HomeMy WebLinkAboutCT 03-02; CARLSBAD RANCH PA5; HYDROLOGY STUDY; 2015-08-26HYDROLOGY STUDY
Carlsbad Ranch P A 5-Marbrisa Phase III
Hotel 3 and Timeshare Villas
GRAND PACIFIC RESORT
CARLSBAD, CALIFORNIA
SDP 03-02(A), CT 15-08, CDP 03-04(A), CUP 03-01 (A), PUD 15-16
PREPARED FOR:
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760)431-8500
PREPARATION DATE: 4-28-2015
REVISION 1: 7-06-2015
REVISION 2: 8-26-2015
PREPARED BY:
UNDER THE SUPERVISION OF:
ROBERT D. DENTINO
u1
1 #jI14 ,
ENGINEERING
EXCEL Job No. 14-100
RCE45629
Table of Contents
I. Project Overview .................................................................................................... 3
Purpose .................................................................................................................................................................. 3
Location ................................................................................................................................................................. 3
Existing Conditions ............................................................................................................................................. 3
Proposed Facilities ............................................................................................................................................... 3
II. Methodology ............................................................. I •••••••••••••••••••••••••••••••••••••••••••• 4
Hydrology .............................................................................................................................................................. 4
Hydraulics .............................................................................................................................................................. 4
III. Calculations ........................................................................................................... 4
Determine the Watershed that the Project Effects ........................................................................................ 4
Determine the Runoff Coefficients for the Site ............................................................................................. 5
Calculate Ql00 using the Rational Method ........................................................................................................ 6
Detention Calculations ........................................................................................................................................ 6
Design of Proposed Storm Drain Facilities ..................................................................................................... 6
IV. Conclusion .................................................................................... , ........................ ~
v. . ............................................................................................................................... 7
VI. Declaration of Responsible Charge ...................................................................... 8
VII. Attachments ........................................................................................................... 9
HYDROLOGY STUDY -JANUARY 2015
Ll~~D ~:EM~L\o[P~~ENT:
hE~3{3~~~~fER~~F:l
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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
HYDROLOGY STUDY -JANUARY 2015 2
--~~-------------------------------:----.,.---.
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. The purpose of this report is to describe the procedures used in the
hydrologic and hydraulic models, estimate peak discharge magnitudes and to size the proposed storm drain
pipes in order to preserve the water quality and channel stability of the downstream watershed.
Location
The proposed development is located in the City of Carlsbad County of San Diego, CA. The majority of the
project is located at the south eastern corner of the intersection of Cannon Road and Grand Pacific Drive,
while a small portion of the project is located at the South West of the aforementioned intersection.
Existing Conditions
The site is approximately 19.134 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 60-64, and 75-79 as well as change the size of these buildings
approved under SDP 03-02 and to construct a revised plan for the hotel. 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-ftltration swale that leads to the southernmost
corner of the project where it is then discharged to a 42" public storm drain.
Outfall-B -Currently the portion of the project to the Northeast of Grand Pacific Drive drains 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).
Proposed Facilities
The proposed site plan includes a combination of parking areas, time share villas, swimming pools,
landscaping, and hotel buildings with associated structures. Infrastructure improvements are proposed to
include new storm-drains as well as water and sewer main extensions and new dry utilities runs/extensions to
service the lots.
In the post-development conditions the runoff for the site will still be discharged through 2 separate outfalls:
Outfall-A -The area contributing to this outfall is currently in a mass graded condition. The proposed
project proposes to introduce 5.03 Acres of impermeable surface (driveways, buildings, etc.). For the post-
developed condition the runoff will be routed through 4 of 6 new bio-retention ponds, from where it will
HYDROLOGY STUDY -JANUARY 2015 3
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then be discharged to the existing bio-swale to the South of project. From the existing bio-swale the runoff
leaves the site via an existing 42" storm drain that then connects to an existing 60" RCP at Lego Drive.
Outfall-B -For the post-developed condition the contributory area will become only slightly smaller as a pad
footprint will infringe upon this area and divert the runoff to different outfalls. This basin will have an
increase in impermeable area with the addition of three timeshare bUildings, 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.
Hydrology
The Rational Method as outlined in the San Diego County Hydrology Manual 2003 Edition was followed in
this study. The CIVILCADDjCIVILDESIGN 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, USEP A
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 I-fydra flow storm Sewers version 8.0 software was used in the hydraulic calculations to size the proposed
storm drain pipes. Said software uses the energy-based Standard step method when computing the hydraulic
profile. This methodology is an iterative procedure that applies Bernoulli's energy-equation between the
downstream and upstream ends of each line in the system. It uses Manning'S equation to determine head
losses due to pipe friction.
The I-fydraflow I-fydrographs version 8.0 software was used in the hydraulic calculations involving the sizing of the
storage ponds onsite. This software uses the hydrograph information that is calculated using the rational
method hydrograph generating program by Rick Engineering Company to determine the Peak flows from the
onsite ponds and Underground pipe storage. The inputs to the hydrograph generating program were
generated from the Civil D Post-Development calculations.
Calculations
Determine the Watershed that the Project Effects
As shown in the figure below the project lies within the Carlsbad Hydrologic Unit. For details se~ the storm
water management plan for the project.
HYDROLOGY STUDY -JANUARY 2015 4
Fig/Ire 1 Carlsbad l-fydrologic Unit Watershed
Determine the Runoff Coefficients for the Site
Based on Natural Resources Conservation Service Soil Survey Map this project is categorized as soil type B
loamy coarse sand. The USDA NRCS soil texture classification was used to determine the average soil
capillary suction, saturated hydraulic conductivity rate and the soil initial moisture deficit. The full printout
from the USDA NRCS soils report is attached to this report.
Cp -the permeability coefficient determined by the soil type. The Cp for type B soil is .25.
Pre-Development -The pre-developed condition for this phase of the project was taken from the Post-
Developed condition of phase I and phase 2 of the project.
Post-Developed Condition -The average C-Value for the Post-Developed condition was calculated using the
following equation C = .9 * (% Impervious) + Cp * (% Pervious) where:
The average C-value was calculated separately for the areas surrounding the hotel and villas 75-79, and the
area surrounding villas 60-64.
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 * (50) + .25 * (50)= .58
• Note -In the civil D-Program the calculation for the initial areas does not allow for the user-defined
selection for the C-Factor. In order to select the correct C-factor the following options had to be
chosen to essentially "trick" the program into choosing the correct c-value. For a C-value of .63 the
MDR 14.5 with type D soil option was selected. For a C-Value of .58 the MDR 14.5 with type B soil
was selected. These selections were determined from Table 3-1 of the san Diego County Hydrology
Manual (Attachment B).
HYDROLOGY STUDY -JANUARY 2015 5
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Calculate Ql00 using the Rational Method
Hydrologic calculations were computed using CivilD based on 2 basins Qabeled 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 ~alculation
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 100-year on-site
developed peak storm flows (CPS) have been calculated and are summarized in the table belc;>w. These values
were used to size the proposed storm drain pipes later in this report.
PRE-DEVELOPMENT
NODE/OUTFALL Ql00 TRIBUTARY
(CFS} AREA (AC)
Node #103 Outfall A 62.85** 21.725**
Node # 103 Outfall B 17.84* 4.310*
* Taken from phase I (Drawing #428-9A).
** Taken from phase II (Drawing #428-9G).
Detention Calculations
Tc
(MIN)
9.83**
7.33*
POST-DEVELOP1v.ffiNT
Q100 TRIBUTARY Tc
(CFS) AREA(AC) (MIN)
60.78 22.021 14.67
12.61 4.220 8.84
Detention calculations were not needed because the Q100 flows for the post developed condition were
calculated to be lower than the pre developed condition without detention calculations.
Design of Proposed Storm Drain Facilities
The proposed storm drain sizes have been shown in the Hydrologic Software and the calculations run as part
of that program that the HGL within the pipes does not come within several feet of overtopping the inlet
grate elevations. The maximum HGL above the top of underground storm drain pipe is less than a half foot.
Therefore, no additional calculations have been done for the on-site system.
Conclusion
100-year 6-hour storm event was analyzed to ensure the proposed project is capable to pass 100 year storm
event without damage to facilities. Oudet velocities were controlled through pipe detention system to
minimize downstream erosion. This project will not negatively impact the existing downstream storm drain
, facilities. In low storm cases, the runoff generated by the site will be allowed to percolate through bio-
retention systems prior to entering public storm drainage system. This will add some additional lag times to
the time of concentrations not accounted for by CivilD Hydrology program. Should these bio-retention
mechanisms fail and not allow for percolation through the media, emergency spillways are provided to allow
overtopping of the Q100 out of the bio-retention ponding system.
HYDROLOGY STUDY -JANUARY 2015
70
60
""' 50
tr:J ~ 40 u '-"
<::> 30 <::> .... Ct 20
10
0
• Outfall A
• Outfall B
HYDROLOGY STUDY -JANUARY 2015
QI00 SUMMARY
• Outfall A • Outfall B
62.85
17.84
POST-DEV
60.78
12.61
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I hereby declare that I am the engineer of work for this project. That I have exercised responsible
charge over the design of the project as defined in section 6703 of the business and professions
codes, and that the design is consistent with current design. I understand that the check of the
project drawings and specifications by the City of Carlsbad is confined to a review only and does not
relieve me, as engineer of work, of my responsibilities for project design.
ENGINEER OF WORK
Excel Engineering
440 State Place
Escondido, CA 92029
Tel-(760)745-8118
Fax -(760)745-1890
Project Number: 13-070
Robert D. Dentino, RCE 45629
Registration Expire: December 31,2016
HYDROLOGY STUDY -JANUARY 2015
1-23-2015
Date
8
Attachments
HYDROLOGY STUDY -JANUARY 2015 9
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I Attachment A
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I Vicinity Map
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ViCINiTY MAP
CITY OF OCEANSIDE
PACIFIC
OCEAN
/8
\ \ \ \ \ \
CITY OF ENCINITAS
CITY· OF VISTA
NOT TO
SCALE
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I Attachment B
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I San Diego County Drainage Manual Graphs and Tables
I Soils Group Map
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D = Duration (min)
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Intenslty-Duratlon 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. SO. and 100 yr maps included
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 paranel 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) Ps = .~ in., P24 = _~ P 6 = _~ %(2)
24 (e) Adjusted P6(2) = __ in.
(d) tx = __ min.
(e) I = __ in.lhr .
Note: This chart replaces the Intensity-Duration-Frequency
curves used Since 1965.
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360 0.17 0.2510.331 0.42 ! O.SO ! 0.58, 0.67 ! 0.75 0.84' 0:92 1 1.00
-
~.URE ~
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San Diego County Hydrology lvfanual
Dare: June 2003
Tabl.e3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
SoilTEl2e
NRCS Elements CQun: Elernenm %IMPBR. A 13
UndistuIbe<d Natural Tcuail1 (NaturaE) PeIIDElnent Open Space 0* 0,20 O.2S
Low Density Re3identia.l (LIDR) ResidentiaR. 1.0 DUlA or lelh'i 10 0,27 0.32
Low D~n,'iity R~sigt;ntial (1JDR) R\ilsid~ntia~ 2,0 DU/A or les.s 2Q Q,34 Q,38
Low Density Residential (LlDR) Residential, 2.9 DU/A or less 25 0.38 0.41
Medium Density Residential (MIDR) R'esidentiail, 4.3 DU/A or less 30 0.41 0.45
Mediwn Density Residential (MlDR) lU!sidcntiail. 1.3 DU/A or Jess 40 0.48 0.51
Mediwn ])enmty Residential (1vllDR) Residentiaa, 10 .. 9 DU/A odes; 45 052 0.54
Medium Density Residential (MlDR) Residential 14..5 DU/A orles; 50 055 0.58
High Density Residential (HDR) ResidentiaB. 24.0 DUI A or less 65 0.66 0,67
High Density Residential (HDR) Rol;lsidentiall. 43 .. 0 DU/A or less 80 0.76 0.77
Cornm ercialllnoustrial (N. Com) Neighoorhtood C-ollimeroCial 80 0.76 0.77
Comm()rciallIndustrial (G. Com) General Commw:cial 85 OJ'lO O.gO
CornmcroiaVIndustrial (O.P. Com) Office ProfcssionallCommetcial 90 0.83 0.84
CommerciallIndustrial {Limited iL) Liimite:d Industria! 90 0.83 0.84
CQmmerciallTnciustrial (General I.) General Industrial 95 0.87 0.87
C
0,30
Q,S6
Q,42
0.45
0.48
0.54
0,57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.87
3
60£26
D
0.35
0.41
Q,46
0.49
0.52
051
0.60
0.63
0,71
0.79
0,7-9
0.82
0.85
0,85
0.87
"'The values associated with 0% imperyj(lUS lIllay be used for direct calculation of the runoff coefficient as descn"bed in Section. 3. il.2 (:represenning tthe peJ.yious runoff
coefficient,. Cp .. for the soil t;ype). or for areas 1bat will remsin UIlldisturbed in perpetuity. Justification must be giveru that the area will rem ain natural forever (e.g .• the area
is located in Cleveland NationallForest).
DU/A = dwelling units. per a.cre
NRCS ;;;; N etional Resources Conse1vetion Service
3-6
Iii w LL.
Z
,W a z
i5 12 Cl
UJ (/)
0:: ::::::J 0 (,) n:: W ~ s:
tl;Dol 1,:5:1 H/~// ,'aV~~~~·/ Y A ~ 1:30
0
,~
w ~
~ 0 0:'
10 0 5
---'0
EXAMPLE:
Givem Watercouf.!le Distance (0) = 7·0 Feet
Sl~pe (8) ""1.3.%
Runoff Coefficient (C) = 0.41
Overland Flow Time (1] = 9.5 Minutes
T-1.8{1.1~C} Yo
"l\fs
0:: W' > 0
SOURCE: Airpo,rt Drainage. Fed eral Aviation Administration. 1965
'FIGURE
Rati()nal Formula· Overland Time of Flow Nomograph 3·3
-------------;------
----------------------"
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
12 of 26
Note that the Initial Time of Concentration should be refle,cljve of the general laud"'lIse at the
upstream end ofa drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3 .. 2 provides limits of the length (MaximIU1) Length (LM)) of sheet flow to be used in
hydrology ~tudies. Initial Tl values based on average C values f'Of the Land Use Elemellt m'e
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
MAXIl\mM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (1'1)
Element* DUI .5% 1% 2% 3% 5% 10%
Acre LM Ti LM' TJ LM TJ LM Ii LM Tl 4~ Ti
I
Natural 50 13.2 70 ' 12.5 85 lO.9 100 10.3 100 8.7 100 6.9
LDR 1 50 12.2 70 U.S 85 10.0 100 9.5 100 8.0 100 6.4 ,
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70, 10.0 85 8.8 95 8.1 100 7.0 100 5.6 --
MDR 4.3 50 10.2 70, 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 SO ....2d.. 6S: 8.4 80 7.4 95 7.0 100 6.0 100 r-i&.. ,
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 --Iv[DR 14.5 50 8.2 65 : 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5,1 90 4.9 95 4.3 100 3.5
HDR 43 50 5.S 65 I 4.7 75 ' 4.0 85 3.8 95 3.4 100 2.7
N.Conl 50 5.3 60 J 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G. Com SO 4.7 60 I 4.1 75 3.6 85 3.4 90 2.9 100 2.4
1
O.P.lCom 50 4.2 60 ! 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 : 3.2-70 2.7 80 2.6 90 2.3 100 1.9
* See Table 3-1 for more detailed description
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AS
Feet
~E
5000
4000
3000
2000
3DD
21)0
Te
Te
L
.tl.E
EQUATION
= C~~3)O.3B5
'"
:0;
;;
TIme of COClcentration (IloUIS)
Watercourse Distance (mlfes)
Change in elevation f'long
effective slope fine (See Figure·3.,Sj(roet)
L
Mil .. : Feet
4000
'-
0.5
3000
" , .,
200
l
Nomograph for Deierminotton of
"
Tc
Hours . Minut~s
4 240
2
1-........... 60
" ,
'-
Tc
Time of Concentrafion (Te) 01 Travel Time (T1J for Ka1ural watersneds'
FIQU1lE
~ -------~--------------------------L------~~~~----------------~
Watershed
Divide.
