HomeMy WebLinkAboutCT 00-06; BRESSI RANCH MASTER; SANITARY SEWER RPT DWG # 400-8; 2003-03-01SANITARY SEWER REPORT
BRESSI RANCH RESIDENTIAL
CT 00-06, DWG NO. 400-8
CARLSBAD, CA
MARCH 2003
Prepared For:
LENNAR COMMUNITIES
c/o LENNAR BRESSI VENTURE, LLC
5780 Fleet Street, Suite 320
Carlsbad, CA 92008
Prepared By:
PROJECTDESIGN CONSULTANTS
PlAHNING • ENVIJtONMENlAl • IENGINHKRIHC •• SUR\'FI'/GPS
701 B Street, Suite 800, San Diego, CA 92101
619-235-6471 FAX 619-234-0349
Gregory <S27Shields I RCE 42951
Registration Expires 07/15/03
Job No. 2244.00
'|rrJa.C042951
\A Exp. 7/15/03 /
PreparedBy: KLM
Checked By: BDS
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 3-6
5.0 DESIGN CRITERIA 7
6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS 7-9
7.0 CONCLUSION 10
FIGURES
1 Location Map 2
TABLES
1 Total Equivalent Dwelling Units per Planning Area 4
2 Phase I Equivalent Dwelling Units Per Planning Area 5
3 Phase II Equivalent Dwelling Units Per Planning Area 6
4 Industrial Build-Out Projects 6
5 Sewer System Calculations - System A 8
6 Sewer System Calculations - System B 9
APPENDICES
A Handbook of Hydraulic Tables
B LFMP Non-Residential Build-Out Projections
C Unit Flow Generation Factors
ATTACHMENTS
Exhibit A - Sewer System
REPORT/2244SSR-RES.DOC
LO INTRODUCTION
This sanitary sewer report has been prepared to document the fmal design and supporting
calculations for the sewer system associated with the proposed development of Bressi Ranch
Residential within the City of Carlsbad, and in accordance with City of Carlsbad standards.
2.0 DESCRIPTION OF STUDY AREA
The Residential portion of the property, with a total acreage of approximately 455.6 acres, is
located southeast of the intersection of El Camino Real and Palomar Airport Road in the City of
Carlsbad, Califomia. Please refer to the location map on Page 2. The site consists of an irregular-
shaped piece of property bordered on the north by Gateway Center Drive, on the west by El
Camino Real, on the southwest and south by undeveloped property, and by the Rancho Carrillo
development to the east.
3.0 PROPOSED SANITARY SEWER IMPROVEMENTS
The site is divided into two separate sewer collection systems: System A and System B (see
attached Exhibit A). System A begins at El Fuerte Street and extends westerly and northerly in
Greenhaven Drive. It branches off and extends easterly on Gardengate Road. System A ties into
the existing El Fuerte Street system per Bressi Ranch CT 00-06. System B begins at Alicante
Road extending northerly to Town Garden Road. This system branches off at Town Garden
Road extending both east and west. System B will be sized to collect the sewer from the
anticipated industrial development immediately to the north and west of the Residential portion
per Bressi Ranch CT 00-06, as shown in Exhibit A. System B ties into the existing Alicante
Road system per Bressi Ranch CT 00-06.
REPORT/2244SSR-RES.DOC
PROJECT SITE
NTS
EL EUERTE
STREET
•MELROSE
DRIVE
POINSETTIA
LANE
PHASE I
FIGURE 1. LOCATION MAP
4.0 ESTIMATED SEWAGE FLOW
Bressi Ranch Residential proposes to develop 623 dwelling units, 130,000 square feet of
commercial/mixed use space, and 180,620 square feet of industrial/office space (see Appendix B
for Non-Residential Build-Out Projections), which will be serviced by proposed sewer mains in
El Fuerte Street and Alicante Road.
Bressi Ranch Residential will be designed to carry future Bressi Ranch Industrial. System B has
been designed to serve this future industrial space consistent with Bressi Ranch CT 00-06. In
order to provide adequate capacity of System B, the maximum future industrial square footage as
determined in the Bressi Master Plan has been converted to equivalent dwelling units (EDUs).
Per Table 5-1, Appendix C, the maximum conversion is 1,800 square feet equals one EDU. See
Tables 1 through 4 for the total EDUs per planning area.
