HomeMy WebLinkAboutSDP 2017-0003; CARLSBAD OAKS NORTH LOT 6; HYDROLOGY AND HYDRAULICS REPORT; 2018-09-18HYDROLOGY AND HYDRAULICS REPORT
DATE 9/18/18
FOR
CARLSBAD OAKS NORTH LOT 6
SDP2017-0003
OWNER:
Carlsbad Oaks North Ventures, LP
Attn. Ted Tchang
3575 Kenyon St. San Diego, CA 92110
(619) 223-1663
LOCATION: Whiptail Loop & Faraday Avenue, Carlsbad, CA 92008
APN : 209-012-05
PREPARED BY:
SPEAR & ASSOCIATES, INC.
CIVIL ENGINEERS AND LAND SURVEYORS
457 Production Street
San Marcos, CA 92078
PHONE: (760) 736-2040
FAX: (760) 736-4866 ,. r-1
OCT I O 2018
en ( ' . l.,I-,LSBAD
PLA. ,\i,, G DIVISION
,,...,
\
DECLARATION OF RESPONSIBLE CHARGE
I, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS
PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE
DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS
AND PROFESSIONAL CODE AND THAT THE DESIGN IS CONSISTENT WITH
CURRENT DESIGN STANDARDS.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND
SPECIFICATIONS BY THE CITY IS CONFINED TO A REVIEW ONLY AND DOES
NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR
PROJECT DESIGN.
Danny Abada
Registered Civil Engineer
Spear & Associates Inc.
9/18/18
DATE
TABLE OF CONTENTS
I. INTRODUCTION 1
II. DISCUSSION/CONCLUSION 1
SUMMARY OF FLOW RATES 1
ATTACHMENTS
A. LOCATIONMAP 2
B. HYDROLOGY /HYDRAULIC CALCULATION 4
C. O'DA Y CONSULTANTS INC. HYDROLOGY EXCERPTS 30
D. DRAINAGE MAPS 37
r· • ..
I. INTRODUCTION
This hydrology report is prepared for Carlsbad Oaks North Lot 6, located on Whiptail
Loop, Carlsbad, CA 92008. APN: 209-120-05
The site is zoned commercial and the project consists of developing an existing vacant lot
into a commercial development. The site has been pre-graded and is currently disturbed
from its natural state. The project area is generally flat with approximately 1.0% grades
and is divided by westerly and easterly facing slopes with elevations ranging
approximately between 400 and 320.
The site's proposed drainage features include construction of landscaped areas and onsite
biofiltration basins. The biofiltration basins were designed to address pollutant and
hydromodification controls. Peak flows will be attenuated to pre-development rates by an
existing off site detention basin located west of the project site, near the intersection of
Faraday A venue and El Fuerte Street. (Refer to "Hydrology Study for Carlsbad Oaks
North Phase 2, CT 97-13-02" prepared by O'Day Consultants Inc. Dated 11/1/2005 and
Revised 7 /31/2006).The drainage then continues to Encinitas Creek and the Pacific
Ocean. (See Attachment C with calculation excerpts from O'Day Consultant's Report).
We have used the County of San Diego Hydrology Manual to determine the run-off from
the site for thel00-year storm event. Based on the soil hydrologic group map in Appendix
A of the County Hydrology Manual, the project soil uniformly consists of type D across
all sub areas. Peak inflow rates were calculated using the rational method. Times of
concentrations were calculated using the Manning's and Kirpich equations to obtain
velocities for average peak Q 100 flow rates.
II. DISCUSSION/CONCLUSION
This project will not significantly alter existing drainage patterns along the site or divert
runoff from existing conditions. Total post development peak runoff from the site will not
exceed the pre-development rates. The proposed onsite biofiltration basins are designed
to address pollutant and hydromodification controls
The proposed post development source control and treatment control BMPs, as shown in
the stormwater quality management plan, will protect water quality and mitigate water
quality objectives to the maximum extent practicable prior to discharging offsite.