"
P~$ign Point
(Watershed Outlet)
~
1 •• ----~------------~-------L~------------------------~1
computation of erf(lctlv& Slope for Natural Watersheds 3-5
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4 5 a 7 tl a 10
Djsc:harg~ (C..F,$.)
£XANPLE:
Glyefl: Q:c 10 S!It 2:.$%
Chart glve.s: De-plh =' 0.4, VelocilV:> .1.4 r .p.1>.
SOURC!::.San DJesoCouniy Oepartmefll of SpacIal Dlstl'teLSeNlces Des:lgn Manual
Gutter and Roadway Discharge· Velocity Chart
~O. so
FIGURE
3-6
"" I
]
m CL
~ J!
.5
~ 9 tI)
o.a
(}2
iJ 16
(} 10
(} 09
IJ (Ie
0.D7
Cf OG
a05
0.04
003
0.02
(] 01
0009
. 0.OD8
0.007
0008
o D02
0.001 a ODDS
0.0008
O.D007
O.DOOG
00005
0.00001
a OOOll
EQUATION:\t: 1.49 RlI';J S'~ ---rI
20
GENERAL SOLUTION
SOURCE USDO!, FH\tYA. Hl)&.3 (1961)
Manning's Equation Nomograph
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FIGURE
3--7 I
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POOR
QUALITY
ORIGINAL S
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United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
San Diego County
Area, California
April 10, 2015
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.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/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
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for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720-2600 (voice and TOO). 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 (TOO). USDA is an equal opportunity provider and
employer.
3
Contents
Preface .................................................................................................................... 2
How Soil Surveys Are Made .................................................................................. 5
Soil Map .................................................................................................................. 7
Soil Map ................................................................................................................ 8
Legend .................................................................................................................. 9
Map Unit Legend ................................................................................................ 10
Map Unit Descriptions ........................................................................................ 1 0
San Diego County Area, California ................................................................. 12
CbB-Carlsbad gravelly loamy sand, 2 to 5 percent slopes ....................... 12
LeE-Las Flores loamy fine sand, 15 to 30 percent slopes ........................ 13
MIC-Marina loamy coarse sand, 2 to 9 percent slopes ............................. 14
References ............................................................................................................ 16
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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 ofthe 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-Iandscape 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 arid 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 taxon()mic
classification used in the United States, is based mainly on the kind and .character of
soil properties and the arrangement of horizons withih 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 paint to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field-observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
6
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Soil Map
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.
7
;:: Custom Soil Resource Report ;:: I fH Soil Map f:l !:I !:I
9 ~ I 33° 8'S"N
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33° 7<16"N 33° 746'N I 470650 470730 470810 470B90 470970 471050 471130
;:: ;::
fH Map SmIe: 1 :3,260 If printed on A porbaIt (8S x 11") sheet f:l !:I MetErs !:I
9 N 0 45 90 180 270 ~ I A ... Feet
0 150 300 600 900
Map projedIon: ~ Mercator Comer<XXll"dlnatEs: WGS84 Edge tics: U1M Zone liN WGS84
8 I
-- -
Custom Soil Resource Report
MAP LEGEND
Area of Interest (AOI)
D Area of Interest (AOI)
Soils
0 Soil Map Unit Polygons
~ Soil Map Unit Lines
Eli Soil Map Unit Points
Special Point Features
t2l Blowout
I8J Borrow Pit
lt€ Clay Spot
<> Closed Depression
X Gravel Pit . Gravelly Spot ~.
@ Landfill
It.. Lava Flow ... Marsh or swamp
IJf: Mine or Quarry
® Miscellaneous Water
0 Perennial Water
V Rock Outcrop
+ Saline Spot . ~ Sandy Spot • . ~
§ Severely Eroded Spot
0 Sinkhole
~ Slide or Slip
ffJ SodicSpot
---
E!: Spoil Area
(I. Stony Spot
tb Very Stony Spot
W Wet Spot
I::. 'Other .... , Special Line Features
Water Features
~ Streams and Canals
Transportation
+++ Rails
",.". Interstate Highways
r:;;::;:J US Routes
::;;;::::; Major Roads
"'::::::"':.'" Local Roads
Background
• Aerial Photography
---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
misllnderstanding 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.
- - -- ----
Custom Soil Resource Report
Map Unit Legend
,-" -.--
·Sari.Qlego·Cou"tY.Area, Callfom'a(CAt!~8). .'
" ' ,Map :Unlt Syn'lb-ol . M.p~uj,it"Nlime A'cres InAOI , . P,rct .. 'tt 0'-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 mayor 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
have similar use and management requirements. The delineation of such segments
10
--, -.
30.5%
1.5%
68.0%
100.0%
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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 eXClmple, 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 miscellanElous 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 ex~mple.
11
Custom Soil Resource Report
San Diego County Area, California
CbB-Carlsbad gravelly loamy sand, 2 to 5 percent slopes
Map Unit Setting
National map unit symbol: hb98
Elevation: 30 to 300 feet
Mean annual precipitation: 10 to 16 inches
Frost-free period: 330 to 350 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Carlsbad and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carlsbad
Setting
Landform: Hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Ferruginous sandstone
Typical profile
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 flores and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the map unit.
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
13
Custom Soil Resource Report
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 30.0
Available water storage in profile: Low (about 4.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: 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 map unit.
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: B
Minor Components
Carlsbad
Percent of map unit: 5 percent
Chesterton
Percent of map unit: 5 percent
Corralitos
Percent of map unit: 5 percent
15
-----------~-----------------------.
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/nationallsoils/?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, RW., 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/
homel?cid=nrcs 142p2_ 053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/nationalllanduse/rangepasture/?cid=stelprdb1043084
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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=nrcs 142p2_ 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/lnternetlFSE_DOCUMENTS/nrcs142p2_052290.pdf
17
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I Pre-Development Hydrologic Maps (From Phases I and II)
I Post-Development Hydrologic Maps
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Attachment D I
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Civil D Pre-Development Hydrology Calculations (From Phases I & II) I
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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 9.24 min.
Rainfall intensity = 4.611(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 53.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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 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(1/3)]
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 = 1.891(CFS)
Total initial stream area = 0.694(Ac.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 2 of18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 1.89l(CFS)
Time of concentration = 10.20 min.
Rainfall intensity = 4.324(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.656 9.24 4.611
2 1. 891 10.20 4.324
Qmax (1)
1. 000 * 1. 000 * 0.656) +
1. 000 * 0.905 * 1. 891) + 2.368
Qmax(2)
0.938 * 1. 000 * 0.656) +
1. 000 * 1. 000 * 1. 891) + 2.506
Total of 2 streams to confluence:
Flow rates before confluence point:
0.656 1.891
Maximum flow rates at confluence using above data:
2.368 2.506
Area of streams before confluence:
0.i24 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 of18
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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
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 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(1/3)]
TC = [1.8*(1.1-0.6300)*( 50.000A.5)/( 0.518A(1/3)]= 7.45
The initial area total distance of 168.00 (Ft.) entered leaves a
remaining distance of 118.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.33 minutes
for a distance of 118.00 (Ft.) and a slope of 0.52 %
with an elevation difference of 0.61(Ft.) from the end of the top area
Tt = [11. 9*length (Mi) A3) / (elevation change (Ft.» ] A. 385 *60 (min/hr)
2.333 Minutes
Tt=[(11.9*0.0223A3)/( 0.61)]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 :u
Page 4 ofl8
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 = 9.79 min.
Rainfall intensity = 4.441(In/Hr)
Summary of stream data:
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 4.471(CFS)
Normal flow depth in pipe = 10.07(In.)
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 5 of 18
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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 4.471(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 0.000
Decimal fraction soil group D 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance 110.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.650(Ft.)
Elevation difference 0.950(Ft.) Slope = 0.864 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.86 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.16 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.864A(1/3))= 7.16
The initial area total distance of 110.00 (Ft.) entered leaves a
remaining distance of 45.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 45.00 (Ft.) and a slope of 0.86 %
with an elevation difference of 0.39(Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.912 Minutes
Tt=[(11.9*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'60fl8
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 (1)
1. 000 * 1. 000 * 4.471) +
0.825 * 1. 000 * 0.783) + 5.116
Qmax(2)
1. 000 * 0.742 * 4.471) +
1. 000 * 1. 000 * 0.783) + 4.098
Total of 2 streams to confluence:
Flow rates before confluence point:
4.471 0.783
Maximum flow rates at confluence using above data:
5.116 4.098
Area of streams before confluence:
1.673 0.247
Results of confluence:
Total flow rate = 5.116(CFS)
Time of concentration 11.255 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 11.30 min.
Rainfall intensity = 4.048(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 7 of 18
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Process from point/Station 62.000 to Point/Station 63.000
**** 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 207.000(Ft.)
Highest elevation = 198.700(Ft.)
Lowest elevation = 190.420(Ft.)
Elevation difference 8.280(Ft.) Slope = 4.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 4.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.33 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 4.000A(1/3)]= 5.33
The initial area total distance of 207.00 (Ft.) entered leaves a
remaining distance of 107.00 (Ft.)
Using Figure 3-4, the travel time for this distance is
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=[(11.9*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 = 0.791(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 0.791 (CFS)
Normal flow depth in pipe = 2.04(In.)
Flow top width inside pipe = 9.01(In.)
Critical Depth = 4.45(In.)
Pipe flow velocity = 8.95(Ft/s)
Travel time through pipe = 0.03 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 Co.ntinued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 80f 18
1 5.116 11. 30 4.048
2 0.791 6.34 5.876
Qmax(l)
1. 000 * 1. 000 * 5.116) +
0.689 * 1. 000 * 0.791) + 5.661
Qmax (2)
1. 000 * 0.561 * 5.116) +
1. 000 * 1. 000 * 0.791) + 3.662
Total of 2 streams to confluence:
Flow rates before confluence point:
5.116 0.791
Maximum flow rates at confluence using above data:
5.661 3.662
Area of streams before confluence:
1.920 0.213
Results of confluence:
Total flow rate = 5.661(CFS)
Time of concentration 11.303 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 5.661(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 5.661(CFS)
Normal flow depth in pipe = 12.26(In.)
Flow top width inside pipe = 16.78(In.)
Critical Depth = 1l.01(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 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance 101.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference 0.800(Ft.) Slope = 0.792 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.79 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Outfall A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 9 of 18
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Initial Area Time of Concentration = 7.37 minutes
TC = [l.8*(l.l-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
for a distance of 36.00 (Ft.) and a slope of 0.79 %
0.79 minutes
with an elevation difference of 0.29(Ft.) from the end of the top
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
Subarea runoff = 0.887(CFS)
Figure 3-3 formula plus
8.17 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.282 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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:
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 n
Page 10 of 18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 66.000 to Point/Station 68.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.820(Ft.)
Downstream point/station elevation 182.780(Ft.)
Pipe length 8.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.359(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 6.359(CFS)
Normal flow depth in pipe = 13.13(In.)
Flow top width inside pipe = 16.00(In.)
Critical Depth = 11.70(In.)
Pipe flow velocity = 4.60(Ft/s)
Travel time through pipe = 0.03 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 11.94 min.
Rainfall intensity = 3.907(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 67.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A -
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 = 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(1/3))
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.800A(1/3))= 7.35
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 55.00 (Ft.)
Using Figure 3-4, the travel time for this distance is
for a distance of 55.00 (Ft.) and a slope of 0.80 %
1.10 minutes
with an elevation difference of 0.44(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.)))A.385 *60 (min/hr)
area
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
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 =
Rainfall intensity =
Summary of stream data:
8.45 min.
4.882 (In/Hr)
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(l)
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
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 71.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.588(Ac.)
Runoff from this stream 6.785(CFS)
Time of concentration 12.52 min.
Rainfall intensity = 3.789(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 70.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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 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
14.5 DU/A or Less
In Accordance With Figure 3-3
0.85 %, in a development type of
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)*( 65.000A.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
for a distance of 68.60 (Ft.) and a slope of 0.85 %
1.27 minutes
with an elevation difference of 0.58(Ft.) from the end of the top
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
Subarea runoff = 0.596(CFS)
Figure 3-3 formula plus
8.47 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.194 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.
OutfaJl A Continued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 13 of 18
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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 2
Stream flow area = 0.194(Ac.)
Runoff from this stream 0.596(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 4.807(In/Hr)
Summary of stream data:
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 of18
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 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)*( 65.000 A .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 of18
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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 =
Rainfall intensity =
Summary of stream data:
8.43 min.
4.889(In/Hr)
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 IT
Page 16 of18
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 normal stream number 1
Stream flow area = 3.899(Ac.)
Runoff from this stream 10.032(CFS)
Time of concentration 12.87 min.
Rainfall intensity = 3.723(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 4.865(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 8.50 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 = 8.50 min.
Rainfall intensity = 4.865(In/Hr)
Summary of stream data:
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 ofl8
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Information entered for subchannel number 1 :
Point number 'X' coordinate
1 0.00
'Y' coordinate
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.
l75.700(Ft.)
173.260(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 60.6l7(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 = 1.7l6(Ft.), Average velocity
End of computations, total study area =
Outfall A Cont41ued
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 18 of 18
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)199l-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) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
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 = [l.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 90.000 A.5)/( 3.237A(1/3)]= 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
for a distance of 49.00 (Ft.) and a slope of 3.24 %
0.59 minutes
witp an elevation difference of 1.59(Ft.) from the end of the top
Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60 (min/hr)
area
0.586 Minutes
Tt=[(11.9*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 = 0.100(Ac.)
Outfall A
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 1 of21
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/.Station 101.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 190.S00(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.SS(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) = 6.8S0(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = S.OO min. Rain intensity = 6.8S(In/Hr)
Total area = 10.160(Ac.) Total runoff = 4S.0S0(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
TAKEN FROM HYDROLOGY STUDY PHASE II
Page 2 of21
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 = 28.31(In.)
Flow top width inside pipe = 29.51(In.)
Critical Depth = 26.32(In.)
Pipe flow velocity = 7.61(Ft/s)
Travel time through pipe = 0.36 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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Page 3 of21
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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
for a distance of 114.00 (Ft.) and a slope of 2.89 %
1.17 minutes
with an elevation difference of 3.30(Ft.) from the end of the top
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
Subarea runoff = 0.520(CFS)
Figure 3-3 formula plus
6.81 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.147(Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 5.40
2 0.520 6.81
Qmax(l)
1. 000 * 1. 000 *
1. 000 * 0.792 *
Qmax(2)
0.860 * 1. 000 *
1. 000 * 1. 000 *
Total of 2 streams to confluence:
6.522
5.612
45.370) +
0.520) +
45.370) +
0.520) +
45.782
39.558
Outfall A
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Page 4 of21
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 -
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 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(1/3»)
TC = [1.8*(1.1-0.6300)*( 90.000A .5)/( 2.691A(1/3»)= 5.77
The initial area total distance of 327.00 (Ft.) entered leaves a
remaining distance of 237.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.12 minutes
for a distance of 237.00 (Ft.) and a slope of 2.69 %
Outfall A
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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.S)/( 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.)
ve1ocity= 1.771(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 = 1.771(Ft/s)
Total irregular channel flow = 1.228 (CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 1.771(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
Subarea runoff = 2.174(CFS) for 0.748(Ac.)
Total runoff = 2.267(CFS) Total area =
Depth of flow = 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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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 0.768(Ac.)
