013 .00 .00 PIPE
- - - - - - - - - - - - - - - - - - - FILE: 71632 SALINA.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3
Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 2:57:24
71632 sauna
Invert Depth I Water Q Vel Vel I Energy I Super ICriticallFlow TopHeight/Base WtI INo Wth
Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip
L/Elem
-I-
ICh Slope
-I- -I-
I I
-I-
I
-I-
I
-I- -I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
-I-
NiNorm Dp
-I-
I "N"
-I- -I-
I X-FaulI ZR
-I
I Type Ch
********* I I I I I I I ******* I I
1663.470 I 109.110 I I .593
I
109.703 5.06 7.79 .94 110.64 .00
I I
.87 1.47 1.500
I I
.000 .00
I
1 .0
72.288 .0214
-I- -I- -I- -I- -I- -I-
.0214
-I-
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-I- -I-
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-I- -I- .013 -I- .00 .00 I- PIPE
1735.758
I
110.654
I I
.593
I
111.247 5.06 7.79 .94
I
112.19 .00
I
.87 1.47
I
1.500
I
.000 .00
I
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49.340
-I-
.0214
-I- -I- -I- -I- -I- -I- .0211
-I-
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-I- -I-
2.06 .59
-I- -I-
.013
-I-
.00 .00
I-
PIPE
I
1785.098
I
111.708
I
.596
I
112.304
I
5.06 7.72
I
.93
I
113.23 .00
I
.87 1.47
I I
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I
.000 .00 1 .0
35.421 .0214 -I- -I- -I- -I- -I- -I-
.0196
-I-
.69 .60
-I- -I-
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-I- -I-
.013
-I-
.00 .00
I-
PIPE
1820.519
I
112.465 .618
I
113.083
I
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I
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I
113.92 .00 .87 1.48
I I 1.500 I
.000 .00 I 1 .0
12.982 .0214 .0172 .22 .62 1.90 .59 .013 .00 .00
I-
PIPE
1833.501
I I
112.742
I
.641
I
113.383
I 5.06 7.02 I .77 114.15 .00 I .87 1.48 I 1.500 .000 .00 1 .0
7.345
-I- -I-
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-I- -I- -I- -I- -I-
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-I-
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-I- -I-
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-F- -I-
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-I-
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I-
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1840.846
I
112.899
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113.563 5.06 6.69 .70 I
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-I-
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-I- -I- -I- -I- -I-
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-I-
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-I- -I-
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1845.620 I I 113.001 I .689 I 113.690 I 5.06 6.38 I .63 I 114.32 .00 I I .87 1.50
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3.276 .0214 .0117 .04 .69 1.55 .59 .013 .00 .00 PIPE
1848.896 I 113.071 I .715 113.786
I
5.06 6.09 I .58 114.36 .00 I .87 1.50
I I
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I
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-I- -I-
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-I- -I- -I- -I- -I-
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-I-
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-I- -I-
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-I- -I-
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-I-
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I -
PIPE
1851.177
I
113.120
I
.742
I
113.861
I
5.06 5.80 .52
I
114.38 .00
I
.87 1.50
I
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I
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-I- -I- .0214 -I- -I- -I- -I- -I- .0090 -I- .01 .74 -I- -I- 1.34 .59 -I- -I- .013 -I- .00 .00
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PIPE
- - - - - - - - - - - - - - - - - - - FILE: 71632 SALINA.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4
- Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 2:57:24
71632 sauna
********
Invert Depth I Water Q Vel Vel I Energy I Super Icritica1iFlow ToplHeight/IBase WtI INo Wth
Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem
-I-
ICh Slope
-I-
I
-I-
I
-I-
I
-I- -I- -I-
SF Avel
-I- -I-
HF ISE DpthFroude
-I-
NiNorm Dp -I- -I-
I "N' I X-FallI
-I-
ZR
-I
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1852.731
I
113.153
I I
.770
I
