HomeMy WebLinkAboutCT 15-08; CARLSBAD RANCH PA 5 - MARBRISA PHASE III; HYDROLOGY STUDY - REVISED; 2020-03-05IR EPORT ORIGINALLY APPROVE!) 10129115 I
FOR REFERENCE ONLY
HYDROLOGY STUDY
Carlsbad Ranch PA 5- Marbrisa Phase III
Hotel 3 and Timeshare Villas
GRAND PACIFIC RESORT
CARLSBAD, CALIFORNIA
SDP 03-02(A), CT 15-08, CDP 03-04(A), CUP 03-01 (A), PUD 15-16
PREPARED FOR.
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760)431-8500
PREPARATION DATE: 4-28-2015
REVISION 1: 7-06-2015
REVISION 2:8-26-2015
REVISION 3:10-29-2015
PREPARED BY:
4A q
ENGINEERING
EXCELJob No. 14-100
440 STATE PLACE
ESCONDIDO, CA 92029
PH: 760-745-8118
/SSIO;
D.
hfI#I% C
Ex IL
UNDER THE SUPERVISION OF:
RECEIVED
No. 45629
.\ Exp. 12-31-20 / AUG 27 2020
LAND DEVELOPMENT
ENGINEERING
ROBERT D. DENTINO
RCE 45629
CONSTRUCTION CHANGE /\
Table of Contents
Project Overview .3
Purpose..................................................................................................................................................3
Location.................................................................................................................................................3
ExistingConditions .............................................................................................................................3
ProposedFacilities...............................................................................................................................4
Methodology.....................................................................................................................4
Hydrology..............................................................................................................................................4
Hydraulics..............................................................................................................................................4
Calculations......................................................................................................................5
Determine the Watershed that the Project Effects.........................................................................5
Determine the Runoff Coefficients for the Site..............................................................................5
Calculate Qioo using the Rational Method.........................................................................................6
DetentionCalculations........................................................................................................................7
Design of Proposed Storm Drain Facilities.....................................................................................7
Conclusion........................................................................................................................7
Declaration of Responsible Charge .................................................................................8
Attachments...........................................................................Error! Bookmark not defined.
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PAGE 1 0F8
Attachments
Attachment A
Vicinity Map
Attachment B
San Diego County Drainage Manual Graphs and Tables
Soils Group Map
Attachment C
Pre-Development Hydrologic Maps (From Phases 1 & 2)
Post-Development Hydrologic Map
Attachment D
Civil-D Pre-Development Hydrology Calculations (From Phases 1 & 2)
Attachment E
Civil-D Post-Development Hydrology Calculations
Attachment F
Storm Drain Calculations
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Project Overview
Purpose
This report is in support of the Tentative Map and Preliminary Grading Plan for phase 3 of the
Carlsbad Ranch, Planning Area 5 project also referred to as Marbrisa Phase III. The purpose of this
report is to describe the procedures used in the hydrologic and hydraulic models, estimate peak
discharge magnitudes and to size the proposed storm drain pipes in order to preserve the water
quality and channel stability of the downstream watershed.
Location
The proposed development is located in the City of Carlsbad, County of San Diego, CA. The
majority of the project is located at the south eastern corner of the intersection of Cannon Road and
Grand Pacific Drive, while a small portion of the project is located at the South West of the
aforementioned intersection.
Existing Conditions
The site is approximately 21.160 acres. The site was graded during phase I of the project (Drawing
#428-9A). During Phase II, Drawing #428-9G, of the project villas 60-64 were permitted. This
project proposes to re-grade Phase III for construction of villas 75-79 as well as change the size of
these buildings approved under SDP 03-02 and to construct a revised plan for the hotel. Villas 60-64
will be built on the existing graded pads per drawing #428-96 Therefore this analysis includes these
areas.
Villa 67 has also been included in this site plan submittal. However the storm drains and treatment
for this area were designed and installed per drawing no. 428-9G.
The runoff for the current site is discharged into 2 separate outfalls:
Outfall-A - The southern portion of the project drains to a de-silting pond. After the flow is
collected in the pond it is then discharged via a storm drain pipe into a bio-filtration swale that leads
to the southernmost corner of the project where it is then discharged to a 42" public storm drain.
Outfall-B - Currently the portion of the project to the Northeast of Grand Pacific Drive drains to 2
different de-silting ponds. From these ponds the runoff is discharged to a public storm drain in
Cannon Rd. (See the pre- development drainage map for this portion of the project in Attachment
C)
The pre developed condition for this portion of the project was taken from the post-developed
condition for the mass grading condition for this project (Drawing # 428-9A) and the precise
grading plans for the areas around Villas 60-64 (Drawing # 428-9G).
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Proposed Facilities
The proposed site plan includes a combination of parking areas, time share villas, swimming pools,
landscaping, and hotel buildings with associated structures. Infrastructure improvements are
proposed to include new storm-drains as well as water and sewer main extensions and new dry
utilities runs/extensions to service the lots.
In the post-development conditions the runoff for the site will still be discharged through 2 separate
outfalls:
Outfall-A - The area contributing to this outfall is currently in a mass graded condition. The
proposed project proposes to introduce 5.03 Acres of impermeable surface (driveways, buildings,
etc.). For the post-developed condition the runoff will be routed through 4 of 6 new bio-retention
ponds, from where it will then be discharged to the existing bio-swale to the South of project. From
the existing bio-swale the runoff leaves the site via an existing 42" storm drain that then connects to
an existing 60" RCP at Lego Drive.
Outfall-B - For the post-developed condition the contributory area will become only slightly smaller
as a pad footprint will infringe upon this area and divert the runoff to different outfalls. This basin
will have an increase in impermeable area with the addition of three timeshare buildings, I parking
lot and new proposed flatwork. Flow from this outfall will be routed through 2 new bio-retention
ponds before it will be discharged to the existing tie-in to the public Storm Drain Line in Cannon
Road.
Methodology
Hydrology
The Rational Method as outlined in the San Diego County Hydrology Manual 2003 Edition was
followed in this study. The CIV.ELCADD/C1VILDESIGN software version 7.9 was used to
calculate the Stormwater peak flows. San Diego 2013 rational method module was selected so that
the changes from 2013 manual has taken into account such changes as time concentration and urban
area runoff coefficient. Also in 2013, the program updated the slope input for initial basin's with
steep slope greater than 30%.
The hydrology analysis was done only for 100 year storm event. The 2 and 10 year storm events
were covered in the Hydromodification Analysis using Continuous Hydrologic Simulation. The
hydrologic model, USEPA Storm Water Management Model (SWMM), was used to perform the
simulation of continuous water movements through various patterns of land uses in the watershed.
The SWMM analysis is included in Attachment G of this report.
Hydraulics
The Hydra flow storm Sewers version 8.0 software was used in the hydraulic calculations to size the
proposed storm drain pipes. Said software uses the energy-based Standard step method when
computing the hydraulic profile. This methodology is an iterative procedure that applies Bernoulli's
energy equation between the downstream and upstream ends of each line in the system. It uses
Manning's equation to determine head losses due to pipe friction.
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F(gure 1 Carlsbad Hjidrohgic
The Hjdraflow Hjdrographs version 8.0 software was used in the hydraulic calculations involving the
sizing of the storage ponds onsite. This software uses the hydrograph information that is calculated
using the rational method hydrograph generating program by Rick Engineering Company to
determine the Peak flows from the onsite ponds and Underground pipe storage. The inputs to the
hydrograph generating program were generated from the Civil D Post-Development calculations.
Calculations
Determine the Watershed that the Project Effects
As shown in the figure below the project lies within the Carlsbad Hydrologic Unit. For details see
the storm water management plan for the project.
Determine the Runoff Coefficients for the Site
Based on Natural Resources Conservation Service Soil Survey Map this project is categorized as soil
type B loamy coarse sand. The USDA NRCS soil texture classification was used to determine the
average soil capillary suction, saturated hydraulic conductivity rate and the soil initial moisture
deficit. The full printout from the USDA NRCS soils report is attached to this report.
Cp - the permeability coefficient determined by the soil type. The Cp for type B soil is .25.
Pre-Development - The pre-developed condition for this phase of the project was taken from the
Post-Developed condition of phase I and phase 2 of the project.
Post-Developed Condition - The average C-Value for the Post-Developed condition was calculated
using the following equation C = .9 * (% Impervious) + Cp * (% Pervious) where:
The average C-value was calculated separately for the areas surrounding the hotel and villas 75-79,
and the area surrounding villas 60-64.
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Thus the average C value used to calculate the QIOO for the Post-Developed condition around the
hotel and villas 75-79 was found to be C = .9 * (59) +.25 * (41) .63
And, the average C value used to calculate the QIOO for the Post-Developed condition around villas
60-64 was found to be C = .9 * (50) +.25 * (50) .58
Note - In the civil D-Program the calculation for the initial areas does not allow for the
user-defined selection for the C-Factor. In order to select the correct C- factor the following
options had to be chosen to essentially "trick" the program into choosing the correct c-
value. For a C-value of .63 the MDR 14.5 with type D soil option was selected. For a C-
Value of .58 the MDR 14.5 with type B soil was selected. These selections were determined
from Table 3-1 of the san Diego County Hydrology Manual (Attachment B).
See Attachment B for coefficient of runoff (C) calculations.
Calculate Qioo using the Rational Method
Hydrologic calculations were computed using CivilD based on 2 basins (labeled as Basin A, and B)
for pre-development, and post-development. The layout of the drainage areas for both Pre and Post
development are shown in Attachment C of this report. The Pool and Spa areas were not considered
in the calculation because the runoff captured in these facilities will be treated by the pools filtration
system. The CivilD printouts of these calculation can be found in Attachment D, & E as part of this
report. The 100-year on-site developed peak storm flows (CFS) have been calculated and are
summarized in the table below. These values were used to size the proposed storm drain pipes later
in this report.
PRE-DEVELOPMENT POST-DEVELOPMENT
NODE/OUTFALL Qioo
(CFS)
TRIBUTARY
AREA (AC)
Tc
(MIN)
Qioo
(CFS)
TRIBUTARY
AREA (AC)
T
(I,{lN)
Node #103 Outfall A 62.85** 21.725** 9.83** 60.78 22.021 14.67
Node # 103 Outfall B 18.05* 4.360* 733* 12.61 4.220 8.84
* Taken from phase I (Drawing #428-9A).
** Taken from phase II (Drawing #428-9G).
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Detention Calculations
Detention calculations were not needed because the QIOO flows for the post developed condition
were calculated to be lower than the pre developed condition without detention calculations.
Design of Proposed Storm Dram Facilities
The proposed storm drain sizes have been shown in the Hydrologic Software and the calculations
run as part of that program that the HGL within the pipes does not come within several feet of
overtopping the inlet grate elevations. The maximum HGL above the top of underground storm
drain pipe is less than a half foot. Therefore, no additional calculations have been done for the on-
site system.
Conclusion
100-year 6-hour storm event was analyzed to ensure the proposed project is capable to pass 100 year
storm event without damage to facilities. Outlet velocities were controlled through pipe detention
system to minimize downstream erosion. This project will not negatively impact the existing
downstream storm drain facilities. In low storm cases, the runoff generated by the site will be
allowed to percolate through bio-retention systems prior to entering public storm drainage system.
This will add some additional lag times to the time of concentrations not accounted for by CivilD
Hydrology program. Should these bio-retention mechanisms fail and not allow for percolation
through the media, emergency spillways are provided to allow overtopping of the QIOO out of the
bio-retention ponding system.
QIOO SUMMARY
70 - 62.85 60.784
60 - - -
50
r.x.4 40
30
20 18.05
12.61
10 _________
0
- PrcDedopment
- -
Post -Development
- U Outfall A' • 62.85 60.784
UOutfall B I 18.05 12.61
U Outfall A U Outfall B
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PAGE 7 OF 8
Declaration of ResRonsible Charge
I hereby declare that I am the engineer of work for this project. That I have exercised responsible
charge over the design of the project as defined in section 6703 of the business and professions
codes, and that the design is consistent with current design.
I understand that the check of the project drawings and specifications by the City of Carlsbad is
confined to a review only and does not relieve me, as engineer of work, of my responsibilities for
project design.
ENGINEER OF WORK
Excel Engineering
440 State Place
Escondido, CA 92029
Tel— (760)745-8118
Fax - (760)745-1890
Project Number: 13-070
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Robert D. DoKno, RCE 45629 Date
Registration Expire: December 31, 2016
EXCEL ENGINEERING
440 STATE PLACE, ESCONDIDO CA 92029
PHONE: 760-745-8118
PAGE 8 OF 8
Attachment A
Vicinity Map
VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY ?a
NOT TO
SCALE
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OCEAN 1
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CITY OF ENCINITAS
Attachment B
San Diego County Drainage Manual Graphs and Tables
Soils Group Map
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San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26
Table 3-I
RUNOFF COEFFICIENTS FOR URBAN AREAS
Soil Type
NRCS E]crnents County Elements % IMPEL A B C 0
UndistuThed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DUfA or less 10 0.27 0.32 0.36 0.411
Low Density Residential (LDR) Residential, 2.0 DUIAor less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential. 2.9 DUFA or less 25 0.38 0.41 0,45 0.49
Medium Density Residential (MDR) Residential. 4.3 DUFA or less 30 0.41 0.45 0.48 0.52
Mcdium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 011/A or kss 45 032 034 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 011/A or less 50 0.55 0.58 0.60 0.63
High Denshy Residential MDR) Residential, 24.0 DU7A or less 65 0.66 0.67 0.69 0.71
High Density Residential (HDR) ResIdential, 43.0 DU7A or less 80 0.76 0.77 0.78 0.79
commercial/Industrial K corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Con) Generni Commercial 85 0.80 0.80 0.81 0.82.
Commercial/Industrial (D.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited L) Limited industrial 90 0.83 0.84 0.84 0.85
commercial/Industrial (General I.) General industrial 95 0.87 0.87 0117 0117
*The values associated with 0% inpervioiis my 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 f07 areas that will remain undisturbed in peetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
013/A dwelling units per acre
NRCS = National Re sources Conservalion Service
3-6
2.50% slopa
OOVI
0000000 00000000
2.0
100 1 AO
I..o 'o +
30
— — — — — 75 Ci .50 •
• .4 W
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w > 0
0
EXAMPLE:
Given: Watercourse Distance (D) 70 Feet
Slope(s)=i.3% -C) VD
Runoff Coefficient (C) = 041 T
-___________ QverIandFIcw Time (T) 95 Minuie
SOURCE: Airport Drainage Federal Avialion Adrninisraton 1965.
FIGURE
Rational Formula - Overland Time of Flow Nomograph [33
San Diego County Hydrology Manual
Date: June 2003
Section: 3 Page: 12 of 26
Note that the initial Time of Concentration should be reflective of the general land-use at the
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies, Initial T1 values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (L 1)
& INITIAL TIME OF CONCENTRATION (Till
Element* DU/
Acre
3% 1% % 3% 5% 1011/0
LM TI Lm Ti41 T, LmTI Lim Ti Lm Tj
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MDR 4.3 50 10.2 70 9.6 80 8.11 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 1 10.9 50 1 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HIM 24 50 6.7 65 6J 75 5.1 90 4.9 95 4.3 100 33
HDR 143 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N. Corn 50 1 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
Q. Corn 50 4.7 60 4.1 1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Corn 1 50 4.2 60 3.7 70 3.1 80 2.91 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 1 100 1.9
*See Table 3-1 for more detailed description
3-12
EQUATION
AE (11.9L3 O3B5
It To
L_s000 To =Time of cwiceflt,atiofl(howi)
Watercourse Dtetance (mflos)
40O0 AE a Change In elevation along
fr effective slope tine (See Figure 3.5)j1ot) 1-3000 To
Hour Minutes
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—1000
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AF L Tc
C?itornin Dvtson of H (1941) aid KIrpch (1940)
Nomograph for DeterminatIon of
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F t G U R E
3..4
Watershed Divide
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-
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Design
Point
Watershed
Divide
Area "A
Ii "B"
Effective Slope Line Design Point
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Stream Profile
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SOURCE: Cfflifomla 101vislom 1) ad KJrplth(
FIGURE
Computation of Effective Slope for Natural Watersheds 3..5
_9rk
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Gutter and Roadway Discharge - Velocity Chart 3-6
EQUATION: Vi4I R
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03 015
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GENERAL SOLTON
I SOURCE USD01. Fl-tWA, HDS-3 (1961)
FT GURE
Manning's Equation Nomograph
USDA United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
San Diego County
Area, California
- --
,,•, 1r
~A ii
April 10, 2015
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Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/
nrcs/main/soils/health/) and certain conservation and engineering applications. For
more detailed information, contact your local USDA Service Center (http:II
offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
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for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272
(voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and
employer.
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
SoilMap................................................................................................................8
Legend..................................................................................................................9
MapUnit Legend................................................................................................10
MapUnit Descriptions........................................................................................10
San Diego County Area, California.................................................................12
CbB—Carlsbad gravelly loamy sand, 2 to 5 percent slopes.......................12
LeE—Las Flores loamy fine sand, 15 to 30 percent slopes........................13
MIC—Marina loamy coarse sand, 2 to 9 percent slopes.............................14
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil-vegetation-landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
5
Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil-
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil-landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field-observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
6
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The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
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Custom Soil Resource Report I 12 Soil Map bo
470650 470730 47081( 470806 171050 47fl
3388N Ix j4 338N
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33°746N 33746N
LJtL) 470730 470810 470898 4709/0 471050 471130
MapS :1:3,260 ndonApor1ait(85"x11")sht
Ms N 0 45 90 180 270
A Feet ,\\ 0 150 300 600 900
Map pnjedion: Web Mer Comer WGS84 Edge ths: 5M Zone uN WG584 8
I
Area of Interest (AOl)
Area of Interest (AOl)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
111 Soil Map Unit Points
Special Point Features
w Blowout
10 Borrow Pit
X Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
o Landfill
A. Lava Flow
Marsh or swamp
Mine or Quarry
0 Miscellaneous Water
0 Perennial Water
Rock Outcrop
+ Saline Spot
:-: Sandy Spot
Severely Eroded Spot
• Sinkhole
Slide or Slip
Sodic Spot
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
1p Spoil Area The soil surveys that comprise your AOl were mapped at 1:24,000.
0 Stony Spot
Warning: Soil Map may not be valid at this scale. Very Stony Spot
Wet Spot Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line A Other placement. The maps do not show the small areas of contrasting
.. Special Line Features soils that could have been shown at a more detailed scale.
Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
measurements. Transportation
Rails Source of Map: Natural Resources Conservation Service
Interstate Highways Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857) US Routes
Major Roads Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts Local Roads distance and area. A projection that preserves area, such as the
Background Albers equal-area conic projection, should be used if more accurate
Aerial Photography calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 8, Sep 17, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Data not available.
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Custom Soil Resource Report
Map Unit Legend
San Diego County Area, California (CA638)
Map Unit Symbol Map Unit Name Acres in AOl Percent of AOl
CbB Carlsbad gravelly loamy sand, 2
to 5 percent slopes
8.4 30.5%
LeE Las Flores loamy fine sand, 15 to
30 percent slopes
0.4 1.5%
MIC Marina loamy coarse sand, 2 to
9 percent slopes
18.8 68.0%
Totals for Area of Interest 27.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or Iandform segments that
have similar use and management requirements. The delineation of such segments
10
Custom Soil Resource Report
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11
Custom Soil Resource Report
San Diego County Area, California
CbB—Carlsbad gravelly loamy sand, 2 to 5 percent slopes
Map Unit Setting
National map unit symbol: hb98
Elevation: 30 to 300 feet
Mean annual precipitation: 10 to 16 inches
Frost-free period: 330 to 350 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Carlsbad and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carlsbad
Setting
Landform: Hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Ferruginous sandstone
Typical profile
HI - 0 to 21 inches: gravelly loamy sand
H2 - 21 to 36 inches: loamy sand
H3 - 36 to 50 inches: indurated
Properties and qualities
Slope: 2 to 5 percent
Depth to restrictive feature: 24 to 40 inches to duripan
Natural drainage class: Moderately well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.4 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonimgated): 3e
Hydrologic Soil Group: B
Ecological site: Sandy (1975) (ROI9XD035CA)
Minor Components
Chesterton
Percent of map unit: 5 percent
Marina
Percent of map unit: 5 percent
12
Custom Soil Resource Report
Unnamed, ponded
Percent of map unit: 4 percent
Landform: Depressions
Unnamed
Percent of map unit: 1 percent
Landform: Swales
LeE—Las Flores loamy fine sand, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: hbdd
Elevation: 700 feet
Mean annual precipitation: 12 inches
Mean annual air temperature: 61 degrees F
Frost-free period: 300 to 340 days
Farmland classification: Not prime farmland
Map Unit Composition
Las fibres and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Las Flores
Setting
Landform: Hilislopes
Landform position (two-dimensional): Backsiope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from siliceous calcareous sandstone
Typical profile
HI - 0 to 16 inches: loamy fine sand
H2 - 16 to 28 inches: sandy clay, clay
H2 - 16 to 28 inches: sandy clay, clay
H3 -28 to 38 inches: loamy coarse sand
H3 -28 to 38 inches: weathered bedrock
H4 -38 to 48 inches:
H5 -48 to 52 inches:
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
13
Custom Soil Resource Report
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 30.0
Available water storage in profile: Low (about 4.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: 0
Ecological site: Claypan (1975) (ROI9XD06I CA)
Minor Components
Huerhuero
Percent of map unit: 5 percent
Linne
Percent of map unit: 5 percent
Diablo
Percent of map unit: 5 percent
MIC—Marina loamy coarse sand, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hbdz
Mean annual air temperature: 57 to 61 degrees F
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Marina and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Marina
Setting
Landform: Ridges
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Eolian sands derived from mixed sources
Typical profile
HI -0 to 10 inches: loamy coarse sand
H2 - 10 to 57 inches: loamy sand, loamy coarse sand
H2 - 10 to 57 inches: sand, coarse sand
H3 - 57 to 60 inches:
H3 - 57 to 60 inches:
Properties and qualities
Slope: 2 to 9 percent
Depth to restrictive feature: More than 80 inches
14
Custom Soil Resource Report
Natural drainage class: Somewhat excessively drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): 3s
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Minor Components
Carlsbad
Percent of map unit: 5 percent
Chesterton
Percent of map unit: 5 percent
Corralitos
Percent of map unit: 5 percent
15
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0,2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/
portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2 053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=ste1prdb1043084
16
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http:llwww.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http:/Iwww.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:ll
www.nrcs.usda.gov/IntemetIFSE_DOCUMENTS/nrcs142p2_052290.pdf
17
Attachment C
Pre-Development Hydrologic Maps (From Phases I and II)
Post-Development Hydrologic Maps
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THE SITE PLANS THAT ARE PSRrED TO THIS POINT. PHASE IN Of
THE PROJECT IS DESIGNED TO PRODUCE LESS RUNOFF THAN
PHASE I AND U OF THE PROJECT. /
Pre-Development Hydrologic Tributary Areas
Carlsbad Ranch, Planning Area 5 MarBrisa Phase Ill
CARLSBAD. CALIFORNIA
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SUMMARY TABLE
440 STATE PXE
ESCONDIDO, CA 92029 11 1/
21:1 ENGINEERING
TEL (760) 745-8118
FAX (760) 745-1890
Attachment D
Civil D Pre-Development Hydrology Calculations (From Phases I & II)
++ ++ ++ ++ + +++++++++++++++++++++ +++++++++ + ++++++++++ + + + + +
Process from Point/Station 51.000 to Point/Station 53.000
'''' PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 186.500 (Ft.)
Downstream point/station elevation = 185.430 (Ft.)
Pipe length = 37.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.656(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.656(CFS)
Normal flow depth in pipe 2.67(In.)
Flow top width inside pipe = 9.98(In.)
Critical Depth = 4.05(In.)
Pipe flow velocity = 5.05(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 9.24 mm.
+++++++++++++ ++ +++ +++++++++++++++ + +++++++++++ ++++++++ +++++++++++ + +++ + +
Process from Point/Station 53.000 to Point/Station 53.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number
Stream flow area = 0.224 (Ac.)
Runoff from this stream = 0.656(CFS)
Time of concentration = 9.24 mm.
Rainfall intensity = 4.611(In/Hr)
++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 53.000
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 = 202.000(Ft.)
Highest elevation = 190.870(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference = 1.070(Ft.) Slope = 0.530 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 50.00 (Ft)
for the top area slope value of 0.53 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.39 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)]
TC = [1.8*(1.1_0.6300)*( 50.000.5)/( 0.530"(1/3)]= 7.39
The initial area total distance of 202.00 (Ft.) entered leaves a
remaining distance of 152.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.81 minutes
for a distance of 152.00 (Ft.) and a slope of 0.53 %
with an elevation difference of 0.81(Ft.) from the end of the top area
Tt = (ll.9*length(Mi)3)/(elevation change(Ft.))1'.385 *60(min/hr)
= 2.810 Minutes
Tt=((ll.9*0.02883)/( 0.81)].385= 2.81
Total initial area Ti = 7.39 minutes from Figure 3-3 formula plus
2.81 minutes from the Figure 3-4 formula = 10.20 minutes
Rainfall intensity (I) = 4.324(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 1.891(CFS)
Total initial stream area = 0.694(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 2 of 18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 53.000 to Point/Station 53.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.694 (Ac.)
Runoff from this stream = 1.891(CFS)
Time of concentration = 10.20 mm.
Rainfall intensity = 4.324(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 0.656 9.24 4.611
2 1.891 10.20 4.324
Qmax(1) =
1.000 * 1.000 * 0.656) +
1.000 * 0.905 * 1.891) + = 2.368
Qmax(2)
0.938 * 1.000 * 0.656) +
1.000 * 1.000 * 1.891) + = 2.506
Total of 2 streams to confluence:
Flow rates before confluence point:
0.656 1.891
Maximum flow rates at confluence using above data:
2.368 2.506
Area of streams before confluence:
0.224 0.694
Results of confluence:
Total flow rate = 2.506(CFS)
Time of concentration = 10.202 mm.
Effective stream area after confluence = 0.918(Ac.)
Process from Point/Station 53.000 to Point/Station 55.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.430 (Ft.)
Downstream point/station elevation = 185.140 (Ft.)
Pipe length = 32.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.506(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.506(CFS)
Normal flow depth in pipe = 6.18(In.)
Flow top width inside pipe = 17.09(In.)
Critical Depth = 7.19(In.)
Pipe flow velocity = 4.67(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 10.32 mm.
Process from Point/Station 55.000 to Point/Station 55.000
**** SUBAREA FLOW ADDITION
User specified 'C' value of 0.630 given for subarea
Time of concentration 10.32 mm.
Rainfall intensity = 4.293(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.747
Subarea runoff = 0.701(CFS) for 0.268(Ac.)
Total runoff = 3.208(CFS) Total area = 1.186(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 58.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 3 of 18
Upstream point/station elevation = 185.140 (Ft.)
Downstream point/station elevation = 183.920(Ft.)
Pipe length = 187,.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.208(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.208(CFS)
Normal flow depth in pipe = 7.68(In.)
Flow top width inside pipe = 17.80(In.)
Critical Depth = 8.18(In.)
Pipe flow velocity = 4.46(Ft/s)
Travel time through pipe = 0.70 mm.
Time of concentration (TC) = 11.02 mm.
++ +++++++++++++ + + ++++++++++++ + + ++++++++++ + +++++++++ + + +++++++ + +++++ +
Process from Point/Station 58.000 to Point/Station 58.000
**** CONFLUENCE OF MINOR STREAMS ''''
Along Main Stream number: 1 in normal stream number
Stream flow area = 1.186(Ac.)
Runoff from this stream = 3.208(CFS)
Time of concentration = 11.02 mm.
Rainfall intensity = 4.115(In/Hr)
++ +++++++++ + + + + ++ +++++++ + ++++++++++++++++++++ + +++++++ ++ + + +
Process from Point/Station 56.000 to Point/Station 57.000
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 = 168.000(Ft.)
Highest elevation = 190.200(Ft.)
Lowest elevation = 189.330(Ft.)
Elevation difference = 0.870(Ft.) Slope = 0.518 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 50.00 (Ft)
for the top area slope value of 0.52 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.45 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 50.000.5)/( 0.518'(1/3)]= 7.45
The initial area total distance of 168.00 (Ft.) entered leaves a
remaining distance of 118.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.33 minutes
for a distance of 118.00 (Ft.) and a slope of 0.52 %
with an elevation difference of 0.61(Ft.) from the end of the top area
Tt = (11.9*length(Mi)3)/(elevation change(Ft.))1".385 *60(min/hr)
= 2.333 Minutes
Tt=( (11.9*0.02233)/( 0.61)1 ^.385= 2.33
Total initial area Ti = 7.45 minutes from Figure 3-3 formula plus
2.33 minutes from the Figure 3-4 formula = 9.78 minutes
Rainfall intensity (I) = 4.444(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.677(CFS)
Total initial stream area = 0.242(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 57.000
SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.630 given for subarea
Time of concentration = 9.78 mm.
Rainfall intensity = 4.444(In/Hr) for a 100.0 year storm
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 4 of 18
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.307
Subarea runoff = 0.686(CFS) for 0.245(Ac.)
Total runoff = 1.363(CFS) Total area = 0.487(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 58.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.770 (Ft.)
Downstream point/station elevation = 183.920 (Ft.)
Pipe length = 6.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.363(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.363(CFS)
Normal flow depth in pipe = 2.16(In.)
Flow top width inside pipe = 9.22(In.)
Critical Depth = 5.93(In.)
Pipe flow velocity = 14.19(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 9.79 mm.
++ + +++++++++++++++++++ + + + +++++ +++++++++++ + +++++++ + +++++++ + ++ +
Process from Point/Station 58.000 to Point/Station 58.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.487 (Ac.)
Runoff from this stream = 1.363(CFS)
Time of concentration = 9.79 mm.
Rainfall intensity = 4.441(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 3.208 11.02 4.115
2 1.363 9.79 4.441
Qmax(1) =
1.000 * 1.000 * 3.208) +
0.926 * 1.000 * 1.363) + = 4.471
Qmax(2) =
1.000 * 0.888 * 3.208) +
1.000 * 1.000 * 1.363) + = 4.213
Total of 2 streams to confluence:
Flow rates before confluence point:
3.208 1.363
Maximum flow rates at confluence using above data:
4.471 4.213
Area of streams before confluence:
1.186 0.487
Results of confluence:
Total flow rate = 4.471(CFS)
Time of concentration = 11.020 mm.
Effective stream area after confluence = 1.673(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 58.000 to Point/Station 61.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.920(Ft.)
