HomeMy WebLinkAboutCT 11-04; Quarry Creek; Sewer Study; 2015-04-18qjf>
Sewer Study
FOR
QUARRY CREEK
CT. 11-04
August 6, 2014
Revised April 8, 2015
Prepared By:
RECEIVED
APR 09 c::5
LAND DEVeLOPIVIENT
EMGINEERiNG
O'DAY CONSULTANTS
2710 Loker Avenue, Suite 100
Carlsbad, CA 92010
(760) 931-7700
J.N. 14-1006
Keith W. Hansen RCE 60223
Exp. 06/30/16
1
Table of Contents
Section Description Page No.
A. introduction
B. Project Description
Design Criteria
Conclusion
3
3
4
4
Exhibits
Exhibit A
Exhibit B
Appendices
Appendix A
Appendix B
Vicinity Map
Sewer Exhibit
Sewer System Calculations
City of Carlsbad Flow Rate Generation Factors
A. Introduction
This Sewer Study supports the design of proposed public sewer improvements associated with
Quarry Creek. Quarry Creek is located in the City of Carlsbad, south of State Route 78. Haymar
Drive and State Route 78 generally define the northerly boundary. The City of Oceanside
boundary defines the easterly boundary, the westerly boundary is bounded by undeveloped land,
and Calavera Hills community is to the south. Quarry Creek consist of 155.38 acres. Exhibit "A"
shows the vicinity map for the project.
B. Proiect Description
Quarry Creek proposes 636 residential units (Lot 1 thru Lot 4), community facilities (Lot 7) and
community recreation facilities (Lot 8) along with public infrastructure (e.g. streets, sewer, water
and storm drain, etc.). Exhibit "B" shows the proposed sewer improvements for Quarry Creek.
The proposed sewer will also collect future flows from three areas outside the Quarry Creek
Project. The first area is located along the southerly boundary, near Simsbury Court in the
Calavera Hills community. The second area is from an existing commercial development along
Marron Road in the City of Oceanside at the end of "A" Street. The third area is located along the
easterly boundary, at the end ofthe "Utility & Access Easement" in Lot 1, a sewer main is being
provided for future development of a parcel in the City of Oceanside.
Simsbury Court
A future sewer main will be constructed with the development of Quarry Creek in Simsbury Court
to route existing flows, from the existing Simsbury Lift Station that will be abandoned by the City
of Carlsbad, north to the southerly terminus of proposed sewer at the Simsbury Court centeriine.
Flows from Simsbury Lift Station are currently being directed to the south. Flows from the
Simsbury Lift Station are 805 EDU's.
Marron Road
The existing commercial development along Marron Road in the City of Oceanside, east of Quarry
Creek at the end of "A" Street, currently is served by a sewer that directs flows to a private sewer
lift station in Marron Road (Dwg. R12045). This sewer system pumps flows to a sewer main in
College Boulevard in the City of Oceanside. With the development of Quarry Creek, this private
sewer lift station could be abandoned, provided a flow exchange agreement is approved between
the Cities of Vista, Carlsbad and Oceanside. If an agreement is approved, then the City of
Oceanside would be allowed to connect to the proposed sewer in Street "A". A proposed 8-inch
sewer main will connect to an existing 8-inch sewer stub in Marron Road. The 203 EDU's
generated from the existing commercial development property is included in this sewer study.
Future Development of a Parcel in the Citv of Oceanside
A sewer main is being proposed at the end of the "Utility & Access Easement" in Lot 1 to provide
potential sewer service, if allowed by the City of Carlsbad, to an existing 4.10 acre parcel in the
City of Oceanside. The estimated 11 EDU's generated by the potential development ofthe parcel
is included in the Sewer Study.
A proposed sewer main will also cross Buena Vista Creek along Street "B" alignment. The
proposed sewer main will be suspended below a proposed bridge that crosses Buena Creek. The
proposed sewer main will be above the 100-year water surface elevation (See Sheet 9 of 14 of CT
11-04).
The proposed public sewer system for Quarry Creek will connect to an existing 36-inch sewer
main in Haymar Drive, MH#32 per City of Vista D-1981. Since the sewer main connects into a
Vista/Carlsbad Interceptor (VCl) segment, both the Cities of Vista and Carlsbad will need to enter
into an agreement and/or some other form of approval in order for the City of Carlsbad to obtain
capacity rights in the VCl segment owned by the City of Vista.
C. Design Criteria
Using the City of Carlsbad Flow Rate Generation factors, located in Appendix B:
A. A Peaking Factor of 2.5 is multiplied times the average demand to determine the Peak
Flow. Peak Flow = Average Demand x Peaking Factor
B. Existing Simsbury EDU's from the Simsbury Lift Station is 805 EDU's.
C. Existing EDU's from Marron Road is 203 EDU's (based on the conversion factor of 1 EDU
per 1,800 square feet (sf) of commercial building - existing 364,000 sf).