Runoff from this stream 2.267(CFS)
Time of concentration 9.15 min.
Rainfall intensity = 4.640(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 30.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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 80.000(Ft.)
Highest elevation = 198.200(Ft.)
Lowest elevation = 195.000(Ft.)
Elevation difference 3.200(Ft.) Slope = 4.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATI0NS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 4.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.33 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 4.000A(1/3)]= 5.33
Rainfall intensity (I) = 6.574(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.112(CFS)
Total initial stream area = 0.027(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 23.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
Depth of flow = 0.092(Ft.), Average velocity =
******* Irregular Channel Data ***********
Information entered for sub channel number 1 :
Point number
1
2
3
'X' coordinate
0.00
0.00
29.50
'Y' coordinate
0.50
0.00
0.30
Manning's 'N' friction factor 0.015
Sub-Channel flow 0.509(CFS)
flow top width = 9.007(Ft.)
velocity= 1.234(Ft/s)
area = 0.413(Sq.Ft)
Froude number = 1.016
Upstream point elevation =
Downstream point elevation
Flow length = 466.000(Ft.)
Travel time 6.30 min.
195.000(Ft.)
190.530(Ft.)
Time of concentration = 11.63 min.
Depth of flow = 0.092(Ft.)
Average velocity = 1.234(Ft/s)
Total irregular channel flow = 0.509(CFS)
Irregular channel normal depth above invert elev.
0.509(CFS)
1.234 (Ft/s)
0.092(Ft.)
Outfall A
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Average velocity of channel(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
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
Subarea runoff = 0.717(CFS) for 0.304(Ac.)
Total runoff = 0.829(CFS) Total area =
Depth of flow = 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 = 11.63 min.
Rainfall intensity = 3.975(In/Hr)
Summary of stream data:
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(l)
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
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 = 0.6,30
0.000
0.000
0.000
1. 000
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 l81.110(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
Rainfall intensity =
10.67 min.
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(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.820A(1/3))= 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=[(11.9*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 = 0.411(CFS)
Total initial stream area = 0.134(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 33.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.550(Ft.)
Downstream point/station elevation 185.020(Ft.)
Pipe length 53.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 0.411(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow 0.411(CFS)
Normal flow depth in pipe = 2.75(In.)
Flow top width inside pipe = 10.09(In.)
Critical Depth = 3.18(In.)
Pipe flow velocity = 3.02(Ft/s)
Travel time through pipe = 0.29 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 0.411(CFS)
Time of concentration = 8.78 min.
Rainfall intensity = 4.762(In/Hr)
Summary of stream data:
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 flow 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
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 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(1/3)]
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*0.0102 A3)/( 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 7.45 min.
Rainfall intensity = 5.298(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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
for a distance of 156.00 (Ft.) and a slope of 0.81 %
2.43 minutes
with an elevation difference of 1.27(Ft.) from the end of the top
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
Subarea runoff = 0.702(CFS)
Figure 3-3 formula plus
9.74 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.250 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 = 9.74 min.
Rainfall intensity = 4.455(In/Hr)
Summary of stream data:
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(l)
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 *
13.286)
0.337)
0.702)
13.286)
0.337)
0.702)
13.286)
4.086
5.298
4.455
+
+
+
+
+
+
+
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 = 11.39 min.
Rainfall intensity = 4.028(In/Hr)
Summary of stream data:
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(l)
1. 000 * 1. 000 * 45.782) +
1. 000 * 0.690 * 0.708) +
1. 000 * 0.491 * 14.190) + 53.231
Qmax(2)
0.787 * 1. 000 * 45.782) +
1. 000 * 1. 000 * 0.708) +
1. 000 * 0.711 * 14.190) + 46.826
Qmax(3)
0.632 * 1. 000 * 45.782) +
0.803 * 1. 000 * 0.708) +
1. 000 * 1. 000 * 14.190) + 43.678
Total of 3 main streams to confluence:
Flow rates before confluence point:
45.782 0.708 14.190
Maximum flow rates at confluence using above data:
53.231 46.826 43.678
Outfall A
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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 5.75 min.
Rainfall intensity = 6.259(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A -0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1. 000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance 120.000(Ft.)
Highest elevation = 194.000(Ft.)
Lowest elevation = 192.800(Ft.)
Elevation difference 1.200(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 6.82 minutes
TC = [1.8*(1.1-C)*distance(Ft.)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=[(11.9*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) = 5.131(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.420(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 192.800(Ft.)
Downstream point/station elevation 187.400(Ft.)
Pipe length 158.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 0.420(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow 0.420(CFS)
Normal flow depth in pipe = 2.35(In.)
Flow top width inside pipe = 7.29(In.)
Critical Depth = 3.63(In.)
Pipe flow velocity = 4.91(Ft/s)
Travel time through pipe = 0.54 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
Total runoff = 2.302(CFS)
0.425(Ac.)
Total area = 0.755 (Ac.)
Outfall A
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Page 17 of21
I.... ______________ ~------------------------------------~-______________ _
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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
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 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 = [l.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 0.62 minutes
for a distance of 30.00 (Ft.) and a slope of 1.05 %
with an elevation difference of 0.32(Ft.) from the end of the top area
Tt = [ll.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 Figure 3-3 formula plus
0.62 minutes from the Figure 3-4 formula 7.32 minutes
Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.648(CFS)
Total initial stream area = 0.192(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 41.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.050(Ft.)
Downstream point/station elevation 184.970(Ft.)
Pipe length 108.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 0.648(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow 0.648(CFS)
Normal flow depth in pipe = 4.17(In.)
Flow top width inside pipe = 7.99(In.)
Critical Depth = 4.55(In.)
Pipe flow velocity = 3.52(Ft/s)
Travel time through pipe = 0.51 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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Page 18 of21
**** 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 = l84.970(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(l)
1. 000 * 1. 000 *
1. 000 * 0.67l *
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 *
2.302) +
2.168) + 45.331
Total of 3 streams to confluence:
Flow rates before confluence point:
53.231 2.302 2.168
Maximum flow rates at confluence using above data:
56.216 45.611 45.331
Area of streams before confluence:
15.917 0.755 0.716
Results of confluence:
Total flow rate = 56.216(CFS)
Time of concentration 5.752 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 3.036(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
2
3
4
'X' coordinate
0.00
'Y' coordinate
1. 64
0.00
0.00
1. 04
5
Manning's 'N'
6.00
11.00
24.98
44.34
friction factor
10.26
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.)
179.240(Ft.)
175.700(Ft.)
Travel time 2.68 min.
Time of concentration = 8.51 min.
Depth of flow = 1.215(Ft.)
Average velocity = 3.036(Ft/s)
Total irregular channel flow =
Irregular channel normal depth
Average velocity of channel(s)
56.216 (CFS)
above invert elev.
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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Page 20 of21 .
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
Total runoff = 56.216(CFS)
0.210 (Ac.)
Total area 17.598 (Ac.)
17.598 (Ac.) End of computations, total study area =
Outfall A
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Page 21 of2l
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering SoftwareAc)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/29/05
CARLSBAD RANCH, PLANNING AREA NO.5 -RESORT SITE PHASE III
100 YEAR STORM PRE-DEVELOPMENT Outfall B
NODES 100 TO 110
********* Hydrology Study Control Information **********
Program License Serial Number 4012
Rational hydrology study storm event year is 100.0
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation{inches) = 2.600
24 hour precipitation{inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type 1
(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
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED 8-23-05
Pagelof8
TC = [1.8*(1.1-C)*distance(Ft.)/\5)/(% slopel\(1/3))
TC = [1.8*(1.1-0.7700)*( 85.0001\.5)/( 3.8221\(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)1\3)/{elevation change(Ft.))]1\.385 *60{min/hr)
= 3.050 Minutes
Tt=[{1l.9*0.08601\3)/( 17.35)]1\.385= 3.05
Total initial area Ti = 3.50 minutes from Figure 3-3 formula plus
3.05 minutes from the Figure 3-4 formula = 6.55 minutes
Rainfall intensity (I) = 5.754{1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 2.570{CFS)
Total initial stream area = 0.580{Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pOint/station elevation = 184.300(Ft.)
Downstream point/station elevation = 163.540{Ft.)
Pipe length = 77.37(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.570(CFS)
Given pipe size = 18.00{ln.)
Calculated individual pipe flow = 2.570{CFS)
Normal flow depth in pipe = 2.66{1n.)
Flow top width inside pipe = 12.78{ln.)
Critical Depth = 7.28{1n.)
Pipe flow velocity = 15.77{Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 6.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 102.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial)
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Time of concentration = 6.63 min.
Rainfall intensity = 5.708{ln/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.)
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED 8-23-05
Page2of8
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(1n/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 1
(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
TC = [1.8*{1.1-C)*distance{Ft.)J\.5)/{% slopeJ\(1/3)]
TC = [1.8*{1.1-0.7700)*{ 85.000J\.5)/{ 3.419J\{l/3)J= 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)J\3)/(elevation change{Ft.))jJ\.385 *60{min/hr)
= 1.350 Minutes
Tt=[{11.9*0.0282J\3)/( 5.09)]".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
Rainfall intensity (I) = 6.863(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 1.585{CFS)
Total initial stream area = 0.300{Ac.)
100 YR PRE-DEVELOPMENT CALC~(NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED 8-23-05
Page30f8
-----~-------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 184.ooo(Ft.)
End of street segment elevation = 173.9oo(Ft.)
Length of street segment = 165.ooo(Ft.)
Height of curb above gutter flowline = 6.o(ln.)
Width of half street (curb to crown) = 3o.ooo(Ft.)
Distance from crown to crossfall grade break = 28.ooo(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 = lo.ooo(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = l.5oo(Ft.)
Gutter hike from flowline = 1.5oo(ln.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.779(CFS)
Depth of flow = 0.242(Ft.), Average velocity = 4.563(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.333(Ft.)
Flow velocity = 4.56(Ft/s)
Travel time = 0.60 min. TC = 5.59 min.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Rainfall intensity = 6.376(ln/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 = 2.336(CFS) for 0.480(Ac.)
Total runoff = 3.921(CFS) Total area = 0.780(Ac.)
Street flow at end of street = 3.921(CFS)
Half street flow at end of street = 3.921(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 ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.780(Ac.)
Runoff from this stream = 3.921(CFS)
100 YR PRE·DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED S-23·0S
Page40fS
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Time of concentration = 5.59 min.
Rainfall intensity = 6.376(ln/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 1
(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 = 179.000(Ft.)
Elevation difference = 21.000(Ft.) Slope = 3.671 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 3.67 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.55 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.7700)*( 85.000".5)/( 3.671"(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 = [1l.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
= 3.270 Minutes
Tt=[(11.9*0.0922"3)/( 17.88ll".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(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 5.138(CFS)
Total initial stream area = 1.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 107.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 177,400(Ft.)
Downstream point/station elevation = 168.330(Ft.)
Pipe length = 195,48(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.138(CFS)
Given pipe size = 12.00(ln.)
Calculated individual pipe flow = 5.138(CFS)
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED 8-23-05
PageSof8
Normal flow depth in pipe = 7.18(ln.}
Flow top width inside pipe = 11. 76(1n.}
Critical Depth = 11.09(1n.}
Pipe flow velocity = 10.47(Ft/s}
Travel time through pipe = 0.31 min.
Time of concentration (Te) = 7.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to POint/Station 107.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.190(Ac.}
Runoff from this stream = 5.138(CFS}
Time of concentration = 7.13 min.
Rainfall intensity = 5.448(1n/Hr}
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
1
2
3.921 5.59
5.138 7.13
Qmax(1} =
1.000 *
1.000 *
Qmax(2} =
0.854 *
1.000 *
6.376
5.448
1.000 *
0.784 *
1.000 *
1.000 *
3.921} +
5.138} + =
3.921} +
5.138) + =
Total of 2 streams to confluence:
Flow rates before confluence point:
3.921 5.138
7.948
8.489
Maximum flow rates at confluence using above data:
7.948 8.489
Area of streams before confluence:
0.780 1.190
Results of confluence:
Total flow rate = 8.489(CFS)
Time of concentration = 7.131 min.
Effective stream area after confluence = 1.970(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 168.000(Ft.)
Downstream point/station elevation = 163.540(Ft.)
Pipe length = 94.72(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.489(CFS)
Given pipe size = 18.00(ln.)
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED B-23-05
Page60fB
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Calculated individual pipe flow = 8.489(CFS)
Normal flow depth in pipe = 7.61(1n.)
Flow top width inside pipe = 17.78(ln.)
Critical Depth = 13.54(ln.)
Pipe flow velocity = 11.9s(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 7.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.970(Ac.)
Runoff from this stream = 8.489(CFS)
Time of concentration = 7.26 min.
Rainfa" intensity = 5.384(ln/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfa" Intensity
(In/Hr)
1
2
5.801 6.63
8.489 7.26
Qmax(1) =
1.000 *
1.000 *
Qmax(2) =
0.943 *
1.000 *
5.708
5.384
1.000 *
0.913 *
1.000 *
1.000 *
5.801) +
8.489) + =
5.801) +
8.489) + =
Total of 2 main streams to confluence:
Flow rates before confluence point:
5.801 8.489
13.555
13.961
Maximum flow rates at confluence using above data:
13.555 13.961
Area of streams before confluence:
1.320 1.970
Results of confluence:
Total flow rate = 13.961(CFS)
Time of concentration = 7.263 min.
Effective stream area after confluence = 3.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 163.210(Ft.)
100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED 8-23-05
Page7of8
Downstream point/station elevation = 162.500(Ft.)
Pipe length = 37,46(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.961(CFS)
Given pipe size = 18.00(in.)
Calculated individual pipe flow = 13.961(CFS)
Normal flow depth in pipe = 14.23(1n.)
Flow top width inside pipe = 14.65(in.)
Critical Depth = 16.55(ln.)
Pipe flow velocity = 9.32(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 7.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial)
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Time of concentration = 7.33 min.
Rainfall intensity = 5.352(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.773 CA = 3.333
Subarea runoff = 3.879(CFS) for 1.020(Ac.)
Total runoff = 17.840(CFS) Total area = 4.310(Ac.)
End of computations, total study area = 4.310 (Ac.)
100 YR PRE·DEVELOPMENT CALC (NODES 100 THROUGH 110)
TAKEN FROM HYDROLOGY STUDY PHASE 1-DATED 8·23·05
Page 8 of8
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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)1991-2012 Version 7.9
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 04/28/15
PLANNING AREA NO. 5 -RESORT SITE PHASE III
100 YEAR STORM POST-DEVELOPMENT
Outfall A
Program License Serial Number 6312
Rational hydrology study storm event year is
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 66.000(Ft.)
Highest elevation = 220.000(Ft.)
Lowest elevation = 214.500(Ft.)
Elevation difference 5.500(Ft.) Slope = 8.333 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of
14.5 DU/A or Less
8.33 %, in a development type of
In Accordance With Figure 3-3
Initial Area Time of Concentration 4.17 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 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
Effecti ve runoff coefficient used for area (Q=KCIA) is C = 0.63'0
Subarea runoff = 0.263(CFS)
Total initial stream area = 0.061(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.100 to Point/Station 302.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
0.958(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page lof31
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Point number 'X' coordinate 'Y' coordinate
1 0.00 0.12
2 1.50 0.00
3 3.00 0.12
Manning's 'N' friction factor 0.015
Sub-Channel flow 0.380(CFS)
flow top width = 3.000(Ft.)
velocity= 2.113(Ft/s)
area = 0.180(Sq.Ft)
Froude number = 1.520
Upstream point elevation =
Downstream point elevation
Flow length = 180.000(Ft.)
Travel time 0.56 min.
214.500 (Ft.)
211.000 (Ft. )
Time of concentration = 4.74 min.