Downstream point/station elevation = 183.610(Ft.)
Pipe length = 62.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.471(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.471(CFS)
Normal flow depth in pipe = 10.07(In.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 5 of 18
Flow top width inside pipe = 17.87(In.)
Critical Depth = 9.75(In.)
Pipe flow velocity = 4.40(Ft/s)
Travel time through pipe = 0.24 mm.
Time of concentration (TC) = 11.26 mm.
+++++++++++++++++++++++...++++++.+++++++.+++++++++++++++++...+++++++++
Process from Point/Station 61.000 to Point/Station 61.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.673(Ac.)
Runoff from this stream = 4.471(CFS)
Time of concentration = 11.26 mm.
Rainfall intensity = 4.059(In/Hr)
+ ++++++ + ++++++++ + ++ ++++++++++++++++++++++++ +
Process from Point/Station 59.000 to Point/Station 60.000
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 = 110.000 (Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.650(Ft.)
Elevation difference = 0.950(Ft.) Slope = 0.864 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.86 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.16 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = (1.8*(1.1_0.6300)*( 65.000.5)/( 0.864(1/3)]= 7.16
The initial area total distance of 110.00 (Ft.) entered leaves a
remaining distance of 45.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 45.00 (Ft.) and a slope of 0.86 %
with an elevation difference of 0.39(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))1".385 *60(min/hr)
= 0.912 Minutes
Tt=( (1l.9*0.00853)/( 0.39) 1.385= 0.91
Total initial area Ti = 7.16 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 8.07 minutes
Rainfall intensity (I) = 5.029(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.783(CFS)
Total initial stream area = 0.247 (Ac.)
Process from Point/Station 60.000 to Point/Station 61.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.300 (Ft.)
Downstream point/station elevation = 183.610(Ft.)
Pipe length = 89.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.783(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.783(CFS)
Normal flow depth in pipe = 2.88 (In.)
Flow top width inside pipe = 10.25(In.)
Critical Depth = 4.43(In.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 6 of 18
Pipe flow velocity = 5.40(Ft/s)
Travel time through pipe = 0.27 mm.
Time of concentration (TC) = 8.35 mm.
Process from Point/Station 61.000 to Point/Station 61.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.247 (Ac.)
Runoff from this stream 0.783(CFS)
Time of concentration 8.35 mm.
Rainfall intensity = 4.922(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 4.471 11.26 4.059
2 0.783 8.35 4.922
Qmax(1) =
1.000 * 1.000 * 4.471) +
0.825 * 1.000 * 0.783) + = 5.116
Qmax(2) =
1.000 * 0.742 * 4.471) +
1.000 * 1.000 * 0.783) + = 4.098
Total of 2 streams to confluence:
Flow rates before confluence point:
4.471 0.783
Maximum flow rates at confluence using above data:
5.116 4.098
Area of streams before confluence:
1.673 0.247
Results of confluence:
Total flow rate = 5.116(CFS)
Time of concentration = 11.255 mm.
Effective stream area after confluence = 1.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 61.000 to Point/Station 64.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.610 (Ft.)
Downstream point/station elevation = 183.540(Ft.)
Pipe length = 13.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.116(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.116(CFS)
Normal flow depth in pipe = 10.77 (In.)
Flow top width inside pipe = 17.65(In.)
Critical Depth = 10.45(In.)
Pipe flow velocity = 4.64(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 11.30 mm.
Process from Point/Station 64.000 to Point/Station 64.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.920(Ac.)
Runoff from this stream = 5.116(CFS)
Time of concentration = 11.30 mm.
Rainfall intensity = 4.048(In/Hr)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 7 of 18
Process from Point/Station 62.000 to Point/Station 63.000
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 = 207.000(Ft.)
Highest elevation = 198.700(Ft.)
Lowest elevation = 190.420(Ft.)
Elevation difference = 8.280(Ft.) Slope = 4.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 4.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.33 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 100.000'.5)/( 4.000(1/3)]= 5.33
The initial area total distance of 207.00 (Ft.) entered leaves a
remaining distance of 107.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.98 minutes
for a distance of 107.00 (Ft.) and a slope of 4.00 %
with an elevation difference of 4.28(Ft.) from the end of the top area
Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 0.985 Minutes
Tt=((11.9*0.02033)/( 4.28)].385= 0.98
Total initial area Ti = 5.33 minutes from Figure 3-3 formula plus
0.98 minutes from the Figure 3-4 formula = 6.31 minutes
Rainfall intensity (I) = 5.893(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.791(CFS)
Total initial stream area = 0.213(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 63.000 to Point/Station 64.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.420 (Ft.)
Downstream point/station elevation = 183.540(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.791(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.791(CFS)
Normal flow depth in pipe = 2.04 (In.)
Flow top width inside pipe = 9.01 (In.)
Critical Depth = 4.45(In.)
Pipe flow velocity = 8.95(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 6.34 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64.000 to Point/Station 64.000
"' CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number
Stream flow area = 0.213(Ac.)
Runoff from this stream = 0.791(CFS)
Time of concentration = 6.34 mm.
Rainfall intensity = 5.876(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 8 of 18
1 5.116 11.30 4.048
2 0.791 6.34 5.876
Qmax(l) =
1.000 * 1.000 * 5.116) +
0.689 * 1.000 * 0.791) + = 5.661
Qmax(2) =
1.000 * 0.561 * 5.116) +
1.000 * 1.000 * 0.791) + 3.662
Total of 2 streams to confluence:
Flow rates before confluence point:
5.116 0.791
Maximum flow rates at confluence using above data:
5.661 3.662
Area of streams before confluence:
1.920 0.213
Results of confluence:
Total flow rate = 5.661(CFS)
Time of concentration = 11.303 mm.
Effective stream area after confluence = 2.133(Ac.)
+ ++++++++ + + +++++++ +++++++ + + + +++++ + +++++++++ ++++++++ + +
Process from Point/Station 64.000 to Point/Station 66.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.540(Ft.)
Downstream point/station elevation = 182.820(Ft.)
Pipe length = 161.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.661(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.661(CFS)
Normal flow depth in pipe = 12.26(In.)
Flow top width inside pipe = 16.78(In.)
Critical Depth = 11.01(m.)
Pipe flow velocity = 4.42(Ft/s)
Travel time through pipe = 0.61 mm.
Time of concentration (TC) = 11.91 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 66.000 to Point/Station 66.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.133(Ac.)
Runoff from this stream = 5.661(CFS)
Time of concentration = 11.91 mm.
Rainfall intensity = 3.913(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 65.000
"'' 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 = 101.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 0.792 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.79 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 9 of 18
Initial Area Time of Concentration = 7.37 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)1
TC = [1.8*(1.1_0.6300)*( 65.000.5)/( 0.792(1/3)J= 7.37
The initial area total distance of 101.00 (Ft.) entered leaves a
remaining distance of 36.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.79 minutes
for a distance of 36.00 (Ft.) and a slope of 0.79 %
with an elevation difference of 0.29(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 0.794 Minutes
Tt=[(11.9*0.0068'3)/( 0.29)J.385= 0.79
Total initial area Ti = 7.37 minutes from Figure 3-3 formula plus
0.79 minutes from the Figure 3-4 formula = 8.17 minutes
Rainfall intensity (I) = 4.992(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.887(CFS)
Total initial stream area = 0.282(Ac.)
++++++.+.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 65.000 to Point/Station 66.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.360 (Ft.)
Downstream point/station elevation = 182.820(Ft.)
Pipe length = 32.00(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 0.887(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.887(CFS)
Normal flow depth in pipe = 2.22 (In.)
Flow top width inside pipe = 9.32 (In.)
Critical Depth = 4.73(In.)
Pipe flow velocity = 8.86(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 8.23 mm.
Process from Point/Station 66.000 to Point/Station 66.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.282(Ac.)
Runoff from this stream = 0.887(CFS)
Time of concentration = 8.23 mm.
Rainfall intensity = 4.969(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 5.661 11.91 3.913
2 0.887 8.23 4.969
Qmax(l) =
1.000 * 1.000 * 5.661) +
0.788 * 1.000 * 0.887) + = 6.359
Qmax(2) =
1.000 * 0.691 * 5.661) +
1.000 * 1.000 * 0.887) + = 4.796
Total of 2 streams to confluence:
Flow rates before confluence point:
5.661 0.887
Maximum flow rates at confluence using above data:
6.359 4.796
Area of streams before confluence:
2.133 0.282
Results of confluence:
Total flow rate = 6.359(CFS)
Time of concentration = 11.912 mm.
Effective stream area after confluence = 2.415(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE H
Page 10 of 18
Process from Point/Station 66.000 to Point/Station 68.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.820(Ft.)
Downstream point/station elevation = 182.780 (Ft.)
Pipe length = 8.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.359(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.359(CFS)
Normal flow depth in pipe 13.13(In.)
Flow top width inside pipe = 16.00(In.)
Critical Depth = 11.70(In.)
Pipe flow velocity = 4.60(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 11.94 mm.
+++++ + +++++ + +++++++ +++++++ ++++++++ + +++++++ +++ + +
Process from Point/Station 68.000 to Point/Station 68.000
'' CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number
Stream flow area = 2.415(Ac.)
Runoff from this stream = 6.359(CFS)
Time of concentration = 11.94 mm.
Rainfall intensity = 3.907(In/Hr)
Process from Point/Station 7.000 to Point/Station 67.000
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 = 120.000(Ft.)
Highest elevation 190.600(Ft.)
Lowest elevation = 189.640(Ft.)
Elevation difference = 0.960(Ft.) Slope = 0.800 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.80 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.35 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)1
TC = (1.8*(1.1_0.6300)*( 65.000.5)/( 0.800(1/3)]= 7.35
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 55.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.10 minutes
for a distance of 55.00 (Ft.) and a slope of 0.80 %
with an elevation difference of 0.44(Ft.) from the end of the top area
Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(mjn/hr)
= 1.096 Minutes
Tt=[(11.9*0.01043)/( 0.44)]A.385= 1.10
Total initial area Ti = 7.35 minutes from Figure 3-3 formula plus
1.10 minutes from the Figure 3-4 formula = 8.44 minutes
Rainfall intensity (I) = 4.886(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.532(CFS)
Total initial stream area = 0.173(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE H
Page 11 of 18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 67.000 to Point/Station 68.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.640 (Ft.)
Downstream point/station elevation = 182.780(Ft.)
Pipe length = 8.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.532(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.532(CFS)
Normal flow depth in pipe = 1.22 (In.)
Flow top width inside pipe 7.25(In.)
Critical Depth = 3.63(In.)
Pipe flow velocity = 12.76(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 8.45 mm.
++++++++-H-++ ++ + + + +++++++ ++ ++ ++++++++++ + +++++++++ + ++ +
Process from Point/Station 68.000 to Point/Station 68.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.173(Ac.)
Runoff from this stream = 0.532(CFS)
Time of concentration = 8.45 mm.
Rainfall intensity = 4.882(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 6.359 11.94 3.907
2 0.532 8.45 4.882
Qmax(1) = -
1.000 * 1.000 * 6.359) +
0.800 * 1.000 * 0.532) + = 6.785
Qmax(2) =
1.000 * 0.708 * 6.359) +
1.000 * 1.000 * 0.532) + = 5.034
Total of 2 streams to confluence:
Flow rates before confluence point:
6.359 0.532
Maximum flow rates at confluence using above data:
6.785 5.034
Area of streams before confluence:
2.415 0.173
Results of confluence:
Total flow rate = 6.785(CFS)
Time of concentration = 11.943 mm.
Effective stream area after confluence = 2.588(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 68.000 to Point/Station 71.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.780 (Ft.)
Downstream point/station elevation = 181.950(Ft.)
Pipe length = 165.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.785(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.785(CFS)
Normal flow depth in pipe 13.50 (In.)
Flow top width inside pipe = 15.59(In.)
Critical Depth = 12.09(In.)
Pipe flow velocity = 4.77(Ft/s)
Travel time through pipe = 0.58 mm.
Time of concentration (TC) = 12.52 mm.
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 12 of 18
Process from Point/Station 71.000 to Point/Station 71.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.588(Ac.)
Runoff from this stream = 6.785(CFS)
Time of concentration = 12.52 mm.
Rainfall intensity = 3.789(In/Hr)
Process from Point/Station 7.000 to Point/Station 70.000
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 = 133.600(Ft.)
Highest elevation 190.600(Ft.)
Lowest elevation = 189.500(Ft.)
Elevation difference = 1.100(Ft.) Slope = 0.823 %
Top of Initial Area Slope adjusted by User to 0.850 %
Bottom of Initial Area Slope adjusted by User to 0.850 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.85 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.20 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3))
TC = [1.8*(1.1_0.6300)*( 65.000.5)/( 0.850(1/3)1= 7.20
The initial area total distance of 133.60 (Ft.) entered leaves a
remaining distance of 68.60 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.27 minutes
for a distance of 68.60 (Ft.) and a slope of 0.85 %
with an elevation difference of 0.58(Ft.) from the end of the top area
Tt = [ll.9*length(Mi)3)/(elevation change(Ft.))J'.385 *60(min/hr)
= 1.270 Minutes
Tt=[(ll.9*0.0l303)/( 0.58)J.385= 1.27
Total initial area Ti = 7.20 minutes from Figure 3-3 formula plus
1.27 minutes from the Figure 3-4 formula = 8.47 minutes
Rainfall intensity (I) = 4.876(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.596(CFS)
Total initial stream area = 0.194 (Ac.)
Process from Point/Station 70.000 to Point/Station 71.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.950(Ft.)
Downstream point/station elevation = 185.570(Ft.)
Pipe length = 38.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.596(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.596(CFS)
Normal flow depth in pipe = 3.33(In.)
Flow top width inside pipe = 10.74(In.)
Critical Depth = 3.84(In.)
Pipe flow velocity = 3.36(Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = 8.66 mm.
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE H
Page 13 of 18
++ ++++ + + + +++++ + + ++++++ + +++++++ ++ + +++++++++++++++ +
Process from Point/Station 71.000 to Point/Station 71.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.194 (Ac.)
Runoff from this stream = 0.596(CFS)
Time of concentration = 8.66 mm.
Rainfall intensity = 4.807(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 6.785 12.52 3.789
2 0.596 8.66 4.807
Qmax(1) =
1.000 * 1.000 * 6.785) +
0.788 * 1.000 * 0.596) + = 7.255
Qmax(2) =
1.000 * 0.692 * 6.785) +
1.000 * 1.000 * 0.596) + 5.289
Total of 2 streams to confluence:
Flow rates before confluence point:
6.785 0.596
Maximum flow rates at confluence using above data:
7.255 5.289
Area of streams before confluence:
2.588 0.194
Results of confluence:
Total flow rate = 7.255(CFS)
Time of concentration = 12.521 mm.
Effective stream area after confluence = 2.782(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 76.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.950 (Ft.)
Downstream point/station elevation = 180.960 (Ft.)
Pipe length = 99.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.255(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 7.255(CFS)
Normal flow depth in pipe = 9.35(In.)
Flow top width inside pipe = 23.41 (In.)
Critical Depth = 11.48(In.)
Pipe flow velocity = 6.41 (Ft/s)
Travel time through pipe = 0.26 mm.
Time of concentration (TC) = 12.78 mm.
+ +++++++++++++++++++++++++ +++++++ +++++++ + +++++++ + + + ++++++++++++++++ + + +
Process from Point/Station 76.000 to Point/Station 76.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.782 (Ac.)
Runoff from this stream = 7.255(CFS)
Time of concentration = 12.78 mm.
Rainfall intensity = 3.740(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 72.000 to Point/Station 73.000
**** INITIAL AREA EVALUATION
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 14 of 18
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 = 63.000 (Ft.)
Highest elevation = 190.500(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.111 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.11 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.59 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = (1.8*(1.1_0.6300)*( 65.000'.5)/( l.11l(l/3)]= 6.59
Rainfall intensity (I) = 5.735(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 1.142(CFS)
Total initial stream area = 0.316(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 75.000
'" PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 187.000(Ft.)
Downstream point/station elevation = 183.200 (Ft.)
Pipe length = 306.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.142(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.142(CFS)
Normal flow depth in pipe = 5.65(In.)
Flow top width inside pipe = 7.28(In.)
Critical Depth = 6.08(In.)
Pipe flow velocity = 4.33(Ft/s)
Travel time through pipe = 1.18 mm.
Time of concentration (TC) = 7.76 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 75.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.76 mm.
Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.437
Subarea runoff = 1.113(CFS) for 0.378(Ac.)
Total runoff = 2.255(CFS) Total area = 0.694(Ac.)
Process from Point/Station 75.000 to Point/Station 75.000
**** SUBAREA FLOW ADDITION
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.76 mm.
Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.704
Subarea runoff = 1.374(CFS) for 0.423(Ac.)
Total runoff = 3.629(CFS) Total area = 1.117(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 15 of 18
Process from Point/Station 75.000 to Point/Station 76.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.200 (Ft.)
Downstream point/station elevation = 181.380 (Ft.)
Pipe length = 186.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.629(CFS)
Given pipe size = 12.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.607(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.930(Ft.)
Minor friction loss = 0.497(Ft.) K-factor = 1.50
Pipe flow velocity = 4.62 (Ft/s)
Travel time through pipe = 0.67 mm.
Time of concentration (TC) = 8.43 mm.
++ + ++++++++++ + + + +++++++++ + ++ ++++++++ + +++++++++ +
Process from Point/Station 76.000 to Point/Station 76.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.117(Ac.)
Runoff from this stream = 3.629(CFS)
Time of concentration = 8.43 mm.
Rainfall intensity = 4.889(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 7.255 12.78 3.740
2 3.629 8.43 4.889
Qmax(1) =
1.000 * 1.000 * 7.255) +
0.765 * 1.000 * 3.629) + = 10.032
Qmax(2) =
1.000 * 0.660 * 7.255) +
1.000 * 1.000 * 3.629) + = 8.418
Total of 2 main streams to confluence:
Flow rates before confluence point:
7.255 3.629
Maximum flow rates at confluence using above data:
10.032 8.418
Area of streams before confluence:
2.782 1.117
Results of confluence:
Total flow rate = 10.032(CFS)
Time of concentration = 12.779 mm.
Effective stream area after confluence = 3.899(Ac.)
Process from Point/Station 76.000 to Point/Station 106.000
'"' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.380 (Ft.)
Downstream point/station elevation = 180.640(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.032(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow 10.032(CFS)
Normal flow depth in pipe = 9.74 (In.)
Flow top width inside pipe = 23.57 (In.)
Critical Depth = 13.59(In.)
Pipe flow velocity = 8.39(Ft/s)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 16 of 18
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 12.87 mm.
Process from Point/Station 106.000 to Point/Station 106.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.899(Ac.)
Runoff from this stream = 10.032(CFS)
Time of concentration = 12.87 mm.
Rainfall intensity = 3.723(In/Hr)
+++++++++.+ + + +++++++ + + +++++++++ + +++++++++++++ +++++++++++ +++++++ + + + +
Process from Point/Station 106.000 to Point/Station 106.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 4.865(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 8.50 mm. Rain intensity = 4.86(In/Hr)
Total area = 17.600(Ac.) Total runoff = 56.220(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.600(Ac.)
Runoff from this stream = 56.220(CFS)
Time of concentration = 8.50 mm.
Rainfall intensity = 4.865(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 10.032 12.87 3.723
2 56.220 8.50 4.865
Qmax(1) =
1.000 * 1.000 * 10.032) +
0.765 * 1.000 * 56.220) + = 53.057
Qmax(2) =
1.000 * 0.661 * 10.032) +
1.000 * 1.000 * 56.220) + = 62.846
Total of 2 streams to confluence:
Flow rates before confluence point:
10.032 56.220
Maximum flow rates at confluence using above data:
53.057 62.846
Area of streams before confluence:
3.899 17.600
Results of confluence:
Total flow rate = 62.846(CFS)
Time of concentration = 8.500 mm.
Effective stream area after confluence = 21.499(Ac.)
Process from Point/Station 106.000 to Point/Station 107.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 62.887(CFS)
Depth of flow = 1.717(Ft.), Average velocity = 4.004(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 17of18
Information entered for subchannel number 1
Point number 'X' coordinate ty, coordinate
1 0.00 3.70
2 10.30 0.00
3 15.30 0.00
4 27.40 5.90
Manning's 'N' friction factor = 0.035 ---------------------------------------------------
Sub-Channel flow = 62.887(CFS)
flow top width = 13.299 (Ft.)
velocity= 4.004(Ft/s)
area = 15.706(Sq.Ft)
Froude number = 0.649
Upstream point elevation = 175.700 (Ft.)
Downstream point elevation 173.260 (Ft.)
Flow length 320.000(Ft.)
Travel time = 1.33 mm.
Time of concentration = 9.83 mm.
Depth of flow = 1.717(Ft.)
Average velocity = 4.004(Ft/s)
Total irregular channel flow = 62.887(CFS)
Irregular channel normal depth above invert elev. = 1.717 (Ft.)
Average velocity of channel(s) = 4.004(Ft/s)
Adding area flow to channel
User specified 'C' value of 0.630 given for subarea
The area added to the existing stream causes a
a lower flow rate of Q = 60.617(CFS)
therefore the upstream flow rate of Q = 62.846(CFS) is being used
Rainfall intensity = 4.429(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 13.687
Subarea runoff = 0.000(CFS) for 0.226(Ac.)
Total runoff = 62.846(CFS) Total area = 21.725(Ac.)
Depth of flow = 1.716(Ft.), Average velocity = 4.003(Ft/s)
End of computations, total study area = 21.725 (Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 18 of 18
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/03/11 -----------------------------------------------------------------
CT 03-02 CARLSBAD RANCH PLANNING AREA 5 - MARBRISA SITE PHASE III
100 YEAR STORM, Pre-DEVELOPMENT
OUTFALL A - NODES 1 TO 40, NODES 100 TO 106
----------------------------------------------------------
********* Hydrology Study Control Information
Program License Serial Number 4012
--------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) 4.500
P6/P24 = 57.8%
San Diego hydrology manual C' values used
Process from Point/Station 1.000 to Point/Station 2.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 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 = 139.000(Ft.)
Highest elevation = 199.000(Ft.)
Lowest elevation = 194.500(Ft.)
Elevation difference = 4.500(Ft.) Slope = 3.237 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 3.24 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.43 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = (1.8*(1.1_0.6300)*( 90.000.5)/( 3.237(1/3)1= 5.43
The initial area total distance of 139.00 (Ft.) entered leaves a
remaining distance of 49.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.59 minutes
for a distance of 49.00 (Ft.) and a slope of 3.24 %
with an elevation difference of 1.59(Ft.) from the end of the top area
Tt = (1l.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(min/hr)
= 0.586 Minutes
Tt=[(1l.9*0.00933)/( 1.59)].385= 0.59
Total initial area Ti 5.43 minutes from Figure 3-3 formula plus
0.59 minutes from the Figure 3-4 formula = 6.01 minutes
Rainfall intensity (I) = 6.083(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.383(CFS)
Total initial stream area = 0.100(Ac.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE 11
Page 1 of 21
++++++.++++4-+++++++++++++++++++++++++++++++++++++++++..+.+++++++++++++
Process from Point/Station 2.000 to Point/Station 101.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 190.500 (Ft.)
Downstream point/station elevation = 181.130 (Ft.)
Pipe length = 10.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 0.383(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.383(CFS)
Normal flow depth in pipe = 0.89(In.)
Flow top width inside pipe = 6.29(In.)
Critical Depth = 3.07 (In.)
Pipe flow velocity = 14.55(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 6.02 mm.
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS ''''
Along Main Stream number: 1 in normal stream number
Stream flow area = 0.100 (Ac.)
Runoff from this stream = 0.383(CFS)
Time of concentration = 6.02 mm.
Rainfall intensity = 6.076(In/Hr)
+ + + +++++ + ++++++++++ ++ + + ++++++++++++ + +++++ +
Process from Point/Station 100.000 to Point/Station 100.000
**** USER DEFINED FLOW INFORMATION AT A POINT
User specified 'C' value of 0.770 given for subarea
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.00 mm. Rain intensity = 6.85(In/Hr)
Total area = 10.160(Ac.) Total runoff = 45.050(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.660(Ft.)
Downstream point/station elevation = 181.130(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.050(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 45.050(CFS)
Normal flow depth in pipe = 14.07(In.)
Flow top width inside pipe = 35.13(In.)
Critical Depth = 26.24(In.)
Pipe flow velocity = 17.60(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 5.03 mm.
++++++++++++++++++++++++++++++++ ++ ++++ + ++++++++++ + + + ++++++++++ + ++++++ +
Process from Point/Station 101.000 to Point/Station 101.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 10.160(Ac.)
Runoff from this stream 45.050(CFS)
Time of concentration = 5.03 mm.
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 2 of 21
Rainfall intensity = 6.821(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 0.383 6.02 6.076
2 45.050 5.03 6.821
Qmax(1) =
1.000 * 1.000 * 0.383) +
0.891 * 1.000 * 45.050) + = 40.508
Qmax(2) =
1.000 * 0.836 * 0.383) +
1.000 * 1.000 * 45.050) + = 45.370
Total of 2 streams to confluence:
Flow rates before confluence point:
0.383 45.050
Maximum flow rates at confluence using above data:
40.508 45.370
Area of streams before confluence:
0.100 10.160
Results of confluence:
Total flow rate = 45.370(CFS)
Time of concentration = 5.033 mm.
Effective stream area after confluence = 10.260(Ac.)
Process from Point/Station 101.000 to Point/Station 102.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.130 (Ft.)
Downstream point/station elevation = 180.300 (Ft.)
Pipe length = 165.34(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.370(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 45.370(CFS)
Normal flow depth in pipe = 28.31(In.)
Flow top width inside pipe = 29.51(In.)
Critical Depth = 26.32 (In.)
Pipe flow velocity = 7.61(Ft/s)
Travel time through pipe = 0.36 mm.
Time of concentration (TC) 5.40 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.260(Ac.)
Runoff from this stream = 45.370(CFS)
Time of concentration = 5.40 mm.
Rainfall intensity = 6.522(In/Hr)
++++ + ++++ ++++ + ++++ + +++++++ + ++++++ + ++++ +++++++ ++++++ +
Process from Point/Station 3.000 to Point/Station 4.000
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 = 204.000(Ft.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 3 of 21
Highest elevation = 196.000(Ft.)
Lowest elevation = 190.100(Ft.)
Elevation difference = 5.900(Ft.) Slope = 2.892 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.89 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.63 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 90.000.5)/( 2.892'(1/3)1= 5.63
The initial area total distance of 204.00 (Ft.) entered leaves a
remaining distance of 114.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.17 minutes
for a distance of 114.00 (Ft.) and a slope of 2.89 %
with an elevation difference of 3.30(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
= 1.172 Minutes
Tt=[(11.9*0.02163)/( 3.30)]A.385= 1.17
Total initial area Ti = 5.63 minutes from Figure 3-3 formula plus
1.17 minutes from the Figure 3-4 formula = 6.81 minutes
Rainfall intensity (I) = 5.615(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.520(CFS)
Total initial stream area = 0.147(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 102.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 190.100 (Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 6.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.520(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.520(CFS)
Normal flow depth in pipe = 0.92 (In.)
Flow top width inside pipe = 6.40(In.)
Critical Depth = 3.59(In.)
Pipe flow velocity = 18.64(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 6.81 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.147(Ac.)
Runoff from this stream = 0.520(CFS)
Time of concentration = 6.81 mm.
Rainfall intensity = 5.612(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 45.370 5.40 6.522
2 0.520 6.81 5.612
Qmax(l) =
1.000 * 1.000 * 45.370) +
1.000 * 0.792 * 0.520) + = 45.782
Qmax(2) =
0.860 * 1.000 * 45.370) +
1.000 * 1.000 * 0.520) + = 39.558
Total of 2 streams to confluence:
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 4 of 21
Flow rates before confluence point:
45.370 0.520
Maximum flow rates at confluence using above data:
45.782 39.558
Area of streams before confluence:
10.260 0.147
Results of confluence:
Total flow rate = 45.782(CFS)
Time of concentration = 5.395 mm.
Effective stream area after confluence = 10.407(Ac.)
+++..+++++ + ++++ + + +++++++ + ++++++ ++++++++ +++++++++++++ +++++++ +
Process from Point/Station 102.000 to Point/Station 103.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 180.300 (Ft.)
Downstream point/station elevation = 179.860 (Ft.)
Pipe length = 88.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.782(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 45.782(CFS)
Normal flow depth in pipe = 28.59(In.)
Flow top width inside pipe = 29.10(m.)
Critical Depth = 26.47(In.)
Pipe flow velocity = 7.60(Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = 5.59 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 10.407 (Ac.)
Runoff from this stream = 45.782(CFS)
Time of concentration = 5.59 mm.
Rainfall intensity = 6.376(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 11.000 to Point/Station 12.000
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 = 327.000(Ft.)
Highest elevation = 198.200(Ft.)
Lowest elevation = 189.400(Ft.)
Elevation difference = 8.800(Ft.) Slope = 2.691 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.69 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.77 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)]
TC = [1.8*(1.1_0.6300)*( 90.000.5)/( 2.691(1/3)]= 5.77
The initial area total distance of 327.00 (Ft.) entered leaves a
remaining distance of 237.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.12 minutes
for a distance of 237.00 (Ft.) and a slope of 2.69 %
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 5 of 21
with an elevation difference of 6.38(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 2.117 Minutes
Tt=[(11.9*0.0449"3)/( 6.38)].385= 2.12
Total initial area Ti = 5.77 minutes from Figure 3-3 formula plus
2.12 minutes from the Figure 3-4 formula = 7.89 minutes
Rainfall intensity (I) = 5.106(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.708(CFS)
Total initial stream area = 0.220(Ac.)
+++ + ++++++ + + +++++++++++++ + + +++++++ +++++++++++++ + +++++ +
Process from Point/Station 12.000 to Point/Station 103.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.400 (Ft.)
Downstream point/station elevation = 184.900(Ft.)
Pipe length = 47.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.708(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.708(CFS)
Normal flow depth in pipe = 3.57(In.)
Flow top width inside pipe = 10.97 (In.)
Critical Depth = 4.21(In.)
Pipe flow velocity = 3.61(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (TC) = 8.10 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.220(Ac.)
Runoff from this stream = 0.708(CFS)
Time of concentration = 8.10 mm.
Rainfall intensity = 5.017(In/Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++ ++++++ + +++++++++++++ ++ ++ + +++++++ ++++++++++++ ++++++++ +
Process from Point/Station 20.000 to Point/Station 21.000
'''' 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 = 60.000(Ft.)
Highest elevation = 200.000(Ft.)