D. Potential for sewer services to City of Oceanside for an existing 4.1 acre parcel is 11 EDU's
(based on conversion factor of 40% improved pads to square footage of building and 1
EDU per 1,800 sf of building).
E. Proposed EDU's from Lot 1 thru Lot 4 generate 636 EDU's (based on CT 11-04).
Based on CT 11-04
(Lot 1-127 EDU's-7.11 acres)
(Lot 2 - 200 EDU's -11.15 acres)
(Lot 3 - 95 EDU's - 6.66 acres)
(Lot 4 - 214 EDU's -18.29 acres)
F. Proposed EDU's from community facilities (Lot 7 -1.34 acres) generate 21 EDU's
respectively (based on conversion factor of 40% improved pads to square footage of
building and 1 EDU per 1,800 sf of building).
G. Proposed EDU's from community recreation facilities (Lot 8 -1.27 acres) generate 13
EDU's respectively (based on conversion factor of 40% improved pads to square footage
of building and 1 EDU per 1,800 sf of building).
D. Conclusion
Based on sewer flow calculations in Appendix A, the depth to diameter ratio (D/d) is not more
than 0.5D/d, except for the sewer mains between MH #19 to MH #18, MH #18 to MH #17, and
MH #17 to MH #16, where the D/d is 0.52 or depth of flow is 5.2 inches in the 10 inch sewer main
pipe.
A minimum flow velocity of 2 feet per second (ft/s) is achieved in all but two ofthe proposed
sewer mains. Velocities of less than 2 ft/s occur in the easterly portions of the sewer main in the
"Utility & Access Easement" between the Stub to MH #7, and MH #7 to MH #6. The velocities in
these mains are estimated to be 1.9 ft/s.
EXHIBITS
PACIFIC
OCEAN
PACIFIC
OCEAN
VICINITY MAP
NO SCALE
APPENDIX A
Sewer System Calculations
Quarry Creek
Sewer Report
JN 14-1006
8-Apr-14
Pipe MH to
MH EDU
Average
Demand
(gpd)
Peaking
Factor
Peak Flow'^'
(gpd) Q(cfs)
Slope
(96) n
Diameter
(in) D/d r (3)
•-a
Area
Qd^sf)
Depth
(in) V(fps) Comments
Stub to 25 805 177,100 2.5 442,750 0.69 14.74 0.011 10 0.0327 0.180 0.0961 0.067 1.8 10.3 805 EDU's @ Simsbury Ct.
25 to 24 805 177,100 2.5 442,750 0.69 0.50 0.011 10 0.1705 0.420 0.3130 0.217 4.2 3.2
24 to 23 805 177,100 2.5 442,750 0.69 9.76 0.011 10 0.0406 0.200 0.1118 0.078 2.0 8.8
23 to 22 1019 224,180 2.5 560,450 0.87 0.52 0.011 10 0.2160 0.480 0.3727 0.259 4.8 3.4 Add 214 EDU's from Lot 4
22 to 21 1019 224,180 2.5 560,450 0.87 0.52 0.011 10 0.2160 0.480 0.3727 0.259 4.8 3.4
21 to 20 1019 224,180 2.5 560,450 0.87 3.51 0.011 10 0.0849 0.290 0.1890 0.131 2.9 6.6
20 to 19 1019 224,180 2.5 560,450 0.87 0.49 0.011 10 0.2238 0.490 0.3827 0.266 4.9 3.3
19 to 18 1019 224,180 2.5 560,450 0.87 0.40 0.011 10 0.2470 0.520 0.4130 0.287 5.2 3.0
18 to 17 1019 224,180 2.5 560,450 0.87 0.40 0.011 10 0.2470 0.520 0.4130 0.287 5.2 3.0
17 to 16 1019 224,180 2.5 560,450 0.87 0.40 0.011 10 0.2470 0.520 0.4130 0.287 5.2 3.0
16 to 10 1032 227,040 2.5 567,600 0.88 0.47 0.011 10 0.2287 0.496 0.3889 0.270 5.0 3.3 Add 13 EDU'S from Lot 8. Assume 40% Improved pad 1.27ac.
