HomeMy WebLinkAboutCT 04-22; OCEAN VISTA ESTATES; DRAINAGE STUDY; 2007-08-01I
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DRAINAGE STUDY
FOR
OCEAN ESTATE PROPERTIES
SDP 04-06/CDP 04-:21/PUD 04-09
APN 203-144-01
DWG#432-3A
Project Site Address
OCEAN STREET
CARLSBAD, CAL 92008
August, 2007
cf-tJ6-tJ7
7 Date
ALTA CONSULTANTS
PLANNING ENGINEERING SURV£YING
4901 Morena Blvd., Suite 409, San Diego, CA, 92117, Tel. (858) 581-6101, FAX (858) 851~6138
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INTRODUCTION:
This report covers the watershed ofthe Ocean Estates project which is technically within two
basins. The proposed project is for the construction of 4 residential lots and 1 common lot within
the existing R-3 multifamily zone area. The project area. is approximately 0.64 acres located
between Garfield Street and Ocean Street and south of Beech Avenue. The hydrology
calculations are based on nmoff coefficient of C = 0.79 per Table 3.1, High Density Residential
(HDR) @43.0DU/A.
PROCEDURE:
A) 100 YEAR STORM FREQUENCY
The first attempt to analyze the effect of a 100 year-storm frequency to the existing drainage
system at the intersection of Ocean Street and Christiansen Way without project runoff diverted
to the south was found to be inadequate in discharging runoff into the existing 18" drainage
outfalL Most of the storm water in a 100 year storm would overtop the catch ba$ins by 2.51 feet
and flow to some curb low points of discharge (See Attachment A, page 1 through 2). The
problem of flooding could be solved by reconstructing the existing curb inlet at (Node No.5) and
the existing 18" drainage pipe outfall, but because of close proximity of existing structures' and
undermining of footings during construction this is riot a viable option to solve the problem;
The post and pre-development runoff within the watershed boundary limits of the 'proposed
project an area of 0.92 acre generates a runoff volume for detention of 1,013 cubic feet at a flow
rate of 5.13 cu.ft./sec.( See Attachment A, page 5 of9 pages). The construction bfthe detention
pipe system and the storage capacity of the street east of the road centerline crown can store a
total volume of 1,105 cubic feet of runoff which exceeds the requIred storage volume before
flowing to the north (see Attachment A, page 6 of9 pages).
The study went further to analyze the effect of post-development runoff within the subject
property development, an area of 0.62 acre, that will affect the X-gutter and channel at Sta 29+30
(See Attachment, page 7 to 9).
• The project post-development runoff generates a flow rate of 3.29 cu.ft.per sec. with water
surface elevation of 42.12 and a freeboard of 0.08' below the 'proposed street crown
elevation of 42.20 (See X-Section of the Channel).
c The existing pre-development runoff from the site generates a flow rate of 1.40 cu.ft.per
sec. The difference between the post-development and existing pre .. development runoff is
1.89 cu.ft.per sec. The project post-development contribution of runoff creates only a
depth water in the channel of 0.23' and a freeboard of 0.17'
B) 50 YEAR STORM FREQUENCY
Further analysis was conducted on a 50-year storm frequency and the effect to the existing
drainage system without project runoff participation. Hydraulics calculation reveale.d that with
project runoff to the south flooding would occur at elevation 42.98 around node No.3 by.0.30'
depth at the street intersection of Ocean Street and Christiansen Way (See Attachment B, page 3
of 3 pages). At this depth excess storm water will begin to sheet flow towards the north. No
further hydrology & hydraulics calculations were prepared to include project post-development.
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C) 10 YEAR STORM FREQUENCY
The pre-development runoff based on the 10-year storm frequency of the proposed project
currently sheet flows to the north. The increase of the flow rate of post-development storm water
from this proj ect will be diverted to the south through an 18" detention pipe that will temporarily
store and hold 700 cu.ft. of storm water for 5.07 minutes and then resume the flow rate of 4.11 cu.
ft. per sec. into a proposed 18" parallel drainage pipe. At this peak runoff it creates a hydraulic
grade line of 42.34 which is higher than the street crown elevation. Only partial diversion to the
south is accomplished as the improved channel @ sta. 29+30 x-gutter takes over the excess
runoff. In addition the street crown storage east of the Ocean Street centerline crown can
temporarily store another 405 cu.ft. The project has the total storage capacity of 1105 cu. ft. of
storm water in 5.13 minutes total time of detention (See Attachment D, page 6 of 6 pages) before
any excess runoff begins to flow to the north. All of the drainage system south of the project
. sustaining a 10 year storm frequency will be in channel flow with no apparent flooding to occur.
As the storm begins to subside the stored volume of water will begin to discharge through the 1~
2" orifices. Within 3 hours and 20 minutes the detention pipe will be empty.
CONCLUSION:
The flooding of the downstream area to the north from the project area will be diminished
temporarily due to the construction of the detention pipe and the storage capacity of the street
crown easterly of the centerline fronting the project.
The detention system reduces temporarily the 100 year storm runoff of the north watershed area
from Q = 17.57 cfs without detention to Q =16.31 cfs with detention. The pre-development
watershed runoff within the project lot line limits generates Q =1.40 cfs and the post-development·
runoff generates Q =3.29 cfs. The detention requirement due to the proposed project is only 1013
cu.ft which is less than the proposed volume storage of the detention system of 1,105 cu.ft. Any
storm water that exceeds the capacity of this detention system will begin flowing to the north.
The 50 year storm frequency will generate a runoff from existing development ofQ =27.37 cfs.
that will cause flooding at the intersection of Christiansen Way & Ocean Street Any runoff from
the project site Will increase flooding to the south.
Our proposed detention pipe is equipped with a weir in the c1eanout that allows the 10 year storm
frequency post-development runoff of 4.11 cfs to pass the detention basin and into the proposed
18" RC.P. in channel flow. No flooding to the south will occur during a 10 year storm
frequency.
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OCEAN VISTA ESTATES
SITE
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ALTA CONSULTANTS
PLANNING. ENGINEERING SURVEYING VICINITY MAP
'{901 Morena Blvd. Ste. 409 San Diejto, CA 92117 (858) 581-6101 Fax (858) 581-6138 NOT TO SCAlE
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EXISTING IMPROVEMENT
PER DWG. No. 347-2 .
SHEET No.8
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CHRISTIANSEN WAY
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-=:-:....=---=-:----. ----.;;.. -. --.=--I
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SCHEMATIC STORM DRAIN PLAN
STORM FREQUENCY = 10 YEARS
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I CHARTS & TABLES
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San Die£o Count'; Hvdrologv r.-1anual
'Date: Jllne 2003 ----
Section:
Page:
3
120f26
Note that the Initial Time of Concentration should be reflecti\'e of the :':,:neralland-use at the
upstream end of a drainage'basin. A single lot with an area ofh .... o or less acres does not ha\'e
a significant effect where the drainage basin area is 20 to 600 acres. t
Table 3-2 provides limits of the length (Maximum Length (Lt.!)) of sheet flo\v to be used in
hydrology studies. Initial Ti values based on average C values for the Land Use Element are
also included. These values can be used in planning and design app1icat'ions as described
below. Exceptions may be, approved by the "Regulating Agency" whe'n submitted with a
detailed study.
Table 3-2
l\'1AXIl\lUl\'1 OVERLAND FLO,"V LENGTH (L!ll)
& INITIALTIl\1E OF CONCENTRATION (Ti) -Element* DU/ .5% 1% 2% 3% 5% 10%
Acre Lt.! Ti LM Ti ,LM Ti LM Ti Lt.! Ti ,LJ-! I Ti
Natural. 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.,9
LDR 1 50 12.2 70 11.51 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 10015.6:
MDR 4.3 50 10.2 70 9.6 80 8.1 I 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6..4 100 ,5.7 JOO, 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4..3
HDR 24 50 6.7 65 6.l 75 5.1 90 4.9 I 95 4.3 100' 3.5 '
HDR 43 50 5.3 65 4.7 75 4.0 ,_85 3.8 95 3.4 1001'2.71
N.Com 50 5.3 60 4.5 75 4.0 85 3.8 1 95 3.4 100 1 2.71
G.Com 1 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 lao. 2..4
O.P.lCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 '2)
Limited I. 1 50 4.2 60 3.7 70 3.1 1 80 2.9 90 I 2.6 10'0 2.21
General I. 50 3.7 60 3.21 70 2.7 I 80 2:6 I 90 2.3 1100 1.91,
*See Table 3-1 for more detailed description
3-12
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San Diego County Hydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "c"
Soil T:YI~e
_ NRCS Elements Coun Elements %IMPER. A B
Undisturbed Natural Terrain (Natural) Pennanent Open Space 0* 0.20 0.25
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32
-Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51
Medium Density Residential (MDR) Residential, 10.9 DU/A or Jess 45 0.52 0.54
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67
High Density Residential.(HDR) Resideritial, 43.0 DU/l\ or less 80 0.76 0.77
CommereiallIndustrial (N. Com) Neighborhood Commercial 80 0.76. 0.71'
Commercial/Industrial (0. Com) General Commercial 85 0.80 0.80
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
CommerchillIndustrial (Limited 1.) Limited Industrial 90 0.83 0.84
Commercial/Industrial (General I.) General Industrial 905 0.87 0.87 ------------
C
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.18
0.78
0.81-
0.84
0.84
0.87
3
6-of26
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
0,87
*The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Fdrest).