Lowest elevation = 196.000(Ft.)
Elevation difference = 4.000(Ft.) Slope = 6.667 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.67 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.49 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3))
TC = [1.8*(1.1_0.6300)*( 100.000.5)/( 6.667(1/3)J= 4.49
Rainfall intensity (I) = 7.337(In/Hr) for a 100.0 year storm
Outfall A
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Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.092(CFS)
Total initial stream area = 0.020 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 22.000
IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.228(CFS)
Depth of flow 0.146(Ft.), Average velocity = 1.771(Ft/s) ******* Irregular Channel Data *********** -----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 13.00 0.20
Manning's 'N' friction factor = 0.015 -----------------------------------------------------------------
Sub-Channel flow = 1.228(CFS)
flow top width = 9.495 (Ft.)
velocity= 1.771(Ft/s)
area = 0.693(Sq.Ft)
Froude number = 1.155
Upstream point elevation = 196.000 (Ft.)
Downstream point elevation = 190.870(Ft.)
Flow length = 480.000(Ft.)
Travel time = 4.52 mm.
Time of concentration = 9.01 mm.
Depth of flow = 0.146(Ft.)
Average velocity = 1.771(Ft/s)
Total irregular channel flow = 1.228(CFS)
Irregular channel normal depth above invert elev. 0.146(Ft.)
Average velocity of channel(s) = 1.771(Ft/s)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Rainfall intensity = 4.685(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.484
Subarea runoff = 2.174(CFS) for 0.748(Ac.)
Total runoff = 2.267(CFS) Total area = 0.768(Ac.)
Depth of flow = 0.184(Ft.), Average velocity = 2.064(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 23.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.000 (Ft.)
Downstream point/station elevation 185.600(Ft.)
Pipe length = 39.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.267(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.267(CFS)
Normal flow depth in pipe = 6.90 (In.)
Flow top width inside pipe 11.86(In.)
Critical Depth = 7.73(In.)
Pipe flow velocity = 4.85(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 9.15 mm.
Outfall A
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Process from Point/Station 23.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 0.768(Ac.)
Runoff from this stream = 2.267(CFS)
Time of concentration = 9.15 mm.
Rainfall intensity = 4.640(In/Hr)
Process from Point/Station 11.000 to Point/Station 30.000
**** 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 = 80.000(Ft.)
Highest elevation = 198.200(Ft.)
Lowest elevation = 195.000(Ft.)
Elevation difference = 3.200(Ft.) Slope = 4.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 4.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.33 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 100.000.5)/( 4.000(1/3)1= 5.33
Rainfall intensity (I) = 6.574(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.112(CFS)
Total initial stream area = 0.027(Ac.)
++..+++++++++++++.+++++++++++++++++++++++++++++++++.+++.++++++++++++++
Process from Point/Station 30.000 to Point/Station 23.000
'''' IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.509(CFS)
Depth of flow = 0.092(Ft.), Average velocity = 1.234(Ft/s)
******* Irregular Channel Data -----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 29.50 0.30
Manning's 'N' friction factor = 0.015 -----------------------------------------------------------
Sub-Channel flow = 0.509(CFS)
flow top width = 9.007(Ft.)
velocity= 1.234(Ft/s)
area = 0.413(Sq.Ft)
Froude number = 1.016
Upstream point elevation = 195.000 (Ft.)
Downstream point elevation = 190.530 (Ft.)
Flow length = 466.000(Ft.)
Travel time = 6.30 mm.
Time of concentration = 11.63 mm.
Depth of flow = 0.092(Ft.)
Average velocity = 1.234(Ft/s)
Total irregular channel flow = 0.509(CFS)
Irregular channel normal depth above invert elev. = 0.092(Ft.)
Outfall A
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Page 8 of 21
Average velocity of channel(s) = 1.234(Ft/s)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Rainfall intensity = 3.975(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.209
Subarea runoff = 0.717(CFS) for 0.304(Ac.)
Total runoff = 0.829(CFS) Total area = 0.331(Ac.)
Depth of flow = 0.110(Ft.), Average velocity = 1.394(Ft/s)
Process from Point/Station 23.000 to Point/Station 23.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.331(Ac.)
Runoff from this stream = 0.829(CFS)
Time of concentration = 11.63 mm.
Rainfall intensity = 3.975(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 2.267 9.15 4.640
2 0.829 11.63 3.975
Qmax(1) =
1.000 * 1.000 * 2.267) +
1.000 * 0.787 * 0.829) + = 2.919
Qmax(2) =
0.857 * 1.000 * 2.267) +
1.000 * 1.000 * 0.829) + = 2.771
Total of 2 streams to confluence:
Flow rates before confluence point:
2.267 0.829
Maximum flow rates at confluence using above data:
2.919 2.771
Area of streams before confluence:
0.768 0.331
Results of confluence:
Total flow rate = 2.919(CFS)
Time of concentration = 9.146 mm.
Effective stream area after confluence = 1.099 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 31.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.600(Ft.)
Downstream point/station elevation = 182.730(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.919(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.919(CFS)
Normal flow depth in pipe = 6.05(In.)
Flow top width inside pipe = 12.00(In.)
Outfall A
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Critical Depth = 8.78(In.)
Pipe flow velocity = 7.35(Ft/s)
Travel time through pipe = 0.25 mm.
Time of concentration (TC) = 9.40 mm.
+++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 31.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.730(Ft.)
Downstream point/station elevation = 181.550 (Ft.)
Pipe length = 236.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.919(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 2.919(CFS)
Normal flow depth in pipe = 6.94(In.)
Flow top width inside pipe = 21.77 (In.)
Critical Depth = 7.14 (In.)
Pipe flow velocity = 3.87(Ft/s)
Travel time through pipe = 1.02 mm.
Time of concentration (TC) = 10.41 mm.
+++++++++...++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 32.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Time of concentration = 10.41 mm.
Rainfall intensity = 4.268(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C 0.630 CA = 3.028
Subarea runoff = 10.005(CFS) for 3.707(Ac.)
Total runoff = 12.924(CFS) Total area = 4.806(Ac.)
Process from Point/Station 32.000 to Point/Station 33.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.550 (Ft.)
Downstream point/station elevation = 181.110(Ft.)
Pipe length = 88.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.924(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 12.924(CFS)
Normal flow depth in pipe = 16.38(In.)
Flow top width inside pipe = 22.34 (In.)
Critical Depth = 15.51(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 0.26 mm.
Time of concentration (TC) = 10.67 mm.
Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 4.806 (Ac.)
Runoff from this stream = 12.924(CFS)
Time of concentration = 10.67 mm.
Rainfall intensity = 4.201(In/Hr)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 10of21
Process from Point/Station 7.000 to Point/Station 15.000
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 = 128.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.550(Ft.)
Elevation difference = 1.050(Ft.) Slope = 0.820 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.82 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.29 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 65.000.5)/( 0.820(1/3)J= 7.29
The initial area total distance of 128.00 (Ft.) entered leaves a
remaining distance of 63.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.21 minutes
for a distance of 63.00 (Ft.) and a slope of 0.82 %
with an elevation difference of 0.52(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 1.206 Minutes
Tt=[ (l1.9*0.01193)/( 0.52)]A.385= 1.21
Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus
1.21 minutes from the Figure 3-4 formula = 8.49 minutes
Rainfall intensity (I) = 4.867(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.411(CFS)
Total initial stream area = 0.134 (Ac.)
Process from Point/Station 15.000 to Point/Station 33.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.550(Ft.)
Downstream point/Station elevation = 185.020(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.411(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.411(CFS)
Normal flow depth in pipe = 2.75(In.)
Flow top width inside pipe = 10.09(In.)
Critical Depth = 3.18(In.)
Pipe flow velocity = 3.02(Ft/s)
Travel time through pipe = 0.29 mm.
Time of concentration (TC) = 8.78 mm.
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.134 (Ac.)
Runoff from this stream = 0.411(CFS)
Time of concentration = 8.78 mm.
Rainfall intensity = 4.762(In/Hr)
Summary of stream data:
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 11 of 21
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 12.924 10.67 4.201
2 0.411 8.78 4.762
Qmax(l) =
1.000 * 1.000 * 12.924) +
0.882 * 1.000 * 0.411) + = 13.286
Qmax(2) =
1.000 * 0.823 * 12.924) +
1.000 * 1.000 * 0.411) + = 11.050
Total of 2 streams to confluence:
Flow rates before confluence point:
12.924 0.411
Maximum flow rates at confluence using above data:
13.286 11.050
Area of streams before confluence:
4.806 0.134
Results of confluence:
Total flow rate = 13.286(CFS)
Time of concentration = 10.672 mm.
Effective stream area after confluence = 4.940(Ac.)
Process from Point/Station 33.000 to Point/Station 35.000
PIPEFLOW TRAVEL TIME (User specified size) ''
Upstream point/station elevation = 181.110(Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 162.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.286(CFS)
Given pipe size = 30.00(m.)
Calculated individual pipe flow = 13.286(CFS)
Normal flow depth in pipe = 14.26(In.)
Flow top width inside pipe = 29.96(In.)
Critical Depth = 14.70(m.)
Pipe flow velocity = 5.78 (Ft/s)
Travel time through pipe = 0.47 mm.
Time of concentration (TC) = 11.14 mm.
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 4.940(Ac.)
Runoff from this stream = 13.286(CFS)
Time of concentration = 11.14 mm.
Rainfall intensity = 4.086(In/Hr)
Process from Point/Station 34.000 to Point/Station 13.000
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 = 119.000(Ft.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 12 of 21
Highest elevation = 190.640(Ft.)
Lowest elevation = 189.200(Ft.)
Elevation difference = 1.440(Ft.) Slope = 1.210 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.21 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.40 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 65.000^.5)/( 1.210(1/3)1= 6.40
The initial area total distance of 119.00 (Ft.) entered leaves a
remaining distance of 54.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.92 minutes
for a distance of 54.00 (Ft.) and a slope of 1.21 %
with an elevation difference of 0.65(Ft.) from the end of the top area
Tt = (l1.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 0.922 Minutes
Tt=( (ll.9*0.01023)/( 0.65)1 ^.385= 0.92
Total initial area Ti = 6.40 minutes from Figure 3-3 formula plus
0.92 minutes from the Figure 3-4 formula = 7.32 minutes
Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.337(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 13.000 to Point/Station 35.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.200 (Ft.)
Downstream point/station elevation = 180.300 (Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.337(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.337(CFS)
Normal flow depth in pipe = 1.42 (In.)
Flow top width inside pipe = 7.74 (In.)
Critical Depth = 2.87(In.)
Pipe flow velocity = 6.46(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 7.45 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream 0.337(CFS)
Time of concentration = 7.45 mm.
Rainfall intensity = 5.298(In/Hr)
Process from Point/Station 5.000 to Point/Station 6.000
'''' 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 = 221.000(Ft.)
Highest elevation 191.000(Ft.)
Lowest elevation = 189.200(Ft.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE H
Page 13 of 21
Elevation difference = 1.800(Ft.) Slope = 0.814 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.81 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.30 minutes
TC = (]..8*(1.1_C)*distance(Ft.).5)/(% slope(1/3))
TC = [1.8*(1.1_0.6300)*( 65.000".5)/( 0.814(1/3)]= 7.30
The initial area total distance of 221.00 (Ft.) entered leaves a
remaining distance of 156.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.43 minutes
for a distance of 156.00 (Ft.) and a slope of 0.81 %
with an elevation difference of 1.27(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 2.431 Minutes
Tt=[ (11.9*0.02953)/( 1.27)]A.385= 2.43
Total initial area Ti = 7.30 minutes from Figure 3-3 formula plus
2.43 minutes from the Figure 3-4 formula = 9.74 minutes
Rainfall intensity (I) = 4.457(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.702(CFS)
Total initial stream area = 0.250(Ac.)
Process from Point/Station 6.000 to Point/Station 35.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.200 (Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 5.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.702(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.702(CFS)
Normal flow depth in pipe = 1.21(In.)
Flow top width inside pipe = 7.22 (In.)
Critical Depth = 4.19(In.)
Pipe flow velocity = 17.07(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 9.74 mm.
++++H-+ +++++++ +++ + +++++++ + +++++++ ++ + + +++++++++++++ + + +
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ''''
Along Main Stream number: 3 in normal stream number 3
Stream flow area = 0.250(Ac.)
Runoff from this stream 0.702(CFS)
Time of concentration = 9.74 mm.
Rainfall intensity = 4.455(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 13.286 11.14 4.086
2 0.337 7.45 5.298
3 0.702 9.74 4.455
Qmax(l) =
1.000 * 1.000 * 13.286) +
0.771 * 1.000 * 0.337) +
0.917 * 1.000 * 0.702) + = 14.190
Qmax(2) =
1.000 * 0.668 * 13.286) +
1.000 * 1.000 * 0.337) +
1.000 * 0.764 * 0.702) + = 9.756
Qmax(3)
1.000 * 0.874 * 13.286) +
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 14 of 21
0.841 * 1.000 * 0.337) +
1.000 * 1.000 * 0.702) + = 12.604
Total of 3 streams to confluence:
Flow rates before confluence point:
13.286 0.337 0.702
Maximum flow rates at confluence using above data:
14.190 9.756 12.604
Area of streams before confluence:
4.940 0.100 0.250
Results of confluence:
Total flow rate = 14.190(CFS)
Time of concentration = 11.140 mm.
Effective stream area after confluence = 5.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 103.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 180.300 (Ft.)
Downstream point/station elevation = 179.860 (Ft.)
Pipe length = 88.50 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.190(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 14.190(CFS)
Normal flow depth in pipe = 14.84 (In.)
Flow top width inside pipe 30.00 (In.)
Critical Depth = 15.21 (In.)
Pipe flow velocity = 5.86(Ft/s)
Travel time through pipe = 0.25 mm.
Time of concentration (TC) = 11.39 mm.
Process from Point/Station 103.000 to Point/Station 103.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.290(Ac.)
Runoff from this stream = 14.190(CFS)
Time of concentration = 11.39 mm.
Rainfall intensity = 4.028(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 45.782 5.59 6.376
2 0.708 8.10 5.017
3 14.190 11.39 4.028
Qmax(1) =
1.000 * 1.000 * 45.782) +
1.000 * 0.690 * 0.708) +
1.000 * 0.491 * 14.190) + = 53.231
Qmax(2)
0.787 * 1.000 * 45.782) +
1.000 * 1.000 * 0.708) +
1.000 * 0.711 * 14.190) + = 46.826
Qmax(3) =
0.632 * 1.000 * 45.782) +
0.803 * 1.000 * 0.708) +
1.000 * 1.000 * 14.190) + = 43.678
Total of 3 main streams to confluence:
Flow rates before confluence point:
45.782 0.708 14.190
Maximum flow rates at confluence using above data:
53.231 46.826 43.678
Outfall A
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Page 15 of 21
Area of streams before confluence:
10.407 0.220 5.290
Results of confluence:
Total flow rate = 53.231(CFS)
Time of concentration = 5.588 mm.
Effective stream area after confluence = 15.917 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 179.860 (Ft.)
Downstream point/station elevation = 179.460(Ft.)
Pipe length = 80.20(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 53.231(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 53.231(CFS)
Normal flow depth in pipe = 24.70(In.)
Flow top width inside pipe = 47.98(In.)
Critical Depth = 26.29(In.)
Pipe flow velocity = 8.17 (Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 5.75 mm.
++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number
Stream flow area = 15.917(Ac.)
Runoff from this stream = 53.231(CFS)
Time of concentration = 5.75 mm.
Rainfall intensity = 6.259(In/Hr)
++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** 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 = 120.000(Ft.)
Highest elevation = 194.000(Ft.)
Lowest elevation = 192.800(Ft.)
Elevation difference = 1.200(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.82 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 65.000.5)/( 1.000'(1/3)]= 6.82
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 55.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.01 minutes
for a distance of 55.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 0.55(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1".385 *60(min/hr)
= 1.006 Minutes
Tt=[ (11.9*0.0l043)/( 0.55) ].385= 1.01
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE H
Page 16of21
Total initial area Ti = 6.82 minutes from Figure 3-3 formula plus
1.01 minutes from the Figure 3-4 formula = 7.83 minutes
Rainfall intensity (I) = 5.131(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.420(CFS)
Total initial stream area = 0.130(Ac.)
Process from Point/Station 37.000 to Point/Station 38.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 192.800(Ft.)
Downstream point/station elevation = 187.400 (Ft.)
Pipe length = 158.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.420(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 0.420(CFS)
Normal flow depth in pipe = 2.35(In.)
Flow top width inside pipe = 7.29(In.)
Critical Depth = 3.63(In.)
Pipe flow velocity = 4.91(Ft/s)
Travel time through pipe = 0.54 mm.
Time of concentration (TC) = 8.36 mm.
Process from Point/Station 37.000 to Point/Station 38.000
SUBAREA FLOW ADDITION ****
User specified ICI value of 0.630 given for subarea
Time of concentration = 8.36 mm.
Rainfall intensity = 4.916(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.208
Subarea runoff = 0.602(CFS) for 0.200(Ac.)
Total runoff = 1.022(CFS) Total area = 0.330(Ac.)
++++++++++.++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 187.400(Ft.)
Downstream point/station elevation = 104.000(Ft.)
Pipe length = 192.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.022(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.022(CFS)
Normal flow depth in pipe = 1.94 (In.)
Flow top width inside pipe = 6.85(In.)
Critical Depth = 5.76(In.)
Pipe flow velocity = 15.67(Ft/s)
Travel time through pipe = 0.20 mm.
Time of concentration (TC) = 8.57 mm.
Process from Point/Station 38.000 to Point/Station 104.000
SUBAREA FLOW ADDITION ''''
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.57 mm.
Rainfall intensity = 4.840(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C =.0.630 CA = 0.476
Subarea runoff = 1.280(CFS) for 0.425(Ac.)
Total runoff = 2.302(CFS) Total area = 0.755(Ac.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 17 of 21
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.755 (Ac.)
Runoff from this stream = 2.302(CFS)
Time of concentration = 8.57 mm.
Rainfall intensity = 4.840(In/Hr)
++ + ++++++++ + +++++++++ + + +++++++++++ + + + +++++++++++++++++++ +++++++ +
Process from Point/Station 39.000 to Point/Station 40.000
**** 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 = 95.000(Ft.)
Highest elevation 190.000(Ft.)
Lowest elevation = 189.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.053 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.05 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 6.70 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 65.000.5)/( 1.053(1/3)1= 6.70
The initial area total distance of 95.00 (Ft.) entered leaves a
remaining distance of 30.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.62 minutes
for a distance of 30.00 (Ft.) and a slope of 1.05 %
with an elevation difference of 0.32(Ft.) from the end of the top area
Tt = [l1.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr)
= 0.619 Minutes
Tt=[ (11.9*0.00573)/( 0.32)1-.385= 0.62
Total initial area Ti = 6.70 minutes from Figure 3-3 formula plus
0.62 minutes from the Figure 3-4 formula = 7.32 minutes
Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.648(CFS)
Total initial stream area = 0.192(Ac.)
Process from Point/Station 40.000 to Point/Station 41.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.050 (Ft.)
Downstream point/station elevation = 184.970(Ft.)
Pipe length = 108.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.648(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 0.648(CFS)
Normal flow depth in pipe = 4.17 (In.)
Flow top width inside pipe 7.99(In.)
Critical Depth = 4.55(In.)
Pipe flow velocity = 3.52(Ft/s)
Travel time through pipe = 0.51 mm.
Time of concentration (TC) = 7.83 mm.
+ +++++++++ + + ++++++++ + + ++++++++++++++-I-+++++++++ + + ++++++.+ ++++++.+ + +++ + +
Process from Point/Station 40.000 to Point/Station 41.000
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 18 of 21
SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.83 mm.
Rainfall intensity = 5.128(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.231
Subarea runoff = 0.535(CFS) for 0.174(Ac.)
Total runoff = 1.182(CFS) Total area = 0.366(Ac.)
++++++++++...+ + ++++++ + + + ++++++ + +++++++ +++++ ++++++++++ ++++++++ +
Process from Point/Station 41.000 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 184.970(Ft.)
Downstream point/station elevation = 183.040(Ft.)
Pipe length = 195.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.182(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.182(CFS)
Normal flow depth in pipe = 6.44 (In.)
Flow top width inside pipe = 6.34(In.)
Critical Depth = 6.18(In.)
Pipe flow velocity = 3.93(Ft/s)
Travel time through pipe = 0.83 mm.
Time of concentration (TC) = 8.66 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 41.000 to Point/Station 104.000
SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.66 mm.
Rainfall intensity = 4.806(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.451
Subarea runoff = 0.986(CFS) for 0.350(Ac.)
Total runoff = 2.168(CFS) Total area = 0.716(Ac.)
++++++ +++++++ ++++++++++ + +++++ +++++++++++ + ++++ ++++++++++ ++++++++ ++++++ +
Process from Point/Station 104.000 to Point/Station 104.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.716(Ac.)
Runoff from this stream = 2.168(CFS)
Time of concentration = 8.66 mm.
Rainfall intensity = 4.806(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 53.231 5.75 6.259
2 2.302 8.57 4.840
3 2.168 8.66 4.806
Qmax(l) =
1.000 * 1.000 * 53.231) +
1.000 * 0.671 * 2.302) +
1.000 * 0.664 * 2.168) + = 56.216
Qmax(2) =
0.773 * 1.000 * 53.231) +
1.000 * 1.000 * 2.302) +
1.000 * 0.989 * 2.168) + = 45.611
Qmax(3) =
0.768 * 1.000 * 53.231) +
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 19 of 21
0.993 * 1.000 * 2.302) +
1.000 * 1.000 * 2.168) + = 45.331
Total of 3 streams to confluence:
Flow rates before confluence point:
53.231 2.302 2.168
Maximum flow rates at confluence using above data:
56.216 45.611 45.331
Area of streams before confluence:
15.917 0.755 0.716
Results of confluence:
Total flow rate = 56.216(CFS)
Time of concentration = 5.752 mm.
Effective stream area after confluence = 17.388(Ac.)
+++++++++ ++++++++++++ +++++++++++++ + +++++++++ +++++++++ + +++++++++ + +++++ +
Process from Point/Station 104.000 to Point/Station 105.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 179.430(Ft.)
Downstream point/station elevation = 179.240(Ft.)
Pipe length = 37.40(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.216(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 56.216(CFS)
Normal flow depth in pipe = 25.38 (In.)
Flow top width inside pipe = 47.92 (In.)
Critical Depth = 27.04(In.)
Pipe flow velocity = 8.34(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 5.83 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Depth of flow = 1.215(Ft.), Average velocity = 3.036(Ft/s)
Irregular Channel Data -----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.64
2 6.00 0.00
3 11.00 0.00
4 24.98 1.04
5 44.34 10.26
Manning's 'N' friction factor 0.035 -----------------------------------------------------------------
Sub-Channel flow = 56.217(CFS)
flow top width = 23.790 (Ft.)
velocity= 3.036(Ft/s)
area = 18.514(Sq.Ft)
Froude number = 0.607
Upstream point elevation = 179.240(Ft.)
Downstream point elevation = 175.700(Ft.)
Flow length = 488.800(Ft.)
Travel time = 2.68 mm.
Time of concentration = 8.51 mm.
Depth of flow = 1.215(Ft.)
Average velocity = 3.036(Ft/s)
Total irregular channel flow = 56.216(CFS)
Irregular channel normal depth above invert elev. 1.215(Ft.)
Average velocity of channel(s) = 3.036(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
SUBAREA FLOW ADDITION ****
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 20 of 21
User specified 'C' value of 0.630 given for subarea
The area added to the existing stream causes a
a lower flow rate of Q = 53.897(CFS)
therefore the upstream flow rate of Q = 56.216(CFS) is being used
Time of concentration = 8.51 mm.
Rainfall intensity = 4.861(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 11.087
Subarea runoff = 0.000(CFS) for 0.210(Ac.)
Total runoff = 56.216(CFS) Total area = 17.598(Ac.)
End of computations, total study area = 17.598 (Ac.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 21 of 21
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/29/15
CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1
100 YEAR STORM POST-DEVELOPMENT
NODES 100 TO 110 ------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 6312 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
+ + + + + + + + + + . + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ + + + + + + + + + + + + + + + + + + +
Process from Point/Station 100.000 to Point/Station 101.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 539.000(Ft.)
Highest elevation = 208.900(Ft.)
Lowest elevation = 188.300(Ft.)
Elevation difference = 20.600(Ft.) Slope = 3.822 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 3.82 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.50 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)J
TC= [1.8*(1.1_0.7700)*( 85.00V.5)/( 3.822(1/3)1= 3.50
The initial area total distance of 539.00 (Ft.) entered leaves a
remaining distance of 454.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 3.05 minutes
for a distance of 454.00 (Ft.) and a slope of 3.82 %
with an elevation difference of 17.35(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr)
= 3.050 Minutes
Tt=[ (11.9*0.08603)/( 17.35)]".385= 3.05
Total initial area Ti = 3.50 minutes from Figure 3-3 formula plus
3.05 minutes from the Figure 3-4 formula = 6.55 minutes
Rainfall intensity (I) = 5.754(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 2.570(CFS)
Total initial stream area = 0.580(Ac.)
++++++++++.+++++++++++++++.+.++++++++++++++++++++++++++.....++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
PIPEFLOW TRAVEL TIME (User specified size) ****
100 YR PRE-DEVELOPMENT CAIC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 1 of 6
Upstream point/station elevation = 184.300(Ft.)
Downstream point/station elevation = 163.540(Ft.)
Pipe length = 77.37(Ft.) Slope = 0.2683 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.570(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.570(CFS)
Normal flow depth in pipe = 2.66(In.)
Flow top width inside pipe = 12.78(In.)
Critical Depth = 7.28(In.)
Pipe flow velocity = 15.77(Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 6.63 mm.
++ + + + + + + + + + + ++++++++++++++++++++++++++++++++++++++++++ + + ++++++++
Process from Point/Station 104.000 to Point/Station 102.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.708(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Time of concentration 6.63 mm.
Rainfall intensity = 5.708(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 1.01
Subarea runoff = 3.232(CFS) for 0. 740 (Ac
Total runoff = 5.801(CFS) Total area = 1.320(Ac.)
+++++++++++++ ++++++ +++++++++++++++++ ++ + + +++++++++ +++++++ + + +++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.320(Ac.)
Runoff from this stream = 5.801(CFS)
Time of concentration 6.63 mm.
Rainfall intensity = 5.708(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 234.000(Ft.)
Highest elevation = 192.000(Ft.)
Lowest elevation = 184.000(Ft.)
Elevation difference = 8.000(Ft.) Slope = 3.419 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 3.42 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.64 minutes
100 YR PRE.DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 2 of 6
TC = (1.8*(1.1_C)*distance(Ft.)".5)/(% slope(1/3)]
TC= (1.8*(1.1_0.7700)*( 85.000.5)/( 3.419(1/3)]= 3.64
The initial area total distance of 234.00 (Ft.) entered leaves a
remaining distance of 149.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.35 minutes
for a distance of 149.00 (Ft.) and a slope of 3.42 %
with an elevation difference of 5.09(Ft.) from the end of the top area
Tt = [ll.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(min/hr)
= 1.350 Minutes
Tt=( (11.9*0.02823)/( 5.09)1^.385= 1.35
Total initial area Ti = 3.64 minutes from Figure 3-3 formula plus
1.35 minutes from the Figure 3-4 formula = 4.99 minutes
Calculated TC of 4.985 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 1.582(CFS)
Total initial stream area = 0.300(Ac.)
+ +++++ + + + + + ++++++++++ +++++++++ +++++++++++++ +++++++++ +++++++++++++++ +++
Process from Point/Station 106.000 to Point/Station 107.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 184.000(Ft.)
End of street segment elevation = 173.900(Ft.)
Length of street segment = 165.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 30.000(Ft.)
Distance from crown to crossfall grade break = 28.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.801(CFS)
Depth of flow = 0.242(Ft.), Average velocity = 4.571(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.358(Ft.)
Flow velocity = 4.57(Ft/s)
Travel time = 0.60 mm. TC = 5.59 •min.
Adding area flow to street
Rainfall intensity (I) = 6.377(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Rainfall intensity = 6.377(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.788 CA = 0.615
Subarea runoff = 2.339(CFS) for 0.480(Ac.)
Total runoff = 3.922(CFS) Total area = 0.780(Ac.)
Street flow at end of street = 3.922(CFS)
Half street flow at end of street = 3.922(CFS)
Depth of flow = 0.265(Ft.), Average velocity = 4.940(Ft/s)
Flow width (from curb towards crown)= 8.500(Ft.)
Process from Point/Station 107.000 to Point/Station 107.000
**** CONFLUENCE OF MINOR STREAMS ****
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 3 of 6
Along Main Stream number: 2 in normal stream number
Stream flow area = 0.780(Ac.)
Runoff from this stream = 3.922(CFS)
Time of concentration = 5.59 mm.
Rainfall intensity = 6.377(In/Hr)
++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++..++++++
Process from Point/Station 108.000 to Point/Station 109.000
*** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 572.000(Ft.)
Highest elevation = 200.000(Ft.)
Lowest elevation = 179.500(Ft.)
Elevation difference = 20.500(Ft.) Slope = 3.584 %
Top of Initial Area Slope adjusted by User to 3.671 %
Bottom of Initial Area Slope adjusted by User to 3.671 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 3.67 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.55 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% s1ope(1/3)]
TC = L1.8*(1.1_0.7700)*( 85.000.5)/( 3.671'(1/3)1= 3.55
The initial area total distance of 572.00 (Ft.) entered leaves a
remaining distance of 487.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 3.27 minutes
for a distance of 487.00 (Ft.) and a slope of 3.67 %
with an elevation difference of 17.88(Ft.) from the end of the top area
Tt = L11.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(min/hr)
= 3.270 Minutes
Tt=[(11.9*0.09223)/( 17.88)].385= 3.27
Total initial area Ti = 3.55 minutes from Figure 3-3 formula plus
3.27 minutes from the Figure 3-4 formula = 6.82 minutes
Rainfall intensity (I) = 5.607(In/Hr) for a 100.0 year Storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 5.354(CFS)
Total initial stream area = 1.240(Ac.)
+ +++ + + + + + +++++++++++++++++ +++++++ +++++++++++++++++++ + ++++++ ++++++++
Process from Point/Station 109.000 to Point/Station 107.000
PIPEFLOW TRAVEL TIME (User Specified size)
Upstream point/station elevation = 177.400(Ft.)
Downstream point/Station elevation = 168.330(Ft.)
Pipe length = 195.48(Ft.) Slope = 0.0464 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.354(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 5.354(CFS)
Normal flow depth in pipe = 7.38(In.)