Stub to 15 224 49,280 2.5 123,200 0.19 1.02 0.011 8 0.0610 0.245 0.1492 0.066 2.0 2.9 Marron Road - Assume 203 EDU's based on 364,000sf Building
15 to 14 224 49,280 2.5 123,200 0.19 1.02 0.011 8 0.0610 0.245 0.1492 0.066 2.0 2.9 plus add Lot 7. Assume 40% Improved pad 2.13ac
14 to 13 224 49,280 2.5 123,200 0.19 3.62 0.011 8 0.0327 0.180 0.0961 0.043 1.4 4.5
13 to 12 224 49,280 2.5 123,200 0.19 7.11 0.011 8 0.0231 0.152 0.0753 0.033 1.2 5.7
12 to 11 319 70,180 2.5 175,450 0.27 4.44 0.011 8 0.0419 0.203 0.1142 0.051 1.6 5.3 Add 95 EDU's from Lot 3
11 to 10 319 70,180 2.5 175,450 0.27 7.76 0.011 8 0.0309 0.175 0.0923 0.041 1.4 6.6
10 to 9 1351 297,220 2.5 743,050 1.15 0.61 0.011 12 0.1626 0.409 0.3022 0.302 4.9 3.8
9 to 8 1351 297,220 2.5 743,050 1.15 0.41 0.011 12 ' 0.1967 0.455 0.3478 0.348 -5.5 3.3
8 to 4 1351 297,220 2.5 743,050 1.15 0.34 0.011 12 0.2168 0.481 0.3737 0.374 5.8 3.1
Stub to 7 138 30,360 2.5 75,900 0.12 0.50 0.011 8 0.0561 0.235 0.1407 0.063 1.9 1.9 Add future sewer service for parcel east of Lot 1 (11 EDU's)
7 to 6 138 30,360 2.5 75,900 0.12 0.50 0.011 8 0.0561 0.235 0.1407 0.063 1.9 1.9 Add 127 EDU's from Lot 1
6 to 5 338 74,360 2.5 185,900 0.29 2.00 0.011 8 0.0660 0.255 0.1579 0.070 2.0 4.1 Add 200 EDU's from Lot 2
5 to 4 338 74,360 2.5 185,900 0.29 2.00 0.011 8 0.0660 0.255 0.1579 0.070 2.0 4.1
4 to 3 1689 371,580 2.5 928,950 1.44 0.54 0.011 12 0.2160 0.480 0.3727 0.373 5.8 3.9
3 to 2 1689 371,580 2.5 928,950 1.44 0.46 0.011 12 0.2334 0.502 0.3950 0.395 6.0 3.6
2 to 32 1689 371,580 2.5 928,950 1.44 0.48 0.011 12 0.2320 0.500 0.3930 0.393 6.0 3.7
Footnotes:
1) Peak Flow = Average Demand x Peaking Factor
2) Table 7-14 from Handbook of Hydraulics for Solution of Hydraulic Engineering Problems, Brater and King, Sixth Edition
3) Table 7-4 from Handbook of Hydraulics for Solution of Hydraulic Engineering Problems, Brater and King, Sixth Edition
G:\141006\SewerStudy\14-1006-Swr-Stdy.xlsx Page 1 of 1
APPENDIX B
City of Carlsbad Flow Rate Generation Factors
5.
Flowrate Generation
1) An Equivalent Dwelling Unit (EDU) = 220 gal/day, Average Daily Flow (ADF)
2) For ADF less than 100,000 gal/day, a peaking factor (PF) of 2.5 multiplied
times the ADF shall be used to determine Peak Daily Flows (PDF). PDF =
ADF x 2.5
a) Residential: Single Family Residence = 1 EDU
b) Commercial Property: 1 EDU/1,800 ft^ (building space)
i) To convert raw land to square feet of building space, assume
30% coverage. This could vary significantly dependent
development constraints.
ii) To convert improved pads to square feet of building space,
assume 40% of coverage.
3) Industrial Property: 1 EDU/5,000 ft^ (warehouse space)
1 EDU/1,800 ft^ (office space)
a) To convert raw land to square feet of building space, assume 30%
coverage. This could vary significantly dependent issues such as
environmental restrictions.
b) To convert improved pads to square feet of building space, assume 40%
of coverage.
c) Assume 60% of building space is warehouse, and 40% is office space.
HORIZONTAL AND VERTICAL LAYOUT
A. Streets: See City of Carlsbad Standard Drawing No. GS-6 for location.
B. Alley: Main to centedine shall be a minimum of three feet (3') offset.
Private Street: Shall require special design and conditions. Easement shall be
20 feet minimum.
Horizontal Curve: SDR 35, PVC pipe may be curved horizontally through
longitudinal bending with the following limitation:
Pipe Diameter IMinimum Radius
(SDR 35) of Curvature
6-inch 150 feet
8-inch 200 feet
10-inch 250 feet
12-inch 300 feet
15-inch 375 feet
City Engineer shall approve curvatures for larger diameter pipe.
Volume 1 - Chapter 6
Page 3 of 8
Rev. 6/30/08