DU/ A = dwelling units per acre
NRCS = National Resources Conservation Service
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ATTACHMENT A
EXISTING DEVELOPMENT
HYDROLOGY & HYDRAULICS CALCULATIONS . .
storm Frequency := 100 Years
(No Project Participation)
------------10.0 l' 3'r'l'o..~r-..1 ] If· I 1 -I U I 1 1
9.0 i' N L""" ». I I· . I U I 1 8'°tl _~I l' ~1 ... tJ-1'1' I! J I I ! IIIITIIITITlTIJJ,
7.0 I N.. .'1'...! 'I' ! I III EQUATION 1111.1111111 N L..:......., t"-... i'. l' r--I' .
6.0 i ; "I"' f'-I'r-I I I //1 I = 7.44 P6 D-0.645 II ,.
r. i " r-.... _J. r'-r.... I~I . I I _ ..
:.>.0 i"'-!' i l ! 'I' I' . No ,I! I! I I -IntenSity (m/hr) I
! N Kl'l~ r-It l'-~ Mil I i P6 = 6-Hour Precipitation (in) I
4.0 ~ I I "i I H. I I I ~ II 'I D = Duration (min) I " 'I r--.:. 'i--I·! I 'I I II ! ~ I 1'"," I j' I'i' . I Ii' ~ I I' I i I 1111
3.0 i , I I"' 1'.1 1'1' r ~ i rl. ~ { I ~~ ; ,I , " II I Illl" *1 irlli~I',~ 1~1~~~~n;~11 I1I111I
2.0 ; j !INTrI'll'flmrr1Ii I:' I T~ M~; I,' :~~~H.. III1 ·1·1·1·1-~I-1 Q)
ii, 1 I J f'{ I I II I \H.i I ~J ~ I ,I... qJ ,I' ,Ill ±
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rl1 1 ; ! II ~ II I ,II:~~~~~~ ~ ~ LJ ru i I ~ II I rJ,. II N. I 1" l'+-~ l'H 5.5 §: I 1 J ! 11 ! TITITITflir II 1 I ' 1/ I I! ' I I r... Ii--' I ~ I ~ re 5.0 g'
! I II 111I111I1 i I ~Il N. ,I.! No.1 I~ I 4.55--n - 1 ; Ii: I I " II " IIII! II il!!:!11I Ii-I III! 1 I ,t'-.N JI' II I I : • ~:~ ~
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• " I, II I' N 1 \"i. ~IIII'
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02 ';"1 '; -.... ,:T -,:.<~:::.~:-:!.:-: 'fl::: :1 ! 1 .\ . I~:f:::::=l::r¥=:f=f:,:::·':-l:: 1
. ~ , ~I-' . ....J_ 1-'---:--' t . '. 1 + .. 1 '-L" ·f· .. ~ . ". "-"" ... , .·1-····. ~ I .-+"-'-/·'--I--'!i' .. +'1 -,-h-' I-~--,--" " ,-r -r 1 -1.0 ,. " , . I I" ;. '+,1" . ''"i'' '\' , ..... ----·-.··1-.. . --\-"... .,. ~-~--+-i---I-j·-·-.. -I .. + l 1.-,:. i'" .•• -... -... --t· '-i-'''''! .,~ ---··--J··-·--··r······,·· I -f--r'" -"---i---'~l---'--I ---·m-·· -+-.... li .. I .---.--... ----n--"t--r-'-r+" ---i --.. -r-' ----f----L --!--. -' T H· ft· - --1---it -.
01 1----or t . -. T' -r' -----. -.. ,1: . t ..... T I H -..... --... --+ --h--.... : ·1
. ". . , 40 50 5 6 7 8 9 10 15 20 30
Minutes 2 3 4
Hours
5 6
2,0
Duration
Intensity-Duration Design Chart -Template
-,-----
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100 yr maps included
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the lOCution
being analyzed.
Application Form:
~/ (a) Selected frequency ,:-,/'7 year
/;' I. /2 -Ps /' /) (b)PS=~m"P24=-:2.2 'p = f/L'I./ %(2)
/' 24 (c) Adjusted P6(2) = %/ in.
(d) Ix = __ min.
(e) I = __ in.!hr,
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 . 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Durallon I I I I I I I 1 I I
5 2.63 3.95, 6.27 659 7.90 922 '10.54 11.86 13.17 1.1.49 1!l.Bl
7 2.12' 3.18: 4.24' 5.30' 6.36 7.42' 8.48 . 9.5" 10.60' 11.66' 12."12
10 1.68'2.53' 3.37' 4.21 . 5.05' 5.90' 6.74 . 7.58 8.42' 9.27 . 10 11
15 1.30' 1.95' 2.59' 3.24 . 3.89' '1.54' 5.19 . 5.84 6..19 7 13 7.78
20 LOB '1.62'2.15' 2.69'323'3.77' 4.:11 4.85 5.:19' :,93' 6.'11)
25 0.93 1.401.87' 2.33'2.80'3.27' 3.73' 4.20 ".67' 513 5.60
30 0.83 1.24 1.66' 2.07 2AO 2.90' 3.:12 3.73 4.15 4.:'6 4.U8
400.69'1.031.381.722.072.41'2.763.103 .. 153.7£1 4.13
50 0.60 ·0.UO·1.19 1.49 1.'19'2.09 2.39 2.69 2.96 :1.2B· 3.58
60 0.53' 0.30' 1.06' 1.33' 1.59' 1.66' 2.12 2.:19 2.65 ? $2 . :1.1 0
90 0.41 '0.61' 0.82 1.02 1.23',.43' 1.63 1.84 2.04 2.25' 2.-15
120 0.34 '0.51' 0.68' 0,65' 1.02'1.19' 1.36 1.53 1.70 1.1\7' 2.04
150 0,29' 0.44' 0.59: 0:73 . 0.66' 1.03' 1.13 1.32 1.47 1.62' 1.76
180 0.26' 0.39' 0.52' 0.65 . 0.78' 0.91' 1.04 . 1. 18 1.,)1 .lA4· 1.57
240 0.22: 0.33: 0.43 ~ 0.5( 0.65: C,).76: 0.87" 0.98 1.08 Ll9 1.30
300 0.19 0.28 0.38' 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13
360 0.17' 0.25' 0.33: 0.42 . 0.50' 0,56' 0.67 . 0.75 0.84' 0.92 : 1.00
FIGUR.E l 3~11
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- ---
County of San Diego
Hydrology Manual
Rainfall Isopluvials
25 Year Rainfall Event - 6 Hours
Isopluvinl (Inchos)
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County of San Diego
Hydrology Manual
Rainfall Isopluvials
25 Year Raiufnll Event - 6 Hours
IGopluvlOI (Inchos)
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S1t~GIS
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RUNOFF CALCULATION Page 1 of9 Pages
Project Name: Ocean Vista Estates, Carlsbad Soil Classification = ','0"
Job No. 257-06 Date: April 26, 2007 •
Existing Development Hydrok)gy ATTACHMENT A
Frequency:: 100 Yr. Storm C= 0.79 Table 3-1
6 Hour Precipitation P6= 2.5 Fig. 3-1
NOTE:
This calculation is being prepared to analyze the outfall runff generated from Basins B,C & D
in conjuntion with the existing runoff per DWG. # 347-2 Sheet # 2 without project participation
From Node 4 to Node 3
Area B A= 3,78 Ac.
Distance Travel L= 560 Ft
Effective Slope S -3.24%
Initial Time of Concentration Ti-6.88 Miin .. Table 3-2
Maximum Traveled Distance Lm:: 95.60 Ft Interpolated
Trial Runoff Q= 14.13 Cfs. Initial Q = 2 Cfs
Street Cross Slope Sx= 2.00% Cb & Gut ChI. Flow
Manning~s Roughness n-0.015
Depth of Water @ Gutter y= 0.33 Ft
Velocity of Gutter Vg-5.27 FUSec.
Remaining Distance Travel Lr= 464.40 Ft
Renaiming Time to Travel Tr-1.47 Min.
Time of Concentration Tc= 8.35 Min.
Intensity 1-4.73 Ins/Hr
CxA CA= 2.99
Designed Runoff Q100 -14.13 CFS
From Node 3 to Node 5
Area C A= 0.14 AG.
Designed Runoff Q100 = 14.13 CFS
Pipe Length L= 42.50 Ft.
Pipe Diameter d= 1.50 Ft.
Friction Slope Sf= 1.81% Pipe Flowing Full.
Manning's Coef. .n = 0.013
Depth of Water y= 1.50 Ft.
Velocity V= 8.00 FUSec.
Velocity Head hv-0.99 Ft.
Travel Time Ti= 0.51 Min.
Time of Concentration Tc= 6.86 Min.
Intensity 1= 4.55 In~/Hr
AxC AC= 0.11
Runoff q= 0.50 CFS
Total Designed Runoff Q100 = ·14.6~ CFS
From Node 5 to Node 6 .. Area D A= 0.16 Ac.
Designed Runoff Q100 = 14.63 CFS
Pipe Length L= 74.64 Ft.
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RUNOFF CALCULATION Page 2 of9 Pages
, Project Name: Ocean Vista Estates, Carlsbad Soil Classification = "0"
Job No. 257-06 Date: April 26, 2007
Existing Development Hydrology ATTACHMENT A
Frequency = 100 Yr. Storm c= 0.79 Table 3-1
6 Hour Precipitation P6= 2.5 Fig. 3-1
Pipe Diameter d= 1.50 Ft.
