HomeMy WebLinkAboutCT 15-08; Carlsbad Ranch PA 5; Hydrology Study; 2015-10-29Table of Contents
I. Project Overview .............................................................................................................. 3
Purpose .................................................................................................................................................. 3
J,ocation ................................................................................................................................................. 3
Existing Conditions ............................................................................................................................. 3
Proposed facilities ............................................................................................................................... 4
II. Methodology ..................................................................................................................... 4
Hydrology .............................................................................................................................................. 4
Hydraulics .............................................................................................................................................. 4
III. Calculations ...................................................................................................................... 5
Determine the Watershed that the Project Effects ......................................................................... 5
Determine the Runoff Coefficients for the Site .............................................................................. 5
Calculate Q11111 using the Rational Method ......................................................................................... 6
Detention Calculations ........................................................................................................................ 7
Design of Proposed Storm Drain Facilities ..................................................................................... 7
IV. Conclusion ........................................................................................................................ 7
V. Declaration of Responsible Charge ................................................................................. 8
VI. Attachments ........................................................................... Error! Bookmark not defined.
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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 comer 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 7 5-79 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-flltration swale that leads
to the southernmost comer of the project where it is then discharged to a 42" public storm drain.
Outfall-B-Currendy 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 currendy 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 hie-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 slighdy 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, 1 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 oudined in the San Diego County Hydrology Manual 2003 Edition was
followed in this study. The CIVILCADD/CIVILDESIGN 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 proftle. 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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Thus the average C value used to calculate the Q100 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 Q100 for the Post-Developed condition around villas
60-64 was found to be C = .9 *(SO)+ .25 *(SO)= .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 typeD 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 Q10o using the Rational Method
Hydrologic calculations were computed using CivilD based on 2 basins Oabeled 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 ftltration
system. The CivilD printouts of these calculation can be found in Attachment D, & E as part of this
report. The 1 00-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
NODE/OUTFALL QJOo TRIBUTARY
(CFS) AREA (AC)
Node #103 Outfall A 62.85** 21.725**
Node# 103 Outfall B 18.05* 4.360*
*Taken from phase I (Drawing #428-9A).
**Taken from phase II (Drawing #428-9G).
Tc
(MIN)
9.83**
7.33*
POST-DEVELOPMENT
QJOo TRIBUTARY Tc
(CFS) AREA (AC) (MIN)
60.78 22.021 14.67
12.61 4.220 8.84
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....
-
-
Attachment A
Vicinity Map
Attachment B
San Diego County Drainage Manual Graphs and Tables
Soils Group Map
10.0
9.0
8.0
7.0
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i"'s.. ~ ~ l"oo.-.., '!'-too I EQUATION
-g
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, l ..... r--. f' · ~'-1'-"" l 1 1 = 7.44P6D·0.645 I
1""' . ~ ~ ~. I'-"'! !'o 1 I = Intensity (in/hr) I
1 ~ t'l~ I' 1'-J , I P6 = 6-Ho~rPre~ipitation (in)
~ 1 ; 1 r" , \ '-h I"' 1 . D = DuratiOn (m1n) INJ~~J~'-~-H,l ; lj' i !
I I ' ,..., ' 'l' "" : I ' t' 'I' : I .... ,. ' I
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5 6 7 8 9 10 15 20 30 40 50 2 3 4 5 6 Minutes Hours Duration
q.
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5.0 g·
4.5 g
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Intensity-Duration Design Chart· Template
Directions for Application:
( 1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100 yr maps induded
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Application Fonn:
(a) Selected frequency~-year
p
(b) P6 = -~in., p24 = -~ P 6 = -~ %(2l
24
(c) Adjusted P6(2l = __ in.
(d) tx = __ min.
(e) I = __ in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 1 1.5 2 . 2.5 . 3 3.5 4 4.5 5 5.5 6
Duration', I I I I I I I I I I I
5 2.63 .3.95:5.27 6.59 7.90·9.22 10.54 11.86 13.17 14.49 15.81
7 2.12 ;3.18t4.24.5.30:6.36 7.421 8.48' 9.54:10.60:11.66.12.72
.-,.0 1.68'i2.53i3.37: 4.21 :5.05:5.90! 6.74. 7.58' 8.42. 9.27 '10 11
15 1.30 :1.95i2.59 -3.24~·3.89; 4.54; 519. 5.84 ·-6.49'-7.13 :7.78 --20 1:08 --,_62:-2.ts:-2.69:3.23,.3n: 4.31 · 4.85 · 5.39 · 5.93 :·6.46
25 0.93 1.40:1.87:2.33 i2.80i327:·3.73 --4.20 ~ 4.67. 5.13. 5.60
30 0.83 :1.24: 1.66: 2.07:2.49:2.90: 3.32: 3.73: 4.15: 4.56: 4.98
40 0.69 ;1.031 1.38. 1.72 :_2 07:2.41' 2.76 . 3.10 : 3.45 ' 3.79' 4.13
50 0.60 10.90!1.191 1.49 1.79,2.09! 2.39 2.69 2.98 3.28 ·. 3.58 so o.53 :o.8o'1.oo: 1.33:-1.59: 1.s6:·2.12 · 2.39 ·· 2.65 · 2.92 : 3.18
IMi 0.41 i0.61~0.82i 1.02.1.23:1.43:1.63' 1.84. 2.04. 2.25' 2.45
12o 0.34 \o.51:(fsa; ti.85:1:o2tl.t9r1.36' 1.53: 1.10 · 1.87:204
... ,50 0.29 i0.44i0.59i 0.73:0.88) 1,03:1.18: 1.32: 1.47. 1.62' 1.76
--,80 .. o:2s l(f39: o:s2 : o.ss :o. 78: 0.91 ; 1.04 ' 1.18 · 1.31 · 1.44 '-1.57
-·2..0 o.22 lo.33:o:43; o.54 ~-0.65: o.r6 · o.87 · ·o98 ·· 1.oa ·-1.19 · 1.3o
· 300 ·o.19 jo:2aTo.38 :o.47 ).ss 1o.6(-o.7s : o.8s (ti.94 :_1-03 : u3
360 0.17 '0.25! 0.33! 0.42 '0.50 0.58; 0.67 0.75 : 0.84 0.92 ' 1.00
FIGURE ~
San Daego County Hydro[,)gy 'tv[anual
Dak. Junt" ~003
l I i
Tabl~ 3-1
I ! • ! ' •
SectKlO ·
Pag~
Rl}NOFI' COI<:FJ:<'ICIE~'J'S I<'OR t: RRAN AREAS
Land lh;e I Runoff Codfi.:i..:nt ·-c ..
~oil Typl·
:\RCS Elcm~:nt~ Co\lfltv F.lcmcnL-s a o I:\o'IPER. .-'\ 8
\-nda::>rumed :\a tum I T crrain (Natural) Permanent Open Space fl* o.::;n {) 25
Low Den~lty Re~idential (l.DR) R'l!sidentia], I .0 f)O:'A or less 10 o.;7 () .1::!
J,nw [)en.sJty R esidenti~ I (LDR) R~~id.;ntial 2.0 DU!A \lT less ':'(I ... l) 34 () 3~
Low Density Residential (LOR) Residentia], 2.9 Dl}:A or less ::5 0.38 0 -II
Medium f~nsity R~sidential (:viDR) Residential 4.3 DV•A nr lo:ss 30 0 41 0-15
McJmm Dcnstty ResJd.::nt~al CvlDR) Rcstdcntml 7.3 DU/A or less 4(J 0.48 (J5 1
\lcdiwn Dcnstty Residential Cvlf"JR) Restdcntial 10.9 DU/A or less 45 0.52 () :'i4
Medium Dcn.-;tty Residential (\.fDR) R.estdential, 14.5 DC/A or less :"(! 0.55 058
High D~nsity Restdentinl (HDR) Rc!stdential, 24.0 DU/A or less ti:'\ \) 66 () 67
High n~nsity Res1d~ntinl (HDR) R-esidential, 43 .n DU/A or less 8(1 o. 76 ()]7
(\1mmercialilnJw;trial CN C'om) N~ighborhood c._,mmeroeial 80 o. 7(1 1177
Cumm~rcmHndu.strial (G. Com) G .:n~ral C urnm ere 1al 85 0.81J 0.80
Commcrctal'lndu.strial (O.P. Com) Oilicc ProfcssionaliCommcrcial 9(1 0.83 0.84
C'ommcrctal/lndlL-;trial (Lmntcd J) LLmitL~d Industnal 9(1 0.83 1)84
CommcrcmJIJndlL-;trial (Gcn<!ral J ) Gcncrnllndustnal 95 0.87 run
•
c
tJ.3n
ll,36
1)4~
1).45
l.l,4:S
0.54
tl.S7
ll.60
ll.69
tl.Tii
IllS
1).8]
U.84
1).84
run
.1
6 ()f26
D
0, .l5
tl-ll
() 4()
() 49
0 5:2
ll.5 7
() t)l)
0. td
() 71
0 79
() 7')
u.:s:
0.85
0.85
run
*The values assocmt.:d with fl0 o JnlflCI"\'I'>lL<; may be u<J.ed for direct calculatJon of the runoff coe!Ttc1ent as descnhed in Sect1on 3 ] 2 (representmg the pcn'lous runotl
weffit.:ient. Cp. for the St)il type). or for areas that will remain undisturbed in perpetuity Justification 111ust be g.ircm that the area will remain natural forever (e.g .. the <Jrea
1s locat~d m Cit:\ eland :>iatmnal }·urcst).
Dll.'/>. '~ d'"'ellmg umts per acre
1\1\C~ ... 1\mionnl Resources Cons~rration S-ervice
3-6
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://
offices.sc.egov.usda.govllocator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portallnrcs/detaillsoils/contactus/?
cid=nrcs 142p2_ 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
2
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.
3
Contents
Preface .................................................................................................................... 2
How Soil Surveys Are Made .................................................................................. 5
Soil Map .................................................................................................................. ?
Soil Map ................................................................................................................ 8
Legend .................................................................................................................. 9
Map Unit Legend ................................................................................................ 10
Map Unit Descriptions ........................................................................................ 1 0
San Diego County Area, California ................................................................. 12
CbS-Carlsbad gravelly loamy sand, 2 to 5 percent slopes ....................... 12
LeE-Las Flores loamy fine sand, 15 to 30 percent slopes ........................ 13
MIG-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.
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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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MAP LEGEND
Area of Interest (AOI)
D Area of Interest (AOI)
Soils
__J Soil Map Unit Polygons
Soil Map Unit Unes
ll Soil Map Unit Points
Special Point Features
~ Blowout
181 Borrow Pit
• Clay Spot
0 Closed Depression
;x; Gravel Pit . Gravelly Spot ..
Landfill -A Lava Flow
Marsh or swamp
~ Mine or Quarry
0 Miscellaneous Water
0 Perennial Water
y Rock Outcrop
+ Saline Spot .. Sandy Spot . . .
@ Severely Eroded Spot
0 Sinkhole
lt Slide or Slip
p SodicSpot
---
~ Spoil Area
G Stony Spot
4} Very Stony Spot
~ Wet Spot
6 Other
--· Special Une Features
Watar Features
Streams and Canals
Transportation
+-H Rails
,., Interstate Highways
~ USRoutes
Major Roads
Local Roads
Background
• Aerial Photography
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9 --
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at 1 :24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area:
Survey Area Data:
San Diego County Area, California
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.
