HomeMy WebLinkAboutCT 02-17; FAIR OAKS VALLEY; HYDROLOGY; 2012-10-31HYDROLOGY STUDY
for
Shelley Property
City of Carlsbad
County of San Diego, CA
CT 02-17
PREPARED FOR:
Fait Oaks VaUey, LLC
PO BOX 230638
Encinitas, CA 92023
PREPARED BY:
Pasco Laret Suiter & Associates, Inc.
535 N Highway 101, Suite A
Solana Beach, CA 92075
DATE:
February 10, 2006
revised: October 26, 2012
Brian Arolino, RCE 71651
f Fc:<;7, 'OA.
' CJ3 / CO o 1
No.7-!i;51
%
i cc
f-ri
3D»;
12-
DATE
C3
• J
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
TABLE OF CONTENTS
SECTION
Executive Summary 1.0
Introduction 1.1
Existing Conditions 1.2
Proposed Project 1.3
Summary of Results and Conditions 1.4
Conclusions 1.5
References 1.6
Methodology 2.0
Introduction 2.1
County of San Diego Criteria 2.2
Runoff coefficient determination 2.3
City of Carlsbad Criteria 2.4
100-year 6-Hour County Isopluvial 2.5
Hydrology Model Output 3.0
Pre-Developed Hydrologic Model Output 3.1
Post-Developed Hydrologic Model Output 3.2
Hydraulic Model Output, & Inlet Sizing 4.0
Storm Draia HydrauUc Model Output 4.1
Inlet Sizing Spreadsheet 4.2
Brow Ditch Sizing 4.3
Rip Rap Sizing 4.4
Appendix 5.0
Existing Condition Hydrology Map
Proposed Condition Hydrology Map
(pocket)
(pocket)
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
1.0 EXECUTIVE SUMMARY
1.1 Introduction
This Hydrology Study for the Shelley Property has been prepared to analyze the hydrologic
characteristics of the existing and proposed project site, and determine the existing condition
offsite hydrologic characteristics that are conveyed through the proposed project site. This
report intends to present the methodology and the calculations used for determining the
runoff from the project site in both the pre-developed (existing) conditions and the post-
developed (proposed) conditions, as well as the offsite areas, produced by the 100 year 6
hour storm.
1.2 Existing Conditions
The property is located within the City of Carlsbad in the County of San Diego. The site is
surrounded by residential development and undeveloped areas. The proposed project site is
roughly located to the east of Rancho Santa Fe Road, adjacent to the Villages of La Costa
Oaks South and south of the projected extension of La Costa Ave, as shown op the vicinity
map below. U———__________
VICINITY MAP
CITY OF OCEANSIDE
NOT TO SCALE
CITY OF
SAN MARCOS
PACIFIC
OCtAN SITE
CITY OF ENCINITAS
The entire existing project site consists of roughly 81.3 acres of gently roUing hiUs, canyon
and minor water ways located in the San Marcos Creek Watershed and specifically in the
Encinitas Creek Hydrologic Sub Area (904.51 HSA). Ultimately access to the proposed
project site, will be available from Camino Junipero. The existing site has not been
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
improved with the exception of dirt paths, which serve as the only access to the site, and a
water main which transects the northern portion of the project site.
The drainage basin of the existing property is approximately 113.45 acres in area, not
including the area tributary to the project site due tn the .storm drain improvptnents ft-nrp
'Villages of La Costa Oaks South. ^Villages of La Costa Oaks South contributes storm water
discharge onto the project site at two locations; one a storm drain pipe system in Camino
Junipero and the other connection is located within the same storm drain system, and have
been included in the Developed Condition hydrology model found in section 3.2 of this
report . These two tributary discharges were not included in the existing condition analysis
due to the fact that TPM hydrology smdy tided "Preliminary Hydrology Report for Shelley
Property," prepared August 2, 2002 by Buccola Engineering, Inc. included this area in the
developed condition only, and assumed that the existing condition did not include the
' improvements and storm drain infrastructure of the Villages of La Costa Oaks South.
The La Costa Village Development hydrologic analysis, prepared by Hunsaker & Associates,
niustrates that the two offsite discharge points, tributary to the proposed project site are
located along the westerly property limit in the vicinity of Camino Junipero (Melrose Drive).
The La Costa Village Development hydrologic analysis, prepared by Hunsaker & Associates
indicates that the northern most discharge, node 103 on sheet 2 & 3 of the Hydrology plan
set for this report, has a peak discharge of 10.15 cfs with a time of concentration of 13.91
minutes and an area of 5.56 acres; while the southern most discharge point, node 102 on
sheet 2 & 3 of the Hydrology plan set for this report, has a peak discharge of 11.67 cfs with a
time of concentration of 14.87 minutes and an area of 5.20 acres.
Drainage of the existing site basin is first conveyed via natural channels in a primarily north
to south direction. Once storm water is conveyed to the base of the canyon, it continues in
a southerly direction via existing natural watercourse, then into San Marcos Creek and
ultimately into the Pacific Ocean at the Batiquitos Lagoon.
1.3 Proposed Project
The intent of proposed projects is to develop the 81 acre proposed project site into 52 lots,
including 49 graded pads suitable for construction of single family residential structures, and
3 open space lots. The proposed development design improvements consist of the
extension of Camino Junipero, the construction of four pubUc streets to provide access to
each of the parcels, and the construction of typical underground utilities associated with
residential development. The project wiU also include grading of the project site to provide
pads smtable for the construction of residential structures and the driveways and roads
which provide access to the individual lots.
Drainage of the proposed site wiU not disturb or alter the existing hydrology of the areas that
are tributary to the project site. The existing natural drainage paths will be utilized and
maintained as the primary point of discharge, and on-site upgrades as necessary, including
providing brow ditches, curb inlets, cleanouts, one connection to an existing storm drain
system (currently discharges onto the site via an outiet headwaU) and additional storm drain
piping. Discharge from the proposed project site will be conveyed into the existing namral
drainage course roughly located at the mid point of the southerly project boundary.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Additionally, as stated in section 1.2, the Villages of La Costa Oaks South contributes storm
water discharge onto the project site at two locations; one a storm drain pipe system in
Camino Junipero and the other connection is located within the same storm drain system,
and have been included in the Developed Condition hydrology model found in section 3.2
of this report.
Storm water generated on-site, will either be collected in brow ditches and conveyed in a
pipe, or will sheet flow across the pads, be collected and conveyed in either area drains and
subdrain systems or in the street gutters, and intercepted in a curb inlet.
1.4 Summary of Results
Upon performing hydrologic analysis of the project site in both the proposed developed and
existing condition the following results were produced. In both conditions the hydrologic
model included the analysis of the project site to one ultitnaate point of discharge. Output
data from the hydrologic analysis model of storm water tributary to the project site,
including off-site tributary area in the both the existing and developed condition indicates
that the 100-year peak runoff flow of 129.73 cfs, with a tributary area of 113.43 acres for the
existing conditions and for the proposed developed conditions 112.67 cfs, with a tributary
area of 113.43 acres.
The project site watershed area in existing and developed condition is roughly decreased in
the proposed development conditions due to the diversion identified in the Mass Grading
Hydrology Study for Villages oflM Costa, Neighborhoods 3.10-3.15 <& Avenida Junipero prepared by
Hunsaker & Associates, Inc. and dated December 24, 2001. Through the creation of the
Villages of La Costa Neighborhood 3.10-3.15 and die grading and construction of Avenida
.Junipero, located to the north of the proposed project site, a substantial portion of the
existing offsite watershed is diverted. It appears this area was to be diverted, as shown in the
Mass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10-3.15 (& Avenida Junipero,
in effort to direct this area of development into a central detention facility. By developing
the Villages of La Costa Neighborhoods 3.10- 3.15, a detention facility upstream of the
proposed project site would have been required. Through their site design Hunsaker &
Associates, Inc. effectively mitigated the discharge onto the proposed project site by
diverting a large portion of the watershed to a central detention basin, located to the
northwest and to the north of La Costa Avenue. This diversion would not only provide
mitigation to the discharge on to the proposed project site, but also provide the required
detention for the entire project site in one large detention facility thus avoiding the necessity
of multiple detention facilities.
From the analysis prepared by Pasco Laret Sviiter & Associates, the site watershed area is the
same in the proposed development conditions as it is in the existing condition. Additionally
the peak discharge from the proposed project site in the developed condition is decreased by
17.06 cfs as compared to the peak discharge from the existing condition; existing condition
100-year peak runoff flow of 129.73 cfs with a time of concentration of 18.66 minutes and
proposed developed condition 100-year peak runoff flow of 112.67cfs with a time of
concentration of 27.17 minutes.
N;\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
1.5 Conclusions
The peak discharge from the project site ki the developed condition wiU decrease as
compared to the runoff from the site in the existing conditions by 17.06 cfs. This decrease is
the result of the proposed storm drain system and the design of the Villages of La Costa
Neighborhoods 3.10- 3.15 and Avenida Junipero. The site design of Villages of La Costa
Neighborhoods 3,10- 3.15 and Avenida Junipero diverts a portion of the watershed to
mitigate the peak discharge at the end of Avenida Junipero, a point of run-on to the
proposed project site. By diverting this area Hunsaker & Associates' site design mitigates the
discharge at Avenida Junipero and enables the diverted area to be maximized for^
development into residential development by eliminating the need for an additional
detention basin located to the north of the proposed project site.
It is the opinion of Pasco Laret Suiter & Associates that due to this circumstance and as
shown in the hydrologic analysis performed for this project site the developed condition
peak discharge is decreased by 17.06 cfs as compared to the existing condition peak
discharge, there is no need for detention of the proposed project sites peak discharge.
The proposed storm drain system incorporates the design of ten curb inlets, as well as five
headwalls, three type 'F' catch basins, one connection to an existing 24-inch RCP storm
drain, one D-41 concrete energy dissipator, eleven D-40 rip rap energy dissipators, brow
ditches, grass lined swales, and related piping to collect storm water intercepted by the
proposed brow ditches surrounding the developed portion of the project site. The proposed
storm drain system will convey the entire 100-year peak flow generated by offsite and onsite
runoff
The hydraulic analysis of all storm drain piping, and inlet and brow ditch sizing has been
performed and included with this report to ensure that the system wiU safely collect and
convey the 100-year peak flow tributary to each individual component. Along with the
hydrologic analysis, the hydrauHc analysis indicates that the storm drain system wiH safely
collect and convey the 100-year 6-hour storm event runoff tributary to the project site.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
1.6 References
'San Diego County Hydrology Manual", revised June 2003, County of San Diego, Department of
PubHc Works, Flood Control Section.
Grading Plans for "CT 02-17 Shelley Property - Fair Oaks Valley" not yet approved (in
processing). Project Number CT 02-17, Drawing Number 440-5A, Pasco Engineering.
Improvement Plans for "CT 02-17 SheUey Property - Fair Oaks Valley" not yet approved (in
processing). Project Number CT 02-17, Drawing Number 440-5, Pasco Engineering.
"Mass Grading Hydrology Study for Village of La Costa, Neighborhoods 3.10-3.15",
December 24, 2001, by Hunsaker and Associates Inc.
"Preliminary Hydrology Report for Shelley Property," August 2, 2002, Buccola Engineering,
Inc.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
2.0 METHODOLOGY
2.1 Introduction
The hydrologic model used to perform the hydrologic analysis presented in this report
utilizes the Ration Method (RM) equation, Q=CIA. The RM formula estimates the peak
rate of runoff based on the variables of area, mnoff coefficient, and rainfall intensity. The
rainfall intensity (I) is equal to:
I ^ 7.44 X Pfi X D-°''=
Where:
I = Intensity (in/hr)
Pg = 6-hour precipitation (inches)
D = duration (minutes - use Tc)
Using the Time of Concentration (Tc), which is the time required for a given element of
water that originates at the most remote point of the basin being analyzed to reach the point
at which the runoff from the basin is being analyzed. The RM equation determines die
storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per
second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows:
Q = CIA
Where:
Q= flow (in cfs)
C = runoff coefficient, ratio of rainfall that produces storm water
runoff (runoff vs. infiltration/evaporation/absorption/etc)
I = average rainfall intensity for a duration equal to the Tc for the
area, in inches per hour.
A = drainage area contributing to the basin in acres.
The RM equation assumes that the storm event being analyzed delivers precipitation to the
entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop that
falls at the most remote portion of the basin arrives at the point of analysis. The RM also
assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not
affected by the storm intensity, I, or the precipitation zone number.
In addition to the above Rational Method assumptions, the conservative assumption that all
runoff coefficients utilized for this report are based on t5^e "D" soils.
2.2 County of San Diego Criteria
As defined by the County Hydrology Manual dated June 2003, the rational method is the
preferred equation for determining the hydrologic characteristics of basins up to
approximately one square rrdle in size. The County of San Diego has developed its own
tables, nomographs, and methodologies for analyzing storm water runoff for areas within
the coimty. The County has also developed precipitation isopluvial contour maps that show
even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour storm).
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
One of the variables of the RM equation is the mnoff coefficient, C. The mnoff coefficient
is dependent only upon land use and soil type and the County of San Diego has developed a
table of Rxmoff Coefficients for Urban Areas to be applied to basin located within the
County of San Diego. The table categorizes the land use, the associated development
density (dwelling units per acre) and the percentage of impervious area. Each of the
categories Usted has an associated mnoff coefficient, C, for each soil type class.