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I
5.06 5.53 .48
I
114.40 .00
-I-
.87
I
-I-
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-I-
I 1.500
-I-
.000
-I-
.00 I 1 .0
I-
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-I- .0214 -I- -I- -I- -I- -I- -I-
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-I-•
.01 .77 1.25
I
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I I
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I
1853.733
I
113.174 .800
I 113.974
I
5.06 5.28
I
.43 114.41 .00
-I-
.87
-I-
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-I-
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-I-
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-I-
.00 1 .0
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.557 -I- .0214 -I- -I- -I- -I- -I- -I- .0070 -I- .00 .80 1.16
I
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I
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I
.00 PIPE
I
1854.291
I
113.186
I
.831
I 114.017
I
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I
.39
I
114.41 .00
I .87 1.49 1.500 .000 .00 1 .0
.179 .0214 .0062 .00 .83 1.08 .59 .013
I I
.00 .00 PIPE
I
1854.470
-I-
I
113.190
-I-
I
.865
-I-
I
114.055
-I-
5.06
-I-
4.79
-I-
I
.36
-I-
114.41
-I-
.00
-I-
I I
.87
-I-
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-I-
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-I-
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-I-
.00 1 .0
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1858.470
I
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I I .865
I
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I
5.06 4.79
I
.36 114.74 .00
I
.87 1.48
I I
1.500
I
.000 .00 1 .0
- - == - - - MM mm - - - - - - - -
FILE: 71632 TELAGA.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1
- Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 4:56:52
71632 TELAGA
* *-AA**AAA
Invert I Depth I Water Q I Vel Vel I Energy I Super ICriticaljFlow TopHeight/Base Wtj INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL Prs/Pip
L/Elem
-I- -I-
Ich Slope
-I-
I I
-I-
I
-I-
I
-I- -I- SF Avel
-I- HF ISE
-I-
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I I I
I
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I
882.030 99.870 .746 100.616 13.26 12.42 2.39 103.01 .00 1.31 1.93 2.000 .000 .00 1 .0
1.372 .0490 .0391 .05 .75 2.95 .70 .013 .00 .00 PIPE
883.402
I I
99.937 .747 100.684 13.26 12.39
I
2.38
I
103.07 .00
I I
1.31 1.93
I 2.000 I
.000 .00 1 .0
15.250 .0490 .0366 .56 .75 2.94 .70 .013 .00 .00 PIPE
898.652 I 100.684 I .774 I 101.459 I 13.26 11.81
I
2.17 I 103.63 .00 I I 1.31 1.95
I
2.000
I
.000 .00
I
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9.981
-I- -I-
.0490
-I- -I- -I- -I- -I-
.0321
-H
.32 .77
-I- -I-
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-I- -I-
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-I-
.00 .00
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PIPE
908.633 I 101.174 I .802 101.976 13.26 11.26
I
1.97 103.95 .00
I
1.31 1.96
I I
2.000
I
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7.187 .0490 .0281 .20 .80 2.56 .70 .013 .00 .00 PIPE
915.820
I I
101.526
I
.831
I
102.357 13.26 10.74
I
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I I
1.31 1.97
I
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I
.000 .00
I
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5.447 .0490 .0247 .13 .83 2.39 .70 .013 .00 .00 PIPE
921.267
I
101.793
I
.862
I
102.654
I
13.26 10.24 1.63
I
104.28 .00
I
1.31 1.98 2.000
I
.000 .00 1 .0
4.254 .0490 .0217 .09 .86 2.23 .70 .013 .00 .00 I- PIPE
925.521
I
102.001
I
.894
I
102.895
I
13.26 9.76
I
1.48
I
104.37 .00
I
1.31 1.99
I
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I
.000 .00
I
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3.384 -I- .0490 -I- -I- -I- -I- -I- .0191 -I- .06 .89 -I- -I- 2.08 .70 -H -I- .013
-I-
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I-
PIPE
928.905
I I
102.167
I
.927 103.094 13.26 9.31
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1.35 104.44 .00
I
1.31 1.99
I I
2.000 .000 .00 1 .0
2.715 -I- -I-
.0490 -I- -I- -I- -I- -I-
.0168
-I-
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-I- -I-
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-I-
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I-
