HomeMy WebLinkAbout3190; Rancho Santa Fe Rd Improvements Sewer Report; Rancho Santa Fe Rd Improvements Sewer Report; 1990-10-25SANITARY SEWER REPORT
RAMCHO SANTA FE ROAD IMPROVEMENTS
ASSESSMENT DISTRICT 90-01
LEUCADIA COUNTY WATER DISTRICT
CARLSBAD, CALIFORNIA
OCTOBER 25, 1990
PREPARED FOR:
FIELDSTONE/LA COSTA ASSOCIATES LIMITED PARTNERSHIP
PREPARED BY:
PROJECT DESIGN CONSULTAliTS
1010 SECOND AVENUE, SUITE 500
SAN DIEGO, CALIFORNIA 92101
(619) 235-6471
PDC Job No. 738.20
FOn l^t PLAN CHECK SUBMITTAL
I^^B^VIAJU_
Brad D. Smith P.E. RCE 46221
Registration Expires 12/31/90
PREPARED BY: T.W.
CHECKED BY: K.K. KiL-
TABLE OF CONTENTS
Page
Title Page . i
Table of Contents 2
Introduction 3
Description of Study Area 3
Existing Sanitary Sewer System ... 5
Proposed Sanitary Sewer Improvements 5
Analysis and Results 7
Conclusion 10
LIST OF TABLES AND FIGURES
Figure 1 - Project Location Map 4
Figure 2 - Exhibit 'B' - Existing and Proposed Sanitary
Sewer System - Zone 11
Growth Management Program
Carlsbad, CA . 6
Figure 3 - Tabular Values of Hydraulic Elements of Pipes
(ASCE M&R No. 37/WPCD MP0.9) 11
Figure 4 - Peaking Factors for Sewer Flows
City of San Diego 12
Figure 5 - Nomograph for Manning Formula for Pipe Flow
(ASCE M&R 37/WPCF MP0.9) 13
Figure 6 - Hydraulic and Elements Graph for Circular
Sewers (ASCE M&R No. 37/WPCF MP0.9) 14
ATTACHMENTS
Exhibit 'A' - Proposed Land Use Designations/Proposed
Sanitary Trunk Sewer
INTRODUCTION
The intent of this report is to determine the size of the sanitary
sewer main reguired to be installed in the proposed realignment of
Rancho Santa Fe Road within the Leucadia County Water District
jurisdiction as per the City of Carlsbad and Leucadia Water
District Standards. The size of the proposed municipal sanitary
sewer was based on the City of Carlsbad's Design Manual for Public
Works Improvements, dated 1987, Leucadia County Water District's
General Standard Specifications, dated 1986, and the proposed land
uses for adjacent property designated in the General Plan Amendment
prepared by Project Design Consultants in conjunction with the
Rancho Santa Fe Road Environmental Impact Report. Construction of
the sanitary sewer system is in conjunction with the construction
for the widening and realignment of Rancho Santa Fe Road between
La Costa Avenue and Melrose Avenue in the City of Carlsbad and will
provide sanitary sewer service for developable property adjacent
to the Rancho Santa Fe Road realignment.
DESCRIPTION OF STUDY AREA
Rancho Santa Fe Road is generally a north-south road which links
San Marcos to Encinitas. The section of Rancho Santa Fe Road
designated for improvement originates at the Rancho Santa Fe Road
intersection with La Costa Avenue and north to the Melrose Avenue
intersection, across San Marcos Creek. Refer to Figure 1, page 4
for a project location map.
Molrose Drive
La Cosla
Moodowa Drive
Questhaven Ftoad
PROJECT LOCATION MAP
FIGURE 1
9 PrvjectDesign Consultants
Planning and Engineering
lUlU Second Avenue. Sulle SOT. 5<iri Diego. CA 91101
6I9-2)S-647I FAX 2J4 0M9
J./V. 7J8. ZO
EXISTING SANITARY SEWER SYSTEM
A 12-inch Municipal Sanitary Sewer stub exists under La Costa
Avenue approximately 800 feet east of the intersection of Rancho
Santa Fe Road and La Costa Avenue. This 12-inch stub provides for
the connection of future sanitary sewer associated with growth to
the north and in accordance with the City of Carlsbad's Growth
Management Program for Zone 11, adopted in 1988. Connection to,
and extension of this 12-inch trunk sewer will occur with
development as outlined in the Growth Management Program for Zone
11. Refer to Figure 2, page 6 for Exhibit 'B' which shows the
existing and proposed sanitary sewer system within the Rancho Santa
Fe Road area.