Flow top width inside pipe = 11.68(In.)
Critical Depth = 11.20(In.)
Pipe flow velocity = 10.57(Ft/s)
Travel time through pipe = 0.31 mm.
Time of concentration (TC) = 7.13 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 107.000
100 YR PRE-DEVELOPMENT CAtC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 4 of 6
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.240(Ac.)
Runoff from this stream = 5.354(CFS)
Time of concentration = 7.13 mm.
Rainfall intensity = 5.450(In/Hr)
Summary of stream data:
Rainfall Intensity
(In/Hr)
6.377
5.450
3.922) +
5.354) + = 8.118
0.855 * 1.000 * 3.922) +
1.000 * 1.000 * 5.354) + = 8.705
Total of 2 streams to confluence:
Flow rates before confluence point:
3.922 5.354
Maximum flow rates at confluence using above data:
8.118 8.705
Area of streams before confluence:
0.780 1.240
Results of confluence:
Total flow rate = 8.705(CFS)
Time of concentration = 7.128 mm.
Effective stream area after confluence = 2.020 (Ac.)
++++++++++++ ++++ +++++ + +++++++ + + ++++++++ +++++++++ +++++++++ +++++++
Process from Point/Station 107.000 to Point/Station 102.000
'' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 168.000(Ft.)
Downstream point/Station elevation = 163.540 (Ft.)
Pipe length = 94.72(Ft.) Slope = 0.0471 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.705(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.705(CFS)
Normal flow depth in pipe = 7.71(In.)
Flow top width inside pipe = 17.81(In.)
Critical Depth = 13.71(In.)
Pipe flow velocity = 12.03(Ft/s)
Travel time through pipe = 0.13 mm.
Time of concentration (TC) = 7.26 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.020(Ac.)
Runoff from this stream = 8.705(CFS)
Time of concentration 7.26 mm.
Rainfall intensity = 5.386(In/Hr)
Summary of Stream data:
Stream Flow rate TC
No. (CFS) (mm)
1 5.801 6.63
Rainfall Intensity
(In/Hr)
5.708
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 5 of 6
Stream Flow rate TC
No. (CFS) (mm)
1 3.922 5.59
2 5.354 7.13
Qmax(l) =
1.000 * 1.000 *
1.000 * 0.784 *
Qmax(2) =
2 8.705 7.26 5.386
Qmax(1) =
1.000 * 1.000 * 5.801) +
1.000 * 0.914 * 8.705) + = 13.757
Qmax(2) =
0.944 * 1.000 * 5.801) +
1.000 * 1.000 * 8.705) + = 14.180
Total of 2 main streams to confluence:
Flow rates before confluence point:
5.801 8.705
Maximum flow rates at confluence using above data:
13.757 14.180
Area of streams before confluence:
1.320 2.020
Results of confluence:
Total flow rate = 14.180(CFS)
Time of concentration = 7.260 mm.
Effective stream area after confluence = 3.340 (Ac.)
Process from Point/Station 102.000 to Point/Station 103.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 163.210 (Ft.)
Downstream point/station elevation = 162.500(Ft.)
Pipe length = 37.46(Ft.) Slope = 0.0190 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.180(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 14.180(CFS)
Normal flow depth in pipe 14.44(In.)
Flow top width inside pipe = 14.34(In.)
Critical Depth = 16.64(In.)
Pipe flow velocity = 9.33(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 7.33 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.354(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Time of concentration = 7.33 mm.
Rainfall intensity = 5.354(In/Mr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.773 CA = 3.372
Subarea runoff = 3.872(CFS) for 1.020(Ac.)
Total runoff = 18.052(CFS) Total area = 4.360(Ac.)
End of computations, total study area = 4.360 (Ac.)
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 6 of 6
Attachment E
Civil D Post-Development Hydrology Calculations
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 05/02/05
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Program License Serial Number 4012 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual C values used
Process from Point/Station 227.000 to Point/Station 228.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 204.000(Ft.)
Highest elevation = 242.500(Ft.)
Lowest elevation 226.000(Ft.)
Elevation difference = 16.500(Ft.) Slope = 8.088 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 1.91 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC= [1.8*(1.1_0.7700)*( 100.000.5)/( 30.000(1/3)1= 1.91
The initial area total distance of 204.00 (Ft.) entered leaves a
remaining distance of 104.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.73 minutes
for a distance of 104.00 (Ft.) and a slope of 8.09 %
with an elevation difference of 8.41(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 0.735 Minutes
Tt=[ (ll.9*0.01973)/( 8.41))'.385= 0.73
Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus
0.73 minutes from the Figure 3-4 formula = 2.65 minutes
Rainfall intensity (I) = 10.326(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 1.590(CFS)
Total initial stream area = 0.200(Ac.)
Process from Point/Station 228.000 to Point/Station 229.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 226.000(Ft.)
Downstream point elevation = 193.100(Ft.)
Channel length thru subarea = 623.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or ,Z' of left channel bank = 3.000
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 1 of 13
Slope or Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 15.857(CFS)
Mannings N = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 15.857(CFS)
Depth of flow = 0.689(Ft.), Average velocity = 5.653(Ft/s)
Channel flow top width = 6.137(Ft.)
Flow Velocity = 5.65(Ft/s)
Travel time = 1.84 mm.
Time of concentration = 4.48 mm.
Critical depth = 0.844(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Al = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 7.350(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 4.089
Subarea runoff = 28.460(CFS) for 5.110(Ac.)
Total runoff = 30.050(CFS) Total area = 5.310(Ac.)
Depth of flow = 0.935(Ft.), Average velocity = 6.689(Ft/s)
Critical depth = 1.156(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 229.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.310(Ac.)
Runoff from this stream = 30.050(CFS)
Time of concentration = 4.48 min.
Rainfall intensity = 7.350(In/Hr)
Process from Point/Station 231.000 to Point/Station 229.000
**** INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Initial subarea total flow distance = 829.000(Ft.)
Highest elevation = 230.600(Ft.)
Lowest elevation = 193.300(Ft.)
Elevation difference = 37.300(Ft.) Slope = 4.499 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.50 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.10 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)J
TC= [1.8*(1.1_0.8000)*( 90.000.5)/( 4.499(1/3)1= 3.10
The initial area total distance of 829.00 (Ft.) entered leaves a
remaining distance of 739.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 4.17 minutes
for a distance of 739.00 (Ft.) and a slope of 4.50 %
with an elevation difference of 33.25(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))J'.385 *60(min/hr)
= 4.169 Minutes
Tt=[ (11.9*0.14003)/( 33.25)1 ^.385= 4.17
Total initial area Ti = 3.10 minutes from Figure 3-3 formula plus
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 2 of 13
4.17 minutes from the Figure 3-4 formula = 7.27 minutes
Rainfall intensity (I) = 5.380(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (QKCIA) is C = 0.800
Subarea runoff = 3.486(CFS)
Total initial stream area = 0.810 (Ac.)
Process from Point/Station 229.000 to Point/Station 229.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.810(Ac.)
Runoff from this stream = 3.486(CFS)
Time of concentration = 7.27 mm.
Rainfall intensity = 5.380(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 30.050 4.48 7.350
2 3.486 7.27 5.380
Qmax(l) =
1.000 * 1.000 * 30.050) +
1.000 * 0.617 * 3.486) + = 32.200
Qmax(2) =
0.732 * 1.000 * 30.050) +
1.000 * 1.000 * 3.486) + = 25.484
Total of 2 streams to confluence:
Flow rates before confluence point:
30.050 3.486
Maximum flow rates at confluence using above data:
32.200 25.484
Area of streams before confluence:
5.310 0.810
Results of confluence:
Total flow rate = 32.200(CFS)
Time of concentration = 4.483 mm.
Effective stream area after confluence 6.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 230.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.320 (Ft.)
Downstream point/station elevation = 185.010 (Ft.)
Pipe length = 15.85(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 32.200(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
2.458(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss 0.321(Ft.)
Minor friction loss 2.447(Ft.) K-factor = 1.50
Pipe flow velocity = 10.25(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 4.51 mm.
+ + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ + + + ++ + + ++++ + + + + + ++ + + + + + + + ++ + + + + + +
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.120(Ac.)
Runoff from this stream = 32.200(CFS)
Time of concentration = 4.51 mm.
Rainfall intensity = 7.322(In/Hr)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 3 of 13
++++++++++++++++++++++.++++++++++++++++++++++.+++++++++++++++++++.++++
Process from Point/Station 231.000 to Point/Station 232.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Initial subarea total flow distance = 840.000(Ft.)
Highest elevation = 230.600(Ft.)
Lowest elevation = 193.300(Ft.)
Elevation difference = 37.300(Ft.) Slope = 4.440 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.44 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.12 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)J
TC = (1.8*(1.1_0.8000)*( 90.000".5)/( 4.440"(1/3)J= 3.12
The initial area total distance of 840.00 (Ft.) entered leaves a
remaining distance of 750.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 4.24 minutes
for a distance of 750.00 (Ft.) and a slope of 4.44 %
with an elevation difference of 33.30(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 4.238 Minutes
Tt=( (11.9*0.14203)/( 33.30)]^.385= 4.24
Total initial area Ti = 3.12 minutes from Figure 3-3 formula plus
4.24 minutes from the Figure 3-4 formula = 7.35 minutes
Rainfall intensity (I) = 5.341(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 3.504(CFS)
Total initial stream area = 0.820(Ac.)
Process from Point/Station 232.000 to Point/Station 230.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.520(Ft.)
Downstream point/station elevation = 185.010 (Ft.)
Pipe length = 51.15(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 3.504(CFS)
Given pipe size 18.00(In.)
Calculated individual pipe flow = 3.504(CFS)
Normal flow depth in pipe = 7.17(In.)
Flow top width inside pipe = 17.62(In.)
Critical Depth = 8.56(In.)
Pipe flow velocity = 5.34(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 7.51 mm.
+++++++++++++++++++++++++++.++++++++++++++++++++.++++++++++++++++++++.
Process from Point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number
Stream flow area = 0.820(Ac.)
Runoff from this stream = 3.504(CFS)
Time of concentration = 7.51 mm.
Rainfall intensity = 5.267(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 4 of 13
1 32.200 4.51 7.322
2 3.504 7.51 5.267
Qmax(1) =
1.000 * 1.000 * 32.200) +
1.000 * 0.600 * 3.504) + = 34.302
Qmax(2) =
0.719 * 1.000 * 32.200) +
1.000 * 1.000 * 3.504) + = 26.666
Total of 2 streams to confluence:
Flow rates before confluence point:
32.200 3.504
Maximum flow rates at confluence using above data:
34.302 26.666
Area of streams before confluence:
6.120 0.820
Results of confluence:
Total flow rate = 34.302(CFS)
Time of concentration = 4.509 mm.
Effective stream area after confluence = 6.940(Ac.)
Process from Point/Station 230.000 to Point/Station 233.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 184.670(Ft.)
Downstream point/station elevation = 182.990 (Ft.)
Pipe length = 115.65(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 34.302(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
3.755(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 2.658(Ft.)
Minor friction loss = 2.777(Ft.) K-factor = 1.50
Pipe flow velocity = 10.92 (Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 4.69 mm.
++++++ ++++++++++ + ++++++ + + +++++++++ +++++++++++++++ +++++++++++++++ + + ++++
Process from Point/Station 233.000 to Point/Station 233.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.940(Ac.)
Runoff from this stream = 34.302(CFS)
Time of concentration = 4.69 mm.
Rainfall intensity = 7.143(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 234.000 to Point/Station 235.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 146.000(Ft.)
Highest elevation = 242.000(Ft.)
Lowest elevation = 230.500(Ft.)
Elevation difference = 11.500.(Ft.) Slope = 7.877 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.88 %, in a development type of
Neighborhod Commercial
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page of 13
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.99 minutes
TC = [1.8*(1.1_C)*distance(Ft. ).5)/(% slope(1/3)]
TC= [1.8*(1.1_0.7700)*( 100.000.5)/( 7.877(1/3)]= 2.99
The initial area total distance of 146.00 (Ft.) entered leaves a
remaining distance of 46.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.40 minutes
for a distance of 46.00 (Ft.) and a slope of 7.88 %
with an elevation difference of 3.62(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
= 0.396 Minutes
Tt=[ (11.9*0.0O873)/( 3.62)]A.385= 0.40
Total initial area Ti = 2.99 minutes from Figure 3-3 formula plus
0.40 minutes from the Figure 3-4 formula = 3.38 minutes
Rainfall intensity (I) = 8.816(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 0.475(CFS)
Total initial stream area = 0.070(Ac.)
+ + + + + +++++++ ++++++++++++++ +++++++++++++
Process from Point/Station 235.000 to Point/Station 236.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 230.500(Ft.)
Downstream point elevation = 197.700(Ft.)
Channel length thru subarea = 727.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank 4.000
Estimated mean flow rate at midpoint of channel 7.591(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000 (Ft.)
Flow(q) thru subarea = 7.591(CFS)
Depth of flow = 0.472(Ft.), Average velocity = 4.142 (Ft/s)
Channel flow top width = 5.773(Ft.)
Flow Velocity = 4.14(Ft/s)
Travel time = 2.93 mm.
Time of concentration = 6.31 mm.
Critical depth = 0.539(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 5.897(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 2.479
Subarea runoff = 14.147(CFS) for 3.150(Ac.)
Total runoff = 14.622(CFS) Total area = 3.220(Ac.)
Depth of flow = 0.646(Ft.), Average velocity = 4.932(Ft/s)
Critical depth = 0.750(Ft.)
++++++ + + + + + + + + + + + + + + + + 1- + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ + + + +
Process from Point/Station 236.000 to Point/Station 233.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 190.000(Ft.)
Downstream point/station elevation = 182.990 (Ft.)
Pipe length = 72.54(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.622(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 14.622(CFS)
Normal flow depth in pipe = 8.44(In.)
Flow top width inside pipe = 17.96(In.)
Critical Depth = 16.76(In.)
Pipe flow velocity = 17.97(Ft/s)
Travel time through pipe = 0.07 mm.
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 6 of 13
Time of concentration (TC) = 6.37 mm.
Process from Point/Station 233.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.220(Ac.)
Runoff from this stream = 14.622(CFS)
Time of concentration = 6.37 mm.
Rainfall intensity = 5.857(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 34.302 4.69 7.143
2 14.622 6.37 5.857
Qmax(1) =
1.000 * 1.000 * 34.302) +
1.000 * 0.735 * 14.622) + = 45.050
Qmax(2)
0.820 * 1.000 * 34.302) +
1.000 * 1.000 * 14.622) + = 42.748
Total of 2 streams to confluence:
Flow rates before confluence point:
34.302 14.622
Maximum flow rates at confluence using above data:
45.050 42.748
Area of streams before confluence:
6.940 3.220
Results of confluence:
Total flow rate = 45.050(CFS)
Time of concentration = 4.686 mm.
Effective stream area after confluence = 10.160 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 237.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.660(Ft.)
Downstream point/station elevation = 179.000 (Ft.)
Pipe length = 440.77(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.050(CFS)
Given pipe size = 30.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
3.617(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 5.315(Ft.)
Minor friction loss = 1.962(Ft.) K-factor 1.50
Pipe flow velocity = 9.18 (Ft/s)
Travel time through pipe = 0.80 mm.
Time of concentration (TC) = 5.49 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 237.000 to Point/Station 238.000
IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 179.000(Ft.)
Downstream point elevation = 175.100 (Ft.)
Channel length thru subarea = 639.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 45.896(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 45.896(CFS)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 7 of 13
Depth of flow = 1.408(Ft.), Average velocity = 6.766(Ft/s)
Channel flow top width = 7.633(Ft.)
Flow Velocity = 6.77(Ft/s)
Travel time = 1.57 mm.
Time of concentration = 7.06 mm.
Critical depth = 1.578(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 5.484(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.774 CA = 8.511
Subarea runoff = 1.621(CFS) for 0.830(Ac.)
Total runoff = 46.672(CFS) Total area = 10.990(Ac.)
Depth of flow = 1.419(Ft.), Average velocity = 6.796(Ft/s)
Critical depth = 1.594(Ft.)
+ + ++++++++++++++++++ +++++++++ +++++++++ +++ +++++++++++++ ++ +
Process from Point/Station 238.000 to Point/Station 238.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.990(Ac.)
Runoff from this stream 46.672(CFS)
Time of concentration = 7.06 mm.
Rainfall intensity = 5.484(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 239.000 to Point/Station 240.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 175.000(Ft.)
Highest elevation = 230.000(Ft.)
Lowest elevation = 194.500(Ft.)
Elevation difference = 35.500(Ft.) Slope = 20.286 %
Top of Initial Area Slope adjusted by User to 30.000 %
Bottom of Initial Area Slope adjusted by User to 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 1.91 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)J
TC= (1.8*(1.1_0.7700)*( 100.000.5)/( 30.000(1/3)]= 1.91
The initial area total distance of 175.00 (Ft.) entered leaves a
remaining distance of 75.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.98 minutes
for a distance of 75.00 (Ft.) and a slope of 2.00 %
with an elevation difference of 1.50(Ft.) from the end of the top area
Tt = (11.9*length(Mi)A3)/(elevation change(Ft.))].385 *60(min/hr)
0.978 Minutes
Tt=((11.9*0.01423)/( 1.50)J.385= 0.98
Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus
0.98 minutes from the Figure 3-4 formula = 2.89 minutes
Rainfall intensity (I) = 9.756(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 8 of 13
Subarea runoff = 2.254(CFS)
Total initial stream area = 0.300 (Ac.)
Process from Point/Station 240.000 to Point/Station 241.000
'*** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 194.500(Ft.)
Downstream point elevation = 181.700(Ft.)
Channel length thru subarea = 620.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 27.433(CFS)
Manning's •N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 27.433(CFS)
Depth of flow = 1.031(Ft.), Average velocity = 4.345(Ft/s)
Channel flow top width = 10.247(Ft.)
Flow Velocity = 4.35(Ft/s)
Travel time = 2.38 mm.
Time of concentration = 5.27 mm.
Critical depth = 1.016(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 6.623(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 7.931
Subarea runoff = 50.277(CFS) for 10.000(Ac.)
Total runoff = 52.530(CFS) Total area = 10.300(Ac.)
Depth of flow = 1.370(Ft.), Average velocity = 5.127(Ft/s)
Critical depth = 1.375(Ft.)
+ +++++++++++++++ +++++++ +++++++ + + + +++++++ ++++++++++
Process from Point/Station 241.000 to Point/Station 238.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 177.000(Ft.)
Downstream point/station elevation = 175.100(Ft.)
Pipe length = 76.35(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 52.530(CFS)
Given pipe size 30.00(In.)
Calculated individual pipe flow = 52.530(CFS)
Normal flow depth in pipe = 20.53(In.)
Flow top width inside pipe = 27.89(In.)
Critical Depth = 27.96(In.)
Pipe flow velocity = 14.69(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 5.35 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 238.000 to Point/Station 238.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 10.300(Ac.)
Runoff from this stream = 52.530(CFS)
Time of concentration = 5.35 mm.
Rainfall intensity = 6.554(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 9 of 13
1 46.672 7.06 5.484
2 52.530 5.35 6.554
Qmax(l) =
L.odo * 1.000 * 46.672) +
0.837 * 1.000 * 52.530) + = 90.622
Qmax(2) =
1.000 * 0.758 * 46.672) +
1.000 * 1.000 * 52.530) + = 87.928
Total of 2 streams to confluence:
Flow rates before confluence point:
46.672 52.530
Maximum flow rates at confluence using above data:
90.622 87.928
Area of streams before confluence:
10.990 10.300
Results of confluence:
Total flow rate = 90.622(CFS)
Time of concentration = 7.060 mm.
Effective stream area after confluence = 21.290 (Ac.)
+++++++.++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 238.000 to Point/Station 242.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 175.100(Ft.)
Downstream point elevation = 175.000(Ft.)
Channel length thru subarea = 316.000(Ft.)
Channel base width = 6.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 90.651(CFS)
Manning's 'N' = 0.025
Maximum depth of channel = 4.000 (Ft.)
Flow(q) thru subarea = 90.651(CFS)
Depth of flow = 3.740(Ft.), Average velocity = 1.798(Ft/s)
Channel flow top width = 20.958(Ft.)
Flow Velocity = 1.80(Ft/s)
Travel time = 2.93 mm.
Time of concentration = 9.99 mm.
Critical depth = 1.594(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
The area added to the existing stream causes a
a lower flow rate of Q = 73.567(CFS)
therefore the upstream flow rate of 0 = 90.622(CFS) is being used
Rainfall intensity = 4.384(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.772 CA = 16.781
Subarea runoff = 0.000(CFS) for 0.440(Ac.)
Total runoff = 90.622(CFS) Total area = 21.730(Ac.)
Depth of flow = 3.739(Ft.), Average velocity = 1.798(Ft/s)
Critical depth = 1.594(Ft.)
Process from Point/Station 1242.000 to Point/Station 222.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 168.610(Ft.)
Downstream point/station elevation = 167.920 (Ft.)
Pipe length = 33.95(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.622(CFS)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 10 of 13
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 90.622(CFS)
Normal flow depth in pipe = 28.08(In.)
Flow top width inside pipe = 29.83(In.)
Critical Depth = 34.20(In.)
Pipe flow velocity = 15.31(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 10.03 mm.
+ ++++ + + + + + + + + + +++++++++ ++++++++++++++++ + ++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: ].
Stream flow area = 21.730(Ac.)
Runoff from this stream = 90.622(CFS)
Time of concentration = 10.03 mm.
Rainfall intensity = 4.374(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 243.000 to Point/Station 222.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 1045.000(Ft.)
Highest elevation = 227.000(Ft.)
Lowest elevation = 176.500(Ft.)
Elevation difference = 50.500(Ft.) Slope = 4.833 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 1.91 minutes
TC = [1.8*(1.1_C)*distance(Ft.)s.5)/(% slope'(1/3)]
TC = [1.8*(1.1_0.7700)*( 100.000.5)/( 30.000(1/3)1= 1.91
The initial area total distance of 1045.00 (Ft.) entered leaves a
remaining distance of 945.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 4.90 minutes
for a distance of 945.00 (Ft.) and a slope of 4.83 %
with an elevation difference of 45.67(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr)
= 4.901 Minutes
Tt=[ (11.9*0.17903)/( 45.67)].385= 4.90
Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus
4.90 minutes from the Figure 3-4 formula = 6.81 minutes
Rainfall intensity (I) = 5.611(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 10.283(CFS)
Total initial stream area = 2.380(Ac.)
++ ++++ + + + + + + + ++++++++ +++++ ++++++++++++++++++++++++++ ++++++ ++++++++++ ++
Process from Point/Station 222.000 to Point/Station 222.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.380(Ac.)
Runoff from this stream = 10.283(CFS)
Time of concentration = 6.81 mm.
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 11 of 13
Rainfall intensity = 5.611(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 222.000 to Point/Station 222.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.760 given for subarea
Rainfall intensity (I) = 6.472(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.46 mm. Rain intensity = 6.47(In/Hr)
Total area = 12.780(Ac.) Total runoff = 65.167(CFS)
+++..+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to Point/Station 222.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 12.780(Ac.)
Runoff from this stream = 65.167(CFS)
Time of concentration 5.46 mm.
Rainfall intensity = 6.472(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 90.622 10.03 4.374
2 10.283 6.81 5.611
3 65.167 5.46 6.472
Qmax(l) =
1.000 * 1.000 * 90.622) +
0.779 * 1.000 * 10.283) +
0.676 * 1.000 * 65.167) + = 142.673
Qmax(2)
1.000 * 0.680 * 90.622) +
1.000 * 1.000 * 10.283) +
0.867 * 1.000 * 65.167) + = 128.360
Qmax(3) =
1.000 * 0.545 * 90.622) +
1.000 * 0.801 * 10.283) +
1.000 * 1.000 * 65.167) + = 122.763
Total of 3 main streams to confluence:
Flow rates before confluence point:
90.622 10.283 65.167
Maximum flow rates at confluence using above data:
142.673 128.360 122.763
Area of streams before confluence:
21.730 2.380 12.780
Results of confluence:
Total flow rate = 142.673(CFS)
Time of concentration = 10.025 mm.
Effective stream area after confluence = 36.890(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to Point/Station 244.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 167.590 (Ft.)
Downstream point/station elevation = 167.270(Ft.)
Pipe length = 15.73(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 142.673(CFS)
Given pipe size = 36.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 12 of 13
9.889(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.720(Ft.)
Minor friction loss = 9.489(Ft.) K-factor 1.50
Pipe flow velocity = 20.18(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 10.04 mm.
End of computations, total study area = 36.890 (Ac.)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 13 of 13
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/28/15 ------------------------------------------------------------------------
PLANNING AREA NO. 5 - RESORT SITE PHASE III
100 YEAR STORM POST-DEVELOPMENT
Outfall A
Program License Serial Number 6312
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
Process from Point/Station 301.000 to Point/Station 301.100
**** 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 = 66.000 (Ft.)
Highest elevation = 220.000(Ft.)
Lowest elevation = 214.500(Ft.)
Elevation difference = 5.500(Ft.) Slope = 8.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 8.33 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.17 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = (1.8*(1.1_0.6300)*( 100.000.5)/( 8.333(1/3)1= 4.17
Calculated TC of 4.173 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.263(CFS)
Total initial stream area = 0.061 (Ac.)
+ ++++++++++++++++ +++ + + + + + ++++++++ + +++++ +++++++++++++++++++++ +
Process from Point/Station 301.100 to Point/Station 302.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel 0.958(CFS)
Irregular Channel Data -----------------------------------------------------------------
Information entered for subchannel number 1
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 1 of 31
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.12
2 1.50 0.00
3 3.00 0.12
Manning's 'N' friction factor = 0.015 ---------------------------------------------------
Sub-Channel flow In 0.380(CFS)
flow top width = 3.000(Ft.)
velocity= 2.113(Ft/s)
area = 0.180(Sq.Ft)
Froude number = 1.520
Upstream point elevation = 214.500(Ft.)
Downstream point elevation = 211.000(Ft.)
Flow length = 180.000(Ft.)
Travel time = 0.56 mm.
Time of concentration = 4.74 mm.
Depth of flow = 0.120(Ft.)
Average velocity = 5.323(Ft/s)
Total irregular channel flow = 0.958(CFS)
Irregular channel normal depth above invert elev. = 0.120(Ft.)
Average velocity of channel(s) = 5.323(Ft/s)
Adding area flow to channel
Calculated TC of 4.737 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified C' value of 0.630 given for subarea
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.241
Subarea runoff = 1.390(CFS) for 0.322(Ac.)
Total runoff = 1.653(CFS) Total area = 0.383(Ac.)
+++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
''' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 202.640(Ft.)
Downstream point/station elevation = 202.260 (Ft.)
Pipe length = 71.00(Ft.) Slope = 0.0054 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.653(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow 1.653(CFS)
Normal flow depth in pipe = 6.94 (In.)
Flow top width inside pipe = 11.85(In.)
Critical Depth = 6.55(In.)
Pipe flow velocity = 3.51 (Ft/s)
Travel time through pipe = 0.34 mm.
Time of concentration (TC) = 5.07 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.786(In/Rr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.07 mm.
Rainfall intensity = 6.786(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.490
Subarea runoff 1.673(CFS) for 0.395(Ac.)
Total runoff = 3.326(CFS) Total area = 0.778(Ac.)
Process from Point/Station 303.000 to Point/Station 304.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 2 of 31
Upstream point/station elevation = 202.260 (Ft.)
Downstream point/station elevation = 201.730 (Ft.)
Pipe length = 75.00(Ft.) Slope = 0.0071 Manning's N 0.013
No. of pipes = 1 Required pipe flow = 3.326(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow 3.326(CFS)
Normal flow depth in pipe = 8.48(In.)
Flow top width inside pipe = 14.87(In.)
Critical Depth = 8.82(In.)
Pipe flow velocity = 4.65(Ft/s)
Travel time through pipe = 0.27 mm.
Time of concentration (TC) = 5.34 mm.
++++++ +++++++++ + ++++++ +++++++++ + + + ++++++ + ++++++++ +
Process from Point/Station 304.000 to Point/Station 304.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.564(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.34 mm.
Rainfall intensity = 6.564(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.641
Subarea runoff = 0.883(CFS) for 0.240(Ac.)
Total runoff = 4.210(CFS) Total area = 1.018(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 305.000
'''' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 201.730(Ft.)
Downstream point/station elevation = 201.210 (Ft.)
Pipe length = 49.00(Ft.) Slope = 0.0106 Manning's N 0.013
No. of pipes = 1 Required pipe flow = 4.210(CFS)
Nearest computed pipe diameter = 15.00(m.)
Calculated individual pipe flow = 4.210(CFS)
Normal flow depth in pipe 8.66(In.)
Flow top width inside pipe = 14.82(In.)
Critical Depth = 9.97 (In.)
Pipe flow velocity = 5.74 (Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 5.48 mm.
Process from Point/Station 305.000 to Point/Station 305.000
**** SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.454(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.48 mm.
Rainfall intensity = 6.454(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.925
Subarea runoff = 1.759(CFS) for 0.450(Ac.)
Total runoff = 5.969(CFS) Total area = 1.468(Ac.)
++ +++ +++++ +++++++ +++++++++++ + + + + ++++++ +++++++++++++ + ++++++ + ++++++++++ +
Process from Point/Station 305.000 to Point/Station 306.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 201.210(Ft.)
Downstream point/station elevation = 193.500 (Ft.)
Pipe length = 140.00(Ft.) Slope = 0.0551 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.969(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 3 of 31
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.969(CFS)
Normal flow depth in pipe = 7.50(In.)
Flow top width inside pipe = 11.62(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.57(Ft/s)
Travel time through pipe = 0.20 mm.
Time of concentration (TC) = 5.69 mm.
+ + +++++++++++ + + +++++ ++++++++.++++++++ ++++++ ++++++++++++ +
Process from Point/Station 306.000 to Point/Station 306.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.305(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration 5.69 mm.
Rainfall intensity = 6.305(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.537
Subarea runoff = 3.723(CFS) for 0.972(Ac.)
Total runoff = 9.692(CFS) Total area = 2.440(Ac.)
+ ++++++++++++++ +++++ + + ++++++ + +++++++ + ++++++ +++++++++ .I-++ + + +
Process from Point/Station 306.000 to Point/Station 306.000
SUBAREA FLOW ADDITION
Rainfall intensity (I) = 6.305(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.69 mm.
Rainfall intensity = 6.305(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.634
Subarea runoff = 0.608(CFS) for 0.153(Ac.)
Total runoff = 10.300(CFS) Total area = 2.593(Ac.)