PIPE
931.620
I I
102.300
I
.962 103.262
I
13.26 8.87 1.22
I
104.48 .00
I I
1.31 2.00
I I
2.000
I
.000 .00 I 1 .0
JUNCT STR
-I- -I-
.0825
-I- -I- -I- -I- -I-
.0154
-I-
.06 .96
-I- -I-
1.81
-I- -I-
.013
-I-
.00 .00
I-
PIPE
.MM MM - - - == - - - - - - - - - - FILE: 71632 TELAGA.WSW N S P G N - CIVILDESIGN Version 14.06 PAGE 2
Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 4:56:52
71632 TELAGA
Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopHeight/Base Wtj INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D. ZL Prs/Pip
-I
L/Elem -I- ICh Slope
-I- -I-
I
-I- -I-
I
-I- -I-
SF Avel
-I- -I- HF ISE flpthlFroude
-I-
NjNorm Dp
-I- -I-
j "N' X-FallI
-I-
ZR IType Ch
********* I I I
I I
I
I
I I
I
I
I
I
I I
I I
I
I I
I
935.620 102.630 .926 103.556 12.17 8.55 1.14 104.69 .00 1.25
-I-
1.99
-I-
2.000
-I-
.000
-I-
.00 1 .0
I-
25.520
-I-
.0167
-I- -I- -I- -I- -I- -I-
.0143
-I-
.36 .93
-I-
1.78 .90 .013
I
.00
I
.00 PIPE
961.140 103.055 I I
.956
I
104.011
I
12.17 8.20
I
1.05 105.06 .00 I I
1.25
-I-
2.00
-I-
2.000
-I-
.000
-I-
.00 1 .0
I-
14.766
-I-
.0167
-I- -I- -I- -I- -I- -I-
.0127
-I-
.19 .96
-I-
1.68 .90 .013 .00
I
.00 PIPE
I
975.906 I 103.302
I I
.992
I
104.294
I
12.17 7.82 .95 I 105.24 .00
I
1.25 2.00 2.000 .000 .00 1 .0
I-
8.815 .0167 .0112 .10 .99 1.56 .90 .013
I
.00 .00 PIPE
I
984.721 103.449
I
1.030
I 104.479 12.17 7.46 .86
I
105.34 .00 1.25 2.00
-I-
2.000
-I-
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-I-
.00 1 .0
5.658
-I- .0167 -I- -I- -I- -I- -I- -I-
.0098
-I- .06 1.03 -I- -I-
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I I
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I
990.379 103.543
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1.070
I
104.613
I 12.17 7.11
I
.79
I
105.40 .00
I I
1.25 2.00 2.000 .000 .00 1 .0
I-
3.691 .0167 .0087 .03 1.07 1.35 .90 .013
I
.00
I
.00 PIPE
I
994.071
I
103.604
I I
1.112
I 104.716
I
12.17 6.78
I
.71
I
105.43 .00
I I
1.25 1.99 2.000 .000 .00 1 .0
I-
2.299 .0167 .0077 .02 1.11 1.26 .90 .013
I
.00
I
.00 PIPE
I
996.369
I
103.643
I I
1.156
I 104.799
I
12.17 6.46
I
.65
I
105.45 .00
I
1.25 1.98 I 2.000 .000 .00 1 .0
I-
1.243 .0167 .0068 .01 1.16 1.17 .90 .013
I
.00
I
.00 PIPE
I
997.612 I 103.664 1.203 104.866
I
12.17 6.16
I
.59
I 105.46 .00 I I
1.25 1.96
-I-
2.000
-I-
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-I-
.00 1 .0
I-
.388
-I-
.0167
-I- -I- -I- -I- -I- -I-
.0060
-I-
.00 1.20
-I- -I-
1.08 .90 .013
I
.00 .00 PIPE
I
998.000 I 103.670
I I
1.253 104.923
I
12.17 5.87
I .54 105.46 2.00
I
1.25 1.93 2.000 .000 .00 1 .0
J1JNCT STR
-I-
.0825
-I- -I- -I- -I- -I- -I- -I-
2.00
-I- -I-
1.00
-I- -I- .013
-I-
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- - - - - - - - - - - - - - - - - - - FILE: 71632 TELAGA.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3
Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 4:56:52
71632 TELAGA
********
Invert I Depth I Water Q I Vel Vel I Energy I Super ICriticalIFlow TopiHeight/IBase Wtj INo Wth
Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL Prs/Pip
L/Elem
-I-
ICh Slope
-I- -I-
I I
-I-
I
-I-
I
-I- -I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
-I-
NiNorm Dp
-I- -I-
I 'N' X-Fallj
-I-
ZR
-I
IType Ch
********* ********* I I I I I I I I I I I
\ \ 1002.000 104.000
I .798 104.798 8.68 I 7.43 I .86 I 105.65 .00 I 1.05 I 1.96 I I 2.000 I .000 .00 1 .0
34.754
-I-
.0131
-I- -I- -I- -I- -I- -I-
.0132
-I-
.46 .80
-I- -I-
1.69 .80
-I- -I-
.013
-I-
.00 .00
I-
PIPE
1036.754
I
104.454
I
.796 105.249 8.68
I
7.45
I
.86
-
I
106.11 .00
I I
1.05 1.96
I I
2.000
I
.000 .00 1 .0
53.104
-I- -I-
.0131
-I- -I- -I- -I- -I-
.0142
-
-I- .75 .80
-I- -I- 1.70 .80
-I- -I-
.013
-I- .00 .00 I- PIPE
1089.858
I
105.147
I
.768
I
105.915
I
8.68 7.82
I
.95
-
I
106.86 .00
I I
1.05 1.95
I I
2.000
I
.000 .00
I
1 .0
22.114
-I-
.0131
-I- -I- -I- -I- -I-
.0161
-I-
.36 .77
-I- -I-
1.82 .80
-I- -I-
.013
-I-
.00 .00
I-
PIPE
1111.972
I I
105.436 .741 106.177
I
8.68 8.20
I
1.04 107.22 .00
I I
1.05 1.93
I I
2.000
I
.000 .00 1 .0
14.731 -I- -I- .0131
-I- -I- -I- -I- -I-
.0184
-I-
.27 .74
-I- -I-
1.95 .80
-I- -I-
.013
-I-
.00 .00
I-
PIPE
1126.703
I I
105.629
I
.716 106.344
I
8.68 8.60
I
1.15
I
107.49 .00
I I
1.05 1.92 2.000
I
.000 .00
I
1 .0
11.367
-I- -I-
.0131
-I- -I- -I- -I- -I-
.0210
-I-
.24 .72
-I- -I-