Friction Slope Sf= 1.94%
Manning's Coef. .n = 0.013
Depth of Water y= 1.50 Ft. -
Velocity V= 8.28 Ft.lSec.
Velocity Head hv= 1.06 Ft.
Travel Time Ti= 0.15 Min.
Time of Concentration Tc= 9.01 Min.
Intensity 1= 4.51 InslHr
CxA /\:xC = 0.13
Area Runoff q= 0.57 CFS
Deaigned Runoff 0100 -15.20 CFS
Existing Runoff in the 36" RCP 0100 = 24.51 CFS See Hydrology Report for
Assumed Time of Concetrration Tc-11.93 Min. R.P. 94-06. Dwg. # 347-2E
1-4.06 Ins/Hr Revised Dated, 6/1/98
CONFLUENCE @ NODE 6 = Q100 = Tc I -
Node 146 of Report of R.P. 84-06 24.51 11.93 4.06 (See Exhibit A)
Area B.C.D 15.20 9.01 4 .. 51
Confluenc 0 = 38.20
From Node 6 to Outfall
Desig_ned Runoff 0100 = 39.20 CFS .,
Pipe Length L= 74.64 Ft.
Pipe Diameter d= 1.50 Ft.
Pipe Slope So= 26.00%
Manning's Coef. .n = 0.013 , ,
Depth of Water y= 0.95 'ft.
Velocity V= 33.09 Ft.lSec.
Velocity Head hv= 17.01 Ft.
Critical Depth dc = dc= 1.50 Ft.
Critical Velocity Vc -Vc= 21.61 Ft.lSec.
Critical Velocity Head hvc = hvc= 7.25 Ft.
Coeff. Manhole Entrance ke =' 0.18
Manhole Loss Mh= 1.31 Ft.
Total Head H= 10.06 Ft.
Invert Eleveation I.E = 35.28 ..
HY'draulic Grade Line HGL= 45.34
NOTE:
At this point the street intersection is floodded 2.51 ft. above Curb Inlet gutter flow line elevation 42.83.
The area is flooded at the intersection of Christiansen Ave. & Ocean st.
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HYDROLOGY & HYDRAULICS CALCULATIONS
Project: Ocean Vista Estates, Carlsbad
Job No. 257-06
Project VVatershed Analysis
Frequency = 100 Yr. Storm c=
6 Hour Precipitation P6=
Drainage Study Within Property Watershed
Area Of the Project A= 0.92
Distance Travel L= 246
Effective Slope S = 6.70%
Initial Time of Concentration Ti= 4.03
Maximum Traveled Distance Lm= 96.70
Trial Runoff Q= 5.13
Street Cross Slope Sx= 2.00%
Manning's Roughness n= 0.015
Depth of Water @ Gutter Y= 0.20
Velocity of Gutter Vg= 5.37
Remaining Distance Travel Lr= 149.30
Remaining Time to Travel Tr= 0.46
Total Time of Concentration Tc= 4.49
Intensity 1= 7.06
CxA CA= 0.73
Designed Runoff Q100 = 5.13
Total Runoff into the Curb Inlet Q100 = 5.13
Hydraulics -Node 2 to Node 3
Designed Runoff Q100 -3.32
P~e Len~gth L= 362.00
Pipe Diameter d= 1.50
Slope So= 0.50%
Manning's Coef. .n = 0.013
Depth of Water y= 0.70
Velocity V= 4.08
Veloci1:y_ Head hv= 0.26
Critical Depth dc = dc= 0.69
Critical Velocity Vc = Vc= 4.15
Critical Velocity Head hvc = hvc= 0.27
Capacity ofthe 18" R.C.P. Q= 7.42
Page 3 of9 Pages
Soil Classification::: "D"
Date: June 14, 2007
ATTACHMENT A
0.79 Table 3-1
2.5 F!g.3-1
Node 'I to node 2
Ac.
Ft
Miin .. Table. 3-2
Ft Interpolated
Cfs. Initial Q = 2 Cfs
Cb & Gut ChI. Flow
Ft
Ins/Hr
CFS
CFS
CFS ProjeCt Generated Runoff
Ft.
Ft.
Ft.
FUSec.
Ft.
Ft.
Ft.lSec.
Ft.
CFS
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~
II
II
II
II
II
II
II
II
II
II
II
II
Ig
I. ~
I m
Given pipe size == 36.00(In.) Calculated individual pipe flow = 24.512(CFS)
Normal flow depth in plpe == 1a.69(In.) Flow top width-inside plpe == 32.90(In.)
Critical Depth == 19.1S{In.) Pipe flow velocity == 13.9S(Ft/s)
Travel time through pipe == 0.04 min.
Time of concentratio~ (TC) == 11.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MAIN STREAMS **** . .
The rollow1ng nata lnSlae Maln Stream 1S 11sted:
In Main Stream number: 1 '-'_" __ ._ .0_ ;----.
Stream flow area = ~a rA(J; Runoff from this stream == --m_,..5.J-2 (CFS)
Time of" concentration == ,:.!.T-:"'9) .. m.in-;::
Rainfall intensity == 4.0"5"9 (In/Hr)' Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 144.000 to Point/Station. 146.0aO
**** INITIAL A.'R.EA EVALUATION ***.* . /f-/&:
Declmal rraCClon sOll group A -l.OOO
. Decimal -fraction soil group B == a .. 000 ...
Decimal fraction soil group C == a.ooo·
Decimal fraction soil group D == 0.000 [COMMERCIAL area type ]
Initial subarea flow distance = 120.00(Ft.)
Highest elevation = 66.22(Ft.)
Lowest elevation == 58.44(Ft.) Elevation difference == 7.78(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) == 4.23 min. TC = [1.8*(l.1-C)*distanceA .5)7.(% slopeA (l!3)]
TC == [1.8*(1.1-0.7000)*(120.00~.5)/( 6.48~(1/3)]= 4.23 Setting time of concentration to 5 minutes Rainfall intensity (I) == 7.114 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff == 0.548(CFS)
Total initial stream area == a.l10(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 146.000 to Point/Station 147.00a
**** STREET FLOW TRAVEL TIME + SUBAREA F:l;,JOW ADDITION **** If /1
T02 or street segment elevatlon -58.440(Ft.) End of street segment elevation = 45.1Sa(Ft.)
Length of street segment == 390.000(Ft.)
Height of curb above gutter flowline == 6.a(In.)
Width of half street (curb to crown) == 20.000(Ft.)
Distance from crown to crossfall grade break
EXHIBIT A
(Excerpt from Hydrology Report R.P. 94=06)
A""') __
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RUNOFF CALCULATION Page 4 of9 Pages
Project Name: Ocean Vista Estates, Carlsbad Soil Classificatioo = "D" ,
Job No. 257-06 Date: June 19, 2007
North VfJatershed J~rea Hydrology
Frequency = '100 Yr. Stoml c= 0.79 Table 3-1
6 Hour Precipitation P6= '2.5 Fig. 3-1
(A) North Area Drainage Stud Without Diversion
From Node 1a to Node 2f1
Area No A= 5.80 Ac.
Distance Travel L= 960 Ft
Effective Slope S = 1.15% >-
Initial Time of Concentration Ti= 7.67 Miin .. Table 3":2
Maximum Traveled Distance Lm= 70.25 Ft Interpolated
Trial Runoff Q= 17.57 Cfs. Initial Q = 2 Cfs
Depth of Water @ Gutter y-0.55
Velocity of Gutter Vg= 3.80
Remaining Distance Travel Lr= 889.75 Ft
Renaming Time to Travel Tr= 3.90 Mit\. Tr= LrNg/60
Time of Concentration Tc= 11.57 Min.
Intensity 1= 3.83 Ins/Hr
CxA CA= 4.58
Designed Runoff Q= 17.57 CFS
(A) North Area Drainage Stud -Area "A" Diverted to The South
From Node 1a to Node 2f1
Area Nd A= 4.88 Ac.
Distance Travel L= 960 Ft
Effective Slope S = 1.15%
Initial Time of Concentration Ti= 5.95 Miin .. Table 3-2
Maximum Traveled Distance Lm= 62.25 Ft Interpolated
Assumed Runoff Q= 16.31 Cfs. Initial Q = 2 Cfs
Depth of Water @ Gutter y= 5.20
Velocity of Gutter Vg= 3.76
Remaining Distance Travel Lr= 897.75 Ft
Renaming Time to Travel Tr= 3.98 Min. Tr = LrNg/60
Time of Concentration Tc= 9.93 Min:
Intensity 1= 4.23 Ins/Hr
CxA CA= 3.86
Designed Runoff Q= 16.31 CFS
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HYDROLOGY & HYDRAULICS CALCULATIONS