REPORT/2244SSR-RES.DOC
TABLE 1: TOTAL EQUIVALENT DWELUNG UNiTS PER PLANNING AREA
PLANNING GENERAL PLAN NET AREA MAX. BLDG. S.F. RESIDENTIAL EQUIVALENT TOTAL
AREA DESIGNATION ACRES IDENTIFIED IN D.U. EDU'S EDU'S
BRESSI RANCH
MASTER PLAN*
1 Pi 2.5 36,970 -20 20
2 PI 23.8 351,950 -196 196
3 PI 47.0 695,027 -386 386
4 PI 44.0 650,664 -361 361
5 PI 27.7 409,623 -228 228
6 RM 11.5 -63 63
7 RIVIH 18.3 -94 94
8 RMH 18.6 -96 96
9 RLM 24.1 -66 66
10 RLM 26.9 -86 86
11 RLM 23.2 -25 25
12 RLH 21.4 -93 93
13 CF/P 13.6 138,000 -77 77
14 PI 1.1 16,267 -9 9
15 PH/L/CF 26.7 130,000 100 72 172
TOTAL 623 1,349 1,972
' Master Plan Identifiecl a total of 2,160,500 building square footage for Planning Areas 1-5 & 14.
The following table summarizes the building areas per Planning Area:
TABLE 2: RESIDENTIAL EQUIVALENT DWELLING UNITS PER PLANNING AREA
PLANNING GENERAL PLAN NET AREA M/\X. BLDG. S.F. RESIDENTIAL EQUIVALENT TOTAL
AREA DESIGNATION ACRES IDENTIFIED IN D.U. EDU'S EDU'S
BRESSI RANCH
MASTER PLAN*
1 PI 2.5 36,970 -20 20
2 PI 9.7 143,650 -80 80
6 RM 11.5 -63 63
7 RMH 18.3 -94 94
8 RMH 18.6 -96 96
9 RLM 24.1 -66 66
10 RLM 26.9 -86 86
11 RLM 23.2 -25 25
12 RLH 21.4 -93 93
15 PH/L/CF 26.7 130,000 100 72 172
TOTAL 623 172 795
' Master Plan identified a total of 2,160,500 building square footage for Planning Areas 1-5 & 14.
The following table summarizes the building areas per Planning Area:
TABLE 3: INDUSTRIAL EQUIVALENT DWELLING UNITS PER PLANNING AREA
PLANNING GENERAL PLAN NET AREA MAX. BLDG. S.F. RESIDENTIAL EQUIVALENT TOTAL
AREA DESIGNATION ACRES IDENTIFIED IN D.U. EDU'S EDU'S
BRESSI RANCH
MASTER PLAN*
2 PI 14.1 208,300 -116 116
3 PI 47.0 695,027 -386 386
4 PI 44.0 650,664 -361 361
5 PI 27.7 409,623 -228 228
14 PI 1.1 16,267 -9 9
TOTAL 0 1,100 1,100
* Master Plan identified a total of 2,160,500 building square footage for Planning Areas 1-5 & 14.
The following table summarizes the building areas per Planning Area:
TABLE 4: INDUSTRIAL BUILD OUT PROJECTIONS
Planning Net Area (Acres) Percent Total Building Sq. Ft.
Area Area
1 2.5 1.7% 36,970
2 23.8 16.3% 351,950
3 47.0 32.2% 695,027
4 44.0 30.1% 650,664
5 27.7 19.0% 409,623
14 1.1 0.8% 16,267
Total 146.1 100.00% 2,160,500
5.0 DESIGN CRITERIA
The criteria used in the design of the sewer system are estabUshed within the City of Carlsbad
design requirements. Standard Sewer Svstem 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. Maximiun Depth at Peak Flow = V2 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 15 feet. Depths greater than 15 feet require approval from
the City Engineer.
10-inch diameter pipe:
1. Maximum Depth at Peak Flow = Y2 pipe diameter (0.42 feet); or D/d < 0.50
2. Minimum Pipe Slope = 0.28%; desirable = 0.40%
3. Minimum Sewage Flow Velocity = 2 feet'second
4. Ratio Peak to Average Flow = 2.5
5. Residential Demand = 220 gallons/EDU/day
6. Roughness Coefficient 'n' = 0.011 for PVC pipe
7. Maximum sewer depth shall be 15 feet. Depths greater than 15 feet require approval from
the City Engineer.