The County has also illustrated in detail the methodology for determining the time of
concentration, in particular the initial time of concentration. The County has adopted the
Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially
limits the flow path length for the initial time of concentration to lengths of 100 feet or less,
and is dependent on land use and slope.
2.3 Runoff Coefficient Determination
As stated in section 2.2, the mnoff coefficient is dependent only upon land use and soil type
and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas
to be appHed to basin located within the County of San Diego. The table, included at the
end of this section, categorizes the land use, the associated development density (dwelling
units per acre) and the percentage of impervious area.
For the proposed development the total number of dwellings proposed is 48, and the total
developed lot area is roughly equal to 29.42. This corresponds to a dwelling unit per acre
(DU/A) ratio of 1.63. A DU/A ratio of 1.63 would yield a rvinoff coefficient of 0.46, which
corresponds to DU/A of 2.0 or less and an impervious rati^p^f 20%,. Due to the range of
lot sizes associated with this project, various runoff coefficients were used to develop the
hydrologic model of the project site after constmctions. The mnoff coefficients utilized
ranged from 0.35 to 0.52. For offsite area, a mnoff coefficient of 0.35 was selected.
For the existing conditions, runoff coefficients were selected based upon the impervious
ercentage and land use. The primary coefficient utilized was 0.35. In a couple of instances
arious runoff coefficients of 0.46 were used because the sub-area being analyzed included
xisting development.
2.4 City of Carlsbad Criteria
The City of Carlsbad has prepared general design standards for the preparation of hydrology
and hydraulic analyses. These guidelines differ from the County of San Diego Hydrology
Manual, and are sUghdy more stringent. The primary differences from the County
methodology and the City of Carlsbad methodology in reference to hydrology analysis is the
rational method can only be appHed to watersheds up to 0.5 square miles in area. The City
of Carlsbad general design standards also provide storm drain system design requirements,
for inlets and storm drain systems.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
2.5 100-year 6-hour County Isopluvial
NSIDE
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
3.0 Hydrology Model Output
3.1 Pre-Developed Hydrologic Model Output
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2005 Advanced Engineering Software (aes)
Ver. 2.0 Release Date: 05/01/2005 License ID 1574
Analysis prepared by:
************************** DESCRIPTION OF STUDY **************************
* HYDROLOGY STUDY FOR THE 10 0-YEAR 6 HOUR STORM EVENT: *
* EXISTING CONDITION - DUVIVIER PE 1451 * * * **************************************************************************
FILENAME: C:\AES\1451\100-EX5.DAT
TIME/DATE OF STUDY: 19:15 05/16/2007
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
•SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3 500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 1014.00
DOWNSTREAM ELEVATION(FEET) = 1000.00
ELEVATION DIFFERENCE(FEET) = 14.00
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION]
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.605
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.2 3
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA«<<<
ELEVATION DATA: UPSTREAM (FEET) = 1000.00 DOWNSTREAM (FEET) = 386.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 32 80.00 CHANNEL SLOPE = 0.1872
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.23
FLOW VELOCITY (FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 11.52 Tc(MIN.) = 17.79
LONGEST FLOWPATH FROM NODE 12.00 TO NODE 10.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 81
»>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.370
•USER SPECIFIED(SUBAREA):
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA (ACRES) = 83.89 SUBAREA RUNOFF (CFS) = 98.94
TOTAL AREA (ACRES) = 83.99 TOTAL RtJNOFF (CFS) = 99.06
TC(MIN.) = 17.79
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 1.00 IS CODE = 52
»>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>»TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 3 86.00 DOWNSTREAM (FEET) = 326.60
CHANNEL LENGTH THRU SUBAREA (FEET) = 715.00 CHANNEL SLOPE = 0.0831
CHANNEL FLOW THRU SUBAREA (CFS) = 99.06
FLOW VELOCITY (FEET/SEC) = 13.64 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 18.66
LONGEST FLOWPATH FROM NODE 12.00 TO NODE 1.00 = 4095.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 1.00 IS CODE = 81
»>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.267
•USER SPECIFIED(SUBAREA):
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3 500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA (ACRES) = 29.46 SUBAREA RUNOFF (CFS) = 33.69
TOTAL AREA (ACRES) = 113.45 TOTAL RUNOFF (CFS) = 129.73
TC(MIN.) = 18.66
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE (CFS)
113
129
45 TC(MIN.)
73
= 18.66
END OF RATIONAL METHOD ANALYSIS
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
3.2 Post-Developed Hydrologic Model Output
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2008 Advanced Engineering Software (aes)
Ver. 15.0 Release Date: 04/01/2008 License ID 1452
Analysis prepared by:
************************** DESCRIPTION OF STUDY **************************
* HYDROLOGIC ANALYSIS OF THE 100 YEAR 6 HOUR STORM EVENT FOR: *
* PLSA 1451 - DUVIVIER - DEVELOPED CONDTION ANALYSIS *
* *
********************+*****************************************************
FILE NAME: 1451P0ST.DAT
TIME/DATE OF STUDY: 13:02 10/29/2012
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30 0 20 0 0 018/0 018/0 020 0 67 2 00 0 0313 0 167 0 0150
2 51 0 30 0 0 020/0 020/0 020 0 50 1 50 0 0313 0 125 0 0150
3 30 0 15 5 0 020/0 020/0 020 0 50 1 50 0 0313 0 125 0 0150
4 28 0 16 5 0 020/0 020/0 020 0 50 1 50 0 0313 0 125 0 0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.25 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 976.00
DOWNSTREAM ELEVATION(FEET) = 965.00
ELEVATION DIFFERENCE(FEET) = 11.00
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.605
SUBAREA RUNOFF (CFS) = 0.2 8
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.28
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 300.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 965.00 DOWNSTREAM (FEET) = 480.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 2060.00 CHANNEL SLOPE = 0.2354
SLOPE ADJUSTMENT CURVE USED:
EFFECTIVE SLOPE = .1751 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 0.28
FLOW VELOCITY (FEET/SEC) = 2.34 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 14.65 Tc(MIN.) = 20.92
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 300.00 = 2160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 300.00 IS CODE = 81
»>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.036
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA (ACRES) = 17.31 SUBAREA RUNOFF (CFS) = 18.3 9
TOTAL AREA (ACRES) = 17.4 TOTAL RUNOFF (CFS) = 18.52
TC(MIN.) = 20.92
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1
>>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.92
RAINFALL INTENSITY (INCH/HR) = 3.04
TOTAL STREAM AREA (ACRES) = 17.43
PEAK FLOW RATE (CFS) AT CONFLUENCE = 18.52
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 303.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 904.00
DOWNSTREAM ELEVATION(FEET) = 878.00
ELEVATION DIFFERENCE(FEET) = 26.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.605
SUBAREA RUNOFF (CFS) = 0.12
TOTAL AREA (ACRES) = 0.05 TOTAL RUNOFF (CFS) = 0.12
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 302.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA«<<<
ELEVATION DATA: UPSTREAM(FEET) = 878.00 DOWNSTREAM(FEET) = 508.69
CHANNEL LENGTH THRU SUBAREA(FEET) = 1651.95 CHANNEL SLOPE = 0.2236
SLOPE ADJUSTMENT CURVE USED:
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/ 30/ 2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
EFFECTIVE SLOPE = .1712 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 0.12
FLOW VELOCITY (FEET/SEC) = 2.32 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 11.88 Tc{MIN.) = 18.15
LONGEST FLOWPATH FROM NODE 304.00 TO NODE 302.00 = 1751.95 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 302.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.327
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA (ACRES) = 2.64 SUBAREA RUNOFF (CFS) = 3.07
TOTAL AREA (ACRES) = 2.7 TOTAL RUNOFF (CFS) = 3.13
TC(MIN.) = 18.15
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 301.00 IS CODE = 51
>>»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<«
ELEVATION DATA: UPSTREAM (FEET) = 508.69 DOWNSTREAM (FEET) = 493.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 157.51 CHANNEL SLOPE = 0.0996
CHANNEL BASE (FEET) = 3.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.288
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.56
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 7.91
AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.33
Tc(MIN.) = 18.48
SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF (CFS) = 0.85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA (ACRES) = 3.4 PEAK FLOW RATE (CFS) = 3.95
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 8.29
LONGEST FLOWPATH FROM NODE 304.00 TO NODE 301.00 = 1909.46 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
ELEVATION DATA: UPSTREAM(FEET) = 487.16 DOWNSTREAM(FEET) = 482.89
FLOW LENGTH(FEET) = 47.71 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.95
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.55
LONGEST FLOWPATH FROM NODE 304.00 TO NODE 300.00 = 1957.17 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
TIME OF CONCENTRATION (MIN. ) = 18.55
RAINFALL INTENSITY (INCH/HR) = 3.28
TOTAL STREAM AREA (ACRES) = 3.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 . 95
•• CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 18.52 20.92 3.036 17.43
2 3.95 18.55 3.280 3.43
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 20.37 18.55 3.280
2 22.17 20.92 3.036
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.17 Tc(MIN.) = 20.92
TOTAL AREA (ACRES) = 20.9
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 300.00 = 2160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 200.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<«<<
>>>»TRAVELTIME THRU SUBAREA<«<<
ELEVATION DATA: UPSTREAM(FEET) = 480.00 DOWNSTREAM(FEET) = 430.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 457.00 CHANNEL SLOPE = 0.1094
SLOPE ADJUSTMENT CURVE USED:
EFFECTIVE SLOPE = .1071 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
CHANNEL FLOW THRU SUBAREA(CFS) = 22.17
FLOW VELOCITY (FEET/SEC) = 5.14 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 22.40
LONGEST FLOWPATH FROM NODE 4.00 TO NODE 200.00 = 2617.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 10
»>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 206.00 TO NODE 205.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALySIS<<<<<
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 980.50
DOWNSTREAM ELEVATION (FEET) = 969.00
ELEVATION DIFFERENCE(FEET) = 11.50
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.605
SUBAREA RUNOFF (CFS) = 0.14
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF (CFS) = 0.14
****************************************************************************
FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW«<«
>»>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 969.00 DOWNSTREAM (FEET) = 529.00
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
CHANNEL LENGTH THRU SUBAREA(FEET) = 2207.86 CHANNEL SLOPE = 0.1993
SLOPE ADJUSTMENT CURVE USED:
EFFECTIVE SLOPE = .1596 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 0.14
FLOW VELOCITY (FEET/SEC) = 2.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 16.45 Tc(MIN.) = 22.71
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 204.00 = 2307.86 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 22.71
RAINFALL INTENSITY (INCH/HR) = 2.88
TOTAL STREAM AREA (ACRES) = 0.06
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.14
****************************************************************************
FLOW PROCESS FROM NODE 209.00 TO NODE 208.00 IS CODE = 21
>»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<«
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3 500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 542.00
DOWNSTREAM ELEVATION (FEET) = 538.50
ELEVATION DIFFERENCE(FEET) = 3.50
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.8 92
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.271
SUBAREA RUNOFF (CFS) = 0.17
TOTAL AREA (ACRES) = 0.09 TOTAL RUNOFF (CFS) = 0.17
****************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 207.00 IS CODE = 52
>»>>COMPUTE NATURAL VALLEY CHANNEL FLOW<««
>>»>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 538.50 DOWNSTREAM (FEET) = 530.53
CHANNEL LENGTH THRU SUBAREA (FEET) = 184.06 CHANNEL SLOPE = 0.0433
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 0.17
FLOW VELOCITY (FEET/SEC) = 3.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME (MIN. ) = 0.98 Tc(MIN.) = 9.87
LONGEST FLOWPATH FROM NODE 20 9.00 TO NODE 207.00 = 284.06 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 204.00 IS CODE = 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<<<
ELEVATION DATA: UPSTREAM (FEET) = 530.53 DOWNSTREAM (FEET) = 529.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 153.78 CHANNEL SLOPE = 0.0099
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.593
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.60
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 2.26
AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.13
Tc{MIN.) = 11.01
SUBAREA AREA (ACRES) = 0.54 SUBAREA RUNOFF {CFS) = 0.87
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3 50
TOTAL AREA (ACRES) = 0.6 PEAK FLOW RATE (CFS) = 1.01
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH (FEET) = 0.17 FLOW VELOCITY (FEET/SEC. ) = 2.73
LONGEST FLOWPATH FROM NODE 209.00 TO NODE 204.00 = 437.84 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2 04.00 TO NODE 204.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«<
>»>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION{MIN. ) = 11.01
RAINFALL INTENSITY (INCH/HR) = 4.59
TOTAL STREAM AREA (ACRES) = 0.63
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.14 22.71 2.879 0.06
2 1.01 11.01 4.593 0.63
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.08 11.01 4.593
2 0.77 22.71 2.879
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.08 Tc{MIN.) = 11.01
TOTAL AREA (ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 204.00 = 2307.86 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 203.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 529.00 DOWNSTREAM(FEET) = 489.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 374.57 CHANNEL SLOPE = 0.1068
SLOPE ADJUSTMENT CURVE USED:
EFFECTIVE SLOPE = .1051 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
CHANNEL FLOW THRU SUBAREA (CFS) = 1.0 8
FLOW VELOCITY(FEET/SEC) = 1.86 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.3 5 Tc(MIN.) = 14.3 6
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 203.00 = 2682.43 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE = 51
>>»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«<<
ELEVATION DATA: UPSTREAM (FEET) = 489.00 DOWNSTREAM (FEET) = 449.21
CHANNEL LENGTH THRU SUBAREA(FEET) = 338.71 CHANNEL SLOPE = 0.1175
CHANNEL BASE (FEET) = 2.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.800
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 10.66
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 13.82
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
AVERAGE FLOW DEPTH (FEET) = 0.33 TRAVEL TIME (MIN.) = 0.41
Tc(MIN.) = 14.77
SUBAREA AREA (ACRES) = 14.40 SUBAREA RUNOFF (CFS) = 19.15
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3 50
TOTAL AREA (ACRES) = 15.1 PEAK FLOW RATE (CFS) = 20.07
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 16.95
LONGEST FLOWPATH FROM NODE 2 06.00 TO NODE 202.00 = 3021.14 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 201.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<«
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
ELEVATION DATA: UPSTREAM(FEET) = 449.21 DOWNSTREAM(FEET) = 442.42
FLOW LENGTH (FEET) = 51.74 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.97
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.07
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.81
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 201.00 = 3072.88 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 52
>»>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>»>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 442.42 DOWNSTREAM (FEET) = 430.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 61.80 CHANNEL SLOPE = 0.2010
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 2 0.07
FLOW VELOCITY (FEET/SEC) = 9.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME (MIN. ) = 0.11 Tc(MIN.) = 14.92
LONGEST FLOWPATH FROM NODE 2 06.00 TO NODE 200.00 = 3134.68 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 20.07 14.92 3.775 15.09
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 200.00 = 3134.68 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 22.17 22.40 2.905 20.86
LONGEST FLOWPATH FROM NODE 4.0 0 TO NODE 200.00 = 2617.00 FEET.