Project: Ocean Vista Estates, Carlsbad
Job No. 257-06
Project Watershed Analysis
Frequency = 100 Yr. Storm
6 Hour Precipitation
Drainage Study Within Property Watershed
POST-DEVELOPMENT
Area Of the Project A=
Distance Travel L=
Effective Slope S =
Initial Time of Concentration Ti=
Maximum Traveled Distance Lm=
Trial Runoff Q=
Street Cross Slope Sx=
Manning's Roughness n=
Depth of Water @ Gutter y-
Velocity of Gutter Vg=
Remaining Distance Travel Lr=
Remaining Time to Travel Tr=
Total Time of Concentration Tc=
Intensity 1=
CxA CA=
Designed Runoff Q100 =
Existing 40% Impervious
PRE-DEVELOPMENT
Area Of the Project A=
Distance Travel L=
Effective Slope S =
Initial Time of Concentration Ti=
Maximum Traveled Distance Lm=
Ti'ialRunoff Q=
Street Cross Slop_e Sx-
Manning's Roughness n=
Depth of Water @ Gutter y=
Velocity of Gutter Vg=
Remaining Distance Travel Lr=
Remaining Time to Travel Tr=
Total Time of Concentration Tc=
IntensJ!y 1=
CxA CA=
DeSigned Runoff Q100 =
DETENTION PIPE
INPUT VARIABLES·
Six (6)Hour Precipitation Amount (Inches) P6=
Total Time of Concentration (Min.) Tc=
Coefficient of Runoff C=
Area ( 813, 814, & 815) A=
Time to Peck (Tp = 1.1072 x Tc) Tp =
Page 5 of9 Pages
Soil Classification = "D" ,
Date: June 14, 2007
ATTACHMENT A
C= 0.79 Table 3-1
P6= 2.5 Fig. 3-1
Node 1 to node 2
0.92 Ac.
246 Ft
6.70%
4.03 Miin .. Table 3-2
96.70 Ft I nterpqlate.d
5.13 Cfs. Initial Q = 2 Cfs
2.00% Cb & Gut ChI. Flow
0.015
0.20
5.37
149.30 Ft
0.46
4.49
7.06 Ins/Hr
0.73
5.13 CFS
C= 0.57 Table 3-1
0.92 Ac.
246 Ft
6.70%
8.09 Miin .. Table 3-2
100 Ft Interpolated
1.49 Cfs. Initial Q = 2 Cfs
2.00% Cb & Gl!t ChI: Flow
0.015
0.12
3.94
146.00 Ft
0.62 ..
8.71
4.61 Ins/Hr
0.52
2.42 CFS .
100 Year
2.50 Fig. 3-1
4.49 See Post-Development Hydrology
0.79 Table 3-1
0.92 Ac.
4.97 Minutes
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HYDROLOGY & HYDRAULICS CALCULATIONS Page 6 of9 Pages
Project: Ocean Vista Estates, Carlsbad Soil Classific~tion = "D" -Job No. 257-06 Date: June 14,2007
Project Watershed Analysis ATTACHMENT A
Frequency = 100 Yr. Storm
6 Hour Precipitation
Time of Hydrograph to Begin Tb= -Minutes
Time of Hydrograph to End (Te =Tp+1.5xTp) Te= 12.43 Minutes
ITc = 7.44 X P6fTcA.645 ITc= 7.06 Ins/hr.
Qp = C x ITc X A, (C.F.S.) Qp= 5.13 See Post-Development Hydrology
DETENTION PIPE (Cont'd) ,
SURROUNDING FLOW (Os)
Depth of Precipitation for 2 Hours (D120 = 0.67 0120 = 1.70 Inches
Depth of Precipitation for Hydrograph (DH = Pe DH= 0.73 Inches
Surrounding Intensity: Is = 60(D120 -DH) I (12 Is = 0.53 Ins.!hr.
Qs = C x Is x A ,(C.F.S.) Qs= 0.39 CFS
OUTFLOW ( Existing Condition)
Runoff (CFS) Qn= 2.42 See Pre-Development Hydrology
RESERVOIR STORAGE
D1 -Qp -Qs 01-4.74 CFS
D2 = Qn -Qs D2= 2.03 CFS
Volume in Acre-Foot Ac/Ft = 0.02 -
1,012.52 Cu.Ft
NOTE: The storm water within the project limits for a 100 year storm frequency ge'nerates post-development
runoff of Q = 4.75 CFS and pre-development runoff of Q = 2.10 CFS. A required volume of 1,013 cu.ft.
is necessary to store the 100 year storm. The detention pipe system and the street crown storage
has the capacity of 1,105 cu. ft. which exceed post-development runoff volume
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HYDROLOGY & HYDRAULICS CALCULATIONS
Project: Ocean Vista Estates, Carlsbad
Job No. 257-06
Project V\}atersnsd Analysis
Frequency = 100 Yr. Storm
6 Hour Precipitation
Drainage Study Within Property Lot Line Limits
POST-DEVELOPMENT
Impervious Area
Pervious Area
Total Area
Percentage of Imperviousness
-
Ar~a Of tbe Project A=
Distance Travel L=
Effective Slope S =
Initial Time of Concentration Ti=
Maximum Traveled Distance Lm=
Trial Runoff Q=
$tr,eet Cross Slope Sx=
Manning's Roughness n=
DeJJth of Water @ Gutter y=
Velocity of Gutter Vg=
Remaining Distance Travel Lr=
Remaining Time to Travel Tr-
Time of Concentration Tc=
Intensity 1=
CxA CA=
Designed Runoff Q100 =
PRE-DEVELOPMENT
Area 0.f the Project A=
Distance Travel L=
Effective Slope S =
Initial Time of Concentration Ti=
Maximum Traveled Distance Lm=
Trial Runoff Q=
Gutter Side Slope SS=
Manning's Roughness n=
Depth of Water @ Gutter y=
Velocity of Gutter Vg=
Remaining Distance Travel Lr=
Remaining Time to Travel Tr=
Time of Concentration Tc=
Intensity 1=
CxA CA=
Designed Runoff Q100 =
Page 7 of 9 Pages
Soil Classification = "D"
Date: June 14, 2007
ATTACHMENT A
C= 0.85 Table 3-1
P6= 2.5 Fig. 3-1
Node 1 to node 2
21304
2245
23549
90.47%
0.62 Ac.
185 Ft
0.50%
4.20 Miin .. Table 3-2
50.00 Ft Interpolated
3.29 Cfs. Initial Q= 2 Crs
2.00% Cb & Gut ChI. Flow
0.015
0.27
1.81
135.00 Ft
1.24 Min. Tr= LrN9I60
5.44 Min.
6.24 Ins/Hr
0.53
3.29 CFS
c= 0.35 Table 3-1
0.62 Ac.
185 Ft
0.50%
4.20 Miin ... Table 3-2
50.00 Ft Interpolated
1.40 Cfs. Initial Q == 2 Cfs
2.00% Channel Flow
0.015
0.10
2.40
135.00 Ft
0.94 Min. Tr= LrNg/60
5.14 Min.
6.47 Ins/Hr
0.22
1.40 CFS
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HYDROLOGY & HYDRAULICS CALCULATIONS PageS of9 Pages
Project: Ocean Vista Estates, Carlsbad Soil Classification = "D"
Job No. 257-06 Date: June 14, 2007
Project Watershed Analysis ATTACHMENT A
Frequency = 100 Yr. Storm
6 Hour Precipitation
DETENTION PIPE
INPUT VARIABLES 100 Year
Six (6)Hour Precipitation Amount (Inches) P6 = 2.50 Fig. 3-1
Total Time of Concentration (Min.) Tc= 5.44 See Post-Development Hydrology
Coefficient of Runoff C= 0.85 Table 3-1
Area ( 813, B14, & 815) A= 0.62 Ac.
Time to Peck(Tp = 1.1072 x Tc) Tp= 6.02 Minutes
Time of Hydrograph to Begin Tb= -Minutes
Time of Hydrograph to End(Te =Tp+1.5xTp) Te= 15.06 Minutes
ITc = 7.44 X P6/TcA.645 ITc= 6.24 Ins/hr.
Qp = C X Irc x A, (C.F.S.) Qp-3.29 See Post-Development Hydrology
SURROUNDING FLOW (Qs)
Depth of Precipitation for 2 Hours (D120 = 0.6 D120 = 1.70 Inches
Depth of Precipitation for Hydrograph (DH = P DH= 0.78 Inches
Surrounding Intensity: Is = 60(D120 -DH) / (12 Is = 0.52 Ins./hr. -~
Qsd: C x Is x A ,(C.F.S.) Qs= 0.27 CFS
OUTFLOW ( Existing Condition)
Runoff (CFS) Qn= 1.40 See Pre-Development Hydrology
RESERVOIR STORAGE
D1 = Qp -Qs D1= 3.02 CFS
D2 = Qn -Qs D2= 1.13 CFS
Ts1 =8egin Surrounding Time Ts1 = 0.5.0 Minute,s
TS2 = End Surrounding Time TS2 = 2.35 Minutes
Volume in Acre-Foot Ac/Ft = 0.02
850.59 Cu.Ft
NOTE: The storm water within the project limits for a 100 year storm frequency generates post-development
runoff of Q = 3.29 CFS and pre-development runoff of Q = 1.40 CFS. A required volume of 556 cu.ft.
is necessary to store the 100 year storm. The detention pipe system and the street crown storage
has the capacity of 1,105 cu.ft. which exceeds the required volume before flowing to the north
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HYDROLOGY & HYDRAULICS CALCULATIONS Page 9 of 9 Pages
Project: Ocean Vista Estates, Carlsbad Soil Classification = "0"
Job No. 257-06 Date: June 14, 2007
Project Watershed Analysis ATTACHMENT A
Frequency = 100 Yr. Storm
6 Hour Precipitation
RUNOFF CAPACITY OF THE X-GUTTER @ INTERSECTION OF OCEAN ST. & BEACH AVE. Sta. 29+30
X-Gutter Slope S= 0.67%
Width W= 10 Ft.
Depth d= 0.08 Ft.
Manning's Roughness n= 0.015
Wetted Area A= 0.4 Sq. Ft.
Hydrayulics Radius R= 0.04 Ft.
Runoff Capacity Q= 0.38 Cfs.