2.09 .80
-I- -I-
.013
-I-
.00 .00
I-
PIPE
1138.070
I I
105.777
I
.691
I
106.468 8.68 9.02 1.26 107.73 .00
I I
1.05 1.90
I I
2.000 .000 .00
I 1 .0
9.420
-I- -I-
.0131
-I- -I- -I- -I- -I-
.0240
-I-
.23 .69
-I- -I-
2.23 .80
-I- -I-
.013
-I-
.00 .00
I-
PIPE
1147.490
I
105.900
I
.667 106.567
I
8.68 9.46
I
1.39
I 107.96 .00
I I
1.05 1.89
I I
2.000
I
.000 .00
I 1 .0
JtJNCT STR
-I- -I-
.0825
-I- -I- -I- -I- -I-
.0218
-I-
.09 .67
-I- -I-
2.39
-I- -I-
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-I-
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I-
PIPE
1151.490 I 106.230 I .732
I
106.962
I
8.68 8.34 I 1.08 I 108.04 .00 I I 1.05 1.93 I I
2.000
I
.000 .00 1 .0
65.601
-I- -I-
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-I- -I- -I- -I- -I-
.0180
-I-
1.18 .73
-I- -I-
2.00 .73
-I- -I-
.013
-I-
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I- PIPE
1217.091 I I
107.411
I
.732
I
108.143
I
8.68 8.34
I
1.08
I
109.22 .00
I
1.05 1.93
I I
2.000
I
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65.596
-I- -I-
.0180
-I- -I- -I- -I- -I-
.0180
-I-
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-I- -I-
2.00 .73
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WATER SURFACE PROFILE LISTING Date:10-20-2016 Time: 4:56:52
71632 TELAGA
Invert Depth I Water Q Vel Vel I Energy I Super ICriticalIFlow TopiHeight/iBase wtj INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.( ZL IPrs/Pip
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-I- -I-
I
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-I- -I-
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********* I I I I I I I I I
1282.687
I
108.592 .733
I
109.324
I
8.68 8.33
I
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I
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I
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I
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I I
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I
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62.442 -I- -I- .0180 -I- -I- -I- -I- -I- .0169 -I- 1.05 .73 -I- 2.00 -I- .73 -I- -I- .013 -I-.00 .00 PIPE
1345.129 109.715
I
.759
I
110.474
I
8.68 7.94
I
.98
I
111.45 .00
I I
1.05 1.94
I I
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I
.000 .00
I
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19.141 -I- -I- .0180 -I- -I- -I- -I- -I- .0148 -I- .28 .76 -I- -I- 1.86 .73 -I- -I- .013 -I- .00 .00 I- PIPE
1364.270 110.060
I
.786
I
110.846
I
8.68 7.57 .89 111.74 .00
I I
1.05 1.95
I I
2.000 .000 .00 1 .0
JUNCT STR .0825 .0128 .05 .79 1.74 .013 .00 .00 PIPE
1368.270 I I 110.390 I
.826
I 111.216 6.67 6.69 .70
I
111.91 .00
I I 1.00 1.49 I I 1.500 .000 .00 1 .0
135.272
-I- -I-
.0117
-I- -I- -I- -I- -I-
.0117
-I-
1.59 .83
-I- -I-
1.44 .83
-I- -I-
.013
-I-
.00 .00
I-
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1503.542 I I 111.977 I
.826
I 112.802 I 6.67 6.69 .70 113.50 .00 1.00 1.49
I I
1.500
I
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45.289
-I- -I-
.0117
-I- -I- -I- -I- -I-
.0112
-I-
.51 .83
-I- -I-
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-I- -I-
.013
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1548.831 I I 112.508 I .851 I 113.359 I 6.67 6.45 .65 I 114.00 .00 I 1.00 1.49 I 1.500 I .000 .00 I 1 .0
14.586 .0117 .0100 .15 .85 1.36 .83 .013 .00 .00
I-
PIPE
1563.417 I 112.679 I .885 I 113.564 I 6.67 6.15 I .59 I 114.15 .00 I I 1.00 1.48 I I 1.500 I .000 .00 I 1 .0
6.073
-I- -I-
.0117
-I- -I- -I- -I- -I-
.0089
-I-
.05 .88
-I- -I-
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-I- -I-
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-I-
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I-
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1569.490
I I
112.750
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.921
I
113.671 6.67 5.87
J
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I
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Jt3NCT STR -I- -I- .0825 -I- -I- -I- -I- -I-
.0092
-I-
.04 .92
-I- -I-
1.17
-I- -I-
.013
-I-
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I- PIPE
1573.490
I I
113.080
I
.706
I
113.786
I
4.73 5.79 .52
I
114.31 .00
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.84 1.50
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-I-
.99 .71 -I- -I-