PROPOSED SANITARY SEWER IMPROVEMENTS
Approximately 4,430 lineal feet of proposed 10-inch sanitary sewer
will be installed within the right-of-way of the proposed Rancho
Santa Fe Road alignment. A connection to the existing 12-inch stub
is possible to allow for the extension of sanitary sewer as
proposed in the City of Carlsbad's Growth Management Program for
Zone 11. The extension of 10-inch sanitary sewer to the existing
12-inch stub located approximately 800 feet east of the La Costa
Avenue/Rancho Santa Fe Road intersection will occur as development
occurs to the north (refer to Exhibit 'A' attached at the end of
this report) for delineation of the proposed 10-inch sanitary sewer
main route.
FIGURE 2
EXHIBIT B
GROWTH
MANAGEMENT • Sewer Phase Boundaries
PROGRAM Zone 11
ANALYSIS AND RESULTS
Determination of the size of the proposed sanitary sewer main was
based on the City of Carlsbad's Design Manual for Public Works
Improvements, dated 1987, the Leucadia County Water District's
General Standard Specifications, dated 1986, and a Preliminary Land
Use exhibit for adjacent developable property prepared by Project
Design Consultants.
Design Criteria;
1. Leucadia County Water District - Design Reguirements
5-03/e/2
a. Residential Areas: 85 gal/capita/day average.
b. People/Dwelling Unit: 2.8 single-family residence.
c. Sewers less than 15 inches in diameter shall be
designed to flow 1/2 full.
d. Design peak flows can be calculated from average
flow by use of appropriate peak factors.
2. City of Carlsbad - Design Requirements
a. (l-A-8) for diameters 10 inches and smaller, depth
of peak flow = 1/2 the diameter.
b. (1-D-l) domestic demands - residential areas:
246 gal/dwelling units/day average.
c. Maximum flows should be based on ratio of peak to
average flow of 2.5 unless otherwise approved by
City Engineer.
< <<
ooo
i: XX
ooo
' /^/^^/^ ^e^f of f^/^fjoio s^r/^ i^o^o (see E<^IB'T/^)
3G'S Ac / PC's/Ac * ^t/>
JOTTTL ^ of^ DU'3 = 390
LBUCftDlSi uJfrrr^ O/STZlCr (1(2-1 *
^,6 pcof>/< /^^ ^^^^ ^€^^/c .
I zoo 9PJ/^C C^^^^'/^^ fl^"^^ )
/too ^ ^ 7ZO^ ^f»d
V
< <<
ooo
jffi? I2u'5 / f^^/fiu ' Is '^^'^ fpd
/03,/^0 Z,S CF.F. )
p .- pifie die (f-f^
ft)
.of/<
CONCLUSION
We can conclude from this study that a 10-inch sanitary sewer main
meets the requirements for design standards in the City of Carlsbad
and the Leucadia County Water District. The proposed 10-inch
sanitary sewer main should be installed to the limits shown on the
Rancho Santa Fe Road Improvement Plans to be submitted in
conjunction with the construction of the realignment of Rancho
Santa Fe Road. Installation of the proposed sanitary sewer will
prevent future demolition of Rancho Santa Fe Road in order to
provide sanitary sewer service to abutting developable property.
We anticipate the proposed sanitary sewer will remain dry for
approximately five to ten years as no Tentative Maps for the
adjacent developable area have been submitted for review at this
time.
10
HYDRAULICS OF SEWERS
TABLE XVI. ^Tabular Values of Hydraulic Elements of Pipes (n constant)
97
• e.
4
I
d A Qn Qc a A On
D D' DVi 'D D' I)%SV4 c%
0.01
0.02
0.03
0.04
0.0013
0.0037
0.0069
0.0105
0.00007
0.00031
0.00074
0.00138 .
0.0006
0.0025
0.0055
0.0098
0.51
0.52
0.53
0.54
0.4027
0.4127
0.4227 '
0.4327
0239
0247
0255.
