HomeMy WebLinkAboutCT 2022-0003; CARLSBAD BY THE SEA SUMMERHOUSE; SEWER STUDY; 2023-08-01
9449 Balboa Avenue, Suite 270, San Diego, CA 92123 | 619.299.5550 | bwesd.com | 1 of 5
Structural Engineering Civil Engineering Land Surveying
Sewer Study
For
Carlsbad By The Sea Summer House
Prepared by
BWE, Inc.
9449 Balboa Ave, Ste 270
San Diego, CA 92123
Prepared For
City of Carlsbad
May, 2023
REVISED August, 2023
Structural En gineering C ivil En gineering La nd Surveying B\V E
established 1971
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Table of Contents
Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Page 3
Existing Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3
Proposed Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Page 3
Methodology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Page 3
Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4
Conclusion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 5
Appendices
A VICINITY MAP
B SEWER STUDY SITE PLAN
C ZONING MAP
D EDU TABULATION (EXISTING CONDITION)
E SEWER STUDY SUMMARY (EXISTING CONDITION)
F VELOCITY CALCULATIONS (EXISTING CONDITION)
G EDU TABULATION (PROPOSED CONDITION)
H SEWER STUDY SUMMARY (PROPOSED CONDITION)
I VELOCITY CALCULATIONS (PROPOSED CONDITION)
J EXCERPT FROM CITY OF CARLSBAD SEWER MASTER PLAN, 2019
K EXCERPT FROM CITY OF CARLSBAD ENGINEERING STANDARDS, VOLUME 1, 2022
L EXCERPT FROM CITY OF CARLSBAD VILLAGE & BARRIO MASTER PLAN, 2019
M EXCERPT FROM CITY OF CARLSBAD SEWER GIS MAP
N EXCERPT FROM CITY OF SAN DIEGO SEWER DESIGN GUIDE
O DWG 188-9 CITY OF CARLSBAD CONSTRUCTION PLANS FOR OCEAN STREET SEWER
IMPROVEMENT
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Introduction
The intent of this sewer study is to provide the City of Carlsbad with sewer flows that are anticipated to
be generated from the Carlsbad By The Sea Summer House project. The proposed project will
consolidate 5 contiguous lots and construct a new multilevel senior living building at 2710; 2720; 2730;
and 2740 Ocean St. The 0.62-acre site is in the multiple residential (R-15) zone (townhouses,
condominiums, and apartments at a density of up to 15 dwelling units per gross acre) per the City of
Carlsbad General Plan Land Use Map (See Appendix C for Zoning Map). The Carlsbad By The Sea
Summer House project will connect one (1) 6” PVC lateral to the existing 8” Extra Strength Vitrified Clay
Pipe (E.S.V.C.P) sewer main and abandon four (4) existing sewer laterals currently connected to the
main within the street southwest of the site.
Existing Conditions
There are two existing sewer mains in Ocean Street along the property frontage. The existing
E.S.V.C.P. sewer main at the proposed connection is an 8” inner diameter pipe with a slope of 0.3%.
The second existing sewer main (material unknown) runs in parallel with the 8” E.S.V.C.P. sewer main
in Ocean Street. Per the City of Carlsbad Sewer GIS Map (Appendix M), the sewer main that is the
subject of this study begins at the intersection of Carlsbad Blvd and Chestnut Ave and the sewer
tributary area ends at the intersection of Ocean St and Beech Ave. The portion of existing sewer main
that this sewer study is analyzing is approximately 3,200 feet in length. There are multiple connections
between the existing sewer mains at various manholes, as shown in record DWG 188-9 in Appendix
O. It is assumed that the manhole connections between the two existing sewer mains in Ocean Street
are situated in such a way that allows for equal flow sharing. Additionally, during Sewer Study review
meeting on July 25, 2023 after first submittal, Markus Mohrle indicated that City field crews observed
flow sharing. See Appendix B for Sewer Site Plan.
Proposed Conditions
The project proposes to connect one 6” PVC lateral to the existing 8” inner diameter sewer main. The
project also proposes to remove four (4) existing sewer laterals currently connected to the main. The
proposed building will generate approximately 679 DFU’s per calculations performed by the project
plumbing engineer.
Methodology
The flow calculations in this study were performed in accordance with Chapter 6 of the City of Carlsbad
Engineering Standards, Volume 1, 2022 Edition (Appendix K). Land use and zoning was determined
from the City of Carlsbad General Plan Land Use Map (Appendix C). The Land Use Map provides
ranges of land use density per acre for each zone. In order to be more conservative, the maximum
EDU/acre value would be used for each lot and would result in a higher total flow calculation. Using the
minimum EDU/acre value for each lot would result in a lower total flow calculation.
To provide an effective dwelling unit calculation that most accurately represents the current real world
conditions, the following methodologies were used:
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- Methodology A (Area based EDU calculation): For lots that still have room for development or
the exact residency cannot be determined based on available resources, an area based EDU
calculation was performed using allowable EDU/acres. When using this methodology, the
maximum EDU/acre value was used to reflect the maximum flow the lot could contribute if it was
fully built out.
- Methodology B (Precise EDU calculation): For lots that known residency could be determined,
EDU was calculated using City of Carlsbad Engineering Standards section 6.1.A.2.a and
6.1.A.2.b. To determine residencies, BWE utilized Google Maps, google web searches, aerial
imagery, and Redfin.
- Methodology Z: If a lot was undeveloped, it was removed from project scope, as it is not
presently contributing any flow to the sewer main at the time of the report.
The cumulative number of dwelling units within the existing dual sewer main tributary area was
determined by adding all individual dwelling units for each lot that is located within the tributary area.
The total dwelling units in each lot was calculated by using a combination of methodologies, as
described on page 3. The existing cumulative dwelling unit calculations can be found in the Dwelling
Unit Tabulation (Appendix D). The equivalent dwelling unit was then multiplied by 200 gal/day per
Section 6.1.A.1 of the City of Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K)
to obtain the average daily flow (ADF). For all lots with an ADF less than 100,000 gal/day, a peaking
factor (PF) of 2.5 is used to determine the peak daily flow (PDF) per Section 6.1.A.2 of the City of
Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K). Per section 6.5.A, the
velocities were calculated using peak dry weather flow. The cumulative PDF calculations can be found
in the Sewer Study Summary (Appendix E).
The equivalent peak daily flow (PDF) for the proposed building was calculated by converting the
estimated number of drainage fixture units provided by the project plumbing engineer (679 drainage
fixture units (DFU)) to equivalent dwelling units. Per the City of San Diego Sewer Design Guide
(Appendix N), 20 fixtures = 1 EDU. The DFU were converted to EDU and were then multiplied by 200
gal/day per Section 6.1.A.1 of the City of Carlsbad Engineering Standards, Volume 1, 2022 Edition
(Appendix K) to obtain the average daily flow (ADF). The ADF was then multiplied by the peaking
factor (PF) of 2.5 to obtain the peak dry weather flow
679 fixtures/20 fixtures = 33.95 EDU x 200 gal/day = 6,790 gal/day = 0.0146 cfs x 2.5PF = 0.0263 cfs
The existing lot is undeveloped, and therefore currently contributing 0 flow in the existing condition
analysis. The flow calculated for the proposed building was added to the tabulation shown in Appendix
G for the proposed condition analysis. The cumulative PDF calculations for the proposed condition can
be found in the Sewer Study Summary (Appendix H).
Results
It is anticipated that the Carlsbad By The Sea Summer House project will contribute roughly 34 EDU or
0.26cfs of new flow to the existing sewer system. AutoCAD Hydraflow Express was used to calculate
the depths and velocities in each existing 8” inner diameter pipe (existing and proposed condition). See
Appendix F and Appendix I for calculations.
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Existing Condition - Dual Sewer Pipe Calculations:
The calculations show that the existing peak dry weather flow of the upstream tributary area to the
existing 8” inner diameter sewer main is 0.439 cfs. Due to the understanding that the sewer mains in
Ocean Street are connected to allow for equal flow sharing, 0.220 cfs (half of the flow) was used for the
analysis. The ratio of pipe flow to pipe diameter (d/D) is 0.403 for the existing dual pipe condition. The
velocity is 1.64 feet per second (fps) in the existing condition.
Proposed Condition - Dual Sewer Pipe Calculations:
After adding the flow produced by the new project, the result is a peak dry weather flow of 0.467 cfs.
Due to the understanding that the sewer mains in Ocean Street are connected to allow for equal flow
sharing, 0.234 cfs (half of the flow) was used for the analysis. The ratio of pipe flow to pipe diameter
(d/D) is 0.418 for the proposed condition resulting from construction of the Carlsbad By The Sea
Summer House project. The velocity is 1.67 feet per second (fps) in the proposed condition.
Conclusion
Velocity:
The existing condition velocity in each existing pipe is estimated to be 1.64 fps. The proposed condition
with project flows will improve the velocity to an estimated flow of 1.67 fps.
Depth of Flow:
The ratio of pipe flow depth to pipe diameter (d/D) in each pipe in the proposed condition with project
flows is estimated to be 0.405, which is less than the maximum 0.5 per Section 6.5.C of the City of
Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K).
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9449 BALBOA AVE, STE 270
SAN DIEGO, CA 92123 619.299.5550
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General PlanLand Use Map
Updated August 2017
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P-C P-C
P-C
P-C
P-C
P-C P-C
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P-C
P-C
P-C
P-CP-C
P-C
P-C
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P-C
P-C
P-C P-C
P-C
P-C
P-C
P-C
P-C
P-M
P-M
P-M
P-M
P-M
P-M
P-M
P-M-Q
R-1
R-1
R-1
R-1
R-1
R-1
R-1
R-1
R-1
R-1
R-1
R-1
R-1R-1
R-1
R-1
R-1
R-1
R-1R-1
R-1
R-1
R-1
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R-1
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R-1-10000
R-1-10000
R-A-10000
R-1-10000R-1-10000
R-1-10000
R-1-10000-Q
R-1-15000
R-1-15000
R-1-25000
R-1-25000
R-1-8000
R-1-8000
R-1-9000
R-1-9500
R-1-Q
R-1
R-1-Q
R-1-Q
R-1-Q
R-1-Q
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R-3
R-3
R-3-Q
R-A-10000
R-A-10000
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RD-M
RD-M
RD-M
RD-M
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RD-M
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RD-M-Q
RD-M-Q
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R-1-10000
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RD-M-Q
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R-1-10000
R-1-8000
R-1-9000
R-1-10000
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RD-M
RD-M
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R-1-0.5-Q
R-1-0.5-Q
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RD-M-Q
RD-M-Q
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RD-M
R-1-10000
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RD-M
R-1
RD-M
R-A-10000
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C-2
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P-M/O
R-1-Q OS
RD-M-Q
R-1-10000
RD-MRD-M
OS
C-T
C-T
R-1
R-1-10000-Q
R-1-Q
C-2
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P-U
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RD-M
RD-M
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R-1
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R-1
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CR-A-OS
RD-M
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CAMINO VI D A R O BL E
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Zoning Map
Updated August 2017
J:\cbgis\products\planning\StandardMap\COMBO_ZONING_GPLU_CityHall36x60.mxd
0 1,500 3,000
Feet
0 1,500 3,000
Feet[
Zoning:
R-A, Residential Agriculture
R-E, Rural Residential Estate
R-1, One Family Residential
R-2, Two Family Residential
R-3, Multi Family Residential
RD-M, Residential Density - Multiple
RD-M/C-L, Res Density - Multiple/Local Shop. Center
RMHP, Residential Mobile Home Park
R-T, Residential Tourist
R-W, Residential Waterway
R-P-Q, Residential Professional
O, Office
C-L, Local Shopping Center
C-2, General Neighborhood Commercial
C-T, Commercial Tourist
RD-M/C-T, Comm Tourist/Res Density - Multiple
C-M, Heavy Commercial
M, Industrial
P-M, Planned Industrial
P-M/O, Planned Industrial/Office
P-U, Public Utility
V-R, Village Review
P-C, Planned Community
L-C, Limited Control
OS, Open Space
CR-A-OS, Cannon Road Agricultural Open Space
T-C, Transportation Corridor
General Plan Land Use
R-1.5, Residential 0-1.5 du/ac
R-4, Residential 0-4 du/ac
R-8, Residential 4-8 du/ac
R-15, Residential 8-15 du/ac
R-15/L, Residential 8-15 du/ac/Local Shopping Center
R-15/VC, Residential 8-15 du/ac/Visitor Commercial
R-15/O, Residential 8-15 du/ac / Office
R-23, Residential 15-23 du/ac
R-30, Residential 23-30 du/ac
V, Village
L, Local Shopping Center
L/CF, Local Shopping Center/Community Facilities
GC, General Commercial
VC, Visitor Commercial
VC/OS, Visitor Commercial/Open Space
R, Regional Commercial
PI, Planned Industrial
PI/O, Planned Industrial/Office
O, Office
P, Public
CF, Community Facilities
OS, Open Space
TC, Transportation Corridor
! ! ! ! ! ! ! !Coastal Zone
Highway
Major Street
Planned Street
Railroad
Lagoon
Right of Way
City Limits
Airport Influence Area
}} }} }} }}Review Area 1
! ! !! ! !! ! !! !Review Area 2 [
The Location of this Open Space boundaryshall be refined during the process to updatethe Carlsbad Local Coastal Program (LCPA 15-07).The boundary may be adjusted to more accuratelyreflect beach and bluff areas that are undevelopablepursuant to California Coastal Act and city policies.
Deferred Certification Area*
Beach Overlay Zone
Commercial Visitor Serving Overlay Zone
!!!!!!!!!!!!!!!!Coastal Zone**
Highway
Major Street
Planned Street
Railroad
Lagoon
Right of Way
City Limits
** The area depicted within the Coastal Zone constitutes the Carlsbad Local CoastalProgram Zoning Map.
* Within the deferred certification areas, the zoning classifications shown on this mapare not certified by the California Coastal Commission. Until a Local Coastal Programimplementation plan is certified by the California Coastal Commission for these areas,the California Coastal Commission retains authority to issue coastal developmentpermits for development on these properties. The California Coastal Commissionwill utilize the city's zoning, as shown on this map, as a guide when evaluatingproposed coastal development permits within these areas.
PACIFI
C
A
A
V
E
OCEAN ST
.