1.38 .71
-I- -I-
.013
-I- .00 .00 I- PIPE
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71632 TELAGA
********
Invert I Depth I Water Q Vel Vel I Energy I Super ICritica1iF1ow TopiHeight/iBase WtI INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.Dj ZL IPrs/Pip
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-I- -I-
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-I-
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-I-
I
-I-
I
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HF ISE DpthlFroude
-I-
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-I- -I-
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-I-
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1672.159
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114.067
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I
.52
I
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I
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I
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-I- .71 -I- -I-
.013
-I-
.00 .00 PIPE
1708.490
I
114.430
I
.712
I
115.142
I
4.73 5.72
I
.51 115.65 .00
I
.84
I
1.50
I
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I
.000 .00
I
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-I- -I-
.0825
-I- -I- -I- -I- -I-
.0098
-I-
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-I- -I-
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1712.490 I I
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.574
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109.985
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-I-
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-I- -I-
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1822.475 I
115.860
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-I- -I- -I- -I- -I-
.0096
-I-
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-I- -I-
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-I-
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I-
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1839.476 I 116.030 I .589 I 116.619 2.23 4.65 I .34 I 116.95 .00 I .64 .98
I
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I
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5.062
-I- -I-
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-I- -I- -I- -H -I-
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-I-
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-I- -I-
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-I- -I-
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-I-
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1844.538 I 116.080 I .613 I 116.693 I 2.23 4.43 .30 117.00 .00
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.952
-I- -I-
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-I- -I- -I- -I- -I-
.0077
-I-
.01 .61
-I- -I-
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-I- -I-
.013
-I-
.00 .00
I-
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1845.490
-I-
I I
116.090
-I-
.639
-I-
I
116.729
-I-
I
2.23
-I-
4.22
-I-
I .28
-I-
I 117.00
-I-
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-I-
I .64
-I-
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-I-
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-I-
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-I-
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I I
116.420
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I
117.33
I
.00
I
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I I
1.000
I
.000 .00
I
1 .0
I-
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WATER SURFACE PROFILE LISTING Date:10-21-2016 Time: 9:57:11
71632 ESTERO
********
Invert I Depth I Water Q Vel Vel I Energy I Super ICriticalIFlow TopiHeight/Base Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip
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-I-
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-I- -I- HF ISE DpthFroude -I-
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-I-
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-I- -I-
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1000.000
-I-
I 117.500
-I-
I
1.682
-I-
119.182
-I-
I
24.38 6.94 .75 119.93 .00 1.68
I
2.35 2.500
I
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I
.00
I