** PEAK FLOW RATE TABLE *•
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 34.84 14.92 3.775
2 37.61 22.40 2.905
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.61 Tc(MIN.) = 22.40
TOTAL AREA (ACRES) = 36.0
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 12
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
>>>>>CLEAR MEMORY BANK # 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 10.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 430.00 DOWNSTREAM (FEET) = 386.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 674.80 CHANNEL SLOPE = 0.0652
SLOPE ADJUSTMENT CURVE USED:
EFFECTIVE SLOPE = .0652 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
CHANNEL FLOW THRU SUBAREA(CFS) = 37.61
FLOW VELOCITY (FEET/SEC) = 4.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 24.75
LONGEST FLOWPATH FROM NODE 2 0 6.00 TO NODE 10.00 = 3809.48 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 10.00 IS CODE = 81
>>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.724
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA (ACRES) = 25.04 SUBAREA RUNOFF (CFS) = 23.87
TOTAL AREA(ACRES) = 61.0 TOTAL RUNOFF (CFS) = 58.14
TC(MIN.) = 24.75
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 8.00 IS CODE = 52
»>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA«<<<
ELEVATION DATA: UPSTREAM (FEET) = 386.00 DOWNSTREAM (FEET) = 376.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 33 9.27 CHANNEL SLOPE = 0.0295
CHANNEL FLOW THRU SUBAREA (CFS) = 58.14
FLOW VELOCITY (FEET/SEC) = 6.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 25.56
LONGEST FLOWPATH FROM NODE 2 06.00 TO NODE 8.00 = 4148.75 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 8.0 0 TO NODE 8.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 166.00 TO NODE 165.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 480.60
DOWNSTREAM ELEVATION(FEET) = 471.62
ELEVATION DIFFERENCE(FEET) = 8.98
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 5.543
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7.149
SUBAREA RUNOFF (CFS) = 0.86
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF (CFS) = 0.86
****************************************************************************
FLOW PROCESS FROM NODE 165.00 TO NODE 164.00 IS CODE = 62
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>»» (STREET TABLE SECTION # 3 USED) <<<<<
UPSTREAM ELEVATION (FEET) = 471.62 DOWNSTREAM ELEVATION (FEET) = 434.74
STREET LENGTH(FEET) = 44 6.83 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 3 0.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 15.50
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECII^AL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Bacl^-of-Walk Flow Section = 0.0150
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.30
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.19
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 1.31
STREET FLOW TRAVEL TIME (MIN. ) = 1.43 Tc(MIN.) = 6.98
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.163
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.460
SUBAREA AREA (ACRES) = 1.28 SUBAREA RUNOFF (CFS) = 3.63
TOTAL AREA (ACRES) = 1.5 PEAK FLOW RATE (CFS) = 4.3 7
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = 0.2 9 HALFSTREET FLOOD WIDTH (FEET) = 7.97
FLOW VELOCITY (FEET/SEC.) = 5.79 DEPTH*VELOCITY (FT*FT/SEC. ) = 1.65
LONGEST FLOWPATH FROM NODE 166.00 TO NODE 164.00 = 546.83 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 164.00 TO NODE 160.00 IS CODE = 31
»>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSUFIE FLOW) <<<<<
ELEVATION DATA: UPSTREAM (FEET) = 423.70 DOWNSTREAM (FEET) = 421.93
FLOW LENGTH (FEET) = 36.67 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.67
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.37
PIPE TRAVEL TIME (MIN. ) = 0.06 Tc{MIN.) = 7.04
LONGEST FLOWPATH FROM NODE 166.00 TO NODE 160.00 = 583.50 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 7.04
RAINFALL INTENSITY (INCH/HR) = 6.13
TOTAL STREAM AREA (ACRES) = 1.54
PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.37
****************************************************************************
FLOW PROCESS FROM NODE 163.00 TO NODE 162.00 IS CODE = 21
>»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 510.60
DOWNSTREAM ELEVATION(FEET) = 5 0 7.10
ELEVATION DIFFERENCE(FEET) = 3.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.588
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.838
SUBAREA RUNOFF (CFS) = 0.99
TOTAL AREA (ACRES) = 0.37 TOTAL RUNOFF (CFS) = 0.99
****************************************************************************
FLOW PROCESS FROM NODE 162.00 TO NODE 161.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 507.10 DOWNSTREAM ELEVATION(FEET) = 433.01
STREET LENGTH(FEET) = 1082.92 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 15.50
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.26
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.87
STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 10.70
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.677
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.460
SUBAREA AREA (ACRES) = 4.85 SUBAREA RUNOFF (CFS) = 10.44
TOTAL AREA (ACRES) = 5.2 PEAK FLOW RATE (CFS) = 11.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.3 8 HALFSTREET FLOOD WIDTH(FEET) = 12.54
FLOW VELOCITY(FEET/SEC.) = 6.64 DEPTH*VELOCITY(FT^FT/SEC.) = 2.50
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 161.00 = 1182.92 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 161.00 TO NODE 160.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 422.18 DOWNSTREAM (FEET) = 421.93
FLOW LENGTH(FEET) = 4.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.42
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.23
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.71
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 160.00 = 1187.17 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.71
RAINFALL INTENSITY (INCH/HR) = 4.68
TOTAL STREAM AREA (ACRES) = 5.22
PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.23
•• CONFLUENCE DATA ••
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.37 7.04 6.127 1.54
2 11.23 10.71 4.676 5.22
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
•• PEAK FLOW RATE TABLE •*
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.75 7.04 6.127
2 14.56 10.71 4.676
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.56 Tc(MIN.) = 10.71
TOTAL AREA (ACRES) = 6.8
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 160.00 = 1187.17 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 160.00 TO NODE 150.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<«
ELEVATION DATA: UPSTREAM (FEET) = 421.59 DOWNSTREAM (FEET) = 411.93
FLOW LENGTH(FEET) = 150.04 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.81
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.56
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.87
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 150.00 = 1337.21 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) = 10.87
RAINFALL INTENSITY (INCH/HR) = 4.63
TOTAL STREAM AREA (ACRES) = 6.76
PEAK FLOW RATE (CFS) AT CONFLUENCE = 14.56
****************************************************************************
FLOW PROCESS FROM NODE 152.00 TO NODE 151.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 428.00
DOWNSTREAM ELEVATION (FEET) = 424.14
ELEVATION DIFFERENCE (FEET) = 3.86
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.344
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.963
SUBAREA RUNOFF (CFS) = 0.88
TOTAL AREA (ACRES) = 0.32 TOTAL RUNOFF (CFS) = 0.88
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
FLOW PROCESS FROM NODE 151.00 TO NODE 150.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 413.23 DOWNSTREAM (FEET) = 411.93
FLOW LENGTH (FEET) = 32.47 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.88
PIPE TRAVEL TIME (MIN.) = 0.10 Tc(MIN.) = 7.44
LONGEST FLOWPATH FROM NODE 152.00 TO NODE 150.00 = 132.47 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1
>>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>ArrD COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.44
RAINFALL INTENSITY (INCH/HR) = 5.91
TOTAL STREAM AREA (ACRES) = 0.32
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.88
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 14.56 10.87 4.629 6.76
2 0.88 7.44 5.913 0.32
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.28 7.44 5.913
2 15.25 10.87 4.629
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.25 Tc(MIN.) = 10.87
TOTAL AREA (ACRES) = 7.1
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 150.00 = 1337.21 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 410.00 IS CODE = 31
>>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
ELEVATION DATA: UPSTREAM (FEET) = 411.52 DOWNSTREAM (FEET) = 408.45
FLOW LENGTH(FEET) = 43.51 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.25
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.92
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 410.00 = 1380.72 FEET.
*****************************••••••••********••*•••*•••**••••••**••••******•
FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
FLOW PROCESS FROM NODE 146.00 TO NODE 145.00 IS CODE = 21
>»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 510.00
DOWNSTREAM ELEVATION (FEET) = 507.07
ELEVATION DIFFERENCE(FEET) = 2.93
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.00 9
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 98.95
(Reference: Table 3-IB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.639
SUBAREA RUNOFF (CFS) = 1.82
TOTAL AREA (ACRES) = 0.70 TOTAL RUNOFF (CFS) = 1.82
****************************************************************************
FLOW PROCESS FROM NODE 145.00 TO NODE 401.00 IS CODE = 62
»>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>> (STREET TABLE SECTION # 3 USED) «<«
UPSTREAM ELEVATION (FEET) = 507.07 DOWNSTREAM ELEVATION (FEET) = 442.60
STREET LENGTH(FEET) = 884.85 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 15.5 0
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.49
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.02
PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 1.94
STREET FLOW TRAVEL TIME (MIN.) = 2.45 Tc(MIN.) = 10.46
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.747
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.460
SUBAREA AREA (ACRES) = 4.27 SUBAREA RUNOFF (CFS) = 9.32
TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE (CFS) = 10.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = 0.3 7 HALFSTREET FLOOD WIDTH (FEET) = 12.19
FLOW VELOCITY(FEET/SEC.) = 6.77 DEPTH^VELOCITY(FT^FT/SEC.) = 2.50
LONGEST FLOWPATH FROM NODE 146.00 TO NODE 401.00 = 984.85 FEET.
**************************************••••••••*******••*•••••••••••***••••••
FLOW PROCESS FROM NODE 4 01.00 TO NODE 400.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 432.21 DOWNSTREAM (FEET) = 431.84
FLOW LENGTH (FEET) = 4.71 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.82
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.85
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.46
LONGEST FLOWPATH FROM NODE 146.00 TO NODE 400.00 = 989.56 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.46
RAINFALL INTENSITY (INCH/HR) = 4.75
TOTAL STREAM AREA (ACRES) = 4.97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.85
****************************************************************************
FLOW PROCESS FROM NODE 404.00 TO NODE 403.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<<
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 480.60
DOWNSTREAM ELEVATION(FEET) = 479.32
ELEVATION DIFFERENCE(FEET) = 1.28
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.711
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 74.2 0
(Reference: Table 3-IB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.341
SUBAREA RUNOFF (CFS) = 0.73
TOTAL AREA{ACRES) = 0.28 TOTAL RUNOFF (CFS) = 0.73
****************************************************************************
FLOW PROCESS FROM NODE 4 03.00 TO NODE 402.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>>> (STREET TABLE SECTION # 3 USED) <<«<
UPSTREAM ELEVATION(FEET) = 479.32 DOWNSTREAM ELEVATION(FEET) = 443.84
STREET LENGTH(FEET) = 411.48 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.50
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.65
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.67
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 10.11
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.851
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.490
SUBAREA AREA (ACRES) = 0.77 SUBAREA RUNOFF (CPS) = 1.83
N;\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
TOTAL AREA (ACRES) = 1.0 PEAK FLOW RATE (CFS) = 2.50
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.99
FLOW VELOCITY(FEET/SEC.) = 5.23 DEPTH^VELOCITY(FT^FT/SEC.) = 1.29
LONGEST FLOWPATH FROM NODE 404.00 TO NODE 402.00 = 511.48 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 402.00 TO NODE 400.00 IS CODE = 31
>»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 432.13 DOWNSTREAM (FEET) = 431.84
FLOW LENGTH(FEET) = 29.99 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.50
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.22
LONGEST FLOWPATH FROM NODE 404.00 TO NODE 400.00 = 541.47 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<«
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) = 10.22
RAINFALL INTENSITY (INCH/HR) = 4.82
TOTAL STREAM AREA (ACRES) = 1.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50
•• CONFLUENCE DATA ••
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.85 10.46 4.745 4.97
2 2.50 10.22 4.818 1.05
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
•• PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.09 10.22 4.818
2 13.31 10.46 4.745
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.31 Tc(MIN.) = 10.46
TOTAL AREA (ACRES) = 6.0
LONGEST FLOWPATH FROM NODE 14 6.00 TO NODE 400.00 = 989.56 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<<<
ELEVATION DATA: UPSTREAM (FEET) = 431.84 DOWNSTREAM (FEET) = 409.10
FLOW LENGTH(FEET) = 2 93.44 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.54
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.31
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.78
LONGEST FLOWPATH FROM NODE 146.00 TO NODE 410.00 = 1283.00 FEET.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 408.76 DOWNSTREAM(FEET) = 408.45
FLOW LENGTH (FEET) = 54.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.77
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.31
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.93
LONGEST FLOWPATH FROM NODE 146.00 TO NODE 410.00 = 1337.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 11
>»>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.31 10.93 4.613 6.02
LONGEST FLOWPATH FROM NODE 14 6.00 TO NODE 410.00 = 1337.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.25 10.92 4.616 7.08
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 410.00 = 1380.72 FEET.
** PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 28.54 10.92 4.616
2 28.55 10.93 4.613
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 28.55 Tc(MIN.) = 10.93
TOTAL AREA (ACRES) = 13.1
****************************************************************************
FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 12
>>»>CLEAR MEMORY BANK # 2 <<<«
****************************************************************************
FLOW PROCESS FROM NODE 410.00 TO NODE 140.00 IS CODE = 31
>»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 4 08.03 DOWNSTREAM (FEET) = 405.43
FLOW LENGTH (FEET) = 212.76 l^ANNING' S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) =28.55
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.32
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 140.00 = 1593.48 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
FLOW PROCESS FROM NODE 502.00 TO NODE 501.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 440.00
DOWNSTREAM ELEVATION(FEET) = 436.56
ELEVATION DIFFERENCE(FEET) = 3.44
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.63 2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.817
SUBAREA RUNOFF (CFS) = 1.15
TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.15
****************************************************************************
FLOW PROCESS FROM NODE 501.00 TO NODE 144.00 IS CODE = 62
>»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«<<
>»>> (STREET TABLE SECTION # 3 USED) <<<<<
UPSTREAM ELEVATION (FEET) = 436.56 DOWNSTREAM ELEVATION (FEET) = 417.08
STREET LENGTH(FEET) = 462.23 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 3 0.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 15.50
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 4.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.24
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.3 8
STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 9.36
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.098
WATER SURFACES (DURING FLOODS) COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 99
AREA-AVERAGE RUNOFF COEFFICIENT = 0.362
SUBAREA AREA (ACRES) = 3.53 SUBAREA RUNOFF (CFS) = 6.30
TOTAL AREA (ACRES) = 4.0 PEAK FLOW RATE (CFS) = 7.31
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.58
FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.79
LONGEST FLOWPATH FROM NODE 502.00 TO NODE 144.00 = 562.23 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 144.00 TO NODE 140.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 408.19 DOWNSTREAM(FEET) = 407.79
FLOW LENGTH(FEET) = 26.45 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.24
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.31
PIPE TRAVEL TIME (MIN. ) = 0.06 Tc(MIN.) = 9.43
LONGEST FLOWPATH FROM NODE 502.00 TO NODE 140.00= 588.68 FEET.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 9.43
RAINFALL INTENSITY (INCH/HR) = 5.08
TOTAL STREAM AREA (ACRES) = 3.96
PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.31
****************************************************************************
FLOW PROCESS FROM NODE 143.00 TO NODE 142.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH (FEET) = 10 0.00
UPSTREAM ELEVATION (FEET) = 436.17
DOWNSTREAM ELEVATION (FEET) = 430.43
ELEVATION DIFFERENCE (FEET) = 5.74
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6.434
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.4 94
SUBAREA RUNOFF (CFS) = 0.12
TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF (CFS) = 0.12
****************************************************************************
FLOW PROCESS FROM NODE 142.00 TO NODE 141.00 IS CODE = 62
>»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>» (STREET TABLE SECTION # 3 USED) ««<
UPSTREAM ELEVATION (FEET) = 430.43 DOWNSTREAM ELEVATION (FEET) = 416.59
STREET LENGTH(FEET) = 383.30 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 3 0.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 15.50
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.53
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.17
HALFSTREET FLOOD WIDTH(FEET) = 2.24
AVERAGE FLOW VELOCITY (FEET/SEC. ) = 3.15
PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 0.54
STREET FLOW TRAVEL TIME (MIN. ) = 2.03 Tc(MIN.) = 8.46
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.442
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4 60
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF (CFS) = 0.83
TOTAL AREA (ACRES) = 0.4 PEAK FLOW RATE (CFS) = 0.93
Etm OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.27
FLOW VELOCITY (FEET/SEC. ) = 3.09 DEPTH^VELOCITY (FT*FT/SEC. ) = 0.65
LONGEST FLOWPATH FROM NODE 143.00 TO NODE 141.00 = 483.30 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 141.00 TO NODE 140.00 IS CODE = 31
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<<
ELEVATION DATA: UPSTREAM (FEET) = 407.89 DOWNSTREAM (FEET) = 407.81
FLOW LENGTH (FEET) = 4.74 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.93
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.48
LONGEST FLOWPATH FROM NODE 143.00 TO NODE 140.00 = 488.04 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1
>>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«<
>>>>>Airo COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.4 8
RAINFALL INTENSITY(INCH/HR) = 5.43
TOTAL STREAM AREA (ACRES) = 0.3 7
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.93
** CONFLUENCE DATA *•
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.31 9.43 5.076 3.96
2 0.93 8.48 5.435 0.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
•• PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.50 8.48 5.435
2 8.17 9.43 5.076
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.17 Tc(MIN.) = 9.43
TOTAL AREA (ACRES) = 4.3
LONGEST FLOWPATH FROM NODE 502.00 TO NODE 140.00= 588.68 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11
>»>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<«
*• MAIN STREAM CONFLUENCE DATA ••
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.17 9.43 5.076 4.33
LONGEST FLOWPATH FROM NODE 5 02.00 TO NODE 140.00 = 588.68 FEET.
•• MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 28.55 11.32 4.511 13.10
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 140.00 = 1593.48 FEET.
** PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 31.94 9.43 5.076
2 35.81 11.32 4.511
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
COMPUTED CONFLUENCE ESTHETES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.81 Tc(MIN.) = 11.32
TOTAL AREA (ACRES) = 17.4
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140. QO IS CODE = 12
»»>CLEAR MEMORY BANK # 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 100.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
ELEVATION DATA: UPSTREAM (FEET) = 4 05.02 DOWNSTREAM (FEET) = 395.33
FLOW LENGTH(FEET) = 252.41 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.03
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 35.81
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 11.60
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 100.00 = 1845.89 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 «<<<
****************************************************************************
FLOW PROCESS FROM NODE 132.00 TO NODE 131.00 IS CODE = 21
>»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION (FEET) = 452.55
DOWNSTREAM ELEVATION (FEET) = 452.25
ELEVATION DIFFERENCE(FEET) = 0.3 0
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 10.2 63
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-IB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.805
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24
****************************************************************************
FLOW PROCESS FROM NODE 131.00 TO NODE 130.00 IS CODE = 62
>»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>»>> (STREET TABLE SECTION # 2 USED) <<<<<
UPSTREAM ELEVATION(FEET) = 452.25 DOWNSTREAM ELEVATION(FEET) = 408.77
STREET LENGTH(FEET) = 910.55 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 51.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 30.00
INSIDE STREET CROSSFALL (DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.99
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27
PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME (MIN. ) = 3.56 Tc(MIN.) = 13.82
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.966
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.460
SUBAREA AREA (ACRES) = 2.99 SUBAREA RUNOFF (CFS) = 5.45
TOTAL AREA (ACRES) = 3.1 PEAK FLOW RATE (CFS) = 5.66
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.15
FLOW VELOCITY(FEET/SEC.) = 4.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62
LONGEST FLOWPATH FROM NODE 132.00 TO NODE 130.00 = 1010.55 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 110.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<«
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 3 97.16 DOWNSTREAM(FEET) = 396.58
FLOW LENGTH (FEET) = 3 8.82 MANNING' S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.77
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.66
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.92
LONGEST FLOWPATH FROM NODE 132.00 TO NODE 110.00 = 1049.37 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) = 13.92
RAINFALL INTENSITY(INCH/HR) = 3.95
TOTAL STREAM AREA (ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.66
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 121.00 IS CODE = 21
>>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 413.50
DOWNSTREAM ELEVATION(FEET) = 411.70
ELEVATION DIFFERENCE(FEET) = 1.80
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.576
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 82.00
(Reference: Table 3-IB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.3 95
SUBAREA RUNOFF (CFS) = 0.92
TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 0.92
****************************************************************************
FLOW PROCESS FROM NODE 121.00 TO NODE 120.00 IS CODE = 62
N:\ArchivedJobs\1451 DUVrVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<«<
>>>>>(STREET TABLE SECTION # 4 USED)<<<<<
UPSTREAM ELEVATION (FEET) = 411.70 DOWNSTREAM ELEVATION (FEET) = 408.34
STREET LENGTH(FEET) = 222.93 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 2 8.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 16.50
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) =0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL (DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.2 8
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.3 6
HALFSTREET FLOOD WIDTH(FEET) = 11.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06
STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 9.82
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.944
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.460
SUBAREA AREA(ACRES) = 2.95 SUBAREA RUNOFF (CFS) = 6.71
TOTAL AREA (ACRES) = 3.3 PEAK FLOW RATE (CFS) = 7.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.50
FLOW VELOCITY (FEET/SEC.) = 3.40 DEPTH*VELOCITY (FT*FT/SEC. ) = 1.42
LONGEST FLOWPATH FROM NODE 122.00 TO NODE 120.00 = 322.93 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 110.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<«
ELEVATION DATA: UPSTREAM(FEET) = 3 97.55 DOWNSTREAM(FEET) = 396.56
FLOW LENGTH (FEET) = 52.19 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.95
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.55
PIPE TBIAVEL TIME (MIN.) = 0.11 Tc(MIN.) = 9.93
LONGEST FLOWPATH FROM NODE 122.00 TO NODE 110.00 = 375.12 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.93
RAINFALL INTENSITY (INCH/HR) = 4.91
TOTAL STREAM AREA (ACRES) = 3.32
PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.55
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.66 13.92 3.948 3.10
2 7.55 9.93 4.909 3.32
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*• PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.59 9.93 4.909
2 11.73 13.92 3.948
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.73 Tc(MIN.) = 13.92
TOTAL AREA (ACRES) = 6.4
LONGEST FLOWPATH FROM NODE 132.00 TO NODE 110.00 = 1049.37 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 100.00 IS CODE = 31
>»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<«
ELEVATION DATA: UPSTREAM (FEET) = 396.23 DOWNSTREAM (FEET) = 395.33
FLOW LENGTH(FEET) = 59.74 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.88
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.73
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 14.04
LONGEST FLOWPATH FROM NODE 132.00 TO NODE 100.00 = 1109.11 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.04
RAINFALL INTENSITY (INCH/HR) = 3.93
TOTAL STREAM AREA (ACRES) = 6.42
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.73
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 100.00 IS CODE = 21
>»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«<
RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 416.00
DOWNSTREAM ELEVATION (FEET) = 411.35
ELEVATION DIFFERENCE(FEET) = 4.65
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.550
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 99.12
(Reference: Table 3-IB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.420
SUBAREA RUNOFF (CFS) = 0.44
TOTAL AREA (ACRES) = 0.14 TOTAL RUNOFF (CFS) = 0.44
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 397.20 DOWNSTREAM(FEET) = 396.63
FLOW LENGTH(FEET) = 11.27 MANNING'S N = 0.013
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.03
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.44
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.5 9
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 100.00 = 111.27 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.59
RAINFALL INTENSITY (INCH/HR) = 6.4 0
TOTAL STREAM AREA (ACRES) = 0.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44
** CONFLUENCE DATA ••
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.73 14.04 3.925 6.42
2 0.44 6.59 6.396 0.14
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
•• PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.64 6.59 6.396
2 12.00 14.04 3.925
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.00 Tc(MIN.) = 14.04
TOTAL AREA (ACRES) = 6.6
LONGEST FLOWPATH FROM NODE 132.00 TO NODE 100.00 = 1109.11 FEET.
*************************************************•••**•*•••••***••••***•••**
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.00 14.04 3.925 6.56
LONGEST FLOWPATH FROM NODE 132.00 TO NODE 100.00 = 1109.11 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 35.81 11.60 4.440 17.43
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 100.00 = 1845.89 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 45.72 11.60 4.440
2 43.66 14.04 3.925
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 45.72 Tc(MIN.) = 11.60
TOTAL AREA(ACRES) = 24.0
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
>>>>>CLEAR MEMORY BANK # 2 «<<<
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 90.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 396.63 DOWNSTREAM (FEET) = 388.00
FLOW LENGTH(FEET) = 139.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.12
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 45.72
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.72
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 90.00 = 1984.99 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 1.00 IS CODE = 52
»>»COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>»»TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 388.00 DOWNSTREAM (FEET) = 364.11
CHANNEL LENGTH THRU SUBAREA (FEET) = 507.00 CHANNEL SLOPE = 0.0471
CHANNEL FLOW THRU SUBAREA (CFS) = 45.72
FLOW VELOCITY (FEET/SEC) = 8.19 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME (MIN.) = 1.03 Tc(MIN.) = 12.75
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 1.00 = 2491.99 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 1.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.177
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4315
SUBAREA AREA (ACRES) = 4.07 SUBAREA RUNOFF (CFS) = 5.95
TOTAL AREA (ACRES) = 28.1 TOTAL RUNOFF (CFS) = 50.57
TC(MIN.) = 12.75
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 10
>>>>>I^AIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.91 RAIN INTENSITY (INCH/HOUR) = 3.95
TOTAL AREA (ACRES) = 5.56 TOTAL RUNOFF (CFS) = 10.15
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<<
ELEVATION DATA: UPSTREAM(FEET) = 43 6.70 DOWNSTREAM(FEET) = 432.90
FLOW LENGTH(FEET) = 200.45 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.50
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.15
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 14.30
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 102.00 = 2692.44 FEET.