+ + +++++++++++ ++++++++ + +++++++ ++++++ + +++++++ ++++++++++++ +
Process from Point/Station 306.000 to Point/Station 324.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 190.280(Ft.)
Downstream point/station elevation = 190.000(Ft.)
Pipe length = 54.00(Ft.) Slope = 0.0052 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.300(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow 10.300(CFS)
Normal flow depth in pipe = 15.61 (In.)
Flow top width inside pipe = 18.35(In.)
Critical Depth = 14.36(In.)
Pipe flow velocity = 5.37(Ft/s)
Travel time through pipe = 0.17 mm.
Time of concentration (TC) = 5.85 mm.
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.593(Ac.)
Runoff from this stream = 10.300(CFS)
Time of concentration = 5.85 mm.
Rainfall intensity = 6.188(In/Rr)
Program is now starting with Main Stream No. 2
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 4 of 31
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 314.000
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 = 107.000(Ft.)
Highest elevation 240.000(Ft.)
Lowest elevation = 222.000(Ft.)
Elevation difference = 18.000(Ft.) Slope = 16.822 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 16.82 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.30 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = (1.8*(1.1_0.6300)*( 100.000.5)/( 16.822(1/3)]= 3.30
The initial area total distance of 107.00 (Ft.) entered leaves a
remaining distance of 7.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.07 minutes
for a distance of 7.00 (Ft.) and a slope of 16.82 %
with an elevation difference of 1.18(Ft.) from the end of the top area
Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr)
0.069 Minutes
Tt=[ (11.9*0.O0133)/( 1.18)1^.385= 0.07
Total initial area Ti 3.30 minutes from Figure 3-3 formula plus
0.07 minutes from the Figure 3-4 formula = 3.37 minutes
Calculated TC of 3.371 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.561(CFS)
Total initial stream area = 0.130(Ac.)
Process from Point/Station 314.000 to Point/Station 315.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel = 2.050(CFS)
Depth of flow = 0.205(Ft.), Average velocity = 2.512(Ft/s)
******* Irregular Channel Data
-------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.31
2 16.50 0.13
3 18.00 0.00
4 19.50 0.13
5 44.00 0.63
Manning's 'N' friction factor = 0.015
Sub-Channel flow = 2.050(CFS)
flow top width = 13.556(Ft.)
velocity= 2.512(Ft/s)
area = 0.816(Sq.Ft)
Froude number = 1.804
Upstream point elevation = 222.000 (Ft.)
Downstream point elevation = 216.000 (Ft.)
Flow length = 220.000(Ft.)
Travel time = 1.46 mm.
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page of 31
Time of concentration = 4.83 mm.
Depth of flow = 0.205 (Ft.)
Average velocity = 2.512(Ft/s)
Total irregular channel flow = 2.050(CFS)
Irregular channel normal depth above invert elev. = 0.205 (Ft.)
Average velocity of channel(s) = 2.512(Ft/s)
Adding area flow to channel
Calculated TC of 4.831 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified ICI value of 0.630 given for subarea
Rainfall intensity = 6.850(In/Rr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.517
Subarea runoff = 2.978(CFS) for 0.690(Ac.)
Total runoff = 3.539(CFS) Total area = 0.820(Ac.)
Depth of flow = 0.233(Ft.), Average velocity = 2.820(Ft/s)
+++++++ + +++++++ + + ++++++++++ + +++++ +++++++ + +++++++ ++++++++ +
Process from Point/Station 315.000 to Point/Station 316.000
'''' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 213.070(Ft.)
Downstream point/station elevation = 208.970 (Ft.)
Pipe length = 132.00(Ft.) Slope = 0.0311 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.539(CFS)
Nearest computed pipe diameter = 12.00 (In.)
Calculated individual pipe flow = 3.539(CFS)
Normal flow depth in pipe = 6.45(In.)
Flow top width inside pipe = 11.97(In.)
Critical Depth = 9.64(In.)
Pipe flow velocity = 8.23(Ft/s)
Travel time through pipe = 0.27 mm.
Time of concentration (TC) = 5.10 mm.
Process from Point/Station 316.000 to Point/Station 316.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.765(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.10 mm.
Rainfall intensity = 6.765(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.699
Subarea runoff = 1.192(CFS) for 0.290(Ac.)
Total runoff = 4.731(CFS) Total area = 1.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 316.000 to Point/Station 321.000
"'' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 208.970(Ft.)
Downstream point/station elevation = 203.200(Ft.)
Pipe length = 145.00(Ft.) Slope = 0.0398 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.731(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.731(CFS)
Normal flow depth in pipe = 7.16(In.)
Flow top width inside pipe = 11.77 (In.)
Critical Depth = 10.82(In.)
Pipe flow velocity = 9.69(Ft/s)
Travel time through pipe = 0.25 mm.
Time of concentration (TC) = 5.35 mm.
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 6 of 31
Process from Point/Station 321.000 to Point/Station 321.000
**** CONFLUENCE OF MINOR STREAMS ''''
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.110(Ac.)
Runoff from this stream 4.731(CFS)
Time of concentration = 5.35 mm.
Rainfall intensity = 6.560(In/Hr)
+++ +++++++++.+++++++++ + + + ++++++++++ + +++++++ + + +++++++++ + ++ + +++++++..++ +
Process from Point/Station 317.000 to Point/Station 318.000
'''' 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 = 99.000(Ft.)
Highest elevation = 226.000(Ft.)
Lowest elevation = 224.000(Ft.)
Elevation difference = 2.000(Ft.) Slope = 2.020 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.02 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.99 minutes
TC = (1.8*(1.1_C)*diStance(Ft.).5)/(% slope(1/3)]
TC = (1.8*(1.1_0.6300)*( 80.000.5)/( 2.020(1/3)1= 5.99
The initial area total distance of 99.00 (Ft.) entered leaves a
remaining distance of 19.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.34 minutes
for a distance of 19.00 (Ft.) and a slope of 2.02 %
with an elevation difference of 0.38(Ft.) from the end of the top area
Tt = [11.9*1ength(Mi)3)/(e1evation change(Ft.))]".385 *60(min/hr)
= 0.339 Minutes
Tt=[(11.9*0.00363)/( 0.38)].385= 0.34
Total initial area Ti = 5.99 minutes from Figure 3-3 formula plus
0.34 minutes from the Figure 3-4 formula = 6.32 minutes
Rainfall intensity (I) = 5.887(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.749(CFS)
Total initial stream area = 0.202(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 318.000 to Point/Station 319.000
**** IMPROVED CHANNEL TRAVEL TIME
Covered channel
Upstream point elevation = 224.000(Ft.)
Downstream point elevation = 215.190(Ft.)
Channel length thru subarea = 478.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Estimated mean flow rate at midpoint of channel = 2.648(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 2.648(CFS)
Pressure flow condition in covered channel:
Wetted perimeter = 2.00(Ft.) Flow area = 0.25(Sq.Ft)
Hydraulic grade line required at box inlet = 135.375(Ft.)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 7ot 31
Friction loss = 141.573(Ft.)
Minor Friction loss = 2.611(Ft.) K-Factor = 1.500
Flow Velocity = 10.59 (Ft/s)
Travel time = 0.75 mm.
Time of concentration = 7.08 mm.
Adding area flow to channel
Rainfall intensity (I) = 5.475(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 5.475(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C 0.630 CA = 0.814
Subarea runoff = 3.707(CFS) for 1.090(Ac.)
Total runoff = 4.457(CFS) Total area = 1.292(Ac.)
Process from Point/Station 319.000 to Point/Station 320.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 215.190(Ft.)
Downstream point/station elevation = 204.160(Ft.)
Pipe length = 112.00(Ft.) Slope = 0.0985 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.457(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.457(CFS)
Normal flow depth in pipe = 6.42(In.)
Flow top width inside pipe = 8.14 (In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.21 (Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 7.22 mm.
Process from Point/Station 320.000 to Point/Station 320.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.406(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.22 mm.
Rainfall intensity = 5.406(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.971
Subarea runoff = 0.795(CFS) for 0.250(Ac.)
Total runoff = 5.252(CFS) Total area = 1.542(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 321.000
'''' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 204.160(Ft.)
Downstream point/station elevation = 203.200 (Ft.)
Pipe length = 47.00(Ft.) Slope = 0.0204 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.252(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.252(CFS)
Normal flow depth in pipe = 8.10(In.)
Flow top width inside pipe = 14.95(In.)
Critical Depth = 11.14(In.)
Pipe flow velocity = 7.76(Ft/s)
Travel time through pipe = 0.10 mm.
Time of concentration (TC) = 7.32 mm.
Process from Point/Station 321.000 to Point/Station 321.000
**** CONFLUENCE OF MINOR STREAMS ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 8 of 31
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.542(Ac.)
Runoff from this stream = 5.252(CFS)
Time of concentration = 7.32 mm.
Rainfall intensity = 5.358(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 4.731 5.35 6.560
2 5.252 7.32 5.358
Qmax(1) =
1.000 * 1.000 * 4.731) +
1.000 * 0.731 * 5.252) + = 8.568
Qmax(2) =
0.817 * 1.000 * 4.731) +
1.000 * 1.000 * 5.252) + = 9.115
Total of 2 streams to confluence:
Flow rates before confluence point:
4.731 5.252
Maximum flow rates at confluence using above data:
8.568 9.115
Area of streams before confluence:
1.110 1.542
Results of confluence:
Total flow rate = 9.115(CFS)
Time of concentration = 7.319 mm.
Effective stream area after confluence = 2.652(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 203.200(Ft.)
Downstream point/station elevation = 201.190 (Ft.)
Pipe length = 51.00(Ft.) Slope = 0.0394 Manning's N 0.013
No. of pipes = 1 Required pipe flow = 9.115(CFS)
Nearest computed pipe diameter = 15.00 (In.)
Calculated individual pipe flow = 9.115(CFS)
Normal flow depth in pipe = 9.34 (In.)
Flow top width inside pipe = 14.54 (In.)
Critical Depth = 13.91(In.)
Pipe flow velocity = 11.34 (Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 7.39 mm.
Process from Point/Station 322.000 to Point/Station 322.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.323(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.39 mm.
Rainfall intensity = 5.323(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C 0.630 CA = 2.452
Subarea runoff = 3.935(CFS) for 1.240(Ac.)
Total runoff = 13.051(CFS) Total area = 3.892(Ac.)
Process from Point/Station 322.000 to Point/Station 323.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 9 of 31
Upstream point/station elevation = 201.190(Ft.)
Downstream point/station elevation = 199.500(Ft.)
Pipe length = 27.00(Ft.) Slope = 0.0626 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.051(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 13.051(CFS)
Normal flow depth in pipe = 10.22(In.)
Flow top width inside pipe = 13.98(m.)
Critical depth could not be calculated.
Pipe flow velocity = 14.66 (Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 7.42 mm.
Process from Point/Station 323.000 to Point/Station 323.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.308(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.42 mm.
Rainfall intensity = 5.308(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 2.719
Subarea runoff = 1.383(CFS) for 0.424(Ac.)
Total runoff = 14.434(CFS) Total area = 4.316(Ac.)
Process from Point/Station 323.000 to Point/Station 324.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 196.500 (Ft.)
Downstream point/station elevation = 190.000 (Ft.)
Pipe length = 41.00(Ft.) Slope = 0.1585 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.434(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 14.434(CFS)
Normal flow depth in pipe = 8.04 (In.)
Flow top width inside pipe = 14.96(m.)
Critical depth could not be calculated.
Pipe flow velocity = 21.56 (Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 7.46 mm.
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.316(Ac.)
Runoff from this stream = 14.434(CFS)
Time of concentration = 7.46 mm.
Rainfall intensity = 5.294 (In/Br)
Program is now starting with Main Stream No. 3
Process from Point/Station 307.000 to Point/Station 308.000
**** 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
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 10 of 31
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 82.000(Ft.)
Highest elevation = 234.000(Ft.)
Lowest elevation = 231.770(Ft.)
Elevation difference = 2.230(Ft.) Slope = 2.720 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.72 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.75 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 90.000.5)/( 2.720(1/3)1= 5.75
Rainfall intensity (I) = 6.260(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.189(CFS)
Total initial stream area = 0.048(Ac.)
Process from Point/Station 308.000 to Point/Station 309.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel = 1.076(CFS)
Depth of flow 0.175(Ft.), Average velocity = 2.295(Ft/s)
Irregular Channel Data -----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.31
2 16.50 0.13
3 18.00 0.00
4 19.50 0.13
5 44.00 0.63
Manning's 'N' friction factor = 0.015 -----------------------------------------------------------------
Sub-Channel flow = 1.076(CFS)
flow top width = 9.276(Ft.)
velocity= 2.295(Ft/s)
area = 0.469(Sq.Ft)
Froude number = 1.799
Upstream point elevation = 231.770(Ft.)
Downstream point elevation = 224.000(Ft.)
Flow length 270.000(Ft.)
Travel time = 1.96 mm.
Time of concentration = 7.71 mm.
Depth of flow = 0.175(Ft.)
Average velocity = 2.295(Ft/s)
Total irregular channel flow = 1.076(CFS)
Irregular channel normal depth above invert elev. = 0.175(Ft.)
Average velocity of channel(s) = 2.295(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.181(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 5.181(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.360
Subarea runoff = 1.674(CFS) for 0.523(Ac.)
Total runoff = 1.864(CFS) Total area = 0.571(Ac.)
Depth of flow = 0.199(Ft.), Average velocity = 2.519(Ft/s)
++ + +++++ + ++++++ ++ + ++ +++++++++..++ +++++++ + +++++++++++ +
Process from Point/Station 309.000 to Point/Station 310.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 11 of 31
Upstream point/station elevation = 221.980(Ft.)
Downstream point/station elevation = 221.800 (Ft.)
Pipe length = 50.00(Ft.) Slope = 0.0036 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.864(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.864(CFS)
Normal flow depth in pipe 8.67 (In.)
Flow top width inside pipe = 10.74 (In.)
Critical Depth = 6.98(In.)
Pipe flow velocity = 3.07(Ft/s)
Travel time through pipe = 0.27 mm.
Time of concentration (TC) = 7.98 mm.
Process from Point/Station 310.000 to Point/Station 310.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.066(In/Hr) for a 100.0 year Storm
User specified 'C' value of 0.630 given for subarea
Time of concentration 7.98 mm.
Rainfall intensity = 5.066(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 = 1.829(CFS) for 0.586(Ac.)
Total runoff = 3.693(CFS) Total area = 1.157(Ac.)
Process from Point/Station 310.000 to Point/Station 311.000
'''' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 218.800 (Ft.)
Downstream point/station elevation = 213.040 (Ft.)
Pipe length = 228.00(Ft.) Slope = 0.0253 Manning's N 0.013
No. of pipes = 1 Required pipe flow = 3.693(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.693(CFS)
Normal flow depth in pipe = 7.07 (In.)
Flow top width inside pipe = 11.81(In.)
Critical Depth = 9.83(In.)
Pipe flow velocity = 7.68(Ft/s)
Travel time through pipe = 0.49 mm.
Time of concentration (TC) = 8.48 mm.
Process from Point/Station 311.000 to Point/Station 311.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 1.157(Ac.)
Runoff from this stream = 3.693(CFS)
Time of concentration 8.48 mm.
Rainfall intensity = 4.874(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 326.000
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
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 12 of 31
Initial subarea total flow distance = 113.000(Ft.)
Highest elevation = 224.000(Ft.)
Lowest elevation = 223.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 0.885 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.89 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.10 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)]
TC = L1.8*(1.1_0.6300)*( 65.000.5)/( 0.885(1/3)1= 7.10
The initial area total distance of 113.00 (Ft.) entered leaves a
remaining distance of 48.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.95 minutes
for a distance of 48.00 (Ft.) and a slope of 0.89 %
with an elevation difference of 0.42(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr)
= 0.950 Minutes
Tt=[ (11.9*0.00913)/( 0.42)]A.385= 0.95
Total initial area Ti = 7.10 minutes from Figure 3-3 formula plus
0.95 minutes from the Figure 3-4 formula = 8.05 minutes
Rainfall intensity (I) = 5.037(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.568(CFS)
Total initial stream area = 0.179(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•f+++
Process from Point/Station 326.000 to Point/Station 312.000
IMPROVED CHANNEL TRAVEL TIME
Covered channel
Upstream point elevation = 223.000 (Ft.)
Downstream point elevation = 222.000(Ft.)
Channel length thru subarea = 72.000(Ft.)
Channel base width = 0.500(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank 0.000
Estimated mean flow rate at midpoint of channel = 1.226(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.226(CFS)
Depth of flow = 0.656(Ft.), Average velocity = 3.737(Ft/s)
Channel flow top width = 0.500 (Ft.)
Flow Velocity 3.74(Ft/s)
Travel time = 0.32 mm.
Time of concentration = 8.37 mm.
Critical depth = 0.570(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.912(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 4.912(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.374
Subarea runoff = 1.270(CFS) for 0.415(Ac.)
Total runoff = 1.838(CFS) Total area = 0.594(Ac
Depth of flow = 0.930(Ft.), Average velocity = 3.954(Ft/s)
Critical depth = 0.750(Ft.)
++++++++++++++++++++++ ++++++ + ++++++ + +++++++++ +++++++++++++++++ + + +
Process from Point/Station 312.000 to Point/Station 311.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 219.000 (Ft.)
Downstream point/station elevation = 213.040 (Ft.)
Pipe length = 74.00(Ft.) Slope = 0.0805 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.838(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 13 of 31
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.838(CFS)
Normal flow depth in pipe = 3.91 (In.)
Flow top width inside pipe 8.92 (In.)
Critical Depth = 7.44 (In.)
Pipe flow velocity = 9.98(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 8.50 mm.
++++++++++ + ++++++ ++++++++ + ++++++++ +++++++++++++++++++++++++ ++ +
Process from Point/Station 311.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.594 (Ac.)
Runoff from this stream = 1.838(CFS)
Time of concentration = 8.50 mm.
Rainfall intensity = 4.865(m/Fir)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Fir)
1 3.693 8.48 4.874
2 1.838 8.50 4.865
Qmax(l) =
1.000 * 1.000 * 3.693) +
1.000 * 0.997 * 1.838) + 5.526
Qmax(2) =
0.998 * 1.000 * 3.693) +
1.000 * 1.000 * 1.838) + = 5.525
Total of 2 streams to confluence:
Flow rates before confluence point:
3.693 1.838
Maximum flow rates at confluence using above data:
5.526 5.525
Area of streams before confluence:
1.157 0.594
Results of confluence:
Total flow rate = 5.526(CFS)
Time of concentration = 8.476 mm.
Effective stream area after confluence = 1.751(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 324.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 213.040(Ft.)
Downstream point/station elevation = 190.000(Ft.)
Pipe length = 495.00(Ft.) Slope = 0.0465 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.526(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.526(CFS)
Normal flow depth in pipe = 7.54 (In.)
Flow top width inside pipe = 11.60(In.)
Critical Depth = 11.28(In.)
Pipe flow velocity = 10.65(Ft/s)
Travel time through pipe = 0.77 mm.
Time of concentration (TC) 9.25 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 14 of 31
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.751 (Ac.)
Runoff from this stream = 5.526(CFS)
Time of concentration = 9.25 mm.
Rainfall intensity = 4.606(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 10.300 5.85 6.188
2 14.434 7.46 5.294
3 5.526 9.25 4.606
Qmax(1) =
1.000 * 1.000 * 10.300) +
1.000 * 0.785 * 14.434) +
1.000 * 0.633 * 5.526) + = 25.128
Qmax(2) =
0.855 * 1.000 * 10.300) +
1.000 * 1.000 * 14.434) +
1.000 * 0.806 * 5.526) + = 27.699
Qmax(3) =
0.744 * 1.000 * 10.300) +
0.870 * 1.000 * 14.434) +
1.000 * 1.000 * 5.526) + = 25.753
Total of 3 main streams to confluence:
Flow rates before confluence point:
10.300 14.434 5.526
Maximum flow rates at confluence using above data:
25.128 27.699 25.753
Area of streams before confluence:
2.593 4.316 1.751
Results of confluence:
Total flow rate = 25.753(CFS)
Time of concentration = 9.251 mm.
Effective stream area after confluence = 8.660(Ac.)
+ +++ +++++++++ +++++++++++++++++++ +++++ +++++++ + +++++ +++++++ ++++++++++ + + +
Process from Point/Station 324.000 to Point/Station 233.000
'''' PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 190.000(Ft.)
Downstream point/station elevation = 182.830(Ft.)
Pipe length = 75.00(Ft.) Slope = 0.0956 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.753(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 25.753(CFS)
Normal flow depth in pipe = 12.09(In.)
Flow top width inside pipe = 16.90 (In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.38 (Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 9.31 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 233.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 8.660(Ac.)
Runoff from this stream = 25.753(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 15 of 31
Time of concentration = 9.31 mm.
Rainfall intensity = 4.587(In/Hr)
Program is now starting with Main Stream No.
Process from Point/Station 231.000 to Point/Station 229.000
'''' INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Initial subarea total flow distance = 829.000(Ft,)
Highest elevation = 230.600(Ft.)
Lowest elevation = 193.300(Ft.)
Elevation difference = 37.300(Ft.) Slope = 4.499 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.50 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.10 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)]
TC = f1.8*(1.1_0.8000)*( 90.000.5)/( 4.499(1/3)1= 3.10
The initial area total distance of 829.00 (Ft.) entered leaves a
remaining distance of 739.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 4.17 minutes
for a distance of 739.00 (Ft.) and a slope of 4.50 %
with an elevation difference of 33.25(Ft.) from the end of the top area
Tt = [11.9*length(Mi)3)/(elevation change(Ft.))J".385 *60(min/hr)
= 4.169 Minutes
Tt=[ (1l.9*0.l4003)/( 33.25)].385= 4.17
Total initial area Ti = 3.10 minutes from Figure 3-3 formula plus
4.17 minutes from the Figure 3-4 formula = 7.27 minutes
Rainfall intensity (I) = 5.380(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 5.057(CFS)
Total initial stream area = 1.175(Ac.)
+++++++++++++++++++.++.+++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 230.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.320 (Ft.)
Downstream point/station elevation = 185.010(Ft.)
Pipe length = 15.85(Ft.) Slope = 0.0196 Manning's N 0.013
No. of pipes = 1 Required pipe flow 5.057(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.057(CFS)
Normal flow depth in pipe = 6.49(In.)
Flow top width inside pipe = 21.32 (In.)
Critical Depth = 9.51 (In.)
Pipe flow velocity = 7.38(Ftf s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 7.31 mm.
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.175(Ac.)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 16 of 31
Runoff from this stream = 5.057(CFS)
Time of concentration = 7.31 mm.
Rainfall intensity = 5.363 (In/Br)
Process from Point/Station 231.000 to Point/Station 232.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Initial subarea total flow distance = 840.000(Ft.)
Highest elevation = 230.600(Ft.)
Lowest elevation = 193.300(Ft.)
Elevation difference = 37.300(Ft.) Slope = 4.440 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.44 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration 3.12 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)1
TC = [1.8*(1.1_0.8000)*( 90.000A.5)/( 4.440"(1/3)1= 3.12
The initial area total distance of 840.00 (Ft.) entered leaves a
remaining distance of 750.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 4.24 minutes
for a distance of 750.00 (Ft.) and a slope of 4.44 %
with an elevation difference of 33.30(Ft.) from the end of the top area
Tt = [11.9*length(Mi)'3)/(elevation change(Ft.))]".385 *60(min/hr)
= 4.238 Minutes
Tt=[(l1.9*0.14203)/( 33.30)].385= 4.24
Total initial area Ti = 3.12 minutes from Figure 3-3 formula plus
4.24 minutes from the Figure 3-4 formula = 7.35 minutes
Rainfall intensity (I) = 5.341(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 3.444(CFS)
Total initial stream area = 0.806 (Ac.)
Process from Point/Station 232.000 to Point/Station 230.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.520 (Ft.)
Downstream point/station elevation = 185.010 (Ft.)
Pipe length = 51.15(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.444(CFS)
Given pipe size 18.00(In.)
Calculated individual pipe flow = 3.444(CFS)
Normal flow depth in pipe = 7.10(In.)
Flow top width inside pipe = 17.59(In.)
Critical Depth = 8.49(In.)
Pipe flow velocity = 5.32(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 7.52 mm.
++++++++++ + + ++++++++++ ++ +++ + ++++++++ + ++++++++ + ++++++++ + +
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.806 (Ac.)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 17 of 31
Runoff from this stream = 3.444(CFS)
Time of concentration = 7.52 mm.
Rainfall intensity = 5.267(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 5.057 7.31 5.363
2 3.444 7.52 5.267
Qmax(1) =
1.000 * 1.000 * 5.057) +
1.000 * 0.972 * 3.444) + = 8.406
Qmax(2) =
0.982 * 1.000 * 5.057) +
1.000 * 1.000 * 3.444) + = 8.411
Total of 2 streams to confluence:
Flow rates before confluence point:
5.057 3.444
Maximum flow rates at confluence using above data:
8.406 8.411
Area of streams before confluence:
1.175 0.806
Results of confluence:
Total flow rate = 8.411(CFS)
Time of concentration = 7.515 mm.
Effective stream area after confluence = 1.981(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 233.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/Station elevation = 184.670 (Ft.)
Downstream point/Station elevation = 182.990(Ft.)
Pipe length = 115.65(Ft.) Slope = 0.0145 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.411(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 8.411(CFS)
Normal flow depth in pipe = 9.15(In.)
Flow top width inside pipe = 23.31(In.)
Critical Depth = 12.39(m.)
Pipe flow velocity = 7.65(Ft/s)
Travel time through pipe = 0.25 mm.
Time of concentration (TC) = 7.77 mm.
Process from Point/Station 233.000 to Point/Station 233.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.981 (Ac.)
Runoff from this stream = 8.411(CFS)
Time of concentration = 7.77 mm.
Rainfall intensity = 5.156(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 25.753 9.31 4.587
2 8.411 7.77 5.156
Qmax(l) =
1.000 * 1.000 * 25.753) +
100 YR POST-DEVELOPMENT CILC (Outfall A)
4-28-15
Page 18 of 31
0.890 * 1.000 * 8.411) + = 33.234
Qmax(2) =
1.000 * 0.834 * 25.753) +
1.000 * 1.000 * 8.411) + = 29.890
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.753 8.411
Maximum flow rates at confluence using above data:
33.234 29.890
Area of streams before confluence:
8.660 1.981
Results of confluence:
Total flow rate = 33.234(CFS)
Time of concentration = 9.312 mm.
Effective stream area after confluence = 10.641(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 101.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.990(Ft.)
Downstream point/station elevation = 180.860(Ft.)
Pipe length = 200.00(Ft.) Slope = 0.0106 Manning's N = 0.013
No. of pipes = 1 Required pipe flow 33.234(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 33.234(CFS)
Normal flow depth in pipe = 20.02 (In.)
Flow top width inside pipe = 28.27(In.)
Critical Depth = 23.53(In.)
Pipe flow velocity = 9.55(Ft/s)
Travel time through pipe = 0.35 mm.
Time of concentration (TC) = 9.66 mm.
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.641(Ac.)
Runoff from this stream = 33.234(CFS)
Time of concentration = 9.66 mm.
Rainfall intensity = 4.479(In/Hr)
Process from Point/Station 101.000 to Point/Station 101.000
**** USER DEFINED FLOW INFORMATION AT A POINT
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 6.077(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 6.02 mm. Rain intensity = 6.08(In/FIr)
Total area = 0.100(Ac.) Total runoff = 0.383(CFS)
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.383(CFS)
Time of concentration = 6.02 mm.
Rainfall intensity = 6.077(In/Hr)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 19 of 31
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 33.234 9.66 4.479
2 0.383 6.02 6.077
Qmax(l) =
1.000 * 1.000 * 33.234) +
0.737 * 1.000 * 0.383) + = 33.517
Qmax(2) =
1.000 * 0.623 * 33.234) +
1.000 * 1.000 * 0.383) + = 21.091
Total of 2 streams to confluence:
Flow rates before confluence point:
33.234 0.383
Maximum flow rates at confluence using above data:
33.517 21.091
Area of streams before confluence:
10.641 0.100
Results of confluence:
Total flow rate = 33.517(CFS)
Time of concentration = 9.661 mm.
Effective stream area after confluence 10.741 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 180.860 (Ft.)
Downstream point/station elevation = 180.160(Ft.)
Pipe length = 166.00(Ft.) Slope = 0.0042 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 33.517(CFS)
Given pipe size = 36.00(m.)
Calculated individual pipe flow = 33.517(CFS)
Normal flow depth in pipe = 23.77 (In.)
Flow top width inside pipe = 34.10 (In.)
Critical Depth = 22.56(In.)
Pipe flow velocity = 6.76(Ft/s)
Travel time through pipe = 0.41 mm.
Time of concentration (TC) = 10.07 mm.
+ +++ ++ ++++ + ++++ + +++++ ++++++++++ +++++++++++ + ++++++ ++++ +++ +
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.741(Ac.)
Runoff from this stream = 33.517(CFS)
Time of concentration 10.07 mm.
Rainfall intensity = 4.361(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 5.613(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 6.81 mm. Rain intensity = 5.61 (In/Hr)
Total area = 0.157(Ac.) Total runoff = 0.520(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 20 of 31
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.157 (Ac.)
Runoff from this stream = 0.520(CFS)
Time of concentration = 6.81 mm.
Rainfall intensity = 5.613(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 33.517 10.07 4.361
2 0.520 6.81 5.613
Qmax(1) =
1.000 * 1.000 * 33.517) +
0.777 * 1.000 * 0.520) + = 33.921
Qmax(2) =
1.000 * 0.676 * 33.517) +
1.000 * 1.000 * 0.520) + = 23.185
Total of 2 streams to confluence:
Flow rates before confluence point:
33.517 0.520
Maximum flow rates at confluence using above data:
33.921 23.185
Area of streams before confluence:
10.741 0.157
Results of confluence:
Total flow rate = 33.921(CFS)
Time of concentration = 10.070 mm.
Effective stream area after confluence = 10.898(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 180.160(Ft.)
Downstream point/station elevation = 179.780(Ft.)
Pipe length = 91.00(Ft.) Slope = 0.0042 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 33.921(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 33.921(CFS)
Normal flow depth in pipe = 24.07 (In.)
Flow top width inside pipe = 33.89(In.)
Critical Depth
= 22.70 (In.)
Pipe flow velocity = 6.75(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (TC) = 10.29 mm.
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.898(Ac.)
Runoff from this stream = 33.921(CFS)
Time of concentration 10.29 mm.