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9.139 .0046
I I
-I- -I- -I-
.0053
-I-
.05 1.68
-I-
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-I-
1.81
-I-
.013 -I- -I- .00 .00
I-
PIPE
1009.139
-I-
117.542
-I-
1.756
-I-
119.298
-I-
I
24.38 6.62
I
.68 I 119.98 .00 1.68 2.29
I
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I
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63.640 .0046
I I I I
-I- -I- -I- .0048 -I-
.31 1.76
-I-
.92
-I-
1.81
-I- -I- .013 -I- .00 .00
I-
PIPE
1072.779
-I-
117.838
-I-
1.807
-I-
119.645
-I-
24.38 6.42
I
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I
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I
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I I
-I- -I- -I-
.0046 -I-
.16 1.81
-I-
.87
-I-
1.81
-I- -I-
.013
-I-
.00 .00
I-
PIPE
1107.610
-I-
118.000
-I-
1.807
-I-
I
119.807
-I-
I 24.38 6.42 .64
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I
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I I
-I- -I- -I- -I- 1.81 -I-
.87
-I- -I- -I-
.013
-I--
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1111.610
-I-
118.200
-I-
1.342
-I-
I
119.542 14.94 6.66 I
.69 120.23 .00
I
1.39
I
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.000 .00
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I I
-I- -I- -I- -I-
.0070
-I-
.05 1.34
-I-
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-I-
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-I- -I-
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-I-
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I-
PIPE
1118.639
-I-
118.249
-I-
1.342
-I-
119.591
-I-
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14.94 6.66 .69
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-I- -I- -I-
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-I-
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-I- -I-
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-I-
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1142.640
-I-
118.416
-I-
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-I-
119.746
-I-
14.94 6.73 I .70 I
120.45 .00
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25.668 .0070
I I
-I- -I- -I-
.0076
-I-
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-I-
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-I-
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-I- -I-
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-I-
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1168.308
-I-
118.595
-I-
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-I-
119.871
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14.94 7.06 I .77 120.64 .00
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I
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-I- -I-
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1185.004
-I-
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-I-
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-I-
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-I-
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-I- -I- .013 -I-
.00 .00
I-
PIPE
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Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-21-2016 Time: 9:57:11
71632 ESTERO
********
Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow TopHeight/IBase WtJ INo Wth
Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL Prs/Pip
L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NjNorm Dp I "N" I X-FallJ ZR I Type Ch ********* I I I I I ******* ******** I ******* I I
1198.814 118.807 1.177 I 119.984 14.94 7.77
I
.94
I
120.92 .00 1.39 I 1.97 I
2.000
I
.000
I
.00
I
1 .0
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I I I
.0109 .13 1.18 1.39 1.34 .013 .00 .00 I- PIPE
1211.029 118.892 1.132 I 120.024 14.94 I
8.15
I
1.03
I
121.05 .00 I 1.39 1.98 I I
2.000 .000 .00
I
1 .0
11.131 .0070
I
.0124 .14 1.13 1.49 1.34 .013 .00 .00
I-
PIPE
1222.160 118.970 1.089 120.059 14.94
I
8.55
I
1.13 121.19 .00
I
1.39 1.99
I I
2.000 I .000 .00 1 .0
JUNCT STE .0500
I I
.0121 .05 1.09 1.61 .013 .00 .00 PIPE
1226.160 119.170 1.295 I
120.465 11.53
I
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121.25 .00
I
1.29 1.03 1.500
I
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3.733 .0071
I
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I-