Depth of flow = 0.120(Ft.)
Average velocity = 5.323(Ft/s)
Total irregular channel flow = 0.958(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 5.323(Ft/s)
Adding area flow to channel
0.120 (Ft.)
Calculated TC of 4.737 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.241
Subarea runoff 1.390(CFS) for 0.322(Ac.)
Total runoff = 1.653(CFS) Total area = 0.383 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 202.640(Ft.)
Downstream point/station elevation 202.260(Ft.)
Pipe length 71.00(Ft.) Slope 0.0054 Manning's N 0.013
No. of pipes = 1 Required pipe flow 1.653(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 1.653(CFS)
Normal flow depth in pipe = 6.94(In.)
Flow top width inside pipe = 11.85(In.)
Critical Depth = 6.55(In.)
Pipe flow velocity = 3.51(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 5.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) -6.786(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.630 given for subarea
Time of concentration = 5.07 min.
Rainfall intensity = 6.786(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.490
Subarea runoff 1.673(CFS) for 0.395(Ac.)
Total runoff = 3.326(CFS) Total area = 0.778(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page2of31
Upstream point/station elevation = 202.260(Ft.)
Downstream point/station elevation 201.730(Ft.)
Pipe length 75.00(Ft.) Slope 0.0071 Manning's N 0.013
No. of pipes = 1 Required pipe flow 3.326(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 3.326(CFS)
Normal flow depth in pipe = 8.48(In.)
Flow top width inside pipe = 14.87(In.)
Critical Depth = 8.82(In.)
Pipe flow velocity = 4.65(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 5.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 304.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.564(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.34 min.
Rainfall intensity = 6.564(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.641
Subarea runoff 0.883(CFS) for 0.240(Ac.)
Total runoff = 4.210(CFS) Total area = 1.018(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 305.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 201.730(Ft.)
Downstream point/station elevation 201.210(Ft.)
Pipe length 49.00(Ft.) Slope 0.0106 Manning's N 0.013
No. of pipes = 1 Required pipe flow 4.210(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 4.210(CFS)
Normal flow depth in pipe = 8.66(In.)
Flow top width inside pipe = 14.82(In.)
Critical Depth = 9.97(In.)
Pipe flow velocity = 5.74(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 5.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 305.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.454(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.48 min.
Rainfall intensity = 6.454 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.925
Subarea runoff 1.759(CFS) for 0.450(Ac.)
Total runoff = 5.969(CFS) Total area = 1.468(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 306.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 140.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
201.210 (Ft.)
193.500(Ft.)
0.0551 Manning's N = 0.013
5.969 (CFS)
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page 3 of31
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Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 5.969(CFS)
Normal flow depth in pipe = 7.50(In.)
Flow top width inside pipe = 11.62(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.57(Ft/s)
Travel time through pipe 0.20 min.
Time of concentration (TC) = 5.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 306.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) -6.305 (In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.69 min.
Rainfall intensity = 6.305(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.537
Subarea runoff 3.723(CFS) for 0.972(Ac.)
Total runoff = 9. 692 (CFS) Total area = 2.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 306.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) -6.305(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 5.69 min.
Rainfall intensity = 6.305(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 1.634
Subarea runoff 0.608(CFS) for 0.153(Ac.)
Total runoff = 10.300(CFS) Total area = 2.593(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 190.280(Ft.)
Downstream point/station elevation 190.000(Ft.)
Pipe length 54.00(Ft.) Slope 0.0052 Manning's N
No. of pipes = 1 Required pipe flow 10.300(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 10.300(CFS)
Normal flow depth in pipe = 15.61(In.)
Flow top width inside pipe = 18.35(In.)
Critical Depth = 14.36(In.)
Pipe flow velocity = 5.37(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 5.85 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.593(Ac.)
Runoff from this stream 10.300(CFS)
Time of concentration = 5.85 min.
Rainfall intensity = 6.188(In/Hr)
Program is now starting with Main Stream No. 2
100 YR POST-DEVELOPMENTCALC (Outfall Al
4-28-15
Page4of31
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 314.000
**** 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 = 240.000(Ft.)
Lowest elevation = 222.000(Ft.)
107.000(Ft.)
Elevation difference 18.000(Ft.) Slope = 16.822 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 16.82 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 3.30 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3»)
TC = [1.8*(1.1-0.6300)*( 100.000A.5)/( 16.822A(1/3»)= 3.30
The initial area total distance of 107.00 (Ft.) entered leaves a
remaining distance of 7.00 (Ft.)
Using Figure 3-4, the travel time for this distance is
for a distance of 7.00 (Ft.) and a slope of 16.82 %
0.07 minutes
with an elevation difference of 1.18(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»)A.385 *60(min/hr)
0.069 Minutes
Tt=[(11.9*0.0013A3)/( 1.18»)A.385= 0.07
Total initial area Ti 3.30 minutes from Figure 3-3 formula plus
0.07 minutes from the Figure 3-4 formula = 3.37 minutes
Calculated TC of 3.371 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.561(CFS)
Total initial stream area = 0.130 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 = 0.205(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 2.050(CFS)
flow top
velocity=
width = 13.556(Ft.)
2.512(Ft/s)
0.816(Sq.Ft) area =
Froude number = 1.804
Upstream point elevation =
Downstream point elevation
Flow length 220.000(Ft.)
Travel time 1.46 min.
222.000(Ft.)
216.000 (Ft.)
2.050(CFS)
2.512(Ft/s)
100 YR POST-DEVELOPMENT CALC (Outfall AI
4-28-15
Page 5 of31
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Time of concentration = 4.83 min.
Depth of flow = 0.205(Ft.)
Average velocity = 2.512(Ft/s)
Total irregular channel flow = 2.050(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 2.512(Ft/s)
Adding area flow to channel
0.205(Ft.)
Calculated TC of 4.831 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.630 given for subarea
Rainfall intensity = 6.850 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.517
Subarea runoff = 2.978(CFS) for 0.690(Ac.)
Total runoff = 3.539(CFS) Total area =
Depth of flow = 0.233(Ft.), Average velocity =
0.820 (Ac.)
2.820(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 316.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation -213.070(Ft.)
Downstream point/station elevation 208.970(Ft.)
Pipe length 132.00(Ft.) Slope 0.0311 Manning's N 0.013
No. of pipes = 1 Required pipe flow 3.539(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 3.539(CFS)
Normal flow depth in pipe = 6.45(In.)
Flow top width inside pipe = 11.97(In.)
Critical Depth = 9.64(In.)
Pipe flow velocity = 8.23(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 5.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 316.000 to Point/Station 316.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.765(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.630 given for subarea
Time of concentration = 5.10 min.
Rainfall intensity = 6.765(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.699
Subarea runoff 1.192(CFS) for 0.290(Ac.)
Total runoff = 4.731(CFS) Total area = 1.110(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 316.000 to Point/Station 321.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 208.970(Ft.)
Downstream point/station elevation 203.200(Ft.)
Pipe length 145.00(Ft.) Slope 0.0398 Manning's N
No. of pipes = 1 Required pipe flow 4.731(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 4.731(CFS)
Normal flow depth in pipe = 7.16(In.)
Flow top width inside pipe = 11.77(In.)
Critical Depth = 10.82(In.)
Pipe flow velocity = 9.69(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 5.35 min.
0.013
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 6 of 31
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 321.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.110(Ac.)
Runoff from this stream 4.731(CFS)
Time of concentration 5.35 min.
Rainfall intensity = 6.560(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 317.000 to Point/Station 318.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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 99.000(Ft.)
Highest elevation = 226.000(Ft.)
Lowest elevation = 224.000(Ft.)
Elevation difference 2.000(Ft.) Slope = 2.020 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.02 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 2.020A(1/3)]= 5.99
The initial area total distance of 99.00 (Ft.) entered leaves a
remaining distance of 19.00 (Ft.)
Using Figure 3-4, the travel time for this distance is
for a distance of 19.00 (Ft.) and a slope of 2.02 %
0.34 minutes
with an elevation difference of 0.38(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60(min/hr)
0.339 Minutes
Tt=[(11.9*0.0036A3)/( 0.38)]A.385= 0.34
Total initial area Ti 5.99 minutes from
0.34 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.887(In/Hr)
Effective runoff coefficient used for area
Subarea runoff = 0.749(CFS)
Figure 3-3 formula plus
6.32 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.202(Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 318.000 to Point/Station 319.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Covered channel
Upstream point elevation 224.000(Ft.)
Downstream point elevation 215.190(Ft.)
Channel length thru subarea 478.000(Ft.)
Channel base width 0.500(Ft.)
Slope or 'z' of left channel bank =
Slope or 'Z' of right channel bank =
0.000
0.000
Estimated mean flow rate at midpoint of channel
Manning's 'N' = 0.015
Maximum depth of channel 0.500(Ft.)
Flow(q) thru subarea = 2.648(CFS)
Pressure flow condition in covered channel:
Wetted perimeter = 2.00(Ft.) Flow area
Hydraulic grade line required at box inlet =
2.648(CFS)
0.25(Sq.Ft)
135.375 (Ft.)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 7 of31
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Friction loss = 141.573(Ft.)
Minor Friction loss = 2.611(Ft.) K-Factor 1.500
Flow Velocity = 10.59(Ft/s)
Travel time 0.75 min.
Time of concentration = 7.08 min.
Adding area flow to channel
Rainfall intensity (I) = 5.475(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 5.475(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.814
Subarea runoff 3.707(CFS) for 1.090(Ac.)
Total runoff = 4.457(CFS) Total area = 1.292(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 319.000 to Point/Station 320.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 215.190(Ft.)
Downstream point/station elevation 204.160(Ft.)
Pipe length 112.00(Ft.) Slope 0.0985 Manning's N 0.013
No. of pipes = 1 Required pipe flow 4.457(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 4.457(CFS)
Normal flow depth in pipe = 6.42(In.)
Flow top width inside pipe = 8.14(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.21(Ft/s)
Travel time through pipe 0.14 min.
Time of concentration (TC) = 7.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 320.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.406(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.22 min.
Rainfall intensity = 5.406(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.971
Subarea runoff 0.795(CFS) for
Total runoff = 5.252(CFS)
0.250(Ac.)
Total area = 1. 542 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 321.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 204.160(Ft.)
Downstream point/station elevation 203.200(Ft.)
Pipe length 47.00(Ft.) Slope 0.0204 Mann~ng's N = 0.013
No. of pipes = 1 Required pipe flow 5.252(CFS)
Nearest computed pipe diameter 15. OO-(In.)
Calculated individual pipe flow 5.252(CFS)
Normal flow depth in pipe = 8.10(In.)
Flow top width inside pipe = 14.95(In.)
Critical Depth = 11.14(In.)
Pipe flow velocity = 7.76(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 7.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 321.000
**** CONFLUENCE OF MINOR STREAMS ****
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page8of31
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.542(Ac.)
Runoff from this stream 5.252(CFS)
Time of concentration = 7.32 min.
Rainfall intensity = 5.358(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 4.731 5.35 6.560
2 5.252 7.32 5.358
Qmax (1)
1. 000 * 1. 000 * 4.731) +
1. 000 * 0.731 * 5.252) + 8.568
Qmax(2)
0.817 * 1. 000 * 4.731) +
1. 000 * 1. 000 * 5.252) + 9.115
Total of 2 streams to confluence:
Flow rates before confluence point:
4.731 5.252
Maximum flow rates at confluence using above data:
8.568 9.115
Area of streams before confluence:
1.110 1.542
Results of confluence:
Total flow rate = 9.115(CFS)
Time of concentration 7.319 min.
Effective stream area after confluence 2.652 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation -203.200(Ft.)
Downstream point/station elevation 201.190(Ft.)
Pipe length 51.00(Ft.) Slope 0.0394 Manning's N
No. of pipes = 1 Required pipe flow 9.115(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 9.115(CFS)
Normal flow depth in pipe = 9.34(In.)
Flow top width inside pipe = 14.54(In.)
Critical Depth = 13.91(In.)
Pipe flow velocity = 11.34(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 7.39 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.323(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.39 min.
Rainfall intensity = 5.323(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 2.452
Subarea runoff 3.935(CFS) for 1.240(Ac.)
Total runoff = 13.051(CFS) Total area = 3.892(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 323.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
100 YR POST·DEVELOPMENT CALC (Outfall AI
4·28·15
Page90f31
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Upstream point/station elevation -20l.190(Ft.)
Downstream point/station elevation 199.500(Ft.)
Pipe length 27.00(Ft.) Slope 0.0626 Manning's N
No. of pipes = 1 Required pipe flow 13.051(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 13.051(CFS)
Normal flow depth in pipe = 10.22(In.)
Flow top width inside pipe = 13.98(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.66(Ft/s)
Travel time through pipe 0.03 min.
Time of concentration (TC) = 7.42 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 323.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.308(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Time of concentration = 7.42 min.
Rainfall intensity = 5.308(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 2.719
Subarea runoff 1.383(CFS) for 0.424(Ac.)
Total runoff = 14.434(CFS) Total area = 4.316(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 196.500(Ft.)
Downstream point/station elevation 190.000(Ft.)
Pipe length 41.00(Ft.) Slope 0.1585 Manning's N
No. of pipes = 1 Required pipe flow 14.434(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 14.434(CFS)
Normal flow depth in pipe = 8.04(In.)
Flow top width inside pipe = 14.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 21.56(Ft/s)
Travel time through pipe 0.03 min.
Time of concentration (TC) = 7.46 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 4.316(Ac.)
Runoff from this stream 14.434(CFS)
Time of concentration = 7.46 min.
Rainfall intensity = 5.294 (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
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page io of31
(14.5 DU/A or Less )
Impervious value, Ai 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance 82.000(Ft.)
Highest elevation = 234.000(Ft.)
Lowest elevation = 231.770(Ft.)
Elevation difference 2.230(Ft.) Slope = 2.720 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.72 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.75 minutes
TC = [l.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 90.000A.5)/( 2.720A(1/3)]= 5.75
Rainfall intensity (I) = 6.260(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.189(CFS)
Total initial stream area = 0.048(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 308.000 to Point/Station 309.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
Depth of flow = 0.175(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 1.076(CFS)
flow top width = 9.276(Ft.)
velocity= 2.295(Ft/s)
area = 0.469(Sq.Ft)
Froude number = 1.799
Upstream point elevation =
Downstream point elevation
Flow length = 270.000(Ft.)
Travel time 1.96 min.
231.770 (Ft. )
224.000 (Ft. )
Time of concentration = 7.71 min.
Depth of flow = 0.175(Ft.)
Average velocity = 2.295(Ft/s)
Total irregular channel flow = 1. 076 (CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 2.295(Ft/s)
Adding area flow to channel
1.076(CFS)
2.295(Ft/s)
0.175(Ft.)
Rainfall intensity (I) = 5.181(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity = 5.181(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.360
Subarea runoff = 1.674(CFS) for 0.523(Ac.)
Total runoff = 1.864(CFS) Total area =
Depth of flow = 0.199(Ft.), Average velocity =
0.571 (Ac.)
2.519(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 309.000 to Point/Station 310.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page 11 of31
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Upstream point/station elevation = 221.980(Ft.)
Downstream point/station elevation 221.800(Ft.)
Pipe length 50.00(Ft.) Slope 0.0036 Manning's N 0.013
No. of pipes = 1 Required pipe flow 1.864(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 1.864(CFS)
Normal flow depth in pipe = 8.67(In.)
Flow top width inside pipe = 10.74(In.)
Critical Depth = 6.98(In.)
Pipe flow velocity = 3.07(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 7.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 310.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) -5.066(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.630 given for subarea
Time of concentration = 7.98 min.
Rainfall intensity = 5.066(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.729
Subarea runoff 1.829(CFS) for 0.586(Ac.)
Total runoff = 3.693(CFS) Total area = 1.157(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 311.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 218.800(Ft.)