Rainfall intensity = 4.299(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 21 of 31
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 5.018(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 8.10 mm. Rain intensity = 5.02(In/Hr)
Total area = 0.220(Ac.) Total runoff = 0.708(CFS)
Process from Point/Station 103.000 to Point/Station 103.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.220 (Ac.)
Runoff from this stream 0.708(CFS)
Time of concentration = 8.10 mm.
Rainfall intensity = 5.018(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 4.028(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 11.39 mm. Rain intensity = 4.03(In/Hr)
Total area = 5.290(Ac.) Total runoff = 14.190(CFS)
++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 5.290(Ac.)
Runoff from this stream = 14.190(CFS)
Time of concentration = 11.39 mm.
Rainfall intensity = 4.028(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 33.921 10.29 4.299
2 0.708 8.10 5.018
3 14.190 11.39 4.028
Qmax(l) =
1.000 * 1.000 * 33.921) +
0.857 * 1.000 * 0.708) +
1.000 * 0.904 * 14.190) + = 47.353
Qmax(2) =
1.000 * 0.787 * 33.921) +
1.000 * 1.000 * 0.708) +
1.000 * 0.711 * 14.190) + = 37.488
Qmax(3) =
0.937 * 1.000 * 33.921) +
0.803 * 1.000 * 0.708) +
1.000 * 1.000 * 14.190) + = 46.538
Total of 3 streams to confluence:
Flow rates before confluence point:
33.921 0.708 14.190
Maximum flow rates at confluence using above data:
47.353 37.488 46.538
Area of streams before confluence:
10.898 0.220 5.290
Results of confluence:
Total flow rate = 47.353(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 22 of 31
Time of concentration = 10.295 mm.
Effective stream area after confluence = 16.408(Ac.)
Process from Point/Station 103.000 to Point/Station 104.000
"'" PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 179.780 (Ft.)
Downstream point/station elevation = 179.430 (Ft.)
Pipe length = 84.00(Ft.) Slope = 0.0042 Manning's N = 0.013
No. of pipes = 1 Required pipe flow 47.353(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 47.353(CFS)
Normal flow depth in pipe 24.30(In.)
Flow top width inside pipe = 48.00(In.)
Critical Depth = 24.71(In.)
Pipe flow velocity = 7.42(Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = 10.48 mm.
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 16.408 (Ac.)
Runoff from this stream = 47.353(CFS)
Time of concentration = 10.48 mm.
Rainfall intensity = 4.249(In/Hr)
Process from Point/Station 330.000 to Point/Station 331.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.580
Initial subarea total flow distance = 49.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 195.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 2.041 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.04 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.60 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.5800)*( 80.000.5)/( 2.041(1/3)1= 6.60
Rainfall intensity (I) = 5.727(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.580
Subarea runoff = 0.262(CFS)
Total initial stream area = 0.079(Ac.)
++++++++++++.+++++++.+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000 to Point/Station 332.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel = 0.676(CFS)
Irregular Channel Data
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28.15
Page 23 of 31
-----------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 0.50 0.00
4 0.50 0.50
Manning's 'N' friction factor = 0.013 -----------------------------------------------------
Sub-Channel flow = 0.612(CFS)
flow top width = 0.500(Ft.)
velocity= 2.448(Ft/s)
area = 0.250(Sq.Ft)
Froude number = 0.610
Upstream point elevation = 195.000 (Ft.)
Downstream point elevation = 194.390 (Ft.)
Flow length = 122.000(Ft.)
Travel time = 0.75 mm.
Time of concentration = 7.35 mm.
Depth of flow = 0.500(Ft.)
Average velocity = 2.703(Ft/s)
Total irregular channel flow = 0.676(CFS)
Irregular channel normal depth above invert elev. = 0.500(Ft.)
Average velocity of channel(s) = 2.703(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.342(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Rainfall intensity = 5.342(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.190
Subarea runoff = 0.754(CFS) for 0.249(Ac.)
Total runoff = 1.016(CFS) Total area = 0.328(Ac.)
Process from Point/Station 332.000 to Point/Station 333.000
PIPEFLOW TRAVEL TIME (User specified size) ''''
Upstream point/station elevation = 186.740(Ft.)
Downstream point/station elevation = 181.370(Ft.)
Pipe length = 232.00(Ft.) Slope = 0.0231 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.016(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.016(CFS)
Normal flow depth in pipe = 3.52 (In.)
Flow top width inside pipe = 10.93(In.)
Critical Depth = 5.08(In.)
Pipe flow velocity = 5.29(Ft/s)
Travel time through pipe = 0.73 mm.
Time of concentration (TC) 8.08 mm.
Process from Point/Station 333.000 to Point/Station 333.000
'' SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.025(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Time of concentration 8.08 mm.
Rainfall intensity = 5.025(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C 0.580 CA = 0.443
Subarea runoff = 1.208(CFS) for 0.435(Ac.)
Total runoff = 2.224(CFS) Total area = 0.763(Ac.)
Process from Point/Station 333.000 to Point/Station 104.000
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 24 of 31
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 181.370 (Ft.)
Downstream point/station elevation = 179.430 (Ft.)
Pipe length = 13.00(Ft.) Slope = 0.1492 Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 2.224(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.224(CFS)
Normal flow depth in pipe = 3.26(In.)
Flow top width inside pipe = 10.68(In.)
Critical Depth = 7.65(In.)
Pipe flow velocity = 12.87(Ft/s)
Travel time through pipe = 0.02 mm.
Time of concentration (TC) = 8.10 mm.
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS '''
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.763 (Ac.)
Runoff from this stream = 2.224(CFS)
Time of concentration = 8.10 mm.
Rainfall intensity = 5.019(In/Hr)
+++++++++++..++++++++.++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 338.000 to Point/Station 339.000
''' INITIAL AREA EVALUATION ''''
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
(MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.580
Initial subarea total flow distance = 94.000(Ft.)
Highest elevation = 192.000(Ft.)
Lowest elevation = 190.500(Ft.)
Elevation difference = 1.500(Ft.) Slope = 1.596 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 1.60 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.16 minutes
TC = (1.8*(1.1_C)*distance(Ft.)".5)/(% slope(1/3)1
TC = [1.8*(1.1_0.5800)*( 80.000.5)/( 1.596(1/3)J= 7.16
The initial area total distance of 94.00 (Ft.) entered leaves a
remaining distance of 14.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.29 minutes
for a distance of 14.00 (Ft.) and a slope of 1.60 %
with an elevation difference of 0.22(Ft.) from the end of the top area
Tt = (11.9*1ength(Mi)3)/(elevation change(Ft.))].385 *60(mmn/hr)
0.293 Minutes
Tt=((11.9*0.00273)/( 0.22)1.385= 0.29
Total initial area Ti = 7.16 minutes from Figure 3-3 formula plus
0.29 minutes from the Figure 3-4 formula = 7.46 minutes
Rainfall intensity (I) = 5.294(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.580
Subarea runoff = 0.405(CFS)
Total initial stream area = 0.132 (Ac.)
Process from Point/Station 339.000 to Point/Station 337.000
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 25 of 31
IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.663(CFS)
Depth of flow = 0.350(Ft.), Average velocity = 3.786(Ft/s)
Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 0.50 0.00
4 0.50 0.50
Manning's 'N' friction factor = 0.013 -----------------------------------------------------------------
Sub-Channel flow = 0.663(CFS)
flow top width = 0.500 (Ft.)
velocity= 3.786(Ft/s)
area = 0.175(Sq.Ft)
Froude number = 1.128
Upstream point elevation = 190.500(Ft.)
Downstream point elevation = 190.000 (Ft.)
Flow length = 35.000(Ft.)
Travel time = 0.15 mm.
Time of concentration = 7.61 mm.
Depth of flow = 0.350(Ft.)
Average velocity = 3.786(Ft/s)
Total irregular channel flow = 0.663(CFS)
Irregular channel normal depth above invert elev. = 0.350(Ft.)
Average velocity of channel(s) = 3.786(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.224(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Rainfall intensity = 5.224(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.174
Subarea runoff = 0.504(CFS) for 0.168(Ac.)
Total runoff = 0.909(CFS) Total area = 0.300(Ac.)
Depth of flow = 0.450(Ft.), Average velocity = 4.039(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 337.000 to Point/Station 340.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.080(Ft.)
Downstream point/station elevation = 184.120(Ft.)
Pipe length = 196.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.909(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.909(CFS)
Normal flow depth in pipe 4.13(In.)
Flow top width inside pipe = 11.40(In.)
Critical Depth = 4.79(In.)
Pipe flow velocity = 3.79(Ft/s)
Travel time through pipe = 0.86 mm.
Time of concentration (TC) = 8.47 mm.
Process from Point/Station 340.000 to Point/Station 340.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.875(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Time of concentration = 8.47 mm.
Rainfall intensity = 4.875(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.418
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 26 of 31
Subarea runoff = 1.127(CFS) for 0.420(Ac.)
Total runoff = 2.036(CFS) Total area = 0.720(Ac.)
Process from Point/Station 340.000 to Point/Station 104.000
'"' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 184.120(Ft.)
Downstream point/station elevation = 179.430 (Ft.)
Pipe length = 110.00(Ft.) Slope = 0.0426 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.036(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.036(CFS)
Normal flow depth in pipe = 4.32 (In.)
Flow top width inside pipe = 11.52 (In.)
Critical Depth = 7.30(In.)
Pipe flow velocity = 8.01 (Ft/s)
Travel time through pipe = 0.23 mm.
Time of concentration (TC) = 8.70 mm.
++ + ++++ +++++++++++++++++ + + ++++++ + + +++++++++ +++++ + +++++++++++++++ + + +
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.720 (Ac.)
Runoff from this stream = 2.036(CFS)
Time of concentration = 8.70 mm.
Rainfall intensity = 4.792(In/}1r)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 47.353 10.48 4.249
2 2.224 8.10 5.019
3 2.036 8.70 4.792
Qmax(1) =
1.000 * 1.000 * 47.353) +
0.847 * 1.000 * 2.224) +
0.887 * 1.000 * 2.036) + = 51.041
Qmax(2) =
1.000 * 0.773 * 47.353) +
1.000 * 1.000 * 2.224) +
1.000 * 0.931 * 2.036) + = 40.703
Qmax(3) =
1.000 * 0.830 * 47.353) +
0.955 * 1.000 * 2.224) +
1.000 * 1.000 * 2.036) + = 43.461
Total of 3 streams to confluence:
Flow rates before confluence point:
47.353 2.224 2.036
Maximum flow rates at confluence using above data:
51.041 40.703 43.461
Area of streams before confluence:
16.408 0.763 0.720
Results of confluence:
Total flow rate = 51.041(CFS)
Time of concentration = 10.484 mm.
Effective stream area after confluence = 17.891(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
PIPEFLOW TRAVEL TIME (User specified size) ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4.28-15
Page 27 of 31
Upstream point/station elevation = 179.430(Ft.)
Downstream point/station elevation = 179.240 (Ft.)
Pipe length = 37.40(Ft.) Slope = 0.0051 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 51.041(CFS)
Given pipe size = 48.00(m.)
Calculated individual pipe flow = 51.041(CFS)
Normal flow depth in pipe = 23.95(m.)
Flow top width inside pipe = 48.00(In.)
Critical Depth = 25.73(In.)
Pipe flow velocity = 8.14(Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 10.56 mm.
++++++++ + +++++++ + +++++ + + +++++++ + + ++++++++++ + ++++++++ +
Process from Point/Station 105.000 to Point/Station 106.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Depth of flow = 1.167(Ft.), Average velocity = 2.937(Ft/s)
Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.64
2 6.00 0.00
3 11.00 0.00
4 24.98 1.04
5 44.34 10.26
Manning's 'N' friction factor = 0.035
Sub-Channel flow = 51.041(CFS)
flow top width = 23.513(Ft.)
velocity= 2.937(Ft/s)
area = 17.377(Sq.Ft)
Froude number = 0.602
Upstream point elevation = 179.240(Ft.)
Downstream point elevation 175.700 (Ft.)
Flow length = 488.000(Ft.)
Travel time = 2.77 mm.
Time of concentration = 13.33 mm.
Depth of flow = 1.167 (Ft.)
Average velocity = 2.937(Ft/s)
Total irregular channel flow = 51.041(CFS)
Irregular channel normal depth above invert elev. = 1.167(Ft.)
Average velocity of channel(s) = 2.937(Ft/s)
++++ + +++++ +++++ ++++ +++++ + +++++ +++++ ++ +++++++ +++++++ +++++ ++++ +
Process from Point/Station 106.000 to Point/Station 106.000
CONFLUENCE OF MAIN STREAMS '''
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 17.891 (Ac.)
Runoff from this stream 51.041(CFS)
Time of concentration = 13.33 mm.
Rainfall intensity = 3.640(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 75.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 5.159(In/Hr) for a 100.0 year storm
User specified values are as follows:
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 28 of 31
TC = 7.76 mm. Rain intensity = 5.16(In/Hr)
Total area = 0.694(Ac.) Total runoff = 2.255(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 75.000
'' SUBAREA FLOW ADDITION
Rainfall intensity (I) = 5.159(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Time of concentration = 7.76 mm.
Rainfall intensity = 5.159(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.611 CA = 0.685
Subarea runoff = 1.281(CFS) for 0.428(Ac.)
Total runoff = 3.536(CFS) Total area = 1.122(Ac.)
++++++.+.++ + +++++++++++ ++++++++++++ + +++++++ ++++++++ + + + + +
Process from Point/Station 75.000 to Point/Station 76.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.240 (Ft.)
Downstream point/station elevation = 181.380(Ft.)
Pipe length = 190.00(Ft.) Slope = 0.0098 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.536(CFS)
Given pipe size = 12.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.484(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss 1.871(Ft.)
Minor friction loss = 0.472(Ft.) K-factor = 1.50
Pipe flow velocity = 4.50(Ft/s)
Travel time through pipe = 0.70 mm.
Time of concentration (TC) = 8.46 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 76.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.122(Ac.)
Runoff from this stream = 3.536(CFS)
Time of concentration = 8.46 mm.
Rainfall intensity = 4.878(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 76.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 3.740(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 12.78 mm. Rain intensity = 3.74 (In/Hr)
Total area = 2.782(Ac.) Total runoff = 7.255(CFS)
Process from Point/Station 76.000 to Point/Station 76.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 2.782(Ac.)
Runoff from this stream = 7.255(CFS)
Time of concentration = 12.78 mm.
Rainfall intensity = 3.740(In/Hr)
Summary of stream data:
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 29 of 31
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 3.536 8.46 4.878
2 7.255 12.78 3.740
Qmax(l) =
1.000 * 1.000 * 3.536) +
1.000 * 0.662 * 7.255) + = 8.341
Qmax(2) =
0.767 * 1.000 * 3.536) +
1.000 * 1.000 * 7.255) + = 9.966
Total of 2 streams to confluence:
Flow rates before confluence point:
3.536 7.255
Maximum flow rates at confluence using above data:
8.341 9.966
Area of streams before confluence:
1.122 2.782
Results of confluence:
Total flow rate = 9.966(CFS)
Time of concentration = 12.780 mm.
Effective stream area after confluence = 3.904 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 106.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.380 (Ft.)
Downstream point/station elevation = 180.640(Ft.)
Pipe length = 45.00(Ft.) Slope = 0.0164 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.966(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 9.966(CFS)
Normal flow depth in pipe = 9.70(In.)
Flow top width inside pipe 23.56(In.)
Critical Depth = 13.56(In.)
Pipe flow velocity = 8.37(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 12.87 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
'''' CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.904 (Ac.)
Runoff from this stream = 9.966(CFS)
Time of concentration = 12.87 mm.
Rainfall intensity = 3.723(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 51.041 13.33 3.640
2 9.966 12.87 3.723
Qmax(l) =
1.000 * 1.000 * 51.041) +
0.978 * 1.000 * 9.966) + = 60.784
Qmax(2) =
1.000 * 0.966 * 51.041) +
1.000 * 1.000 * 9.966) + = 59.247
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 30 of 31
Total of 2 main streams to confluence:
Flow rates before confluence point:
51.041 9.966
Maximum flow rates at confluence using above data:
60.784 59.247
Area of streams before confluence:
17.891 3.904
Results of confluence:
Total flow rate = 60.784(CFS)
Time of concentration = 13.329 mm.
Effective stream area after confluence = 21.795 (Ac.)
End of computations, total study area = 21.795 (Ac.)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 31 of 31
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/28/15 ---------------------------------------------------------------
PLIU4NING AREA NO. 5 - RESORT SITE PHASE III
100 YEAR STORM POST-DEVELOPMENT
Outfall A Continued
Program License Serial Number 6312
-----------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
Process from Point/Station 106.000 to Point/Station 106.000
USER DEFINED FLOW INFORMATION AT A POINT
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 3.640(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 13.33 mm. Rain intensity = 3.64 (In/Hr)
Total area = 21.795(Ac.) Total runoff = 60.784(CFS)
Process from Point/Station 106.000 to Point/Station 107.000
IRREGULAR CHANNEL FLOW TRAVEL TIME ''''
Estimated mean flow rate at midpoint of channel = 60.823(CFS)
Depth of flow 1.678(Ft.), Average velocity 3.965(Ft/s)
Irregular Channel Data *********** -----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 3.70
2 10.30 0.00
3 15.40 0.00
4 27.40 5.90
Manning's 'N' friction factor = 0.035 -----------------------------------------------------------------
Sub-Channel flow = 60.823(CFS)
flow top width = 13.183(Ft.)
velocity= 3.965(Ft/s)
area = 15.338(Sq.Ft)
Froude number = 0.648
Upstream point elevation = 175.700 (Ft.)
Downstream point elevation = 173.260 (Ft.)
Flow length = 320.000(Ft.)
Travel time = 1.34 mm.
Time of concentration = 14.67 mm.
Depth of flow = 1.678(Ft.)
Average velocity = 3.965(Ft/s)
100 YR POST-DEVELOPMENT CALC (Outfall A continued)
4-28-15
Page 1 of 2
Total irregular channel flow = 60.823(CFS)
Irregular channel normal depth above invert elev. = 1.678(Ft.)
Average velocity of channel(s) = 3.965(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 3.421(In/Hr) for a 100.0 year storm
User specified C value of 0.580 given for subarea
The area added to the existing stream causes a
a lower flow rate of 0 = 47.418(CFS)
therefore the upstream flow rate of Q = 60.784(CFS) is being used
Rainfall intensity = 3.421(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.629 CA = 13.862
Subarea runoff = 0.000(CFS) for 0.226(Ac.)
Total runoff = 60.784(CFS) Total area = 22.021(Ac.)
Depth of flow = 1.677(Ft.), Average velocity = 3.965(Ft/s)
End of computations, total study area = 22.021 (Ac.)
100 YR POST-DEVELOPMENT CALC (Outfall A continued)
4-28-15
Page 2 of 2
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/28/15
PLANNING AREA NO. 5 - RESORT SITE PHASE III
100 YEAR STORM POST-DEVELOPMENT
Outfall B
Program License Serial Number 6312
-------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
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 = 125.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 193.000(Ft.)
Elevation difference = 3.000(Ft.) Slope = 2.400 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.40 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.65 minutes
TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)]
TC = (1.8*(1.1_0.6300)*( 80.000.5)/( 2.400(1/3)1= 5.65
The initial area total distance of 125.00 (Ft.) entered leaves a
remaining distance of 45.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.62 minutes
for a distance of 45.00 (Ft.) and a slope of 2.40 %
with an elevation difference of 1.08(Ft.) from the end of the top area
Tt = (ll.9*length(Mi)'3)/(elevation change(Ft.))1'.385 *60(min/hr)
= 0.615 Minutes
Tt=( (ll.9*0.00853)/( 1.08)]A.385= 0.62
Total initial area Ti = 5.65 minutes from Figure 3-3 formula plus
0.62 minutes from the Figure 3-4 formula = 6.27 minutes
Rainfall intensity (I) = 5.922(In/Hr) for a 100.0 year storm
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page 1 of 7
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.735(CFS)
Total initial stream area = 0.197(Ac.)
+ ++ +++++++++ ++ ++ + + ++++++++ + + +++++++ ++++++++++ + +++++ +
Process from Point/Station 401.000 to Point/Station 402.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel = 2.060(CFS)
Depth of flow = 0.204(Ft.), Average velocity = 2.584(Ft/s)
Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.31
2 16.50 0.13
3 18.00 0.00
4 19.50 0.13
5 44.00 0.63
Manning's 'N' friction factor = 0.015 -----------------------------------------------------------------
Sub-Channel flow = 2.060(CFS)
flow top width = 13.359(Ft.)
velocity= 2.584(Ft/s)
area = 0.797(Sq.Ft)
Froude number = 1.864
Upstream point elevation = 193.000 (Ft.)
Downstream point elevation = 186.430 (Ft.)
Flow length = 225.000(Ft.)
Travel time = 1.45 mm.
Time of concentration = 7.72 mm.
Depth of flow = 0.204(Ft.)
Average velocity = 2.584(Ft/s)
Total irregular channel flow = 2.060(CFS)
Irregular channel normal depth above invert elev. = 0.204(Ft.)
Average velocity of channel(s) = 2.584(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.177(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 5.177(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.642
Subarea runoff = 2.589(CFS) for 0.822(Ac.)
Total runoff = 3.324(CFS) Total area = 1.019(Ac.)
Depth of flow = 0.228(Ft.), Average velocity = 2.856(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.680(Ft.)
Downstream point/station elevation = 181.370(Ft.)
Pipe length = 133.00(Ft.) Slope = 0.0098 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.324(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 3.324(CFS)
Normal flow depth in pipe 9.25(In.)
Flow top width inside pipe = 10.09(In.)
Critical Depth = 9.37(In.)
Pipe flow velocity = 5.12 (Ft/s)
Travel time through pipe = 0.43 mm.
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page 2 of 7
Time of concentration (TC) = 8.15 mm.
Process from Point/Station 403.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.998(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.15 mm.
Rainfall intensity = 4.998(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.820
Subarea runoff = 0.776(CFS) for 0.283(Ac.)
Total runoff = 4.100(CFS) Total area = 1.302(Ac.)
+++++++ ++ + + + +++++++++ +++++++ +++++++ + ++++++ + ++++++ + ++++++++++++ ++ +++++ +
Process from Point/Station 403.000 to Point/Station 404.000
'''' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.370(Ft.)
Downstream point/station elevation = 180.000 (Ft.)
Pipe length = 88.00(Ft.) Slope = 0.0156 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.100(CFS)
Given pipe size 12.00(In.)
Calculated individual pipe flow = 4.100(CFS)
Normal flow depth in pipe = 9.09(In.)
Flow top width inside pipe = 10.28(In.)
Critical Depth = 10.27(In.)
Pipe flow velocity = 6.42 (Ft/s)
Travel time through pipe = 0.23 mm.
Time of concentration (TC) = 8.38 mm.
Process from Point/Station 404.000 to Point/Station 404.000
'''' SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.910(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.38 mm.
Rainfall intensity = 4.910(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.130
Subarea runoff = 1.446(CFS) for 0.491(Ac.)
Total runoff = 5.546(CFS) Total area = 1.793(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 107.000
"'' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 177.000(Ft.)
Downstream point/station elevation = 168.000(Ft.)
Pipe length = 167.00(Ft.) Slope = 0.0539 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.546(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 5.546(CFS)
Normal flow depth in pipe = 7.20 (In.)
Flow top width inside pipe = 11.76(In.)
Critical Depth = 11.29(In.)
Pipe flow velocity = 11.29(Ft/s)
Travel time through pipe = 0.25 mm.
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page 3 of 7
Time of concentration (TC) = 8.63 mm.
Process from Point/Station 107.000 to Point/Station 107.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.819(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.63 mm.
Rainfall intensity = 4.819(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.363
Subarea runoff = 1.024(CFS) for 0.371(Ac.)
Total runoff = 6.570(CFS) Total area = 2.164(Ac.)
+++++ + + +++++++++++++++++ + + +++++++++ ++ + +++++++ + +++ +
Process from Point/Station 107.000 to Point/Station 102.000
''' PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 168.000(Ft.)
Downstream point/Station elevation = 163.380(Ft.)
Pipe length = 98.00(Ft.) Slope = 0.0471 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.570(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow = 6.570(CFS)
Normal flow depth in pipe 6.62(m.)
Flow top width inside pipe = 17.36(In.)
Critical Depth = 11.90(m.)
Pipe flow velocity = 11.16 (Ft/s)
Travel time through pipe = 0.15 mm.
Time of concentration (TC) = 8.77 mm.
Process from Point/Station 102.000 to Point/Station 102.000
**** SUBAREA FLOW ADDITION '"'
Rainfall intensity (I) = 4.767(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.77 mm.
Rainfall intensity = 4.767(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.715
Subarea runoff = 1.608(CFS) for 0.559(Ac.)
Total runoff = 8.177(CFS) Total area = 2.723(Ac.)
Process from Point/Station 102.000 to Point/Station 102.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.723(Ac.)
Runoff from this stream = 8.177(CFS)
Time of concentration = 8.77 mm.
Rainfall intensity = 4.767(In/Hr)
Process from Point/Station 406.000 to Point/Station 407.000
INITIAL AREA EVALUATION ****
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page 4 of 7
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 = 59.000(Ft.)
Highest elevation 197.000(Ft.)
Lowest elevation = 192.300(Ft.)
Elevation difference = 4.700(Ft.) Slope = 7.966 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.97 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 4.24 minutes
TC = [1.8*(1.1_C)*distance(Ft.)s.5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 100.000.5)/( 7.966(1/3)1= 4.24
Calculated TC of 4.236 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.324(CFS)
Total initial stream area = 0.075 (Ac.)
Process from Point/Station 407.000 to Point/Station 408.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel = 1.208(CFS)
Depth of flow = 0.377(Ft.), Average velocity = 2.839(Ft/s)
Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 1.50 0.00
3 3.00 0.50
Manning's 'N' friction factor = 0.035 -----------------------------------------------------------
Sub-Channel flow = 1.208(CFS)
flow top width = 2.260 (Ft.)
velocity= 2.839(Ft/s)
area = 0.426(Sq.Ft)
Froude number = 1.153
Upstream point elevation = 192.300(Ft.)
Downstream point elevation = 189.500(Ft.)
Flow length = 63.000(Ft.)
Travel time = 0.37 mm.
Time of concentration = 4.61 mm.
Depth of flow = 0.377(Ft.)
Average velocity = 2.839(Ft/s)
Total irregular channel flow = 1.208(CFS)
Irregular channel normal depth above invert elev. = 0.377(Ft.)
Average velocity of channel(s) = 2.839(Ft/s)
Adding area flow to channel
Calculated TC of 4.606 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Pages of 7
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.306
Subarea runoff = 1.769(CFS) for 0.410(Ac.)
Total runoff = 2.093(CFS) Total area = 0.485(Ac.)
Depth of flow = 0.463(Ft.), Average velocity = 3.257(Ft/s)
+++++++++++++.+++ +++++.+ + + +++++++++++++++ ++ ++++ +
Process from Point/Station 408.000 to Point/Station 102.000
""' PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.500 (Ft.)
Downstream point/station elevation = 163.380(Ft.)
Pipe length = 249.00(Ft.) Slope = 0.0929 Manning's N 0.013
No. of pipes = 1 Required pipe flow = 2.093(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.093(CFS)
Normal flow depth in pipe 3.57(In.)
Flow top width inside pipe 10.97(In.)
Critical Depth = 7.42 (In.)
Pipe flow velocity = 10.68 (Ft/s)
Travel time through pipe = 0.39 mm.
Time of concentration (TC) = 4.99 mm.
+++++++++++++++++ ++ +++++++++ + + + ++++ ++++++++++ + +++++++++++++++++ + +++++ +
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.485(Ac.)
Runoff from this stream = 2.093(CFS)
Time of concentration = 4.99 mm.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 8.177 8.77 4.767
2 2.093 4.99 6.850
Qmax(l) =
1.000 * 1.000 * 8.177) +
0.696 * 1.000 * 2.093) + = 9.634
Qmax(2) =
1.000 * 0.569 * 8.177) +
1.000 * 1.000 * 2.093) + = 6.749
Total of 2 streams to confluence:
Flow rates before confluence point:
8.177 2.093
Maximum flow rates at confluence using above data:
9.634 6.749
Area of streams before confluence:
2.723 0.485
Results of confluence:
Total flow rate = 9.634(CFS)
Time of concentration = 8.773 mm.
Effective stream area after confluence = 3.208(Ac.)
+ + + ++++.+ +++++++ + +++++++++++++++++ ++ + + + +++ +
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page 6 of 7
Process from Point/Station 102.000 to Point/Station 103.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 163.210 (Ft.)
Downstream point/station elevation = 162.500 (Ft.)
Pipe length = 37.46(Ft.) Slope = 0.0190 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.634(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 9.634(CFS)
Normal flow depth in pipe = 10.73(In.)
Flow top width inside pipe = 17.66(In.)
Critical Depth = 14.39(In.)
Pipe flow velocity = 8.76(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 8.84 mm.
Process from Point/Station 103.000 to Point/Station 103.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.742(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.84 mm.
Rainfall intensity = 4.742(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 2.659
Subarea runoff = 2.973(CFS) for 1.012(Ac.)
Total runoff = 12.607(CFS) Total area = 4.220(Ac.)
End of computations, total study area = 4.220 (Ac.)