Summary of pre and post development flow rates (cfs)
Storm Event 100-year (cfs)
East Pre-Dev (POC 2) 7.8
East Post-Dev (POC 2) 17.3
East Post-Dev w/offsite Det. Basin 7.8
West Pre-Dev (POC 1) 9.6
West Post-Dev (POC 1) 13.8
West Post-Dev w/offsite Det. Basin 9.6
Pre and Post Dev Slope (SM-3) 3.5
ATTACHMENT A
2
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ATTACHMENT B
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4
Post-Development Rational Method, 100yr Event
REACH TC C A
Area A 7.8 0.77 0.59 0.45 0.45 2.90
Area B 8.9 0.77 1.3 1.00 1.00 2.90
SM1 5 0.35 0.61 0.21 0.21 2.90
B&SM1 8.9 1.21 2.90
Area C 10.1 0.77 1.53 1.18 1.18 2.90
(POC 1) Total Confluence
@NW 10.1 4.03 2.85 2.90
SM3 10.3 0.35 2.06 0.72 0.72 2.90
Area D 12.3 0.82 1.15 0.94 0.94 2.90
SM2 5 0.35 0.88 0.31 0.31 2.90
D&SM2 12.3 1.25 2.90
Area E1 5.9 0.82 0.7 0.57 0.57 2.90
Area E2 11 .4 0.82 2.72 2.23 2.23 2.90
(POC 2) Total Site Confluence
To the East I 12.3 I I 5.46 4.06 2.90
Pre-Development
REACH TC C A CA LCA Pe
Area A I 7.41 0.4 I 4.03 1.61 1.61 2.90
(POC 1) Total Confluence @NW
SM3 10.3 0.35 2.06 0.72 0.72 2.90
(POC 2) Total Site Confluence To the East
Area B 116.310.4 , 5.46 ,2.18, 2.18 2.90
5.74
5.27
7.64
5.27
4.85
4.85
4.79
4.28
7.64
4.28
6.87
4.49
4.28
5.93
4.79
3.57
W/Offsite Det. Basins
Q cfs Q cfs
2.6
5.3
1.6
6.4
5.7
13.8 9.6
3.5
4.0
2.4
5.3
3.9
10.0
17.3 7.8
Q cfs
9.6
3.5
7.8
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I = Intensity (in/hr)
P5 = 6-Hour Precipitation (in)
D = Duration (min)
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Intensity-Duration Design Chart -Template
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100 yr maps included
In the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is withln
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Appllcatlon Form:
(a) Selected frequency 1 O O year
(b) P5 = ~ in., p24 = ~ .~ = 56 %(2)
24
(c) Adjusted p6<2> = ~ in.
(d) tx = ___ min.
(e) I= __ in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
I
pf 1-) 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Duration 1 1 I 1 1 1 1 1 I I 1
5 2.63 3.95 5.27 6.~li.90 9.22 ...!_().54 J.!!_.86 13.17 14.49; 15.81
7 2.12 3.18 ~~ ,._5:-30 6.36 7.42 ~:~·54 J ~~..11:.~)..!2.~2
10 1.68 2.53 3.37 4.21 15.05 5.90 6.74 7.58 8.42 9.27 I 10.11
--15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 I 5.84 6.49 7.13 I 7.78
20 1.08 1.62 2.15 2.69 3.23 3.n 4.31 j 4.85 5.39 5.931 6.46 -25 0.93 f40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5. 13J..E:.6:Q.
...._3!! _o.~_ 1.24 1.66 2.07 2.49 2.90 ~3.32 3.73 4.15 ~56 _4.98
40 ,-9a6_ll_ J'03 1~38 1.12f2.07j 2.41 2.76 J.!9 ~3::45 3.79 . 4.13
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90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84· 2.04 ,...2.25 ; 2.45
120 0.34 0.51 0.68 o.85 t 1.02 1.19 1.36 1.53 1.70 1.87 . 2.04 --1-50 0.29 0.44 o-:-s9 OB_@.:_8_8 1.03 ·1.1s 1.32 i_].4L_ 1 6~ 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 --240 0.22 0.33 0.43 0.54_ Jill .Q:~6 _(l.87 0.98 1.08 1.19 t 1.30
300 0.19 0.28 0.38 0.47 0.56 ,0.66 ._Q,7§_ .._9..85 0.94 1.03 ! 1.13
360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 I 0.92 ! 1.!Xi
F IGURE ~
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HYDRO UNIT NftME
HYDRO AREA NAME
~ (:
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CARLSBAD
Agua Hedionda
HYDRO SUBAREA NAME Los Monos
HYDRO BASIN NUMBER 904.31
HYDRO SOIL GROUP D
RAIN GAUGE BASIN Oceanside Basin
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San Dlego County Hydrology :Mmmal
Ilab!: June 2DIB
Ta1,le3-l
Section:
Page:
RUNOFF OOEFFlCIENTS FOR URBAN AREAS
L1md Use-I Runoff CoMficimt "C"
Soil T!!:!:
NRCS Elememls ' R!llllfflll'l'fl: %IMPER A B
Undistmbed. ~ Terrain (Natma.l) Jlernome,nt Open Space ()ii ,0.20 0.25
Low Density Re!OOl!lltial (IDRJ Re:sidentw, 1.0 DU/A or less lO 0.27 0.32
Low Density Residential (LDIQ Residential 2.0 DU/A or less J 20 034 0.38
Low Density Re!OOl!lltial (IDRJ Residenfual, 2..9 DU/A or less 25 038 0.41
Re:sicJ'erJtial 4-3 DU/A or less J 30 0.41 0.45
MedimnDemity R,sid'ential {MDR) R.es:idmtw, 7 3 DU/A or less 40 0.48 0.51
MedmmDemity RfSideDtia1 {MDR) Residential 10.9DU/Aorless J 45 052 0.54
Medmm Demity Residential (MOR) Residential, 14.5 DU/A or less: 50 055 0.58
Hi§b Density :R.esidenm,1 (HDR) Re::sicJenrud, 24.0 DO/A or less 65 0.615 0.61
High Density Residential (HDR), Re.sideu6al 43.0 DU/A or less: J 80 0.76 0.77
O>mmerciallIDdust (N_ Com} NeigllborboodComm.Mtial 80 0.76 0.77
CmmoerciaJ/mdmt (G. Com) Gem.eral Commerual S5 0..30 0.80
Commercial/Indus (O.P. Com) Offi.ce Professiona.IlCo:mmeroa 90 OlB 0.84
CmmoerciaJ/mdmt (limited 1) Limited Imhlstria.l. 90 OlB 0.&4
Commerciallindus (Genera] L) GeneI1l.l Indnstrial 95 0..87 0.&7
C
030
0.36
0.42
0.4.5
0_48
054
057
0_60
0_69
0_73
0_7g
0.81
0.:84
0.84
0..87
3
6of26
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
,on
D.BS
0.85
O.B7
•Tue vuues associmd lllith 0% :impervious may be 1l5ed for ,dimcf a1cnlatim:1 of the rmmff aieffi.cil!Dt as desa::i.bed m Sectioo 3. L2 (leJID!sl!lllmg lbe penious nmoff
c,nefficlient., Cp, for the soil type), oc for areas tmtwill remam Ulldistmbed. in petpetm)y_ Just:ifiano:o.must be gi\'l!!lli t1at lhe 3R'll will :remam Dlllllra] fDcever (e_,g_, lbe ue21
is located in ~NatiomlFmest).