Downstream point/station elevation 213.040(Ft.)
Pipe length 228.00(Ft.) Slope 0.0253 Manning's N 0.013
No. of pipes = 1 Required pipe flow 3.693(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 3.693(CFS)
Normal flow depth in pipe = 7.07(In.)
Flow top width inside pipe = 11.81(In.)
Critical Depth = 9.83(In.)
Pipe flow velocity = 7.68(Ft/s)
Travel time through pipe = 0.49 min.
Time of concentration (TC) = 8.48 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 = 1.157(Ac.)
Runoff from this stream 3.693(CFS)
Time of concentration 8.48 min.
Rainfall intensity = 4.874(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 326.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page 12 of31
Initial subarea total flow distance l13.000(Ft.)
Highest elevation = 224.000(Ft.)
Lowest elevation = 223.000(Ft.)
Elevation difference 1.000(Ft.) Slope = 0.885 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.89 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.10 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 65.000A.5)/( 0.885A(1/3)]= 7.10
The initial area total distance of 113.00 (Ft.) entered leaves a
remaining distance of 48.00 (Ft.)
Using Figure 3-4, the travel time for this distance is
for a distance of 48.00 (Ft.) and a slope of 0.89 %
0.95 minutes
with an elevation difference of 0.42(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60(min/hr)
0.950 Minutes
Tt=[(11.9*0.0091A3)/( 0.42)]A.385= 0.95
Total initial area Ti 7.10 minutes from
0.95 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.037(In/Hr)
Effective runoff coefficient used for area
Subarea runoff = 0.568(CFS)
Figure 3-3 formula plus
8.05 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.630
Total initial stream area = 0.179 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 326.000 to Point/Station 312.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Covered channel
Upstream point elevation 223.000(Ft.)
Downstream point elevation 222.000(Ft.)
Channel length thru subarea 72.000(Ft.)
Channel base width 0.500(Ft.)
Slope or 'z' of left channel bank =
Slope or 'z' of right channel bank =
0.000
0.000
Estimated mean flow rate at midpoint of channel
Manning's 'N' = 0.015
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 1.226(CFS)
Depth of flow = 0.656(Ft.), Average velocity
Channel flow top width = 0.500(Ft.)
Flow Velocity = 3.74(Ft/s)
Travel time 0.32 min.
Time of concentration = 8.37 min.
Critical depth = 0.570(Ft.)
Adding area flow to channel
1.226 (CFS)
3.737(Ft/s)
Rainfall intensity (I) = 4.912(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.630 given for subarea
Rainfall intensity = 4.912(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.374
Subarea runoff = 1.270(CFS) for 0.415(Ac.)
Total runoff = 1.838(CFS) Total area =
Depth of flow = 0.930(Ft.), Average velocity =
0.594(Ac.)
3.954(Ft/s)
Critical depth = 0.750(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/Station 311.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 74.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
219.000 (Ft.)
213.040 (Ft.)
0.0805 Manning's
1.838(CFS)
N = 0.013
100 YR POST·DEVELOPMENT CALC (Outfall AI
4·28·15
Page 13 of31
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Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 1.838(CFS)
Normal flow depth in pipe = 3.9l(In.)
Flow top width inside pipe = 8.92(In.)
Critical Depth = 7.44(In.)
Pipe flow velocity = 9.98(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 8.50 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 2
Stream flow area = 0.594(Ac.)
Runoff from this stream 1.838(CFS)
Time of concentration = 8.50 min.
Rainfall intensity = 4.865(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.693 8.48 4.874
2 1. 838 8.50 4.865
Qmax(1)
1. 000 * 1. 000 * 3.693) +
1. 000 * 0.997 * 1. 838) + 5.526
Qmax(2)
0.998 * 1. 000 * 3.693) +
1. 000 * 1. 000 * 1.838) + 5.525
Total of 2 streams to confluence:
Flow rates before confluence point:
3.693 1.838
Maximum flow rates at confluence using above data:
5.526 5.525
Area of streams before confluence:
1.157 0.594
Results of confluence:
Total flow rate = 5.526(CFS)
Time of concentration 8.476 min.
Effective stream area after confluence 1. 751 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 213.040(Ft.)
Downstream point/station elevation 190.000(Ft.)
Pipe length 495.00(Ft.) Slope 0.0465 Manning's N
No. of pipes = 1 Required pipe flow 5.526(CFS)
Nearest computed pipe diameter l2.00(.In.)
Calculated individual pipe flow 5.526(CFS)
Normal flow depth in pipe = 7.54(In.)
Flow top width inside pipe = 11.60(In.)
Critical Depth = 11.28(In.)
Pipe flow velocity = 10.65(Ft/s)
Travel time through pipe = 0.77 min.
Time of concentration (TC) = 9.25 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 324.000
**** CONFLUENCE OF MAIN STREAMS ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 14of31
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.751(Ac.)
Runoff from this stream 5.526(CFS)
Time of concentration = 9.25 min.
Rainfall intensity = 4. 606 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 10.300 5.85 6.188
2 14.434 7.46 5.294
3 5.526 9.25 4.606
Qmax(l)
1. 000 * 1. 000 * 10.300) +
1. 000 * 0.785 * 14.434) +
1. 000 * 0.633 * 5.526) + 25.128
Qmax (2)
0.855 * 1.000 * 10.300) +
1. 000 * 1. 000 * 14.434) +
1. 000 * 0.806 * 5.526) + 27.699
Qmax (3)
0.744 * 1. 000 * 10.300) +
0.870 * 1. 000 * 14.434) +
1. 000 * 1. 000 * 5.526) + 25.753
Total of 3 main streams to confluence:
Flow rates before confluence point:
10.300 14.434 5.526
Maximum flow rates at confluence using above data:
25.128 27.699 25.753
Area of streams before confluence:
2.593 4.316 1.751
Results of confluence:
Total flow rate = 25.753(CFS)
Time of concentration 9.251 min.
Effective stream area after confluence 8.660 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 233.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 190.000(Ft.)
Downstream point/station elevation 182.830(Ft.)
Pipe length 75.00(Ft.) Slope 0.0956 Manning's N
No. of pipes = 1 Required pipe flow 25.753(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 25.753(CFS)
Normal flow depth in pipe = 12.09(In.)
Flow top width inside pipe = 16.90(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.38(Ft/s)
Travel time through pipe 0.06 min.
Time of concentration (TC) = 9.31 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 233.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area 8.660(Ac.)
Runoff from this stream = 25.753(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 15 of31
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Time of concentration = 9.31 min.
Rainfall intensity = 4.587(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(1/3)]
TC = [1.8*(1.1-0.8000)*( 90.000A.5)/( 4.499A(1/3)]= 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
for a distance of 739.00 (Ft.) and a slope of 4.50 %
4.17 minutes
with an elevation difference of 33.25(Ft.) from the end of the top
Tt = [11.9*length(Mi)A3)/(e1evation change(Ft.»]A.385 *60(min/hr)
4.169 Minutes
Tt=[(11.9*0.1400A3)/( 33.25)]A.385= 4.17
Total initial area Ti = 3.10 minutes from
4.17 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.380(In/Hr)
Effective runoff coefficient used for area
Subarea runoff = 5.057(CFS)
Figure 3-3 formula plus
7.27 minutes
for a 100:0 year storm
(Q=KCIA) is C = 0.800
Total initial stream area = 1.175 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 230.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 15.85(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 24.00(In.)
185.320(Ft.)
185.010 (Ft.)
0.0196 Manning's N
5.057(CFS)
Calculated individual pipe flow 5.057(CFS)
Normal flow depth in pipe = 6.49(In.)
Flow top width inside pipe = 21.32(In.)
Critical Depth = 9.51(In.)
Pipe flow velocity = 7.38(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 7.31 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.175(Ac.)
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page 16of31
Runoff from this stream
Time of concentration
Rainfall intensity =
5.057(CFS)
7.31 min.
5.363(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
for a distance of 750.00 (Ft.) and a slope of 4.44 %
4.24 minutes
with an elevation difference of 33.30(Ft.) from the end of the top
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
4.24 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.341(In/Hr)
Effective runoff coefficient used for area
Subarea runoff = 3.444(CFS)
Figure 3-3 formula plus
7.35 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.800
Total initial stream area = 0.806 (Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 232.000 to Point/Station 230.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 51.15(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 18.00(In.)
185.520 (Ft.)
185.010 (Ft.)
0.0100 Manning's N
3.444(CFS)
Calculated individual pipe flow 3.444(CFS)
Normal flow depth in pipe = 7.10(In.)
Flow top width inside pipe = 17.59(In.)
Critical Depth = 8.49(In.)
Pipe flow velocity = 5.32(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 7.52 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.806(Ac.)
100 YR POST·DEVELOPMENT CALC (Outfall A)
4·28·15
Page 17 of 31
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Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
3.444(CFS)
7.52 min.
5.267(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 5.057 7.31 5.363
2 3.444 7.52 5.267
Qmax(1)
1. 000 * 1.000 * 5.057) +
1. 000 * 0.972 * 3.444) + 8.406
Qmax(2)
0.982 * 1. 000 * 5.057) +
1. 000 * 1. 000 * 3.444) + 8.411
Total of 2 streams to confluence:
Flow rates before confluence point:
5.057 3.444
Maximum flow rates at confluence using above data:
8.406 8.411
Area of streams before confluence:
1.175 0.806
Results of confluence:
Total flow rate = 8.411(CFS)
Time of concentration 7.515 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) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 115.65(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 24.00(In.)
184.670 (Ft.)
182.990(Ft.)
0.0145 Manning's N
8.411 (CFS)
Calculated individual pipe flow 8.411(CFS)
Normal flow depth in pipe = 9.15(In.)
Flow top width inside pipe = 23.31(In.)
Critical Depth = 12.39(In.)
Pipe flow velocity = 7.65(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 7.77 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 233.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.981(Ac.)
Runoff from this stream 8.411(CFS)
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream Flow rate
No. (CFS)
7.77 min.
5.156(In/Hr)
TC
(min)
1 25.753
2 8.411
9.31
7.77
Qmax (1)
Rainfall Intensity
(In/Hr)
4.587
5.156
1. 000 * 1. 000 * 25.753) +
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 18 of 31
Qmax(2)
0.890 *
1. 000 *
1. 000 *
1. 000 *
0.834 *
1. 000 *
8.411) +
25.753) +
8.411) +
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.753 8.411
33.234
29.890
Maximum flow rates at confluence using above data:
33.234 29.890
Area of streams before confluence:
8.660 1.981
Results of confluence:
Total flow rate = 33.234(CFS)
Time of concentration 9.312 min.
Effective stream area after confluence 10.641(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 101.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 200.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 30.00(In.)
182.990(Ft.)
180.860(Ft.)
0.0106 Manning's N
33.234(CFS)
Calculated individual pipe flow 33.234(CFS)
Normal flow depth in pipe = 20.02(In.)
Flow top width inside pipe = 28.27(In.)
Critical Depth = 23.53(In.)
Pipe flow velocity = 9.55(Ft/s)
Travel time through pipe = 0.35 min.
Time of concentration (TC) = 9.66 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.641(Ac.)
Runoff from this stream 33.234(CFS)
Time of concentration 9.66 min.
Rainfall intensity = 4.479(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 6.077(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 6.02 min. Rain intensity = 6.08(In/Hr)
Total area = 0.100(Ac.) Total runoff = 0.383(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream 0.383(CFS)
Time of concentration 6.02 min.
Rainfall intensity = 6.077(In/Hr)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 19 of 31
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Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 33.234 9.66 4.479
2 0.383 6.02 6.077
Qmax(l)
1.000 * 1. 000 * 33.234) +
0.737 * 1. 000 * 0.383) + 33.517
Qmax(2)
1. 000 * 0.623 * 33.234) +
1. 000 * 1. 000 * 0.383) -r-= 21. 091
Total of 2 streams to confluence:
Flow rates before confluence point:
33.234 0.383
Maximum flow rates at confluence using above data:
33.517 21.091
Area of streams before confluence:
10.641 0.100
Results of confluence:
Total flow rate = 33.517(CFS)
Time of concentration 9.661 min.
Effective stream area after confluence 10.741(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 166.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 36.00(In.)
180.860 (Ft.)
180.160 (Ft.)
0.0042 Manning's N
33.517(CFS)
Calculated individual pipe flow 33.517(CFS)
Normal flow depth in pipe = 23.77(In.)
Flow top width inside pipe = 34.10(In.)
Critical Depth = 22.56(In.)
Pipe flow velocity = 6.76(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 10.07 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 1
Stream flow area = 10.741(Ac.)
Runoff from this stream 33.517(CFS)
Time of concentration 10.07 min.
Rainfall intensity = 4.361(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 5. 613 (In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 6.81 min. Rain intensity = 5.61 (In/Hr)
Total area = 0.157(Ac.) Total runoff = 0.520 (CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 20 of 31
Process from Point/Station 102.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.157(Ac.)
Runoff from this stream 0.520(CFS)
Time of concentration = 6.81 min.
Rainfall intensity = 5.613(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 33.517 10.07 4.361
2 0.520 6.81 5.613
Qmax(l)
1. 000 * 1. 000 * 33.517) +
0.777 * 1. 000 * 0.520) + 33.921
Qmax(2)
1. 000 * 0.676 * 33.517) +
1. 000 * 1. 000 * 0.520) + 23.185
Total of 2 streams to confluence:
Flow rates before confluence point:
33.517 0.520
Maximum flow rates at confluence using above data:
33.921 23.185
Area of streams before confluence:
10.741 0.157
Results of confluence:
Total flow rate = 33.921(CFS)
Time of concentration 10.070 min.
Effective stream area after confluence 10.898(Ac.)
102.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 91.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 36.00(In.)
180.160 (Ft.)
179.780 (Ft.)
0.0042 Manning's N
33.921 (CFS)
Calculated individual pipe flow 33.921(CFS)
Normal flow depth in pipe = 24.07(In.)
Flow top width inside pipe = 33.89(In.)
Critical Depth = 22.70(In.)
Pipe flow velocity = 6.75(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 10.29 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.898(Ac.)
Runoff from this stream 33.921(CFS)
Time of concentration 10.29 min.
Rainfall intensity = 4.299(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 21 of 31
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User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 5.0l8(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)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.220(Ac.)
Runoff from this stream 0.708(CFS)
Time of concentration 8.10 min.
Rainfall intensity = 5.018(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 4.028(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 11.39 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 33.921 10.29 4.299
2 0.708 8.10 5.018
3 14.190 11.39 4.028
Qmax(l)
1. 000 * 1. 000 * 33.921) +
0.857 * 1. 000 * 0.708) +
1. 000 * 0.904 * 14.190) + 47.353
Qmax(2)
1. 000 * 0.787 * 33.921) +
1. 000 * 1. 000 * 0.708) +
1. 000 * 0.711 * 14.190) + 37.488
Qmax(3)
0.937 * 1. 000 * 33.921) +
0.803 * 1.000 * 0.708) +
1. 000 * 1. 000 * 14.190) + 46.538
Total of 3 streams to confluence:
Flow rates before confluence point:
33.921 0.708 14.190
Maximum flow rates at confluence using above data:
47.353 37.488 46.538
Area of streams before confluence:
10.898 0.220 5.290
Results of confluence:
Total flow rate = 47.353(CFS)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page22of31
Time of concentration 10.295 min.
Effective stream area after confluence 16.408(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 84.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 48.00(In.)
179.780 (Ft.)
179.430(Ft.)
0.0042 Manning's N
47.353(CFS)
Calculated individual pipe flow 47.353(CFS)
Normal flow depth in pipe = 24.30(In.)
Flow top width inside pipe = 48.00(In.)
Critical Depth = 24.71(In.)
Pipe flow velocity = 7.42(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 10.48 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 16.408(Ac.)