APPENDIX C
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APPENDIX D
EXISTING CONDITION EDU TABULATION
CARLSBAD BY THE SEA SUMMER HOUSE SEWER STUDY
Lot Identification-Existing Condition
Lot # per Exhibit
X ZONE REMARK AREA (SQFT)
AREA
(ACRE)EDU/ACRE Area Based
EDU
METHODOL
OGY USED RESIDECY #0.8 IF MULTI,
1.0 IF SINGLE
Calculated
EDU Notes/Assumptions
1 R-23 RESIDENTIAL 5404 0.12 23 -B 2 0.8 1.6
2 R-23 RESIDENTIAL 5522 0.13 23 -B 4 0.8 3.2
3 R-23 RESIDENTIAL 5198 0.12 23 -B 1 1 1
4 R-23 RESIDENTIAL 5417 0.12 23 -B 4 0.8 3.2
5 R-23 RESIDENTIAL 4607 0.11 23 -B 1 1 1
6 R-23 RESIDENTIAL 4396 0.10 23 -B 1 1 1
7 R-23 RESIDENTIAL 4581 0.11 23 -B 1 1 1
8 R-23 RESIDENTIAL 4165 0.10 23 -B 1 1 1
9 R-23 RESIDENTIAL 4105 0.09 23 -B 1 1 1
10 R-23 RESIDENTIAL 4276 0.10 23 -B 1 1 1
11 R-23 RESIDENTIAL 4449 0.10 23 -B 2 0.8 1.6
12 R-23 RESIDENTIAL 14112 0.32 23 -B 9 0.8 7.2 Condos/Villas. 9 units per property info web search
13 R-23 RESIDENTIAL 4631 0.11 23 -B 1 1 1
14 R-23 RESIDENTIAL 4529 0.10 23 -B 1 1 1
15 R-23 RESIDENTIAL 4477 0.10 23 -B 1 1 1
16 R-23 RESIDENTIAL 13184 0.30 23 -B 7 0.8 5.6 7 condo/units based on aerial images of garages
17 R-23 RESIDENTIAL 13022 0.30 23 -B 8 0.8 6.4 8 rooms in apartment complex per website
18 HOPS 57487 1.32 23 30.4 A -
19 HOPS 31179 0.72 23 16.5 A -
20 HOPS 15005 0.34 0.0 Z -
21 HOPS 5793 0.13 23 3.1 A -
22 HOPS 15894 0.36 23 8.4 A -
23 HOPS 10367 0.24 23 5.5 A -
24 HOPS 31664 0.73 0.0 Z -
25 HOPS 8092 0.19 23 4.3 A -
26 R-23 RESIDENTIAL 10105 0.23 23 -B 3 0.8 2.4 3 different units/addresses per redfin image
27 R-23 RESIDENTIAL 12201 0.28 23 -B 2 0.8 1.6
28 R-23 RESIDENTIAL 8531 0.20 23 -B 1 1 1 1 unit per google/bing images
29 HOSP 584 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
30 HOSP 602 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
31 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
32 HOSP 555 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
33 HOSP 551 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
34 HOSP 567 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
35 HOSP 559 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
36 HOSP 556 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
37 HOSP 571 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
38 HOSP 802 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
39 HOSP 728 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
40 HOSP 597 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
41 HOSP 583 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
42 HOSP 767 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
43 HOSP 825 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
44 HOSP 584 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
45 HOSP 551 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
1 of 3
CARLSBAD BY THE SEA SUMMER HOUSE SEWER STUDY
Lot Identification-Existing Condition
Lot # per Exhibit
X ZONE REMARK AREA (SQFT)
AREA
(ACRE)EDU/ACRE Area Based
EDU
METHODOL
OGY USED RESIDECY #0.8 IF MULTI,
1.0 IF SINGLE
Calculated
EDU Notes/Assumptions
46 HOSP 586 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
47 HOSP 695 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
48 HOSP 561 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
49 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
50 HOSP 562 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
51 HOSP 607 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
52 HOSP 651 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
53 R-23 RESIDENTIAL 9114 0.21 23 -B 1 1 1
54 R-23 RESIDENTIAL 12763 0.29 23 -B 1 1 1
55 R-23 4563 0.10 23 2.4 A -Beach entrance lot
56 R-23 RESIDENTIAL 8204 0.19 23 -B 1 1 1
57 R-23 RESIDENTIAL 9218 0.21 23 -B 2 0.8 1.6 Duplex per vrbo website
58 HOSP 628 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
59 HOSP 565 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
60 HOSP 546 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
61 HOSP 535 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
62 HOSP 551 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
63 HOSP 537 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
64 HOSP 698 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
65 HOSP 536 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
66 HOSP 561 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
67 HOSP 540 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
68 HOSP 573 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
69 HOSP 564 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
70 HOSP 581 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
71 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
72 HOSP 542 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
73 HOSP 570 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
74 HOSP 535 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
75 HOSP 572 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
76 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
77 HOSP 634 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
78 R-23 RESIDENTIAL 6447 0.15 23 -B 1 1 1
79 R-23 RESIDENTIAL 5753 0.13 23 -B 1 1 1
80 HOSP 15269 0.35 23 8.1 A -
81 HOSP 8488 0.19 23 4.5 A -
82 HOSP 7828 0.18 23 4.1 A -
83 HOSP 22552 0.52 23 11.9 A -
84 HOSP 6027 0.14 23 3.2 A -
85 HOSP 40848 0.94 23 21.6 A -
86 HOSP 15192 0.35 23 8.0 A -
87 HOSP 8284 0.19 23 4.4 A -
88 HOSP 19851 0.46 23 10.5 A -
89 HOSP 2179 0.05 23 1.2 A -
90 VC 52195 1.20 35 41.9 A -
2 of 3
CARLSBAD BY THE SEA SUMMER HOUSE SEWER STUDY
Lot Identification-Existing Condition
Lot # per Exhibit
X ZONE REMARK AREA (SQFT)
AREA
(ACRE)EDU/ACRE Area Based
EDU
METHODOL
OGY USED RESIDECY #0.8 IF MULTI,
1.0 IF SINGLE
Calculated
EDU Notes/Assumptions
91 R-23 RESIDENTIAL 7002 0.16 23 -B 1 1 1
92 R-23 RESIDENTIAL 10502 0.24 23 -B 1 1 1
93 R-23 RESIDENTIAL 31527 0.72 23 -B 20 0.8 16 20 unit apartment based on redfin
94 R-23 RESIDENTIAL 14871 0.34 23 -B 10 1 10 10 units based on redfin
95 R-23 RESIDENTIAL 6737 0.15 23 -B 11 1 11 11 units based on property website
96 R-23 RESIDENTIAL 12592 0.29 23 6.6 A Retirement housing. Not sure how many units
97 R-23 RESIDENTIAL 8399 0.19 23 -B 10 1 10 10 units per property website
98 HOSP 96842 2.22 23 51.1 A -
99 HOSP 94104 2.16 23 49.7 A -
100 R-23 RESIDENTIAL 12150 0.28 23 -B 1 1 1
101 R-23 RESIDENTIAL 14000 0.32 23 -B 1 1 1
102 R-23 RESIDENTIAL 7000 0.16 23 -B 1 1 1
103 R-23 RESIDENTIAL 700 0.02 23 -B 1 1 1
104 R-23 RESIDENTIAL 3500 0.08 23 -B 1 1 1
105 R-23 RESIDENTIAL 7000 0.16 23 -B 1 1 1
106 R-23 RESIDENTIAL 7000 0.16 23 -B 1 1 1
107 R-23 RESIDENTIAL 6075 0.14 23 -B 1 1 1
108 R-23 RESIDENTIAL 3375 0.08 23 -B 1 1 1
109 R-23 RESIDENTIAL 3375 0.08 23 -B 1 1 1
110 R-15 RESIDENTIAL 27003 0.62 15 -B 1 1 1
111 HOSP -B 67 0.8 53.6 Part of Carlsbad Inn Beach Resort
200 R-15 RESIDENTIAL 9230 0.21 -Z -
201 R-15 RESIDENTIAL 4762 0.11 -Z -
202 R-15 RESIDENTIAL 4750 0.11 -Z -
203 R-15 RESIDENTIAL 4738 0.11 -Z -
204 R-15 RESIDENTIAL 3434 0.08 -Z -
Sum of
Area Based
EDU
Sum of
Calc'd EDU
298 270
A
B
Z
Total EDU's Tributary to Ocean Street at Project Frontage
568
Calculated by acreage for lots that are still undevoloped, have room for development, or exact residency cannot be calculated at time of report
Calculated by exact residency per City of Carlsbad Engineering Standards section 6.1.A.2.a and 6.1.A.2.b
Removed from the scope of this project - currently undeveloped land contributing no EDU at the time of report
3 of 3
SHEET 1 OF 1
DATE 8/25/2023
REFER TO PLAN SHEET APPENDIX B
FOR:CARLSBAD BY THE SEA SUMMER HOUSE
BY:BWE, INC
LINE FROM TO
DWELLING UNITS (DU)
PER TABULATION
SEWAGE PER DU
PER DAY
(GPD)*
AVERAGE DAILY
FLOW
DRY WEATHER
PEAKING FACTOR**
PEAK DRY
WEATHER FLOW
(GPD)
PEAK DRY
WEATHER FLOW
(CFS)
LINE
DIAMETER (D)
(IN)***
EXISTING
SLOPE
(%)***
N-VALUE
****dn (IN) dn/D
VELOCITY
(FPS)REMARKS
8" Sewer
Main B A 568 200 113,600 2.50 284,000 0.439 8 0.3 0.013 4.8 0.60 1.97
The existing extra strength
vitrified clay sewer main has
an inner diameter of 8".
*
**
***
****
Existing sewer main diamter, size, and slope obtained from City of Carlsbad record drawing 188-9.
Manning's Roughness Coefficient per Table 4-1 of the City of Carlsbad Sewer Master Plan, 2019 (Appendix J).
SEWER STUDY SUMMARY (EXISTING CONDITION)
APPENDIX E: SEWER FLOW CALCULATIONS
1 Equivalent Dwelling Unit =200 gal/day per Section 6.1.A.1 of the City of Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K).
Peak Daily Flow calculated for lots less than 100,000 gal/day with a peaking factor of 2.5 per Section 6.1.A.2 of the City of Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K).