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Custom Soil Resource Report
Map Unit Legend
San Diego County Area, California (CA638)
Map Unit Symbol Map Unit Name Acres inAOI Percent of AOI
CbB Carlsbad gravelly loamy sand, 2 8.4
to 5 percent slopes
LeE Las Flores loamy fine sand, 15 to 0.4
30 percent slopes
MIC Marina loamy coarse sand, 2 to 18.8
9 percent slopes
Totals for Area of Interest 27.6
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 landform segments that
hav.e similar use and management requirements. The delineation of such segments
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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
CbS-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: 1 0 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
H1 -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 (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: Sandy (1975) (R019XD035CA)
Minor Components
Chesterton
Percent of map unit: 5 percent
Marina
Percent of map unit: 5 percent
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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 flares and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Las Flores
Setting
Landform: Hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from siliceous calcareous sandstone
Typical profile
H1-0 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
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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: D
Ecological site: Claypan (1975) (R019XD061CA)
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 transects 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
H1-0 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
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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: 8
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=nrcs 142p2_ 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=nrcs 142p2 _ 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=nrcs 142p2 _ 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=nrcs 142p2_05337 4
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
deta i 1/nationa Ill and use/ra ngepastu ref? cid =stel prd b 1 043084
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United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs 142p2 _ 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://www.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://
www.nrcs.usda.gov/lnterneUFSE_DOCUMENTS/nrcs142p2_052290.pdf
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Attachment C
Pre-Development Hydrologic Maps (From Phases I and II)
Post-Development Hydrologic Maps
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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 min.
Time of concentration (TC) = 9.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 53.000 to Point/Station 53.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 0.224(Ac.)
Runoff from this stream 0.656(CFS)
Time of concentration
Rainfall intensity =
9.24 min.
4. 611 ( In/Hr)
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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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 50.000A.5)/( 0.530A(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 = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
2.810 Minutes
Tt=[(11.9*0.0288A3)/( 0.81)]A.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= 1.89l(CFS)
Total initial stream area = 0.694(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
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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 =
Rainfall intensity =
Summary of stream data:
10.20 min.
4.324(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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. 8 91) + 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 min.
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 min.
Time of concentration (TC) = 10.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
Time of concentration (TC) = 11.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 58.000 to Point/Station 58.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.186(Ac.)
Runoff from this stream 3.208(CFS)
Time of concentration 11.02 min.
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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 50.000A.5)/( 0.518A(l/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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
2.333 Minutes
Tt=[(ll.9*0.0223A3)/( 0.6l)]A.385= 2.33
Total initial area Ti 7.45 minutes from
2.33 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 4.444(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.677(CFS)
Figure 3-3 formula plus
9.78 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
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 min.
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
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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 min.
Time of concentration (TC) = 9.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
9.79 min.
4.441(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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 4.47l(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 min.
Time of concentration (TC) = 11.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 4.47l(CFS)
Time of concentration 11.26 min.
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
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
0.000
1.000
Initial subarea total flow distance llO.OOO(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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.864A(l/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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.912 Minutes
Tt=[(ll.9*0.0085A3)/( 0.39)]A.385= 0.91
Total initial area Ti 7.16 minutes from
0.91 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.029(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
8.07 minutes
for a 100.0 year storm
(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
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Pipe flow velocity = 5.40(Ft/s)
Travel time through pipe
Time of concentration (TC) =
0.27 min.
8.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 4.922(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 4. 471 11.26 4.059
2 0.783 8.35 4.922
Qmax(l)
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 min.
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 min.
Time of concentration (TC) = 11.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
11.30 min.
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
14.5 DU/A or Less
In Accordance With Figure 3-3
4.00 %, in a development type of
Initial Area Time of Concentration 5.33 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 4.000A(l/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
for a distance of 107.00 (Ft.) and a slope of 4.00 %
0.98 minutes
with an elevation difference of 4.28(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.985 Minutes
Tt=[(ll.9*0.0203A3)/( 4.28)]A.385= 0.98
Total initial area Ti 5.33 minutes from
0.98 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.893(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.79l(CFS)
Figure 3-3 formula plus
6.31 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.213(Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 0.79l(CFS)
Normal flow depth in pipe= 2.04(In.)
Flow top width inside pipe= 9.0l(In.)
Critical Depth= 4.45(In.)
Pipe flow velocity= 8.95(Ft/s)
Travel time through pipe= 0.03 min.
Time of concentration (TC) = 6.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64.000 to Point/Station 64.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.213(Ac.)
Runoff from this stream 0.791(CFS)
Time of concentration = 6.34 min.
Rainfall intensity= 5.876(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 8 of18
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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 min.
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 5.66l(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= ll.Ol(In.)
Pipe flow velocity= 4.42(Ft/s)
Travel time through pipe= 0.61 min.
Time of concentration (TC) = 11.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
0.000
0.000
0.000
1.000
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.792A(1/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.794 Minutes
Tt=[(11.9*0.0068A3)/( 0.29)]A.385= 0.79
Total initial area Ti 7.37 minutes from
0.79 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 4.992(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
8.17 minutes
for a 100.0 year storm
(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.) Manning's 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 min.
Time of concentration (TC) = 8.23 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 4.969(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 5.661 11.91 3.913
2 0.887 8.23 4.969
Qmax(1)
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 min.
Effective stream area after confluence 2.415(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 10 of 18
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Time of concentration (TC) = 11.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 68.000 to Point/Station 68.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 2.415(Ac.)
Runoff from this stream 6.359(CFS)
Time of concentration
Rainfall intensity =
11.94 min.
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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.800A(l/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 = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.096 Minutes
Tt=[(11.9*0.0104A3)/( 0.44)]A.385= 1.10
Total initial area Ti 7.35 minutes from
1.10 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 4.886(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.532(CFS)
Figure 3-3 formula plus
8.44 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.173(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
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 min.
Time of concentration (TC) = 8.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 4.882(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( 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 min.
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 min.
Time of concentration (TC) = 12.52 min.
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 12 of18
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
12.52 min.
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.0~0A.5)/( 0.850A(1/3)]= 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 = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.270 Minutes
Tt=[(11.9*0.0130A3)/( 0.58)]A.385= 1.27
Total initial area Ti 7.20 minutes from
1.27 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 4.876(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
8.47 minutes
for a 100.0 year storm
(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 min.
Time of concentration (TC) = 8.66 min.
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
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 =
Rainfall intensity =
Summary of stream data:
8.66 min.
4.807(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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 min.
Time of concentration (TC) = 12.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
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Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1.000
[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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 1.111A(1/3)]= 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 min.
Time of concentration (TC) = 7.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
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 ofl8
Process from Point/Station 75.000 to Point/Station
**** 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 min.
Time of concentration (TC) = 8.43 min.
76.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 4.889(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 7.255 12.78 3.740
2 3.629 8.43 4.889
Qmax(l)
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 min.
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
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Travel time through pipe
Time of concentration (TC)
0.09 min.
12.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in no~mal stream number 1
Stream flow area= 3.899(Ac.)
Runoff from this stream 10.032(CFS)
Time of concentration
Rainfall intensity =
12.87 min.
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 min. 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 =
Rainfall intensity =
Summary of stream data:
8.50 min.
4.865(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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 =
Depth of flow= 1.717(Ft.), Average velocity=
******* Irregular Channel Data ***********
62.887(CFS)
4.004(Ft/s)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 17 of 18
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' 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 =
Downstream point elevation
Flow length= 320.000(Ft.)
Travel time 1.33 min.
1 7 5 . 7 0 0 ( Ft . )
17 3 • 2 6 0 (Ft. )
Time of concentration= 9.83 min.
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.
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)
1. 717 (Ft.)
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= O.OOO(CFS) for 0.226(Ac.)
Total runoff = 62.846(CFS) Total area = 21.725(Ac.)
4.003(Ft/s)
21.725 (Ac.)
Depth of flow= 1.716(Ft.), Average velocity
End of computations, total study area =
Outfall A Continued
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Page 18 of 18
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2004 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
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 57.8%
2.600
4.500
San Diego hydrology manual 'C' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Highest elevation= 199.000(Ft.)
Lowest elevation= 194.500(Ft.)
139.000 (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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 3.237A(l/3)]= 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 = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.586 Minutes
Tt=[(ll.9*0.0093A3)/( 1.59)]A.385= 0.59
Total initial area Ti 5.43 minutes from
0.59 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 6.083(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.383(CFS)
Figure 3-3 formula plus
6.01 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = O.lOO(Ac.)
Outfall A
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Page I of21
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Time of concentration (TC) = 6.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 0.100(Ac.)
Runoff from this stream 0.383(CFS)
Time of concentration 6.02 min.
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 min. 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 min.
Time of concentration (TC) = 5.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Outfall A
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Rainfall intensity= 6.82l(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 0.383 6.02 6.076
2 45.050 5.03 6.821
Qmax(l)
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 min.
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= 28.3l(In.)
Flow top width inside pipe= 29.5l(In.)
Critical Depth= 26.32(In.)
Pipe flow velocity= 7.6l(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 5.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 6.522(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
A 0.000
B 0.000
c 0.000
D 1.000
Initial subarea total flow distance 204.000 (Ft.)
Outfall A
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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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 2.892A(1/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.172 Minutes
Tt=[(11.9*0.0216A3)/( 3.30)]A.385= 1.17
Total initial area Ti 5.63 minutes from
1.17 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.615(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
6.81 minutes
for a 100.0 year storm
(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 min.
Time of concentration (TC) = 6.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.612(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 45.370
2 0.520
Qmax(1)
1.000 *
1. 000 *
Qmax(2)
0.860 *
1.000 *
Total of 2 streams
5.40 6.522
6.81 5.612
1.000 * 45.370) +
0.792 * 0.520) +
1. 000 * 45.370) +
1.000 * 0.520) +
to confluence:
45.782
39.558
Outfall A
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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 min.
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(In.)
Critical Depth= 26.47(In.)
Pipe flow velocity= 7.60(Ft/s)
Travel time through pipe= 0.19 min.
Time of concentration (TC) = 5.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 2.691A(l/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
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with an elevation difference of 6.38(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
2 .117 Minutes
Tt=[(11.9*0.0449A3)/( 6.38)]A.385= 2.12
Total initial area Ti 5.77 minutes from
2.12 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.106(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.708(CFS)
Figure 3-3 formula plus
7.89 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.220(Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Time of concentration (TC) = 8.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
0.000
0.000
0.000
1.000
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 6.667A(1/3)]= 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
Depth of flow= 0.146(Ft.), Average velocity=
******* 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= 1.77l(Ft/s)
area= 0.693(Sq.Ft)
Froude number= 1.155
Upstream point elevation =
Downstream point elevation
Flow length= 480.000(Ft.)
Travel time 4.52 min.
196.000(Ft.)
190.870(Ft.)
Time of concentration = 9.01 min.
Depth of flow= 0.146(Ft.)
Average velocity= 1.77l(Ft/s)
Total irregular channel flow = 1.228 (CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 1.77l(Ft/s)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
0.000
0.000
0.000
1. 000
1.228 (CFS)
1. 771 (Ft/s)
0.146 (Ft.)
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
2.174(CFS) for 0.748(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
2.267(CFS) Total area=
0.184(Ft.), Average velocity=
0. 768 (Ac.)
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 min.
Time of concentration (TC) = 9.15 min.
Outfall A
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Average
Adding
Decimal
Decimal
velocity of channel(s) =
area flow to channel
fraction soil group A
fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
1.234(Ft/s)
0.000
0.000
0.000
1. 000
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
0.304(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
0. 717 (CFS) for
0.829(CFS) Total area =
0.110(Ft.), Average velocity=
0.331(Ac.)
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 =
Rainfall intensity =
Summary of stream data:
11.63 min.
3.975(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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 min.
Time of concentration (TC) = 9.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Time of concentration (TC) = 10.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
Time of concentration (TC) = 10.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 4.201(In/Hr)
Outfall A
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.820A(l/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.206 Minutes
Tt=[(ll.9*0.0119A3)/( 0.52)]A.385= 1.21
Total initial area Ti 7.29 minutes from
1.21 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 4.867(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
8.49 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Subarea runoff= 0.4ll(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 0.4ll(CFS)
Given pipe size= 12.00(In.)
Calculated individual pipe flow 0.41l(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 min.
Time of concentration (TC) = 8.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 0.4ll(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
8.78 min.
4. 762 (In/Hr)
Outfall A
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Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 12.924 10.67 4.201
2 0.411 8.78 4.762
Qmax(1)
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 min.
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(In.)