DU/A= dwelling UDits Pe£ acn!
NRCS = Nmoml !RMumce O>DSl!IVati.on :Se:rvic.e
3-6 10
Runoff Coefficient Adjustment
Post Development Area
Total confluence to the west (Development areas A, B & C) 149106
lmperviuosArea 114534 76.81%
C = 0.90 x (% Impervious) + Cp x (1 -% Impervious)
% impervious = 76.81%
Cp = 0.35
C = 0.77
(Table 3.1, soil type D, 0% impervious, County Hydrology Manual)
(Areas A, B, C)
Total confluence to the west (Development areas D & E) 199066
lmperviuos Area 168844 84.82%
C = 0.90 x (% Impervious) + Cp x (1 -% Impervious)
% impervious = 84.82%
Cp = 0.35
C = 0.82
(Table 3.1, soil type D, 0% impervious, County Hydrology Manual)
(Areas D & E)
11
Relief
Soil
Figure 819.2A
Runoff Coefficients for Undeveloped Areas
Watershed Types
Extreme High Normal
.28-.35 .20-.28 .14-.20
Steep, rugged terrain Hilly, with average Rolling, with average
with average slopes slopes of 10 to 30% slopes of 5 to 10%
above 30%
Low
.08-.14
Relatively flat land,
with average slopes
of0to 5%
Infiltration .12 -.16 .08 -.12 .06-.08 .04-.06
Vegetal
Cover
Surface
Storage
Given
Find
No effective soil Slow to take up Normal; well drained High; deep sand or
cover, either rock or water, clay or light or medium other soil that takes
thin soil mantle of shallow loam soils of textured soils, sandy up water readily,
negligible low infiltration loams, silt and silt very light well
infiltration capacity capacity, imperfectly loams drained soils
or poorly drained
.12 -.16 .08 -.12 .06-.08 .04-.06
No effective plant Poor to fair; clean Fair to good; about Good to excellent;
cover, bare or very cultivation crops, or 50% of area in good about90%of
sparse cover poor natural cover, grassland or wood-drainage area in
less than 20% of land, not more than good grassland,
drainage area over 50% of area in woodland or
good cover cultivated crops equivalent cover.
.10 -.12 .08-.10 .06-.08 .04-.06
Negligible surface Low; well defined Normal; High; surface stor-
depression few and system of small considerable surface age, high; drainage
shallow; drainageways; no depression storage; system not sharply
drainageways steep ponds or marshes lakes and pond defined; large flood
and small, no marshes plain storage or large
marshes number of ponds or
marshes.
An undeveloped watershed consisting of; Solution:
1) rolling terrain with average slopes of5%, Relief 0.14
2) clay type soils, Soil Infiltration 0.08
3) good grassland area, and Vegetal Cover 0.04
4) normal surface depressions. Surface Storage Q.M
C= 0.32
The runoff coefficient, C, for the above watershed.
Pre-Developed Project Conditions: (Site Previously Graded & Mostly Bare)
Initial Relief (1%) = 0.1
Soil Infiltration (type D) = 0.1
Vegetal Cover (mostly bare)= 0.1
Surface Storage (negligible)= 0.1
Pre-Development Runoff C = 0.40
)
12
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......
<,)
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~ w (.)
~ CJ)
i5 w
&1 ::J 0 ~ ;
,,. ~
30
~ ::J z
20 ~
~ w :;
F=
~ LL
,;,,,-. ~ ~'!----• --T•ll
' oc w ~
-0
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope(s)=1.3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T) = 9.5 Minutes
T= 1.8(1.1-C)VD 3\fs-
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
FIGURE
Rational Formula • Overland Time of Flow Nomograph
I 3.3 I
ry
l:>. E
Feet
l:>. E
5000
4000
3000
30
20
5
EQUATION
Tc • (1~S)0.315
Tc • Time of concentration (hours)
L • Watercourse Distance (miles)
AE • Change In elevation along
effective slope line (See Figure 3-S)(fNt)
.
3000
0.5 ' ' ' ' ' '
300
200
L
SOURCE: California DMslon of Highways (1941) and Kirplch (1940)
Nomograph for Determination of
40
30
20
18
11
14
12
10
' 9
I
7
'
5
4
3
Tc
Time of Concen1ratlon (Tc) or Travel Time (Tt) tor Natural Yttrtersheds
FIGURE
~ 14
Location
Pre Dev.