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page 7 of 7
Attachment F
Storm Drain Calculations
14wrirnfinw Sfrrm Rowara Fv+nirin fnr AiifneimaknR A,.toCAD® Civil 3D® Plan
13
4 10
iber of lines: 13 Date: 10130/2015
'm So 40
ycuI3r 'e Line (ompations _e I
Line Size Q Downstream Len Upstream Check JL Minor
------oeff loss
Invert HGL Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL St Ave Enrgy
elev elev head elev elev elev head elev St loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 12.00 199.50 202.00 1.50 1.64 6.79 0.72 202.72 1.306 25.000 201.17 202.48 1.31** 1.64 7.32 0.83 203.32 1.182 1.244 n/a 0.36 0.30
2 12 8.64 201.19 202.48 1.00 0.79 11.00 1.88 204.37 5.889 50.340 203.20 205.45 1.00 0.79 11.00 1.88 207.33 5.886 5.887 2.964 1.00 1.88
3 12 5.50 203.20 207.33 1.00 0.79 7.00 0.76 208.09 2.385 46.000 204.13 208.43 1.00 0.79 7.00 0.76 209.19 2.384 2.385 1.097 0.51 0.39
4 12 4.87 204.23 208.82 1.00 0.75 6.20 0.60 209.41 1.871 110.83 213.85 214.76j 0.91** 0.75 6.49 0.66 215.41 1.634 1.752 n/a 0.88 n/a
5 12 4.73 203.20 207.33 1.00 0.75 6.02 0.56 207.89 1.765 142.84 208.91 209.81 0.90** 0.75 6.35 0.63 210.44 1.552 1.658 n/a 0.34 n/a
6 12 3.54 208.97 209.81 0.84 0.68 5.02 0.43 210.24 0.000 133.00 212.95 213.75j 0.80** 0.68 5.24 0.43 214.18 0.000 0.000 n/a 1.00 n/a
7 12 2.44 214.02 214.76 0.74 0.56 3.92 0.30 215.06 0.000 73.550 214.76 215.43j 0.67** 0.56 4.37 0.30 215.73 0.000 0.000 n/a 0.87 0.26
8 12 1.83 214.76 215.43 0.67 0.47 3.28 0.24 215.67 0.000 54.610 215.31 215.89j 0.58** 0.47 3.91 0.24 216.12 0.000 0.000 n/a 0.52 0.12
9 12 1.22 215.31 215.89 0.58 0.36 2.61 0.18 216.07 0.000 83.750 216.15 216.62j 0.47** 0.36 3.40 0.18 216.80 0.000 0.000 n/a 0.43 0.08
10 12 0.61 216.15 216.62 0.47 0.22 1.70 0.12 216.73 0.000 106.11 217.21 217.53j 0.32** 0.22 2.76 0.12 217.65 0.000 0.000 n/a 1.00 n/a
11 12 2.43 214.02 214.76 0.74 0.56 3.91 0.30 215.06 0.000 87.340 214.91 215.58j 0.67** 0.56 4.37 0.30 215.87 0.000 0.000 n/a 0.41 0.12
12 12 1.62 214.91 215.58 0.67 0.43 2.91 0.22 215.80 0.000 88.840 215.79 216.33j 0.54 0.43 3.74 0.22 216.55 0.000 0.000 n/a 0.42 n/a
13 12 0.81 215.79 216.33 0.54 0.27 1.87 0.14 216.47 0.000 184.29 217.64 218.02j 0.38** 0.27 3.00 0.14 218.16 0.000 0.000 n/a 1.00 0.14
Project File: Line A - J - K.stm -T--Number of lines: 13 Run Date: 10/30/2015
Notes: -- Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box
Storm Sewers v10.
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Hydraflow HGL Computation Procedure
General Procedure: Hydraflow Computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. I The line number being computed. Calculations begin at Line I and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3/ Col. 7).
Col. 9 Velocity head (Velocity squared I 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 I Col. 16).
Col. 18 Velocity head (Velocity squared / 29).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18).
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average S9100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +1- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
Page 1
Storm Line 9M
10
B-4
B-I
Project File: Storm Line B.stm Number of lines: 10 I Date: 10/30/2015
Storm Sewers vi 0.40
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head cloy elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 25.93 182.99 188.10 2.50 3.63 5.28 0.43 188.53 0.400 75.540 190.00 191.73j 1.73 3.63 7.14 0.79 192.53 0.584 0.492 n/a 1.00 0.79
2 18 13.20 194.48 195.29 0.81* 0.97 13.62 0.96 196.25 0.000 40.770 196.50 197.86 1.36** 1.68 7.85 0.96 198.82 0.000 0.000 n/a 1.00 0.96
3 18 8.81 190.02 191.73 1.50 1.77 4.99 0.39 192.12 0.704 51.140 190.28 192.09 1.50 1.77 4.99 0.39 192.48 0.704 0.704 0.360 1.00 0.39
4 18 5.05 190.03 191.73 1.50 1.05 2.86 0.13 191.86 0.231 369.77 209.12 209.98j 0.86** 1.05 4.79 0.36 210.34 0.582 0.406 n/a 1.00 0.36
5 12 5.05 209.16 209.98 0.82 0.69 7.29 0.69 210.68 0.000 18.270 209.75 210.67 0.92** 0.76 6.69 0.69 211.36 0.000 0.000 n/a 0.44 0.31
6 12 5.05 209.75 210.67 0.92 0.76 6.69 0.69 211.36 0.000 100.82 212.46 213.38 0.92** 0.76 6.69 0.69 214.07 0.000 0.000 n/a 1.00 0.69
7 12 1.71 213.04 213.40 0.36* 0.25 6.71 0.23 213.63 0.000 72.660 215.22 215.78 0.56** 0.45 3.82 0.23 216.00 0.000 0.000 n/a 1.00 n/a
8 12 3.58 212.46 213.38 0.92 0.68 4.74 0.43 213.81 0.000 81.250 214.72 215.531 0.81** 0.68 5.27 0.43 215.96 0.000 0.000 n/a 0.75 0.32
9 12 3.58 214.72 215.53 0.81 0.68 5.27 0.43 215.96 0.000 118.93 218.02 218.83 0.81** 0.68 5.27 0.43 219.26 0.000 0.000 n/a 0.75 0.32
10 12 3.58 218.02 218.83 0.81 0.68 5.27 0.43 219.26 0.000 27.990 218.80 219.61 0.81** 0.68 5.27 0.43 220.04 0.000 0.000 n/a 1.00 0.43
Storm Line B Number of lines: 10 Run Date: 10/30/2015
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump. ; c = dr e = ellip b = box
torm 5 O.
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236.00
220.00
204.00
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172.00
I I I I I I I I I I I I I 172.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
HGL EGL Reach (ft)
Storm Sewers
storm Sewer Prome Proj. file: Storm Line B.stm
185.00
177.00
0 10 20 30
HGL EGL
40 50 60 70 80 90 100 110 120
Reach (ft)
Elev. (ft)
201.00
217.00
209.00
193.00
177.00
130
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217.00
209.00
201.00
193.00
185.00
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Storm 11
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
6 8
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Outfall
Project File: Storm Line C.stm Number of lines: 10 Date: 10/30/2015
m Se
lycrramulic Gre Line Computations
Line Size Q Downstream Len Upstream Check JL Minor
-oeff loss
Invert HGL Depth Area Vol Vol EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (It) (sqft) (ftls) (ft) (ft) (%) (It) (ft) (It) (It) (sqft) (ttls) (It) (It) (%) (%) (It) (K) (It)
1 24 5.45 193.50 195.00 1.50 1.22 2.16 0.31 195.31 0.000 105.42 194.03 194.85 0.82** 1.22 4.47 0.31 195.16 0.000 0.000 n/a 0.90 0.28
2 24 5.45 194.05 194.85 0.80 1.18 4.62 0.31 195.16 0.000 47.130 201.28 202.10 0.82** 1.22 4.47 0.31 202.41 0.000 0.000 n/a 0.41 0.13
3 12 3.97 201.30 202.10 0.80 0.68 5.87 0.49 202.59 0.000 47.130 202.32 203.16 0.84** 0.71 5.61 0.49 203.65 0.000 0.000 n/a 0.55 0.27
4 12 2.79 202.34 203.43 1.00 0.79 3.55 0.20 203.63 0.614 78.020 202.73 203.91 1.00 0.79 3.55 0.20 204.11 0.614 0.614 0.479 1.00 0.20
5 12 1.23 202.75 204.11 1.00 0.36 1.57 0.04 204.15 0.119 51.100 205.00 205.47j 0.47** 0.36 3.41 0.18 205.65 0.601 0.360 n/a 1.00 0.18
6 12 1.66 202.74 204.11 1.00 0.79 2.11 0.07 204.18 0.217 104.82 203.28 204.34 1.00 0.79 2.11 0.07 204.41 0.217 0.217 0.228 1.00 0.07
7 12 0.84 203.28 204.41 1.00 0.28 1.07 0.02 204.42 0.056 30.690 206.98 207.36j 0.38** 0.28 3.03 0.14 207.51 0.574 0.315 n/a 1.00 0.14
8 12 0.82 203.28 204.41 1.00 0.79 1.04 0.02 204.42 0.053 15.000 203.36 204.41 1.00 0.79 1.04 0.02 204.43 0.053 0.053 0.008 1.00 0.02
9 12 0.82 203.37 204.43 1.00 0.79 1.04 0.02 204.45 0.053 85.000 203.80 204.47 0.67 0.56 1.46 0.03 204.51 0.084 0.068 0.058 1.00 0.03
10 12 0.82 203.82 204.51 0.69 0.57 1.43 0.03 204.54 0.080 36.830 204.00 204.53 0.53 0.42 1.95 0.06 204.59 0.177 0.128 0.047 1.00 0.06
Project File: Storm Line C.stm Number of lines: 10 FRun'Date: 10/30/2015
Notes:; Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box
Storm Sewers 00.
220.00
212.00
204.00
196.00
co Elev. (ft) a.5W
228.00
0
Co
F0 .
Gi Ic,1
WLU
('3 E
228.00
220.00
212.00
204.00
2" @ 0.49%
196.00
_L L
storm sewer Prome Proj. file: Storm Line C.stm
188.00 1 1 1 I I I 1 1 1 1 I 188.00 0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
- - - - - - - - - - - - - - - -
torm oewerS
...,t1 NG'F Pr : St .me
Etev.(ft)
OM
O(VIg) 'op-) I-
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- 224.00 224.00 - - _________ ____________ ____________ ___________ ____________ __________
-219.00 __________ 219.00 - - ________ ___________ ___________ __________ ___________ _________
-214.00 214.00 -
-
-
- 209.00 ___ _____ 209.0C -
204.00
L
- _________ ____________ ____________ ____________ __________ - _______ ____________ ____________ ____________
- 204.00
-199.00
______ ______ - _____ ______ ______ ______
199.00 - __________ __________ __________ __________ __________ __________
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers
220.00
216.00
212.00
208.00
204.00
Elev. (ft)
220.00
216.00
212.00
208.00
204.00
storm Sewer Frome Proj. file: Storm Line C.stm
1-. .-
50
200.00 ' I I I I I I 1 200.00 0 10 20 30 40 50 60 70 80 90 100
HOL EGL Reach (ft)
Lonii oewerS
Jl'!L
uutraui
I Project File: LINE L.stm I Number of lines: 5 1 Date: 10/30/2015 I
Storm Sewers v1U.4U
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
------.--:oeff loss
Invert H Depth Area Vel Val EGL Sf Invert HGL Depth Area Val Vol EGL Sf Ave Enrgy
dcv, elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft!s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft.Is) (ft) (ft) (%) (%) (ft) (K) (ft)
1 8 2.36 181.26 181.90 0.64 0.35 6.83 0.73 182.63 3.348 10.810 181.37 182.31 0.67 0.35 6.76 0.71 183.02 3.819 3.583 0.387 1.00 0.71
2 8 1.10 181.37 183.02 0.67 0.35 3.15 0.15 183.17 0.830 102.25 182.39 183.87 0.67 0.35 3.15 0.15 184.02 0.830 0.830 0.848 0.48 0.07
3 6 1.10 182.56 183.94 0.50 0.20 5.60 0.49 184.43 3.850 52.840 183.09 185.97 0.50 0.20 5.60 0.49 186.46 3.849 3.849 2.034 0.52 0.25
4 6 1.10 183.09 186.23 0.50 0.20 5.60 0.49 186.72 3.850 76.460 186.91 189.17 0.50 0.20 5.60 0.49 189.66 3.849 3.849 2.943 1.00 0.49
5 6 1.27 181.54 183.02 0.50 0.20 6.45 0.65 183.66 5.100 9.660 185.87 186.36j 0.49** 0.20 6.49 0.65 187.01 4.538 4.819 n/a 1.00 0.65
LINE L Number of lines: 5 Run Date: 10/30/2015
Notes: ** Critical depth.; j-Line contains hyd. jump. ; C = cir e = ellip b = box
Lorm 6
~ MARK t I ic rd 'roj. .INE_.n
8cE C O. CctO.E 0
- ' ,....
-'
C..1 - - c
?— l) 0oicu
0
CD Elev.(ft) 8j i!02 U2
6 El C3 .jjj t 5 IUW
.E> SE>> in O..S wO.E U3 w Ir in
203.00 - - ________ __________ ___________ ___________ _____ — ___________ ______ — __________ ___________ _______ — - 203.00
198.00 - - ________ _________ __________ __________ _____ - __________ ______ — __________ __________ ______ - - 198.00
193.00 - - — __________ ______ - __________ __________ ______ — - 193.00
188.00 - ___ ______ ___ ___ ___ - 188.00
183.00 - . ___
— - ___ - 183.00
------ ___________
- -_at _ .MLI
I -ijj
1-00%
7
00%
178.00 -
1U.1U 1-b1.UCYo —178.00
0 25 50 75 100 125 150 175 200 225 250
HGL - EGL Reach (ft)
Storm Si
storm sewer Prome Proj. file: LINE L.stm
19 10 -
pO.S 0
10 20 30 40 50 60 70 80 90
HGL EGL Reach (ft)
178.00
0
198.00
194.00
190.00
186.00
182.00
178.00
100
-
torm sewers
Elev. (ft)
198.00
194.00
190.00
186.00
182.00
.JIM
Project File: LINE M.stm Number of lines: 5 I Date: 1013012015
Storm Sewers vi 0.40
Page I Hydraulic Grade Line Computations
Line Size Q Downstream Len Upstream Check JL Minor
oeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL St Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (if) (ft) (sqft) (ftls) (if) (ft) (%) (ft) (if) (ft) (if) (sqft) (ftls) (ft) (ft) (%) (%) (if) (K) (ft)
1 8 2.08 183.04 183.67 0.63 0.34 6.08 0.58 184.25 2.566 26.230 183.30 184.42 0.67 0.35 5.96 0.55 184.97 2.966 2.766 0.726 0.72 0.40
2 8 2.08 183.30 184.82 0.67 0.35 5.96 0.55 185.37 2.967 82.140 184.12 187.25 0.67 0.35 5.96 0.55 187.81 2.966 2.967 2.437 0.40 0.22
3 8 0.93 183.87 187.48 0.67 0.35 2.66 0.11 187.59 0.593 41.810 184.29 187.72 0.67 0.35 2.66 0.11 187.83 0.593 0.593 0.248 0.40 0.04
4 8 0.93 184.29 187.77 0.67 0.35 2.66 0.11 187.88 0.593 114.64 185.44 188.45 0.67 0.35 2.66 0.11 188.56 1
188.84
0.593 0.593 0.39 0.04
5 8 0.93 185.44 188.49 0.67 0.35 2.66 0.11 188.60 0.593 39.620 185.84 188.73 0.67 0.35
1
2.66 0.11 0.593 0.593
10,680
0.235 1.00 0.11
LINE M Number of lines: 5 Run Date: 10/30/2015
c=cir e=ellip b=box
torm 1 10..
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3138 Plan
Project File: Storm Line Estm Number of lines: 4 I Date: 1013012015
rm Se 40
Uti wc rdfflb Pi ,. ...3: S,--.... _ine _._-. n
Cl
CD cO.E c O.E C•2o. 5 O
Elev. (ft)
192.00 192.00
189.00 189.00
186.00 186.00
183.00 183.00
180.00 180.00
177.00 177.00
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
1AiAI U I'RLMA
11 Storm
jEE
; IL:
._ -----_-_
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert H Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cts) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 4.10 180.00 182.00 1.50 1.77 2.32 0.08 182.08 0.153 35.800 180.18 182.05 1.50 1.77 2.32 0.08 182.14 0.152 0.152 0.055 0.45 0.04
2 18 4.10 180.18 182.09 1.50 1.77 2.32 0.08 182.18 0.153 45.200 180.41 182.16 1.50 1.77 2.32 0.08 182.24 0.152 0.152 0.069 0.56 0.05
3 12 3.32 180.42 182.21 1.00 0.79 4.23 0.28 182.49 0.869 76.020 180.80 182.87 1.00 0.79 4.23 0.28 183.15 0.869 0.869 0.661 0.75 0.21
4 12 3.32 180.80 183.08 1.00 0.79 4.23 0.28 183.36 0.869 54.290 181.07 183.55 1.00 0.79 4.23 0.28 183.83 0.869 0.869 0.472 1.00 0.28
Project File: Storm Line E.stm Number of lines: 4 Run Date: 10/30/2015
c=cir e=ellip b=box
torm C, 0.'
iyffl%flaW H. MbpEbtifflF Pee
General Procedure: Hydrafiow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydrafiow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. I The line number being computed. Calculations begin at Line I and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 I Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3/ Col. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18).
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average S9100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +1- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
PL,_ -
LINE F
Outfall
Project File: LINE F.stm Number of lines: 2 I Date: 10130/2015
M Se
H'ydrauUi3rae Line Computations
Line Size Q Downstream Len Upstream Check JL
;oeff
Minor
loss
Invert HGL Depth Area Val Vol EGL St Invert HGL Depth Area Vol Vol EGL Ave Enrgy
elev elev head elev elev elev, head elev
JSf
St loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ttls) (ft) (ft) (%) (ft) (It) (ft) (ft) (sqft) (ILls) (ft) (ft) (%) (%) (It) (K) (ft)
1 12 2.09 180.25 182.00 1.00 0.79 2.66 0.11 182.11 0.345 12.660 180.69 182.04 1.00 0.79 2.66 0.11 182.15 0.344 0.345 0.044 0.70 0.08
2 12 2.09 180.69 182.12 1.00 0.51 2.66 0.11 182.23 0.345 169.94 186.50 187.12j 0.62** 0.51 4.11 0.26 187.38 0.701 0.523 n/a 1.00 0.26
LINE F bar oflines: 2 Run Date: 10/30/2015
Notes: Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box
Storm Sewers vlO.'
storm sewer Prome Proj. file: LINE F.stm
• I- I- I- v.ii'ii
25 50 75 100 125 150 175
HGL EGL Reach (ft)
Elev. (ft)
201.00
196.00
191.00
186.00
181.00
176.00
0
201.00
196.00
191.00
186.00
181.00
-'--- 176.00
200
- _1
à(orm otmuis
LING
Outfall
I Project File: LINE G.stm I Number of lines: 1 1 Date: 10/30/2015 I
Storm Sewers vi 0.40
Hydraulic Grade Line Computations Page 1
Line
-
Size
(in)
Q
(cfs)
Downstream Len
(ft)
Upstream
Invert HGL Depth Area Val Val EGL Sf
elev elev head elev
(ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%)
------;oeff
Check
Ave Enrgy
Sf loss
(%) (ft)
JL
(K)
Minor
loss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Val
(ftls)
Val
head
(ft)
EGL
elev
(ft)
Sf
(%)
1 12 0.78 193.50 195.00 1.00 0.79 0.99 0.02 195.02 0.048 56.470 194.00 195.03 1.00 0.79 0.99 0.02 195.04 0.048 0.048 0.027 1.00 0.02
LINE C Number of lines: I fn Date: 10/30/2015 -
c=cir e=ellip b=box
torm 0..
.,ti 8LMNdFPrdVft roj. INE
Elev.(ft)
C,
c?i'
8u
I.W
Ca 0
C sci
CM C-11
ul 71
- 206.00 206.00 - - _________ ____________ ____________ ____________ ____________ _______ - ____________ ____________ ____________
- 203.00 _______ ____________ ____________ ____________ ____________ 203.00 - _________ ____________ ____________ ____________ ____________
- 200.00 200.00 - - _________ ___________ ___________ ___________ ___________ ____ ___________ ___________ ___________ ___________
—197.00 - 197.00 - - ________ __________ __________ __________ - -
—194.00 - 194.00 - __________ -
—191.00 191.00 -. __________ __________ __________ __________ __________ _________
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers
Date: 10/30/2015
m Se
Ay nrulfflcbraTe Line mputatuons
Line Size Q Downstream Len Upstream Check JL Minor
oeff loss
Invert H Depth Area Vol Vol EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft!s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 12 1.91 221.80 223.00 1.00 0.79 2.44 0.09 223.09 0.289 37.790 221.98 223.11 1.00 0.79 2.44 0.09 223.20 0.289 0.289 0.109 1.00 0.09
LINE H [Number of lines: I Run Date: 10/30/2015
c=cir e=ellip b= box
Storm Sewers vlO.'
storm Sewer Prome Proj. file: LINE H.stm
_____
Elev. (ft)
235.00
232.00
229.00
226.00
223.00
235.00
232.00
229.00
226.00
223.00
220.00 220.00 0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
torm bewers
I
A2 EXHIBIT
-
I
---------------
ADDENDUM 3/05/201
ADDENDUM TO HYDROLOGY STUDY FOR CARLSBAD RANCH PA 5-
MARBRISA PHASE III HOTEL 6 AND TIMESHARE VILLA,
DATED OCTOBER 29, 2015
PREPARED FOR:
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760)431-8500
PREPARED BY:
uml
ENGINEERING
LAWI) RA nAG 'ffRV9SU&)
44ØSTATEPLIa (SCONL CA 92029
PH (760)145-8118 FAX (160)145-1890
EXCEL ENGINEERING
440 STATE PLACE
ESCONDIDO, CA 92029
(760)745-8118
ENGINEER OF WORK:
ROBERT D. DENTINO
RCE 45629
DATE:
MARCH 5, 2020
UPDATED:
08/17/2020
ADDENDUM A 03/05/20
This report is an addendum to the Hydrology Study for Carlsbad Ranch PA 5- Marbrisa Phase Ill Hotel 3
and Timeshare Villa, dated October 29, 2015, prepared by Excel Engineering (herein referred to as the
"Marbrisa Phase Ill Study).
The Marbrisa Phase Ill Study analyzed phase Ill of the Carlsbad Ranch, Planning Area 5 project which
includes a combination of parking areas, time share villas, swimming pools, landscaping, and hotel
buildings with associated site utility improvements including new storm drains, water and sewer main
extensions, and dry utility runs and/or extensions. The included addendum has been put forth to
analyze new drainage patterns resulting from a design change eliminating a proposed tennis court for
the expansion of the proposed Sheraton Hotel 6. Overall, the DMA for the hotel addition decreased
from 0.594-ac to 0.351-ac with a mitigated Qoo of 1.519-cfs from the previously reported 1.838-cfs in
the Marbrisa Phase Ill Study. The new mitigated Qioo of 1.519-cfs was developed from the unmitigated
Qioo of 1.970-cfs after incorporating a ponding/storage volume of 466-cf as shown in Exhibit E.
Therefore, the hotel expansion results in a more conservative condition and will not affect the outflow
design for the proposed stormwater system located approximately 100-ft northeast of the DMA at node
311 shown on the included post-development hydrology map addendum. See Exhibit E for the
development of the mitigated Qioo.
An analysis of both the pre- and post-development conditions was conducted to ensure appropriate and
relevant data was used for site comparisons. Primarily, the new mitigated and unmitigated post-
development Qioo was compared to that of the post-development Qioo in the Marbrisa Phase Ill Study
indicating a decrease in Q100 as described above. Please see attached exhibits for further details.
Exhibits
*Note: Pre-Development Hydrologic Maps (From Phases 1 & 2) and associated Civil-D calculations were
included in original Marbrisa Phase Ill Study as Attachments C and D.
Exhibit A
Vicinity Map
Exhibit B
Post-Development Hydrologic Map, Marbrisa Phase Ill Study
Post-Development Hydrologic Map, Addendum A
Exhibit C
Civil-D Post-Development Hydrology Calculations, Marbrisa Phase Ill Study
Exhibit D
Civil-D Post-Development Hydrology Calculations, Addendum A
Exhibit E
6-Hour Hydrograph and Mitigated Qioo
EXH I BIT A
Vicinity Map
VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY &
7 :7
.1' NOT TO
SCALE
cd
.
\ \\. RD J CITY OF VISTA
OAD
ALOMAR 1/I?p '
IDDEN '1 \ '\y VALLEY RD. CITY OF
go SAN MARCOS
ALG
7
PACIFIC P, Cos AVE
OCEAN /0
CITY OF ENCINITAS
EXHIBIT B
Figure 1: Post-Development Hydrologic Map, Marbrisa Phase Ill Study
Figure 2: Post-Development Hydrologic Map, Current Design Changes
Figure 3: Post-Development Hydrologic Map, Addendum A
_ - - _ - - - - - - - - - - FIGURE 1: POST—DEVELOPMENT HYDROLOGIC MAP, MARBRISA PHASE III STUDY
Post.D.vslopmsnt Hydrologic Thbury Are Phase HI
Carlsbad Ranch, Planning Area 5 MarBrisa
CARL•AD, CALIFORNIA 4,
GrandGrand Paclftc Rssorts
- - J -
LEGO'C
APPROVED — /
IMD 8
- -
,
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••
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170 IMP -
"
-"-" '",
M P - 4 _. •- -*- --
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4 I
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I -JMP-7 I SUMMARY TABLE — —
. EXCE
S ( ) ( ) .— ( (554 ( ) a ENGINEERING
A 5285 2/725 911 - 5972 - /292! - /917 — c_ — •1 _) 55 5MNc 5/k oaf/ac SRI! 440 STATE PLACE 515 - 1/99 7285 7279 25/9 25- . ESCONDIDA. CA 92029
TEL (760) 745-8118
FAX (760) 745-1890
J p
Post-Development Hydrologic Tributary Areas Phase Ill 'r 270
ADDENDUM A, 03/05/20 21
Carlsbad Ranch, Planning Area 5 MarBrisa '1
CARLSBAD. CALIFORN!A I -
Grand Pacific Resorts IF
0.0 05 MARCH 2020
0 60 /00 /80 010
LEGEM
wAgpc4Qz &øA
E: !
SUMMARY TABLE, ADDENDUM A
CO
I Ilk
- - - - - —
-
. --,.-
'MP3 - -
GRAND PACIFIC DRIVE
00\- -
- — —
L
.:
j:\
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4lqk
C,
--
EXCEJ!!J ENGINEERING
1.50 .5AII( 005 DOCIR 501500 040 STATE PLACE [091920, CA 92029
TEL (760) 745-9160 FAX 760) 745-1890
240
235 777
21304 10
woo
'ZOO 2 -000 —
If '1k
21B —
000 0.3008
ACRES _I2
IF 21900 —i N N//J7 ri 1 1107ZZ6
MR-
/7 L1TTr-L]
t T-DEVELOPMENT DDENDUM A
Post-Development Hydrologic Tributary Areas Phase Ill
ADDENDUM A, 03/05/20
Carlsbad Ranch, Planning Area 5 MarBrisa
CARLSBAD, CALIFORNIA
Grand Pacific Resorts
Date: 05 MARCH 2020 Project Number: 19-111
SUMMARY TABLE
EXIST DEVELOPMENT POST DEl/EL OPEMEN? ADDENDUM A
Q,, (Cr5) AREA (ACRES) Tc (MIN) 0,00 (CFS)
41/776,4 TED J AREA (ACRES,M Tc (YIN)
1.838 0.594 / 4.07 1.519 0.391 J 4.07
LEGEND
H4 TERCOURSL PIP/NO
I4 TERCOURSL SURFACE
SUBAREA BOUNDARY
NODE NUMBER
ELEVA liON
AREA (ACRES)
<-
- - -
— — — — — —
EXCEL
ENGINEERING
[AND PLANNING CIVIL ENGINEERING SURVE1NC
440 STATE PLACE
ESCONDIDO, CA 92029
TEL (760) 745-8118
FAX (760) 745-1890
SCALE 1 "-60'
0 60 120 190 '461
EXHIBIT C
Civil-D Post-Development Hydrology Calculations, Marbrisa Phase Ill Study
Nodes 325, 326, 312, 311
[APPROV(D:]
Upstream point/station elevation = 221.980(Ft.)
Downstream point/station elevation = 221.800 (Ft.)
Pipe length = 50.00(Ft.) Slope = 0.0036 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.864(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.864(CFS)
Normal flow depth in pipe = 8.67(In.)
Flow top width inside pipe = 10.74 (In.)
Critical Depth = 6.98(In.)
Pipe flow velocity = 3.07(Ft/s)
Travel time through pipe = 0.27 mm.
Time of concentration (TC) = 7.98 mm.
+ ++++ ++++.+ ++++++ + +++..+ + +++++++ +++++ +++.+ + +
Process from Point/Station 310.000 to Point/Station 310.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.066(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.98 mm.
Rainfall intensity = 5.066(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 = 1.829(CFS) for 0.586(Ac.)
Total runoff = 3.693(CFS) Total area = 1.157(Ac.)
Process from Point/Station 310.000 to Point/Station 311.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 218.800(Ft.)
Downstream point/station elevation = 213.040 (Ft.)
Pipe length = 228.00(Ft.) Slope = 0.0253 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.693(CFS)
Nearest computed pipe diameter = 12.00 (In.)
Calculated individual pipe flow = 3.693(CFS)
Normal flow depth in pipe = 7.07(In.)
Flow top width inside pipe = 11.81 (In.)
Critical Depth = 9.83(In.)
Pipe flow velocity = 7.68(Ft/s)
Travel time through pipe = 0.49 mm.
Time of concentration (TC) = 8.48 mm.
+++++ + ++++++ +++++ ++++ ++++ + +++ + + ++++ + ++++++++++++++++++++++++ +++++ +
Process from Point/Station 311.000 to Point/Station 311.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 1.157 (Ac.)
Runoff from this stream 3.693(CFS)
Time of concentration = 8.48 mm.
Rainfall intensity = 4.874(In/Hr)
Process from Point/Station 325.000 to Point/Station !326.000
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
100 YR POST-DEVELOPMENT CALC (Outfall A)
APPROVED 4-28-15
Page 12 of 31
Highest elevation = 224.000(Ft.)
Lowest elevation 223.000(Ft.)
Elevation difference = 1.000(Ft.) Slope = 0.885 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.89 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.10 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)]
TC = [1.8*(1.1_0.6300)*( 65.000.5)/( 0.885(1/3)1= 7.10
The initial area total distance of 113.00 (Ft.) entered leaves a
remaining distance of 48.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.95 minutes
for a distance of 48.00 (Ft.) and a slope of 0.89 %
with an elevation difference of 0.42(Ft.) from the end of the top area
Tt = (11.9*length(Mi)3)/(elevation change(Ft.))1".385 *60(min/hr)
= 0.950 Minutes
Tt=[(11.9*0.00913)/( 0.42)]A.385= 0.95
Total initial area Ti = 7.10 minutes from Figure 3-3 formula plus
0.95 minutes from the Figure 3-4 formula = 8.05 minutes
Rainfall intensity (I) = 5.037(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (QKCIA) is C = 0.630
Total initial stream area = 0.179(Ac.)
Process from Point/Station 326.000 to Point/Station 312.000
' IMPROVED CHANNEL TRAVEL TIME
Covered channel
Upstream point elevation = 223.000 (Ft.)
Downstream point elevation = 222.000 (Ft.)
---.