Calculated individual pipe ~low 13.286(CFS)
Normal flow depth in pipe= 14.26(In.)
Flow top width inside pipe = 29.96(In.)
Critical Depth= 14.70(In.)
Pipe flow velocity= 5.78(Ft/s)
Travel time through pipe = 0.47 min.
Time of concentration (TC) = 11.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
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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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 1.210A(1/3)]= 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 = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.922 Minutes
Tt=[(11.9*0.0102A3)/( 0.65)]A.385= 0.92
Total initial area Ti 6.40 minutes from
0.92 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.356(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
7.32 minutes
for a 100.0 year storm
(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 min.
Time of concentration (TC) = 7.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
7.45 min.
5.298(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value= 0.630
0.000
0.000
0.000
1.000
Initial subarea total flow distance
Highest elevation= 191.000(Ft.)
Lowest elevation= 189.200(Ft.)
221.000 (Ft.)
Outfall A
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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 = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3))
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.814A(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)A3)/(elevation change(Ft.)))A.385 *60(min/hr)
2.431 Minutes
Tt=[(11.9*0.0295A3)/( 1.27))A.385= 2.43
Total initial area Ti 7.30 minutes from
2.43 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 4.457(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
9.74 minutes
for a 100.0 year storm
(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 min.
Time of concentration (TC) = 9.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
9.74 min.
4.455(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 13.286 11.14
2 0.337 7.45
3 0.702 9.74
Qmax (1)
1.000 * 1. 000 *
0. 771 * 1.000 *
0.917 * 1. 000 *
Qmax(2)
1.000 * 0.668 *
1.000 * 1. 000 *
1. 000 * 0.764 *
Qmax(3)
1. 000 * 0.874 *
4.086
5.298
4.455
13.286) +
0.337) +
0.702) +
13.286) +
0.337) +
0.702) +
13.286) +
14.190
9.756
Outfall A
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0.841 *
1.000 *
1. 000 *
1. 000 *
Total of 3 streams to confluence:
0.337) +
0.702) +
Flow rates before confluence point:
13.286 0.337 0.702
12.604
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 min.
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 min.
Time of concentration (TC) = 11.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
11.39 min.
4.028(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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
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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 min.
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.) Manning's 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 min.
Time of concentration (TC) = 5.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 15.917(Ac.)
Runoff from this stream 53.231(CFS)
Time of concentration
Rainfall intensity =
5.75 min.
6.259 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
0.000
0.000
0.000
1.000
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
14.5 DU/A or Less
1.00 %, in a development type of
In Accordance With Figure 3-3
Initial Area Time of Concentration 6.82 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 1.000A(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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.006 Minutes
Tt=[(ll.9*0.0104A3)/( 0.55)]A.385= 1.01
Outfall A
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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) = 5.13l(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 min.
Time of concentration (TC) = 8.36 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37.000 to Point/Station 38.000
**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.630 given for subarea
Time of concentration= 8.36 min.
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 min.
Time of concentration (TC) = 8.57 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
8.57 min.
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 1.053A(1/3)]= 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
for a distance of 30.00 (Ft.) and a slope of 1.05 %
0.62 minutes
with an elevation difference of 0.32(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.619 Minutes
Tt=[(11.9*0.0057A3)/( 0.32)]A.385= 0.62
Total initial area Ti 6.70 minutes from
0.62 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.356(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.648(CFS)
Figure 3-3 formula plus
7.32 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.192 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Time of concentration (TC) = 7.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 41.000
Outfall A
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**** SUBAREA FLOW ADDITION ****
User specified 'C' value of 0.630 given for subarea
Time of concentration= 7.83 min.
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 min.
Time of concentration (TC) = 8.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
Rainfall intensity= 4.806(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 53.231 5.75
2 2.302 8.57
3 2.168 8.66
Qmax(1)
1. 000 * 1. 000 *
1. 000 * 0. 671 *
1. 000 * 0.664 *
Qmax(2)
0.773 * 1. 000 *
1.000 * 1. 000 *
1. 000 * 0.989 *
Qmax (3)
0.768 * 1.000 *
6. 259
4.840
4.806
53.231) +
2.302) +
2 .168) +
53.231) +
2.302) +
2.168) +
53.231) +
56.216
45.611
Outfall A
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0.993 *
1. 000 *
1.000 *
1. 000 *
Total of 3 streams to confluence:
2.302) +
2.168) +
Flow rates before confluence point:
53.231 2.302 2.168
45.331
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 min.
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 min.
Time of concentration (TC) = 5.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 1.215(Ft.), Average velocity
******* 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 =
Downstream point elevation
Flow length= 488.800(Ft.)
Travel time 2.68 min.
17 9. 2 4 0 (Ft. )
175.700(Ft.)
Time of concentration= 8.51 min.
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.
Average velocity of channel(s) 3.036(Ft/s)
3.036(Ft/s)
1.215 (Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
Outfall A
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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 =
Time of concentration = 8.51 min.
56.216(CFS) is being used
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= O.OOO(CFS) for 0.210(Ac.)
Total runoff= 56.216(CFS) Total area
End of computations, total study area =
17.598(Ac.)
17.598 (Ac.)
Outfall A
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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
English (in-lb) input data Units used
100.0
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.)A.5)/(% slopeA(1/3))
TC = [1.8*(1.1-0.7700)*( 85.000A.5)/( 3.822A(1/3))= 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)A3)/(elevation change(Ft.)))A.385 *60(min/hr)
3.050 Minutes
Tt=[(11.9*0.0860A3)/( 17.35))A.385= 3.05
Total initial area Ti = 3.50 minutes from
3.05 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.754(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 2.570(CFS)
Figure 3-3 formula plus
6.55 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.770
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 CALC (NODES 100 THROUGH 110)
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Upstream point/station elevation =
Downstream point/station elevation
Pipe length 77.37(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 18.00(In.)
184.300(Ft.)
163.540(Ft.)
0.2683 Manning's N
2.570(CFS)
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 min.
Time of concentration (TC) = 6.63 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 102.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
5.708(In/Hr) for a
0.000
1. 000
0.000
0.000
Time of concentration= 6.63 min.
100.0 year storm
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 = 1.016
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 min.
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 of6
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.7700)*( 85.000A.5)/( 3.419A(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 = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.350 Minutes
Tt=[(ll.9*0.0282A3)/( 5.09)]A.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 =
Depth of flow= 0.242(Ft.), Average velocity=
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 7.358(Ft.)
Flow velocity = 4.57(Ft/s)
Travel time = 0.60 min. TC = 5.59 min.
Adding area flow to street
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
6.377(In/Hr)
0.000
1.000
0.000
0.000
for a
2.801(CFS)
4.571(Ft/s)
100.0 year storm
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 of6
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Along Main Stream number: 2 in normal stream number 1
Stream flow area= 0.780(Ac.)
Runoff from this stream 3.922(CFS)
Time of concentration
Rainfall intensity =
5.59 min.
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.7700)*( 85.000A.5)/( 3.671A(1/3)]= 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 = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
3.270 Minutes
Tt=[(11.9*0.0922A3)/( 17.88)]A.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 =
Downstream point/station elevation
Pipe length 195.48(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
177.400(Ft.)
168.330(Ft.)
0.0464 Manning's N
5.354(CFS)
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 min.
Time of concentration (TC) = 7.13 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 107.000
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
Page 4 of6
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E
2 8.705 7.26 5.386
Qmax(l)
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 min.
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 =
Downstream point/station elevation
Pipe length 37.46(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 18.00(In.)
163.210(Ft.)
162.500(Ft.)
0.0190 Manning's N
14.180(CFS)
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 min.
Time of concentration (TC) = 7.33 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
5.354(In/Hr) for a
0.000
100.0 year storm
1.000
0.000
0.000
Time of concentration= 7.33 min.
Rainfall intensity = 5.354(In/Hr) 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.)
4. 360 (Ac.) End of computations, total study area =
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE I
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Attachment E
Civil D Post-Development Hydrology Calculations
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2004 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
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 57.8%
2.600
4.500
San Diego hydrology manual 'C' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.7700)*( 100.000A.5)/( 30.000A(1/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.735 Minutes
Tt=[(11.9*0.0197A3)/( 8.41)]A.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 of13
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel
Manning's '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
Channel flow top width= 6.137(Ft.)
Flow Velocity= 5.65(Ft/s)
Travel time 1.84 min.
Time of concentration = 4.48 min.
Critical depth= 0.844(Ft.)
Adding area flow to channel
Decimal fraction soil group A 0.000
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
1. 000
0.000
0.000
15.857(CFS)
5.653(Ft/s)
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 =
Depth of flow= 0.935(Ft.), Average velocity =
5.310 (Ac.)
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
Rainfall intensity =
4.48 min.
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.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.8000)*( 90.000A.5)/( 4.499A(l/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
4.169 Minutes
Tt=[(ll.9*0.1400A3)/( 33.25)]A.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
... • 1111
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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= 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 =
Rainfall intensity =
Summary of stream data:
7.27 min.
5.380(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 30.050 4.48 7.350
2 3.486 7.27 5.380
Qmax(1)
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 min.
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 min.
Time of concentration (TC) = 4.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
4.51 min.
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8000)*( 90.000A.5)/( 4.440A(1/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
4.238 Minutes
Tt=[(11.9*0.1420A3)/( 33.30)]A.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.) Manning's 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 min.
Time of concentration (TC) = 7.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.820(Ac.)
Runoff from this stream 3.504(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
7.51 min.
5.267(In/Hr)
TC
(min)
Rainfall Intensity
(In/Hr)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page4of 13
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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 min.
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.) Manning's 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 min.
Time of concentration (TC) = 4.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
4.69 min.
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 5 of13
In Accordance With Figure 3-3
Initial Area Time of Concentration 2.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.7700)*( 100.000A.5)/( 7.877A(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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.396 Minutes
Tt=[(11.9*0.0087A3)/( 3.62)]A.385= 0.40
Total initial area Ti 2.99 minutes from
0.40 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 8.816(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
3.38 minutes
for a 100.0 year storm
(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=
Slope or 'Z' of right channel bank=
4.000
4.000
Estimated mean flow rate at midpoint of channel
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
Channel flow top width= 5.773(Ft.)
Flow Velocity = 4.14(Ft/s)
Travel time 2.93 min.
Time of concentration = 6.31 min.
Critical depth= 0.539(Ft.)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
0.000
1.000
0.000
0.000
7.591(CFS)
4.142(Ft/s)
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 =
Depth of flow= 0.646(Ft.), Average velocity=
3.220(Ac.)
4.932(Ft/s)
Critical depth= 0.750(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Outfall B
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Time of concentration (TC) 6.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
6.37 min.
5.857(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 34.302 4.69 7.143
2 14.622 6.37 5.857
Qmax(l)
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 min.
Effective stream area after confluence 10 . 16 0 ( 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 min.
Time of concentration (TC) = 5.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Slope or 'Z' of right channel bank =
Estimated mean flow rate at midpoint
2.000
2.000
of channel
Manning's 'N' = 0.015
Maximum depth of channel
Flow(q) thru subarea =
3.000(Ft.)
45.896(CFS)
45.896(CFS)
Outfall B
TAKEN FROM HYDROLOGY PHASE II
Page 7 of 13
Depth of flow= 1.408(Ft.), Average velocity
Channel flow top width= 7.633(Ft.)
Flow Velocity= 6.77(Ft/s)
Travel time 1.57 min.
Time of concentration= 7.06 min.
Critical depth = 1.578(Ft.)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
0.000
1.000
0.000
0.000
6. 766 (Ft/s)
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
1.621(CFS) for 0.830(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
Critical depth =
46.672(CFS) Total area =
1.419(Ft.), Average velocity=
10.990(Ac.)
6.796(Ft/s)
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= 1Q.990(Ac.)
Runoff from this stream 46.672(CFS)
Time of concentration 7.06 min.