A
B
SM3
Initial
A' ----. --_-, -
slope %
50
1
50
Post Dev. Areas
A 0.6
B 0.6
C 0.6
D 0.6
E1 0.7
E2 0.6
SM1 50
SM2 50
Initial TC
(Figure 3-3)
Initial L (ft)
75
70
50
50
50
50
50
50
50
50
50
Tmin= 1.8(1.1-C)D112
5113
Initial TC ----------
Initial T (min
3.17
11.29
2.59
3.77
3.77
3.77
3.77
3.58
3.77
2.59
2.59
Initial TC
C=
D ft=
S %=
T =
Overland Flow (Pre-Development)
Kirpich Formula
Tc min= (11 .9L3/6E)°-385
Add'I L (ft)
410
520
1110
220
340
420
510
150
640
240
270
Pre-Dev
A
0.35
75
50
3.17
6 E ft=
L Feet=
L miles=
T hours=
Tmin =
Time of Concentration
Additional TC
A' ... -•-.-.-M ·-·-·······;;:;;J-,-·•-----····-,
slope % area (ac) Q (cfs) V (ft/s) Inc. T (min) total T (min
(5 minutes m in)
* Est.
Average Q
1.4 (Kirpich Formula) 4.2 7.4
1 (Kirpich Formula) 5.8 17.1
2 2.4 7.7 10.3
0.6 0.9 4.1 7.8
0.6 1.1 5.2 8.9
0.6 1.1 6.4 10.1
0.6 1 8.5 12.3
0.6 1.1 2.3 5.9
0.6 1.39 7.7 11.4
0.5 2.6 1.5 5.0
0.5 2.9 1.6 5.0
Pre-Dev Pre-Dev & Post-Dev Areas
B Post-Dev SM3 A,B,C,D,E2 Areas E1 SM 1, 2
0.35 0.35 0.85 0.85 0.35
70 50 50 50 50
1 50 0.6 0.7 50
11.29 2.59 3.77 3.58 2.59
Pre-Dev Pre-Dev
A B
5.7 5
410 520
0.07765152 0.09848485
0.06937403 0.09601162
4.16 5.76
15
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Post Dev Area A TC Overland travel Velocity Average Q
Triangular
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101.00
100.75
100.50
100.25
= 100.00, 100.00
= 0.20
= 100.00
= 0.60
= 0.016
Known Q
= 1.30
--......._
"""------
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Section
~ '7 .--~
-= =-.....
100.00
~ L---------t"---...._ ------
99.75
0 5 10 15 20 25 30 35 40
Reach (ft)
Monday, Sep 17 2018
= 0.12
= 1.300
= 1.44
= 0.90
= 24.00
= 0.11
= 24.00
= 0.13
45 50
16
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Post Dev Area B TC Overland travel Velocity Average Q
Triangular
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0 5
= 100.00, 100.00
= 0.20
= 100.00
= 0.60
= 0.016
Known Q
= 2.50
--........_
Section
~ 7
-;:; --
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
...----~ ......____ ------
~
10 15 20 25 30 35 40
Reach (ft)
Monday, Sep 17 2018
= 0.15
= 2.500
= 2.25
= 1.11
= 30.00
= 0.14
= 30.00
= 0.17
45 50
17
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Post Dev Area C TC Overland travel Velocity Average Q
Triangular
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0 5
Highlighted = 100.00, 100.00 Depth (ft) = 0.20 Q (cfs)
Area (sqft) = 100.00 Velocity (ft/s) = 0.60 Wetted Perim (ft) = 0.016 Crit Depth, Ye (ft)
Top Width (ft)
Known Q
EGL (ft)
= 2.90
Section
'II; 7 r-----_ -= i:::-~ r-----_ ~ r---,-.....__ -----
10 15 20 25 30 35 40
Reach (ft)
Monday, Sep 17 2018
= 0.16 = 2.900 = 2.56 = 1.13 = 32.00 = 0.14 = 32.00 = 0.18
45 50
18
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Post Dev Area D TC Overland travel Velocity Average Q
Triangular
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101 .00
100.75
100.50
100.25
100.00
99.75
0 5
Highlighted
= 100.00, 100.00 Depth (ft)
= 0.20 Q (cfs)
Area (sqft)
= 100.00 Velocity (ft/s)
= 0.60 Wetted Perim (ft)
= 0.016 Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Known Q = 2.00
Section
-----'II; 7 ~ ---.._ -= ~ ~ ---......_ ~ ~ ------
10 15 20 25 30 35 40
Reach (ft)
Monday, Sep 17 2018
= 0.14 = 2.000 = 1.96 = 1.02 = 28.00 = 0.12 = 28.00 = 0.16
45 50
19
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Post Dev Area E1 TC Overland travel Velocity Average Q
Triangular
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0 5
Highlighted = 100.00, 100.00 Depth (ft) = 0.20 Q (cfs)
Area (sqft)
= 100.00 Velocity (ft/s)
= 0.70 Wetted Perim (ft)
= 0.016 Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Known Q = 1.90
Section
--......._ --~ 7 ~ i.------... r-------..... -= =-L-----' i....-
r-,.....__ -------
10 15 20 25 30 35 40
Reach (ft)
Monday, Sep 17 2018
= 0.13 = 1.900 = 1.69 = 1.12 = 26.00 = 0.12 = 26.00 = 0.15
45 50
20
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Post Dev Area E2 TC Overland travel Velocity Average Q
Triangular
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0 5
Highlighted
= 100.00, 100.00 Depth (ft)
= 0.20 Q (cfs)
Area (sqft)
= 100.00 Velocity (ft/s)
= 0.60 Wetted Perim (ft)
= 0.016 Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Known Q
= 5.00
Section
'Ill; 7
............... -:::: ~ .---~ _____.---
~ _____.---r----.. ------
10 15 20 25 30 35 40
Reach (ft)
Monday, Sep 17 2018
= 0.19
= 5.000
= 3.61
= 1.39
= 38.00
= 0.18
