HomeMy WebLinkAboutCT 04-08; La Costa Village Townhomes; Sewer Analysis; 2011-07-15RECORD COPY
Sanitary Sewer Analysis Initial Date
CT 04-08 La Costa Village Townhomes
(Moonstone)
Multi-Family Condominiums
El Camino Real and Dove Lane
In the City of Carlsbad, Califomia
Prepared For:
City Ventures
2850 Red Hill Ave. Suite 200
Santa Ana. CA 92705
J
Prepared By:
CONSULTING, INC.
27156 Burbank
Foothill Ranch, Califomia 92618
Contact: Vince Scarpati. P.E.
(949) 916-3800
February 28, 2011
Revised July 15,2011
cn
•• NO. 33520
SFCTION
1. SITE DESCRIPTION AND PURPOSE OF STUDY &
LOCATION MAP
2. HYDRAULIC ANALYSIS
3. STRUCTURAL ANALYSIS
4. APPENDIX
1.0 SITE DESCRIPTION & PURPOSE QF STUDY
SITE DESCRIPTION:
The project consists of 14.4 acres of which 8.9 acres are to remain open space. The subject site is
located at northwest comer of El Camino Real and Dove Lane in the City of Carlsbad, Califomia.
This is an attached residential project containing 53 residential units, open space, and common area.
The site is located in hilly terrain where the development is located on a flat graded area and is
border«i by commercial use to the west and open space to the north, and residential to the east.
PURPOSE OF STUDY:
This study will determine the adequacy ofthe proposed on-site sewer collection system designed
under the criteria xt forth by the City ofCarlsbad.
The hydraulic analysis portion ofthe study will verify the proposed size of sewer main conveyance
pipes as wdl as the flow properties of the system.
LOCATION MAP
VICINITY A P
CITY OF OCEANSIDE
HIGHWAY x,,^,^
STA
PROJECT
LOCATION
JY OF
AN MARCOS
CITY OF ENCINITAS
2.0 HYDRAULIC ANALYSIS
DESIGN CRITERIA:
An existing 8-inch public sewer main in Dove Lane wil! service the project as shown on the
approved Tentative Map for the project. The public sewer flows through the existing Retail
Center to the southeast. The As-Built sewer is shown in City of Carisbad drawing no. 305-6.
The planned development includes 53 condominium units
Sewer Average Flow
250 GPD/Equivalent Dwelling Unit (EDU) shall be used to calculate Average Flow.
EDU Factor for Multiple Dweiling jn CMWB-= 1.0
Average Flow = 250 GPD x 53 Units = 13.250 GPD
Sewer Peak Flow
Sewer pipeline must be designed and sized using peak flow conditions determined by
multiplying Average Flow by a Peaking Factor (Chapter 6, Section 4E).
Peaking factor = 2.5 for ADF < 100.000 GPD
Peak Daily Flow (PDF) = ADF x 2.5
Peak Flow = 13250 x 2.5 = 33,125 GPD = 23 0 gpm or 0.434 Qpm/unit
The Table on the following page summarizes the flows in the proposed on-site sewer
system and demonstrate the system can easily handle the proposed project flows.
On-Site Sevsfer Main Analysis
{Moonstone)
LA COSTA VILLAGE TOWNHOMES
Peak Hour Sewer Demand Pipe Report
Start End No. of iDiaaieter Mannings Peak Flow Depth of Velocity Percent
Manhole Manhole Unite Length (ft) Slope (ft/ft) i m Material "n" (cfs) Flow (in) (ft/s) Full (%)
1 2 S3 67.09 0.033 \ 1 s PVC 0.013 0.051 0,84 261 105
2 3 53 47.79 0.063 / 8 PVC 0.013 0.051 0.72 3.27 90
3 4 53 -Ji. ••'•64r?1 / 8 PVC 0.013 0.051 0.53 5.12 6.7
4 S 53 l02.9?tO5r34 omo ^ 8 PVC 0.013 0.051 1.12 1.72 14.0
5 6 26 133 90 0,010 8 PVC 0.013 0.025 080 1 38 10.0
6 7 16 80.31 0.010 8 PVC 0013 0015 063 1,19 7,8
7 8 10 50.19 0.010 8 PVC 0.013 0.010 0.52 1.06 65
8 9 10 92.48 0.010 8 PVC 0.013 0.010 0.52 1.05 6.5
9 10 3 59.65 0 028 8 PVC 0.013 0.003 0.23 1.04 2.9
9 11 5 92.48 0020 8 PVC 0.013 0.005 0.32 1.08 4.0
7 17 6 110.95 0.037 8 PVC 0.013 0.006 0.30 1.42 3,7
6 12 10 133.90 0.049 8 PVC 0.013 0.010 0.36 1.82 45
5 13 19 80.26 0.049 8 PVC 0.013 0.018 047 2.18 59
13 14 9 44.65 0.010 8 PVC 0.013 0.009 0 49 1 02 6.1
14 16 9 127,40 0,010 8 PVC 0.013 0.009 0.49 1.02 6.1
13 15 10 131.64 0.027 8 PVC 0.013 0.010 0.41 1.48 51
3.0 STRUCTURAL ANALYSIS
C and V Consulting, Inc. Calculation Sheet
Pr«f>ar«d8y:
Thomas A. Petereen, P.E.