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.7700)*( 100.000A.5)/( 30.000A(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.))]A.385 *60(min/hr)
0.978 Minutes
Tt=[(11.9*0.0142A3)/( 1.50)]A.385= 0.98
Total initial area Ti 1.91 minutes from
0.98 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 9.756(In/Hr)
Effective runoff coefficient used for area
Figure 3-3 formula plus
2.89 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.770
Outfall B
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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 =
Slope or 'Z' of right channel bank =
4.000
4.000
Estimated mean flow rate at midpoint of channel
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
Channel flow top width= 10.247(Ft.)
Flow Velocity= 4.35(Ft/s)
Travel time 2.38 min.
Time of concentration = 5.27 min.
Critical depth= 1.016(Ft.)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
0.000
1.000
0.000
0.000
27.433(CFS)
4.345(Ft/s)
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 =
Depth of flow= 1.370(Ft.), Average velocity=
10 . 3 0 0 ( Ac . )
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 min.
Time of concentration (TC) = 5.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
5.35 min.
6.554(In/Hr)
TC
(min)
Rainfall Intensity
(In/Hr)
Outfall B
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Page 9 of13
1 46.672 7.06 5.484
2 52.530 5.35 6.554
Qmax(1)
1.000 * 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 min.
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 =
Slope or 'Z' of right channel bank =
2.000
2.000
Estimated mean flow rate at midpoint of channel
Manning's 'N' = 0.025
Maximum depth of channel 4.000(Ft.)
Flow(q) thru subarea= 90.65l(CFS)
Depth of flow= 3.740(Ft.), Average velocity
Channel flow top width= 20.958(Ft.)
Flow Velocity = 1.80(Ft/s)
Travel time 2.93 min.
Time of concentration = 9.99 min.
Critical depth= 1.594(Ft.)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value= 0.770
0.000
1.000
0.000
0.000
The area added to the existing stream causes a
a lower flow rate of Q 73.567(CFS)
90.65l(CFS)
1.798(Ft/s)
therefore the upstream flow rate of Q = 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
O.OOO(CFS) for 0.440(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
Critical depth =
90.622(CFS) Total area =
3.739(Ft.), Average velocity=
21.730(Ac.)
1. 798 (Ft/s)
1.594(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 242.000 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
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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 min.
Time of concentration (TC) = 10.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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: 1
Stream flow area= 21.730(Ac.)
Runoff from this stream 90.622(CFS)
Time of concentration = 10.03 min.
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
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(%
TC = [1.8*(1.1-0.7700)*( 100.000A.5)/(
1.91 minutes
slope (1/3) l
30.000A(l/3)]= 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)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
4.901 Minutes
Tt=[(ll.9*0.1790A3)/( 45.67)]A.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) = 5.61l(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 min.
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 min. 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 =
Rainfall intensity =
Summary of stream data:
5.46 min.
6.472(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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
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9.889(Ft.) at the headworks or inlet
Pipe friction loss= 0.720(Ft.)
Minor friction loss= 9.489(Ft.)
Pipe flow velocity= 20.18(Ft/s)
Travel time through pipe 0.01 min.
Time of concentration (TC) 10.04 min.
End of computations, total study area =
of the pipe(s)
K-factor = 1.50
36.890 (Ac.)
Outfall B
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/28/15
PLANNING AREA N0.5 -RESORT SITE PHASE III
100 YEAR STORM EVENT -POST DEVELOPED CALCS
OUTFALL A
FILE:14100POSTA.RD3
********* Hydrology Study Control Information **********
Program License Serial Number 6312
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 57.8%
2. 600
4.500
San Diego hydrology manual 'C' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 99.000(Ft.)
Highest elevation= 217.000(Ft.)
Lowest elevation= 213.500(Ft.)
Elevation difference= 3.500(Ft.) Slope= 3.535%
Top of Initial Area Slope adjusted by User to 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
TC = [1.8*(1.1-C)*distance(Ft.)A.S)/(%
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/(
4.17 minutes
slopeA (1/3)]
8.333A(1/3)]= 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= 0.328(CFS)
Total initial stream area = 0.076(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.100 to Point/Station 301.200
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel 0.576(CFS)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 1 of37
Depth of flow = 0.013(Ft.), Average velocity=
******* 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 24.00 0.00
4 24.00 0.50
Manning's 'N' friction factor 0. 011
Sub-Channel flow 0.576(CFS)
flow top width= 24.000(Ft.)
velocity= 1.870(Ft/s)
area= 0.308(Sq.Ft)
Froude number= 2.908
Upstream point elevation =
Downstream point elevation
Flow length= 95.000(Ft.)
Travel time 0.85 min.
213.500(Ft.)
207.440(Ft.)
Time of concentration = 5.02 min.
Depth of flow= 0.013(Ft.)
Average velocity= 1.869(Ft/s)
Total irregular channel flow = 0. 576 (CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 1.869(Ft/s)
Adding area flow to channel
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value= 0.630
6.833(In/Hr)
0.000
0.000
0.000
1.000
for a
1.869(Ft/s)
0. 013 (Ft.)
100.0 year storm
Rainfall intensity= 6.833(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.120
Subarea runoff =
Total runoff =
Depth of flow =
0.494(CFS) for 0.115(Ac.)
0.822(CFS) Total area=
0.016(Ft.), Average velocity=
0.191(Ac.)
2.155(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.200 to Point/Station 301.300
**** PIPEFLOW TRAVEL TIME (User specified size) ****
204.000(Ft.)
203.270(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 145.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0050 Manning's N
0.822(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 0.822(CFS)
Normal flow depth in pipe= 4.71(In.)
Flow top width inside pipe= 11.72(In.)
Critical Depth= 4.55(In.)
Pipe flow velocity= 2.88(Ft/s)
Travel time through pipe= 0.84 min.
Time of concentration (TC) = 5.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.300 to Point/Station 301.300
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.184(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration= 5.86 min.
100 YR POST-DEVELOPMENT CAlC (OUTFAll A)
10/28/15
Page 2 of37
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Rainfall intensity= 6.184(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.268
Subarea runoff 0.837(CFS) for 0.235(Ac.)
Total runoff= 1.660(CFS) Total area= 0.426(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.300 to Point/Station 302.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
203.270(Ft.)
202.740(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 120.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0044 Manning's N
1.660(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 1.660(CFS)
Normal flow depth in pipe= 7.41(In.)
Flow top width inside pipe= 11.67(In.)
Critical Depth= 6.57(In.)
Pipe flow velocity= 3.26(Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 6.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 302.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 0.426(Ac.)
Runoff from this stream 1.660(CFS)
Time of concentration
Rainfall intensity =
6.47 min.
5.800(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.100 to Point/Station 302.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1.000
[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 58.000(Ft.)
Highest elevation= 214.500(Ft.)
Lowest elevation= 212.350(Ft.)
Elevation difference 2.150(Ft.) Slope= 3.707%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 3.71 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.19 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 3.707A(l/3)]= 5.19
Rainfall intensity (I) = 6.69l(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 0.152(CFS)
Total initial stream area = 0.036(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.200 to Point/Station 302.300
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 3 of37
Estimated mean flow rate at midpoint of channel =
Depth of flow= O.lOO(Ft.), Average velocity=
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
'X' coordinate
0.00
18.00
46.00
'Y' coordinate
0.45
2 0.00
3 0.68
Manning's 'N' friction factor 0.014
Sub-Channel flow 0. 725 (CFS)
flow top width= 8.079(Ft.)
velocity= 1.804(Ft/s)
area= 0.402(Sq.Ft)
Froude number= 1.425
Upstream point elevation= 212.350(Ft.)
Downstream point elevation 209.270(Ft.)
Flow length= 195.000(Ft.)
Travel time 1.80 min.
Time of concentration= 6.99 min.
Depth of flow= O.lOO(Ft.)
Average velocity= 1.804(Ft/s)
Total irregular channel flow= 0.725(CFS)
0. 725 (CFS)
1.804(Ft/s)
Irregular channel normal depth above invert elev. O.lOO(Ft.)
Average velocity of channel(s) 1.804(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.52l(In/Hr) for a 100.0 year storm
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value= 0.630
Rainfall intensity= 5.52l(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.223
1.079(CFS) for 0.318(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
1.23l(CFS) Total area=
0.12l(Ft.), Average velocity=
0.354(Ac.)
2.059(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.300 to Point/Station 302.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
205.000(Ft.)
202.740(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 51.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0443 Manning's N
1.23l(CFS)
0.013
Given pipe size = 12.00(In.)
Calculated individual pipe flow 1.23l(CFS)
Normal flow depth in pipe= 3.29(In.)
Flow top width inside pipe= 10.70(In.)
Critical Depth= 5.62(In.)
Pipe flow velocity= 7.05(Ft/s)
Travel time through pipe= 0.12 min.
Time of concentration (TC) = 7.11 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 302.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area 0.354(Ac.)
Runoff from this stream= 1.23l(CFS)
100 YR POST-DEVELOPMENT CALC (OUTFAll A)
10/28/15
Page4 of37
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Time of concentration= 7.11 min.
Rainfall intensity= 5.460(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 1.660 6.47 5.800
2 1.231 7.11 5.460
Qmax(l)
1.000 * 1.000 * 1.660) +
1.000 * 0. 911 * 1.231) + 2.781
Qmax(2)
0.941 * 1.000 * 1.660) +
1.000 * 1.000 * 1. 231) + 2. 794
Total of 2 streams to confluence:
Flow rates before confluence point:
1.660 1.231
Maximum flow rates at confluence using above data:
2.781 2.794
Area of streams before confluence:
0.426 0.354
Results of confluence:
Total flow rate= 2.794(CFS)
Time of concentration 7.108 min.
Effective stream area after confluence 0.780(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 78.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
202.740(Ft.)
202.340(Ft.)
0.0051 Manning's N
2.794(CFS)
0.013
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
0.374(Ft.) at the headworks or inlet
selected pipe size.
the pipe invert is
of the pipe(s)
Pipe friction loss= 0.479(Ft.)
Minor friction loss= 0.295(Ft.) K-factor = 1. 50
Pipe flow velocity= 3.56(Ft/s)
Travel time through pipe 0.37 min.
Time of concentration (TC) = 7.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 0.780(Ac.)
Runoff from this stream 2.794(CFS)
Time of concentration
Rainfall intensity =
7.47 min.
5.286(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.100 to Point/Station 303.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[HIGH DENSITY RESIDENTIAL
(43.0 DU/A or Less )
0.000
0.000
0.000
1.000
100 YR POST-DEVELOPMENT CALC {OUTFALL A)
10/28/15
Page 5 of37
Impervious value, Ai = 0.800
Sub-Area C Value= 0.790
Initial subarea total flow distance 144.000(Ft.)
Highest elevation= 211.050(Ft.)
Lowest elevation= 207.500(Ft.)
Elevation difference 3.550(Ft.) Slope= 2.465%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 2.46 %, in a development type of
43.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(%
TC = [1.8*(1.1-0.7900)*( 75.000A.5)/(
3.58 minutes
slopeA (1/3)]
2.465A(l/3)]=
Calculated TC of 3.577 minutes is less than 5 minutes,
3.58
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 = 0.790
Subarea runoff= 1.52l(CFS)
Total initial stream area = 0.28l(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.28l(Ac.)
Runoff from this stream 1.52l(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
3.58 min.
6.850(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 2. 794 7.47 5. 286
2 1.521 3.58 6.850
Qmax (1)
1.000 * 1.000 * 2. 794) +
0. 772 * 1.000 * 1. 521) + 3.967
Qmax(2)
1.000 * 0.479 * 2. 794) +
1.000 * 1.000 * 1.521) + 2.858
Total of 2 streams to confluence:
Flow rates before confluence point:
2.794 1.521
Maximum flow rates at confluence using above data:
3.967 2.858
Area of streams before confluence:
0.780 0.281
Results of confluence:
Total flow rate= 3.967(CFS)
Time of concentration 7.473 min.
Effective stream area after confluence 1.06l(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
202.340(Ft.)
201.300(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 48.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0217 Manning's N
3.967(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 3.967(CFS)
Normal flow depth in pipe= 7.80(In.)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 6of37
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Flow top width inside pipe 11.44(In.)