= 38.00
= 0.22
45 50
21
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
SM-1 TC Velocity Average Q
Circular
Diameter (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
= 2.00
= 100.00
= 0.50
= 0.013
Known Q
= 0.80
Elev (ft)
0 1
Section
2
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
3
Tuesday, Sep 18 2018
= 0.31
= 0.800
= 0.31
= 2.58
= 1.62
= 0.31
= 1.45
= 0.41
4
22
Depth (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
SM-2 TC Velocity Average Q
Circular
Diameter (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
= 2.00
= 100.00
= 0.50
= 0.013
Known Q
= 1.20
Elev (ft)
0
Section
2
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Grit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
3
Tuesday, Sep 18 2018
= 0.38
= 1.200
= 0.42
= 2.86
= 1.81
= 0.38
= 1.57
= 0.51
4
23
Depth (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Area SM3 TC Average Q
Gutter
Cross SI, Sx (ft/ft)
Cross SI, Sw (ft/ft)
Gutter Width (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0
= 0.02
= 0.08
= 1.50
= 100.00
= 2.00
= 0.016
Known Q
= 1.70
V
~ ~
5 10
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Spread Width (ft)
EGL (ft)
~ ~
~
15 20 25 30
Reach (ft)
Monday, Sep 17 2018
= 0.25
= 1.700
= 0.71
= 2.40
= 8.26
= 0.28
= 8.00
= 0.34
35
24
Depth (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Q100 Pipe flow Area C to NW Basin A
Circular
Diameter (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
= 1.50
= 100.00
= 1.00
= 0.013
Known Q
= 5.70
Elev (ft)
0 1
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Section
2
Reach (ft)
Monday, Sep 17 2018
= 0.79
= 5.700
= 0.94
= 6.03
= 2.44
= 0.93
= 1.50
= 1.36
25
3
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Monday, Sep 17 2018
Q100 Pipe flow Area B & SM1 to cnfluence @ Basin A
Circular Highlighted Diameter (ft) = 1.50 Depth (ft) = 0.85
Q (cfs) = 6.400
Area (sqft) = 1.03 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.19 Slope(%) = 1.00 Wetted Perim (ft) = 2.56
N-Value = 0.013 Crit Depth, Ye (ft) = 0.98
Top Width (ft) = 1.49
Calculations EGL (ft) = 1.45
Compute by: Known Q
Known Q (cfs) = 6.40
Elev (ft) Section
2 3
26
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Monday, Sep 17 2018
Q100 Pipe flow Outlet from NW confluence
Circular Highlighted
Diameter (ft) = 2.00 Depth (ft) = 1.13
Q (cfs) = 13.80
Area (sqft) = 1.84
Invert Elev (ft) = 100.00 Velocity (ft/s) = 7.51
Slope(%) = 1.00 Wetted Perim (ft) = 3.41
N-Value = 0.013 Crit Depth, Ye (ft) = 1.34
Top Width (ft) = 1.98
Calculations EGL (ft) = 2.01
Compute by: Known Q
Known Q (cfs) = 13.80
Elev (ft) Section Depth (ft)
0 2 3 4
27
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc.
SM2 Q100 Pipe Flow
Circular
Diameter (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q (cfs)
= 1.50
= 100.00
= 1.00
= 0.013
Known Q
= 2.40
Elev (ft)
0
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
Section
2
Reach (ft)
Monday, Sep 17 2018
= 0.49
= 2.400
= 0.50
= 4.76
= 1.83
= 0.59
= 1.41
= 0.84
28
3
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Monday, Sep 17 2018
Q100 Pipe flow Outlet from SM2 & Area D to confluence
Circular Highlighted
Diameter (ft) = 1.50 Depth (ft) = 0.76
Q (cfs) = 5.300
Area (sqft) = 0.90
Invert Elev (ft) = 100.00 Velocity (ft/s) = 5.89
Slope(%) = 1.00 Wetted Perim (ft) = 2.38
N-Value = 0.013 Crit Depth, Ye (ft) = 0.89
Top Width (ft) = 1.50
Calculations EGL (ft) = 1.30
Compute by: Known Q
Known Q (cfs) = 5.30
Elev (ft) Section
0 1 2 3
29
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Monday, Sep 17 2018
Q100 Pipe flow Area E1 to cnfluence @ SE Outlet
Circular Highlighted
Diameter (ft) = 1.50 Depth (ft) = 0.63
Q (cfs) = 3.900
Area (sqft) = 0.71
Invert Elev (ft) = 100.00 Velocity (ft/s) = 5.50
Slope(%) = 1.00 Wetted Perim (ft) = 2.12
N-Value = 0.013 Crit Depth, Ye (ft) = 0.76
Top Width (ft) = 1.48
Calculations EGL (ft) = 1.10
Compute by: Known Q
Known Q (cfs) = 3.90
Elev (ft) Section
0 2 3
30
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Monday, Sep 17 2018
Q100 Pipe flow Outlet from SE confluence
Circular Highlighted
Diameter (ft) = 2.00 Depth (ft) = 1.31
Q (cfs) = 17.30
Area (sqft) = 2.19
Invert Elev (ft) = 100.00 Velocity (ft/s) = 7.91
Slope(%) = 1.00 Wetted Perim (ft) = 3.78
N-Value = 0.013 Crit Depth, Ye (ft) = 1.50
Top Width (ft) = 1.90
Calculations EGL (ft) = 2.28
Compute by: Known Q
Known Q (cfs) = 17.30
Elev (ft) Section Depth (ft)
0 2 3 4
31
Reach (ft)
ATTACHMENT C
32
I l.