RUNOFF CAPACITY OF THE CHANNEL @ THE INTERSECTION UP TO THE ST. CROWN ELEVATION
Wetted Area A= 2.16 Sq. Ft.
Hydraulics Radius R= 0.10291 Ft.
Manning Roughness n= 0.015
Channel Slope S= 0.67%
Runoff Capacity Q= 3.84 Cfs. > 3.29 Cfs Post Generated Runoff
Determine the Water Surface Elevation of the Channel (See Channel Section p'rofile) _
Horiz:Vert. Slope 10.91:1 Left Side Slope Z1 = 10.91
Horiz:Vert. Slope 23.44: 1 Left Side Slope Z2= 23.42
Runoff Capacityof the Gutter Qg= 0.38 Cfs.
Channel Slope S= 0.67%
Manning's Roughness n:: 0.015
Flow Line Elev. Of Channel F.L. = 41.80
. Post-Development Runoff Qpost= 3.29 Cfs.
Depth of Water @ Flow Line y= 0.32 Ft.
HydrauliC Grade Line W.S. 42.12
Street Crown Elevation Crown = 42.20
Free Board F.L. 0.08 Ft.
Determine the Water Surface Elevation of the Channel of Post-Development Runoff Minus Pre-
Development (Existing) Runoff. Q = 3.29 -1.40 = 1.89 Cfs
Horiz:Vert. Slope 10.91:1 Left Side Slope Z1 = 10.91
Horiz:Vert. Slope 23.44: 1 Left Side Slope Z2= 23.42
Runoff Capacity of the Gutter Og= 0.38 Cfs.
Channel Slope S= 0.67%
Manning's Roughness n= 0.015
Flow Line Elev. Of Channel F.L. :: 41.80
Post-Development Runoff Opost :: 1.89 Cfs. Project Development Increase
Depth of Water @ Flow Line y= 0.23 Ft. Runoff
Hydraulic Grade Line W.S. 42.03
Street Crown Elevation Crown = 42.20
Free Board F.L. 0.17 Ft.
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3.49'
0;)
0;) . -~
Z=1091: 1
5.00' 5.00'
c ..J 0;)
0;) 0;)
c:::i t.a..: . -~ ~.
W.S. 42.12
....• I, ','. ' .. '" ' ..
5.00'
Z=23.44:1
0.32'
X-SECTION OF CHANNEL II STA. 29+30
SCALE: HOR 1"=5'
V£RT 1 "=1'
I . C:\Land Projects 3\Ocean\SECTION.dwg, 7/31/2007 1:27:44 PM
0.60'
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ATTACHMENT B
EXISTING DEVELOPMENT
HYDROLOGY & HYDRAULICS CALCULATIONS
Storm Frequency = 50 Years
(No Project Participation)
------
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3.0
2.5
2.0
1.0
Hours
IntEmslty-Duratlon Design Chart -Template
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10. 50. and 100yr maps included
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipi~ation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Application Form:
(a) Selected frequency &. yem
(b) P6 ;:: gin .. P24 ;:: ~ .;6 ;:: r .. ..{D %(2)
24
(c) Adjusted P6(2};:: ~ in.
(d) tx ;:: __ min.
(e) I;:: __ in.lhr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Duration 1 I I I I I 1 I I
5 2.63 3.95'5.27 6,59 7.90 9,22 \0.54 11.86 \3.17 14.'19 15.81
7 2.12' 3.18: ,1.24' 5.30' 6.36' 7.42' 8,48 '9.54 10.GO' 11.66' 12.72
10 1.68 '2.53:3.37' '1.21 :5.05'5.90' 6.7-1' 7.58' 8.-12' 9.27 '10.11
15 1.30 '1.95; 2.59' 3.2413.89; 4.54' 5.19' 5.0.1 . 6.'19' 7.13 . 7.78
20 1.08 '1.62; 2.15' 2.69; 3:23' 3.77' 4.:11 . 4.85' 5.39 . 5.93' 6.46
25 0.93 '1.40'1.87: 2.33'2.80:3.27' 3.73' 4,20' 4.67' 5.13' 5.60
30 0.83' 1.24; 1.66: 2.07: 2.49' 2.90' 3.32' 3.73' 4.15' 4.56' 4.98
40 0.69: 1.D3: 1.38: 1.72' 2,07' 2,41' 2.76' 3.10 . 3.'15' 3.79' 4.1'3
50 0.60' 0.90: 1.19' 1.49' 1.79' 2.09' 2.39 ' 2.69 . 2.98 . 3,28 ' 3.58
60 0.53 '0.80:1.06'1.33'1.59'1.116' 2,1?,·2.39' 2.65' 2,92' 3,18
90 0..11 '0.61:0.82' 1.02'1.23'1.43' 1.63 184 2,04' 2.25' '2,115
120 0.34 '0.51; 0.68' 0.85: 1.02' 1.19' 1.36' 1.53 ' 1.70' 1.87' 2.04
150 0.29 ;0.44: 0.59; 0.73: 0.88 1.D3· 1.18' 1.32 . 1,47 1.62' 1'.76
180 0.26 10.39;0.52;0.65'0.780.91' 1.04' 1.18' 1.31' 1.44' 1.57 , ill r: r: ':. 240 0.22,0.33,0.4310.54 0.6::> 0.76 0.87 0.98, 1.08 1.19 1.30
300 0.19.11;>.28·!·0.38,.0.47 0.560.66 0.75 ~ 0.8~; 0.94: 1.03 1.13
360 0.17 0.25 0.3310.42 0.50 0.58 0.67. 0.7~ . 0.84 . 0.92 1.00
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County of San Diego
Hydrology Manual
Rainfall Isopluvials
50 Year Rllinfall Event - 6 Homs
Isopluvial (Inches)
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County of San Diego
Hydrology Manual
RainJaIlIsopllivials
50 Yc:n' Rainfall Event -24 Hours
Isop!uviol (inchos)
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3 0 3 Miles
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RUNOFF CALCULATION Page 1 of 3 Pages
Project Name: Ocean Vista Estates, Carlsbad Soil Classification = "D"
. Job No. 257-06 Date: April 26, 2007
Existing Development Hydrology ATTACHMENT B
Frequency = 50 Yr. Storm C= 0.79 Table 3-1
6 Hour Precipitation P6= 2.00 Fig. 3-1
NOTE:
This calculation is being prepared to analyze the outfall runoff generated from Basins B,C & D
in conjunction with the existing runoff per DWG. # 347-2 Sheet # 2 without project participation
From Node 4 to Node 3
Area B A= 3.78 Ac.
Distance Travel L= 560 Ft
Effective Slope S = 3.24% "-
Initial Time of Concentration Ti= 4.83 MJin .. Table 3-2
Maximum Traveled Distance Lm= 90.60 Ft Interpolated
Trial Runoff 0= 8.48 Cfs. Initial Q = 2 Cfs
Street Cross Slope Sx= 2.00% Cb & Gut ChI. Flow
Manning's Roughness n= 0.015
Depth of Water @ Gutter y= 0.27.
Velocity of Gutter . Vg= 4.63
RemaIning Distance Travel Lr= 469.40 Ft
RemaininR Time to Travel Tr= 8.20 Min.
Time of Concentration Tc= 13.03 Min.
Intensity 1= 2.84 Ins/Hr
CxA CA= 2.99
Designed Runoff Q50= 8.48 CFS
From Node 3 to Node 5
Area C A= 0.14 Ac.
Designed Runoff 050 = 8.48 CFS
Pipe Length L= 42.50 Ft. .-
Pipe Diameter d= 1.50 Ft.
Friction Slope Sf= 0.65%
Manning's Coef. .n = 0.013
Depth of Water y= 1.50 Ft.
Velocity V= 4.80 FUSec. --
Velocity Head hv = 0.36 Ft.
Travel Time Ti= 0.31 Min.
Time of Concentration Tc= 13.34· Min.
Intensity 1= 2.80 Ins/Hr
AxC AC= 0.11
Runoff q= 0.31 CFS
Total Designed Runoff 0100 = 8.79 CFS
From Node 5 to Node 6
Area 0 A= 0.16 Ac.
Designed Runoff 050= 8.79 CFS
Pipe Length L= 74.64 Ft.