Signature Page of
1 <: %
m^T\k a*-ASS H: /Afr>C DfefL€£X»c>J 1.4-/4 /
c<Tt bJikm-^ C'io? t'i4 P^i^" u^o m ufM...^^-
TABLE 27 CALCULATED DEFLECTIONS OF BURIED AWWA C900 - 7S PVC PIPE
l>eflection <Percent) For Highway H20 and Railway E80 Loads
Hei^t of Cover
Live Load "*
2' 4' 6' 8' 10' 12' 15' J 20' 25' Hei^t of Cover
Live Load "* mo Em H20 E80 H20 E80 H20 £80 H20 E80 H20 E80
E' Value DR 14 Pressure Class 200
200
400
700
1000
0.5 2,1
0.5 1.93
0.44 1.72
0.40 1.54
0.45 1.63
0,42 1.49
0.37 1.33
0..54 1,19
0.48 1.55
0.44 1,42
0.39 i,26
0.35 1.13
0.55 1.34
0.50 1.22
0.45 1.09
0.40 0,98
0.62 1,19
0.57 L09
0.51 0.97
0.46 0,8?
0.75 1.16
0,69 1.07
0.61 0 95
0.55 0.85
0.94 1,22
0.86 l.i 1
0.76 0.99
0.69 0,89
1.25 1.40
1.14 1.29
1.01 1.14
0.9! 1.03
1.56 1.67
1\43 1,53
i.27 1.36
1.14 1.23
E' Value DR 18 Pressure Class 150
200
400
700
1000
1.1 4,2
0,92 3.58
0.74 2,91
0.63 2.44
0,9 3.28
0.78 2,77
0.63 2.24
0.S3 1.89
0.97 3.11
0.82 2.63
0.66 2.13
0.56 1.79
u 2ir
0.93 2.27
0.75 1.84
0.63 1.55
1.25 2,40
1.06 2.03
0.86 1.64
0.72 1.38
1.51 2.34
1.28 1.98
1.03 1.60
0.87 1.35
1.89 2.45
1.59 2.07
1.29 1.68
1.09 1.41
2.51 2.82
2.12 2.39
1.72 1,93
1,44 1,63
3.14 3.37
2.65 2.84
2.15 2.3!
1.81 1,94
E' Value DR 25 Pressure Class 100
200
400
700
j 1000
2,3 9.0
1 .(> 6.47
I.l7 4.55
0,9 3.51
2.0 6,96
1.41 5,0
0,99 3.52
0.76 2.71
2.0S 6,60
1,47 4.75
1.04 3.34
0.80 2,58
2.34 5.71
1.68 4.10
l.!8 2,88
0.91 2.23
2.66 5.10
1.91 3.66
1.35 2.58
1,04 1.99
3.2! 4.97
2.30 3.57
1.62 2.51
1.25 1.94
4.01 5.19 S.32 5.99
2.88 3.73 3,82 4.31
2.03 2.63 2.69 3.03
1,56 2.03! 2.08 2.34
6.67 7.15
4.79 5,14
3.37 3,61
2.60 2.79
D
EQUATION 27
Deflection Calculated by:
t2E/3|DR-1Pl+ 0.061 r
Where: P
K
W
DR
E
E'
D
Prism Load, psi
Bedding constant, 0.!
Live load, psi
Dimension ratio
400,000 psi
Modulus of soii reaction.
Deflection lag factor. 1,0
NOIE: Cakulaiion
based on soil weight
(w) = 120 lb/ft»
58
<
i
TABLE 28 - MAXIMUM LOrs'G TERJVi DEFLECTIONS OF PVC (SDR 3S) PIPE |PEMCENT)
ASTM EMBEDMENT
MATEWAL
CLASSIFICATION
DENSITY (PROCTOR)
AASHOr
HEIGHT OF COVER (FEET)
Manufactured
Granular \ngulaur
Clean Sand
Sand & Gmti
with Fines
SUt& Ciay
Organic Soiis
CLASS 1
CLASS Ii
CLASS 111
CLASS IV
CLASS V
0 2
10 I _I2_|_I4 . _ 16 I IH
0 3. 04 0*'
J 3 ^ U
I 09 I J 4
02 0 4 I Ob
0 8 1 0
3 2_^J,6; 4J
OhljJJi^l 1
._i 2 A.^ 1 fa ^ 0 L 3_5.
24 ; 3 6
0~" I 1 7
5j_l 6 8
1 3
5 Ol
3 5 3 9 i
_S_1|_6 0 j 6.4
8.5,; .9<->J.ll.3
•96^1 4|13.0
M , 2 3 i 3 3 4 3 , 5 0 I (1 5]
3.5: 3 91 4 3 4.8
"Sf '9 51106112:2
10 51
26
1.6
73
12 7
14 5
5 2
13 5
20 0
28
1 b
?0
2 0
6.5
14 l{15Srh>8
1601173 18.0
5.6 I 6 0 () 5 r4 r50ll6 3|i7O
22012401260
THIS SOIL CLASS NOT RECOMMENDED
_jnnSI /{JNISNOI RI-.COMMl NDFD.
No !engO> ot pipe lusiailed liiidei cunditians specified will detlect more than is indicated; the pipe will dellecl less than the
jinuunt jiiJicjied tt spcctlied densitv is oblamed
l-mbedmeiii .Mjtciul classifications aie as per ASTM designalioti D2321-72 "Underground Installation of Flexible Thermo-
plastic Sewer Pipe. *
IX'tlcctiuus listed ill table aie maxunuin long term values. Reeummendcd maximum deilectton is 7Vi
Listed deflections are tho;,*. caused by soil loading only and do not include initial out of roundness, etc.
1
fit ^11lllll
H' 0, ii.
4.0 APPENDIX
i8» «5
cmismucnm NOTES
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