Prepared By:
HYDROLOGY STUDY
FOR
CARLSBAD OAKS NORTH
PHASE2
CT 97-13-02
Job No. 961005
PREPARED: NOVEMBER l, 2005
REVISED: JUNE 7, 2006
REVISED: JULY 31, 2006
O'DA Y CONSULT ANTS, INC.
2710 Loker Avenue West
Suite 100
Carlsbad, CA 92010
Tel: (760) 931-7700
Fax: (760) 931-8680
Timothy 0. Carroll, Jr. RCE 55381
Exp. 12/31/06
33
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I I I I ~ J, ~ I I +++-+++-f .. ►•t,.++++++++·
Process from Poi nt/stati o,n
*-?dd: "NiTIAL AREA EVALUATION
I· I I I I I I I f-++++++-t++ 1 I I I f ++++++++++-I.+➔-+++
164 .. 000 t ,o Point/Station 165.000 * ft ft 'It
user specifi,ed •ctt value of 0.880 given for suba r ea
Ini 'tial subarea flow distance = 460.00(Ft~)
Hi ghest elevation= 366.00(Ft.)
Lowest elevation= 360.00(Ft.) ~POC 1 Q100 El evation difference a 6,00(Ft.)
Time of concentration cal culated by the urba areas overland f low met hod (App X-C) • .77 mi n ,, c = [1.S*(l~l-C)0 distanceAf5)/(% slopeA /3)]
TC ~=. [.l. 8~ (1 .. 1-9. 8800). *. (460~iQ0A. 5)/( . 30A (l/3) ]-
Ra1 nfal11 1Int •ens1ty (I) = 5.550 f _ a 100.0 y1ear
:ffective runoff coefficient usedl · -r ar@a (Cr-KCIA)
subarea runoff;:; 18.608(CFS)
Total initial stream area= 3.81O(Ac~)
7.77
s t orm
is C = 0.880
35
-L.1..-L..L..I •••• ..J __ .L ,I I'. I I II 11 I II I t I I I I i i I Ii ii ■ • ■ • • • • • • • ■ • • • 1 1 • • 1 , a. • • • " " .. • ~ a , i.. ., -.. -----••
""+++++++-l·++++~+++++++t++++++++++~--'1-++++++++t+++++++t+++++++++++++++i
1ocess from Po1nt/stat1on 22 t.OOO to Point/Station 223.000
*~** INITIAL AREA EVALUATION****
Decimal fraction soil group A= 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group c = 1 .000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 750.00(Ft .. )
Highest elevation ::: 36,5.00(Ft.)
Lowest elevation -358.00(Ft.)
Elevation difference -7.00(Ft .)
Time ,of concentration cal culat ed by the ur ban
areas overland flow method (App x-c) = 10.09 min.
'TC= (1 .8*(1.1-C)*di st anceA.5)/(% slopeA(l /3)]1
Page 29
POC 2 Q100
B605P2.0
TC -(1 .8*(1 .1-0.9000)*(750.00A .. S)~/( 0.93A(l /3)]= 10 .09
Rai nfall i nt ensi t y (I)= 4.691 f r a 100.0 year st orm
Ef f ective runoff coeffici ent used 1 or area (Q=KCIA) is c 0 0.900
subarea runoff= 22.503(CFS) -
Total initial st ream area = 5.330(Ac.) 36
+ l-+ J I l-+++ .... +++++++++++++++++++4-+++++.._+..a..r,. • ..a......i.+~-'-~+~•+•-'-'-"'-•.&.•..1..L.1..J..t-1..1...w..