6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS
The estimated flow in each reach of 39 sewer pipelines proposed for Bressi Ranch Residential
are shovwi in Tables 5 and 6 for sewer Systems A and B, respectively. The flows generated in
each pipeline reach are compared to the design criteria described in Section 5.0.
REP0RT/2244SSR-RES.D0C
Table 6 - Sewer System Design Flows and Calculations (See Exiiibit A)
SYSTEM B
Pipe AH to
: AH ' D.U Demand Peak
Factor
Q (Design) s ' ' 'n D(in) K D/d Ca A=Cad^ V(fl)s)
Pipe AH to
: AH ' D.U Demand Peak
Factor GPD CES D(in) K D/d Ca A=Cad^ V(fl)s)
38-37 34 7,480 2.5 18,700 0.029 0.040 0.011 8 0.0M7 0.0710 0.0247 0.0110 2.63
37-36 34 7,480 2.5 18,700 0.029 0.040 0.011 8 0.0047 0.0710 0.0247 0.0110 2.63
36-35 59 12,980 2.5 32,450 0.050 0.056 0.011 8 0.0069 0.0850 0.0322 0.0143 3.51
35-34 79 17,380 2.5 43,450 0.067 0.048 0.011 8 0.0100 0.1014 0.M17 0.0185 3.62
34-25 89 19,580 2.5 48,950 0.076 0.090 0.011 8 0.0082 0.0923 0.0364 0.0162 4.68
32-31 20 4,400 2.5 11,000 0.017 0.030 0.011 8 0.0032 0.0592 0.0188 0.0084 2.03
31-30 100 22,000 2.5 55,000 0.085 0.007 0.011 8 0.0321 0.1784 0.0949 0.0422 2.02
30-29 100 22,000 2.5 55,000 0.085 0.007 0.011 8 0.0321 0.1784 0.0949 0.0422 2.02
29-28 100 22,000 2.5 55,000 0.085 0.007 0.011 8 0.0321 01784 0.0949 0.0422 2.02
28-27 902 198,440 2.5 496,100 0.767 0.005 0.011 10 0.1942 0.4517 0.3445 0.2392 3.21
27-26 902 198,440 2.5 496,100 0.767 0.005 0.011 10 0.1942 0.4517 0.3445 0.2392 3.21
26-25 902 198,440 2.5 496,100 0.767 0.005 0.011 10 0.1942 0.4517 0.3445 0.2392 3.21
25-24 991 218,020 2.5 545,050 0.843 0.042 0.011 10 0.0736 0.2697 0.1708 0.1186 7.11
24-23 991 218,020 2.5 545,050 0.843 0.066 0.011 10 0.0589 0.2407 0.1455 0.1011 8.34
23-22 1077 236,940 2.5 592,350 0.916 0.060 0.011 10 0.0669 0.2568 0.1595 0.1108 8.27
REP\13255SSR.DOC
Table 5 - Sewer System Design Flows and Calculations (See Exhibit A)
SYSTEM A
Pipe AH to
;DU.;.-Demand Peak 0 (Design) S : n D(in) D/d Ca A=Cad^ V(fps)
AH ;DU.;.-Demand Fac-r GPD CFS S : n D(in) D/d Ca A=Cad^ V(fps)
42-41 37 8,140 2.50 20,350 0.031 0.045 0.011 8 0.0048 0.0718 0.0251 0.011 2.82
41-17 77 16,940 2.50 42,350 0.066 0.010 0.011 8 0.0213 0.1459 0.0710 0.032 2.08
40-39 25 5,500 2.50 13,750 0.021 0.026 0.011 8 0.0043 0.0679 0.0231 0.010 2.07
39-17 55 12,100 2.50 30,250 0.047 0.020 0.011 8 0.0109 0.1056 0.0443 0.020 2.38
