HomeMy WebLinkAboutCT 02-19; BRESSI RANCH PA 11; MASTER IN-TRACT SANITARY SEWER REPORT; 2004-02-01MASTER IN-TRACT
SANITARY SEWER REPORT
BRESSI RANCH
PLANNING AREA 11
TM CT 02-19
CARLSBAD, CA
FEBRUARY 2004
Prepared For:
LENNAR COMMUNITIES
c/o LENNAR BRESSI VENTURE, LLC
1525 Faraday Avenue, Suite 300
Carlsbad, CA 92008
Prepared By:
PROJECTDESIGN CONSULTANTS
PLANNING . ENVIRONMENT.41. • ENCINEERING • SURVCT/GPS
701 B Sircel, Suite 800, San Dicgo, CA 92101
619-235-6471 FAX 619-234-0349
JobNo.2407Jl
Gregorys. Shields RCE 42951
Registration Expires 03/31/06
PreparedBy: MW
Checked By: GMS
TABLE OF CONTENTS
Page
1.0 INTRODUCTION 1
2.0 DESCRIPTION OF STUDY AREA 1
3.0 PROPOSED SANITARY SEWER IMPROVEMENTS 1
4.0 ESTIMATED SEWAGE FLOW 1
5.0 DESIGN CRITERIA 3
6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS 3
7.0 CONCLUSION 5
FIGURES
1 Location Map 2
TABLES
1 Total Equivalent Dwelling Units per Planning Area
2 Sewer System Calculations - System A
3 Sewer System Calculations - System B
APPENDICES
A Handbook of Hydraulic Tables
ATTACHMENTS
Exhibit A - Sewer System
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1.0 INTRODUCTION
This sanitary sewer report has been prepared to document the design and supporting calculations
for the sewer system associated with the proposed improvements of Bressi Ranch Tentative Map
CT 02-19 within the City of Carlsbad, and in accordance with City of Carlsbad standards. This
sewer report covers Planning Area 11 (CT 02-19), which lies within the master-planned
community of Bressi Ranch (see Tentative Map CT 00-06).
2.0 DESCRIPTION OF STUDY AREA
The master planned community of Bressi Ranch, with a total acreage of approximately 585.1
acres, is located southeast of the intersection of El Camino Real and Palomar Airport Road in the
City of Carlsbad, California. Please refer to the location map on Page 2. Bressi Ranch consists of
an irregular-shaped piece of property bordered on the north by Palomar Airport Road, on the
west by El Camino Real, on the southwest and south by undeveloped property, and by the
Rancho Carrillo development to the east. For purposes of this report, only Planning Area 11 will
be analyzed. This planning area reflects the estate residential portion of Bressi Ranch.
3.0 PROPOSED SANITARY SEWER IMPROVEMENTS
Bressi Ranch Master Plan is serviced by two separate sewer collector systems: System A and
System B (see attached Exhibit A), which have been analyzed and approved under Tentative
Map CT 00-06 dated June 2002. Planning Area 11 will sewer into System B. This report will
address the sewer flows into System B.
4.0 ESTIMATED SEWAGE FLOW
Planning Area 11 proposes to develop 25 dwelling units, which will be serviced by proposed
sewer mains in El Fuerte Street and Greenhaven Drive.
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5.0 DESIGN CRITERIA
The criteria used in the design of the sewer system are established within the City of Carlsbad
design requirements. Standard Sewer System Design Criteria, May 1993. The following is a brief
summary from the above-mentioned standards:
Where D = Flow Depth, and d = pipe diameter:
8-inch diameter pipe:
1. Maximum Depth at Peak Flow = Vz pipe diameter (0.33 feet); or D/d < 0.50
2. Minimum Pipe Slope = 0.40%; desirable = 0.50%
3. Minimum Sewage Flow Velocity = 2 feet/second
4. Peaking Factor = 2.5
5. Residential Sewage Generated = 220 gallons/EDU/day
6. Pipe Roughness Coefficient 'n' = 0.011 for PVC pipe
7. Maximum sewer depth shall be 18 feet. Depths greater than 18 feet require approval from
the City Engineer.
6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS
The estimated flow for the Planning Area 11 sewer pipeline proposed for Bressi Ranch is shown
in Table 1. The flows generated in each pipeline reach are compared to the design criteria
described in Section 5.0.