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RUNOFF CALCULATION
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Existing Development f-!ydrology
Frequency 50 Yr. Storm
6 Hour Precipitation
Pipe Diameter d=
Friction Slope Sf=
Manning's Coef. .n =
Depth of Water y=
Velocity V=
Velocity Head hv=
Travel Time Ti=
Time of Concentration Tc=
Intensity 1=
CxA AxC=
Area Runoff q=
Designed Runoff Q50 =
Q
Q100 -24.50
(Confluence @ Node 142 -) Q50-20.07
Node 6) Q10 = 16.519
CONFLUENCE Q50=
Confluence @ Node 142 20.07
Node 6 9.14
Confuence Q = 27.37
From Node 6 to Outfall
Designed Runoff Q50=
Pipe Length L=
Pipe Diameter d=
Pipe Slope So=
Manning's Coef. .n =
Depth of Water y=
Velocity V=
Velocity Head hv=
Critical Depth dc = dc=
Critical Velocity Vc = Vc=
Critical Velocity Head hvc = hvc =
Coef. Manhole Entrance ke=
Manhole Loss Mh=
Invert Elevation I.E =
Hydraulic Grade Line HGL=
Page 2 of3 Pages
Soil Classification = "0"
Date: April 26, 2007
. ATTACHMENT B
C= 0.79 Table 3-1
P6= 2.00 Fig. 3-1
1.50 Ft.
0.70%
0.013
1.50 Ft.
4.97 FUSec.
0.38 Ft.
0.25 Min.
13.59 Min.
2.77 Ins/Hr
0.13
0.35 CFS
9.14 CFS
Tc I Prorate
11.93 4.06 See Hydrology Re~ort for
10.86 3.30 R.P. 94-06. D~g. # 347-2E
9.51 2.71 Revised OateCl, 6/1/98
Tc I Watershed Area
10.86 3.30 10.28
13.59 2.77
27.37 CFS
74.64 Ft.
1.50 Ft.
26.00%
0.013
0.76 Ft.
30.47 FUSec.
14.42 Ft.
1.49 Ft.
15.50
3.73
0.18
0.67 Ft.
35.28
41.17
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HYDRAULICS
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Hydraulic of Existing Pipe
Frequency = 50 Yr. Storm
6 Hour Precipitation
Node 6 to Node 5
Designed Runoff Q50 -
Pipe Length L=
Pipe Diameter d=
Friction Slope Sf=
Manning's Coef. .n =
Depth of Water y=
Velocity V=
Velocity Head hv=
Existing Hydraulic Grade Line HGL(in) -
Hydraulic Grade Line (out) HGL{out)=
Manhole Entrance Loss Coef. Ke=
Manhole Loss Myles =
Bend Angle =
Bend Loss MHb=
Hydraulic "Grade Line(in) HGL (in) =
Node 5 to Node 3
Designed Runoff Q50 =
Pipe Length L=
Pipe Diameter d=
Friction Slope Sf=
Manning's Coef. .n =
Depth of Water y=
Velocity V=
Velocity_ Head hv=
Existing Hydraulic Grade Line HGL(in) =
Hydraulic Grade Line (out) HGL(out) =
Manhole Entrance Loss Coef. Ke=
Manhole Loss Mh=
Bend Angle =
Bend Loss MHb=
Hydraulic "Grade Line (in) HGL (in) =
Page 3 of3 Pages
Soil Classification = "D"
Date: April 26, 2007
ATTACHMENT 8
9.14 CFS
74.64 Ft.
1.50 Ft.
0.76%
0.013
1.50 Ft.
5.17 Ft.lSec.
0.42 Ft.
41.17
41.74
0.18
0.07
66.00
0.09
42.23 Ex T.C.4q.26
Gutter 42.45
8.79 CFS
42.76 Ft.
1.50 Ft.
0.70%
0.013
1.50 Ft.
4.97 FUSec.
0.38 Ft.
42.23
42.53
0.18
0.07
66.00
0.08
42.98 Ex T.C.42.49
Gutter 41:68
FLOODED
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ATTACHMENT C
EXISTING DEVELOPMENt
HYDROLOGY & HYDRAULICS CALCULATIONS
Storm Frequency = 10 Years
(No ProjeCt Participation)
-------------------
10.0
5
MinutQs Duration
----------------_._--
Intensit·~Duratlon Design Chart: -Template
Directions fO.r Application:
(1) From precipitation maps determine 6 hr and Z·1 hr amounts
for the selected frequency. These m8ps am included in the
County Hydrology Manual (10, 50, and 100 yr mO:\ps included
in the Design :md Procedure lv1anunl).
(2) Adjust 6 hr precipitation (if necess<ll'y) ;,0 tilnt it is within
the range of 45% to 65% of lhe 24 111' :':'ccipitntion (not
npplicaple to Desert),
(3) Plot 6 hr precipitation on the right side of the clmL
(4) Draw OJ line through tho point pflr<lllcilo !he plotted lines,
(G) This line is the intensily-du[,ation curve; for Ihe localion
being <1nalyzeW 33=tJ 9';06 1'1'
f/ // "'";/';;7/ I'C:-;~ Application Form. / / / -£.1 ---./
(8) Seleded frequency /0 yenr
(b) P6= ~in., P24::: ~'I;';~ == 53 ... 3%(2)
(c) Adjusted P6(2)::: ~ in.
(d) tx::: __ min.
(e) 1 ::: __ in.lhr.
Note: This chart replaces the Intcnsily-f)urntion-Fmqunncy
curves used since 1965.
----.. _---_. -.. -.-.-.-....... -
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County of San Diego 1
IIydrology Manual
Rainfall ~~'.=' .I
10"Yr,ar RuinfaJl Ev~.t -6 H()tlr~
Isopluvial (inches)
DPW "'~'GIS '""!!":.;.,.. ,
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RUNOFF CALCULATION Page 1 of 3 Pages
Project Name: Ocean Vista Estates, Carlsbad Soil Classification = "0"
Job No. 251-06 Date: June 19, 2007
Existing Development Hydrology ATTACHMENT C
Frequency = 10 Yr. Storm C= 0.79 Table 3-1
6 Hour Precipitation P6= 1.6 Fig. 3-1
NOTE:
This calculation is being prepared to analyze the outfall runoff generated from Basins B,C & D
in conjunction with the existing runoff per DWG. # 347-2 Sheet # 2 without the participation
of the project. storm water runoff
From Node 4 to Node 3
Area B A= 3.78 Ac.
Distance Travel L= 560 Ft
Effective Slope S = 3.24%
Initial Time of Concentration Ti= 4.83 Miin .. Table 3-2 --
Maximum Traveled Distance Lm= 90.60 Ft Interpolated
Trial Runoff Q= 6.79 Cfs. Initial Q= 2 Cfs
Street Cross Slope Sx= 2.00% Cb & Gut ChI. Flow
Manning's Roughness n= 0.015
Depth of Water @ Gutter y= 0.25 Ft
Velocity of Gutter Vg= 4.38 Ft.lSec.
Remaining Distance Travel Lr= 469.40 Ft
Remaining Time to Travel Tr= 8.20 Min.
Time of Concentration Tc= 13.03 Min.
Intensity 1-2.27 Ins/Hr
CxA CA= 2.99
DesiRned Runoff Q50= 6.79 CFS
From Node 3 to Node 5
Area C A= 0.14
Designed Runoff Q10 = 6.79 CFS
Pipe Length L= 42.50 Ft.
Pipe Diameter d= 1.50 Ft.
Pipe Slope So= 1.80%
Manning's Coef. .n = 0.013
Depth of Water y= 0.73 Ft.
Velocity V= 7.90 FUSec.
Velocity Head hv= 0.97 Ft.
Travel Time Ti= 0.50 Min.
Time of Concentration Tc= 13.53
Intensity 1= 2.22 Ins/Hr
AxC AC= 0.11
Runoff q= 0.25
Total Designed Runoff Q10= 7.04
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RUNOFF CALCULATION
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Existing Development Hydrology
Frequency = 10 Yr. Storm
6 Hour Precipitation
From Node 5 to Node 6
Area D A=
Designed Runoff Q10 =
Pipe Length L=
Pipe Diameter d=
Pipe Slope So=
Manning's Coef. .n =
Depth of Water y=
Velocity V=
Velocity Head hv =
TravelTime Ti=
Time of Concentration Tc=
Intensity 1=
CxA AxC=
Area Runoff q=
Deigned Runoff Q10 =
Confluence @ Node 6 Q10 =
Q1= 7.32
Node 142 Q2= 16.52
Confluence Q = 22.91
From Node 6 to Outfall
Designed Runoff Q10 =
Pipe Length L=
Pipe Diameter d=
Pipe Slope So=
Manning's Coef. .n =
Depth of Water y=
Veloci!y V=
Velocity Head hv=
Criitical Depth dc=
Critical Velocity Head twc = Vc=
Critical Velocity Head hvc = hvc=
Coeff. Manhole Entrance ke=
Manhole Loss Mh=
Invert Elevation I.E =
Hydraulic Grade Line HGL=
Page 2 of3 Pages
Soil Classification = "0"
Date: June 19,2007
ATTACHMENT C
C= 0.79 Table 3-1
P6= 1.6 Fig. 3-1
0.16
7.04 CFS
69.00 Ft.
1.50 Ft.
2.00%
0.013
0.73 Ft.
8.29 Ft.lS~c.
1.07 Ft.
0.14 Min.
13.67 Min.
2.20 Ins'/hr.
0.13
0.28 CFS
7.32 CFS
Tc I
13.67 2.20
11.94 2.71 Per Drainage Report R.P.94-06
11.94
22.91 CFS
74.64 Ft.
1.50 Ft.
26.00%
0.01.3
0.69 Ft.
29.12 Ft.lSec.
13.W Ft.