*********************************************••••••••••*****•••**••••••****•
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.30
RAINFALL INTENSITY (INCH/HR) = 3.88
TOTAL STREAM AREA (ACRES) = 5.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.15
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.87 RAIN INTENSITY (INCH/HOUR) = 3.78
TOTAL AREA (ACRES) = 5.20 TOTAL RUNOFF (CFS) = 11.67
********************************************•••••••••***•••*•••••*•••*****••
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<«<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.87
RAINFALL INTENSITY (INCH/HR) = 3.78
TOTAL STREAM AREA (ACRES) = 5.2 0
PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.67
*• CONFLUENCE DATA •*
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.15 14.30 3.879 5.56
2 11.67 14.87 3.783 5.20
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 21.38 14.30 3.879
2 21.57 14.87 3.783
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 21.57 Tc(MIN.) = 14.87
TOTAL AREA (ACRES) = 10.8
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 102.00 = 2692.44 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 300.00 IS CODE = 31
>>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 432.56 DOWNSTREAM(FEET) = 420.84
FLOW LENGTH(FEET) = 299.66 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.47
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.57
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
PIPE TRAVEL TIME (MIN. ) = 0.37 Tc(MIN.) = 15.24
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 300.00 = 2992.10 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3 0 0.00 TO NODE 301.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 420.50 DOWNSTREAM (FEET) = 410.70
FLOW LENGTH (FEET) = 230.98 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.92
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.57
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 15.52
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 301.00 = 3223.08 FEET.
*********************************************••*•*••••*•**••*•••***•••••••••
FLOW PROCESS FROM NODE 3 01.00 TO NODE 301.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) = 15.52
RAINFALL INTENSITY (INCH/HR) = 3.68
TOTAL STREAM AREA (ACRES) = 10.76
PEAK FLOW RATE (CFS) AT CONFLUENCE = 21.57
****************************************************************************
FLOW PROCESS FROM NODE 149.00 TO NODE 148.00 IS CODE = 21
>»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 451.07
DOWNSTREAM ELEVATION(FEET) = 445.24
ELEVATION DIFFERENCE(FEET) = 5.83
SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6.401
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.515
SUBAREA RUNOFF (CFS) = 0.2 7
TOTAL AREA (ACRES) = 0.09 TOTAL RUNOFF (CFS) = 0.27
***********************************••••••**•••••••***•••**•••••••••********•
FLOW PROCESS FROM NODE 148.00 TO NODE 147.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM {FEET) = 445.24 DOWNSTREAM (FEET) = 426.42
CHANNEL LENGTH THRU SUBAREA (FEET) = 414.3 6 CHANNEL SLOPE = 0.0454
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 0.2 7
FLOW VELOCITY (FEET/SEC) = 3.20 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 8.56
LONGEST FLOWPATH FROM NODE 14 9.00 TO NODE 14 7.00= 514.36 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 148.00 TO NODE 147.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.401
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4600
N-\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.89
TOTAL AREA (ACRES) = 0.5 TOTAL RUNOFF (CFS) = 1.12
TC(MIN.) = 8.56
****************************************************************************
FLOW PROCESS FROM NODE 147.00 TO NODE 3 01.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
ELEVATION DATA: UPSTREAM(FEET) = 412.80 DOWNSTREAM(FEET) = 410.70
FLOW LENGTH (FEET) = 91.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.12
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 8.87
LONGEST FLOWPATH FROM NODE 149.00 TO NODE 301.00 = 605.86 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3 01.00 TO NODE 301.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 8.87
RAINFALL INTENSITY (INCH/HR) = 5.28
TOTAL STREAM AREA (ACRES) = 0.45
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.12
*• CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.57 15.52 3.680 10.76
2 1.12 8.87 5.281 0.45
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*• PEAK FLOW RATE TABLE ••
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 16.15 8.87 5.281
2 22.35 15.52 3.680
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.35 Tc(MIN.) = 15.52
TOTAL AREA (ACRES) = 11.2
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 301.00 = 3223.08 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 101.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 410.36 DOWNSTREAM (FEET) = 405.03
FLOW LENGTH (FEET) = 72.21 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.12
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 22.35
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.59
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 101.00 = 3295.29 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 9.00 IS CODE = 31
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
>»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<<
ELEVATION DATA: UPSTREAM (FEET) = 403.83 DOWNSTREAM (FEET) = 384.38
FLOW LENGTH(FEET) = 70.90 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 28.39
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 22.3 5
PIPE TRAVEL TIME(MIN.) = 0.04 Tc{MIN.) = 15.63
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 9.00 = 3366.19 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<<<
ELEVATION DATA: UPSTREAM (FEET) = 383.38 DOWNSTREAM (FEET) = 383.33
FLOW LENGTH (FEET) = 5.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.13
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 22.3 5
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 15.64
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 9.00 = 3371.19 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
»>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<«
ELEVATION DATA: UPSTREAM (FEET) = 383.33 DOWNSTREAM (FEET) = 378.50
CHANNEL LENGTH THRU SUBAREA (FEET) = 129.07 CHANNEL SLOPE = 0.0374
CHANNEL BASE (FEET) = 3.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET) = 1.00
CHANNEL FLOW THRU SUBAREA (CFS) = 22.35
FLOW VELOCITY(FEET/SEC.) = 10.40 FLOW DEPTH(FEET) = 0.53
TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 15.85
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 8.00 = 3500.26 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 8.0 0 TO NODE 8.00 IS CODE = 52
»>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
»>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 3 78.50 DOWNSTREAM (FEET) = 376.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 37.09 CHANNEL SLOPE = 0.0674
CHANNEL FLOW THRU SUBAREA (CFS) = 22.35
FLOW VELOCITY (FEET/SEC) = 8.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.92
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 8.00 = 3537.35 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 22.35 15.92 3.620 11.21
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 8.00 = 3537.35 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
1 58.14 25.56 2.667 60.99
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 8.00 = 4148.75 FEET.
•• PEAK FLOW RATE TABLE *•
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 58.56 15.92 3.620
2 74.61 25.56 2.667
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 74.61 Tc(MIN.) = 25.56
TOTAL AREA (ACRES) = 72.2
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 12
>>>»CLEAR MEMORY BANK # 1 <<«<
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 1.00 IS CODE = 52
>>»>COMPUTE NATURAL VALLEY CHANNEL FLOW«<«
>>>>>TRAVELTIME THRU SUBAREA«<<<
ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET) = 364.11
CHANNEL LENGTH THRU SUBAREA(FEET) = 594.40 CHANNEL SLOPE = 0.0200
CHANNEL FLOW THRU SUBAREA(CFS) = 74.61
FLOW VELOCITY(FEET/SEC) = 6.15 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 27.17
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 1.00 = 4743.15 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 1.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.564
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3731
SUBAREA AREA (ACRES) = 11.57 SUBAREA RUNOFF (CFS) = 10.38
TOTAL AREA{ACRES) = 83.8 TOTAL RUNOFF (CFS) = 80.15
TC(MIN.) = 27.17
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 27.17
RAINFALL INTENSITY(INCH/HR) = 2.56
TOTAL STREM AREA (ACRES) = 83.77
PEAK FLOW RATE (CFS) AT CONFLUENCE = 80.15
****************************************************************************
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
INITIAL SUBAREA FLOW-LENGTH (FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 466.27
DOWNSTREAM ELEVATION(FEET) = 455.48
ELEVATION DIFFERENCE(FEET) = 10.79
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.605
SUBAREA RUNOFF (CFS) = 0.2 5
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF (CPS) = 0.25
****************************************************************************
FLOW PROCESS FROM NODE 211.00 TO NODE 1.00 IS CODE = 52
>»>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>»>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 455.48 DOWNSTREAM (FEET) = 364.11
CHANNEL LENGTH THRU SUBAREA(FEET) = 1824.00 CHANNEL SLOPE = 0.0501
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA (CFS) = 0.25
FLOW VELOCITY (FEET/SEC) = 3.3 6 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 9.06 Tc(MIN.) = 15.32
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 1.00 = 1924.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<«
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.32
RAINFALL INTENSITY (INCH/HR) = 3.71
TOTAL STREAM AREA (ACRES) = 0.11
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.25
** CONFLUENCE DATA ••
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 80.15 27.17 2.564 83.77
2 0.25 15.32 3.711 0.11
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
•• PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 45.45 15.32 3.711
2 80.33 27.17 2.564
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 80.33 Tc(MIN.) = 27.17
TOTAL AREA(ACRES) = 83.9
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 1.00 = 4743.15 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
•• MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 80.33 27.17 2.564 83.88
LONGEST FLOWPATH FROM NODE 2 06.00 TO NODE 1.00 = 4743.15 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA *•
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 50.57 12.75 4.177 28.06
LONGEST FLOWPATH FROM NODE 163.00 TO NODE 1.00 = 2491.99 FEET.
•* PEAK FLOW RATE TABLE *•
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 88.27 12.75 4.177
2 111.37 27.17 2.564
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 111.37 Tc{MIN.) = 27.17
TOTAL AREA (ACRES) = 111.9
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.564
WOODLAND-GRASS FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3872
SUBAREA AREA (ACRES) = 1.53 SUBAREA RUNOFF (CFS) = 1.37
TOTAL AREA (ACRES) = 113.5 TOTAL RUNOFF (CFS) = 112.67
TC(MIN.) = 27.17
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
113.5 TC(MIN.) =
112.67
27.17
END OF RATIONAL METHOD ANALYSIS
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
4.0 Hydraulic Model Output & Inlet Sizing
4.1 Storm Drain Hydraulic Model Output
****************************************************************************
PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION)
(c) Copyright 1982-2008 Advanced Engineering Software (aes)
Ver. 15.0 Release Date: 04/01/2008 License ID 1452
Analysis prepared by:
************************** DESCRIPTION OF STUDY *******•***••••••••••*****
* HYDRAULIC PIPE FLOW ANALYSIS FOR CAMINO JUNIPERO STORM DRAIN *
* 100 YEAR - 6 HOUR STORM EVENT *
* PLSA 1451 - DUVIVIER - DEVELOPED CONDITION ANALYSIS * **************************************************************************
FILE NAME: 1451HYDA.DAT
TIME/DATE OF STUDY: 11:40 10/30/2012
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD, LACFCD, AND OCEMA
DESIGN MANUALS.
DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA:
NODE NUMBER = 9.00 FLOWLINE ELEVATION = 384.38
PIPE DIAMETER(INCH) = 30.00 PIPE FLOW(CFS) = 22.35
ASSUMED DOWNSTREAM CONTROL HGL = 3 86.880
L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS
NODE 9.00 : HGL= < 386.880>;EGL= < 387.202>;FLOWLINE= < 384 380>
PRESSURE
UPSTREAM
FLOW
NODE
PROCESS FROM NODE 9.00
101.00 ELEVATION =
TO NODE 101.00 IS CODE
403.83
= 1
CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD) :
PIPE FLOW = 22.35 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 70.90 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 22.35)/( 410.171))**2 = 0.0029691
HF=L*SF = ( 70.90)*{ 0.0029691) = 0.211
NODE 101.00 : HGL= < 387.091>;EGL= < 387.412>;FLOWLINE= < 403.830>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 19.24
NODE 101.00 : HGL= < 406.330>;EGL= < 406.652>;FLOWLINE= < 403.830>
PRESSURE FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 2
UPSTREAM NODE 101.00 ELEVATION = 403.83
CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD):
PIPE FLOW = 22.35 CFS PIPE DIAMETER = 30.00 INCHES
PRESSURE FLOW AREA = 4.909 SQUARE FEET
FLOW VELOCITY = 4.55 FEET PER SECOND
VELOCITY HEAD = 0.322
HMN = .05*(VELOCITY HEAD) = .05*( 0.322) = 0.016
NODE 101.00 : HGL= < 406.346>;EGL= < 406.668>;FLOWLINE= < 403.830>
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
PRESSURE FLOW PROCESS FROM NODE 101.00 TO NODE 301.00 IS CODE = 1
UPSTREAM NODE 301.00 ELEVATION = 410.36
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 22.35 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 83.94 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 22.35)/( 410.171))**2 = 0.0029691
HF=L*SF = ( 83.94)^( 0.0029691) = 0.249
NODE 301.00 : HGL= < 406.595>;EGL= < 406.917>;FLOWLINE= < 410.360>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 6.26
NODE 301.00 : HGL= < 412.860>;EGL= < 413.182>;FLOWLINE= < 410.360>
PRESSURE FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 5
UPSTREAM NODE 301.00 ELEVATION = 410.36
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 21.6 30.00 4.909 4.394 0.000 0.300
2 22.4 30.00 4.909 4.553 -- 0.322
3 0.8 18.00 1.767 0.441 90.000
4 0.0 0.00 0.000 0.000 0.000
5 0.0===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2•V2-Ql*VI* COS(DELTAl)-Q3 *V3 * COS(DELTA3)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.00277
DOWNSTREAM FRICTION SLOPE = 0.002 97
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00287
JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.014
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES)
JUNCTION LOSSES = 0.044+ 0.300- 0.322+( 0.014)+( 0.000) = 0.036
NODE 301.00 : HGL= < 412.918>;EGL= < 413.218>;FLOWLINE= < 410.360>
PRESSURE FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE = 1
UPSTREAM NODE 3 00.00 ELEVATION = 420.50
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 21.57 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 230.98 FEET MANNINGS N = 0.01300
SF={Q/K)**2 = (( 21.57)/( 410.171))^^2 = 0.0027655
HF=L*SF = ( 230.98)*( 0.0027655) = 0.639
NODE 300.00 : HGL= < 413.557>;EGL= < 413.857>;FLOWLINE= < 420.500>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 9.44
NODE 300.00 : HGL= < 423.000>;EGL= < 423.300>;FLOWLINE= < 420.500>
PRESSURE FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 2
UPSTREAM NODE 300.00 ELEVATION = 420.84
CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD):
PIPE FLOW = 21.57 CFS PIPE DIAMETER = 30.00 INCHES
PRESSURE FLOW AREA = 4.90 9 SQUARE FEET
FLOW VELOCITY = 4.39 FEET PER SECOND
VELOCITY HEAD = 0.3 00
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
HMN = .05*(VELOCITY HEAD) = .05*( 0.300) = 0.015
NODE 300.00 : HGL= < 423.015>;EGL= < 423.315>;FLOWLINE= < 420.840>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.33
NODE 300.00 : HGL= < 423.340>;EGL= < 423.640>;FLOWLINE= < 420.840>
PRESSURE FLOW PROCESS FROM NODE 300.00 TO NODE 102.00 IS CODE = 1
UPSTREAM NODE 102.00 ELEVATION = 432.56
CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD) :
PIPE FLOW = 21.57 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 299.66 FEET l«ANNINGS N = 0.01300
SF=(Q/K)**2 = {( 21.57)/( 410.171))**2 = 0.0027655
HF=L*SF = ( 299.66)*( 0.0027655) = 0.829
NODE 102.00 : HGL= < 424.169>;EGL= < 424.469>;FLOWLINE= < 432.560>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 10.89
NODE 102.00 : HGL= < 435.060>;EGL= < 435.360>;FLOWLINE= < 432.560>
PRESSURE FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 5
UPSTREAM NODE 102.00 ELEVATION = 432.90
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 10.1 18.00 1.767 5.744 39.000 0.512
2 21.6 30.00 4 . 909 4.394 --0.300
3 11.4 24.00 3 .142 3.638 0.000 -
4 0.0 0 . 00 0.000 0.000 0.000 -
5 0.0 = = =Q5 EQUALS BASIN INPUT= = =
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY={Q2*V2-Q1*V1*C0S (DELTAl) -Q3*V3*COS (DELTA3) -
Q4*V4^C0S{DELTA4))/{(A1+A2)•le.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.00934
DOWNSTREAM FRICTION SLOPE = 0.00277
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00605
JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.030
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS) + (ENTRANCE LOSSES)
JUNCTION LOSSES = 0.073+ 0.512- 0.300+( 0.030)+( 0.000) = 0.316
NODE 102.00 : HGL= < 43 5.164>;EGL= < 435.676>;FLOWLINE= < 432.900>
PRESSURE FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 1
UPSTREAM NODE 103.00 ELEVATION = 435.38
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 10.15 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 130.20 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 10.15)/( 105.043))*^2 = 0.0093368
HF=L*SF = ( 130.20)*( 0.0093368) = 1.216
NODE 103.00 : HGL= < 436.379>;EGL= < 436.892>;FLOWLINE= < 435.380>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.50
NODE 103.00 : HGL= < 436.880>;EGL= < 437.392>;FLOWLINE= < 435.380>
PRESSURE FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 2
UPSTREAM NODE 103.00 ELEVATION = 435.72
N:\ArchiTCdJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD):
PIPE FLOW = 10.15 CFS PIPE DIAMETER = 18.00 INCHES
PRESSURE FLOW AREA = 1.767 SQUARE FEET
FLOW VELOCITY = 5.74 FEET PER SECOND
VELOCITY HEAD = 0.512
HMN = .05*(VELOCITY HEAD) = .05*( 0.512) = 0.026
NODE 103.00 : HGL= < 436.906>;EGL= < 437.418>;FLOWLINE= < 435.720>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.31
NODE 103.00 : HGL= < 437.220>;EGL= < 437.732>;FLOWLINE= < 435.720>
PRESSURE FLOW PROCESS FROM NODE 103.00 TO NODE 103.10 IS CODE = 1
UPSTREAM NODE 103.10 ELEVATION = 43 6.75
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 10.15 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 66.45 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 10.15)/( 105.043))**2 = 0.0093368
HF=L*SF = ( 66.45)*( 0.0093368) = 0.620
NODE 103.10 : HGL= < 437.840>;EGL= < 438.353>;FLOWLINE= < 436.750>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.41
NODE 103.10 : HGL= < 438.250>;EGL= < 438.762>;FLOWLINE= < 436.750>
END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
fiYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
****************************************************************************
PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION)
(c) Copyright 1982-2008 Advanced Engineering Software (aes)
Ver. 15.0 Release Date: 04/01/2008 License ID 1452
Analysis prepared by:
************************** DESCRIPTION OF STUDY **************************
* HYDRAULIC PIPE FLOW ANALYSIS FOR PASEO ENCINO STORM DRAIN *
* 100 YEAR - 6 HOUR STORM EVENT *
* PLSA 1451 - DUVIVIER - DEVELOPED CONDITION ANALYSIS * **************************************************************************
FILE NAME: 1451HYDB.DAT
TIME/DATE OF STUDY: 13:28 10/30/2012
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD, LACFCD, AND OCEMA
DESIGN MANUALS.
DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA:
NODE NUMBER = 90.00 FLOWLINE ELEVATION = 3 88.00
PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) = 45.72
ASSUMED DOWNSTREAM CONTROL HGL = 3 90.000
L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS
NODE 90.00 : HGL= < 390.000>;EGL= < 393.289>;FLOWLINE= < 388.000>
PRESSURE FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 1
UPSTREAM NODE 100.00 ELEVATION = 3 94.17
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 45.72 CFS PIPE DIAMETER = 24.00 INCHES
PIPE LENGTH = 139.11 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 45.72)/( 226.224))**2 = 0.0408448
HF=L*SF = ( 139.11)*{ 0.0408448) = 5.682
NODE 100.00 : HGL= < 395.682>;EGL= < 398.971>;FLOWLINE= < 394.170>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.49
NODE 100.00 : HGL= < 396.170>;EGL= < 399.45 9>;FLOWLINE= < 394.170>
PRESSURE FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 5
UPSTREAM NODE 100.00 ELEVATION = 394.50
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 45.3 24.00 3.142 14.413 40.000 3.226
2 45.7 24.00 3.142 14.553 -- 3.289
3 0.0 0.00 0.000 0.000 0.000
4 0.0 0.00 0.000 0.000 0.000
5 0.4===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY={Q2*V2-Q1*V1*C0S (DELTAl) -Q3*V3*COS (DELTA3 ) -
Q4*V4*C0S(DELTA4))/((A1+A2)^16.1)
UPSTREAM MANNINGS N = 0.01300
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.04006
DOWNSTREAM FRICTION SLOPE = 0.04084
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04045
JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.202
ENTRANCE LOSSES = 0.658
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS) + (ENTRANCE LOSSES)
JUNCTION LOSSES = 1.635+ 3.226- 3.289+( 0.202)+( 0.658) = 2.432
NODE 100.00 : HGL= < 398.665>;EGL= < 401.891>;FLOWLINE= < 394.500>
PRESSURE FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
UPSTREAM NODE 100.00 ELEVATION = 395.00
CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD) :
PIPE FLOW = 45.28 CFS PIPE DIAMETER = 24.00 INCHES
PIPE LENGTH = 11.27 FEET MANNINGS N = 0.01300
SF=(Q/K)^^2 = (( 45.28)/( 226.224))**2 = 0.0400624
HF=L*SF = ( 11.27)^( 0.0400624) = 0.452
NODE 100.00 : HGL= < 399.117>;EGL= < 402.343>;FLOWLINE= < 395.000>
PRESSURE FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 5
UPSTREAM NODE 100.00 ELEVATION = 395.33
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 35.8 24.00 3.142 11.399 2.000 2.018
2 45.3 24.00 3.142 14.413 -- 3.226
3 9.5 18.00 1.767 5.359 90.000
4 0.0 0.00 0.000 0.000 0.000
5 0.0===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY= (Q2^V2-Q1^V1^C0S (DELTAl) -Q3*V3*COS (DELTA3 ) -
Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.02506
DOWNSTREAM FRICTION SLOPE = 0.04006
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03256
JUNCTION LENGTH (FEET) = 5.00 FRICTION LOSS = 0.163
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS) + (ENTRANCE LOSSES)
JUNCTION LOSSES = 2.419+ 2.018- 3.226+( 0.163)+( 0.000) = 1.373
NODE 100.00 : HGL= < 401.698>;EGL= < 4 03.716>;FLOWLINE= < 395.330>
PRESSURE FLOW PROCESS FROM NODE 100.00 TO NODE 140.00 IS CODE = 1
UPSTREAM NODE 140.00 ELEVATION = 405.02
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 35.81 CFS PIPE DIAMETER = 24.00 INCHES
PIPE LENGTH = 252.41 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 35.81)/( 226.224))**2 = 0.0250572
HF=L*SF = ( 252.41)*( 0.0250572) = 6.325
NODE 140.00 : HGL= < 408.023>;EGL= < 410.041>;FLOWLINE= < 405.020>
PRESSURE FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 5
UPSTREAM NODE 14 0.00 ELEVATION = 4 05.43
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 28.5 24.00 3.142 9.088 0.000 1.282
2 35.8 24.00 3.142 11.399 -- 2.018
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
0.9 18.00 1.767 0.526 90.000
6.3 24.00 3.142 2.015 76.000
0.0===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1^V1^C0S(DELTAl)-Q3*V3*C0S{DELTA3)-
Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.01593
DOWNSTREAM FRICTION SLOPE = 0.02506
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02049
JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.102
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES)
JUNCTION LOSSES = 1.440+ 1.282- 2.018+( 0.102)+( 0.000) = 0,
NODE 140.00 : HGL= < 409.565>;EGL= < 410.848>;FLOWLINE= <
807
405 , 430>
PRESSURE FLOW PROCESS FROM NODE 140.00 TO NODE 410.00 IS CODE = 1
UPSTREAM NODE 410.00 ELEVATION = 408.03
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW =
PIPE LENGTH =
SF=(Q/K)*^2 =
HF=L*SF = (
NODE 410.00
28.55 CFS PIPE DIAMETER = 24.00 INCHES
212.76 FEET MANNINGS N = 0.01300