City of Carlsbad Project No. CT 2022-0003/CUP 2022-0014/CDP 2022-0047 (DEV2022-0063)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Aug 24 2023
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft) = 30.65
Slope (%)= 0.30
N-Value = 0.013
Calculations
Compute by:Known Q
Known Q (cfs) = 0.22
Highlighted
Depth (ft)= 0.27
Q (cfs)= 0.220
Area (sqft)= 0.13
Velocity (ft/s)= 1.64
Wetted Perim (ft) = 0.92
Crit Depth, Yc (ft) = 0.22
Top Width (ft)= 0.66
EGL (ft)= 0.31
0 1 2
Elev (ft)Section
30.00
30.50
31.00
31.50
32.00
Reach (ft)
APPENDIX G
PROPOSED CONDITION
EDU TABULATION
CARLSBAD BY THE SEA SUMMER HOUSE SEWER STUDY
Lot Identification-Proposed Condition
Lot # per Exhibit
X ZONE REMARK AREA (SQFT)
AREA
(ACRE)EDU/ACRE Area Based
EDU
METHODOL
OGY USED RESIDECY #0.8 IF MULTI,
1.0 IF SINGLE
Calculated
EDU Notes/Assumptions
1 R-23 RESIDENTIAL 5404 0.12 23 -B 2 0.8 1.6
2 R-23 RESIDENTIAL 5522 0.13 23 -B 4 0.8 3.2
3 R-23 RESIDENTIAL 5198 0.12 23 -B 1 1 1
4 R-23 RESIDENTIAL 5417 0.12 23 -B 4 0.8 3.2
5 R-23 RESIDENTIAL 4607 0.11 23 -B 1 1 1
6 R-23 RESIDENTIAL 4396 0.10 23 -B 1 1 1
7 R-23 RESIDENTIAL 4581 0.11 23 -B 1 1 1
8 R-23 RESIDENTIAL 4165 0.10 23 -B 1 1 1
9 R-23 RESIDENTIAL 4105 0.09 23 -B 1 1 1
10 R-23 RESIDENTIAL 4276 0.10 23 -B 1 1 1
11 R-23 RESIDENTIAL 4449 0.10 23 -B 2 0.8 1.6
12 R-23 RESIDENTIAL 14112 0.32 23 -B 9 0.8 7.2 Condos/Villas. 9 units per property info web search
13 R-23 RESIDENTIAL 4631 0.11 23 -B 1 1 1
14 R-23 RESIDENTIAL 4529 0.10 23 -B 1 1 1
15 R-23 RESIDENTIAL 4477 0.10 23 -B 1 1 1
16 R-23 RESIDENTIAL 13184 0.30 23 -B 7 0.8 5.6 7 condo/units based on aerial images of garages
17 R-23 RESIDENTIAL 13022 0.30 23 -B 8 0.8 6.4 8 rooms in apartment complex per website
18 HOPS 57487 1.32 23 30.4 A -
19 HOPS 31179 0.72 23 16.5 A -
20 HOPS 15005 0.34 0.0 Z -
21 HOPS 5793 0.13 23 3.1 A -
22 HOPS 15894 0.36 23 8.4 A -
23 HOPS 10367 0.24 23 5.5 A -
24 HOPS 31664 0.73 0.0 Z -
25 HOPS 8092 0.19 23 4.3 A -
26 R-23 RESIDENTIAL 10105 0.23 23 -B 3 0.8 2.4 3 different units/addresses per redfin image
27 R-23 RESIDENTIAL 12201 0.28 23 -B 2 0.8 1.6
28 R-23 RESIDENTIAL 8531 0.20 23 -B 1 1 1 1 unit per google/bing images
29 HOSP 584 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
30 HOSP 602 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
31 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
32 HOSP 555 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
33 HOSP 551 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
34 HOSP 567 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
35 HOSP 559 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
36 HOSP 556 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
37 HOSP 571 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
38 HOSP 802 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
39 HOSP 728 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
40 HOSP 597 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
41 HOSP 583 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
42 HOSP 767 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
43 HOSP 825 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
44 HOSP 584 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
45 HOSP 551 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
1 of 3
CARLSBAD BY THE SEA SUMMER HOUSE SEWER STUDY
Lot Identification-Proposed Condition
Lot # per Exhibit
X ZONE REMARK AREA (SQFT)
AREA
(ACRE)EDU/ACRE Area Based
EDU
METHODOL
OGY USED RESIDECY #0.8 IF MULTI,
1.0 IF SINGLE
Calculated
EDU Notes/Assumptions
46 HOSP 586 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
47 HOSP 695 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
48 HOSP 561 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
49 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
50 HOSP 562 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
51 HOSP 607 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
52 HOSP 651 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
53 R-23 RESIDENTIAL 9114 0.21 23 -B 1 1 1
54 R-23 RESIDENTIAL 12763 0.29 23 -B 1 1 1
55 R-23 4563 0.10 23 2.4 A -Beach entrance lot
56 R-23 RESIDENTIAL 8204 0.19 23 -B 1 1 1
57 R-23 RESIDENTIAL 9218 0.21 23 -B 2 0.8 1.6 Duplex per vrbo website
58 HOSP 628 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
59 HOSP 565 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
60 HOSP 546 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
61 HOSP 535 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
62 HOSP 551 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
63 HOSP 537 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
64 HOSP 698 0.02 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
65 HOSP 536 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
66 HOSP 561 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
67 HOSP 540 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
68 HOSP 573 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
69 HOSP 564 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
70 HOSP 581 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
71 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
72 HOSP 542 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
73 HOSP 570 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
74 HOSP 535 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
75 HOSP 572 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
76 HOSP 588 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
77 HOSP 634 0.01 23 -B 3 0.8 2.4 Part of Carlsbad Inn Beach Resort
78 R-23 RESIDENTIAL 6447 0.15 23 -B 1 1 1
79 R-23 RESIDENTIAL 5753 0.13 23 -B 1 1 1
80 HOSP 15269 0.35 23 8.1 A -
81 HOSP 8488 0.19 23 4.5 A -
82 HOSP 7828 0.18 23 4.1 A -
83 HOSP 22552 0.52 23 11.9 A -
84 HOSP 6027 0.14 23 3.2 A -
85 HOSP 40848 0.94 23 21.6 A -
86 HOSP 15192 0.35 23 8.0 A -
87 HOSP 8284 0.19 23 4.4 A -
88 HOSP 19851 0.46 23 10.5 A -
89 HOSP 2179 0.05 23 1.2 A -
90 VC 52195 1.20 35 41.9 A -
2 of 3
CARLSBAD BY THE SEA SUMMER HOUSE SEWER STUDY
Lot Identification-Proposed Condition
Lot # per Exhibit
X ZONE REMARK AREA (SQFT)
AREA
(ACRE)EDU/ACRE Area Based
EDU
METHODOL
OGY USED RESIDECY #0.8 IF MULTI,
1.0 IF SINGLE
Calculated
EDU Notes/Assumptions
91 R-23 RESIDENTIAL 7002 0.16 23 -B 1 1 1
92 R-23 RESIDENTIAL 10502 0.24 23 -B 1 1 1
93 R-23 RESIDENTIAL 31527 0.72 23 -B 20 0.8 16 20 unit apartment based on redfin
94 R-23 RESIDENTIAL 14871 0.34 23 -B 10 1 10 10 units based on redfin
95 R-23 RESIDENTIAL 6737 0.15 23 -B 11 1 11 11 units based on property website
96 R-23 RESIDENTIAL 12592 0.29 23 6.6 A Retirement housing. Not sure how many units
97 R-23 RESIDENTIAL 8399 0.19 23 -B 10 1 10 10 units per property website
98 HOSP 96842 2.22 23 51.1 A -
99 HOSP 94104 2.16 23 49.7 A -
100 R-23 RESIDENTIAL 12150 0.28 23 -B 1 1 1
101 R-23 RESIDENTIAL 14000 0.32 23 -B 1 1 1
102 R-23 RESIDENTIAL 7000 0.16 23 -B 1 1 1
103 R-23 RESIDENTIAL 700 0.02 23 -B 1 1 1
104 R-23 RESIDENTIAL 3500 0.08 23 -B 1 1 1
105 R-23 RESIDENTIAL 7000 0.16 23 -B 1 1 1
106 R-23 RESIDENTIAL 7000 0.16 23 -B 1 1 1
107 R-23 RESIDENTIAL 6075 0.14 23 -B 1 1 1
108 R-23 RESIDENTIAL 3375 0.08 23 -B 1 1 1
109 R-23 RESIDENTIAL 3375 0.08 23 -B 1 1 1
110 R-15 RESIDENTIAL 27003 0.62 15 -B 1 1 1
111 HOSP -B 67 0.8 53.6 Part of Carlsbad Inn Beach Resort
200 R-15 RESIDENTIAL 9230 0.21 -C 7 Front Porch Senior Living Manual Calculation
201 R-15 RESIDENTIAL 4762 0.11 -C 7 Front Porch Senior Living Manual Calculation
202 R-15 RESIDENTIAL 4750 0.11 -C 7 Front Porch Senior Living Manual Calculation
203 R-15 RESIDENTIAL 4738 0.11 -C 7 Front Porch Senior Living Manual Calculation
204 R-15 RESIDENTIAL 3434 0.08 -C 7 Front Porch Senior Living Manual Calculation
Sum of
Area Based
EDU
Sum of
Calc'd EDU
298 305
A
B
Z
C Calculated based on 679 Drainge FU. Factor of 1 EDU=20 DFU per City of San Diego Sewer Design Guide
Total EDU's Tributary to Ocean Street at Project Frontage
603
Calculated by acreage for lots that are still undevoloped, have room for development, or exact residency cannot be calculated at time of report
Calculated by exact residency per City of Carlsbad Engineering Standards section 6.1.A.2.a and 6.1.A.2.b
Removed from the scope of this project - currently undeveloped land contributing no EDU at the time of report
3 of 3
SHEET 1 OF 1
DATE 8/23/2023
REFER TO PLAN SHEET APPENDIX B
FOR:CARLSBAD BY THE SEA SUMMER HOUSE
BY:BWE, INC
LINE FROM TO
DWELLING UNITS (DU)
PER TABULATION
SEWAGE PER DU
PER DAY
(GPD)*
AVERAGE DAILY
FLOW
DRY WEATHER
PEAKING FACTOR**
PEAK DRY
WEATHER FLOW
(GPD)
PEAK DRY
WEATHER FLOW
(CFS)
LINE
DIAMETER (D)
(IN)***
EXISTING
SLOPE
(%)***
N-VALUE
****dn (IN) dn/D
VELOCITY
(FPS)REMARKS
8" Sewer
Main B A 603 200 120,600 2.50 301,500 0.467 8 0.3 0.013 4.92 0.615 2.01
The existing extra strength
vitrified clay sewer main has
an inner diameter of 8".
*
**
***
****Manning's Roughness Coefficient per Table 4-1 of the City of Carlsbad Sewer Master Plan, 2019 (Appendix J).
APPENDIX H: SEWER FLOW CALCULATIONS
SEWER STUDY SUMMARY (PROPOSED CONDITION)
1 Equivalent Dwelling Unit =200 gal/day per Section 6.1.A.1 of the City of Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K).
Peak Daily Flow calculated for lots less than 100,000 gal/day with a peaking factor of 2.5 per Section 6.1.A.2 of the City of Carlsbad Engineering Standards, Volume 1, 2022 Edition (Appendix K).
Existing sewer main diamter, size, and slope obtained from City of Carlsbad record drawing 188-9.
City of Carlsbad Project No. CT 2022-0003/CUP 2022-0014/CDP 2022-0047 (DEV2022-0063)
Channel Report
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Sewer Master Plan Update
City of Carlsbad
June 2019
APPENDIX J
Excerpt From
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Sewer Master Plan Update City of Carlsbad
3-16 | June 2019
not apparent during the December 2010 rainfall event. The RDII analysis used in the
2017 City of Vista Sewer Master Plan Update are also based on the December 2010
rainfall event.
The highest rate of RDII from upstream agencies was observed from the VWD collection
system to the VIS (EWA meter VA1). After the rainfall event in December 2010, flows
from VA1 took nearly 3 weeks to return to prior base flow levels. This indicates that the
Vallecitos collection system is subject to widespread infiltration defects. The peak RDII
rate from the December 2010 rainfall event is estimated at 13.4 mgd, and wastewater
flows during this event exceeded VWD's peak flow capacity ownership of 12.1 mgd for
the days of December 21-22, 2010.
Outside agency flows to the BIS are monitored by the EWA meters V2 and B2. Meter
V2 monitors flows from the City of Vista Raceway service area. Meter B2 monitors flows
from the Buena Creek Pump Station. Flows analyzed from EWA meters B2 and
V2 indicate a combined peak RDII flow rate to the BIS of approximately 6.8 mgd on
December 22, 2010.
Flows analyzed from EWA meter L1 indicate a peak RDII rate to the NB Interceptor of
approximately 6.5 mgd on December 22, 2010. The LWD 1999 Master Plan assumes a
peak PWWF rate of 5.3 mgd for the ultimate flow condition. Because the measured RDII
from LWD and the City of Encinitas through the L1 meter is higher based on more recent
flow data, a peak RDII rate of 6.5 mgd will be assumed for this Master Plan.
Table 3-4. Peak Hourly Rainfall-Induced Inflow and Infiltration Flow Rates from Upstream Agencies
Interceptor Inflow Meter Upstream Agency Peak RDII Flow Rate (mgd)
VIS VA1 VWD 13.4
Vista/ Carlsbad V1 City of Vista City of Oceanside 11.4
BIS V2, B2 City of Vista BSD 6.8
NBI L1 LWD City of Encinitas 6.5
Source: EWA flow meter data December 22, 2010
Notes:
BIS=Buena Interceptor; BSD=Buena Sanitation District; LWD=Leucadia Wastewater District; mgd=million gallons per day; NBI=North Batiquitos Interceptor; VIS=Vallecitos Interceptor; VWD=Vallecitos Water District
3.2 Flow Generation Factors
Flow generation factors were estimated based on available information including
planning information discussed in Section 1.3 and the flow meter data discussed in
Section 3.1. Two primary approaches were used to estimate flow generation factors
including a focused, land use based unit flow study approach using data from the
temporary flow meter studies to estimate generation rates for specific land use types in
homogenous areas of the system isolated by the temporary flow meters. Additionally, a
Sewer Master Plan Update
City of Carlsbad
June 2019 | 3-17
system-wide approach was used based on data from the permanent EWA flow meters
that developed average unit flow generation rates for the entire CSSA as well as the
three major interceptor basins. Finally, planning level flow generation factors were
developed based on the results of these flow studies.
3.2.1 Land Use Specific Unit Flow Studies
Unit flow studies were conducted for residential and commercial/ industrial land use
areas based on temporary flow meter data to characterize the magnitude of flow that
could be expected from future developments. Temporary flow meter locations were
chosen for each the residential and commercial/ industrial unit flow studies based on the
land use designations of the properties in the area tributary to the meters. Homogeneous
residential or commercial/ industrial areas were desired in order to characterize the flow
for each study without interference from other land use types. The following subsections
discuss the unit flow studies performed.
Residential Unit Flow Study
A unit flow factor analysis was conducted with wastewater flow data to determine flow
generation factors for use in future residential unit flow projections. Land use in the
upstream collection areas was reviewed for all temporary meters. The meter selected for
the residential unit flow study was meter 6B-4, which was monitored as part of the
2016 temporary flow meter study.
Meter 6B-4 was located in Vancouver Street near Hidden Canyon Community Park. The
tributary area is 100 percent residential and serves 227 detached single family units. The
residential properties in the tributary area total approximately 49 acres with lot sizes
ranging from 0.15 to 0.79 acres. Average dry weather flow for this area we recorded to
be approximately 34,500 gallons per day (gpd) per the 2016 flow monitoring study.
Wastewater flow meter data was compared and verified with water billing data over the
same flow metering period. Water billing data indicated a total potable demand of
approximately 62,400 gpd for the tributary area during the flow monitoring period.
Compared with the average metered flow for the area during this time period results in a
return to sewer rate of approximately 55 percent which is within the range expected for
detached single family homes with yards.
Average unit flow factors within the tributary area were then determined from non-rain
days and number of residential units within the service area. Unit flows per acre were
calculated to be approximately 700 gpd/ acre. Unit flows per single family residence were
calculated to be approximately 152 gpd/ equivalent dwelling unit (EDU). Unit density was
calculated to be 4.6 EDU/ acre.
The parameters and calculation results for this unit flow study are summarize in
Table 3-5. The flow generation rates used for planning are discussed in Section 3.2.3.
Sewer Master Plan Update City of Carlsbad
3-18 | June 2019
Table 3-5. Residential Unit Flow Analysis
Parameter Value Unit
Single Family Residential Parcels1 227 EDU
Single Family Area1 49 acres
Flow from Temporary Meter Data2 34,472 gpd
Water Demands3 62,363 gpd
Return to Sewer 55 %
Unit Flow per Acre 705 gpd/acre
Unit Flow per EDU 152 gpd/EDU
Dwelling Unit per Acre 4.6 EDU/acre
Notes:
1 Source: SANDAG Series 13 Planned Land Use shapefiles (10/2/2014)
2 Source: City of Carlsbad Sewer Flow Verification Study January 2016
3 Source: Carlsbad Municipal Water District 2016 Water Billing Database
EDU=equivalent dwelling unit; gpd=gallons per day
Commercial/Industrial Unit Flow Study Studies
A unit flow factor analysis was conducted with wastewater flow data to determine flow
generation factors for use in future commercial/ industrial unit flow projections. Land use
in the upstream collection areas was reviewed for all temporary flow meters. The meter
selected for the commercial/industrial unit flow study was meter 31A-12, which was
monitored as part of the 2018 temporary flow meter study.
Meter 31A-12 was located in a parking lot in the northwest corner of Palomar Airport
Road and Loker Avenue. The tributary area for this meter includes the businesses
located off Loker Avenue. This area is 100 percent commercial/ industrial including
primarily light industrial and office buildings totaling approximately 146 acres. Average
dry weather flow for this area we recorded to be approximately 40,600 gpd per the
2016 flow monitoring study.
Wastewater flow meter data was compared and verified with water billing data over the
same flow monitoring period. Water billing data indicated a total potable demand of
approximately 44,500 gpd for the tributary area during the flow monitoring period.
Compared with the average metered flow for the area during this time period results in a
return to sewer rate of approximately 90 percent, which while high is within the range that
can be expected for office and light industrial customers, especially if there are separate
accounts for landscape irrigation.