Critical Depth= 10.13(In.)
Pipe flow velocity= 7.34(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 7.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 304.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 1.06l(Ac.)
Runoff from this stream 3.967(CFS)
Time of concentration
Rainfall intensity =
7.58 min.
5.237(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.100 to Point/Station 304.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1. 000
[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 73.000(Ft.)
Highest elevation = 213.000(Ft.)
Lowest elevation= 210.000(Ft.)
Elevation difference 3.000(Ft.) Slope = 4.110 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of
14.5 DU/A or Less
4.11 %, in a development type of
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.28 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3))
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 4.110A(l/3)]= 5.28
Rainfall intensity (I) = 6.613(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 0.187(CFS)
Total initial stream area = 0.045(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.200 to Point/Station 304.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel -
Depth of flow= O.llO(Ft.), Average velocity=
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
2
3
'X' coordinate
0.00
18.00
36.00
'Y' coordinate
0.45
0.00
0.45
Manning's 'N' friction factor 0.014
Sub-Channel flow 0.910(CFS)
flow top width= 8.802(Ft.)
velocity= 1.879(Ft/s)
area= 0.484(Sq.Ft)
Froude number= 1.411
Upstream point elevation = 210.000(Ft.)
0.910(CFS)
1. 878 (Ft/s)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 7 of37
Downstream point elevation= 206.900(Ft.)
Flow length= 207.000(Ft.)
Travel time 1.84 min.
Time of concentration= 7.12 min.
Depth of flow= 0.110(Ft.)
Average velocity= 1.878(Ft/s)
Total irregular channel flow= 0.910(CFS)
Irregular channel normal depth above invert elev. 0.110(Ft.)
Average velocity of channel(s) 1.878(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.455(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 5.455(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.284
1.359(CFS) for 0.405(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
1.546(CFS) Total area =
0.134(Ft.), Average velocity=
0. 450 (Ac.)
2.145 (Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 304.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.450(Ac.)
Runoff from this stream 1.546(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
7.12 min.
5.455(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 3.967 7.58 5.237
2 1.546 7.12 5.455
Qmax (1)
1. 000 * 1. 000 * 3. 967) +
0.960 * 1.000 * 1. 546) + 5.452
Qmax(2)
1.000 * 0.939 * 3.967) +
1.000 * 1.000 * 1. 546) + 5.271
Total of 2 streams to confluence:
Flow rates before confluence point:
3.967 1.546
Maximum flow rates at confluence using above data:
5.452 5.271
Area of streams before confluence:
1.061 0.450
Results of confluence:
Total flow rate= 5.452(CFS)
Time of concentration 7.582 min.
Effective stream area after confluence 1. 511 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 305.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
201.300 (Ft.)
194. 050 (Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 47.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.1543 Manning's N
5.452(CFS)
0.013
Given pipe size= 24.00(In.)
Calculated individual pipe flow 5.452(CFS)
Normal flow depth in pipe= 4.03(In.)
Flow top width inside pipe= 17.94(In.)
Critical Depth= 9.88(In.)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 8 of37
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Pipe flow velocity = 15.66(Ft/s)
0.05 min. Travel time through pipe
Time of concentration (TC) = 7.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 306.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
194.050(Ft.)
193.500(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 105.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0052 Manning's N
5.452(CFS)
0.013
Given pipe size= 24.00(In.)
Calculated individual pipe flow 5.452(CFS)
Normal flow depth in pipe= 9.54(In.)
Flow top width inside pipe= 23.49(In.)
Critical Depth= 9.88(In.)
Pipe flow velocity= 4.69(Ft/s)
Travel time through pipe= 0.37 min.
Time of concentration (TC) = 8.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 306.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.057(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 8.01 min.
Rainfall intensity= 5.057(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.648 CA = 1.609
Subarea runoff 2.686(CFS) for 0.972(Ac.)
Total runoff= 8.137(CFS) Total area= 2.483(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 306.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 2.483(Ac.)
Runoff from this stream 8.137(CFS)
Time of concentration
Rainfall intensity =
8.01 min.
5.057(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.100 to Point/Station 306.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1.000
[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 84.000(Ft.)
Highest elevation= 211.000(Ft.)
Lowest elevation= 208.000(Ft.)
Elevation difference 3.000(Ft.) Slope= 3.571%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 3.57 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.25 minutes
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page9 of37
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 3.571A(l/3)]= 5.25
Rainfall intensity (I) = 6.637(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.213(CFS)
Total initial stream area = 0. 051 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.200 to Point/Station 306.300
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
Depth of flow= 0.078(Ft.), Average velocity=
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
2
3
'X' coordinate
0.00
0.00
26.00
'Y' coordinate
0.50
0.00
0.50
Manning's 'N' friction factor 0.011
Sub-Channel flow 0.533(CFS)
flow top width= 4.034(Ft.)
velocity= 3.407(Ft/s)
area= 0.156(Sq.Ft)
Froude number = 3.048
Upstream point elevation =
Downstream point elevation
Flow length= 161.000(Ft.)
Travel time 0.79 min.
208.000(Ft.)
200.000(Ft.)
Time of concentration = 6.04 min.
Depth of flow= 0.078(Ft.)
Average velocity= 3.407(Ft/s)
Total irregular channel flow = 0.533(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 3.407(Ft/s)
Adding area flow to channel
0.533(CFS)
3.407(Ft/s)
0.078(Ft.)
Rainfall intensity (I) = 6.065(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity= 6.065(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.129
Subarea runoff =
Total runoff =
Depth of flow =
0.566(CFS) for 0.153(Ac.)
0.780(CFS) Total area=
0.089(Ft.), Average velocity=
0.204 (Ac.)
3.746(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.300 to Point/Station 306.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
194.000(Ft.)
193.500(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 57.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0088 Manning's N
0.780(CFS)
0. 013
Given pipe size= 18.00(In.)
Calculated individual pipe flow 0.780(CFS)
Normal flow depth in pipe= 3.43(In.)
Flow top width inside pipe= 14.14(In.)
Critical depth could not be calculated.
Pipe flow velocity= 3.33(Ft/s)
Travel time through pipe 0.29 min.
Time of concentration (TC) = 6.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 306.000
100 YR POST-DEVELOPMENT CAlC (OUTFAll A)
10/28/15
Page 10 of37
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**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.204(Ac.)
Runoff from this stream 0.780(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
6.32 min.
5.887(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 8.137 8.01 5.057
2 0.780 6.32 5.887
Qmax (1)
1.000 * 1.000 * 8. 137) +
0.859 * 1.000 * 0.780) + 8.807
Qmax(2)
1.000 * 0.790 * 8.137) +
1.000 * 1.000 * 0.780) + 7.208
Total of 2 streams to confluence:
Flow rates before confluence point:
8.137 0.780
Maximum flow rates at confluence using above data:
8.807 7.208
Area of streams before confluence:
2.483 0.204
Results of confluence:
Total flow rate= 8.807(CFS)
Time of concentration 8.005 min.
Effective stream area after confluence 2. 687 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
190.280(Ft.)
190. 000 (Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 54.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0052 Manning's N
8.807(CFS)
0.013
Given pipe size= 18.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
0.678(Ft.) at the headworks or inlet
Pipe friction loss= 0.379(Ft.)
Minor friction loss 0.579(Ft.)
Critical depth could not be calculated.
Pipe flow velocity= 4.98(Ft/s)
Travel time through pipe 0.18 min.
Time of concentration (TC) = 8.19 min.
selected pipe size.
the pipe invert is
of the pipe(s)
K-factor = 1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 2.687(Ac.)
Runoff from this stream 8.807(CFS)
Time of concentration = 8.19 min.
Rainfall intensity= 4.984(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 314.000
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 11 of 37
**** 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
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(%
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/(
3.30 minutes
slopeA (1/3)]
16.822A(1/3)]=
Calculated TC of 3.302 minutes is less than 5 minutes,
3.30
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
Depth of flow= 0.201(Ft.), Average velocity=
******* 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 0.014
Sub-Channel flow 2.048(CFS)
flow top width= 12.993(Ft.)
velocity= 2.684(Ft/s)
area= 0.763(Sq.Ft)
Froude number= 1.951
Upstream point elevation =
Downstream point elevation
Flow length= 214.000(Ft.)
Travel time 1.33 min.
222.000(Ft.)
216.000(Ft.)
Time of concentration= 4.63 min.
Depth of flow= 0.201(Ft.)
Average velocity= 2.684(Ft/s)
Total irregular channel flow = 2.048(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 2.684(Ft/s)
Adding area flow to channel
2.048(CFS)
2.684(Ft/s)
0. 201 (Ft.)
Calculated TC of 4.631 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
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 12 of37
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(Q=KCIA) is C = 0.630 CA = 0.516
2.974(CFS) for 0.689(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
3.535(CFS) Total area=
0.229(Ft.), Average velocity=
0.819(Ac.)
3. 007 (Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 316.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
213.070(Ft.)
208.970(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 132.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0311 Manning's N
3.535(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 3.535(CFS)
Normal flow depth in pipe= 6.44(In.)
Flow top width inside pipe= 11.97(In.)
Critical Depth= 9.63(In.)
Pipe flow velocity= 8.23(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 4.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 316.000 to Point/Station 316.000
**** SUBAREA FLOW ADDITION ****
Calculated TC of 4.898 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
Time of concentration= 4.90 min.
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 = 0.671
Subarea runoff
Total runoff =
1.062(CFS) for 0.246(Ac.)
4.596(CFS) Total area= 1.065(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 316.000 to Point/Station 321.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
208.970(Ft.)
203.200 (Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 145.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0398 Manning's N
4.596(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 4.596(CFS)
Normal flow depth in pipe= 7.03(In.)
Flow top width inside pipe= 11.82(In.)
Critical Depth= 10.72(In.)
Pipe flow velocity= 9.62(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 5.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 1.065(Ac.)
Runoff from this stream 4.596(CFS)
Time of concentration
Rainfall intensity =
5.15 min.
6. 722 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
100 VR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 13 of37
Process from Point/Station 317.000 to Point/Station 318.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value= 0.630
0.000
0.000
0.000
1. 000
Initial subarea total flow distance 124.000(Ft.)
Highest elevation= 228.000(Ft.)
Lowest elevation= 224.800(Ft.)
Elevation difference 3.200(Ft.) Slope= 2.581 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.58 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.85 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 2.581A(l/3)]= 5.85
Rainfall intensity (I) = 6.190(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 0.714(CFS)
Total initial stream area = 0.183(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 318.000 to Point/Station 319.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
Depth of flow= 0.096(Ft.), Average velocity=
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
2
3
'X' coordinate
0.00
100.00
200.00
'Y' coordinate
0.50
0.00
0.50
Manning's 'N' friction factor 0.014
Sub-Channel flow 2.820(CFS)
flow top width= 38.358(Ft.)
velocity= 1.533(Ft/s)
area= 1.839(Sq.Ft)
Froude number= 1.234
Upstream point elevation =
Downstream point elevation
Flow length= 293.000(Ft.)
Travel time 3.18 min.
224.800(Ft.)
221.290 (Ft.)
Time of concentration= 9.04 min.
Depth of flow= 0.096(Ft.)
Average velocity= 1.533(Ft/s)
Total irregular channel flow= 2.820(CFS)
2.820(CFS)
1.533(Ft/s)
Irregular channel normal depth above invert elev. 0.096(Ft.)
Average velocity of channel(s) 1.533(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 4.677(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity= 4.677(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.041
Subarea runoff =
Total runoff =
Depth of flow =
4.154(CFS) for 1.469(Ac.)
4.867(CFS) Total area=
0.118(Ft.), Average velocity=
1. 652 (Ac.)
1.757(Ft/s)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 14of37
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 319.000 to Point/Station 320.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 112.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 9.00(In.)
215 . 19 0 ( Ft . )
204.160(Ft.)
0.0985 Manning's N
4.867(CFS)
Calculated individual pipe flow 4.867(CFS)
Normal flow depth in pipe= 6.91(In.)