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Table 1. Sewer System Design Flows and Calculations (Exhibit A) Page 1
PA-11 (SYSTEM A)
mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V
20-19 3 660 2.5 1650 0.0025542 0.0122 0.011 0.67 0.000741 0.031 0.07 0.031 0.08128
19-18 4 880 2.5 2200 0.0034056 0.0102 0.011 0.67 0.001081 0.04 0.0105 0.005 0.72252
18-14 6 1320 2.5 3300 0.0051084 0.0095 0.011 0.67 0.00168 0.04 0.0105 0.005 1.08378
17-16 4 880 2.5 2200 0.0034056 0.029 0.011 0.67 0.000641 0.025 0.005 0.002 1.5173
16-15 6 1320 2.5 3300 0.0051084 0.0455 0.011 0.67 0.000767 0.03 0.0069 0.003 1.64924
15-14 6 1320 2.5 3300 0.0051084 0.05 0.011 0.67 0.000732 0.03 0.0069 0.003 1.64924
14-11 12 2640 2.5 6600 0.0102167 0.0092 0.011 0.67 0.003413 0.065 0.02 0.009 1.13797
13-12 5 1100 2.5 2750 0.004257 0.006 0.011 0.67 0.001761 0.04 0.0105 0.005 0.90315
12-11 8 1760 2.5 4400 0.0068111 0.006 0.011 0.67 0.002818 0.045 0.0125 0.006 1.21384
11-10 20 4400 2.5 11000 0.0170279 0.0138 0.011 0.67 0.004645 0.075 0.0265 0.012 1.43141
10-9 21 4620 2.5 11550 0.0178793 0.1103 0.011 0.67 0.001725 0.055 0.0165 0.007 2.41388
9-7 23 5060 2.5 12650 0.019582 0.1044 0.011 0.67 0.001942 0.045 0.0125 0.006 3.48978
8-7. 2 440 2.5 1100 0.0017028 0.006 0.011 0.67 0.000704 0.03 0.0069 0.003 0.54975
7-6. 24 5280 2.5 13200 0.0204334 0.0575 0.011 0.67 0.002731 0.04 0.0105 0.005 4.33513
6-5. 25 5500 2.5 13750 0.0212848 0.006 0.011 0.67 0.008806 0.09 0.035 0.016 1.35473
5-4. 25 5500 2.5 13750 0.0212848 0.006 0.011 0.67 0.008806 0.09 0.035 0.016 1.35473
4-3. 25 5500 2.5 13750 0.0212848 0.006 0.011 0.67 0.008806 0.09 0.035 0.016 1.35473
3-2. 25 5500 2.5 13750 0.0212848 0.006 0.011 0.67 0.008806 0.09 0.035 0.016 1.35473
2-1. 25 5500 2.5 13750 0.0212848 0.01 0.011 0.67 0.006821 0.085 0.0325 0.015 1.45894
1-(4) 25 5500 2.5 13750 0.0212848 0.1039 0.011 0.67 0.002116 0.06 0.0192 0.009 2.46956
7.0 CONCLUSION
It was determined that an 8-inch PVC pipe is suitable to carry the service flow without exceeding
the criteria of depth of peak flow < V2 pipe diameter or D/d < 0.5. The pipes' minimum slope of
0.40% was maintained. Sewer depth ranges from 8 feet to 18 feet maximum. Depths greater than
18 feet require approval from the City Engineer.
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APPENDIX A
HANDBOOK OF HYDRAULIC TABLES
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HANOHOOK Of HYDR.VULICiS
Table 7-3. For Determining the \ ertical Distance g below the
Water Surfaee tx) the Center of Gravity of a Cross Section
of H Trapezoidal Channel
J depthof water O
hoUom~width"orcii,iniiol " !>' " tahulfttcrl
V - e;r>.
valuu. Tboii
H-l ! H-l
i
.Side slopcw of channel, ratio ol Iiorijontal to vortical
H-l
0.06 .400
.1 .408
.15 .407
.2 ! .406
,2.5 .49.1
.498 ,408
.40e .492
.404 .488
.492
.400
,48i5 ,1 .472
.iSjy! .4119
.481 I ,467
,'4 1 i 1-1 j IM- I 2-1 2H-1 3-1 4-1
.STK.\!)V (JSII-OUM FLOW IN OFKX CH.WVEl.S 7-'.\r,
Table 7-4. For Determining the Aroa a of the Cross Section of 11
Circular Conduit Flowing Part Full.
Let — ; , =" -r and < a - thc tiibulatini value. Ihcn a " Ca'.