Water billing data was also used to estimate EDU values for the tributary area using the
standardized method for calculating EDUs for sewer billing purposes. This method
assumes a return to sewer ratio of 80 percent and a sewer generation rate of 220 gpd/
EDU. Applying this formula to the potable demand for the tributary area from the water
billing data results in approximately 178 EDUs.
Sewer Master Plan Update
City of Carlsbad
June 2019 | 3-19
Average unit flow factors within the tributary area were then determined from non-rain
days and number of residential units within the service area. Unit flows per acre were
calculated to be approximately 278 gpd/ acre. Unit flows per single family residence were
calculated to be approximately 228 gpd/ EDU. Density was calculated to be 1.2 EDU/
acre.
The parameters and calculation results for this unit flow study are summarized in
Table 3-6. Based on the current Carlsbad flow rate generation criteria, industrial parcels
are assumed to be 4.5 EDU/ acre which is over times as conservative as the density
calculated as part of this unit flow study.
Table 3-6. Commercial Unit Flow Analysis
Parameter Value Unit
Calculated EDUs1 178 EDU
Industrial Park Area2 146 acres
Flow from Temporary Meter Data3 40,571 gpd
Water Demands4 44,535 gpd
Return to Sewer 91 %
Unit Flow per Acre 278 gpd/acre
Unit Flow per EDU 228 gpd/EDU
Dwelling Unit per Acre 1.2 EDU/acre
Notes:
1 Commercial/ Industrial EDUs calculated from water billing data as Water Use (gallons) X 0.80 Return to Sewer Ratio/ 220 gpd/EDU
2 Source: SANDAG Series 13 Existing Land Use shapefiles (10/2/2014)
3 Source: City of Carlsbad Sewer Flow Verification Study January – March 2016
4 Source: Carlsbad Municipal Water District 2016 Water Billing Database
EDU=equivalent dwelling unit; gpd=gallons per day
3.2.2 System Wide and Major Basin Equivalent Dwelling Unit
Calculation
Flow studies were conducted to estimate a system-wide unit flow factor for the average
flow per EDU. The studies were based on data from the permanent EWA flow meters
and focused on CSSA areas tributary to the EWA interceptors, including V/C, NBI, BIS,
and VIS. Because of the proximity of the BIS and VIS and the similarity of land use
types, these two basins are evaluated as a single basin. These basins are shown on
Figure 3-11.
Monthly flow reports are compiled by EWA that document estimated flows from member
service areas based on data from the permanent EWA flow meters. These monthly flow
reports, provided in Appendix C-1, Encina Wastewater Authority Flow Meter Data
Reports, include calculations for each of the three major CSSA basins. For Carlsbad, the
EDU estimates for each of the major CSSA basins are based on the formula shown in
Table 3-7.
Sewer Master Plan Update City of Carlsbad
3-20 | June 2019
The year chosen to represent current system flows for this Master Plan update is
2014, as discussed in Section 3.1.1. Flow generation factors for the three major CSSA
basins were calculated based on 2014 ADWF values and EDU counts from the
December 2014 EWA monthly flow report. The resulting generation rates are shown in
Table 3-8. The calculated flow generation rates for each basin vary from 108 gpd/EDU
for the V/C basin to 236 gpd/EDU for the Buena, Vallecitos basin. The overall average
generation rate for the CSSA system is 140 gpd/EDU.
The variation in generation rates between the basins could be due to several factors
including EDU estimates, land use types, and return to sewer rates for the different areas
of the system. The V/C basin is comprised primarily of detached single family residences
that might have a lower sewer generation rate due to lower population density than
estimated by the EDU density calculations and a lower return to sewer ration due to
more outdoor irrigation. The Buena, Vallecitos basin includes many businesses that may
have higher return to sewer ratios and underestimated EDU values. The North Batiquitos
basin includes many single family homes with smaller yards that might represent a
higher EDU density and larger return to sewer ratio.
The planning level EDU generation rate is discussed in the following section.
Table 3-7. Formula for Calculating Carlsbad Sewer Service Area Flows from Encina Wastewater Authority Flow Meter Data
Carlsbad Flow = (C3-V1) + (B1-(B2 + V2)) + (C1-VA1) + (C2-L1)
Interceptor Tributary Area Vista Carlsbad Buena Vallecitos North Batiquitos
Study Basin Vista Carlsbad Buena, Vallecitos North Batiquitos
Table 3-8. Flow Rate Calculations per Basin
Study Basin Vista Carlsbad Buena, Vallecitos North Batiquitos CSSA Total
Flow (mgd) 3.42 2.14 0.68 6.24
EDU 31,784 9,081 3,632 44,497
Generation Rate (gpd/EDU) 108 236 187 140
Notes:
CSSA=Carlsbad sewer service area; EDU=equivalent dwelling unit; gpd=gallons per day; mgd=million gallons per day
Sewer Master Plan Update
City of Carlsbad
June 2019 | 3-21
Figure 3-11. Major Flow Monitoring Basins
Flowmeters
• Permanent Flowmeters
Interceptor System
-Gravity Mains
-Force Mains
-Siphon
·-Other Agency Facilities
Collection System
Gravity Mains
Basin Boundaries
-Buena, Vallecitos CiCarlsbad Sewer Service Area
• North Batiquitos
•Vista Carlsbad
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Sewer Master Plan Update City of Carlsbad
3-22 | June 2019
3.2.3 Planning Level Flow Generation Factors
Planning level flow generation rates were updated including unit flow factors and land
use based flow factors.
Unit Flow Factors
Because of the variance in calculated generation rates, a conservative approach for
choosing an EDU generation rate for planning purposes must be conservative enough to
reasonably represent all areas of the system. 2012 Master Plan, which relied on
historical data up to 2009, used 220 gpd/EDU as the planning generation rate for that
study. As discussed in Section 3.1.1, CSSA sewer generation has decreased since
approximately 2011 with current flows equaling approximately 85 percent of the flow
volume seen in 2009.
To maintain the same conservative approach used in previous versions of this Master
Plan, a planning level flow generation factor of 200 gpd/EDU was used. This planning
number represents a 10 percent decrease from the 220 gpd/EDU planning number used
in the 2012 Master Plan. This is a conservative approach considering CSSA sewer flows
have decreased by 15 percent when compared with the data used for the 2012 Master
Plan.
This value is also in line with planning generation factors used by other agencies in the
area. Example of flow factors used for design of sewer systems by other north San Diego
County agencies at the time of this study:
• 200 gpd/EDU for the City of Solana Beach
• 205 gpd/EDU for the City of Vista and BSD (recently reduced from 220 gpd/EDU in
the Vista Master Plan 2016 Update)
• 215 gpd/EDU for the City of Encinitas and Leucadia
• The VWD 2018 Master Plan bases flow generation primarily on acreage, but the
equivalent generation rate for single family residential land use ranges from 188 to
375 gpd/EDU.
The City of San Diego Water & Sewer Design Guide recommends the use of 80 gallons
per capita per day, which equates to 197 gpd/EDU for the City of Carlsbad (based on
2.46 persons per household). Based on these comparisons and the calculated unit flow
rate for current conditions, the flow generation rate of 200 gpd/EDU is considered to be
appropriately conservative for flow projections in this master plan update.
To maintain the same approach used in previous versions of this Master Plan, planning
unit flow factors from the 2012 Master Plan were adjusted to reflect the 200 gpd/EDU
flow generation factor. The updated factors are shown in Table 3-9. Table 3-9 reflects the
unit flow factor of 200 gpd/EDU for low to mid density residential. A lower unit flow factor
of 160 gpd (80 percent of 200 gpd/EDU) is applied to multi-family residential customers.
A non-residential land use flow factor of 800 gpd per 10,000 square feet of building area
is applied to commercial and industrial development projections as was done in the
2012 Master Plan. It is noted that projections made using this factor are based on a mix
of development types in existing business/industrial parks and may not be representative
Sewer Master Plan Update
City of Carlsbad
June 2019 | 3-23
of smaller areas with a single land use type. Flow projections for future schools, resort
hotels, and the LEGOLAND Water Park are based on EDU conversions documented in
the Carlsbad Municipal Code (Table 13.10.020c).
Table 3-9. Wastewater Unit Flow Factors
Land Use Category Unit Flow
Residential Low to Med-High Density 200 gpd/EDU
Residential High Density (Apartments) 160 gpd/EDU
Commercial 730 gpd/10k sqft
Industrial 730 gpd/10k sqft
School 6.66 gpd/student
Hotel 120 gpd/room
Water Park (LEGOLAND) 3,400 gpd/acre
Notes:
EDU=equivalent dwelling unit; gpd=gallons per day
Land Use Flow Factors
Flow factors based on land use type and overall acreage were also updated using
existing land use data and information from the Carlsbad water and sewer billing
database.
Flow factors were calculated by first estimating the equivalent density of the major land
use types listed in the billing database (including single family and multi-family
residential, commercial, and institutional) by calculating EDU/acre values. Existing land
use information was based on GIS data from SANDAG Series 13 Existing Land Use
shapefiles (updated October 2014). Existing acreage was calculated by identifying
parcels with sewer service and calculating total acreage for each land use type. EDU
values were estimated using the Carlsbad water and sewer billing database. Single
family residential accounts were assigned one EDU. For multi-family facility accounts,
the database lists the number of units. These number of units were converted to EDUs
by applying a factor of 0.8 as discussed in the previous section. EDU values for
non-residential accounts were calculated based on water used based on the equation
used for sewer billing (Water Use Rate gpd * 0.8 Return to Sewer Ratio / 220 gpd/EDU).
The resulting EDU/acre values are shown in Table 3-10.
The EDU/acre density values in Table 3-10 were compared with the equivalent density
values from the Carlsbad Engineering Standards Volume 1, Chapter 6, Section 4E
(2/16/2016). The most conservative EDU density values for each land use type were
chosen and are listed in Table 3-11. These values were then used to calculate
generation rates per acre based on the 200 gpd/EDU planning value. The generation
rates per acre values are also shown in Table 3-11.
Sewer Master Plan Update City of Carlsbad
3-24 | June 2019
Table 3-10. Calculated Equivalent Dwelling Unit Densities per Land Use Type
Land Use Group Total EDUs1 Area (acres)2 Density (EDU/acre)
Single Family 23,082 3,871 6.0
Multi Family 9,011 667 13.5
Commercial 11,760 2,117 5.6
Institutional 644 294 2.2
Total 44,497 6,949 6.4
Source: SANDAG Series 13 Existing Land Use shapefile (10/2/2014)
Notes:
1 Calculated from Carlsbad water and sewer billing database
2 Only includes parcels with sewer service.
Table 3-11. Sewer Generation Rates per Acre
Land Use Density (EDU/acre) Generation Rate (gpd/acre) Source
Rural Residential 6 1,195 Billing Database1
Single Family 6 1,195 Billing Database1
Multi Family 13.5 2,160 Billing Database1
Mobile Home 13.5 2,160 Billing Database1
Group Quarters Facility 7.3 1,450 Engineering Standards2
Hotel/Motel 7.3 1,450 Engineering Standards2
Industrial 4.5 895 Engineering Standards2
Commercial 7.3 1,450 Engineering Standards2
Government/Office 7.3 1,450 Engineering Standards2
Public Services 7.3 1,450 Engineering Standards2
Healthcare 7.3 1,450 Engineering Standards2
Schools 2.2 395 Billing Database1
Mixed Use 7.3 1,450 Engineering Standards2
Notes:
1 Billing database calculation discussed in this section
2 Carlsbad Engineering Standards Volume 1, Chapter 6, Section 4E (2/16/2016)
EDU=equivalent dwelling unit; gpd=gallons per day
Sewer Master Plan Update City of Carlsbad
4-10 | June 2019
4.2 Design Criteria
The City of Carlsbad General Engineering Standards, Volume I, Chapter 6, Design
Criteria for Gravity Sewer Lines and Appurtenances, provides design guidelines for the
design of sewer gravity mains, lift stations, and forcemains. New sewer improvement
plans must be reviewed and approved by the City Engineer.
4.2.1 Engineering Standards Design Criteria
The design criteria from City’s Engineering Standards are shown in Table 4-1. Criteria to
be reconsidered in this Master Plan update, highlighted in Table 4-1, include sewer
generation rates, as lower water demands per capita due to voluntary and mandated
water conservation measures are also reflected in lower wastewater flows.
Table 4-1. Sewer Design Criteria
Parameter Engineering Standard Criteria (Volume 1, Chapter 6) Recommended Revised Criteria
Sewer Generation Rate
Residential, Single Family 220 gpd/EDU 200 gpd/EDU
Residential, Multi- Family 176 gpd (80 percent of 220 gpd/EDU) 160 gpd (80 percent of 200 gpd/EDU)
Commercial, Industrial or Institutional
Flow projections for future schools, resort hotels, and certain industrial uses are based on EDU conversions documented in the Carlsbad Municipal Code (Table 13.10.020c).
No change
Peak Daily Flow Factor 2.5 x Average Daily Flow No change
d/D Ratio for Gravity Mains
For sewer mains ≤ 12-inch 0.50 at peak hour dry weather flows No change
For sewer mains > 12-inch 0.75 at peak hour dry weather flows No change
For all sewer mains 0.90 at peak hour wet weather flows No change
Manning's Roughness Coefficient
For PVC-lined pipes in the V/C 0.012 No change
For all other pipes 0.013 No change
Velocity for Gravity Mains
Minimum allowable velocity 2 feet per second No change
Maximum allowable velocity 12 feet per second No change
Velocity for Force Mains
Minimum allowable velocity 2.5 feet per second No change
Maximum allowable velocity 8 feet per second No change
Notes:
d/D=depth-to-diameter ratio; EDU=equivalent dwelling unit; V/C=Vista/Carlsbad
Sewer Master Plan Update
City of Carlsbad
June 2019 | 4-11
The most important evaluation criteria for gravity sewers is the depth of flow, which is
calculated in the hydraulic model based on Manning's Equation. The capacity of each
gravity sewer is based on the relative depth of flow within the respective pipeline reach.
Sewer interceptors are not typically designed to flow full, as unoccupied space at the top
of the pipe is required for conveyance of sewage gasses and to provide contingent
capacity for wet weather inflow and infiltration. Interceptor sizing is typically based on the
pipeline flowing 75 percent full at the PWWF if the pipe is larger than 12-inches in
diameter (D/d = 0.75). If the pipeline is 12-inches in diameter or smaller, a D/d factor of
0.50 is used.