1.48 Ft.
13.01
2.63 Ft.
0.18
4.28 Ft.
35.28
39.56
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HYDRAULICS
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Hydraulic of Existing Pipe
Frequency = 10 Yr. Storm
6 Hour Precipitation
Node 6 to Node 5
Designed Runoff Q10 =
Pipe Length L=
Pipe Diameter d=
Friction Slope Sf=
Manning's Coef. .n=
Depth of Water y=
Veloci!Y V=
Velocity Head hv=
Existing Hydraulic Grade Line HGL(Ex) =
Hydraulic Grade Line (out) HGL(out) =
Manhole Entrance Loss Coef. Ke=
Manhole Loss Mhloss =
Bend Angle =
Bend Loss MHb=
Hydraulic "Grade Line (in) HGL (in) =
Node 5 to Node 3
Designed Runoff Q10 =
Pipe Length L=
Pipe Diameter d=
Friction Slope Sf=
Manning's Coef. .n=
Depth of Water y-
Velocity V=
Velocity Head hv-
Hydraulic Grade Line HGL(ln) =
Hydraulic Grade Line (out) HGL(out) =
Manhole Entrance Loss Coef. Ke=
Manhole Loss Mhloss =
Hydraulic "Grade Line (in) HGL (in) =
Page 3 of3 Pages
Soil Classification = "D"
Date: June 19, 2007
ATTACHMENT C
7.04 CFS
69.00 Ft.
1.50 Ft.
0.45%
0.013
1.50 Ft.
3.98 Ft.lSec.
0.25 Ft.
39.56 Assumed Per Imp. Plan
39.87
0.18
0.04 Ft.
66.00 Degrees
0.05 Ft.
40.16 Ex T.C. 43.60
Gutter 42.83
6.79 CFS
42.76 Ft.
1.50 Ft.
0.42%
0.013
1.50 Ft.
3.84 Ft.lSec.
0.23 Ft.
40.16
40.34
0.18
0.04
40.61
-45
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. ATTACHMENT D
POST DEVELOPMENT
HYDROLOGY & HYDRAULICS CALCULATIONS I
Storm Frequency = 10 Years
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RUNOFF CALCULATION
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Post Development Hydrology
Frequency = 10 Yr. Storm
6 Hour Precipitation
INITIAL HYDROLOGY (OVERLAND TIME)
From Node 1 to node 2
, Area Of the Project
Distance Travel
Effective Slope
Initial Time of Concentration
Maximum Traveled Distance
Trial Runoff
Street Cross Sio/Je
Manning's Roughness
Depth of Water @ Gutter
Velocity of Gutter
Remaining Distance to Travel
Remaining Time to Travel
Time of Concentration
Intensity
CxA
, Designed Runoff
Existing 40% Impervious
PRE-DEVELOPMENT
Area Of the Project
Distance Travel
Effective Slope
Initial Time of Concentration
Maximum Traveled Distance
Trial Runoff
Street Cross Slope
Manning's Roughness
Depth of Water @ Gutter
Velocity of Gutter
Remaining Distance Travel
Remaining Time to Travel
Total Time of Concentration
Intensity
CxA
Designed Runoff
SURROUNDING FLOW (Qs)
Depth of Precipitation for 2 Hours (D120 = 0.6785 x P6)
Depth of Precipitation for Hydro (DH = Pa XTCI\.355/5.83)
Surrounding Intensity: Is = 60(D120 -DH) I (140 -2.5Tc)
Qs = C x Is x A ,(C.F.S.)
Page 1 of 6 Pages
Soil Classification = "D"
Date: June 19; 2007
SCENARIO No.2 ATTACMENTD
C= 0.79 Table 3-1
P6= 1.6 Fig. 3.,.1
A= 0.92 Ac.
L= 246 Ft ' ,
S = 6.70%
Ti= 4.03 Miin .. Table 3-2
Lm= 96.70 Ft Interpolated
Q= 2.69 Cfs. Initi~1 Q = 2 Cfs
Sx= 2.00% Cb & Gut ChI. Flow
n= 0.015
y= 0.15
VR-4.57
Lr= 149.30
Tr= 0.54
Tc= 4.57 Min.
1= 4.47 Ins/Hr
CA= 0:92 , "
Q100 = 4.11 CF$
C= 0.57 Table 3-1
A= 0.92 Ac.
L= 246 ft
S = 6.70%
Ti= 8.0,9 . Miin .. Table 3-2
Lm= 100 Ft Interpolated
Q= 1.55 Cfs. Initial Q = 2 Cfs
Sx= 2.00% Cb & Gut ChI. Flow
n= 0.015
y= 0.12
Vg= 3.98
Lr = 146.00 Ft
Tr= 0.61
Tc= 8.70
1= 2.95 Ins/Hr
CA= 0.52
Q100 = 1.55 ' GFS
D120 = 1.09 Inches
DH -0.13 Inches
Is= 0.53 Ins.lhr.
Qs= 0.38 CFS
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RUNOFF CALCULATION Page 2 of 6 Pages
Project Name: Ocean Vista Estates, Carlsbad Soil Classification = !'D"
Job No. 257-06 Date: June 19, 2007
Post Development Hydrology ATTACMENT D
Frequency = 10 Yr. Storm C= 0.79 Table 3-1
6 Hour Precipitation P6= 1.6 Fig. 3-1 .
OUTFLOW ( Existing Condition)
Runoff (CFS) Qn= 1.55 See Pre-Development Hydrology
From Node 2 to Node 3 (DETENTION PIPE)
TOTAL STORAGE OF 18" R.C.P. & CLEANOUT ..
Length of Pipe Lp = 362.00 Ft.
Diameter of Pipe d= 1.50 Ft.
Volume of Pipe Storage Vp= 639.38 Cu.Ft.
Depth of Water @ A4-Cleanout y= 3.80 Ft.
Volume of Storage @ C.O. Vco= 60.80 CU.Ft.
Total Volume of Storage Total Vol. = 700.18 Cu.Ft.
TOTAL TIME OF DETENTION PRIOR TO SPILLOVER
Time to Peck (Tp = 1.1072 x Tc) Tp= 5.06 Miin .. Detention Storage . -
Inflow Time of Hydrograph to End (Te =1.5xTp) Te= 7.59 Miin .. Analysis & Design
Total of Time of Detention Prior to Spillover T~= 12.66 Miin .. -County.of San Diego
Volume of Hydrograph Vol. = 0.02 Ac/fFt April, 1996 Edition
or 972.75 CU.Ft. Inflow Volume
Note: Within the Time Span of 5.07 Minutes only 700.18 Cu.Ft. of Storm Water can be stored in the Detention
Basin. 273 Cu.Ft. will be spillover into the cleanout and resumed the flow rate of Q= 4.11 CU.ft.lsec
From Node 3 to Node 5
Designed Runoff Q10 = 4.11 CFS
Pipe Length L= 42.76 Ft.
Pipe Diameter d= 1.50 Ft. Pipe Flow Full
Friction Slope So= 0.14% Under Pressure
Manning's Coef. .n = 0.013
Depth of Water y= 1.34 Ft.
Velocity V= 2.47 FUSec.
Velocity Head hv= 0.10 Ft.
Travel Time Ti= 0.29 Min.
Time of Concentration Tc= 12.95 Min.
Intensity 1-2.28 Ins.lHr.
From Node 4 to Node 3
Area B A= 3.78 Ac.
Distance Travel L= 560 Ft
Effective Slope S = 3.24% --
Initial Time of Concentration Ti= 4.83 Miin .. Table 3-2
Maximum Traveled Distance Lm-90.60 Ft Interpolated
Trial Runoff Q-6.79 Cfs. Initial Q -2 Cfs 1
Street Cross Slope Sx= 2.00% Cb & Gut ChI. Flow i Manning's Roughness n= 0.015 ~
Depth of Water @ Gutter Y= 0.25 Ft J
Velocity of Gutter Vg-4 .. 38 FUSec. r
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RUNOFF CALCULATION
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Post Development Hydrology
Frequency = 10 Yr. Storm
6 Hour Precipitation
Remainin.s. Distance Travel
, Remaining Time to Travel
Time of Concentration
Intensity
CxA
Designed Runoff
From Node 3 to Node 5
Area C
Designed Runoff
Pipe Length
Pipe Diameter
Friction Slope
Manning's Coef.
Depth of Water
Velocity
Velocity_ Head
Travel Time
Time of Concentration
Intensity
CxA
Area Runoff
Designed Runoff
Confluence @ Node 5
01=
02=
Confluence Q =
From Node 5 to Node 6
Area D
Designed Runoff
Pipe Length
Pipe Diar)1eter
Friction Slope
Manning's Coef.
Depth of Water
Velocity
Velocity Head
Travel Time
, Time of Concentration
Intensity
CxA
Area Runoff
Designed Runoff
Lr=
Tr-
Tc=
1=
CA=
010 =
A=
0=
L=
d=
Sf-
.n =
y-
V=
hv=
Ti=
Tc=
1=
AxC=
q=
010 =
010 =
7.04
4.11
11.06
A=
010 =
L=
d=
Sf-
.n =
y-
V-
hv -
Ti=
Tc=
1=
AiC=
q=
0=
Page 3 of6 Pages I Soil Classification = '~D" ; Date: June 19, 2007
ATTACMENT D ,
C= 0.79 Table 3-1
P6= 1.6 Fig. 3-,1 I
469.40 Ft
8.20 Min.
13.03 Min. i
2.27 Ins/Hr
2.99
6.79 CFS :
0.14 Ac. :
6.79 CFS r
42.76 Ft. ,
1.50 Ft. Pipe Flow Full t
0.42% Under Pressure I
0.013 t
1.50 Ft.
3.84 FUSec. !
i
0.23 Ft. ' ' i ,
0.19 Min. I
13.22 Miif1 .. I
2.25 Ins/Hr , t
0.11 I
0.25 CFS I
7.04 CFS ~ .
Tc I 1
13.22 2.25 , ;
12.95 2.28 I •
12.95
0.16 AC
11.06 CFS
74.64 Ft.
1.50 Ft. Pipe Flow Full
1.11% Under Pressure
0.013
1.50 Ft.
6.26 Ft.lSec.
0.61 Ft.
0.20 Min.
7.24 Miin ..
3.32 Ins.lHr.
0.13
0.42 CFS
11.48 CFS
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HYDRAULICS'
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Hydraulic of Existing Pipe
Frequency = 10 Yr. Storm
6 Hour Precipitation
Confluence @ Node 6
Q1=
(See Exhibit B) Node 142 Q2=
Confluence Q =
Node 6 to Outflow
Designed Runoff
Pipe Diameter
Pipe Slope
Manning's Coef.