D
d 1. .01 .02 .03 ,0., .0.1 .08' .07 .08 .00
.0 .0000 .0013 .OO.-i" .00«t .OIO.I .0147 .0192 .0342 .0394 .0360
.J .0400 .0470 ,0534 ,0000 .OlitjS .0739 .0811 .0885 .0981 .1039
,2 .1118 .1199 .,1281 .13I|S • .1449 .IMS .1823 .1711 .ISCK) .istio
,8 .1983 .2074 .2167 .22(M) .2,i.').1 .24.10 .2.148 .2043 ^.2739 .2830
.4 .2934 .3032 .3130 ..•i220 ..3S28 .3438 .3627 .3737
1
JS27
.6 .303 .4(XI .413 .42.^ .433 .443 .4S3 .403 .472 .482
.9 •^^ .aoe .S13 .521 ..VU .540 .SAO ..1,19 ..169 .578
.7^ jm .SOS-.fll*" -.033, .033 .040 .040 .657 .0«fi
J» .m\ .OSO .007 .704 .712' .71* .723 .732 .738
.0
\. . .
.7S0 .786 .761 .760 .771 .776 .770 .782 .784
Table 7-5. For Dotormining thc Hydraulic Radius r of the Cross
Section of a Circular Conduit Flowing Part Full
D Let _jS!S5*iL''l '*?*?L_ diameter of olwimol - ond Cr «• the tubulated valuo, Theu r = Crd.
fi-
li .00 .01 .02 .03 .04 .05 .06 ,07 .08 .09
.0 JOOO .007 .013 .030 ,026 .033 .030 Mb .051 .0.17
.1 .OSA .070 U>78 .081 .087 .093 .099 •W* .iio .115
.3 .m .IM aai ase .143 .147 .152 .18? .lAl .106
.3 .171 .176 .180 .m .ISO .103 ,198 .202 .200 .210
.4 .314 .318 .233 jm .320 .33i« .236 .240 .243 .247
...S .aso-.m Ma .362 .205 .268 .270 .27.?: .276
Jb .280 .im? .386 .388 .200 .293 .305
,T jm .398 .isd .901 .30^ .303 .30^ .304 ..304
.8 .3M .304 .304 .304 .303 .303 .k)3 .301 .asft. .!» ,206 .294 * .389 .388 .383 ,379 .274 .267>
7--G4 HA.NOHOOK OK HYDHAULICS
Table 7-13. Values of K for C'ircular Channels in the Fornuila
n
depth of water diameter of cbanAol
STEADY UNIKOU.M FLOW IN OPKN CHANNELS 7 ().')
Table 7-15. Values of K for Parabolic Channels iu the Formula
^ n
D - depth of w»t«r T - top width of channel
p
~d
1 .01 .02 i
.03 '
i
.ai i .03 i
.06 1 .07 .OS .09
.0 1,1.02 I0.,1fi 8..17 7.38 (•,„« 3.95 3.47 5.08 4.76
.1 4.49 4.2.1 4.(M 3.86 3.69 3.31 3.11 3.28 3.17 3.06
.2 2.96 2.87 2.79 2.71 2.63 2..IB 2.49 2.42 2.36 2.30
.3 2.23 2.20 2.14 2.00 2.05 2.00 !.»« 1.92 1.87 1.8-1
.4 1.80 1.70 1.72 1.09 1.66 1.112 1..W 1.30 1.53 1.60
.5 1.470 1.442 1.413 1.388 1.362 1.336 1.311 1.288 1.262 1.238
.0 1.213 1.192 1.170 1.148 1.126 1.103 1.084 1.06-1 1.043 1.023
.7 1.004 .984 .905 .947 .928 .910 .891 .874 .8.16 .838
.8 .821 .804 .787 .770 .733 .736 .720 .703 .687 .670
.9 .6,14 .637 .621 .004 .388 .571 ..1.13 ..135 .510 .496
1.0 ,463
Table 7-14. Values of K' for Circular Channels in the formula
, g = — Sis'. I n
X D — diipth of water d - diaiaottr of cliannul
D
d .00 .01 .02 1
.03 .04 .06 .06 .07 .08 .09.
.0 .00007 ,00031 .00074 .00138 .00222 ,00338 .00455 .00604 .00773
l .00967 .0118 .0142 .0167 .0195 .0226 .0257, r.0291 .0327 .0.386
.2 .0400 .0448 .0492 ,05a7» ,05851 .06.34 .0680 .0738 .0798 .0849
.3 .0907 .0960 .1027 ,1089 ;ii53-' .131$ ,1384 ,1353 .1420 .1490
.4 .1501 11633 .1705 .1779 .18^4 .1939 .2005 .2082 .2100 .3338
.6>; me. .239 .247 .25.1 .263 .371 .279 .487 .298 -.303
.« .310 .327 .33a ..<i43/ iso .3SS .890 .378 .380,
.7 .396 .403 .409 .410* J4SB. .441 .447
.8 .453-.4lS8 .403 .408 .473 .477 m. .483 . .491
.494 .400 .407 ^ .498 .498 .496 .494 .489 .483
1.0 .4GS