Friction factors for pipelines are a required input to the model. The factors vary with the
material and the age of the pipe. A roughness factor as indicated by a Manning’s'
coefficient ("n") of 0.013 is typically used to evaluate existing interceptors and for
projection of future sizing needs. Previous studies have shown that this value typically
accounts for most pipe roughness, joints, and fouling that occur after several years of
operation. At the direction of City staff, a Manning's coefficient of 0.012 was used in the
evaluation of the PVC-lined RCP and centrifugally cast fiberglass reinforced plastic
mortar pipeline sections of the V/C installed in 2002 (reaches VC5 through VC11A).
In the design of sewer lift stations, it is required that spare pumping units be included for
mechanical reliability. A wastewater facility must be capable of conveying PWWFs with
the largest operating unit out of service. Lift stations are typically equipped with a
minimum of two pumps and have a secondary or emergency power source, consisting of
either installed generators or a connection for a portable generator. Forcemains are
evaluated based on maintenance of a minimum or maximum allowable flow velocity,
varying between 2.5 and 8.0 feet per second. Velocities less than 2.5 feet per second
can result in deposition in the forcemain, while velocities greater than 8.0 feet per second
can damage the pipeline through excessive abrasion.
4.2.2 Existing System Capacity Evaluation Criteria
As stated in the previous section, the design criteria for gravity sewers provides
unoccupied space at the top of the pipe for conveyance of sewage gasses and to provide
contingent capacity for wet weather inflow and infiltration. In this Master Plan, the PWWF
analysis assumes peak I&I rates coincide with the peak dry weather flow, and the
duration of the PWWF condition is brief. When gravity pipelines are evaluated to
determine if there is adequate capacity under the PWWF condition, a separate pipeline
evaluation criteria is often used to determine the permissible flow level before the
pipeline should be upsized. This criteria is often referred to as "trigger" criteria.
The 2012 Sewer Master Plan used a design storm from 2005 to estimate inflow and
infiltration during wet weather flows. The 1.5 inch rainfall event on Wednesday, February
23, 2005 was therefore selected as the basis for PWWF. For this 2018 Master Plan
update, the December 2010 storms will be used as the basis for PWWFs. This storm
was a 10-year design storm event and is consistent with the assessment by the City of
Vista in its 2017 Comprehensive Sewer Management Plan, which shares sewer
interceptor systems that convey wastewater to the EWPCF. In addition, the 2012 Sewer
Master Plan allowed for gravity sewers to flow up to 90 percent full under PWWF
conditions before improvement projects were required. This same approach was used in
the 2018 Master Plan Update for the large diameter interagency interceptor gravity
Sewer Master Plan Update City of Carlsbad
4-12 | June 2019
mains. A different approach was used in the 2018 Master Plan Update for the Carlsbad
collection system which is made up of smaller diameter gravity mains.
Figure 4-3 shows the d/D ratios and the corresponding flow/maximum or full flow (Q/Qf)
ratios for circular pipes with a constant friction factor as used in the existing system
capacity analysis.
Figure 4-3. Comparison Depth Flow Relationship
As indicated in red, the pipe is flowing at 99 percent of its full pipe flow capacity when the
depth is 80 percent of full pipe. In areas between 80 percent and 100 percent of depth the
hydraulic regime is unstable. The use of the 0.80 value is considered more conservative
than the 0.85 value.
The InfoSWMM model reports the partial flow ratio of full flow using the equation Q/Qf. In
instances where the d/D is greater than 0.980 and the Q/Qf < 0.99 the line is surcharging
because of a downstream restriction. In this Master Plan Update, improvement projects
were triggered in the existing system when pipes had both a d/D >0.80 and Q/Qf >0.99.
Pipelines that had only one or the other of these constraints were put on a “watch” list.
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Sewer Master Plan Update
City of Carlsbad
June 2019 | 4-13
Using a d/D ratio of 0.5 for small diameter pipes and 0.75 for larger diameter pipes for
peak dry weather flow has been considered. However, with the potential for RDII, using a
d/D ratio of 0.80 for capacity evaluation of the system during PWWF is a conservative
approach. If RDII is reduced significantly in future years, the alternative standard may
become appropriate.
Sewer Master Plan Update
City of Carlsbad
June 2019 | 5-1
5 Hydraulic Model Development
This section describes the hydraulic model development and update for the 2018 Master
Plan. As part of this model development process, the hydraulic model used in the
previous (2012) Master Plan was updated with regard to infrastructure, flow loading, and
RDII.to represent the following systems:
• Existing System Hydraulic Model – Updated to represent the 2017 collection system
and calibrated based on available information
• Near-Term System Hydraulic Model – Calibrated existing system model updated with
near-term improvement projects and used to identify potential capacity constraints
• Buildout System Hydraulic Model – Updated with projected buildout flows and
improvement projects and used to identify potential future capacity constraints.
5.1 Model Parameters
Hydraulic modeling and analysis was performed using the software package InfoSWMM
by Innovyze. The version of the software used was InfoSWMM Suite 14.5 Update #5.
This section discusses some important aspects of the modeling software.
5.1.1 Modeling Software
InfoSWMM performs hydraulic calculations with extended period simulations and fully
dynamic flow routing to calculate water depth in open channels and velocities and
headloss in force mains.
Hydraulic modeling software is composed of two primary parts including the graphical
user interface and the computational engine. The graphical user interface is the aspect of
the model that is used to input data, provide scenario settings and assumptions, initiate
analyses and review results. The computational engine performs the hydraulic
calculations. The InfoSWMM modeling software package used for this Master Plan is a
fully ArcGIS integrated, highly advanced, and comprehensive hydrologic, hydraulic, and
water quality simulation model. The InfoSWMM graphical user interface runs within the
ESRI ArcMap platform, allowing direct importation of the existing sewer geodatabase
maintained by the City.
The InfoSWMM computational engine is based on the Environmental Protection Agency
Storm Water Management Model. InfoSWMM software has the capability to perform
hydraulic analysis using a Fully Dynamic Wave routing method in addition to solving the
Manning's equation for calculating headloss. The Fully Dynamic Wave routing method
solves the complete one-dimensional Saint Venant flow equations. These equations
consist of the continuity and momentum equations and take into account the inertial and
pressure forces and can predict surcharge, overflow, and backwater conditions. The
InfoSWMM computational engine also solves Hazen-William's equation for pressurized
flow in the force mains.
Sewer Master Plan Update City of Carlsbad
5-2 | June 2019
5.1.2 Physical Data Input
InfoSWMM represents collector and interceptor gravity mains, siphons, force mains, and
lift stations as links, whereas wet wells, manholes, cleanouts, and other appurtenances
are represented as nodes. This type of model is referred to as a link-node model. Link
alignments, node locations, and basin modeling data associated with links and nodes
(including invert elevations, manhole depths, pipeline diameters, pipeline lengths) were
imported directly from the City's wastewater geodatabase. Lift station data, including wet
well dimensions, were entered manually based on information provided by City staff.
5.2 Existing System Model Update and Calibration
The existing system hydraulic model consists of 6,871 pipeline segments totaling over
287 miles of pipeline. Pipeline diameters range from 3 to 54 inches. The interceptor
reach naming convention established in the previous Master Plans has been maintained
for this analysis.
The existing system hydraulic model was updated based on available information to
represent the collection system as it existed and operated in 2017. The model was then
calibrated by comparing actual flow data with model results. Modeled and recorded flow
comparison plots from the model verification process are provided in Appendix
C-2, Model Validation Results. The existing system model includes gravity interceptors
and collector pipelines, siphons, lift stations, force mains, manholes, cleanouts, and other
appurtenances that were operational during 2017.
5.2.1 Infrastructure Updates
Infrastructure in the existing hydraulic model was updated by importing facilities added to
the City’s geodatabase since the previous hydraulic model update that was performed as
part of the 2012 Master Plan. Facilities were imported from the City’s geodatabase to the
InfoSWMM model using the Import Manager tool. Facilities imported included pipes and
manholes listed as both active and future in the geodatabase. The total number of
facilities imported to the model includes 559 pipes (219 existing, 340 future) for a total of
over 16 miles of pipe and 512 manholes (200 existing, 312 future). Active facilities were
included in the existing system model. Future facilities in the geodatabase represent
planned projects with specific facility information including the location of planned pipes
and manholes. Examples of future facilities in the geodatabase are the Agua Hedionda
LS improvements and facilities associated with new developments such as Robertson
Ranch and Quarry Creek. These facilities were included in the near-term and buildout
system models. Flows from the El Fuerte LS were also redirected to the BIS as part of
the model update.
5.2.2 Dry Weather Flow Update and Calibration
Dry weather flow loading was updated in the model based on 2017 data. Following the
dry weather flow loading update, the model was calibrated by comparing model output
with flow meter data available from dry weather periods in 2017.
Sewer Master Plan Update
City of Carlsbad
June 2019 | 5-3
Dry Weather Flow Updates
Dry weather flow loading in the existing system model was based on a combination of
the temporary and permanent flow meter data discussed in Section 3. Temporary flow
meters were installed in the system in 2014 and 2016 which collected dry weather flow
data for the areas shown on Figure 3-4. EWA maintains permanent flow meters shown
on Figure 3-1 which collect flow data on a continual basis except during infrequent
maintenance periods. ADWFs were based on dry weather periods. The 2014 and 2016
flow monitoring periods did not experience significant rainfall events. Data from these
temporary flow meters were used to calculate ADWF and diurnal patterns for the areas
tributary to the meters as shown on Figure 3-7.
EWA permanent flow meter data from the summer of 2017 were used to calculate ADWF
for the balance of the service area not monitored by the temporary flow meters. EWA
flow meter data was also used to calculate ADWF entering the interceptors from
neighboring agencies (external flows). Flows generated within Carlsbad (internal flows)
were distributed by performing an upstream trace to calculate the number or nodes
(manholes and cleanouts) within each upstream metered service area, calculating an
average flow per node, and then loading each node with the average flow for that
metered basin. Average flows for outside agencies (external flows) were input to
interceptors at the location of each upstream EWA meter.
Flow meter data was also used to develop diurnal curves, which are 24-hour unit
hydrographs that are applied to ADWF to represent flow fluctuations throughout a typical
day. Diurnal curves were developed for week day and weekend day conditions for the
tributary areas of each of the flow meter locations used to develop ADWF loading. The
use of diurnal curves when accounting for the wastewater generation of each contributor
allows for a more accurate representation of flow variations and accounts for the routing
of wastewater through the collection system on a temporal basis.
Dry Weather Calibration
The hydraulic model was calibrated based on dry weather flows during each of the
2014 and 2016 flow monitoring periods, for the temporary flow monitor tributary areas,
and during summer 2017 for the remainder of the system. A week long hydraulic
simulation was performed, and downstream flows in the model at the EWPCF were
compared with recorded flows from the four permanent meters at the treatment facility
(EWA meters C1, C2, C3, and B1). Downstream model flows at the temporary flow meter
locations were also compared with recorded flows. The diurnal curves were adjusted, as
required to match the downstream flows.
At the conclusion of the model calibration process, all model flows were within 10 percent
of recorded flow, which is the general acceptance criterion for model calibration results.
Additionally, effort was focused on matching peak flow rates, and the variance between
modeled and recorded peak flows was generally less than 5 percent.
5.2.3 Wet Weather Flow Loading Update and Calibration
Wet weather flow loading in the model was updated with RDII information calculated
based on data collected during a significant rainfall event in December 2010 as
discussed in Section 3.1.3. Following the wet weather flow loading updates, the model
Sewer Master Plan Update City of Carlsbad
5-4 | June 2019
was calibrated by comparing model output with flow meter data available from the
December 2010 rainfall event.
Wet Weather Flow Updates
Wet weather flow updates in the model were performed by using a combination of peak
flow loading and RTK unit hydrographs based on the 2012 Master Plan model update
and flow meter data from the December 2010 rainfall event as discussed in
Section 3.1.3.
The 2012 Master Plan employed peak RDII flow loading superimposed on ADWF
patterns to represent wet weather flows in the hydraulic model. RTK unit hydrographs
were used in the model update for the 2018 Master Plan, when data were available, in
order to provide a more accurate representation of PWWFs in the collection system. RTK
unit hydrographs represent (1) the percent of rainfall that results in RDII over an area and
(2) the flow pattern of the RDII as it enters the system relative to rainfall intensity.
The RTK unit hydrographs developed for this Master Plan update were based on hourly
flow meter data compared with hourly precipitation data for the December 2010 rainfall
event discussed in Section 3.1.3. RTK hydrographs were assigned to model nodes in the
tributary areas of three of the four EWA EWPCF meters, including C3, C1, and
B1 meters. These three EWA meters were operational during the December 2010 rainfall
event, and continuous flow meter data are available for these meters as well as the
corresponding upstream interceptor EWA meters used to calculate the contribution of
Carlsbad flows to the EWPCF. For each of the Carlsbad tributary areas of these three
EWA meters, preliminary RTK unit hydrographs were developed based on hourly flow
meter data and assigned to corresponding model nodes.
EWA meter C2 was offline during the December 2010 rainfall event, but daily flows
during this period were calculated based on EWPCF inflows and included in the EWA
monthly log sheet. Carlsbad RDII for the C1 tributary area was compared with wet
weather flow loading included in the 2012 Master Plan hydraulic model, and the
2012 hydraulic model flows for this area of the system were slightly more conservative
than the RDII calculated based on the December 2010 rainfall event. Therefore, the wet
weather flow loading used in the 2012 version of the model was carried over and used in
the updated model for C2.
The RTK curves included in the model as part of the wet weather flow updates were
updated as part of the wet weather calibration process to better match the flow meter
data collected during the December 2010 rainfall event.
Wet Weather Calibration
The hydraulic model was calibrated based on wet weather flows during the December
2010 rainfall event. The RTK unit hydrographs uploaded to the model were iteratively
updated based on comparisons of model output and the EWA SCADA data. At the
conclusion of the model calibration process, all model flows were within 10 percent of
recorded flow, which is the general acceptance criterion for model calibration results.
Additionally, effort was focused on matching peak flow rates, and the variance between
modeled and recorded peak flows was generally less than 5 percent.