21-20 50 11,000 2.50 27,500 0.043 0.032 0.011 8 0.0077 0.0898 0.0349 0.016 2.74
20-19 75 16,500 2.50 41,250 0.064 0.055 0.011 8 0.0088 0.0956 0.0383 0.017 3.74
19-18 100 22,000 2.50 55,000 0.085 0.025 0.011 8 0.0175 0.1328 0.0673 0.030 2.84
18-13 118 25,960 2.50 64,900 0.100 0.044 0.011 8 0.0155 0.1259 0.0572 0.025 3.95
17-16 132 29,040 2.50 72,600 0.112 0.020 0.011 8 0.0258 0.1603 0.0813 0.036 3.11
16-15 137 30,140 2.50 75,350 0.117 0.012 0.011 8 0.0345 0.1847 0.0998 0.044 2.63
15-13 137 30,140 2.50 75,350 0.117 0.010 0.011 8 0.0378 0.1931 0.1064 0.047 2.47
13-12 255 56,100 2.50 140,250 0.217 0.030 0.011 8 0.0407 0.2002 0.1119 0.050 4.36
12-11 262 57,640 2.50 144,100 0.223 0.029 0.011 8 0.0425 0.2045 0.1155 0.051 4.34
11-10 262 57,640 2.50 144,100 0.223 0.030 0.011 8 0.0421 0.2037 0.1148 0.051 437
10-9 285 62,700 2.50 156,750 0.242 0.036 0.011 8 0.0415 0.2021 0.1135 0.050 480
9-8 285 62,700 2.50 156,750 0.242 0.061 0.011 8 0.0319 0.1777 0.0944 0.042 5.78
8-7 345 75,900 2.50 189,750 0.293 0.055 0.011 8 0.0406 0.2001 0.1119 0.050 5.90
7-6 375 82,500 2.50 206,250 0.319 0.052 0.011 8 0.0454 0.2114 0.1211 0.054 5.93
6-5 405 89,100 2.50 222,750 0.345 0.076 0.011 8 0.0406 0.2000 0.1118 0.050 6.94
5-4 440 96,800 2.50 242,000 0.374 0.083 0.011 8 0.0422 0.2038 0.1149 0.051 7.33
4-3 440 96,800 2.50 242,000 0.374 0.080 0.011 8 0.0430 0.2057 0.1164 0.052 7.24
3-2 480 105,600 2.50 264,000 0.408 0.088 0.011 8 0.0448 0.2101 0.1200 0.053 7.66
2-1 480 105,600 2.50 264,000 0.408 0.025 0.011 8 0.0839 0.2882 0.1873 0.083 4.90
1 - Stub 520 114,400 2.50 286,000 0.442 0.019 0.011 8 0.1056 0.3247 0.2211 0.098 4.50
REP\I3255SSR.DOC
7.0 CONCLUSION
It was determined that an 8-inch and 10-inch PVC pipe was suitable to carry the service flow
without exceeding the criteria of depth of peak flow < '/2 pipe diameter or D/d < 0.5. The pipes'
mimmum velocity requirement of 2 fps was maintained, as well as the minimum slope of 0.40%.
Sewer depth ranges from 8 feet to 16 feet maximum. Depths greater than 15 feet require
approval from the City Engineer and use of C-900 pipe.
REPORT/2244SSR-RES.DOC 10
APPENDIX A
HANDBOOK OF HYDRAULIC TABLES
REPORT/2244SSR-RES.DOC
STEADY UNIFORM FLOW IN OPEN CHANNELS 7-35
Table 7-4. For Determining the Area a of Ihc Cross Section of a
Circul&r Conduil Flowing Part Full
^ deptb of wmter
diftmetcr of ehimnel • aod C. - the Ubulstcd rilue. Theo c - Cd'.