(
ATTACHMENT D
r
37
CARIBOU COURT 7
--------------
'
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\;::>~\~~'.~-\ \~~~:•
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3
4
3
5
36
35
345
-----------
0
40
o7
~ ( /
~ \_AREAA J
36_
TCLONµESTTRAVELTIME -nF
4.03 ACRES
350
360
35 355
350
35 345
34
AO 3-40 --3 335
-----------
395
39
385
38
340
335
.0
37
3
345
/ / I ~ I
\
355
34
335
N
D
80
37
3
00
95
39
38
380
375 3 5
37
365
)
AREAA
TC LONGEST TRAVEL TIME
L=590' LF
345
AREASM-3
\
\
TC LONGEST TRAVEL TIME
L=l 160' LF ' ---=====--~ ---------
345
34-0
----------
PERMITTEE:
HAMANN COMPANIES
1000 PIONEER WAY EL CAJON, CA 92020
ATTN. PAUL GIESE, RA
(619) 440-7424
360
)
\
-
,,0 ~
2:1 SLOPE LEN~
INITIAL TC L'750' LF
OWNER/DEVELOPER:
CARLSBAD OAKS NORTH VENTURES, LP
3575 KENYON ST. SAN DIEGO, CA 92110
ATTN. TED TCHANG
(619) 223-1663
~ PLANS PREPARED BY: LEGAL DESCRIPTION: ~ ASSESSOR'S PARCEL NO:
209-120-05 ;; SPEAR & ASSOCIATES, INC. LOT 6 OF CARLSBAD TRACT NO. 97-13-1, CARLSBAD
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LEGEND OF SYMBOLS
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PRfJP£RTY LIN£
_ STRU.J CfNT£RLINf
£XISTING CfJNTfJURS
LfJNG£ST FLfJW PA TH
DRAINAG[ AR[A
DRAINAG[ MANAG[MfNT
AR[A D[SIGNATWN
WH/PTAIL LOOP
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'ii VICINITY MAP
j NOT TO SCALE
° CIVIL ENGINEERING & LAND SURVEYING OAKS NORTH, IN THE CITY OF CARLSBAD, COUNTY OF SAN
;;: 475 PRODUCTION STREET, SAN MARCOS, CA 92078 40 20 0 40 80 720 SITE ADDRESS DIEGO, STATE OF CALIFORNIA ACCORDING TO MAP THEREOF PRE-DEVELOPMENT DRAINAGE AREA MAP FOR:
a; PHONE (760) 736-2040 FAX (760) 736-4866 WHIPTAIL LOOP, CARLSBAD, CA NO. 14926, FILED IN THE OFFICE OF THE COUNTY CARLSBAD OAKS NORTH ~ WWW.SPEARING.NET RECORDER OF SAN DIEGO COUNTY DECEMBER 15, 2004.
;:; SCALE: 1" 40' " LOT 6 l2L ______ __::=----"2:....._::=.=-::_ _ _:::::,:_ ___________________________________________________________________________________________________ __.:::::::================================:::::'.J
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34
33
3 0
CATCH BASIN EMERGENCY OVERFLOW
STORM DRAIN STENCIL SD-I 3
3. 00 '{MIN.) BENCH I !---
WHEN NEXT TO A SLOPE I .
,'-""-,_✓-----
:a' c:, s.;sl>: ~2§
. E3 c::o Cj 6e:
BASIN TOP (MIN.)
345 345
34
32
2-3" HARDWOOD MULCH
MAINTENANCE CLEAN-OUT
(TO REMAIN CLOSED AT ALL TIMES)
6" MIN. FROM F.S. OF BASIN
6" P.C.C. CURB
PER SDRSD G-1
1% MIN.
DEPTH PER SOILS
ENGINEER
(SEE NOTE HEREON)
/: 1 VERTICAL SLOPE
BASIN I
A
B
C
D
E
40
39 395
390 --
-34-0
340
330
/
FARADAY AVENUE
BIOFILTRATION BASIN MEDIA
AMENDED SOIL LA YER
COMPOSITION AND TEXTURE:
65% SAND, 20% SANDY LOAM, & 15% COMPOST (FROM VEGETATION-BASED FEEDSTOCK).
ANIMAL WASTES OR BY-PRODUCTS SHOULD NOT BE APPLIED.
AMENDED SOIL LA.YER DEPTH PER DETAIL
PERMEABILITY:
BIOFILTRATION BASIN DATA TABLE
SIZE (SQ FT) ABOVE GRADE BELOW GRADE REQUIRED ORIFICE
DEPTH (MIN) DEPTH (MIN} VOLUME (MIN) SIZE {in)
2,710 1.33' 3.00' 3,161 CF 0.57"
7,100 1.33' 3.00' 8,270 CF 0.84"
7,240 1.33' 3.00' 8,435 CF 0.9/"
6,275 1.33' 3.00' 7,310 CF 0.79"
18,530 1.33' 3.00' 21,579 CF 1.36"
4 00
95
3
DRAINAGE AREA SURFACE SYMBOL SOIL TYPE
BUILDING ROOFTOP K)(hQJ TYPED
PARKING/DRIVE AISLE I . ; ; ·1 TYPED IMPERVIOUS AREA ' : _, ., , .. :
HARSCAPING/SIDEWALK I : .. -, , I TYPED
LANDSCAPING AREA l·······I . . . . TYPED
INDIVIDUAL TOTAL OMA AREA
DRAIA~GE AREA A'
4,904 SO FT
12,186 SQ FT
853 SQ FT
7,787 SQ FT
25,730 SO FT
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SDP 2017-0003
LEGEND OF SYMBOLS
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'POC
----
PROPERTY LINE
STREET CENTERLINE
EXISTING CONTOURS
DIRECTION OF DRAINAGE <FLOW PA TH)
LONGEST FLOW PATH
DRAINAGE MANAGEMENT AREA BORDER
DRAINAGE MANAGEMENT AREA DESIGNATION
PROPOSED STORM DRAIN
& CATCH BASIN <PVT>
INTERIOR WALL
36"x36" CATCH
BASIN INSERT 6" DIA. THREADED SLEEVE AND
SCREW ON PVC CAP @ CONNECTION /1/ ~ (INTERIOR SIDE OF CATCH BASIN}.