Sewer Master Plan Update
City of Carlsbad
June 2019 | 5-5
5.3 Near-Term System Model Development
The near-term system model was developed by updating the calibrated existing system
model with planned near-term infrastructure upgrades significantly affecting the collection
system hydraulics. This model was developed to identify potential existing hydraulic
deficiencies in the collection system while incorporating planned near-term system
upgrades and developer projects in order to avoid misidentifying potential hydraulic
deficiencies that are currently being addressed or affected by ongoing projects.
Infrastructure in the model was updated with near-term developer related projects based
on the City’s geodatabase. Two primary development projects include Robertson Ranch
and Quarry Creek, each of which include the addition of gravity main networks and the
removal of a lift station (Gateshead and Simsbury LSs, respectively). The Vancouver LS
was also removed for the near-term scenario.
The model was also updated with the upgrades associated with the ongoing Agua
Hedionda LS project including the forcemain and significant large diameter gravity main
additions. Additionally, upgrades to the NAHI were included in the near-term model
scenario.
The infrastructure added and updated in the near-term model scenario is shown on
Figure 5-1. Following model analysis, system improvements were added to the near-term
model to address potential hydraulic deficiencies identified based on the evaluation
criteria.
Sewer Master Plan Update City of Carlsbad
5-6 | June 2019
Figure 5-1. Near-Term System Model Infrastructure Updates
}
Agua
Hedionda LS
and Vista/ Carlsbad
Interceptor
Upgrades
Near Term Infrastructure Updates
-Mains Added/ Updated
L§!Lift Station Updated
L§!Uft Station Removed
Collection System
-Gravity Mains
Boundaries
c:,carlsbad Sewer Service Area
c ity of
Carlsbad Cal ifornia
1 MILES
Document Path: C:\Projects\Carlsbad\SewerMasterPlan _ 10046316\Jon _Fig ures\F eb 2019\Carlsbad _Near_ Term _I nfrastructure_mxd
Sewer Master Plan Update
City of Carlsbad
June 2019 | 5-7
5.4 Buildout System Model Development
The buildout system model was developed by adding additional infrastructure and flows
to the near-term model to represent projected buildout conditions based on available
information. Additional infrastructure was added to the model based on the City’s
geodatabase. Flows were updated in the model based on the buildout flow projections
discussed in Section 3.3.2.
An additional system update that is handled as a separate buildout model scenario is the
planned acquisition of the BIS by Carlsbad which will result in Carlsbad owning
100 percent capacity of the interceptor for the majority of the pipeline. The effect this
project has on the buildout system model development is limited to allocating Vista flows
to a different location on the BIS and will be addressed in Section 6.3.
5.4.1 Infrastructure Updates
Infrastructure updates to the buildout model included several small system expansion
projects identified in the City’s geodatabase. Additionally, planned CIP projects that
fundamentally change the way the system is operated were added to the buildout model
including the Las Palmas trunk sewer project which redirects flows from the Poinsettia
LS to the BIS. Removal of Gateshead, Simsbury, and Vancouver LSs and associated
system expansion projects were included in the near-term model and carried over to the
buildout model.
The remainder of the capacity related projects on the City’s CIP list at the time of this
master plan were not included in the initial buildout system model in order to use the
model analysis to check that these projects were required based on the evaluation
criteria.
The infrastructure initially added to the buildout model is shown on Figure 5-2. Following
model analysis, system improvements were also added to the buildout model to address
potential hydraulic deficiencies identified based on the evaluation criteria.
Sewer Master Plan Update City of Carlsbad
5-8 | June 2019
Figure 5-2. Buildout System Model Infrastructure Updates
Buildout Infrastructure Updates
-Mains Added/ Updated
Collection System
Gravity Mains
Boundaries
C.'ICarlsbad Sewer Service Area
{1:ityof
Carlsbad Callfornla
1
MILES
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Sewer Master Plan Update
City of Carlsbad
June 2019 | 5-9
5.4.2 Flow Loading Update
Flows for the buildout model were updated based on the projected buildout flows
discussed in Section 3.3.2. ADWF from the model calibration discussed in
Section 5.2 were carried over to the buildout model and projected additional buildout
ADWF was added. The existing and projected buildout flows included in the buildout
model are summarized in Table 3-14.
Projected buildout flows were allocated to model nodes spatially based on the location of
the parcels contributing buildout flows (Figure 3-12) and their proximity to the updated
buildout system infrastructure discussed in previous section. Spatial allocations were
reviewed for parcels not immediately adjacent to infrastructure included in the model for
the most reasonable allocation node based on existing right of ways.
Buildout flows allocated to the model were designated as either residential, for all
residential land use types, or commercial, for all non-residential land use types. Each
type of flow was assigned diurnal patterns, based on the flow meter data analysis
discussed in Section 3.1.2, for weekday and weekend conditions. The diurnal patterns
used for the buildout flows allocated to the model are shown on Figure 5-3. The flow
patterns were also normalized using weekly patterns for each land use type consisting of
the daily multipliers shown on Figure 5-4.
Figure 5-3. Diurnal Patterns for Residential and Commercial Buildout Flows
0
0.5
1
1.5
2
2.5
3
3.5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
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Time (hours)
Residential Weekend Commercial Weekend
Residential Weekday Commercial Weekday
Sewer Master Plan Update City of Carlsbad
5-10 | June 2019
Figure 5-4. Weekly Patterns for Residential and Commercial Buildout Flows
0.75
0.8
0.85
0.9
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Sunday Monday Tuesday Wednesday Thursday Friday Saturday
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Residential Commercial■ ■
City of Carlsbad
Engineering
Standards
Volume 1
General Design Standards
2022 Edition
APPENDIX K
Excerpt From
I I L_r---_--=-----=,
I I
Volume 1 4/29/22 Page 41 of 54
CHAPTER 6 – DESIGN CRITERIA FOR SEWER FACILITIES
Prior to preparation of improvement plans, Engineer of Work shall submit a preliminary layout of the sewer system for review and approval by the City Engineer. Basis of design shall be demonstrated for the development type and density and corresponding sewer flow generation factors and the following design criteria.
6.1 SEWER FLOW GENERATION FACTORS
A. Flow Rate Generation – The values in the latest adopted Sewer Master Plan shall govern:
1) An Equivalent Dwelling Unit (EDU) = 200 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 Flow (PDF). PDF = ADF x 2.5
a) Residential: Single Family Residence = 1 EDU
b) Residential: Multi-Family Residence = 0.8 EDU
c) Commercial Property: 1 EDU/1,800 square feet of 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.
d) Industrial Property:
i) 1 EDU/5,000 square feet of warehouse space
ii) 1 EDU/1,800 square feet of office space
iii) To convert raw land to square feet of building space, assume 30% coverage. This could vary significantly dependent issues such as environmental restrictions.
iv) To convert improved pads to square feet of building space, assume 40% of coverage.
v) Assume 60% of building space is warehouse, and 40% is office space.
6.2 SEWER MAIN DEPTH AND SIZE
A. Sewer main depth and size shall be as shown below unless approved by the City Engineer.
B. Minimum depth, finish grade to top of pipe: 6 feet
C. Maximum depth, finish grade to top of pipe: 15 feet
D. Design calculations shall be submitted as a basis for pipe size and bedding design. (Manning "n" for PVC = 0.011).
E. Minimum pipe diameter of sewer main shall be 8 inches. A 6-inch sewer main may be allowed on cul-de-sac streets with a maximum of 10 units.
Volume 1 4/29/22 Page 42 of 54
F. A decrease in the pipe diameter in the downstream direction of flow will not be allowed without hydraulic calculations and prior approval of the City Engineer.
G. All sewer laterals and gravity sewer main invert elevations shall be shown in profile on the improvement plans. Show stationing of manholes and laterals, invert elevations at manholes and lateral connections, and the distance, pipe size, pipe type, standard
dimension ratio and pipe slope of sewer main segments.
H. All sewer mains 15" and greater pipe diameters shall require special design subject to City Engineer approval.
6.3 SEWER LATERALS
A. Use 4" minimum diameter pipe for each sewer lateral to single-family residences.
B. Use 6" minimum diameter pipe for sewer laterals for all other development types and sized for the drainage fixture units in accordance with the latest adopted California Plumbing Code or for the proposed industrial use water demand.
C. Sewer lateral depth at the property line shall be 5 feet (top of pipe to finish grade @ top of
curb).
D. Sewer laterals shall be constructed in accordance with the Carlsbad Standard Drawings. The minimum horizontal distance from water services, fire hydrants, driveways, light standards, electrical utilities, etc. is 10 feet. Special approval is required for horizontal clearance less than specified herein.
1) Install at a right angle or radial to the main.
2) Laterals shall not be located in driveways.
3) No connections shall be permitted on laterals other than as allowed by the Standard Drawings.
4) Location of property cleanout: See Standard Drawing No. S-7.
5) If the lowest sanitary sewer fixture in a building structure is lower than 2-feet above
the nearest upstream manhole cover, then the owner must provide a backwater valve on the sewer lateral to prevent sewage backflow into the structure. The valve must be installed in a valve box for accessibility and be visible from the public right-
of-way. The property owner shall be responsible for the installation and maintenance of the backwater valve. The backwater valve shall be shown on the precise grading and improvement plans.
6) Install sewer laterals using wye fittings, or manholes as required, sized and located as shown on the Approved Plans.
7) Laterals shall be bedded, backfilled and compacted in the same manner as the
sewer main they are connected to.
--
Volume 1 4/29/22 Page 43 of 54
6.4 MATERIALS FOR PIPE AND FITTINGS
A. Gravity sewer pipe and fittings shall be PVC conforming to ASTM D3034 for diameters 4"
through 15" and ASTM F679 for 18" through 24" with integral bell and gasketed joints
(gasket and spigot end joint design). Pipe shall be made of PVC plastic having a cell classification of 12454-B or 12364-B as defined in ASTM D1784 and shall have SDR of 35 or thicker, and a minimum stiffness of 46 psi according to ASTM D2412.
B. All fittings and accessories shall be as manufactured and finished by the pipe
manufacturer with joints or joining systems compatible with that of the pipe.
C. PVC pipe joints shall be elastomeric gasket joints conforming to Standard Specifications for Public Works (Greenbook) most recent edition. Rubber gaskets shall be factory installed and conform to ASTM F477. Pipe joints shall have been tested and meet
watertight performance requirements of ASTM D3212, "Joints for Pipe Using Flexible Elastomeric Seals".
D. PVC pressure pipe conforming to AWWA C900 or HDPE pipe conforming to AWWA C906 shall be used for gravity sewer pipelines with depths of 30 feet or greater or as required
by the City Engineer for special installations. Engineering calculations shall be submitted for approval to demonstrate that the pipe material and wall thickness will accommodate the anticipated earth and live loads.
E. Service connections to the sewer main shall be watertight and not protrude into the sewer
pipe. All materials used to make the service connections shall be compatible with the pipe materials to be joined and shall be corrosion proof.
F. Couplings used for repair or transition to dissimilar pipe materials shall be approved by the City Engineer and provide a corrosion proof watertight seal.
G. Use of other pipe and fitting materials and types may be required by the City Engineer for special designs for accessibility constraints of adjacent improvements, deep installations, trenchless construction methods or other site conditions. Refer to the Approved Materials List in Volume 2 for alternative materials.
6.5 DESIGN CRITERIA FOR PIPE VELOCITY, SLOPE AND FLOW DEPTH
A. Gravity sewer pipelines shall be designed for a minimum velocity of 2 feet/second. Velocity, unless otherwise stated, shall be calculated from peak dry weather flow.
B. Pipe slope shall be established to satisfy the minimum velocity criterion. Maximum velocities greater than 12 ft/second should be avoided.
Slopes for 6- through 12-inch diameter pipe, unless otherwise approved by the City
Engineer:
1) 6” pipe, minimum slope = 2%
2) 8" pipe, minimum slope = 0.50%
3) 10" pipe, minimum slope = 0.40%
4) 12" pipe, minimum slope = 0.30%
Volume 1 4/29/22 Page 44 of 54
Pipe slope for 12-inch diameter or larger pipe shall be designed to meet flow and velocity criteria and shall be approved by the City Engineer. Pipelines with horizontal curvature
may require increases slope to achieve minimum required velocities.
C. Gravity sewer mains up to 12-inch diameter shall be designed to flow at depths of 50% of pipe diameter (0.5D) or less during peak hour dry weather flow. Gravity sewer mains with
pipe diameters greater than 12 inches shall be designed to flow at depths of 0.75D during peak hour dry weather flow.
D. Gravity pipelines shall be designed to convey peak wet weather flow at a flow depth not
exceed 90% of pipe diameter (d/D = 0.90).
E. Peak sewer flow rates do not include infiltration or inflow (I/I). Infiltration is defined as the addition of groundwater into the sewer collection system and inflow is the addition of storm water into the sewer collection system. Because sewer collection system I/I is dependent on many factors including season, age of system, pipe material and joint types, root intrusion, and presence of storm water flow, I/I flow rate estimates will vary. The design of
sewer mains connecting to sewer systems known to have I/I, or are susceptible to I/I, shall utilize peak wet weather flow estimates from the latest adopted Sewer Master Plan or perform wet weather flow monitoring as directed by the City Engineer.
6.6 HORIZONTAL AND VERTICAL LAYOUT
A. Streets: See City of Carlsbad Standard Drawing No. GS-6 for location.
B. Alley: The centerline offset between the alley and the sewer main shall be three feet (3') minimum.
C. Private Street: Sewer mains in private streets shall require special design consideration for access.
D. Horizontal Curves: SDR 35, PVC pipe may be curved horizontally through longitudinal bending with the following limitations:
Pipe Diameter Min. Radius of Curvature
6-inch 150 feet
8-inch 200 feet
10-inch 250 feet
12-inch 300 feet
15-inch 375 feet
The City Engineer shall approve the minimum curvature for larger diameter pipe.
E. Vertical Curves: Vertical curves shall be permitted only when specifically approved by the City Engineer. A profile drawing showing depth of cover, radius of curvature and design constraints that prevent the use of straight pipe segments shall be prepared for review and approval.
Volume 1 4/29/22 Page 45 of 54
F. Utility Clearances: Show all underground utilities in both plan and profile. Provide 12” minimum vertical separation and 10’ horizontal separation between sewer and all other
utilities unless otherwise approved by the City Engineer. Greater separation may be required from natural gas, fuel or other “critical” pipelines in accordance with the standards of the utility agency. Separation of potable water and non-potable fluid pipelines shall
comply with the California Code of Regulations, Section 64572.