Depth of Water
Velocity
Velocity Head
Critical DepJh
Critical Velocity
Critical Velocity Head
Entrance Loss Coef
Entrance Loss
Total Head
Invert Elevation @ Node 6
Hydraulic Grade Line
Node 6 to Node 5
Designed Runoff
Pipe Length
Pipe Diameter
Friction Slope
Manning's Coef.
Depth of Water
Velocity
Velocity Head
Existing Hydraulic Grade Line
I-!ydraulic Grade Line (out)
Manhole Entrance Loss Coef.
Manhole Loss
Bend
Bend Loss
Hydraulic "Grade Line (in)
Node 5 to Node 3 (On Existing 18" RCP)
Designed Runoff
Pipe Length
Pipe Diameter
Friction Slope
Manning's ·Coef.
Q10 =
11.48
16.52
25.87
Q10 =
d=
So=
.n =
y=
V=
hv=
dc=
Vc=
hvc=
Ke-
MH loss =
H=
I.E. =
HGL=
Q10 =
L=
d=
Sf=
.n =
y=
V=
hv=
HGL(Ex) =
HGL(out) =
Ke=
Mhloss =
Anflle =
MHb-
HGL (in) =
Q10=
L=
d=
Sf=
.n -
Page 4 of6 Pages
Soil Classification = "D"
Date: June 19, 2007
ATTACMENTD
Tc I
7.24 3.32 .-,
11.94 2.71 ' Draina'ge Report R..P.9-'1-06
11.94
25.87 CFS
1.50 Ft.
26.00%
0.013
0.74 Ft. Pipe in Channel Flow
30.04 Ft.lSec.
14.01 Ft.
1.49 Ft.
14.66 Ft.lSec.
3.34 Ft.
0.18
0.60 Ft.
5.42 Ft.
35.28
40.70
11.06 CFS
69.00 Ft.
1.50 Ft.
1.11% Pipe Flow Full
0.013 Under Pressure
1.50 Ft.
6.26 FUSec.
0.61 Ft.
40.70
41.47
0.18
0.11 Ft.
66.00
0.13 Ft.
42.19 Ex T.C. 43.60
Gutter 42.83 .1
6.79 CFS'
42.76 Ft.
1.50 Ft. Pipe F!ow Full
0.42% Under Pressure
0.013
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HYDRAULICS
Project Name: Ocean Vista Estates, Carlsbad
Job No. 257-06
Hydraulic of Existing Pipe
Frequency = 10 Yr. Storm
Depth of Water y-
Velocity V=
Velocity Head hv -
Hydraulic Grade Line HGL(ln) =
Hydraulic Grade Line (out) HGL(out) =
Manhole Entrance Loss Coef. Ke-
Manhole Loss Mhloss =
Hydraulic "Grade Line (in) HGL (in) =
Bend Angle -
Bend Loss MHb=
Hydraulic "Grade Line (in) HGL (in) =
Node 5 to Node 3 (On Proposed 18" RCP Parallel Line)
Designed Runoff Q10.=
Pipe Length L=
Pipe Diameter d=
Friction Slope Sf=
Manning's Coef. .n =
Depth of Water .y-=
Velocity V=
Velocity Head hv=
Hydraulic Grade Line HGL(ln) =
Hydraulic Grade Line (out) HGL(out) =
Manhole Entrance Loss Coef. Ke=
Manhole Loss Mhloss =
Bend AngJe =
Bend Loss MHb=
Hydraulic "Grade Line (in) HGL (in) =
SPILLWAY (End Contration Weir)
Designed Runoff Q=
Coef. Oc Contration Ce=
Height of Weir Y=
Ratio of Head/Height Above Bottom H/P =
Length of Weir Lw=
Head H=
Hydraulic Grade Line HGL=
Elevation of the Weir Elev. Weir =
NOTE:
* Handbookk of Hydraulics by Brater & King, Page 5-14, Fig. 5-3 (b)
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Page 5 of6 Pages
Soil Classification = "0"
Date: June 19, 2007
ATTACMENTD
1.90 Ft.
3.84 FUSec.
0.23· Ft.
42.19
42.37 ..
0.18
0.04
42.19
66.00
0.05
42.51 Ex T.C. 42.49
Gutter 41.68
4.11 CFS
33.00 Ft.
1.50 Ft. Pipe Flow Full
0.15% Under Pressure
0.013
1.50 Ft.
2.33 FUSec.
0.08 Ft
42.19
42.24
0.18·
0.02 Ft
66.00
0.02 Ft
42.34 Top C.O. 42.49 .
4.11 CFS
3.08 *
3.40 Ft.
0.14
4 Ft.
0.48 Ft.
41.24 Gutter Line !=Iev. of Curb & Gutter
40.76
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HYDRAULICS Page 6 of6 Pages
Project Name: Ocean Vista Estates, Carlsbad Soil Classification = \'D"
Job No. 257-06 Date: June 19, 2007
Hydraulic of Existing Pipe ATTACMENTD
Frequency = 10 Yr. Storm
ORIFICE " .
Head H-3.80 Ft
Volume of Detention to be Discharge Vol.-700.18 Cu.Ft.
Equivalent Area of Water Surface Aws=· 184.26 Sq.Ft.
Area of the Orifice 2.00 Inch -a=
Number of Orifice No. = 1.00
Coefficient of Discharge C= 0.67
Time of Discharge to Empty T= 3.32 Hrs. Draw Time
EFFECT OF THE 405.00 CU.FT OF STREET CROWN STORAGE PRIOR TO SPILLOVER TO THE NORTH
Storage Capacity
Surface Area As= 1,869.00 Sq.Ft.
Maximum Depth of Water Y= 0.65 Ft.
Street Crown Storarge Volume of Water Vol. = 404.96 Cu.Ft.
18" Detention Pipe Storage Volume Pipe Vol. = 700.18 Cu.Ft.
Total Detention Volume Total Vol·= 1,105.14 Cu.Ft.
Time to Fill the Detention Storage Volume Qp= 4.11 CFS
Time to Peak = 5.06 Min:
Up-Peak Rate Increase == 0.0135234 Cu.ftlsec"2
Up-Peak Vol. = 624.02 Cu:.Ft.
Total Volume = 1,105 Cu.Ft.
Balance Volume = 481 Cu.Ft.
Drawtime = 7.59 Min.
Peak Rate Decrease = 0.00902 Cu.ftlsec"2
Addon Time == 3.8708362 Min.
Q = 1,105.14 Cu.ft.
Total time to fill == 5.13 Min.
Check == 481.12277
1,105.14 Cu.Ft. OK
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Given pipe size = 36.00(In.)
Calculated individual pipe flow = 16.519(CFS) Normal flow depth in pipe = 8.74(In.) Flow top width inside pipe = 30.87{In.)
Critical Depth = 15.58(In.)
Pipe flow velocity = 12.~6{Ft/s)
T~avel time throug~ pipe = O.O~ min .. T1me of concentrat1on (Te) = 11.94 m1n ..
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~ Process from Point/Station 142.000 to Point/Station 142.0DO·
**** CONFLUENCE OF MAIN STREAMS ****
Tne Io110wlng aa~a lnS10e Ma1n S~ream 1S 11s~eo: In Main Stream number: 1
Stream flow area = 7.340(Ac.) Runoff from this stream; 16.519{CFS) Time of concentration = 11.94 min. . Rainfall intensity; 2.706(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~
Process from Point/Statioh 144,000 to Point/Station' 146.000
**** INITIAL AREA EVALUATION **** -II, fH.rP DeclmaI IraC~lon sOlI group A -1.000
Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000
[COMMERCIAL area type ] Initial subarea flow distance = 120.00{Ft.) Highest elevation = 66.22{Ft.) Lowest elevation = 58.44(Ft.)·
Elevation difference = 7.78(Ft.)
"Time of concentration calculated by the urban areas overland flow method (App X-C); 4.23 min. TC = [1.8*(1.1-C)*distanceA .51l.{% slopeA (1/3)] TC = [1.8*(1.1-0.7000)*(120.00~.5)/( 6.48~(1/3)]=
Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) Subarea runoff; 0.365(CFS)
Total initial stream area = o . 110 (Ac .) . .
4.23
storm
is C ; 0.700
.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 146.000 to Point/Station 147.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** A 17
To~ OI s~ree~ segmenL eleva~lon -~8.440{Ft.) Ena of street segment elevation; 45.150(Ft.)
Length of street segment = 390.000(Ft.)
Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break =
EXHIBITB
(Excerpt from Hydrology Report RP. 94=06)
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SCALE ). = 100'
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HYDROLOGY MAP
FOR OCEAN VISTA ESTATES
STORM FREQUENCIES = 100 YEARS Be 10 YEARS
LEGEND:
WATERSHED AREA BOUNDARY ______ -----
. PROJECT SITE WATERSHED BOUNDARY ---••••
WATERSHED AREA DESIGNATION_--''-:....~_ W
WATERSED AREA IN ACRES --------\iJ}
REDUCED OR DIVERTED ~
WATERSHED AREA ______________ ~
RUNOFF (100 YR. STORM)______ °100=19.44
CFS
RUNOFF (10 YR. STORM) ______ 010 =3.66
CFS
NODE FOR NORTH WATERSHED AREA -----&
NODE FOR SOUTH WATERSHED AREA ------0
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