! t-.+--6" DIA. PERFORATED
PVC UNDERDRAIN
---~_:::::::;,8 ::__:!) _ _j CONNECTION (FROM
BASIN)
ORIFICE DRILLED THROUGH PVC CAP @
UNDERDRAIN CONNECTION. SEE ORIFICE TABLE.
MAINTENANCE PVC CAP DETAIL
ATTACH TO INTERIOR INLET WALL OF
36"x36" CATCH BASIN
STORM DRAIN STENCIL
SD-13
i CONFL~CE
/ OUTLET \SE~
N
40 20 0 40 80 120
~====l'--!:::===::J---i
SCALE: 7 ,, 40'
ASSESSOR'S PARCEL NO:
209-120-05
-·-------
SITE ADDRESS
WHIPTAIL LOOP, CARLSBAD, CA
DRAINAGE AREA DMA BREAKDOWN
DRAINAGE AREA 'B' DRAINAGE AREA 'C' DRAINAGE AREA 'D' DRAINAGE AREA 'El' DRAINAGE AREA 'E2' DRAINAGE AREA "SM-I ' DRAINAGE AREA "SM-2" DRAINAGE AREA "SM-3"
18,480 SO FT 16,270 SQ FT 13,639 SO FT 15,411 SQ FT 33,754 SO FT 0 SO FT 0 SO FT 0 SO FT
28,739 SQ FT 31,708 SQ FT 26,480 SO FT 13,966 SQ FT 58,241 SQ FT 0 SO FT 0 SQ FT 0 SO FT
1,159 SO FT 235 SQ FT 2,608 SQ FT 393 SQ FT 4,952 SO FT 0 SO FT 0 SO FT 0 SQ FT
8,196 SQ FT 18,589 SO FT 7,513 SQ FT 492 SQ FT 22,217 SQ FT 26,958 SQ FT 38,399 SQ FT 89,592 SQ FT
56,574 SQ FT 66,802 SO FT 50,240 SO FT 30,262 SQ FT I 18,564 SQ FT 26,958 SQ FT 38,399 SQ FT 89,592 SQ FT
TOTAL LOT AREA = 503,121 SQ FT
5 IN/HR INFILTRATION RATE FOR THE FLOW-BASED SUSMP METHOD
(1-6IN/HR FOR ALTERNATIVE DESIGNS, AS APPROVED BY LOCAL JURISDICTION). l-----+----+-----------+---+-----l---+-----11 SHE1ET I CITY OF CARLS BAD I SHE1ETS I ENGINEERING DEPARTMENT ~==-===================----====: CHEMICAL COMPOSITION: TOTAL PHOSPHORUS < 15 PARTS PER MILLION (PPM); PH 6-8;
CATION EXCHANGE CAPACITY > 5 MILL/EQUIVALENTS PER 100 GRAMS (ME0/100 G) OF
SOIL; ORGANIC MATTER CONTENT < 5 PERCENT BY WEIGHT.
DRAINAGE LA YER
,,
SEPARATE SOIL MEDIA FROM UNDERDRAIN LAYER WITH 2 TO 4 INCHES OF WASHED SAND, PLANS PREPARED BY:
FOLLOWED BY 2 INCHES OF CHOKING STONE (ASTM NO. 8) OVER A 1.0-FOOT ENVELOPE "' SPEAR & ASSOCIATES, INC.
OF ASTM NO. 57 STONE. TOTAL COMBINED DRAINAGE LAYER DEPTH PER DUA!L. ,._ CIVIL ENGINEERING & LAND SURVEYING
SURFACE VEGUATION 475 PRODUCTION STREET, SAN MARCOS, CA 92078 ~ BIOFILTRATION BASIN AS SPECIFIED BY THE LANDSCAPE ARCHITECT PLANS. PHONE (750) 7 ~~w~~E~i1N[tE~ (750) 736 -4866 1
DMA & HYDROMODIFICATION EXHIBIT FOR:
LOT 6
CARLSBAD OAKS NORTH
RECORD COPY PROJECT NO.
DRAWING NO. cl TYPICAL DETAIL & OUTLET CONNECTION DATE INITIAL DATE INITIAL DATE INITIAL
~L ____________________ N_o_r_-_~_o_-_s_~_L_E _____________________________________________________ 1_i· ________ :::::=::::2::::.._:::::::=~--~_:__ ______ ~E=N=G=IN=EE=R=OF=W=OR=K:::::====R=E=V=l=S=IO=N=D=E=S=C=R=l=P=T=l=O=N=====O=T=H=ER=AP=P=R=OV=A=L==C=IT=Y=AP=P=R=O=~=L====IN=l=TI=AL======D=A=TE============~