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1229.893 119.197 1.380
I
120.576 11.53
I
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I
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I
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I I
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I
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I
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I-
PIPE
1248.066 119.326 1.500 120.826 11.53
I
6.53 I .66 121.49 .00
I
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I
1.500
I
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I
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140.774 .0071
I I I
.0116 1.64 1.50 .00 1.50 .013 .00 .00 PIPE
1388.840 120.330 2.194 122.524 11.53 6.53 .66 I 123.19 .00
I
1.29 .00
I I
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I
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I
1 .0
JUNCT STE
I
.0500
I I
.0093 .04 .00 .00 .013 .00 .00 PIPE
1392.840 120.530 2.330
-I-
122.860 8.54 4.83
I
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I
123.22 .00 I I 1.13 .00
I
1.500
I
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I
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135.750 .0071
I I
-I-
I
-I- -I- -I- .0066 -I-
.90
-I-
2.33
-H
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-I-
1.19
-I-
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-I-
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1528.590
-I-
121.490
-I-
2.267
-I-
123.757 8.54 I
4.83 .36
I
124.12
I
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I
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1.500 .000 .00
I
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JUNCT STR .0500 -I- -I- -I- -I-
.0048 -I- .02 -I- 2.27 -I-
.00
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.013
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Program Package Serial Number: 3093
WATER SURFACE PROFILE LISTING Date:10-21-2016 Time: 9:57:11
71632 ESTERO
********
Invert Depth I Water Q Vel Vel Energy I Super IcriticallFlow TopjHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL Prs/Pip
L/Elem -I-
ICh Slope
-I- -I-
I
-I-
I
-I-
I
-I- -I-
SF Avel
-I- -I-
HF ISE DpthlFroude
-I- NINorm Dp
-I-
I "N"
-I- -I-
I X-Fallj ZR
-I
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1532.590
-I-
I I 121.690
-I-
I 2.288
-I-
I
123.978
-I-
I
5.69
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3.22 .16
I
124.14 .00 I I .92 .00 1.500
I
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192.067 .0070
I
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.56 2.29
-I- -I-
.00 .88
-I- -I- .013 -I-
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I-
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1724.657
-I-
123.042
-I-
1.500
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124.542
-I-
I
5.69 3.22
I
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I
124.70 .00 I I .92 .00
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28.242 .0070
I I I
-I- -I- -I- .0027 -I-
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1752.900 123.241 1.361 124.602 5.69 3.38 .18
I
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1767.297 123.342 1.280 124.623 5.69 3.54 I .20 124.82 .00
I
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1774.050
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1778.050 123.590 1.241
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5.69
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I
I
I
I
I
I
I
I
1
I
Appendix
I San Diego County June 2003 Hydrology Manual References
Soil Group Map
I Runoff Coefficient Table
Isopluvial Rainfall Maps 100-year, 6-hour & 24-hour duration
Figure 3-1 IDF Chart
I
I
H
I
L
I
I
I
I
I
I
I
I
D\71632 QC PA 4\Reports\Hydrology\20161026 R4A East Drainage.docx
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County of San Diego
Hydrology Manual
Soil Hydrologic Groups
Legend
Soil Groups
Group A - Group B
Group C
Group
Undetermined
Data Unavailable
DPW G I S SàTiGIS We H. s- 1)
N INS 5 AHOVICEC
Cs.rql 5.505
W,IHOeI WMRMDC OS MCI APSO ETOER SCARF
SC R* R•AM•d
W C SC AAAAC5.A SF
3 0 3Mites
o - - 1 County of San Diego
Orange 33, __________ Hydrology Manual
County
/. Riverside County
-
Rain/all Iwp/mials
33 15 -_\._.___•. - _____________ 3315 ---. -.