0263
1.4494
15041
15598
1.6166
0.05
0.06
0.07
0.08
0.09
0.0147
0.0192
0.0242
0.0294
0.0350
0.00222
0.00328
O.D0455
0.00604
0.00775
0.0153
0.0220
0.0298
0.0389
0.0491
055
056
057
058
059
0.4426
0.4526
0.4625
0.4724
0.4822
027J-
0279_
0287*
0295
0303
1:6741
1.7328
1.7924
1.8531
1.9147
0.10
0.11
0.12
0.13
0.14
0.0409
0.0470
0.0534
0.0600
0.0668
0.00967
0.01 isi
0.01417
0.01674
0.01952
0.0605
0.0731
0.0868
6.1016
0.1176
0.60
0.61
0.62
0.63
0.64
0.4920
0,5018
05115
0.5212
0.5308
0311
0319
0.327
0335
0343
1.9773
2.0410
2.1058
2.1717
22886
0.15
0.16
0.17
0.18
0.19
6.0739
0.0811
0.0885
0.0961
0.1039
0.0225
0.0257
0.0291
0.0327
0.0365
0.1347
0.1530
0.1724
0.1928
02144 '
0.65
0.66
0.67
0.68
0.69
0.5404
05499
05594
0.5687
05780
0350
0358
0366
0373
0380
23068
23760
2.4466
25182
25912
0.20
0J21
022
023
024
0.1118
0.1199
0.1281
0.1365
0.1449
0.0406
0:0448
0.0492
0.0537
• 0.0585
02371
0.2609
02857
03116
03386
0.70
0.71 .
0.72
0.73
0.74
05872
0.5964
0.6054
0.6143
0.6231
0.388
0395
0.402
0.409
0.416
2.6656
2.7416
28188
23977
2.9783
0.25
0.26
0.27
0.28
029
0.1535
0.1623
0.1711
0.1800
0.1890
0.0634
0.0686
0.0739
0.0793
0.0849
03667
03957
0.4259
0.4571
0.4^3
0.75.
0.76
0.77
0.78
0.79
0.6319
0.6405
0.6489
0.6573
0.6655
0.422
0.429
0.435
0.441
0.447
3.0606
3.1450
32314
33200
3.4111
030
031
032
033
034
0.1982
02074
02167
02260
02355
0.0907
0.0966
0.1027
0.1089
0.1153
0.5226
0.5569
05921
0.6284
0.6657
0.80
081
082
0.83
0.84
0.6736
0.6815
0.6893
0.6969
0.7043
0.453
0.458
0.463
0.468
0.473
35051
3.6020
3.7021
3.8062
3.9144
038
039
02450
02546
02642
02739
02836
0.1218
0.1284
0.1351
0.1420
0.1490
0.7040
0.7433
0.7836
0.8249
08672
085
0.86
0.87
0.88
039
0.7115
0.7186
0.7254
0.7320
0^7384
0.477
0.481
0.485
0.488
0.491
4.0276
4.1466
42722
4.4057
45486
0.40
0.44
02934
03032
03130
03229
0332S
Mm,
fOlTTM
0.1354
0.9104
0.9546
0.9997
1J0459
1.0929
0.90
0.91
0.92
0.93
0.94
0.7445
0.7504
0.7560
0.7612
0.7662
0.494
0.496
0.497
0.498
0.498
4.7033
43724
5.0602
52727
55182
0.45
0.46
0.47
0.48
^0.49
03428
03527
03627
03727
03827
0.1929
oibr
0208
0216
0224
1.1410
1.1900
12400
12908
13427
0.95
0.96
057
0.98
0.99
0.7707
0.7749
0.7785
0.7817
0.7841
0.498
0.496
0.494
0.489
0.483
53119
6.1785
6£695
7.4063
83261
0JSO_ 03927 0232 13956 1.00 0.7854 0.463
-//-
City of S.n Diego, Water Utilities Department. February 15. 1983
PEAKIKS rACTOR FOR SrvrER FLOWS
' \ • • •
Ratio of Peak to Average Flow*
v>r^iTS Tributary Population
Tooulation
200*
500
eoo
900
1,000
i.loa
1,200
1,300
1,400
1.500
1,600
1,650
1,700-
1,750
1,800
• 1,B50
1,900
• 2,000
2,150
2,225
2,200
2,375
2,425
2.500
• 2,600
2,675
2,775
2,850 .
• 3,000
3,100
• 3,200
. 3,500
3,600
• 3,700
3,800
• 3,900 .