(( 28.55)/( 226.224))**2 = 0.0159271
212.76)*( 0.0159271) = 3.389
: HGL= < 412.954>;EGL= < 414.236>;FLOWLINE= < 408.030>
PRESSURE FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE
UPSTREAM NODE 410.00 ELEVATION = 408.45
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER
15 .2
28 .5
13 .3
0.0
24 . 00
24 . 00
24 . 00
0.00
AREA
3 .142
3 .142
3 .142
0.000
VELOCITY
4 . 854
9 . 088
4.237
0.000
DELTA
0.000
90.000
0.000
HV
0.366
1.282
0.0===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4^C0S(DELTA4))/((A1+A2)•16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.C1300
UPSTREAM FRICTION SLOPE = 0.00454
DOWNSTREAM FRICTION SLOPE = 0.01593
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01024
JUNCTION LENGTH (FEET) = 5.00 FRICTION LOSS = 0.051
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES)
JUNCTION LOSSES = 1.833+ 0.366- 1.282+{ 0.051)+( 0.000) = 0.968
NODE 410.00 : HGL= < 414.838>;EGL= < 415.204>;FLOWLINE= < 408.450>
PRESSURE FLOW PROCESS FROM NODE 410.00 TO NODE 150.00 IS CODE = 1
UPSTREAM NODE 150.00 ELEVATION = 411.52
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW =
PIPE LENGTH =
SF={Q/K)**2 =
HF=L*SF = (
NODE 150.00
15.25 CFS PIPE DIAMETER = 24.00 INCHES
43.51 FEET [MANNINGS N = 0.01300
(( 15.25)/( 226.224))*^2 = 0.0045443
43.51)*( 0.0045443) = 0.198
: HGL= < 415.036>;EGL= < 415.402>;FLOWLINE= < 411.520>
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
PRESSURE FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 5
UPSTREAM NODE 150.00 ELEVATION = 411.93
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 14.6 24.00 3 .142 4 . 635 0.000 0.334
2 15 .2 24 . 00 3 .142 4.854 --0 .366
3 0 . 7 18 . 00 1.767 0 .390 52.000 -
4 0.0 0.00 0.000 0.000 0 . 000 -
5 0.0== =Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1^C0S(DELTAl)-Q3•V3•COS(DELTAS)-
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.00414
DOWNSTREAM FRICTION SLOPE = 0.00454
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00434
JUNCTION LENGTH (FEET) = 5.00 FRICTION LOSS = 0.022
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS) + (ENTRANCE LOSSES)
JUNCTION LOSSES = 0.063+ 0.334- 0.366+( 0.022)+( 0.000) = 0.052
NODE 150.00 : HGL= < 415.121>;EGL= < 415.454>;FLOWLINE= < 411.930>
PRESSURE FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 1
UPSTREAM NODE 160.00 ELEVATION = 421.59
CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD) :
PIPE FLOW = 14.56 CFS PIPE DIAMETER = 24.00 INCHES
PIPE LENGTH = 150.04 FEET MANNINGS N = 0.01300
SF=(Q/K)*^2 = {( 14.56)/( 226.224))^^2 = 0.0041423
HF=L^SF = ( 150.04)*( 0.0041423) = 0.622
NODE 160.00 : HGL= < 415.742>;EGL= < 416.076>;FLOWLINE= < 421.590>
PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL
LOST PRESSURE HEAD USING SOFFIT CONTROL = 7.85
NODE 160.00 : HGL= < 423.590>;EGL= < 423.924>;FLOWLINE= < 421.590>
PRESSURE FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE
UPSTREAM NODE 160.00 ELEVATION = 421.93
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 11.2 18.00 1.767 6 .355 90.000 0 .627
2 14 .6 24.00 3 .142 4.635 --0 .334
3 3 .3 18 . 00 1.767 1.884 47.000 -
4 0.0 0.00 0.000 0.000 0.000 -
5 0.0 = = =Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1^C0S(DELTAl)-Q3*V3*COS(DELTA3)-
Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.01143
DOWNSTREAM FRICTION SLOPE = 0.00414
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00779
JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.039
ENTRANCE LOSSES = 0.000
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS) + (ENTRANCE LOSSES)
JUNCTION LOSSES = 0.800+ 0.627- 0.334+( 0.039)+( 0.000) = 1.132
NODE 160.00 : HGL= < 424.429>;EGL= < 425.056>;FLOWLINE= < 421.930>
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
PRESSURE FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 1
UPSTREAM NODE 161.00 ELEVATION = 422.18
CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD):
PIPE FLOW = 11.23 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 4.25 FEET MANNINGS N = 0.01300
SF=(Q/K)**2 = (( 11.23)/( 105.043))**2 = 0.0114294
HF=L*SF = ( 4.25)*( 0.0114294) = 0.049
NODE 161.00 : HGL= < 424.477>;EGL= < 425.104>;FLOWLINE= < 422.180>
PRESSURE FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE
UPSTREAM NODE 161.00 ELEVATION = 422.13
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV
1 0.0 18.00 1.767 0.000 0.000 0.000
2 11.2 18.00 1.767 6.355 --0 .627
3 0.0 0.00 0.000 0 . 000 0 . 000 -
4 0.0 0.00 0.000 0 . 000 0.000 -
5 11.2== =Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2^V2-Q1*V1^C0S (DELTAl) -Q3^V3 •COS (DELTA3 ) -
Q4*V4*COS{DELTA4))/((A1+A2)^16.1)
UPSTREAM MANNINGS N = 0.01300
DOWNSTREAM MANNINGS N = 0.01300
UPSTREAM FRICTION SLOPE = 0.00000
DOWNSTREAM FRICTION SLOPE = 0.01143
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00571
JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.029
ENTRANCE LOSSES = 0.125
JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES)
JUNCTION LOSSES = 1.254+ 0.000- 0.627+( 0.029)+( 0.125) = 0.781
NODE 161.00 : HGL= < 425.885>;EGL= < 425.885>;FLOWLINE= < 422.180>
END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
4.2 Inlet Sizing Spreadsheet
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
Shelley Property
Curb Inlet Sizing
Type
of
Inlet
inlet
at
Node
Street
Slope
%
Q(cfs) a(ft.) y(ft.)
Required
Length of
Opening (ft.)^
Use
Length^
(ft.)
ON-GRADE 151 4.96% 1.0 0.33 0.20 3.6 5
ON-GRADE • 161 6.80% 7.8 0.33 0.37 18.8 20
ON-GRADE 401 8.00% 7.6 0.33 0.36 19.0 20
ON-GRADE 402 8.00% 2.5 0.33 0.24 8.3 10
ON-GRADE 100A 4.88% 0.4 1.33 0.17 0.3 5
ON-GRADE 164 6.80% 5.2 0.33 0.30 14.8 -16
FLOW BY CALC;
1 ON-GRADE' 161 6.80% 11.55 0.33 0.37 27.9 29
161 6.80% 7.8 0.33 0.37 19.0 20
Fiow by at 161 3.77 cfs fiow by collected at ^A 1
1 SUIVIP 141 N\A 4.8 N\A N\A 2.4 = 5
Lengtli of opening at 141 to be 5 feet to acconnmodate flow by from 161
ON-GRADE 401 8.00% 10.9 0.33 0.36 27.0 29
401 8.00% 7.6 0.33 0.36 19.0 20
Flow by at 401 3.2 cfs fiow by collected at 144
SUMP 144 N\A 13.1 I N\A I N\A I 6.6 •
Length of opening at 144 to be 8 feet to accommodate flow by from 401
1 FROM EQUATION Q=0.7L(0.33+DEPTH)^3/2
2 Length shown on plans (Length of Opening + 1 foot)
Type Inlet Street Required Use
of at • Slope Q(cfs) a(ft.) y(ft.) Length of Length=
Inlet Node % Opening (ft.)\ ^ (ft.)
SUMP 120 'i N\A 8.0 N\A N\A 4.0 2 5
SUMP 130 N\A 6.6 N\A N\A 3.3 2 5
SUMP 141 N\A 1.0 N\A N\A 0.5 = ' 5
SUMP 144 N\A 9.9 N\A N\A 4.9 = 6
1 FROM EQUATION Q=0.7L(0.33+DEPTH)'^3/2
2 CITY OF CARLSBAD STD. 2 CFS PER FOOT OF OPENING
3 Length shown on plans (Length of Opening + 1 foot)
h:,excel\025\251 \INLETS-08 (2)5-23-07
5/23/2007
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
4.3 Brow Ditch Sizing
Typical Borw Ditch at 1%
Cross Section for Circular Pipe • 1
Project Description
Flow Element Circular Pipe
Friciiwi Method: Manning Formula
Solve For: Discharge
Section Deta
Roughness Coefficient: 0.013
Qiai>r»l Slope; 0.01000 m
Nomial Depth; 1.00 ft
[Jiameter 2.00 ft
CHscharge: 11.31 ftVs
2.00 ft
V:1 I\
H: 1
N:\ArchivedJobs\1451 DUVIVIER\1451 H8cH\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/ 2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for Circular Pipe - 1
Project DescripHon
Flow Elemerrt:
Friction Method:
Solve For:
Input Data
Roughiiess CoefScient:
Channel Slope:
Nonmai Depth:
Diameter-
Circufar Pipe
Manning Formula
Discharge
0.013
0.01000
1.00
2.00
ft/ft
ft
ft
Reau!t3
Discharge:
Ftow Area:
^Vetted Permwter:
Top Wklth:
Critical Depth:
Percent Full:
Cntical Slope:
Velocity;
Velocty Head:
Speciic Energy:
Fraude Numten
Maximum Discharge:
Discharge Full:
Slope Full:
Ftow Type:
GVF Input D^tfii
Do'Kwistream Depth:
Length:
Nwiiber Of Steps:
GVF Output Oaia
Upstream Depth:
Profile Descriptiofl:
Profile Headloss:
Average End Depth Over Rise:
Normal Deptli O^er Rise:
Downstream Vetocity:
11.31
157
3.14
2,00
121
50.0
0.00544
7.20
0.81
181
143
24,33
22.62
0.00250
SuperCrtticsl
D-00
0,00
0
0.00
0.00
0.00
0,50
Infinity
ft'/s
ft'
ft
ft
ft
%
m
Ws
ft
ft
ft'/s
ft%
ft.'ft
ft
ft
ft
%
%
ft/s
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for Circular Pipe > 1
Upstream Velocity: Infinity ft/s
Nomial Depth: 100 ft
Cntical Depth: 121 ft
Channel Slope: 0-01000 ftfft
Cntical Slope: 0.00544 ft/ft
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Brow Ditch at node 202
Cross Section for Brow Ditch • 202
Project Oescripticm
Flow ElCTient;
Frtctitm Method:
Solve For;
Circular Pipe
Manning FormuK
Discharge
Section Date ,
Roughness Coefficient;
Channel Slope:
ftofnwtf Depth:
Diameter.
[Xscharge:
0.013
0.11096
100
2.00
37.68
ftffi
ft
ft
V:1
H; 1
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for Brow Ditch - 202
Project Oescripfion
Flow Element
FrictkMi Method:
Solve For:
Input Data
Roughness Coefficient-
Channel Slope:
Normal Depth:
Diameter
Circular Pipe
Manning Formua
Discharge
0.013
0,11096
1,00
2.00
m
ft
ft
Results
Discharge:
Ftow Area:
Wetted Perimeter:
Top Width:
Critical Depth:
Percent Full:
Critical Slope:
Velocfty;
Velocity Head;
Specific Energy
Froude Number:
Maximum Dfeciwge:
Discharge Full:
Slope Full:
Ftow Type:
GVF Data
Downstrean Depth:
Length;
Number Of Steps;
GVF Ou(pu( Data
Upstream Depth;
Profile Description;
Profile Headloss:
Average End Depth Over Rise:
Noimal Depth Over Rise:
Do^wstream Vetocity;
37.68
1.57
3.14
2.00
1.94
50.0
0.02442
23.99
8.94
9.94
4.77
6106
75.35
0.02774
SuperCttlcal
0.00
0.00
0
0.00
0,00
0.00
0,50
Infinity
ft%
ft-
ft
ft
ft
%
ft/ft
ft.i'S
ft
ft
ft'/s
ms.
ft
%
%
ft/s
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12),doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for Brow Ditch • 202
Upstream Vetocity: Infinity fl's
Normal Depth: 100 ft
Critical Depth: 194 ft
Channel Slope; 0.11096 Mt
Critical Slope: 0.02442 Mi
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12),doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
4.4 Rip Rap Sizing
OUTLET BASIN 1 AT NODE 2:
Velocity, v = 7.99 fps
Use D-40 Riprap Energy Dissipator
Use Facing rock class
(Per San Diego Regional Standard Drawings, Dwgs. D-40 and SDD-100)
Riprap Thicl(ness, T= 1.4 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 18 in
Riprap Area = 10'(L) x 4.5'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
Brow Ditch so use
Riprap Area = 10'(L) x 5'(W)
OUTLET BASIN 2 AT NORTHEASTERLY CORNER OF LOT 47:
Velocity, v = 7.63 fps
Use D-40 Riprap Energy Dissipator
Use No. 2 Bacl(ing rock ciass
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Riprap Thicl(ness, T = 1 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 18 in
Riprap Area = 10'(L) x 4.5'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
Brow Ditch so use
Riprap Area = 10'(L) x 5'(W)
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
OUTLET BASIN 3 AT NODE 204:
Velocity, v = 3.4 fps
Use D-40 Riprap Energy Dissipator
Use No. 3 Backing rock class
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Riprap Thickness, T = 0.6 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 18 in
Riprap Area = 10'(L) x 4.5'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
Brow Ditch so use
Riprap Area = 10'(L) x 5'(W)
OUTLET BASIN 4 AT NODE 300:
Velocity, v= 12.15 fps
Use D-40 Riprap Energy Dissipator
Use 1/4 TON rock class
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Riprap Thickness, T = 2.7 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 18 in
Riprap Area = 10'(L) x 4.5'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
Brow Ditch so use
Riprap Area = 10'(L) x 5"(W)
OUTLET BASIN 5 AT NODE 201:
Velocity, v= 21.83 fps
Use D-40 Riprap Energy Dissipator
Use 2 Ton Backing rock class
(Per San Diego Regional Standard Drawings, Dwgs. D-40 and SDD-100)
Riprap Thickness, T = 5.4 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 18 in
Riprap Area = 10'(L) x 4.5'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
N:\Archived Job.A1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
OUTLET BASIN 6 AT NODE 9:
Velocity, v= 13.62 fps
Due to high velocity and high flow, use D-41
(Per San Diego Regional Standard Drawings, Dwgs. SDD-100 and D-41)
Velocity at D-41 Outfall = 4.5 fps
(Refer to "D-41 Outlet Velocity" spreadsheet)
Note: This velocity is less than the minimum velocity that requires riprap, 6.0 fps (per City of
Diego Standard Drawings, Dwg. SDD-100). Thus, the riprap rock classification and
thickness to be used will be based on the parameters pertaining to the lowest velocity.