Flow top width inside pipe= 7.60(In.)
Critical depth could not be calculated.
Pipe flow velocity= 13.36(Ft/s)
Travel time through pipe 0.14 min.
Time of concentration (TC) = 9.18 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 320.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.631(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration= 9.18 min.
Rainfall intensity= 4.631(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.188
Subarea runoff 0.632(CFS) for 0.233(Ac.)
Total runoff= 5.499(CFS) Total area= 1.885(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 321.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
204.160(Ft.)
203.200(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 47.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0204 Manning's N
5.499(CFS)
0.013
Given pipe size= 18.00(In.)
Calculated individual pipe flow 5.499(CFS)
Normal flow depth in pipe= 7.54(In.)
Flow top width inside pipe= 17.76(In.)
Critical Depth= 10.84(In.)
Pipe flow velocity= 7.84(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 9.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 321.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area= 1.885(Ac.)
Runoff from this stream 5.499(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream Flow rate
9.28 min.
4.598(In/Hr)
TC
No. (CFS) (min)
1 4.596 5.15
2 5. 4 99 9.28
Qmax(l)
Rainfall Intensity
( In/Hr)
6.722
4.598
1.000 * 1.000 * 4.596) +
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 15 of37
Qmax(2)
1.000 *
0.684 *
1.000 *
0.555 *
1.000 *
1.000 *
Total of 2 streams to confluence:
5.499) +
4.596) +
5.499) +
Flow rates before confluence point:
4.596 5.499
7.649
8.644
Maximum flow rates at confluence using above data:
7.649 8.644
Area of streams before confluence:
1.065 1.885
Results of confluence:
Total flow rate= 8.644(CFS)
Time of concentration 9.276 min.
Effective stream area after confluence 2. 950 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 50.32(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 12.00(In.)
203.190(Ft.)
201.190(Ft.)
0.0397 Manning's N
8. 644 (CFS)
0.013
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
3.782(Ft.) at the headworks or inlet
selected pipe size.
the pipe invert is
of the pipe(s)
Pipe friction loss= 2.96l(Ft.)
Minor friction loss= 2.82l(Ft.) K-factor = 1. 50
Pipe flow velocity= ll.Ol(Ft/s)
Travel time through pipe 0.08 min.
Time of concentration (TC) = 9.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.574(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 9.35 min.
Rainfall intensity= 4.574(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 2.624
Subarea runoff 3.359(CFS) for 1.215(Ac.)
Total runoff= 12.003(CFS) Total area = 4.165(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 323.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 27.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
201.190(Ft.)
199.500(Ft.)
0.0626 Manning's N
12.003(CFS)
0.013
Given pipe size= 12.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
6.813(Ft.) at the headworks or inlet
Pipe friction loss = 3.063(Ft.)
Minor friction loss = 5.440(Ft.)
Pipe flow velocity= 15.28(Ft/s)
Travel time through pipe 0.03 min.
Time of concentration (TC) = 9.38 min.
selected pipe size.
the pipe invert is
of the pipe(s)
K-factor = 1.50
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 16of 37
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 323.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.565(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 9.38 min.
Rainfall intensity= 4.565(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 2.891
Subarea runoff 1.195(CFS) for 0.424(Ac.)
Total runoff= 13.198(CFS) Total area= 4.589(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
196.500(Ft.)
190.000(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 41.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.1585 Manning's N
13.198(CFS)
0.013
Given pipe size= 18.00(In.)
Calculated individual pipe flow 13.198(CFS)
Normal flow depth in pipe= 6.95(In.)
Flow top width inside pipe= 17.53(In.)
Critical Depth= 16.30(In.)
Pipe flow velocity= 20.98(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 9.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 4.589(Ac.)
Runoff from this stream 13.198(CFS)
Time of concentration = 9.41 min.
Rainfall intensity= 4.555(In/Hr)
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
(14. 5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance 74.000(Ft.)
Highest elevation= 234.000(Ft.)
Lowest elevation= 231.770(Ft.)
Elevation difference 2.230(Ft.) Slope= 3.014 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of
14.5 DU/A or Less
3.01 %, in a development type of
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.56 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 3.014A(1/3)]= 5.56
Rainfall intensity (I) = 6.400(In/Hr) for a 100.0 year storm
100 YR POST-DEVELOPMENT CALC (OUTFAll A)
10/28/15
Page 17 of 37
Effective runoff coefficient used for area (Q=KCIA) is C 0.630
Subarea runoff= 0.194(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 -
Depth of flow= 0.173(Ft.), Average velocity=
******* 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 0.014
Sub-Channel flow 1.103(CFS)
flow top width= 9.006(Ft.)
velocity= 2.445(Ft/s)
area= 0.45l(Sq.Ft)
Froude number= 1.925
Upstream point elevation =
Downstream point elevation
Flow length= 270.000(Ft.)
Travel time 1.84 min.
231.770 (Ft.)
224.000(Ft.)
Time of concentration= 7.40 min.
Depth of flow= 0.173(Ft.)
Average velocity= 2.445(Ft/s)
Total irregular channel flow = 1. 103 (CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 2.445(Ft/s)
Adding area flow to channel
1.103(CFS)
2.445(Ft/s)
0.173(Ft.)
Rainfall intensity (I) = 5.32l(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity= 5.32l(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 =
Total runoff =
Depth of flow =
1. 721 (CFS) for 0. 523 (Ac.)
1.914(CFS) Total area=
0.197(Ft.), Average velocity=
0. 571 (Ac.)
2. 677 (Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 309.000 to Point/Station 310.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
221.980(Ft.)
2 21 . 8 0 0 ( Ft . )
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 50.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0036 Manning's N
1.914(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 1.914(CFS)
Normal flow depth in pipe = 8.86(In.)
Flow top width inside pipe= 10.55(In.)
Critical Depth= 7.08(In.)
Pipe flow velocity= 3.08(Ft/s)
Travel time through pipe= 0.27 min.
Time of concentration (TC) = 7.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 310.000
**** SUBAREA FLOW ADDITION ****
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 18 of37
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--------------~----------------
Rainfall intensity (I) = 5.199(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration= 7.67 min.
Rainfall intensity= 5.199(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.689
Subarea runoff 1.666(CFS) for 0.522(Ac.)
Total runoff= 3.580(CFS) Total area= 1.093(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 311.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
218.800(Ft.)
213.040(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 228.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0253 Manning's N
3.580(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 3.580(CFS)
Normal flow depth in pipe= 6.93(In.)
Flow top width inside pipe= 11.86(In.)
Critical Depth= 9.68(In.)
Pipe flow velocity= 7.63(Ft/s)
Travel time through pipe = 0.50 min.
Time of concentration (TC) = 8.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 1.093(Ac.)
Runoff from this stream 3.580(CFS)
Time of concentration
Rainfall intensity =
8.17 min.
4.993(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 312.000
**** 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 118.000(Ft.)
Highest elevation= 224.000(Ft.)
Lowest elevation= 222.000(Ft.)
Elevation difference 2.000(Ft.) Slope= 1.695 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 1.70 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 6.35 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 1.695A(l/3)]= 6.35
Rainfall intensity (I) = 5.874(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 1.710(CFS)
Total initial stream area = 0. 4 62 (Ac.)
100 YR POST-DEVELOPMENT CALC {OUTFALL A)
10/28/15
Page 19 of 37
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/Station 311.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 74.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
219.000(Ft.)
213.040(Ft.)
0.0805 Manning's N
1.710(CFS)
Calculated individual pipe flow 1.710(CFS)
Normal flow depth in pipe= 3.34(In.)
Flow top width inside pipe= 10.76(In.)
Critical Depth= 6.67(In.)
Pipe flow velocity = 9.59(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 6.48 min.
0. 013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 0.462(Ac.)
Runoff from this stream 1.710(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
6.48 min.
5.798(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 3.580 8.17 4.993
2 1. 710 6.48 5.798
Qmax (1)
1.000 * 1.000 * 3.580) +
0.861 * 1.000 * 1. 710) + 5.052
Qmax(2)
1.000 * 0.793 * 3.580) +
1.000 * 1.000 * 1. 710) + 4.549
Total of 2 streams to confluence:
Flow rates before confluence point:
3.580 1.710
Maximum flow rates at confluence using above data:
5.052 4.549
Area of streams before confluence:
1.093 0.462
Results of confluence:
Total flow rate= 5.052(CFS)
Time of concentration 8.165 min.
Effective stream area after confluence 1. 555 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
213.040(Ft.)
190.000(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 495.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0465 Manning's N
5.052(CFS)
0.013
Given pipe size= 18.00(In.)
Calculated individual pipe flow 5.052(CFS)
Normal flow depth in pipe= 5.78(In.)
Flow top width inside pipe= 16.81(In.)
Critical Depth= 10.38(In.)
Pipe flow velocity= 10.33(Ft/s)
Travel time through pipe= 0.80 min.
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 20of37
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Time of concentration (TC) 8.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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: 3
Stream flow area= 1.555(Ac.)
Runoff from this stream 5.052(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
8.96 min.
4. 701 (In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(ln/Hr)
1 8.807 8. 19 4.984
2 13.198 9.41 4.555
3 5.052 8.96 4.701
Qmax (1)
1.000 * 1.000 * 8.807) +
1.000 * 0.870 * 13.198) +
1.000 * 0.913 * 5.052) + 24.897
Qmax(2)
0.914 * 1.000 * 8.807) +
1. 000 * 1.000 * 13.198) +
0. 969 * 1.000 * 5.052) + 2 6. 141
Qmax(3)
0.943 * 1.000 * 8.807) +
1.000 * 0.952 * 13.198) +
1.000 * 1.000 * 5.052) + 25.926
Total of 3 main streams to confluence:
Flow rates before confluence point:
8.807 13.198 5.052
Maximum flow rates at confluence using above data:
24.897 26.141 25.926
Area of streams before confluence:
2.687 4.589 1.555
Results of confluence:
Total flow rate = 25.926(CFS)
Time of concentration 8.964 min.
Effective stream area after confluence 8. 831 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 233.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
190.000(Ft.)
182.830(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 75.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0956 Manning's N
25.926 (CFS)
0.013
Given pipe size= 30.00(In.)
Calculated individual pipe flow 25.926(CFS)
Normal flow depth in pipe= 9.20(In.)
Flow top width inside pipe= 27.67(In.)
Critical Depth= 20.84(In.)
Pipe flow velocity= 20.29(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 9.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 233.000
100 YR POST-DEVELOPMENT CALC {OUTFALL A)
10/28/15
Page 21 of37
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 8.83l(Ac.)
Runoff from this stream 25.926(CFS)
Time of concentration = 9.03 min.
Rainfall intensity= 4.680(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 231.000 to Point/Station 231.100
**** 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 141.000(Ft.)
Highest elevation= 230.600(Ft.)
Lowest elevation= 225.000(Ft.)
Elevation difference 5.600(Ft.) Slope= 3.972 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of
14.5 DU/A or Less
3.97 %, in a development type of
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.07 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 3.972A(l/3)]= 5.07
Rainfall intensity (I) = 6.79l(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 2.340(CFS)
Total initial stream area = 0.547(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 231.100 to Point/Station 229.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel -
Depth of flow= 0.162(Ft.), Average velocity=
******* 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 28.00 0.50
Manning's 'N' friction factor 0.014
Sub-Channel flow 3.118(CFS)
flow top width= 9.095(Ft.)
velocity= 4.222(Ft/s)
area= 0.739(Sq.Ft)
Froude number= 2.611
Upstream point elevation =
Downstream point elevation
Flow length= 688.000(Ft.)
225. 000 (Ft.)
193.300(Ft.)
Travel time 2.72 min.
Time of concentration= 7.78
Depth of flow= 0.162(Ft.)
Average velocity=· 4.222(Ft/s)
Total irregular channel flow =
min.
3.118(CFS)
3.118 (CFS)
4.222(Ft/s)
100 YR POST-DEVElOPMENT CALC (OUTFALL A)
10/28/15
Page 22 of37
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Irregular channel normal depth above invert elev. 0.162(Ft.)