Runoff from this stream 47.353(CFS)
Time of concentration 10.48 min.
Rainfall intensity = 4.249(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 331.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
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 = 0.580
0.000
1.000
0.000
0.000
Initial subarea total flow distance 49.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation =" 195.000(Ft.)
Elevation difference 1.000(Ft.) Slope = 2.041 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.04 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 6.60 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3»)
TC = [1.8*(1.1-0.5800)*( 80.000A .5)/( 2.041A(1/3»)= 6.60
Rainfall intensity (I) = 5.727(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.580
Subarea runoff = 0.262(CFS)
Total initial stream area = 0.079(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000 to Point/Station 332.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel
******* Irregular Channel Data ***********
0.676 (CFS)
100 YR POST·DEVELOPMENT CALC (Outfall Al
4·28·15
Page 23 of31
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Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 0.50 0.00
4 0.50 0.50
Manning's 'N' friction factor 0.013
Sub-Channel flow 0.612(CFS)
flow top width = 0.500(Ft.)
velocity= 2.448(Ft/s)
area = 0.250(Sq.Ft)
Froude number = 0.610
Upstream point elevation =
Downstream point elevation
Flow length = 122.000(Ft.)
Travel time 0.75 min.
195.000(Ft.)
194.390 (Ft.)
Time of concentration = 7.35 min.
Depth of flow = 0.500(Ft.)
Average velocity = 2.703(Ft/s)
Total irregular channel flow = 0.676(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel (s) 2.703 (Ft/s)
Adding area flow to channel
0.500(Ft.)
Rainfall intensity (I) = 5.342(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Rainfall intensity = 5.342(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.190
Subarea runoff 0.754(CFS) for 0.249(Ac.)
Total runoff = 1.016(CFS) Total area = 0.328 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 332.000 to Point/Station 333.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 232.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 12.00(In.)
l86.740(Ft.)
181.370 (Ft.)
0.0231 Manning's N
1.016(CFS)
Calculated individual pipe flow 1.016(CFS)
Normal flow depth in pipe = 3.52(In.)
Flow top width inside pipe = 10.93(In.)
Critical Depth = 5.08(In.)
Pipe flow velocity = 5.29(Ft/s)
Travel time through pipe = 0.73 min.
Time of concentration (TC) = 8.08 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 333.000 to Point/Station 333.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 5.025(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.580 given for subarea
Time of concentration = 8.08 min.
Rainfall intensity = 5.025(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.443
Subarea runoff 1.208(CFS) for 0.435(Ac.)
Total runoff = 2.224(CFS) Total area = 0.763(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 333.000 to Point/Station 104.000
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 24 of 31
----------------------------------------------------------------..,
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation -
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
2.224(CFS)
0.013
Calculated individual pipe flow 2.224(CFS)
Normal flow depth in pipe = 3.26(In.)
Flow top width inside pipe = 10.68(In.)
Critical Depth = 7.65(In.)
Pipe flow velocity = l2.87(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.10 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 2.224(CFS)
Time of concentration 8.10 min.
Rainfall intensity = 5.019(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 338.000 to Point/Station 339.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1. 000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.580
Initial subarea total flow distance 94.000(Ft.)
Highest elevation = 192.000(Ft.)
Lowest elevation = 190.500(Ft.)
Elevation difference 1.500(Ft.) Slope = 1.596 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 1.60 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.16 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.5800)*( 80.000A.5)/( 1.596A(1/3)]= 7.16
The initial area total distance of 94.00 (Ft.) entered leaves a
remaining distance of 14.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.29 minutes
for a distance of 14.00 (Ft.) and a slope of 1.60 %
with an elevation difference of 0.22(Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60(min/hr)
0.293 Minutes
Tt=[(11.9*0.0027A3)/( 0.22)]A.385= 0.29
Total initial area Ti 7.16 minutes from
0.29 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.294(In/Hr)
Effective runoff coefficient used for area
Subarea runoff = 0.405(CFS)
Figure 3-3 formula plus
7.46 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.580
Total initial stream area = 0.132 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 339.000 to Point/Station 337.000
100 YR POST·DEVELOPMENT CALC (Outfall A)
4·28·15
Page 25 of31
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**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel -
Depth of flow = 0.350(Ft.), Average velocity =
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
0.663(CFS)
3.786(Ft/s)
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 0.50 0.00
4 0.50 0.50
Manning's 'N' friction factor 0.013
Sub-Channel flow 0.663(CFS)
flow top width = 0.500(Ft.)
velocity= 3.786(Ft/s)
area = 0.175(Sq.Ft)
Froude number = 1.128
Upstream point elevation =
Downstream point elevation
Flow length = 35.000(Ft.)
Travel time 0.15 min.
190.500(Ft.)
190.000 (Ft.)
Time of concentration = 7.61 min.
Depth of flow = 0.350(Ft.)
Average velocity = 3.786(Ft/s)
Total irregular channel flow = 0.663(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 3.786(Ft/s)
Adding area flow to channel
0.350(Ft.)
Rainfall intensity (I) = 5.224(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Rainfall intensity = 5.224 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.174
Subarea runoff = 0.504(CFS) for 0.168(Ac.)
Total runoff = 0.909(CFS) Total area =
Depth of flow = 0.450(Ft.), Average velocity =
0.300 (Ac.)
4.039(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 337.000 to Point/Station 340.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation -
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
0.909(CFS)
Calculated individual pipe flow 0.909(CFS)
Normal flow depth in pipe = 4.13(In.)
Flow top width inside pipe = 11.40(In.)
Critical Depth = 4.79(In.)
Pipe flow velocity = 3.79(Ft/s)
Travel time through pipe = 0.86 min.
Time of concentration (TC) = 8.47 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 340.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 4.875(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
Time of concentration = 8.47 min.
Rainfall intensity = 4.875(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.580 CA = 0.418
100 YR POST·DEVELOPMENT CALC (Outfall A)
4·28·15
Page 26 of 31
1.127(CFS) for 0.420(Ac.) Subarea runoff
Total runoff = 2.036(CFS) Total area = 0.720 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
Downstream point/station elevation
Pipe length 110.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 12.00(In.)
184.120(Ft.)
179.430 (Ft.)
0.0426 Manning's N
2.036(CFS)
Calculated individual pipe flow 2.036(CFS)
Normal flow depth in pipe = 4.32(In.)
Flow top width inside pipe = 11.52(In.)
Critical Depth = 7.30(In.)
Pipe flow velocity = 8.01(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 8.70 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.720(Ac.)
Runoff from this stream 2.036(CFS)
Time of concentration = 8.70 min.
Rainfall intensity = 4.792(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 47.353 10.48 4.249
2 2.224 8.10 5.019
3 2.036 8.70 4.792
Qmax(l)
1. 000 * 1. 000 * 47.353) +
0.847 * 1. 000 * 2.224) +
0.887 * 1. 000 * 2.036) + 51.041
Qmax(2)
1. 000 * 0.773 * 47.353) +
1. 000 * 1. 000 * 2.224) +
1. 000 * 0.931 * 2.036) + 40.703
Qmax (3)
1. 000 * 0.830 * 47.353) +
0.955 * 1. 000 * 2.224) +
1. 000 * 1. 000 * 2.036) + 43.461
Total of 3 streams to confluence:
Flow rates before confluence point:
47.353 2.224 2.036
Maximum flow rates at confluence using above data:
51.041 40.703 43.461
Area of streams before confluence:
16.408 0.763 0.720
Results of confluence:
Total flow rate = 51.041(CFS)
Time of concentration 10.484 min.
Effective stream area after confluence 17.891(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
100 YR POST·DEVELOPMENT CALC (Outfall A)
4·28·15
Page 27 of 31
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Upstream point/station elevation =
Downstream point/station elevation
Pipe length 37.40(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 48.00(In.)
179.430(Ft.)
179.240(Ft.)
0.0051 Manning's N
51.041(CFS)
Calculated individual pipe flow 51.041(CFS)
Normal flow depth in pipe = 23.95(In.)
Flow top width inside pipe = 48.00(In.)
Critical Depth = 25.73(In.)
Pipe flow velocity = 8.14(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 10.56 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 1.167(Ft.), Average velocity 2.937(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
1
2
3
4
'X' coordinate
0.00
6.00
'Y' coordinate
1. 64
0.00
0.00
1. 04
5
Manning's 'N'
11. 00
24.98
44.34
friction factor
10.26
0.035
Sub-Channel flow 51.041(CFS)
flow top width = 23.513(Ft.)
velocity= 2.937(Ft/s)
area = 17.377(Sq.Ft)
Froude number = 0.602
Upstream point elevation =
Downstream point elevation
Flow length = 488.000(Ft.)
Travel time 2.77 min.
179.240(Ft.)
175.700(Ft.)
Time of concentration = 13.33 min.
Depth of flow = 1.167(Ft.)
Average velocity = 2.937(Ft/s)
Total irregular channel flow = 51.041(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 2.937(Ft/s)
1.167 (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 = 17.891(Ac.)
Runoff from this stream 51.041(CFS)
Time of concentration = 13.33 min.
Rainfall intensity = 3.640(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 75.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 5.159(In/Hr) for a 100.0 year storm
User specified values are as follows:
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-is
Page 28 of31
--------------------------------------~-------------------------------------------------------------------------------------,
TC = 7.76 min.
Total area =
Rain intensity = 5.l6(In/Hr)
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.l59(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.l59(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.611 CA = 0.685
Subarea runoff 1.281(CFS) for 0.428(Ac.)
Total runoff = 3.536(CFS) Total area = 1.122(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 76.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation -
Downstream point/station elevation
Pipe length 190.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = 12.00(In.)
183.240 (Ft.)
181.380(Ft.)
0.0098 Manning's N
3.536(CFS)
0.013
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 pipets)
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 8.46 min.
Rainfall intensity = 4.878(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 76.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.630 given for subarea
Rainfall intensity (I) = 3.740(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 12.78 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)
100 YR POST-DEVELOPMENT CALC (Outfall A)
4-28-15
Page 29 of 31
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L....._____________________________________________________________________________________________________________________~
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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:
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 = 12.87 min.
Rainfall intensity = 3.723(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 51.041 13.33 3.640
2 9.966 12.87 3.723
Qmax(l)
1. 000 * 1. 000 * 51. 041) +
0.978 * 1. 000 * 9.966) + 60.784
Qmax(2)
1. 000 * 0.966 * 51. 041) +
1. 000 * 1.000 * 9.966) + 59.247
100 YR POST·DEVELOPMENT CALe (Outfall A)
4·28·15
Page 30 of 3.1
Total of 2 main streams to confluence:
Flow rates before confluence point:
51.041 9.966
Maximum flow rates at confluence using above data:
60.784 59.247
Area of streams before confluence:
17.891 3.904
Results of confluence:
Total flow rate = 60.784(CFS)
Time of concentration = 13.329 min.
Effective stream area after confluence
End of computations, total study area =
210795(Ac.)
21.795 (Ac.)
100 YR POST-DEVELOPMENT CALC (Outfall Al
4-28-15
Page 31 of 31
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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
1
2
3
4
'X, coordinate
0.00
10.30
15.40
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.)
175.700(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
Pagelof2
Total irregular channel flow = 60.823(CFS)
Irregular channel normal depth above invert elev. 1.678(Ft.)
Average velocity of channel(s) 3.965(Ft/s)
Adding area flow to channel
Rainfall intensity (I) = 3.42l(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.580 given for subarea
The area added to the existing stream causes a
a lower flow rate of Q 47.418(CFS)
therefore the upstream flow rate of Q = 60.784(CFS) is being used
Rainfall intensity = 3.421(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.629 CA = 13.862
Subarea runoff = O.OOO(CFS) for 0.226(Ac.)
Total runoff = 60.784(CFS) Total area = 22.021 (Ac.)
3.965(Ft/s)
22.021 (Ac.)
Depth of flow = 1.677(Ft.), Average velocity
End of computations, total study area =
100 YR POST-DEVELOPMENT CALC (Outfall A continued)
4-28-15
Page 2 of2
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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 B
Program License Serial Number 6312
Rational hydrology study storm event year is
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation (inches) = 2.600
24 hour precipitation (inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'c' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1. 000
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance 125.000(Ft.)
Highest elevation = 196.000(Ft.)
Lowest elevation = 193.000(Ft.)
Elevation difference 3.000(Ft.) Slope = 2.400 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.40 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 5.65 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 2.400A(1/3)]= 5.65
The initial area total distance of 125.00 (Ft.) entered leaves a
remaining distance of 45.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.62 minutes
for a distance of 45.00 (Ft.) and a slope of 2.40 %
with an elevation difference of 1.08(Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60(min/hr)
0.615 Minutes
Tt=[(11.9*0.0085A3)/( 1.08)]A.385= 0.62
Total initial area Ti 5.65 minutes from Figure 3-3 formula plus
0.62 minutes from the Figure 3-4 formula 6.27 minutes
Rainfall intensity (I) = 5.922(In/Hr) for a 100.0 year storm
100YR POST-DEVELOPMENT CALC (Outall 8)
4-28-15
Page lof7
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 sub channel 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
velocity=
width = l3.359(Ft.)
area =
Froude
2.584(Ft/s)
0.797(Sq.Ft)
number = 1.864
Upstream point elevation =
Downstream point elevation
Flow length = 225.000(Ft.)
Travel time 1.45 min.
193.000(Ft.)
l86.430(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.l77(In/Hr) for a 100.0 year storm
User specified 'c' value of 0.630 given for subarea
Rainfall intensity = 5.l77(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 l33.00(Ft.) Slope
No. of pipes = 1 Required pipe flow
Given pipe size = l2.00(In.)
l82.680(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.l2(Ft/s)
Travel time through pipe = 0.43 min.
0.013
100 YR POST·DEVELOPMENT CALC (Outall B)
4·28·15
Page2of7
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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.)
18l. 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 0.491(Ac.)
Total runoff = 5.546(CFS) Total area = 1.793(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 107.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =
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 (OutalJ 8)
4-28-15
Page30f7
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 0.371(Ac.)
Total runoff = 6.S70(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.S70(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 = O.lS 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 = 1.71S
Subarea runoff 1.608(CFS) for 0.SS9(Ac.)
Total runoff = 8.177(CFS) Total area = 2.723(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.723(Ac.)
Runoff from this stream 8.177(CFS)
Time of concentration 8.77 min.
Rainfall intensity = 4.767(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 407.000
**** INITIAL AREA EVALUATION ****
100 YR POST-DEVELOPMENT CALC (Outall 8)
4-28-15
Page4of7
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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 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
1
'X' coordinate
0.00
'Y' coordinate
0.50
2 1.50 0.00
3 3.00 0.50
Manning's 'N' friction factor 0.035
Sub-Channel flow
flow top
velocity=
2.260(Ft.)
1.208 (CFS)
width =
2.839(Ft/s)
0.426(Sq.Ft) area =
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
Page50f7
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.306
Subarea runoff = 1.769(CFS) for 0.410(Ac.)
Total runoff = 2.093(CFS) Total area =
Depth of flow = 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 = 4.99 min.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
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 (1)
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
Page 6 of7
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L-__________________________________________________________ ~_.~ __ ~. _____ ~_. ____ ~ __ ~
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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 8)
4-28-15
Page7of7
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Attachment F I
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Storm Drain Calculations I
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-c .2. CD a ::n ?if
en 0 ..,
3
r-5·
CD » en .-3
z p
r 5·
CD Sf!
0)
~ ~ 00 1 ~ ~ ~ f r
~ ....
'"
~ ~~----------------------------------------------~
~ ~ ~ -D)
~ _.