6.7 MANHOLES AND CLEANOUTS
A. Manholes: Shall be located at areas described as follows:
1) Maximum spacing of manholes shall be three hundred fifty feet (350') for mains twelve inches (12") and smaller and five hundred feet (500') for mains over twelve inches (12") unless otherwise approved by the City Engineer.
2) Install manholes at all changes in slope that exceed 2% and show inlet and outlet inverts on all manholes.
3) Install manholes at all changes in horizontal direction.
4) Install manholes at all intersections of mains.
5) Install manholes at changes of pipe sizes.
6) Install manholes at the end of all sewer mains.
7) All standard manholes shall be a minimum of five feet (5') in diameter with no steps. Manholes shall be sequentially numbered on the plans with manhole numbers beginning at the lowest invert. Three-foot stubs shall be provided for future connections and main extensions.
8) New manholes shall be polymer concrete unless otherwise approved by the City Engineer.
9) Rehabilitation or modification of existing manholes shall use epoxy coating under the following conditions or when required by the City Engineer:
a) Manhole depth is 15-feet or greater;
b) Manholes on sewer lines 15-inch and greater;
c) Slope of sewer pipe coming into the manhole is greater than 7%;
d) Change in slope at the manhole is 5% or greater;
e) All force main discharge manholes;
f) The immediate upstream and downstream manholes of inverted siphons;
g) Drop manholes.
10) Install manholes for all lateral connections 8-inch diameter and larger. Install wye’s for 6-inch diameter and smaller lateral connections.
Volume 1 4/29/22 Page 46 of 54
11) When intercepting flows from smaller pipelines in manholes, set invert of a smaller main at ¾ of the depth of the larger main.
12) Locking manhole lids may be required in unpaved areas as directed by the City Engineer.
13) The top cone shall be 6” below finished subgrade. Place circular steel covers on the
manholes during subgrade preparation and placement of base rock to keep the sewer system clean. Additionally, place plywood sheeting inside the manhole and above the channel during road work above live sewer manholes to prevent debris
from entering the sewer line.
14) In unpaved areas, set the sewer manhole frames and covers 6” above finished grade with concrete ring and marker post marked “SEWER” in accordance with the Standard Drawings.
B. Cleanouts: Extend beyond permanent pavement when street is a temporary dead end. Refer to the Standard Drawings and the Approved Materials List for type of cap and box.
6.8 CONNECTIONS TO EXISTING MANHOLES
A. New connections to existing manholes where stubs have not been provided shall be made by core drilling through the walls and base in accordance with the Standard Drawings.
B. For pipe junctions at manholes with different diameter pipes, set the invert of the smaller main at ¾ of the depth of the larger main. Uniformly transition the slope and curvature of the channels in accordance with the Standard Drawings.
6.9 SLOPE PROTECTION
A. Sewer pipelines in slopes inclined at 20 percent or greater shall be constructed with cut-off walls per SDRSD SP-05 or SP-07, spaced as follows:
1) 36-foot maximum center-to-center spacing on 20 percent to 35 percent grades;
2) 24-foot maximum center-to-center spacing on 35 percent to 50 percent grades; and
3) 16-foot maximum center-to-center spacing on grades over 50 percent.
6.10 ACCESSIBILITY AND EASEMENTS
A. All sewer mains not located within the public right-of-way shall be located within a public
utility and access easement granted to the City.
B. Public sewer easement widths shall be 20 feet minimum for 12” and smaller diameter pipe with a maximum depth of 10 feet to pipe invert. Greater pipe diameters or depths shall
require wider easement widths which shall be determined by the City Engineer.
C. All weather access roads must be provided to all sewer main appurtenances (manholes, cleanouts, junction structures, etc.). Access roads shall be a minimum of 20 feet wide,
with a maximum 15 percent slope, and shall have a minimum asphalt concrete or Portland cement concrete road section designed for H-20 loading. Where access roads are not for
Volume 1 4/29/22 Page 47 of 54
the exclusive use of sewer maintenance vehicles, the road shall be designed to maintain pedestrian and/or vehicular access (as applicable) during sewer main repair and
maintenance operations and shall be a minimum of 24 feet wide. The minimum centerline turning radius for access roads shall be 35 feet for right angle turns and 50 feet for turnarounds.
6.11 MISCELLANEOUS REQUIREMENTS
A. New sewer mains, laterals and appurtenances shall remain plugged and/or disconnected until the City authorizes their connection or use.
B. Maintenance or replacement of sewer laterals from the sewer main to the building shall be the responsibility of the property owner.
C. Sewer laterals constructed from the property line to the building shall comply with the California Plumbing Code as adopted by the City.
1) The vertical riser at the cleanout shall be stubbed and capped 3 feet above rough grade during grading and/or construction of the project.
2) All work will be inspected by a City Representative.
3) A three-inch (3”) high letter “S” shall be stamped on the curb face at all sewer lateral locations.
6.12 GENERAL GUIDELINES FOR SEWER FORCE MAINS
A. The Engineer of Work shall submit a preliminary design report showing the alignment, pipe size, pressure conditions, pipe materials, a layout plan including surge protection design and flow analysis for review and approval by the City Engineer prior to the preparation of improvement plans.
B. Minimum pipe cover for sewer force mains shall be 48 inches from top of pipe to ultimate finished grade. Top of pipe profile shall be shown on the improvement plans.
C. Show all other underground utilities in both plan and profile. Provide 12” minimum vertical
separation and 10’ horizontal separation between sewer force mains and all other utilities unless otherwise approved by the City Engineer. Greater separation may be required from natural gas, fuel or other “critical” pipelines in accordance with the standards of the utility
agency. Separation of potable water and non-potable fluid pipelines shall comply with the California Code of Regulations, Section 64572.
D. Sewer force mains shall be High Density Polyethylene (HDPE) pipe manufactured in
accordance with ASTM F714; PVC or fusible PVC pipe, or ductile iron pipe with polyethylene or ceramic liner and exterior corrosion control as approved by the City Engineer. Pressure class of pipe shall be determined in accordance with the design
standards presented in Volume 3. The operating pressure of HDPE and PVC pipe force mains shall not exceed 67% of rated pipe pressure.
Volume 1 4/29/22 Page 48 of 54
E. Where possible, force mains shall be designed with a continuous uphill slope without intermediate high points. If high points are not avoidable, provide combination sewage air
release valves per the Approved Materials List.
F. Dual force mains will be required, unless otherwise approved in writing.
G. Force mains outside of paved roadways shall require access road and access easements
(if applicable) in accordance with the requirements of this chapter.
H. At the discretion of the City Engineer, force mains longer than 1-mile or with excessive detention times may require the use of chemical addition to prevent odors at the discharge
location of the force main.
6.13 GENERAL GUIDELINES FOR SEWER LIFT STATIONS
A. New sewer lift stations shall be avoided if at all possible and shall not be incorporated into the City’s sewer system unless deemed essential by the City Engineer.
B. The Engineer of Work shall meet with the City Engineer prior to the preparation of plans to assess the feasibility of utilizing a lift station for a given area.
C. Access roads for maintenance (vactor) trucks shall be incorporated for all sewer lift stations as required in this chapter.
D. Prepare a basis of design report and submit to the City Engineer for review and approval. The report shall include, at a minimum, the description of the design criteria, flow computations, design calculations, head-capacity curves for pumps and the force main system, transient pressure (surge) analysis/recommendation, identification of right-of-way requirements, number of properties and development type served, listing of permit requirements, geotechnical investigation and cost estimate based on unit costs and quantities for major elements of work. Submit all component submittals for the review of and approval by the City Engineer. In addition, the following design elements shall be developed:
1) Site development
2) Structural design
3) Architectural design
4) Hydraulic analysis
5) Mechanical design
6) Electrical design with emergency generator
7) Instrumentation and process control
8) Corrosion control
9) Odor control
10) Noise control
E. The hydraulic analysis shall include calculations of the system curve. The system curve shall be plotted on the pump curve with the operating point identified. Every effort shall be made to select a pump that operates at its best efficiency point. Peak and average flows
Volume 1 4/29/22 Page 49 of 54
shall be considered in pump selection. Submit manufacturer data sheets for mechanical and electrical equipment in the basis of design report.
F. Pumps shall be solids handling, non-clog, self-cleaning pumps selected from the Approved Material List, no substitutes.
G. If the pump station is being designed with built-in expansion capability, an economic
analysis shall be submitted. The analysis shall consider capital costs as well as the operational cost of the lift station. Design assumptions (e.g., cost of electricity, cost of money, design life) shall be determined in consultation with the City of Carlsbad.
H. General design requirements for sewer lift stations smaller than 3 MGD shall be as follows:
1) Convey the ultimate peak wet weather flow rate including inflow and infiltration and meet the latest requirements of the “Hydraulic Institute”. No premanufactured or prefabricated lift stations will be permitted.
2) Utilize a “dry-pit/wet-well” type unless approved otherwise by the City Engineer. Wet wells shall be constructed of polymer concrete, when feasible, or lined with an
approved epoxy coating.
3) Provide a minimum of 3 pumps of equal size (1 duty and 2 standby). If a duplex lif station is determined acceptable by the City Engineer, provide two pumps for alternating duty and a spare pump. Lift stations with more than 1 duty pump shall also provide an additional 2 standby pumps of equal size.
I. Lift stations larger than 1 MGD total capacity shall utilize an onsite odor control system. Smaller lift stations may require odor control equipment as determined by the City Engineer.
J. Lift stations 1 MGD and larger shall be permitted by the San Diego County Air Pollution Control District (APCD). Engineer of Work shall apply for a permit to construct, forward a copy of the approved permit to the City, and adhere to all terms and conditions. Upon
construction completion and prior to APCD inspection, EOW shall notify the City of completed construction in writing. Once APCD has inspected and verified compliance with the permit requirements, the EOW shall file notice of construction completion and forward
the Permit to Operate to the City.
K. Provide an emergency bypass connection for portable pumping equipment.
L. Provide an emergency generator to supply backup power (100%) to all lift station facilities.
M. Provide an in-line magnetic flow meter and isolation valve with fault alarm system on the discharge force main that shall be compatible with the City’s SCADA system.
N. Manifold piping shall consist of ceramic epoxy lined and epoxy coated ductile iron pipe of
suitable pressure class.
O. Provide ventilation with a minimum of 12 air changes per hour.
P. Provide suitable vehicle access and security fencing, lighting and surveillance camera.
-
Volume 1 4/29/22 Page 50 of 54
Q. Develop system head curves for two pipe roughness “C” values, C=120 to ensure adequate flow, and a C=150 for ensuring adequate driver horsepower and pump
characteristics.
R. Perform a surge analysis of the pumping system simulating a power failure and submit to the City for review and approval.
S. Provide an emergency storage volume, separate from the wet well operating volume, for storage of two hours of peak wet weather flow. The total pump station sewage storage volume (i.e., volume of the wet well above the station High Level alarm to the lowest
sewage spill point) can be achieved by the following measures, in order of preference, individually or in combination:
1) Provide additional storage in the wet well above the operating volume
2) Provide a separate overflow tank
3) Provide storage in the inlet line to the lowest spill level (only with prior approval). This measure will not be allowed in locations where the lowest drainage fixture
elevation of any building served by the influent sewer is less than 2 feet above the rim elevation of the nearest sewer manhole on the influent sewer.
OCTOBER 2019
VILLAGE & BARRIO
MASTER PLAN
CARLSBAD
APPENDIX L
Excerpt From
2
2-5 MASTER PLAN
2.3 Land Uses
An important component of a Master Plan is the provision of a mix of land uses that reflect the intended vision of each
district as described in Section 2.2.2, Master Plan Districts. Within this chapter, the list of uses has been organized by
district to ensure consistency with this vision. The uses shown in Table 2-1 are defined as Permitted (P), Conditional Use
(C), Minor Conditional Use (CM), Accessory (A), Right of Way Use (R), and Prohibited (-). Any use not identified within
Table 2-1 is not permitted unless the city planner determines that such use falls within the vision and intent of the
district in which it is proposed and is substantially similar to an allowed use in the district. Further, the city planner shall
not find that a use substantially similar to an expressly prohibited use is permitted in any district.
2.3.1 Allowable Land Uses
Permitted Uses are those which are permitted because they are consistent with the vision and intent of the district(s)
in which they are located. Although these land uses may be permitted, satisfactory completion of the minor site
development plan or site development plan process is still required for the permitted use unless the use is exempt
from discretionary permit requirements.
Conditional Uses are those which are permitted subject to discretionary approval (by either the city planner or the
Planning Commission) of a minor conditional use permit or conditional use permit. Of the conditional uses shown in
Table 2-1, some are subject to the special regulations contained in Section 2.6.8. Furthermore, for the purposes of land
use policy within the Village and Barrio, the term “conditional use” is consistent with the CMC.
Accessory Uses and structures are subordinate and incidental to a permitted or conditionally permitted main or
principal use, structure or building on the same lot.
Right of way uses are those which are permitted subject to review and approval by the city engineer due to their
location within the public right of way.
Prohibited Uses are those which are not consistent with the permitted or conditional uses of a district, district vision
and intent, or that do not achieve the goals and objectives of the Village and Barrio Master Plan. Therefore, these uses
will be prohibited, without exception, within the specified land use district.
Many of the listed uses are defined within Appendix A of the Master Plan and in Chapter 21.04 of the CMC.
2.3.2 Non-conforming Lots, Structures and Uses
Non-conforming lots, structures and uses within the Village and Barrio Master Plan area shall be subject to applicable
provisions within Chapter 21.48 of the CMC.
2.3.3 Development Site Spanning Multiple Districts
A development site that spans multiple districts shall be subject to approval of a site development plan, which shall
establish the development standards for the site in a manner most consistent with the underlying districts’ standards.
Any use that is permitted or conditionally-permitted over a portion of such a site shall be permitted or conditionally-
permitted anywhere on the site.