Average velocity of channel(s) 4.222(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 5.149(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity= 5.149(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.740
1.47l(CFS) for 0.628(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
3.812(CFS) Total area=
0.175(Ft.), Average velocity=
1. 175 (Ac.)
4.439(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 230.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
185.320(Ft.)
18 4 . 6 7 0 ( Ft . )
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 15.85(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0410 Manning's N
3.812(CFS)
0.013
Given pipe size= 18.00(In.)
Calculated individual pipe flow 3.812(CFS)
Normal flow depth in pipe= 5.16(In.)
Flow top width inside pipe= 16.28(In.)
Critical Depth= 8.96(In.)
Pipe flow velocity= 9.ll(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 7.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.)
Runoff from this stream 3.812(CFS)
Time of concentration
Rainfall intensity =
7.81 min.
5.137 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 231.000 to Point/Station 231.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1.000
[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 159.000(Ft.)
Highest elevation= 230.600(Ft.)
Lowest elevation= 225.000(Ft.)
Elevation difference 5.600(Ft.) Slope = 3.522 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 3.52 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.28 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3))
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 3.522A(1/3))= 5.28
Rainfall intensity (I) = 6.618(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 0.554(CFS)
Total initial stream area = 0. 133 (Ac.)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 23 of 37
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Rainfall intensity= 4.854(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 3.812 7.81 5.137
2 2.477 8.53 4.854
Qmax(1)
1.000 * 1.000 * 3.812) +
1.000 * 0.916 * 2.477) + 6.080
Qmax(2)
0.945 * 1.000 * 3.812) +
1.000 * 1.000 * 2.477) + 6.078
Total of 2 streams to confluence:
Flow rates before confluence point:
3.812 2.477
Maximum flow rates at confluence using above data:
6.080 6.078
Area of streams before confluence:
1.175 0.806
Results of confluence:
Total flow rate= 6.080(CFS)
Time of concentration 7.813 min.
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) ****
184. 67 0 (Ft.)
182.990(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 115.65(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0145 Manning's N
6.080(CFS)
0.013
Given pipe size= 24.00(In.)
Calculated individual pipe flow 6.080(CFS)
Normal flow depth in pipe= 7.70(In.)
Flow top width inside pipe= 22.4l(In.)
Critical Depth= 10.46(In.)
Pipe flow velocity= 6.99(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 8.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 6.080(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
8.09 min.
5.023(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 25.926 9.03 4.680
2 6.080 8.09 5.023
Qmax (1)
1.000 * 1.000 * 25.926) +
0.932 * 1.000 * 6.080) + 31.591
Qmax(2)
1.000 * 0.896 * 25.926) +
100 YR POST-DEVELOPMENT CALC (OUTFAll A)
10/28/15
Page 25 of 37
1.000 * 1.000 * 6.080) + 29.314
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.926 6.080
Maximum flow rates at confluence using above data:
31.591 29.314
Area of streams before confluence:
8.831 1.981
Results of confluence:
Total flow rate= 31.59l(CFS)
Time of concentration 9.026 min.
Effective stream area after confluence 10.812(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 101.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
182.990(Ft.)
180.860(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 200.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0106 Manning's N
31.59l(CFS)
0.013
Given pipe size = 30.00(In.)
Calculated individual pipe flow 31.59l(CFS)
Normal flow depth in pipe= 19.3l(In.)
Flow top width inside pipe= 28.73(In.)
Critical Depth= 22.97(In.)
Pipe flow velocity= 9.45(Ft/s)
Travel time through pipe = 0.35 min.
Time of concentration (TC) = 9.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 10.812(Ac.)
Runoff from this stream 31.59l(CFS)
Time of concentration
Rainfall intensity =
9.38 min.
4.566(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 min. Rain intensity= 6.08(In/Hr)
Total area= O.lOO(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 =
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
6.02 min.
6.077(In/Hr)
TC
(min)
Rainfall Intensity
( In/Hr)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 26of37
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1 31.591 9.38 4.566
2 0.383 6.02 6.077
Qmax (1)
1.000 * 1.000 * 31.591) +
0.751 * 1.000 * 0.383) + 31.878
Qmax (2)
1.000 * 0.642 * 31.591) +
1.000 * 1.000 * 0.383) + 20.661
Total of 2 streams to confluence:
Flow rates before confluence point:
31.591 0.383
Maximum flow rates at confluence using above data:
31.878 20.661
Area of streams before confluence:
10.812 0.100
Results of confluence:
Total flow rate= 31.878(CFS)
Time of concentration 9.379 min.
Effective stream area after confluence 10.912 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
180.860(Ft.)
180.160(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 166.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0042 Manning's N
31.878(CFS)
0.013
Given pipe size= 36.00(In.)
Calculated individual pipe flow 31.878(CFS)
Normal flow depth in pipe= 22.97(In.)
Flow top width inside pipe= 34.60(In.)
Critical Depth= 21.97(In.)
Pipe flow velocity= 6.70(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 9.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 10.912(Ac.)
Runoff from this stream 31.878(CFS)
Time of concentration
Rainfall intensity =
9.79 min.
4.441(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 min. Rain intensity= 5.61(In/Hr)
Total area= 0.157(Ac.) Total runoff= 0.520(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 27 of 37
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
0.520(CFS)
6.81 min.
5.613(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 31.878 9. 79 4.441
2 0.520 6.81 5.613
Qmax(l)
1. 000 * 1.000 * 31.878) +
0.791 * 1. 000 * 0.520) + 32.290
Qmax(2)
1.000 * 0.696 * 31.878) +
1.000 * 1.000 * 0. 520) + 22.691
Total of 2 streams to confluence:
Flow rates before confluence point:
31.878 0.520
Maximum flow rates at confluence using above data:
32.290 22.691
Area of streams before confluence:
10.912 0.157
Results of confluence:
Total flow rate = 32.290 (CFS)
Time of concentration 9.792 min.
Effective stream area after confluence 11.069(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
180.160(Ft.)
179.780(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 91.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0042 Manning's N
32.290(CFS)
0.013
Given pipe size= 36.00(In.)
Calculated individual pipe flow 32.290(CFS)
Normal flow depth in pipe= 23.25(In.)
Flow top width inside pipe= 34.43(In.)
Critical Depth= 22.13(In.)
Pipe flow velocity= 6.69(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 10.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 11.069(Ac.)
Runoff from this stream 32.290(CFS)
Time of concentration 10.02 min.
Rainfall intensity= 4.376(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) = 5.018(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 8.10 min. Rain intensity= 5.02(In/Hr)
Total area= 0.220(Ac.) Total runoff= 0.708(CFS)
100 YR POST-DEVELOPMENT CALC {OUTFALL A)
10/28/15
Page 28 of37
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
8.10 min.
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 min. 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 =
Rainfall intensity =
Summary of stream data:
11. 39 min.
4.028(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 32.290 10.02 4.376
2 0.708 8.10 5.018
3 14.190 11.39 4.028
Qmax (1)
1.000 * 1.000 * 32.290) +
0.872 * 1.000 * 0.708) +
1.000 * 0.880 * 14.190) + 45.388
Qmax(2)
1.000 * 0.809 * 32.290) +
1.000 * 1.000 * 0. 708) +
1.000 * 0.711 * 14.190) + 3 6. 906
Qmax (3)
0.921 * 1.000 * 32.290) +
0.803 * 1.000 * 0.708) +
1.000 * 1.000 * 14.190) + 44.483
Total of 3 streams to confluence:
Flow rates before confluence point:
32.290 0.708 14.190
Maximum flow rates at confluence using above data:
45.388 36.906 44.483
Area of streams before confluence:
11.069 0.220 5.290
Results of confluence:
Total flow rate = 45.388(CFS)
Time of concentration 10.018 min.
Effective stream area after confluence 16.579(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 29 of 37
17 9 . 7 8 0 ( Ft . )
179.430(Ft.)
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 84.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0042 Manning's N
45.388(CFS)
0.013
Given pipe size = 48.00(In.)
Calculated individual pipe flow 45.388(CFS)
Normal flow depth in pipe= 23.70(In.)
Flow top width inside pipe= 48.00(In.)
Critical Depth= 24.19(In.)
Pipe flow velocity= 7.34(Ft/s)
Travel time through pipe= 0.19 min.
Time of concentration (TC) = 10.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 16.579(Ac.)
Runoff from this stream 45.388(CFS)
Time of concentration
Rainfall intensity =
10.21 min.
4. 323 (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 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 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 5.97 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 2.041A(1/3)]= 5.97
Rainfall intensity (I) = 6.113(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff= 0.304(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
Depth of flow= 0.286(Ft.), Average velocity=
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
2
3
4
'X' coordinate
0.00
0.00
1.00
1.00
'Y' coordinate
0.50
0.00
0.00
0.50
0.742(CFS)
2.595(Ft/s)
100 YR POST-DEVELOPMENT CALC {OUTFAll A)
10/28/15
Page 30 of37
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Manning's 'N' friction factor = 0.013
Sub-Channel flow 0.742(CFS)
flow top width= l.OOO(Ft.)
velocity= 2.595(Ft/s)
area= 0.286(Sq.Ft)
Froude number= 0.855
Upstream point elevation =
Downstream point elevation
Flow length= 122.000(Ft.)
Travel time 0.78 min.
195.000(Ft.)
194.390(Ft.)
Time of concentration= 6.75 min.
Depth of flow= 0.286(Ft.)
Average velocity= 2.595(Ft/s)
Total irregular channel flow = 0.742(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 2.595(Ft/s)
Adding area flow to channel
0.286(Ft.)
Rainfall intensity (I) = 5.645(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Rainfall intensity= 5.645(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.592 CA = 0.194
0.792(CFS) for 0.249(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
1.096(CFS) Total area=
0.378(Ft.), Average velocity=
0.328(Ac.)
2.902(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 332.000 to Point/Station 333.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 232.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
186.740(Ft.)
181.370(Ft.)
0.0231 Manning's N
1.096(CFS)
Calculated individual pipe flow 1.096(CFS)
Normal flow depth in pipe = 3.66(In.)
Flow top width inside pipe = 11.05(In.)
Critical Depth= 5.29(In.)
Pipe flow velocity= 5.4l(Ft/s)
Travel time through pipe= 0.72 min.
Time of concentration (TC) = 7.46 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 333.000 to Point/Station 333.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.290(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Time of concentration= 7.46 min.
Rainfall intensity= 5.290(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.585 CA = 0.446
Subarea runoff 1.266(CFS) for 0.435(Ac.)
Total runoff= 2.362(CFS) Total area= 0.763(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 333.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 13.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
181.370(Ft.)
179.430(Ft.)
0.1492 Manning's N
2.362(CFS)
0.013
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 31 of37
Calculated individual pipe flow 2.362(CFS)
Normal flow depth in pipe= 3.36(In.)
Flow top width inside pipe= 10.78(In.)
Critical Depth= 7.89(In.)
Pipe flow velocity= 13.10(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 7.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 2.362(CFS)
Time of concentration
Rainfall intensity =
7.48 min.
5.283(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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.5800)*( 80.000A.5)/( 1.596A(1/3)]= 7.16
Rainfall intensity (I) = 5.432(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.580
Subarea runoff= 0.416(CFS)
Total initial stream area = 0.132(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 339.000 to Point/Station 337.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
Depth of flow= 0.357(Ft.), Average velocity=
******* 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. 681 (CFS)
flow top width= 0.500(Ft.)
velocity= 3.808(Ft/s)
area = 0.179(Sq.Ft)
0.681(CFS)
3.808(Ft/s)
100 YR POST-DEVELOPMENT CALC (OUTFAll A)
10/28/15
Page 32 of37
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Froude number = 1.122
Upstream point elevation =
Downstream point elevation
Flow length= 35.000(Ft.)
Travel time 0.15 min.
190.500(Ft.)
190.000(Ft.)
Time of concentration= 7.32 min.