Use No. 3 Backing rock class
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Riprap Thickness, T = 0.6 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 30 in
Riprap Area = 10'(L) x 15'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
Outlet to Swale, use:
Riprap Area = 10'(L) x 20'(W)
OUTLET BASIN 7-11 DOWNSTREAM OF NODE 9:
Intermittent Rip Rap Basins in Swale:
Velocity, v = 2.68 fps
Use D-40 Riprap Energy Dissipator
Use No. 3 Backing rock class
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Riprap Thickness, T = 0.6 ft
(Per 2003 Regional Supplement to "Greenbook 2003", Table 200-1.7)
Outfall Pipe Diameter, d = 30 in
Riprap Area = 10'(L)x15'(W)
(Per San Diego Regional Standard Drawings, Dwg. D-40)
Outlet to Swale, use:
Riprap Area = 10'(L) x 20'(W)
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
The table below illustrates the rip rap sizing and the number corresponds to each rip rap
basin's location on the Grading Plans. Each of the hydrauUc analysis output data sheets
included in this section, utilized to determine the velocity at the point of discharge, include
the rip rap basin number correspondiag to the table on the following page for clarity.
juMtAPsnoPKAnaHS
mm
t
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 1:
Rip Rap Basin 1
Cross Section for RR-1 Brow ditch oultet at node 2
Project Description
Fiow Eleniefif-
Friction HAetfiod:
Solve For
Ptrabslic Channel
Manning Fcm-ula
Normal Depth
Sec^DaM
Roughr)es3 Coefficient;
Channel Slope;
Constacted C^sti;
Normal DepJti;
Consfructed Top Width:
Disttmge:
0.0'-5
0.04617
1.00
0.43
2.00
2.97
Wft
ft
ft
ft
ft>.'s
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Viorksheet for RR-1 Brow ditch oultet at node 2
Project DescripSon
Ftow Element;
FriciOT Method:
Solve For:
Input Data
Roughness Coefficient
Channel Slope;
Cwistructed E^th:
Discharge:
Parabol c Channel
Manning Formula
Nomial Depth
0.015
0.04617
1.00
2.97
flffl
ft
ft%
Resuits
Normal Depth;
Flow Area:
Wetted PertTieter:
Top Width:
Critical Depth:
Critical Slope:
Veloctty:
Velocity Head:
Specific Ersergy:
Froude Number
Ftow Type:
GVF Input Data
Ctowistream Depth:
Lengrth:
Number Of Steps:
GVF Output Data
U'iKtream Deptti:
Profile Description:
Headloss:
Downstream Vetocity;
Upstream Velocity:
Normal Depth:
Critical Depth:
Channel Slope:
Crticsl Slope:
C.4j
0.37
162
1.31
0.69
0.00662
7.99
0.99
142
2.64
Supercritioi
0.00
0.00
0
0.00
0,00
Infinity
infinity
0,43
0.69
0,04617
0.00662
ft
ft'
ft
ft
ft
ftffl
ftis
ft
ft
ft
ft
ft
ft/s
ft/s
ft
ft
Ml
m
N:\Archived lobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 2:
Rip Rap Basin 2
Cross Section for RR-2 Brow ditch oultet near node 146
Project Description
FtO'A' Element;
Friction Method:
Solve For:
Paralsohc Cfiannei
Manning Formuia
Normal Depth
Section ,Data
Roughness Coefficient;
Cfkannel Slope;
Constructed Depth;
N<Mmal Depth;
C«mslructe<i Tc^J Width;
Discharge:
D.015
0.09400
1.00
0.21
2.00
100
m
ft
ft
ft
ft'/s
1.00 ft
0.21 ft
.2.CW3tt
V. 1
H: 1
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worlcsheet for RR>2 Brow ditch oultet near node 146
Project Descripfen
Ftow Element:
Frictiffli IWethod:
Solve For:
Input Oafa
Roughness Coerficient;
Channel Slope:
Constructed Depth:
Discharge:
ResuSts
Noons* Depth;
Ftow Area:
Wetted Perimeter;
Top WWth:
Critical Depft:
Cntical Slope:
Velocity
Velociy Head:
Specific Energy;
Froude Numtjer;
Ftow Type:
GVF Input Deta
Downstream Depth:
Length;
Number Of Steps;
•?VF OuipLtOata
Upstream Deptti.
Profile Description;
Headloss;
Downsti'eani Vetocity;
Upstream Velocity:
Nomial Depth:
Crttical Depth;
Channel Slope;
CrrtiCQl Slope;
Paral>ol-c Channel
Manning Fofmuia
Norniai Depth
0.015
0.09400
100
100
0.21
0,13
104
0.92
0.40
0.00738
7.63
0,90
112
3.57
Supercritical
0.00
0.00
0
0,00
0.00
infinity
Infinity
0.21
0.40
0.09400
0.00738
ftfft
ft
ft%
ft
ft=
ft
ft
ft
fb'ft
ft/s
ft
ft
ft
Ws
fl:.'s
ft
ft
ft/ft
mn
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 3:
Rip Rap Basin 3
Cross Section for Rll-3 Brow ditch miltet at node 204
PrejEctOocftpeon
rlc*> CAT ens:
Fil(«on IvtenxKE
Section Oain
Roogfmess Cosffldsnl:
CHOTK) SSope:
CoramaaedD^:
Ncma^^ptlt:
Ccflettui^ Top wn:
Otsstisp:
Faratolc Chanre
ftetrtr^i Psnnula
hiomnal Depft
D.01E
B.OCBS0
i.oa
IL37
2-OCf
101
a
ft
ft
tt".<5
V I
HI
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for RR-S Brow ditch oultet at node 204
Project DescriptkHY
Flow Ele»i>ent,
Friction Method.
Solve For:
fnput Oala
Roughness Coefficient:
Channel Slope:
Constructed Depth:
Discharge:
Results
Nomial Deptti;
Flow Area:
Wetted Perimeter;
Top Width:
Crttical DeF#i:
Crtical Slope:
Velocity:
Velocity' Head:
Specific Energy:
Froude Number:
Flow Type:
GVF Input Data
Downstream Depth:
Length:
Number Of Steps:
GVF Output Daia'
Upstream Depth:
Profile Description;
Headloss;
Dciwistneam Vetocity;
Upstream Velocity:
NOTinal Depth;
Cntical Deptti:
Channel Slope:
Critical Slope;
Parabol'C Channel
Manning Formula
Normal Depth
0.015
0.00990
100
101
0.37
0,30
146
121
0.40
C.00674
3,40
0,18
0.55
121
Supercritical
0.00
0,00
0
0.00
0.00
Infinity
Infinity
0.37
0.40
0.00990
0.00674
Mt
ft
ft',%
ft
ft=
ft
ft
ft
m
ft/s
ft
ft
ft
ft
ft
ft/s
ft/s
ft
ft
ft'ft
ft/ft
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 4:
From section 4.1 - StormCAD output
Scenario: Base
Coitibined Pipe\Node Report
Label Upstrearr
Node
3ownstnean
Node
Section
Size
Length
(ft)
total Flow
(Cfs)
Average
Velocity
(ft/s)
Upstream
Invert
Elevation
(ft)
Jownstrean
Invert
Etevation
(It)
3onstructec
Slops
(ftm)
Full
Capacity
(cts)
Has
Hydraulic
Jump?
Energy
Grade
Line In («)
Energy
Grade
Line Out
(ft)
Hydraulic
Grade
Une In
(ft)
Hydraulic
Grade
Line Out
(ft)
P-1 301 300 18 inch 47.71 3.95 12.15 487.16 482.89 0.089499 31.42 false 488.22 485.64 487.92 483,25
RIP RAP BASIN 5:
From section 4.1 — StormCAD output
Scenario: Base
Combined PipeXNode Report
Label Jpstreaff
Nocte
Jownstrean
Node
Section
Size
Length
(ft)
Total Flow
(cfs)
Average
Vetocity
(ft/s)
Upstream
Invert
Etevation
(tt)
3ownstrean
Invert
Etevation («)
lonstructec
Slope
(ft/tt)
Full
Capacity
(cts)
Has
Hydraulic
Jump?
Energy
Grade
Une In
(ft)
Energy
Grade
Line Out
(ft)
Hydraulic
Gracte
Une In
(ft)
Hydraulic
Grade
Line Out
(ft)
P-1 202 201 18 inch 51.74 20.10 21.83 449.21 442.42 0.131233 38.05 false 452.71 449.18 450.68 443,27
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 6:
Location: Basin 9 - Storm Drain Outlet to treatment swale
Storm Drain Line: Line 1 - SD-1
Outlet Node Location: Node 9
Q = 66.85 cfs
d = 30 " RCP
= 62.4 pcf
Then :
A = 4.909 sq. ft.
V = 13.62 fps
Hv = 2.88 ft.
For 30-inch RCP:
D-41 Width, W = 8.00 feet (Per Regional Std. Dwg. D-41)
Length of riprap = 4 X d = 10..67feet (Per Regional std. Dwg. D-41)
Size riprap based on velocity over end sill:
Weir Eqn: Q = CLH^ ^ C = 3.3 per Table 5-3 of King's Handbook
where L = D-41 Width, W = 8.0 feet
Thus,
Then :
H = {Q/CLf^
H= 1.858 feet
A= 14.86 sq.ft.
V = 4.50 fps
See riprap sizing spreadsheet for sizing based upon this velocity.
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE# 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 7-10:
Rip Rap Basins 7-10
Cross Section for Trapezoidal Channei -1
Project Descripiton
Fiow Elerrsent Trapezoidal Channel
Frtctiwi Method; hiamiing Fofmuta
Solve For: Nomnal Deptti
Section CMa
Rot^hness Coefficient; 0.050
Ctermel Slope: 0.01000 ft/f<
Nwmstf Depth; 0.93 ft
Left Side Stope. 2.00 (H:V)
Right Side Slope: 2.00 ft/ft (H:V)
Bottom Width: 25.00 ft
Discharge: 66.85 ft%
•Hjj;;^"-^"'-^""-"-- .-g--.-..-...- i.-^^^--^ ' ''^^ Q^93 ^
-2S,00«
V;1 |\
H: 1
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
fiYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for Trapezoidal Channel -1
Project Description
Flow Element;
Fricttai Metliod:
Solve For:
Trapezoidal Channel
fAarsning Formula
Norma! Depth
ii^pu- Data
Roughrtess Coefficient:
Channel Slope:
Left Side Slope:
Right Side Siope:
Bottom Width:
Discharge:
Resuits
Normal Depth.
Flow Area:
Wetted Pertrrwter:
Top Width;
Crtical Depti:
Critical Slope:
Velocity:
Velocity Head;
Specific Energy:
Froyde Numb»:
Ftow Type:
GVF Input Data
cSswnstream Depth;
Length:
Number Of Steps:
GVF Output Data
Profile Description:
Headloss:
Dw/nstream Vetocity:
Upsteam Velocity;
Nomm! Depth;
Crttical Depth:
Channel Slope:
0,050
0.01000
2.00
2.00
25.00
66.85
0.93
24.95
29.15
28.72
0.60
0.04454
2.68
0.11
1.04
0.51
Subcritieal
0.00
0.00
0
0,00 '
0.00
infinity
fnfinity
0.93
0.60
0.01000
ftffl
ft/ft (H:V)
ft/ft (H:V)
ft
ft%
ft
ft-
ft
ft
ft
Ml
Ws
ft
ft
ft
ft
ft
ft/s
fb's
ft
ft
ftfft
N-\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Woritsheet for Trapezoidal Channel • 1
Critical Siope: 0.04454 ft/ft
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3;56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
RIP RAP BASIN 11:
Rip Rap Basin 11
Cross Section for RR-12 Irregular Section - trail
Project Description
Fiow Etement irregular Section
Friction MettKKl: Manning Formula
Solve For: Normal Deptti
Section Data
Roughness Coefficient: 0,033
Ctannel Slope: 0.12000 ft'fi
Nwmtf Depth: 0,11 ft
Elevattwi Rsf^e: 9.60 to 10.00 ft
CXschaige: 0.71 ft'/s
d 0.11 ft
I 5 61 «
H: 1
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for RR-12 Irregular Section - trail
Project Descripfen
F!o'A' Elen'ent:
Friction l\«1ethod;
Solve For:
Irregu.ar Sect or
Manning Formuls
Normal Depth
Input Data
Channel Slope:
Discharge;
0.12000
0.71
Mt
ft=,'s
OpItonB
Curs'errt Roughness Weighted Meth( tmorovedlotters
Open Channel Weight&j Roughnes: ImpcovedLotters
Oosed a^nnel Wei^ted Roughne Hortons
Results
Roughness Coefficient
Water Surffsce Bevation:
ElevatkMi Rartge:
Ftow Area:
Wetted Perimeter:
T<v Width:
Normal Depth:
Critical Depth:
Cntical Stope:
Velociy:
Velocity Head:
Specific Energy:
Froude Number:
Ftow Type:
Segment Roughness
3t.rtS^,l0„ EodSUiKM, l^J^
(0*S0, 1Q.Q0) (0+20,10.00) C,033
0.033
9,71
9.60 to 10.00 ft
0.31
5.72
5.61
0.11
0.14
0.03972
2.26
0.08
0.19
1.68
Supercritical
ft=
ft
ft
ft
ft
ftm
ft/s
ft
ft
Section Geometry
Station Elevation
0*03 10.00
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12),doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
Worksheet for RR-12 Irregular Section • trail
StaLon Elevstcin
0*20 10.CK3
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012
HYDROLOGY STUDY for SHELLEY PROPERTY
PE 1451
5.0 Appendix
N:\ArchivedJobs\1451 DUVIVIER\1451 H&H\1451 HYD (10-26-12).doc
PE # 1451 3:56 PM 10/30/2012