D
i .00 .01 .02 .03 .04 .OJ .08 .07 .08 .09
.0 .0000 .0013 .0037 .0068 .0103 .0147 .0192 .0242 .0294 .0350
.1 .0170 .0531 .0600 .0668 .0739 .0811 .0S3J .0961 .1039
.2 .1118 .1109 .1281 .1365 .1449 .1S3S .1623 .1711 .1800 .1890
.3 .tfi82 .2071 .2147 .2260 .iiii .2450 .2M6 .2642 .2739 .2836
.4 .2«34 J032 JI3a J22S J328 .3428 J527 J627 J727 J827
.t J»3 .403 .ill .423 .433 .443 .4i3 .462 .472 .482
.6 .<e2 .h02 .£12 .621 .631 .640 .SJO .JJ9 .J69 .578
.7 .m .I9S .MS .614 .623 .632 .640 .649 .657 .666
.8 .tn .Ul .CS9 .697 .704 .712 .719 .725 .732 .738
.S .Hi .740 .Tts .761 .766 .771 .774 .779 .782 .7&4
Tabic 7-H. Values of K' for Circular Channels in the Formula
Q = — rf54jH n
D depth of w&ler d — dUmcter of cbmooel
D
•f .00 .01 .02 .03 .04 .05 .06 .07 .08 .09
.0 .00007 .00031 .00074 .00138 .00.222 .00328 .00455 .00604 .00775
.1 .00967 .0118 .0142 .0167 .0195 .0225 .0257 .0291 .0327 .0366
.2 CM 06 .04 48 .0492 .0537 .0585 .0C34 .CK8« .0731 .07«3 .0849
.3 .0907 .0966 .1027 .1089 .1153 .1218 .1284 .1352 .1430 .1490
.4. .1561 .1633 .1705 .1779 .IB54 .1929 .2005 .2082 .2160 .2238
.5 .232 .239' .247 .255 .263 .271 .279 .287 .295 .303
.6 .3ri .319 .327 .335 .343 .350 .358 .366 .373 .380
.7 .388 .395 .402 .409 .416 .422 .429 .435 .441 .447
.8 .453 .458 .463 .468 .473 .477 .481 .485 .488 .491
.V .494 .496 ' .497 .498 .498 .498 .496 .4V4 .489 .483
1.0 .463
APPENDIX B
LFMP NON-RESIDENTIAL
BUILD-OUT PROJECTIONS
REPORT/2244SSR-RES.DOC
EXHIBIT 12
ZONE 17 - LFMP NON RESIDENTIAL BUILD OUT PROJECTIONS
GCNtRAL PLAN
LAND IISE
DESIGNATION
BRESSI RANCH
MASTER PLA.N
PLAMSING AREA
NCT
DEVELOPABLE
ACRES
NO*RESrD£NTlAL
LAND USC
lNTET<Sir»'
tSTlMATE
MAXfiVlUMSQ^rr.
ALl>OWEDBY
UNO usr
INTENSITY
MAXIMUM SQ.PT.
mE^mlPIED IN
BBESS1 RANCH
MA3TtR PLAN(l)P)
BUILDOUT
PROJECTIONS
m
EXISTING
sq.rr.
APPSOVID
SQ.rT
ESTIMATED
PLTURX
sq.rr,
(1) Thij col umn repissenu U»se non-r«)demi»t «jvart foou«ei irientiriol in th* Bfml Ranch Muter PUn. Exaci square footiges \tm not idattlOed for all ptannint
areas within Muier Plan Whett ihij occiffi. the maximam iqiMtt foo lage tllowtd wai ciloilated based on Orowth Manijemem procoiures.
(2) T>ie Build Oul Pro;ectioni b the m«t>ilmum tquare foou«9 allowed wUhin Zone 17 b»seiJ on *e areul Ranch Muier P>»n oi Orowth Muiajetnenl.
0) Total or2.160.500 »quare feet. whWh equato to I3.0O0 ADTtwed on *n mttirptlon of^OH Lighl lixJiisoisl. 40H ReseaTcli and Development and 20% Office. Thij
bmkdown or itsej was used for iruiric /mxiclins purpMo. The peft*ntit«i ol' the vaii«uj luet my itry at the lime of developmem as long D the tt^fTit Rentnted by
Ihe UIO io Plamiitj Anaj 1, 2. 3. 4 md 3 does not exceed 1S.000 ADT
(4) ReprtssnU Ihe portion of the RHAVCF zone ivailable for non-residential development. A minitnum of S.3 »cre» within the same planning area would be needed fot
lllf developnvert of IOO high denilty reiidemial units.
May 10 21102 DRAFT-Zone I7LFMP
APPENDIX C
UNIT FLOW GENERATION FACTORS
REPORT/2244SSR-RES.DOC
General
To convert Equivalent Dwelling Units to flow assume 220
gallons per day average flow.
Commercial Property
To convert raw land to square feet ofbuilding space assume
30 percent coverage.
To convert iraproved pads to square feet of building space
assume 40 percent coverage.
To convert square feet of a building to Equivalent Dwelling
Units assume 1,800 square feet per EDU.
Indostrial Property
To convert raw land to square feet ofbuilding space assume
30 percent coverage.
To convert improved pads to square feet ofbuilding space
assume 40 percent coverage.
To convert square feet ofbuilding to Equivalent Dwelling
Units assume 60 percent of space is warehouse and 40
percent is office. For warehouse space 5,000 square feet
equals one EDU and for office 1,800 square feet equals one
EDU.
46