Depth of flow= 0.357(Ft.)
Average velocity= 3.808(Ft/s)
Total irregular channel flow = 0.681(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 3.808(Ft/s)
Adding area flow to channel
0. 357 (Ft.)
Rainfall intensity (I) = 5.359(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Rainfall intensity= 5.359(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= 0.517(CFS) for 0.168(Ac.)
Total runoff= 0.932(CFS) Total area=
Depth of flow= 0.459(Ft.), Average velocity=
0.300(Ac.)
4. 059 (Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 337.000 to Point/Station 340.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 196.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
186.080(Ft.)
184.120(Ft.)
0.0100 Manning's N
0.932(CFS)
Calculated individual pipe flow 0.932(CFS)
Normal flow depth in pipe= 4.19(In.)
Flow top width inside pipe= 11.44(In.)
Critical Depth= 4.86(In.)
Pipe flow velocity= 3.82(Ft/s)
Travel time through pipe = 0.86 min.
Time of concentration (TC) = 8.17 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 340.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.990(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Time of concentration = 8.17 min.
Rainfall intensity= 4.990(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.418
Subarea runoff 1.151(CFS) for 0.420(Ac.)
Total runoff= 2.084(CFS) Total area= 0.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
184.120(Ft.)
179.430(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 110.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0426 Manning's N
2.084(CFS)
0.013
Given pipe size= 12.00(In.)
Calculated individual pipe flow 2.084(CFS)
Normal flow depth in pipe= 4.37(In.)
Flow top width inside pipe= 11.55(In.)
Critical Depth= 7.40(In.)
Pipe flow velocity= 8.06(Ft/s)
Travel time through pipe = 0.23 min.
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 33 of37
Time of concentration (TC) 8.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 2.084(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
8.40 min.
4.902(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 45.388 10.21 4.323
2 2.362 7.48 5.283
3 2.084 8.40 4.902
Qmax (1)
1.000 * 1.000 * 45. 388) +
0.818 * 1.000 * 2. 362) +
0.882 * 1. 000 * 2.084) + 49.158
Qmax(2)
1.000 * 0.733 * 45.388) +
1.000 * 1.000 * 2. 362) +
1.000 * 0.891 * 2.084) + 37.475
Qmax(3)
1.000 * 0.823 * 45.388) +
0.928 * 1.000 * 2.362) +
1.000 * 1.000 * 2.084) + 41.620
Total of 3 streams to confluence:
Flow rates before confluence point:
45.388 2.362 2.084
Maximum flow rates at confluence using above data:
49.158 37.475 41.620
Area of streams before confluence:
16.579 0.763 0.720
Results of confluence:
Total flow rate= 49.158(CFS)
Time of concentration 10.209 min.
Effective stream area after confluence 18.062(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
17 9. 4 3 0 ( Ft . )
179.240(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 37.40(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0051 Manning's N
49.158(CFS)
0.013
Given pipe size= 48.00(In.)
Calculated individual pipe flow 49.158(CFS)
Normal flow depth in pipe= 23.44(In.)
Flow top width inside pipe= 47.99(In.)
Critical Depth= 25.24(In.)
Pipe flow velocity= 8.06(Ft/s)
Travel time through pipe= 0.08 min.
Time of concentration (TC) = 10.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 1.149(Ft.), Average velocity 2.899(Ft/s)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 34 of37
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******* 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
5 44.34
Manning's 'N' friction factor
1.04
10.26
0.035
Sub-Channel flow 49.158(CFS}
flow top width= 23.411(Ft.}
velocity= 2.899(Ft/s}
area= 16.958(Sq.Ft}
Froude number= 0.600
Upstream point elevation =
Downstream point elevation
Flow length= 488.000(Ft.}
Travel time 2.81 min.
179.240(Ft.}
175.700(Ft.}
Time of concentration= 13.09 min.
Depth of flow= 1.149(Ft.}
Average velocity= 2.899(Ft/s}
Total irregular channel flow = 49.158(CFS}
Irregular channel normal depth above invert elev.
Average velocity of channel(s} 2.899(Ft/s}
1.149(Ft.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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= 18.062(Ac.}
Runoff from this stream 49.158(CFS}
Time of concentration= 13.09 min.
Rainfall intensity= 3.682(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:
TC = 7.76 min. 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 min.
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} ****
100 YR POST-DEVELOPMENT CALC (OUTFAll A)
10/28/15
Page 35 of37
------------··-----~-------------------------------
183.240(Ft.)
181.380(Ft.)
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 190.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
0.0098 Manning's N
3.536(CFS)
0.013
Given pipe size= 12.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
0.484(Ft.) at the headworks or inlet
selected pipe size.
the pipe invert is
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 min.
Time of concentration (TC) = 8.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Rainfall intensity =
8.46 min.
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 min. 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 =
Rainfall intensity =
Summary of stream data:
12.78 min.
3.740(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 3.536 8.46 4.878
2 7.255 12.78 3.740
Qmax (1)
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:
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 36 of 37
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r ..
Total flow rate= 9.966(CFS)
Time of concentration 12.780 min.
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 =
Downstream point/station elevation
Pipe length 45.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 24.00(In.)
181.380(Ft.)
180.640(Ft.)
0.0164 Manning's N
9. 966 (CFS)
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 min.
Time of concentration (TC) = 12.87 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
12.87 min.
3. 723 (In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 49.158 13.09 3.682
2 9.966 12.87 3.723
Qmax(1)
1.000 * 1.000 * 49.158) +
0.989 * 1.000 * 9. 966) + 59.015
Qmax(2)
1.000 * 0.983 * 49.158) +
1.000 * 1.000 * 9. 966) + 58.289
Total of 2 main streams to confluence:
Flow rates before confluence point:
49.158 9.966
Maximum flow rates at confluence using above data:
59.015 58.289
Area of streams before confluence:
18.062 3.904
Results of confluence:
Total flow rate= 59.015(CFS)
Time of concentration = 13.092 min.
Effective stream area after confluence
End of computations, total study area =
21.966(Ac.)
21.966 (Ac.)
100 YR POST-DEVELOPMENT CALC (OUTFALL A)
10/28/15
Page 37 of 37
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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 Continued
Program License Serial Number 6312
Rational hydrology study storm event year is
English (in-lb) input data Units used
100.0
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 57.8%
2.600
4.500
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 min. 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
Depth of flow= 1.678(Ft.), Average velocity=
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate
1 0.00
2 10.30
3 15.40
4 27.40
'Y' coordinate
3.70
0.00
0.00
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 =
Downstream point elevation
Flow length= 320.000(Ft.)
17 5 . 7 0 0 (Ft. )
173.260(Ft.)
Travel time 1.34 min.
Time of concentration= 14.67
Depth of flow= 1.678(Ft.)
Average velocity= 3.965(Ft/s)
min.
60.823(CFS)
3.965(Ft/s)
100 YR POST-DEVELOPMENT CALC (Outfall A continued)
4-28-15
Page 1 of2
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[
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
Depth of flow= 0.204(Ft.), Average velocity=
******* 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 =
Downstream point elevation
Flow length= 225.000(Ft.)
Travel time 1.45 min.
193.000(Ft.)
186.430(Ft.)
Time of concentration= 7.72 min.
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.
Average velocity of channel(s) 2.584(Ft/s)
Adding area flow to channel
2.060 (CFS)
2.584(Ft/s)
0. 204 (Ft.)
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
2.589(CFS) for 0.822(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
3.324(CFS) Total area=
0.228(Ft.), Average velocity=
1.019(Ac.)
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 =
Downstream point/station elevation
Pipe length 133.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
182.680(Ft.)
181.370 (Ft.)
0.0098 Manning's N
3.324(CFS)
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 min.
0.013
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page2of7
----------------~-----------~------~--------------------------
Time of concentration (TC) 8.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 =
Downstream point/station elevation
Pipe length 88.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
181.370 (Ft.)
180.000 (Ft.)
0.0156 Manning's N
4.100(CFS)
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 min.
Time of concentration (TC) = 8.38 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 0.49l(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 =
Downstream point/station elevation
Pipe length 167.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
177.000(Ft.)
168.000(Ft.)
0.0539 Manning's N
5. 546 (CFS)
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 min.
0.013
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page3of7
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Time of concentration (TC) 8.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 0.37l(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 =
Downstream point/station elevation
Pipe length 98.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 18.00(In.)
168.000 (Ft.)
163.380(Ft.)
0.0471 Manning's N
6.570(CFS)
Calculated individual pipe flow 6.570(CFS)
Normal flow depth in pipe= 6.62(In.)
Flow top width inside pipe= 17.36(In.)
Critical Depth= 11.90(In.)
Pipe flow velocity= 11.16(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 8.77 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
Rainfall intensity =
8.77 min.
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
Page4of7
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
0.000
0.000
0.000
1. 000
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.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 7.966A(1/3)]= 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
Depth of flow= 0.377(Ft.), Average velocity=
******* 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 =
Downstream point elevation
Flow length= 63.000(Ft.)
Travel time 0.37 min.
192.300(Ft.)
189.500 (Ft.)
Time of concentration = 4.61 min.
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.
Average velocity of channel(s) 2.839(Ft/s)
Adding area flow to channel
1.208 (CFS)
2.839(Ft/s)
0.377(Ft.)
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 of7
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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
1.769(CFS) for 0.410(Ac.) Subarea runoff =
Total runoff =
Depth of flow =
2.093(CFS) Total area =
0.463(Ft.), Average velocity=
0.485(Ac.)
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 =
Downstream point/station elevation
Pipe length 249.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 12.00(In.)
186.500(Ft.)
163.380 (Ft.)
0.0929 Manning's N
2. 093 (CFS)
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 min.
Time of concentration (TC) = 4.99 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
4.99 min.
6. 850 (In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
Effective stream area after confluence 3.208(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page6of7
Process from Point/Station 102.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 37.46(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size= 18.00(In.)
163.210(Ft.)
162.500(Ft.)
0.0190 Manning's N
9.634(CFS)
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 min.
Time of concentration (TC) = 8.84 min.
103.000
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
End of computations, total study area =
4.220 (Ac.)
4.220 (Ac.)
100 YR POST-DEVELOPMENT CALC (Outall B)
4-28-15
Page7of7
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Storm Drain Calculations
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 elev 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 0209.12 209.98j 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 0212.46 213.38 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 .250 214.72 215.53 j 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 P218.02 218.83 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 I Number of lines: 10 I Run Date: 10/30/2015
Notes: * Normal depth assumed.; **Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box
1::1 -Storm Sewers v1 0 ·
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 elev 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 24 5.45 193.50 195.00 1.50 1.22 2.16 0.31 195.31 0.000 105.42 0194.03 194.85 0.82** 1.22 4.47 0.31 195.16 0.000 0.000 nla 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 nla 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 nla 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 .100 205.00 205.47 j 0.47** 0.36 3.41 0.18 205.65 0.601 0.360 nla 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 30.690 206.98 207.36 j 0.38** 0.28 3.03 0.14 207.51 0.574 0.315 nla 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 I Number of line_s: 10 I Run Date: 10/30/2015
Notes: ; •• Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box
--------------Storm Sewers v1 0 · --
--,-----~ •
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 elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (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 I Number of lines: 4 I Run Date: 10/30/2015
; c = cir e = ellip b = box
--
Storm Sewers v1 0 •
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 elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (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 0.345 169.94 186.50 187.12 j 0.62** 0.51 4.11 0.26 187.38 0.701 0.523 n/a 1.00 0.26
LINEF I Number of lines: 2 I Run Date: 10/30/2015
Notes: ; •• Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box -- - - --- ---1:::11 Storm Sewers v10.·
Hydraulic Grade Line Computations Page 1
Line Size a 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 elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
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 G I Number of lines: 1 I Run Date: 10/30/2015
; c = cir e = ellip b = box
--. -- ---Storm Sewers v10 ·
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 elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (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 I Number of lines: 1 I Run Date: 10/30/2015
; c = cir e = ellip b = box -- -- -
.1orm SEtll(ers '1.10.·