4,000
• 4,200-
4,400
4.COO
Ratio of Peak to
Kv»raoe Fl0'«^
rcM; Factor -0,2945 (pop)
Population
• 4,800
5,000
5,200
• 5,500
6,000
6,200
6,400
6,900
7;300'
7,500
.8,100
8,400
9,100
9,600
ID ,000
11,500
13,000
14,500
15,000
16,000
16,700
17,400
18,000
• 18,900
_ -19,800
21,500
22,600
25,000
26,500
28,000
32,000
36,000
38,000
42,000
• 49,000
54,000"
60,000
* 70,000
90,000
100,000 +
Ratio of Peak to
Averece Flc«
2.01 -
2.00
1.99
1.97
1.95
1.94
1.93
1.91
1.90
1.89
1.87
1.86
1.84
1.83
1.82
• 1.80
1.78
1.76
1.75.
1.74
1.73
1.72
1.71
1.70
1.69
1.68
1.67
1.65
i:64
1.63
1.61
1.59
1.50
-1.57
1.55
1.54
1.53
. 1.52 ,
1.51
1.50
. (igura 7
mm
Ai-
ii
ri
' '''''9
HYDRAULICS OF SEWERS
1.500-r
1,000
800
600 '
500
400-
300
200-
i-1,500
-1,000
-800
-600
-500
-400
-300
:-200
100 •
80-
60 '
50-
ra
30-
S.
CO
§ 20^
"ra
DO — c o
1 10;
.5 8-
S? 6 •
•g 5-
l/t
5 •« •
3 -
100
- 80
' 60
•50
o
••0 a
^0 5
2 -_
1.0-
0.8 •
0.6 •
0.5-
0.4 •
0.2
2.400
-2,000
96
84
72
60-
S 54
•5 48
-c «
M-"~36'
.9- 33
Q- 30.
o 27
u 24.
10 a
8 I 4J M
.6 S
5
4
12
10-
1.0
0.8
0.6
0.5
0.4
4-'
'20
•IS '
-10
9
8
7- 1
6 •
0.13 3- 0.2
0.004 -£ 0-5
0.005-^
• i- 0.6 0.006-:
0.007 r
0.008 - i"
0.009 - •
0.01--0.8
$-0.9
1.0
0.02-
0.03 -.
(;0.100.05-
001
O.0S-
O.OS'-"'"
o.040.oa-
. 0.03 0.09-
O.I-
r0.02
- 0.015
'0.010
•o.oa..
^ 3
1.5
•4 .=
0.4-f
0.5
-6
0.6-t
0.7-
0.8-t^ ^
0.9'^
l.O-f- 8
i- 9
10
•15
81
a
a.
5-1-18
-Alignment chart for Manning formula for pipe
0.4
0.3
0.2
0.1
0.08
0.06
0.05
0.04
-0.03
0.01
0.008
0.006
0.005
O004
0.003
0.002
r 0.001
p 0.0008
0.0006
0.0005
0.0004
0.0003
0.0002
-0.0001
p 0.00008
0.00006
O.OOOOS
0.00004
7 0.00003
0.00002
rO.OOOOl
0.000008
< 0.000006
0.000005
•0.000004
flow.
in which the nomenclature basically the same as that used in Equation
13 and C is a coefficient related to roughness.
The formula is used widely for pressure-conduit or pipe flow, although
it is equally applicable to open-channel conditions. Published values for
C have come largely from pipe-fiow experiments, while many of the
reported TI values are from open-channel flow tests. The Hazen-Williams
-Id-
HYDRAULICS OF SEWERS
Values of X and -2-
^ 08 ' 0.9 To U 1.2 1-3
V O A J * Hydraulicelementj Y,' «7
-Hydraulic-elemenis graph for circular sewers.
et al. (22). Graphs for sewers of other than circular cross section may
be developed by the same general method.
Most of the hydraulic-elements graphs in common use have been pre-
pared on the assumption that the Manning n does not change with the
depth of flow for the particular conduit shape Nonf heless. many ex-
perimenters have observed a variation of n with depth J^^^"'
plriments of Wilcox (23) and of Yarnell and Woodward (24) show tha
L value of n for a pipe flowing partly full is greater than for the ful
pipe; and the average TI values for 824 experiments are as indicated by the
curve through the points marked by circles in Figure 24. A similar curve
for the Darcy-Weisbach fraction factor / also is shown in the same figure.
The relation between the two friction coefficients is
..21
which is similar to Equation 19. „„*;^„tpH
The points in Figure 24 marked by triangles and x's were es imated
from the measurements made by Johnson (25) in large Louisville, Ky
sewers flowing partly full. Since individual values of fjf'.'^^^l'^'^
ments of Wilcox and of Yarnell and Woodward varied wide^ from the
average for a particular value of d/D, the reliability of the averages
ZZ in Figure 24 may be questioned. Tests by Schmidt (26) on a large