~
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Storm Sewer Tabulation Page
Station Len OrngArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLElev Grnd / RimElev Line 10 coeff (I) flow full Line To Incr Total Incr ' Total' Inlet Syst : Size Slope Up On Up On Up On Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (Ws) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 25.0 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 13.05 27.14 7.76 18 6.68 201.17 199.50 202.53 200.86 208.93 199.50
2 1 50.3 0.00 0.00 0.00 0.00 ' 0.00 0.0 '0.9 0.0 9.12 20.98, 5.71 18 3.99 203.20 201.1'9 204.35 203.05 210.00 208.93
3 2 46.0 0:00 0.00 0.00 0.00 0.00 0.0 0.3 0.0 5.25 p.06 6.69 12 2.02 204.13 203.20 205.35 204.35 211.35 210.00
4 3 110.8 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.46 11.23 ' 5.87 12 9.95 215.19 204.16 216.08 205.90 ' 224;00 211.35
5 2 142.8 0.00 0.00 0.00 0.00 0.00 0.0 0.5 0.0 4.73 7.12 6.18 12 4.00 208.91 203.20 209.81 204.40 212.65 210.00
6 5 133.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 ,3.54 6.16 4.89 12 2.99 212.95 208.97 213.75 210.12 216.07 212.65
Project File: Storm Line A.stm Number of lines: 6 Run Date: 04-29-2015
NOTES: Intensity = 127.16/ (Inlet time + 17.80) A 0.82; Return period = 100 Yrs. - - ---- ----------_ Hydrafiow Storm Sewers 2005
_E; ____ - - - - - --.
Line Size Q Downstream Len Upstream Check JL Minol
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) (Ws) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (Ws) (ft) (ft) (%) (%) (ft) (I<) (ft)
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 18 13.05 199.50 200.86 1.36 1.68 7.75 0.93 201.79 1.352 25.0 201.17 202.53j 1.36** 1.68 7.77 0.94 203.46 1.355 1.354 nfa 0.36 nla
2 18 9.12 201.19 203.05 1.50 1.77 5.16 0.41 203.46 0.754 50.3 203.20 204.35j 1.15** 1.46 6.26 0.61 204.96 0.858 0.806 nfa 1.00 0.61
3 12 5.25 203.20 204.35 1.00 0.79 6.69 0.70 205.05 2.176 46.0 204.13 205.35 1.00 0.79 6.69 0.70 206.05 2.175 2.175 1.001 0.51 0.35
4 12 4.46 204.16 205.90 1.00 0.74 5.68 0.50 206.40 1.567 111 215.19 216.08j 0.89** 0.74 6.06 0.57 216.65 1.400 1.484 nla 1.00 0.57
5 12 4.73 203.20 204.40 1.00 0.75 6.02 0.56 204.96 1.766 143 208.91 209.81 j 0.90** 0.75 6.34 0.62 210.44 1.549 1.657 nfa 0.34 0.21
6 12 3.54 208.97 210.12 1.00 0.79 4.51 0.32 210.44 0.988 133 212.95 213.75j 0.80** 0.67 5.27 0.43 214.18 1.039 1.013 nfa 1.00 nla
Project File: Storm Line A.stm I Number of lines: 6 I Run Date: 04-29-2015
Notes: ; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 20(
Hydraflow HGL Computation Procedure
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7).
Col. 9 Velocity head (Velocity squared 12g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 1 Col. 16).
Col. 18 Velocity head (Velocity squared 12g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream -EGL downstream) +1-tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
- ------ --- -- --- -
Page 1
-- -
... tQllil :;2U'e ..... 0.. _ _ _ _ _ _ _ _ _ _ _Pr~St~ne ..
(Proru;s~~rm -Drain A lines 1-6
Elev. (tt)
234.00 ---------/------1--------+---1---------I ------1-------1---1-------+----1
f====t=---t==I-=1----1 t---~ 1 1 1 1 1=====1=-E~
226.00
--------.----------1-------1-
--------~---------1------1----------+------j----j----1---+ ----I -1---1-------+---------+-----+-------1--------" ----------·--}----I---------I ---4----~---I--~-----__J._------__I---------
I-
---------~------1-------I----t----u--t----=j-------j ===l I --1-------1 :J -C-----------------1--~-~_+----------1----------------------------
~----+---_l_---~--~--~---~---~ 218.00
---1-:-=---I-~_
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210.00 ··;zt······:E:--=1==:1==~~=J··-::=t==::F-=-.:.:
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-+------1--
202.0200~E---+--~--t=--~----=t= i ~ --~--~===I==-:=--::-t-______ j=-=--:-=:::=-!1i. ~;;;_~=_= _ ~_____ _ ________ ~ ________ __/----____I_-__ +
-t---j ~ E ~--± 1---j------1=------t==-I------j------i-------:j------==r------------~----=---______u_______ --------====1====
194.00 o 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
Reach (tt)
Hvcirnflow Rtorm Rp'wP'1"!; ?OO!;
I~~------------~~
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Station Len OmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe InvertElev HGLElev Gmd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 75.5 0.00 0.00 0.00 0.00 0.00 0.0 3.2 0.0 25.75 124.9 6.26 30 9.28 190.00 182.99 191.70 188.10 202.00 200.00
2 1 40.8 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 14.43 41.87 8.30 18 15.89 196.50 190.02 197.89 191.70 199.50 202.00
3 1 51.1 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 10.30 7.49 5.83 18 0.51 190.28 190.02 192.48 191.99 193.50 202.00
4 1 369.8 0.00 0.00 0.00 0.00 0.00 0.0 1.3 0.0 5.53 23.86 4.07 18 5.16 209.12 190.03 210.02 192.36 215.70 202.00
5 4 18.3 0.00 0.00 0.00 0.00 0.00 0.0 1.2 0.0 5.53 6.40 7.46 12 3.23 209.75 209.16 210.69 210.02 216.10 215.70
6 5 100.9 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 5.53 6.43 7.14 12 3.26 213.04 209.75 213.98 210.73 217.90 216.10
7 6 72.7 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.84 6.17 3.14 12 3.00 215.22 213.04 215.80 214.70 222.00 217.90
8 6 81.3 0.00 0.00 0.00 0.00 0.00 0.0 0.5 0.0 3.69 6.43 5.04 12 3.26 215.69 213.04 216.50 214.45 220.00 217.90
9 8 118.9 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 3.69 4.56 5.13 12 1.64 217.64 215.69 218.45 216.61 224.00 220.00
10 9 28.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.69 7.25 5.13 12 4.14 218.80 217.64 219.62 218.56 221.80 224.00
Storm Line B Number of lines: 10 Run Date: 04-29-2015
NOTES: Intensity = 127.16/ (Inlet time + 17.80)" 0.82; Return period = 100 Yrs.
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page'
.Line Size Q Downstream Len Upstream Check JL Minol
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) (tt) (tt) (tt) (sqtt). . (ft/s) (tt) (tt) . (%) (tt) (tt) (tt) (tt) (sqtt) (ft/s) (tt) (tt) (%) (%) (tt) (K) (tt)
(1 ) (2} (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 30 25.75 182.99 188.10 2.50 4.91 5.~5 0.43 188.53 0.394 75.5 190.00 191.70 j 1.70** 3.55 7.26 0.82 192.52 0.611 0.503 nfa 1.00 0.82
2 18 14.43 190.02 191.70 1.50 1.71 8.17 1.04 192.73 1.890 40.8 196.50 197.89 j 1.39** 1.71 8.43 1.10 199.00 1.634 1.762 nfa 1.00 1.10
3 18 10.30 190.02 191.99 1.50 1.77 5.83 0.53 192.52 0:962 51.1 190.28 192.48 1.50 1.77 5.83 0.53 193.01 0.962 0.962 0.492 1.00 0.53
4 18 5.53 190.03 192.36 1.50 1.77 3.13 0.15 192.52 0.277 . 370 209.12 210.02j 0.90** 1.10 5.01 0.39 210.41 0.619 0.448 nfa 1.00 nfa
5 12 5.53 209.16 210.02 0.86 0.77 7.71 0.92 210.94 2.240 18.3 209.75 210.69j 0.94** 0.77 7.20 0.81 211.50 2.081 2.160 nfa 0.44 0.36
6 12 5.53 209.75 210.73 0.98 0.77 7.07 0.78 211.51 2.151 101 213.04 213.98j 0.94** 0.77 7.20 0.81 214.79 2.081 2.116 nfa 1.00 0.81
7 12 1.84 213.04 214.70 1.00 0.79 2.34 0.09 214.79 0.266 72.7 215.22 215.80 j 0.57** 0.47 3.93 0.24 216.04 0.674 0.470 nfa 1.00 0.24
8 12 3.69 213.04 214.45 1.00 0.79 4.70 0.34 214.79 1.074 81.3 215.69 216.50j 0.81** 0.69 5.39 0.45 216.96 1.085 1.080 nfa 0.75 nfa
9 12 3.69 215.69 216.61 0.92 0.76 4.87 0.37 216.98 0.931 119 217.64 218.45 j 0.81** 0.69 5.39 0.45 218.91 1.085 1.008 nfa 0.75 nfa
10 12 3.69 217.64 218.56 0.92 0.76 4.88 0.37 218.93 0.933 28.0 218.80 219.62j 0.82** 0.69 5.39 0.45 220.07 1.086 1.010 nfa 1.00 0.45
Storm Line B 1 Number of lines: 10 I Run Date: 04-29-2015
Notes: ; ** Critical depth.; j-Line contains hyd. jump.
-----------------~~
..... y .. flc..HfiiIIC_p .... tia Pili DeiLlI e _ ---- --
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 1 Col. 7).
Col. 9 Velocity head (Velocity squared 12g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 31 Col. 16).
Col. 18 Velocity head (Velocity squared 12g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream -EGL downstream) +1-tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
-_Pa'"
::;torm ::;ewer profile Proj. file: Storm Line B.stm
Profile Storm Drain 10 lines 1-10
Elev. (ft)
252.00
236.00 +-1 ----t---j---j-----j-----j---t---t------j------j-----+---I---+---+---j----+---l
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188.00 ~ '~.LO. _1----1 . ~I-----I_--I_-___ ~----I----.--I---I
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172.00 o 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
Reach (ft)
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Storm Sewer Tabu'lation Page
Station Len OrngArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLElev Grnd 1 Rim Elev Line 10 coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On Line
(tt) (ac) (ac) (C) (min) (min) (in/hr) (c~) (cfs) (Ws) (in) (%) (tt) (tt) (tt) (tt) (tt) (tt)
1 End 98.3 0.00 0.00 . 0.00 0.00 0.00 0.0 2.1 0.0 4.21 50.50 4.08 24 ·4.98 198.40 193.50 199.13 194.23 204.00 193.50
2 1 31.1 0.00 . 0;00 0.00 . 0.00 0.00 0.0 1.7 0.0 4.21 67.17 3.54 24 8.82 201.18 198.44 ' 201.91 199.36 206.29 204.00
3 2 47.7 0.00 0.00 0.00 ,0.00 0.00 0.0 1.5 0.0 3.26 3.57 5.09 12 1.01 201.69 201.21 202.46 201.96 207:31 .206.29
4 3 98.3 0.00 0.00 0.00 0.00 0.00 0.0 1.1 0.0 3.33 2.51 4.24 12 0.50 202.22 201.73 203.59 202.73 ,209.25 207.31
5 4 67.5 0.00 0.00 0.00 0.00 0.00 0.0 0.6 0.0 1.65 2.53 2.10 12 0.50 202.60 202.26 203.99 203.84 210.57 209.25
6 5 72.6 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.65 2.51 2.10 12 0.50 203.00 202.64 204.19 204.04 208.00 210.57
Project.file: Storm Line C.stm Number of lines: 6 Run Date: 04-28-2015
NOTES: Intensity = 127.161 (Inlet.time + 17.80)" 0.82; Return period = 100 Yrs. - ----------------~~
.dlMlli'-;raIM L" csmp .... tisp5 _ _ _ _ _ _ _ - - --'
Line Size Q Downstream Len Upstream Check JL Minol
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) (ets) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (I<) (ft)
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 24 4.21 193.50 194.23 0.73 1.03 4.08 0.26 194.49 0.435 98.3 198.40 199.13j 0.73** 1.03 4.08 0.26 199.39 0.435 0.435 nfa 0.90 nfa
2 24 4.21 198.44 199.36 0.92 1.41 2.99 0.14 199.50 0.186 31.1 201.18 201.91 j 0.73** 1.03 4.08 0.26 202.17 0.435 0.311 nfa 0.34 nfa
3 12 3.26 201.21 201.96 0.75* 0.63 5.14 0.41 202.37 1.000 47.7 201.69 202.46 0.77** 0.65 5.04 0.39 202.85 0.955 0.978 0.466 0.15 0.06
4 12 3.33 201.73 202.73 1.00* 0.79 4.24 0.28 203.01 0.873 98.3 202.22 203.59 1.00 0.79 4.23 0.28 203.87 0.872 0.872 0.858 0.15 0.04
5 12 1.65 202.26 203.84 1.00 0.79 2.11 0.07 203.91 0.216 67.5 202.60 203.99 1.00 0.79 2.10 0.07 204.05 0.215 0.215 0.145 0.74 0.05
6 12 1.65 202.64 204.04 1.00 0.79 2.11 0.07 204.10 0.216 72.6 203.00 204.19 1.00 0.79 2.10 0.07 204.26 0.215 0.215 0.156 1.00 0.07
Project File: Storm Line C.stm I Number of lines: 6 I Run Date: 04-28-2015
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
~ -
Hydraflow Storm Sewers 20(
Hydraflow HGL Computation Procedure
General Procedure: Hydraflow computes the HGLusing the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculation\> begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circu!arpipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
CoL 6 The downstream depth of flow inside the pipe (HGL -Invert ~Ievation) but not greater than the line size.
Col: 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7).
Col. 9 Velocity head (Velocity squared 12g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 1 Col. 16).
Col. 18 Velocity head (Velocity squared 12g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream -EGL downstream) +1-tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
---- --_. -- ------ -
Page 1
-- -
_tQili1 '"jc"'eillllfOIiMl ___________ Pro_St~ne"
IprOfile Storm Drain Clines 1-6
Elevo (tt)
223.00 -----------------1---------1-------
I--
--1---------,--+--------/---I----1---------1----------1-------
------------1------+------j--------1----I--------.. -.. --+--_ .. _---------1--____ u 1 -I---~-I----1-------1----------
216.00 +1 ----I-----I-----I-----I-----+-----t----t----t------I
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209.00 I=-=--J -I 1 L=t~~ ---~----f-------,----------
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1--------;Z.-3f~~~-202.00 98.3Lf -12° @ 0.50% //11 7 1....I.2~Lf -12° @Jt5011o
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195.00 ~-n---I---==t----------I---"---~-J------1-_ --~-----~----I----------+----------
----. ------------.----------.. -t-..-------I-------1--
:== =:J=---=:~===t==:-..=~------------1--------/------j-------
188.00 o 50 100 150 200 250 300 350 400 450
Reach (tt)
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-------------Station Len OmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLElev Gmd I Rim Elev Line 10
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(tt) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (tt) (tt) (tt) (tt) (tt) (tt)
1 End 4.5 0.00 0.00 0.00 0.00 0.00 0.0 3.5 0.0 51.04 67.85 7.31 48 0.22 179.40 179.39 181.64 181.50 190.00 190.00
2 1 11.0 0.00 0.00 0.00 0.00 0.00 0.0 3.0 0.0 2.22 3.56 2.83 12 1.00 181.37 181.26 183.10 183.06 190.00 190.00
3 2 16.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.21 18.51 2.45 12 27.01 185.70 181.37 186.17 183.31 188.00 190.00
4 2 102.3 0.00 0.00 0.00 0.00 0.00 0.0 1.7 0.0 1.02 3.56 1.30 12 1.00 182.39 181.37 183.39 183.32 190.00 190.00
5 4 52.8 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 1.02 3.57 1.91 12 1.00 182.92 182.39 183.43 183.40 190.00 190.00
6 5 76.6 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.02 7.95 2.56 12 4.99 186.74 182.92 187.17 183.55 190.00 190.00
7 1 28.4 0.00 0.00 0.00 0.00 0.00 0.0 3.3 0.0 2.04 3.41 4.30 12 0.92 183.30 183.04 183.91 183.60 190.00 190.00
8 7 79.2 0.00 0.00 0.00 0.00 0.00 0.0 2.8 0.0 2.04 3.56 3.40 12 1.00 184.12 183.33 184.73 184.24 190.00 190.00
9 8 41.8 0.00 0.00 0.00 0.00 0.00 0.0 2.2 0.0 0.91 3.57 2.03 12 1.00 184.54 184.12 184.97 184.97 190.00 190.00
10 9 115.0 0.00 0.00 0.00 0.00 0.00 0.0 0.6 0.0 0.91 3.55 2.53 12 0.99 185.68 184.54 186.08 185.10 190.00 190.00
11 10 39.6 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.91 3.58 2.61 12 1.01 186.08 185.68 186.48 186.21 190.00 190.00
Project File: Storm Line D.strn Number of lines: 11 Run Date: 04-29-2015
NOTES: Intensity = 69.87 I (Inlet time + 13.10) "0.87; Return period = 2 Yrs.