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Table 2-1, Permitted Uses
RESIDENTIAL VC VG HOSP FC PT BP BC
Dwelling, One-Family - P
1 - - P
1 P1 P1
Dwelling, Two-Family (attached)P2 P P
2 P P P P
Dwelling, Multiple-Family P2 P P
2 P P P P
Accessory Dwelling Unit (accessory to a single one-family
dwelling only and provided no other dwellings are on the
same lot)
A A A A A A A
Housing for Senior Citizens P2 P P
2 P P P P
Live/Work Unit5 C2,3 C3 - - C
3 - -
Managed Living Units5 C2 C - - C - -
Mixed-use (subject to the uses permitted in this table) P P P P P - -
Residential Care Facilities (serving 6 or fewer persons) P
2 P P
2 P P P P
Residential Care Facilities (serving more than 6 persons) - C C
2 - C C -
Supportive Housing P2 P P
2 P P P P
Transitional Housing P2 P P
2 P P P P
LODGING VC VG HOSP FC PT BP BC
Bed and Breakfast Inn5 C3 C3 C3 C3 C3 C3 C3
Hotel C C P P - - -
Motel - C P P - - -
Timeshare Project (prohibited in combination with
residential uses in the same building or on the same lot)
C - - C - - -
RETAIL VC VG HOSP FC PT BP BC
Brewery5 C - C C C - -
Convenience Store P C
3 P P C
3 - -
Distillery5 C - C C - - -
Drive-Thru Facility - - - C - - -
Financial Institution P P C
3 P P - -
Personal Services P P P P P - -
Restaurant P P P P P - -
Restaurant, Delicatessen P P P P P - -
Restaurant, Fast Food P P P P P - -
Restaurant, Limited Take-Out Service P P P P P - -
Retail P P P P P - -
Winery5 C - C C C - -
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OFFICE VC VG HOSP FC PT BP BC
Business/Professional Office P2 P P
2 P P - -
Medical Office P2 P P
2 P P - -
CIVIC VC VG HOSP FC PT BP BC
Community Gardens -Cm - -Cm Cm Cm
Cultural Facility P P P P P - -
Mobility Hub C - - - - - -
Mobility Support Services C C C C - - -
Parking Lot (surface), Stand-alone Cm Cm Cm Cm Cm - -
Parking Structure C C C C - - -
Parks and Open Space C C C C C C C
Public/Quasi-public Uses C C C C C C C
EDUCATION VC VG HOSP FC PT BP BC
Child Day Care Center C2,3 C3 C2,3 C3 C3 C3 C3
Educational Facilities, Other P2 P P
2 P P - -
Educational Institutions or Schools, Public and Private C
2,3 C2,3 C2,3 - - - -
OTHER VC VG HOSP FC PT BP BC
Accessory Structure A A A A A A A
Athletic and Health Club, Gymnasium, and Physical
Conditioning Business
P P P
2 P P - -
Automobile Service - - - - C
3,4 - -
Church, other Places of Worship C C C C C C C
Cinema, Theater C C C C - - -
Farmer’s Market C - - - - - -
Gasoline Station - - - C - - -
Laundromat - P P P P - -
Light Industrial - - - - C
3,4 - -
Professional Care Facility - - C
2,3 - - - -
Right of way Uses R R R R R - -
Veterinarian and Small Animal Hospital - P - P P - -
Wireless Communication Facility C3 C3 C3 C3 C3 C3 C3
Table 2-1, Permitted Uses (Continued)
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1 One-family dwellings are permitted when developed (1) as two or more detached units on one lot (VG, PT, BP and
BC districts only) or (2) on a small lot (BC district only). Also, a single one-family dwelling shall be permitted in all
districts on any legal lot that existed as of October 28, 2004. Any proposal to subdivide land or construct more than one
dwelling shall be subject to the density and intent of the underlying residential land use designation.
2 Not permitted on the ground floor street frontage as identified in Figure 2-2. See exception for “Educational
Institutions or Schools, Public or Private,” in Section 2.7.3.J., Hospitality Supplemental District Standards.
3 For these conditional uses only, the city planner may approve minor conditional use permits up to the square footage
and dwelling unit limitations for minor site development plans specified in Section 5.3.2.1. For wireless communication
facilities the city planner may approve minor conditional use permits pursuant to CMC 21.42.140.B.165.
4 Automobile service and light industrial uses are permitted on the west side of Tyler Street only, as identified in Figure
2-2.
5 For these uses, refer to Section 2.6.8, Conditional Use Permit and Minor Conditional Use Permit Special Regulations.
EXPRESSLY PROHIBITED USES VC VG HOSP FC PT BP BC
Adult Businesses (CMC 8.60)- - - - - - -
Bars and Cocktail Lounges Not Part of a Restaurant - - - - - - -
Camping on Public Property (CMC 8.36)- - - - - - -
Cannabis Actvities (CMC 8.90)- - - - - - -
Card Rooms (CMC 5.12)- - - - - - -
Drug Paraphernalia Stores - - - - - - -
Escort Services (CMC 5.17)- - - - - - -
Hookah or Tobacco Lounges - - - - - - -
Mini-satellite Wagering (CMC 8.80)- - - - - - -
Retail Sale of Dogs and Cats (CMC 7.16)- - - - - - -
Tattoo Parlors - - - - - - -
P = Permitted Use
C = Conditional Use
Cm = Minor Conditional Use
A = Accessory Use
R =Right of Way Use
- = Prohibited Use
Table 2-1, Permitted Uses (Continued)
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2-9 MASTER PLAN
F05001,000250
Feet
5
DISTRICTS
Streets along which certain
uses are not permitted on the
ground floor street frontage (not
applicable in VG district)
Boundary of area in which
automobile service and light industrial uses are conditionally
permitted.
USE RESTRICTIONS (See Table 2-1)
Pacific
Ocean
CARLSBAD VILLAGE DR.
GRAND AVE.
PINE AVE.
CHESTNUT AVE.
ANCHOR WAY
AVOCADO LN.
CAMELLIA PL.
PALM AVE.
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HA
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ST
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RO
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MA
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JE
F
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.
BEECH AVE.
CHRISTIANSEN AVE.
TY
L
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R
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T
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WALNUT AVE.
Village Center (VC)
Village General (VG)
Hospitality (HOSP)
Freeway Commercial (FC)
Pine-Tyler Mixed-use (PT)
Barrio Perimeter (BP)
Barrio Center (BC)
Village-Barrio Other (VBO)
Village and Barrio Master Plan Area
Coastal Zone Boundary
Railroad F0500 1,000250
Feet
VBO
VBO
VBO
LAG
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PT
VBO
VC
VGHOSP
BC
BP
FC
CYP
R
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GA
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PINE AVE.
OAK AVE.
MA
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RO
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HOME AVE.
PACIFIC AVE.
OAK AVE.
HA
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JE
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Figure 2-2, Use Restrictions Map
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2.4 Density
Density refers to the number of dwelling units permitted per developable acre of property. Following are the density
standards for properties in the Village and Barrio Master Plan.
Density calculations and residential development restrictions on open space and environmentally sensitive land shall
be determined according to CMC Section 21.53.230. For mixed-use projects, the minimum density shall be calculated
based on fifty percent of the developable area and the maximum density shall be calculated based on the entire
developable area.
In the VC, VG, HOSP, FC, and PT districts, individual properties do not have residential densities assigned for Growth
Management Program compliance purposes. Therefore, the minimum and maximum densities for development
that includes residential uses within the Village are set forth herein; further, no Growth Management Control Points
are assigned to these districts. All housing in these districts will require an allocation of excess units from the Excess
Dwelling Unit Bank (see Section 2.5).
In the BP and BC districts, individual properties do have a residential density range assigned to them for Growth
Management Program purposes. The minimum, Growth Management Control Point, and maximum densities for
residential development in these districts are established by the General Plan. An allocation of excess units from the
Excess Dwelling Unit Bank is unnecessary unless a density above the Growth Management Control Point is proposed.
DISTRICT DENSITY
RANGE 1,2,3
GROWTH MANAGEMENT CONTROL POINT 3 (DWELLING UNITS PER ACRE)
VC 28-35 -
VG 18-23 -
HOSP 18-23 -
FC 28-35 -
PT 18-23 -
BP 23-30 25
BC 8-15 11.5
1 Minimum to maximum dwelling units per acre.
2 Residential development shall not be approved below the minimum densities stated except as noted in this
section.
3 Residential development shall not be approved above the maximum densities, or, in the BP and BC districts, the
Growth Management Control Point, except as noted in this section.
Table 2-2, Permitted Densities
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Table 2-2 describes the permitted densities in the Village and Barrio Master Plan.
To approve a density above the maximums set forth in the VC, VG, HOSP, FC, and PT districts or above the Growth
Management Control Points in the BP and BC districts, the following findings must be made:
1. That the project qualifies for and will receive an allocation of “excess” dwelling units, pursuant to City Council
Policy No. 43.
2. That there have been sufficient residential developments approved at densities below the Growth
Management Control Points so the approval will not result in exceeding the quadrant and citywide dwelling
unit limits.
3. That all necessary public facilities required by the Citywide Facilities and Improvements Plan will be
constructed, or are guaranteed to be constructed, concurrently with the need for them created by this
development and in compliance with the adopted city standards.
To approve a density below the minimums stated for any district, the following circumstances must exist and the
finding required by California Government Code Section 65863 must be made:
1. When one single family dwelling is constructed on a legal lot that existed as of October 28, 2004.
2. When one single family dwelling is constructed on a lot that was created by consolidating two legal non-
conforming lots into one lot (this only applies to lots that are non-conforming in lot area).
3. When a legal lot is developed with one or more residential units that existed as of October 28, 2004; provided
the existing units are to remain and it is not feasible to construct the number of additional units needed to
meet the minimum density without requiring the removal of the existing units.
2.5 Excess Dwelling Unit Bank
The following projects shall require an allocation of excess dwelling units from the “Excess Dwelling Unit Bank:”
1. Projects with dwelling units in the VC, VG, HOSP, FC, and PT districts.
2. Projects in the BP and BC districts that propose densities above the Growth Management Control Point.
The criteria for withdrawing units from the Excess Dwelling Unit Bank are contained in City Council Policy No. 43.
An allocation of excess units to a project is considered an “incentive” as defined in CMC Section 21.86.020 A.12 and
Government Code Section 65915(k).
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Sewer Design Guide
(Revised May, 2015)
City of San Diego
Public Utilities Department
9192 Topaz Way • San Diego, CA 92123
Tel (858) 292-6300 Fax (858) 292-6310
APPENDIX N
Excerpt From
.------11
IL_~~-=--=1 I I
Sewer Design Guide
Sewer Design Guide Chapter 1 1-18 2013
TABLE 1-1
CITY OF SAN DIEGO SEWER DESIGN GUIDE
DENSITY CONVERSIONS (Continued)
Zone
Maximum
Density
(DU / Net Ac)
Population
Per DU
Equivalent
Population
(Pop/Net Ac)
Schools/Public 8.9 3.5 31.2 Offices 10.9 3.5 38.2* Commercial/Hotels 12.5 3.5 43.7* Industrial 17.9 3.5 62.5* Hospital 42.9 3.5 150.0*
Figures with asterisk (*) represent equivalent population per floor of the building.
Definitions: DU = Dwelling Units Ac = Acreage Pop = Population
Net Acreage is the developable lot area excluding areas that are dedicated as public streets in acres. Gross Area is the entire area in acres of the drainage basin, including lots, streets, etc.
For undeveloped areas, assume Net Acreage = 0.8 x Gross Area in Acres
For developed areas, calculate actual Net Acreage. Tabulated figures are for general case. The tabulated figures shall not be used if more
accurate figures are available.
Population is based on actual equivalent dwelling units (EDU) or the maximum estimate obtained from zoning.
Conversion of Fixture Units to Equivalent Dwelling Units (EDU): The Water Meter
Data Card, maintained by the Development Services Department, contains a table of plumbing fixtures that should be used for determining the equivalent dwelling units (EDU’s) for the purpose of estimating the rate of wastewater generation in residential, commercial, or industrial areas. Currently, the basis for conversion is: 20 fixtures = 1 EDU and 1 EDU = 280 gallons of wastewater per day.
In high rise building areas, flow rates shall be based on the most current, adopted edition of the applicable Plumbing Code, assuming one lateral per area. The most conservative flow rate shall govern.
APPENDIX O
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MANHOLE -4 1 DIAMETER ( NO STEPS )
PIPE BEDDING AND TRENCH BACKFILL
FOR SEWERS { STD. INSTALLATION )
CONCRETE CRADLE
CONCRETE ·• ENCASEMENT
• DEEP CUT HOUSE CONNECTION
( SEWER LATERAL )
24" MANHOLE FRAME AND COVER
( HEAVY DUTY )
MANHOLE COVER LOCKING DEVICE
NO S-I
NO. S-4
NO. S-6
NQ S-7
NO. s~14
-NO. M-I
NO. M-4
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LOCAL PUBLIC WORKS EMPLOYMENT ACT OF 1977 ( ROUND lI. }
PROJECT NO. 07 -51-23001
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WORK 'TO BE DONE
THE CONSTRUCTION OF 8" E. S. V. C P SEWER MAIN
ON CRUSHED ROCK BEDDING SHOWN THUS ;
.
THE CONSTRUCTION OF 811 E.S.V.CP SEWER MAIN
ON CONCRETE CRADLE OR Ef~CASED IN
CONCRETE SHOWN THUS : I:· .. : : .
THE CONSTRUCTION OF 4' DIAMETER CONCRETE
SEWER MANHdLE ( NO STEPS) SHOWN THUS : --0
THE CONSTRUCTION OF SEWER TIE -IN POINTS,
4" E.S.V.C.P. VERTICAL STACKS, LOCKED COVER
MANHOLE LOCATIONS AS 9-IOWN ON THE PLANS.
•
BASIS OF BEARING
N. 34°33' W. , THE WESTERLY RIGHT OF WAY LINE OF
OCEAN ST. AS SHOWN ON CARLSBAD TRACT 73 -3,
MAP 7738. / ..
VERTICAL CONTROL . DATA :
U.S. DEPTARTMENT OF COMMERCE, COAST AND GEODETIC
SURVEY DATUM. BENCH MARK'+" IN THE NORTHEAST
CURB RETURN CORNER OF OCEAN ST AND PACIFIC AVE ,
ELEVATION 40. 856 .
OCEAN STREET SEWER
IMPROVEMENTS
TITLE SHEET
io-3,-1101:1, ,i.,u:Di::..D TE..L Go. l..-,1,,.nl-E ;;;; • .s owN.BY-4Yt:tI¼¢R [ PROJECT N0-1fHoRz,.J,1QN~--
oATE BY DESCRIPTION APP'D CHKD.BY,;\:l'RE!£.... _...JII%._.,_ ~ DRAWING NO .
REVISIONS FIELD 6K, l\'l ~-c.,../ L,189-'?[