---------------- IOU Year Rainfall Event -6 hours
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33'30' Orange
County
33'15-
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Riverside County
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County of San Diego
Hydrology Manual
Rainfall Isopluvials
100 Year Rainfall Event-24 Hours
Isopluvial (inches)
DPW
N USMSP5WOWW$OU WARRSJSTUOS
CSO,U,S.AS MR.R**d
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3 0 3 Miles
- - - - - - - - - - - - - - - - - - -
San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
% IMPER. A B C D NRCS Elements County Elements
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 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
Medium Density Residential (MDR) 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 PROP.
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
Commercial/Industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/Industrial (OP. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87
*The values associated with 0% impervious 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 undisturbed 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 Conservation Service
3-6
- - - - - - - - - - - - - - - - - - -
Minutes Hours Duration
Directions for Application:
(1). From precipitation maps determine 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 included
in the. Dösign and Procedure Manual).
Adjust 6. hr precipitation (if -necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
aplicaple to Desert).
Plot 6 hr precipitation on the right side of the chart.
Draw aiine.througti the point parallel to the plotted lines.
This line is the intensity-duration curve for the location
being analyzed.
Application Fenn:
a) Selected frequency 100 year
; (b) P6 = ' in., p24 = 5.1 ..
P = %(2)
24
(c) Adjusted 2.9
(d)Ix= mm.
(e) I = inJhr.
CD
Note: This.chart replaces the Intensity-Duration-Frequency curves used since 1965.
P8 ouronTTiiEriTi 1 152 25 J 3 351 44 5 rr: I rir 55 6
S
7
'5
26 39515271 659790 2.12 i8:i8i424lS.30l6.367428.489.54
iTBl 5osioTh 74 8r97
L3L259l324a694.545.19i5.84
92 105T
-71 8
1186 1317j1449
J 6.49]
1O.50l11.66j1Z72
1581
11 I
7.13 7.78 20 1.08
093 tl 40ji.871 2.33I18013.73 Li ± l•° 78 4.20 467 M
13 560
30 0l1241682.o712-492.soI332 373 415 456 498
40
50
60
069 103J158
0.60 10.
053 lo.soj1.061
1.19l
1.72.
1.49l1.792.09I
1.33T1.591.86f.121
2-07 241L276 1 SW 1 345
2.39 2.69 2.98
a39 2.65
379 4.13
328 3.58
2.92 :
90
90
141 1061 S 0511068O8j1024)
0821 102 1 123[1431163
191
184 204
136 1.53 17O
225 245
187 204 150
1
O.59j0
0.26_io.390.5210.65107810.911 73L0 8811031 118 1 32 142
1.04 1A8 L31
1,62 1.76
1.44 1.57
240
,
022 1033'0
9jO.ai
4
098 0.j0.660.t6HDJ5 0.85 094
119 1 .30
103 1.13
360 0.17 102510.33i0.42i0.50O.58l 0.67 075T 0.84 J 0.92 1.00
Intensity-Duration Design Chart -Template 3-i
01
B
a
-1 1 z ~ i " wdd e—F JF
I
11111 I ' 1 I II :11 91 IITT UP Ii
QUARRY
DRAINAG
PROPOSED C
EXHIB
10-26-16