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page'
Line Size Q Downstream Len Upstream Check JL Minol
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 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) , (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 48 51.04 179.39 181.50 2.11 6.74 7.58 0.89 182.40 0.420, 4.5 179.40 181.64 2.24 7.25 7.04 0.77 182.41 0.346 0.383 0.017 1.00 0.77
2 12 2.22 181.26 183.06 1.00 0.79 2.83 0.12 183.18 0.390 11.0 181.37 ' 183.10 1.00 0.79 '2.83 0.12 183.23 0.390 0.390 0.043 1.00 0.12
3 12 1.21 181.37 183.31 1.00 0.79 1.54 0.04 183.35 0.115 16.0 185.70 186.17j 0.47** 0.36 3.37 0.18 186.34 0.586 0.351 nfa 1.00 0.18
4 12 1.02 181.37 183.32 1.00 0.79 1.30 0.03 183.35 0.082 102 182.39 183.39 1.00 0.79 1.30 0.03 183.42 0.081 0.082 0.083 0.44 0.01
5 12 1.02 182.39 183.40 1.00 0.79 1.30 0.03 183.43 0.082 52.8 182.92 183.43 0.51 0.40 2.53 0.10 183.53 0.306 0.194 0.102 0.44 0.04
6 12 1.02 182.92 183:55 0.63 0.52 1.96 0.06 183.61 0.157 76.6 186.74 187.17 j 0.43** 0.32 3.17 0.16 187.32 0.563 0.360 nfa 1.00 0.16
7 12 2.04 183.04 183.60 0.56* 0.45 4.53 0.32 183.92 0.915 28.4 183.30 183.91 j 0.61** 0.50 4.08 0.26 184.17 0.697 0.806 0.229 0.69 0.18
8 12 2.04 183.33 184.24 0.91 0.75 2.71 0.11 184.35 0.285 79.2 184.12 184.73j 0.61** 0.50 4.10 0.26 184.99 0.705 0.495 nfa 0.23 0.06
9 12 0.91 184.12 184.97 0.85 0.71 1.28 0.03 184.99 0.062 41.8 184.54
.
184.97 0.43 0.33 2.78 0.12 185.09 0.427 0.245 0.102 0.23 0.03
10 12 0.91 184.54 185.10 0.56 0.45 2.00 0.06 185.16 0.178 115 185.68 186.08 j 0.40** 0.30 3.05 0.14 186.23 0.551 0.365 nfa 0.23 0.03
11 12 0.91 185.68 186.21 0.53 0.42 2.16 0.07 186.28 0.217 39.6 186.08 186.48 j 0.40** 0.30 3.06 0.15 186.63 0.552 0.384 nfa 1.00 nfa
Project File: Storm Line D.stm I Number of lines: 11 I Run Date: 04-29-2015
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
-----------------~~
....,y ... fICMIIIH ... C .. p .. tic 7 ?lis 7 ad' FED _ - -- -- -
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7).
Col. 9 Velocity head (Velocity squared 12g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity ofthe flow at the upstream end, (Col. 31 Col. 16).
Col. 18 Velocity head (Velocity squared 12g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream -EGL downstream) +1-tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
-_Pa~
~torm ~ewer PrOfile Proj. file: Storm Line D.stm
Profile Storm Drain D lines 1-6
Elev. (tt)
205.00
-
1---.
199.00
193.00
187.00 ~
7fi.56 ~It -;::: --::--I!!!!.
~:..--: r:::::-
18i~~~1 t
..
:~ ~coi;;t:oo J: ~2~26Lf -12" ((j 1.00"1n
;.04LT--::'12:::(j P.-l,UU~/n . . c;:::::::'-
.
-----. - -...
175.00 o 25 50 75 100 125 150 175 200 225 250
Reach (tt)
- ------ - - - - -~w~_AwAr_
..-;tQlilll :;eu'e .... o.. _ --- --- -- -
_Pr~ St~ne '-
E~fil~Storm Drain D line~1]
Elev. (ft)
200.00
+---------1-----
~---4 ~-~------~
195.00 -+I----t-----t---_J_---l----_+---+----+----t-----+----t-----t---_J_-----l
--j------I 1-------1-------1------1
--.. ~----1----------1---~--~---I--------_I__----------------1--+------J---
190.00 -+ITI,-----+-------r-------+-------+--.. ---r-------J--------+-------+-------I--------+-------+-------r-r~---I
1------1-------1----1--1--1-----
---l-------f--/-------~ --~I--------
115101 f_
1------:..a.!i.62Lf-~2~a 1.bt;./-1-----• I---
GQQ.~
~41.1I1p -1;t-!gl1.U\J')\
==i --1---
185.00
----1------------t~ 12 @j~;;-
~---I---------_J_---I----_r---r_--_+---+_----I-----I_----t
-~I-~---~ -----.------------+~ -~ ----. -----1-----------+-------~ ------"----------.----------.-------
4.4BLf-48I'~22..'?'~ ____ --I + ____ I~---+-----
180.00 -+1+1 +1---t------t----r_--_r----i----t-----+---+_--_+---l----_J_----i--------1
11-----1--------1-------4 --1-------1------1------------1--~-----~ --+--------1------1---.--_.-. ----
---1-------1----+-----1------I 1-------/ +-----1------
175.00 o 25 50 75 100 125 150 175 200 225 250 275 300 325
Reach (ft)
Hvrlrl'lflnw ~tnrm ~AWAI'!': ?oo!>
I ""0 ::E: .... '< ..Q.
CD Co a
I :!! Q1
Sir ..... -
(IJ 0
0 :e I .... 3 .-." s· -CD I»
m I !e. ::s
3 < --CD
I ~
I
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I
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(I)
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llil:o __ Sar For ilillbu' ztio_ ---- -------- -
Station Len DmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLElev Gmd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(tt) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) ('Yo) (tt) (tt) (tt) (tt) (tt) (tt)
1 End 43.0 0.00 0.00 0.00 0.00 0.00 0.0 0.7 0.0 4.10 4.31 5.71 12 1.47 180.63 180.00 181.49 180.86 184.00 180.00
2 1 35.9 0.00 0.00 0.00 0.00 0.00 0.0 0.6 0.0 4.10 5.04 5.53 12 2.00 181.35 180.63 182.21 181.57 184.13 184.00
3 2 74.4 0.00 0.00 0.00 0.00 0.00 0.0 0.2 0.0 3.32 3.58 4.36 12 1.01 182.12 181.37 183.01 182.44 185.00 184.13
4 3 56.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.32 3.56 4.23 12 1.00 182.68 182.12 183.77 183.28 186.44 185.00
Project File: Storm Line E.stm Number of lines: 4 Run Date: 04-29-2015
NOTES: Intensity = 127.16/ (Inlet time + 17.80) 1\ 0.82; Return period = 100 Yrs.
-
HydrafJow Storm Sewers 2005
Hydraulic Grade Line Computations Page'
Line Size Q Downstream Len Upstream Check JL Minol
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) (tt) (tt) (tt) (sqtt) (Ws) (tt) (tt) (%) (tt) (tt) (tt) (tt) (sqtt) , (Ws) (tt) (tt) (%) (0/0) (tt) (K) (tt)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24),
1 12 4.10 180.00 180.86 0.86 0.72 5.71 0.51 181.37 1.227 43.0 180.63 181A9j 0.86** 0.72 5.71 0,51 182.00 1.231 1.229 nfa 0.45 nfa
2 12 4.10 180,63 181.57 0.94 0.72 ,5.34 0.44 ' 182;02 ' 1.146 35.9 181.35 182.21 j 0.86** 0.72 5.71 0.51 182.72 1.231 1.188 nfa 0;56 nfa
3 12 ,3.32 181.37 182.44 1.00 0.79 4.23 0.28 182.72 0.872 74.4 182.12 183.01 0.89 0.74 4.49 0.31 183.33 0.771 0.821 0.611 0.75 0.23
4 12 3.32 182.12 183.28 1.00 0.79 4.23 0.28 183.56 0.872 56.0 ,182.68 183.77 1.00 , 0.79 4.23 0.28 184.05 0.871 0.871 0,488 1.00 0.28
Project File: Storm Line E.stm I Number of lines: 4 I Run Date: 04-29-2015
Notes: ; ** Critical depth.; j-Line contains hyd. jump.
, ------------------~~
...wyfilllfIQMiiH" C .. p .. ticr PT? -edEre _ - -- ---
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 31 Col. 7).
Col. 9 Velocity head (Velocity squared 12g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 1 Col. 16).
Col. 18 Velocity head (Velocity squared 12g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream -EGL downstream) +1-tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
-_Pa""
~torm ~ewer Profile Proj. file: Storm Line E.stm
Elev. (ft)
197.00 ----------1------1 1--------------------------1----
--------,-------1
193.00 ~I-----+_----_+-----r_-----~---~-----+_-----~-----~I__---~ 1----------1------1-------1-----------+-----1-----,-------
189.00
1-----1 ~-I--II---
185.00 I L _I 1 =-=== 1 I I--+-I -
./
55:g-7ifj21t-@-t;OO'Yo:+-1-1 -11---
7' 4.4['t-J2"]w::rID0J0 -...... ~~fll"
~ULT-l~: .1.,4/70
177.00 .-'---_____ -----'--_______ --'--______ ----'--______ -----' _______ -'---_____ ---'-______ -'---------------L----------I
o 25 50 75 100 125
Reach (ft)
150 175 200 225
• ,
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!
I I I
j
j
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Post-Development Hydrologic Tributary Areas Phase III
Car I s bad Ran c h, P " A 5 fannIng rea
CARLSBAD, CALIFORNIA
Grand Pacific Resorts
Date: 28 APRIL 2015 Project Number: 14-100
----
BOl/NOARY
(TIP)
Acres -
MarBrisa
! I I
UliJ "~;>
/
PRO.JECT·-~·
BOl/NOARY
(TIP)
-------o 60 120 180 240
I [i&1
i PRE OEVElOPB.lENT POST OEVElOPE!.IENT
~-.~ I Ol/1FALL "0;00 (cFS) IAREA (ACRES) Tc"(Al/N) oloij'(CFS) AREA (ACREs) Tc (!.lIN)
)
(
)
i
I I
A
B
TOTAL
62.85 i ,
17.84 i
8a69 i
21.725 9.83 6a7B 22.021 14.67
4.310 7.33 12.61 . . 4.220 8.84
25.04 73.39 25.24
i
I
_' •. \v~,m INPUT FROI.! PfiASEII~~"",-~ ~J"_,~
AREA-.157 AC,-/
R.OH'-.520 CFS
Tc-5.81 !.lIN
a420 Acres
~":Y!3f2 184.12
, a 158 Acres ,
19aoo at.J2 Aa< ...
BOl/NOARY
(TIP)
LEGEND
H'A TrRCOl/RSE -.. -.. -
SUBAREA 80{/NOARY - - - --
NOOENWBER 0
£LEVA llON XXX
AREA (ACRES) XXXX
~-PRO.JECT
BOl/NOARY
(TIP)
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ENGINEERING
lAND PlANNING CMl ENGINEERING SUR'IEYING
440 STATE PlACE
ESCONDIDO, CA 92029
TEL (760) 745-8118
FAX (760) 745-1890
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STOR!.I DRAIN PIPE
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698
LEGEND
OA YlIGHT UNE/
GRADING LMTS
INDICATES TRIBUTARY AREA BOUNDARY,
INDICATES EXISTING CONTOUR
INDICATES PROPOSED CONTOUR
PROPOSED STORM DRAIN PIPE
PROPOSED BIO-RETENTION FACILITY
PERVIOUS AREA/LANDSCAPE AREA
A/C PAVEMENT
CONCRETE PAVEMENT OR SIDEWALK
BUILDING ENVELOPE
"
DRAINING TO OUTFALL 1 (NODES 1 TO 40 & 100 TO 106)
DRAINING TO OUTFALL 2 (NODES 50 TO 76, 76-106 & 107)
DRAINING TO OUTFALL 3 (NODES 80 TO 87)
FLOW DIRECTION
~ HYDROLOGY NODE
lalOol HYDROLOGY TRIBUTARY AREA
E)(JSl 12" PVC
RECLAI!.IEO WA 1ER !.lAIN
Blo.c.RElENnON SWALE
HflH CLEAN OUT EllERY
50 FT SEE CRADING PLAN
FOR DETAIL
Pre Development Hydrologic Tributary AnNIS
Car 1 s bad Ran c h, PIa n n i n gAr e a 5
CA"LS.AD. OAL'''O'''',A
Gl'8nd Pacific Reaorfa
Date: • , F : .... PIII!IIDt If hr: •• _
'-I \ 7
1 \ f I \ I
l)(lSl 12"RP. PVC
WA 1ER !.lAIN
/
MarBrisa Phase III "
O!{}(F!a 00 CFS
v=J.fFPS !
E)(JsnNG 42" RCP SJrJR!.I
ORAIN S'lSlE!.I
, ,
F)(JST " H.P. PVC
WA i:.c. !.lAIN
j ,
THIS MAP IS TAKEN FROM THE
POST DEVELOPEMENT
DRMNAGEMAPFORPHASEU
/ "
SCALE 1"=40'
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I EXCEL I
ENGINEERING
l»IO Pl»INING CML ENGINEERING SURVEYING
440 STAlE PLACE
ESCONDIDO, '" 92029
ill (760) 745-8118
76 74-
--------o 40 80 120 160
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\ ~~/'\\ (TYP)
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THIS MAP IS TAKEN FROM THE
POST DEVELOPEMENT
D~NAGEMAPFORPHASEI
THIS MAP IS NOT AN EXACT REPRESENTATION OF THE ACTUAL
SITE CONDmON. IT IS A REPRESENTATION OF THE CONDmON OF
THE SITE PLANS THAT ARE PEDITED TO THIS POINT. PHASE III OF
THE PROJECT IS DESIGNED TO PRODUCE LESS RUNOFF THAN
PHASE I AND II OF THE PROJECT.
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Pre-Development Hydrologic Tributary Areas
Carlsbad Ranch, Planning Area 5
CARLSBAD, CALIFORNIA
Grand Pacific Resorts
Date: 18 APRIL 2015 Project Number: 14-100
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DIRECTION OF FLOW
WATERSHED BOUNDARY
SUBAREA BOUNDARY
NODE NUMBER
ELEVATION
AREA (ACRES)
lAND PlANNING CML ENGINEERING SURVEYING
440 STAlE PlACE
ESCONDIDO, CA 92029
TEl (760) 745-8118
FAX (760) 745-1890
MarBrisa Phase m
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