Channel base width 0.500(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Estimated mean flow rate at midpoint of channel = 1.226(CFS)
Manning's 'N' = 0.015
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 1.226(CFS)
Depth of flow = 0.656(Ft.), Average velocity = 3.737(Ft/s)
Channel flow top width = 0.500 (Ft.)
Flow Velocity = 3.74(Ft/s)
Travel time = 0.32 mm.
Time of concentration = 8.37 mm.
Critical depth = 0.570(Ft.)
Adding area flow to channel
Rainfall intensity (I) = 4.912(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 4.912(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.374
for 0.415 (Ac.)
Total area = 0.594 (Ac.)
Depth of flow = 0.930(Ft.), Average velocity 3.954(Ft/s)
Critical depth = 0.750(Ft.)
Process from Point/Station :312.000 to Point/Station 311.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 219.000(Ft.)
Downstream point/station elevation = 213.040 (Ft.)
Slope = 0.0 U5 Mannlng'p N = 0.013
No. of pipes = 1 IMMUMMOMMEWo • I
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
APPROVED Page 13 of 31
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.838(CFS)
Normal flow depth in pipe = 3.91 (In.)
Flow top width inside pipe = 8.92(In.)
Critical Depth = 7.44(In.)
Pipe flow velocity = 9.98 (Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 8.50 mm.
+ +++++ + ++++++ +++++ +++++ + +++++++ ++++++++++++++ +++++ ++++++++ +
Process from Point/Station' '311.000 to Point/Station 311.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.594 (Ac.)
Runoff from this stream 1.838(CFS)
Time of concentration = 8.50 mm.
Rainfall intensity = 4.865(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Br)
1 3.693 8.48 4.874
2 1.838 8.50 4.865
Qmax(1) =
1.000 * 1.000 * 3.693) +
1.000 * 0.997 * 1.838) + = 5.526
Qmax(2) =
0.998 * 1.000 * 3.693) +
1.000 * 1.000 * 1.838) + = 5.525
Total of 2 streams to confluence:
Maximum flow rates at confluence using above data:
5.526 5.525
Area of streams before confluence:
1.157 0.594
Time of concentration -R A74 in.
Effective stream area after confluence = 1.751(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 324.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 213.040(Ft.)
Downstream point/station elevation = 190.000 (Ft.)
Pipe length = 495.00(Ft.) Slope = 0.0465 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.526(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow 5.526(CFS)
Normal flow depth in pipe = 7.54(In.)
Flow top width inside pipe = 11.60(In.)
Critical Depth = 11.28(In.)
Pipe flow velocity = 10.65(Ft/s)
Travel time through pipe = 0.77 mm.
Time of concentration (TC) 9.25 mm.
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
APPROVED Page 14 of 31
EXHIBIT D
Civil-D Post-Development Hydrology Calculations, Addendum A
Hydraulic Calculations: Storm Line B-5
I
San Diego County Rational Hydrology Program
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
Rational Hydrology Study Date: 02/27/20
------------------------------------------------------------------------
********* Hydrology Study Control Information * * * * * * * * * *
Program License Serial Number 6332
Rational hydrology study storm event year is 24.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
Process from Point/Station '401.000 to Point/Station '402.000
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
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
ITha an $N$
Highest elevation = 224.100(Ft.)
Lowest elevation = 223.930(Ft.)
Elevation difference = 0.170(Ft.) Slope = 0.515 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 50.00 (Ft)
for the top area slope value of 0.52 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.45 minutes
TC = [1.8*( 1.1 _C)*distance(Ft.).5)/(% slope A(1/3)]
TC = [l.8*(1.10.8200)*( 50,000A,5)/( 0,515A(1/3)1= 4.45
Calculated TC of 4.446 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
HOTEL 6 ADDENDUrY
1 nn-YRAR POST-T)WRT.OPMP.NT tfll2R/2(
Rainfall intensity (I) = 6.850(In/Hr) for a 24.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
tSbateaiiuniff MET, J
Total initial stream area = 0.050(Ac.)
Process from Point/Station 402.000 to Point/Station 403.000
SUBAREA FLOW ADDITION ****
Calculated TC of 4.446 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 24.0 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
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.45 mm.
Rainfall intensity = 6.850(In/Hr) for a 24.0 year storm
Effective runoff coefficient used for total area
=KCIA)isC=0.820 CA= 0.288
for 030 1(
1(Ac.)
11111111111 11111111111 I I I + 11111 I I I ++++ I I I I I ++++++ 11111111 ++++++++++++
'Process from Point/Station '403.000 to Point/Station' '404.000
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 218.500(Ft.)
Downstream ,oint/station elevation = 216.020(Ft.)
Sloe = 0.0200 Manning's N = 0.013
No. of pipes = 1 •e iiitesl j1tiv U9i,2'))
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.972(CFS)
Normal flow depth in pipe = 6.33(In.)
Flow top width inside pipe = 8.22(In.)
Critical Depth = 7.66(In.)
Pipe flow velocity = 5.94(Ft/s)
Travel time through pipe = 0.35 mm.
Time of concentration (TC) = 4.79 mm.
++++++++++ 1111111111 + I I I i I I 11111111 I I I I I I I I I a I -I—f+++++ ++ I I I 1111111
Process from Point/Station 404.000 to Point/Station, 311.000
'''K PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 216.020(Ft.)
Downstream point/station elevation = 213.040(Ft.)
pengti— Slope = 0.0584 Manning's N = 0.013
HOTEL 6 ADDENDUM I
1 (1A-YF.A R PflST-IWVRT.OPMRNT fl/RI( I
No. of pipes = 1 I)J
Nearest computed pipe diameter = 9 O0(In.)
Calculated individual pipe flow = 1 .972(CFS)
Normal flow depth in pipe = 4.46(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 7.66(In.)
Pipe flow velocity = 9.02(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 4.89 mm.
End of computations, total study area = 0.351 (Ac.)
UNMITIGATED Qioo
SEE EXHIBIT E FOR 6-HR HYDROGRAPH AND MITIGATED Qioo
HOTEL 6 ADDENDUM
l nn-VP AP PncT.npvpT flPMP!..TT (YI1R/If
EXHIBIT E
6-Hour Hydrograph and Q100 Mitigation
Hydraulic Calculations: SD Line B-5
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. vl0.4
Legend
xt Orlain DescnDtion
I Manual HYDROGRAPH FOR IMP-8
2 Reservoir IMP-8, NODE 311
Project: New.gpw Monday, 03/2/2020
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(mm)
Time to
Peak
(mm)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
I
2
Manual
Reservoir
1.970 4
4
244
244
2,640
2,271 1
--
219.20 466
HYDROGRAPH FOR IMP-8
IMP-8, NODE 311
GATED- Q1 I
New.gpw Return Period: 100 Year Monday, 03/2/2020
3 Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v1 0.4
Hyd. No. I
HYDROGRAPH FOR IMP-8
Hydrograph type = Manual Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 4 min Hyd. volume
Monday, 03/2/2020
= 1.970cfs
= 4.07 hrs
= 2,640 cuft
HYDROGRAPH FOR IMP-8
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 1
.-- 0.00
7.0
Time (hrs)
4 Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. v10.4 Monday. 03 / 2 / 2020
Hyd. No. 2
IMP-8, NODE 311
Hydrograph type = Reservoir Peak discharge = 1.519 cfs
Storm frequency = 100 yrs Time to peak = 4.07 hrs
Time interval = 4 min Hyd. volume = 2,271 cuft
Inflow hyd. No. = I - HYDROGRAPH FOR IMP-$.4ax. Elevation = 219.20 ft
Reservoir name = IMP-8 Max. Storage = 466 cuft
Storage Indication method used.
IMP-8, NODE 311
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
I....'
0.0 1.0
2.0 Hyd No. 1 3.0
4.0 To
tal storage used = 466 cuft
- 0.00
7.0
Time (hrs)
Pond Report
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 03/2/2020
Pond No. I - IMP-8
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 218.50 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 218.50 477 0 0
1.00 219.50 1,037 739 739
Culvert! Orifice Structures Weir Structures
[A] (B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 8.00 0.00 0.00 0.00 Crest Len (ft) = 11.00 0.00 0.00 0.00
Span (In) = 8.00 0.00 0.00 0.00 Crest El. (ft) = 219.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 215.00 0.00 0.00 0.00 Weir Type = I -
Length (ft) = 124.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.64 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under Inlet (Ic) and outlet (oc) control. Weir risers checked for orifice conditions (IC) and submergence (a).
Stage! Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 218.50 0.00 - - - 0.00 - - - --- -- 0.000
1.00 739 219.50 2.39oc - --- - 2.37s - - - --- -- 2.374
Storm Line B
8 *.31
6 10
ip
LINE B-4 11 —LINE B-6b
12 —LINE B-6c
LINE B-6d 13
LINE B-6e---- 14
LINE B-6f 15
LINE B-6 16
m4
3 2
_______
LINE B-I LINE B-2
m
(1)1 —i
C)
Project File: Storm Line B_rev2.stm Number of lines: 16 Date: 5/26/2020
Storm Sewers 00.40 1
Storm Sewer Summary Report page I
Line Line ID Flow Line Line Line Invert invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cts) (in) (ft) (ft) (It) (%) (It) (ft) (It) (It) No.
I EXISTING 27.67 30 Cir 75.540 182.99 190.00 9.280 183.79 191.79 0.84 191.79 End Manhole
2 LINE B-2 13.20 18 Cir 40.770 194.48 196.50 4.955 195.29 197.86 0.96 197.86 1 Manhole
3 LINE B-1 8.81 18 Cir 51.140 190.02 190.28 0.508 191.79 192.15* 0.39 192.54 1 Manhole
4 LINE 8-3 5.66 18 Cir 369.770 190.03 209.12 5.163 191.79 210.04 n/a 210.04j I Manhole
5 LINE 8-4 5.66 12 Cir 18.270 209.16 209.75 3.229 210.04 210.69 n/a 210.69 4 None
• Cir 100.820 209.75 212.46 2.688 210.69 213.40 n/a 213.40 5 None
• Cir 50.780 213.04 214.13 2.147 213.47 214.73 n/a 214.73 6 Manhole
8 LINE 8-7 3.69 12 Cir 81.250 212.46 214.72 2.782 213.40 215.54 n/a 215.54j 6 None
9 LINE B-8 3.69 12 Cir 118.930 214.72 218.02 2.775 215.54 218.84 n/a 218.84 8 None
10 LINE B-9 3.69 12 Cir 27.990 218.02 218.80 2.787 218.84 219.62 n/a 219.62 9 Manhole
• • Cir 35.490 214.58 214.93 0.986 215.25* 216.19* 0.22 216.41 7 None
• • Cir 22.490 214.93 215.16 1.023 216.41 217.01* 0.22 217.23 11 None
• Cir 15.460 215.16 215.31 0.970 217.23* 217.64 0.22 217.86 12 None
• Cir 13.560 215.31 215.99 5.015 217.86 218.22* 0.22 218.43 13 None
• • Cir 23.210 215.99 217.15 4.998 218.43* 219.05* 0.22 219.27 14 None
• • Cir 11.010 217.15 217.70 4.995 219.27* 219.56 0.50 220.06 15 Manhole
Water tight jo nts ar to be used for p ropose d 8 inch line. Se grading plans
Storm Line B Number of lines: 16 Run Date: 5/22/2020
NOTES: Return period = 100 Yrs. ; Surcharged (HGL above crown). j - Line contains hyd. jump.
Storm Sewers 00.40
Storm Sewer Inventory Report
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defi June Known 0mg Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet!
Line Length angle Type Q Area Coeff Time El On Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (mm) (ft) (%) (It) (in) (n) (K) (It)
I End 75.540 -94.510 MH 27.67 0.00 0.00 0.0 182.99 9.28 190.00 30 Cir 0.013 1.00 202.00 EXISTING
2 1 40.770 90.000 MH 13.20 0.00 0.00 0.0 194.48 4.95 196.50 18 Cir 0.013 1.00 199.50 LINE B-2
3 1 51.140 -90.000 MH 8.81 0.00 0.00 0.0 190.02 0.51 190.28 18 Cir 0.013 1.00 193.50 LINE B-1
4 1 369.770 0.000 MH 5.86 0.00 0.00 0.0 190.03 5.16 209.12 18 Cir 0.013 1.00 215.70 LINE B-3
5 4 18.270 90.000 None 5.66 0.00 0.00 0.0 209.16 3.23 209.75 12 Cir 0.013 0.44 216.10 LINE B-4
• 5 100.820 -22.500 None 0.00 0.00 0.0 209.75 2.69 212.48 12 Cir 0.013 1.00 217.90
• 6 50.780 90.000 MH 0.00 0.00 0.0 213.04 2.15 214.13 12 Cir 0.013 0.94 219.10 --
8 6 81.250 0.000 None 3.69 0.00 0.00 0.0 212.46 2.78 214.72 12 Cir 0.013 0.75 220.00 LINE B-7
9 8 118.930 45.000 None 3.69 0.00 0.00 0.0 214.72 2.77 218.02 12 Cir 0.013 0.75 224.00 LINE B-8
10 9 27.990 45.000 MH 3.69 0.00 0.00 0.0 218.02 2.79 218.80 12 Cir 0.013 1.00 221.80 LINE B-9
• 7 35.490 67.685 None 0.00 0.00 0.0 214.58 0.99 214.93 8 Cir 0.013 0.44 219.82
• II 22.490 -22.500 None 0.00 0.00 0.0 214.93 1.02 215.16 8 Cir 0.013 0.44 220.17
• 12 15.460 -22.500 None 0.00 0.00 0.0 215.16 0.97 215.31 8 Cir 0.013 0.44 220.53
• 13 13.560 -22.500 None 0.00 0.00 0.0 215.31 5.01 215.99 8 Cir 0.013 0.44 221.25
• 14 23.210 -22.500 None 0.00 0.00 0.0 215.99 5.00 217.15 8 Cir 0.013 0.44 221.60
• 15 11.010 22.500 MH 0.00 0.00 0.0 217.15 5.00 217.70 8 Cir 0.013 1.00 221.96 -
Storm Line B Number of lines: 18 Date: 5/22/2020
Storm Sewers vlO,
Hydraulic Grade Line Computations rage I
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vol Vol EGL Sf
-
Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy
dcv dcv head dcv, Slav elev, head 01ev Sf lose
(in) (cfs) (if) (ft) (ft) (sqft) (ft!s) (if) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (We) (if) (It) (%) (%) (ft) (K) (It)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 30 27.67 182.99 183.79 0.80 1.35 20.43 0.84 184.63 0.000 75.540 190.00 191.79 1.79 3.77 7.35 0.84 192.63 0.000 0.000 n/a 1.00 0.84
2 18 13.20 194.48 195.29 0.81* 0.97 13.62 0.96 196.25 0.000 40.770 196.50 197.86 1.36 1.68 7.85 0.96 198.82 0.000 0.000 n/a 1.00 0.96
3 18 8.81 190.02 191.79 1.50 1.77 4.99 0.39 192.18 0.704 51.140 190.28 192.15 1.50 1.77 4.99 0.39 192.54 0.704 0.704 0.360 1.00 0.39
4 18 5.66 190.03 191.79 1.50 1.13 3.20 0.16 191.95 0.291 369.77 209.12 210.04j 0.92 1.13 5.00 0.39 210.43 0.608 0.449 We 1.00 n/a
5 12 5.66 209.16 210.04 0.88 0.73 7.75 0.84 210.88 0.000 18.270 209.75 210.69 0.94 0.77 7.37 0.84 211.54 0.000 0.000 n/a 0.44 We
• • 209.75 210.69 0.94 0.77 7.37 0.84 211.54 0.000 100.82 212.46 213.40 0.94 0.77 7.37 0.84 214.25 0.000 0.000 n/a 1.00 n/a
• • 213.04 213.47 0.43* 0.32 6.17 0.25 213.72 0.000 50.780 214.13 214.73 0.60 0.49 4.02 0.25 214.98 0.000 0.000 We 0.94 We
8 12 3.89 212.46 213.40 0.94 0.69 4.80 0.45 213.85 0.000 81.250 214.72 215.54j 0.82 0.69 5.37 0.45 215.99 0.000 0.000 n/a 0.75 We
9 12 3.69 214.72 215.54 0.82 0.69 5.37 0.45 215.99 0.000 118.9: 218.02 218.84 0.82 0.69 5.37 0.45 219.29 0.000 0.000 We 0.75 n/a
10 12 3.69 218.02 218.84 0.82 0.69 5.37 0.45 219.29 0.000 27.990 218.80 219.62 0.82 0.69 5.37 0.45 220.07 0.000 0.000 n/a 1.00 n/a
• • 214.58 215.25 0.67* 0.35 5.64 0.50 215.74 2.662 35.490 214.93 216.19 0.67 0.35 5.64 0.50 216.69 2.661 2.661 0.945 0.44 0.22
• • 214.93 218.41 0.67 0.35 5.64 0.50 216.90 2.682 22.490 215.16 217.01 0.67 0.35 5.64 0.50 217.50 2.681 2.661 0.599 0.44 0.22
• • 215.16 217.23 0.67 0.35 5.64 0.50 217.72 2.682 15.460 215.31 217.64 0.67 0.35 5.64 0.50 218.13 2.661 2.661 0.411 0.44 0.22
• • 215.31 217.86 0.67 0.35 5.64 0.50 218.35 2.662 13.560 215.99 218.22 0.67 0.35 5.64 0.50 218.71 2.661 2.661 0.361 0.44 0.22
• • 215.99 218.43 0.67 0.35 5.64 0.50 218.93 2.662 23.210 217.15 219.05 0.67 0.35 5.64 0.50 219.55 2.661 2.661 0.618 0.44 0.22
• • 217.15 219.27 0.67 0.35 5.64 0.50 219.77 2.682 11.010 217.70 219.56 0.87 0.35 5.64 0.50 220.06 2.661 2.661 0.293 1.00 0.50
Storm Line B Number of tines: 16 fn Date: 5/2212020
Notes: * Normal depth assumed.: Critical depth.; j-Line contains hyd. jump. ; C = cir e = ellip b = box
Storm Sewers v1O.
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Appendix I: Forms and Checklists
!sIIIIUI: Form 1-7
Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
Toilet and urinal flushing
Landscape irrigation
Other:
If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
Flushing: (32,388-sf)(9.3 gal/guest)/(200-sf/guest) = 1,510 gallons
(1,510 gal)(1.5 days)/(7.48 gal/cu. ft) = 302.81 cu. ft
Irrigation: 36-hr Mod. Water per Table B.3-3 (Low Plant Water Use)
(390 gal days/acre)(1.95 acres)/(7.48 gal/cu feet) = 404.48 cu ft
Total Demand = 708 Cu. ft.
Calculate the DCV using worksheet B.2-1.
DCV =5.762 (cubic feet) Therefore, 0.25(5,762) = 1.441 cu ft
3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand
than or equal to the DCV? 0.25DCV but less than the full DCV? less than 0.2SDCV?
Yes / Yes /E) E)
C* C*
Harvest and use appears to be Harvest and use may be feasible. Harvest and use is
feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible.
evaluation and sizing calculations sizing calculations to determine
to confirm that DCV can be used feasibility. Harvest and use may only be
at an adequate rate to meet able to be used for a portion of the site,
drawdown criteria, or (optionally) the storage may need to be
upsized to meet long term capture targets
while draining in longer than 36 hours.
Is harvest and use feasible based on further evaluation?
Yes, refer to Appendix E to select and size harvest and use BMPs.
No, select alternate BMPs.
1-26 February 2016
ATTACHMENT Id
Categorization of Infiltration FcasibifitN, Condition Form 1-8
Part 1- Full Infiltration Feasibility Screening Criteria
Would mfihration of the full design volume be feasible from a physical perspective without any
undesirable consequences that cannot be reasonably mitigated
Criteria Screening Question Yes No
Is the estimated reliable infiltration rate below proposed facility locations greater than
1 0.5 inches per hour? The response to this Screening Question shall be based on a X
comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.
Provide basis:
No. Based on the soil classification from the geotechnical investigation
prepared by MTGL for the project (dated February 6, 2020 and revised May
20, 2020), the soils encountered at the site consist of silty sand. Using the
Minnesota Stormwater Manual as a reference, the silty sand soils would have a
infiltration rate of approximately 0.45 inch per hour, and possibly lower for
the locations where the soils also contain chunks of clay.
Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of
geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors)
2 that cannot be mitigated to an acceptable level? The response to this Screening Question x
shall be based on a comprehensive evaluation of the factors presented in Appendix
C.2.
Provide basis:
Groundwater was not encountered in the explorations performed
for the hotel site. The proposed biofiltration basin is considered
located far enough from the existing site slopes as to not present a
significant potential for affecting slope stability. However, we are
concerned with discharging water from infiltration devices directly
adjacent to the building foundations and saturating the soil near
the foundations for extended periods of time.
Criteria Screening Question Yes No
Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of
groundwater contamination (shallow water table, storm water pollutants or other
3 factors) that cannot be mitigated to an acceptable level? The response to this Screening X
Question shall be based on a comprehensive evaluation of the factors presented in
Appendix C.3.
Provide basis:
Yes. As stated in the response for Criterion 2, groundwater was not
encountered in the explorations for the hotel site, and there was no
known evidence of contamination on the site.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Can infiltration greater than 0.5 inches per hour be allowed without causing potential
water balance issues such as change of seasonality of ephemeral streams or increased
4 discharge of contaminated groundwater to surface waters? The response to this X Screening Question shall be based on a comprehensive evaluation of the factors
presented in Appendix C.3.
Provide basis:
Yes. See our response to Criterion 3.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
If all answers to rows I - 4 are "Yes" a full infiltration design is potentially feasible. The
Part 1 feasibility screening category is Full Infiltration
NO Result* If any answer from row 1-4 is "No" infiltration may be possible to some extent but would not
generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2
To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by City Engineer to substantiate findings.
Form 1-8 Page 3 of 4
Part 2— Partial Infiltration vs No Infiltration Feasibility Screening Criteria
Would infiltration of water in any appreciable amount be physically feasible without any negative
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
Do soil and geologic conditions allow for infiltration in any appreciable rate or volume?
5 The response to this Screening Question shall be based on a comprehensive evaluation
of the factors presented in Appendix C.2 and Appendix D. X
Provide basis:
The on-Site soils, by classification, would allow some appreciable infiltration.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Can Infiltration in any appreciable quantity be allowed without increasing risk of
geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors)
6 that cannot be mitigated to an acceptable level? The response to this Screening Question X
shall be based on a comprehensive evaluation of the factors presented in Appendix
C.2.
Provide basis:
See our response to Criterion 2.
Form 1-8 Page 4 of 4
I V I I
Criteria Screening Question Yes No
Can Infiltration in any appreciable quantity be allowed without posing significant risk
for groundwater related concerns (shallow water table, storm water pollutants or other X factors)? The response to this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.3.
Provide basis: Groundwater is not located within approximately 10 feet from the bottom of the proposed basins.
Ground water was not encountered in the explorations performed for the
hotel site. The explorations extended to formational materials. However,
ground water was encountered at a depth of 41 feet in a boring drilled for
MTGL's study performed in 2015 for the overall development of the hotel
site and nearby sites. The boring was located near the intersection of
Cannon Road and Grand Pacific Drive, approximately eight hundred feet
from the hotel site.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Can infiltration be allowed without violating downstream water rights? The response to x 8 this Screening Question shall be based on a comprehensive evaluation of the factors
presented in Appendix C.3.
Provide basis:
Storm water is detained in biofiltration BMPs, then discharged to a
storm drain system that will eventually discharge downstream into the
Agua Hedonia lagoon. Either by infiltration or by surface flow, the
storm water ultimately ends up in the downstream receiving water
and therefore the downstream water rights are not infringed upon.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
If all answers from row 14 are yes then partial infiltration design is potentially feasible. Part 2 The feasibility screening category is Partial Infiltration No infiltration Result* i i i If any answer from row 5-8 s no, then infiltration of any volume s considered to be
infeasible within the drainage area. The feasibility screening category is No Infiltration.
*To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by City Engineer to substantiate findings
ATTACHMENT le
0.59 INCHES
NO
San Diego County
85 th Percentile Isopluvials C.-
L.g.od
cay
Figure B.1-1: 85th Percentile 24-hour lopluvial Map
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0)
A1Ilu.I.Iu. _uIwI1&
I Drainage Basin ID or Name IMP-8
_I1II1I...1
unitless
2 85th Percentile 24-hr Storm Depth 0.59 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C0.90) 11,519 sq-ft
4 Semi-Pervious Surfaces Not Serving as Dispersion Area (Cr0.30) sq-ft
5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C0.10) 3,764 sq-ft
6 Natural Type A Soil Not Serving as Dispersion Area (C0.10) sq-ft
7 Natural Type B Soil Not Serving as Dispersion Area (C0.14) sq-ft
8 Natural Type C Soil Not Serving as Dispersion Area (C0.23)
9 Natural Type D Soil Not Serving as Dispersion Area (Cr0.30) sq-ft
10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No yes/no
11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci0.90) sq-ft
12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci0.30) sq-ft
13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10 sq-ft
14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci0.10) sq-ft
15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci0.14) sq-ft
16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci0.23) sq-ft
17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30 sq-ft
18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 15,283 sq-ft
Initial Runoff Factor for Standard Drainage Areas 0.70 unitless
fI
23
24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 unitless
25 Initial Weighted Runoff Factor 0.70 unitless
26 Initial Design Capture Volume 526 cubic-feet
27 Total Impervious Area Dispersed to Pervious Surface 0 sq-ft
28 Total Pervious Dispersion Area 0 sq-ft
29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a ratio
30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 ratio
31 Runoff Factor After Dispersion Techniques 0.70 unitless
32 Design Capture Volume After Dispersion Techniques 526 cubic-feet
33 Total Tree Well Volume Reduction 0 cubic-feet IMi 34 Total Rain Barrel Volume Reduction 0 cubic-feet
35 Final Adjusted Runoff Factor 0.70 unitless
36 Final Effective Tributary Area 10,698 sq-ft
37 Initial Design Capture Volume Retained by Site Design Elements 0 cubic-feet
38 Final Design Capture Volume Tributary to BMP 526 cubic-feet
No Warning Messages
Automated Worksheet B.3: BMP Performance (V2.0)
111111M11)
I '
tiiiiiiiii.m.
Drainage Basin ID or Name IMP-8 'sq-ft
Ifl
2 Design Infiltration Rate Recommended 0.000 in/hr
3 Design Capture Volume Tributary to BMP 526 cubic-feet
4 Is BMP Vegetated or Unvegetated? Vegetated unitless
5 Is BMP Impermeably Lined or Unlined? Lined unitless
6 Does BMP Have an Underdrain? Underdrain unitless
7 Does BMP Utilize Standard or Specialized Media? Standard unitless
8 Provided Surface Area 750 sq-ft
I1IInmn 9 Provided Surface Ponding Depth 6 inches
10 Provided Soil Media Thickness 18 inches
11 Provided Gravel Thickness (Total Thickness) 21 inches
12 Underdrain Offset 3 inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 1.00 inches
14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless
16 Specialized Soil Media Pore Space for Biofiltration unidess
17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 0 cubic-feet
19 Ponding Pore Space Available for Retention
- 0.00 unitless
20 Soil Media PoreSpaceAvailablefor Retention 0.05 unitless
21 Gravel Pore Space Availablefor Retention(AboveUnderdrain) 0.00 unitless
22 Gravel Pore Space Availablefor Retention(Below Underdrain) 0.40 unitless
23 Effective Retention Depth 2.10 inches
24 Fraction of DCV Retained(Independent of Drawdown Time) 0.25 ratio
25 Calculated RetentionStorage Drawdown Time 120 hours
26 Efficacy of Retention Processes 0.26 ratio
27 Volume Retained by BMP(Considering Drawdown Time) 139 cubic-feet
28 Design Capture Volume Remaining for Biofiltration 387 cubic-feet
29 Max Hydromod Flow Ratethrough Underdrain 0.0488 cfs
30 Max Soil Filtration Rate Allowed by UnderdrainOrifice 2.81 in/hr
31 Soil Media FiltrationRate per Specifications 5.00 in/hr
32 Soil Media Filtration Rateto be usedfor Sizin 2.81 in/hr
33 Depth Biofiltered Over 6 Hour Storm 16.88 inches
34 Ponding Pore Space Availablefor Biofiltration 1.00 unitless
35 Soil Media PoreSpace Availablefor Biofiltration 0.20 unitless
36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 unitless
Effective Depthof Biofiltration Storag 16.80 inches
38 Drawdown Time for Surface Pon din 2 hours IIIIJJ1J_37
39 Drawdown Timefor Effective Biofiltration Depth 6 hours
40 Total Depth Biofiltered 33.68 inches
41 Option I -Biofiher1.50 DCV: Target Volume 581 cubic-feet
42 OptionI -Provided Biofiftration Volume 581 cubic-feet
43 Option 2 -Store 0.75 DCV: Target Volume 290 cubic-feet
44 Option 2 - Provided Storage Volume 290 cubic-feet
45 Portion of Biofiltration Performance Standard Satisfied 1.00 ratio
46 DoSite DesignElements and BMPs Satisfy Annual Retention Requirements? Yes yes/no
UI1i- 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 ratio
48 Deficit of Effectively Treated Storrnwatei cubic_feet
jNo Warning Messages
ATTACHMENT 2
BACKUP FOR POP HYDROMODIFICATION CONTROL MEASURES
[This is the cover sheet for Attachment 2.]
Indicate which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment 2a Hydromodification Management IZI Included
Exhibit (Required)
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse 21 Exhibit showing project Sediment Yield Areas (WMAA Exhibit drainage boundaries marked on is required, additional analyses are WMAACritical Coarse Sediment optional) Yield Area Map (Required)
See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination
6.2.1 Verification of Geomorphic
Landscape Units Onsite
6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
6.2.3 Optional Additional Analysis
of Potential Critical Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Assessment of Receiving 21 Not performed
Channels (Optional) 0 Included
See Section 6.3.4 of the BMP Design
Manual.
Attachment 2d Flow Control Facility Design and 21 Included
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
0 Underlying hydrologic soil group
Approximate depth to groundwater
D Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
Critical coarse sediment yield areas to be protected (if present)
IZI Existing topography
Li Existing and proposed site drainage network and connections to drainage offsite
lJ Proposed grading
0 Proposed impervious features
Proposed design features and surface treatments used to minimize imperviousness
Point(s) of Compliance (POC) for Hydromodification Management
Existing and proposed drainage boundary and drainage area to each POC (when
necessary, create separate exhibits for pre-development and post-project conditions)
0 Structural BMPs for hydromodification management (identify location, type of BMP,
and size/detail)
ATTACHMENT 2a
I
I