HomeMy WebLinkAboutAMEND 2024-0008; INNS OF AMERICA; WATER DEMANDS STUDY; 2025-05-08Joh
WATER DEMANDS STUDY FOR:
PRELIMINARY CARLSBAD COMMONS
INNS OF AMERICA
APN: 210-090-52
5010 A VENIDA ENCINAS
CARLSBAD, CA 92008
AMEND: 2024-0008/CUP 2024-0009/PUD 2024 2024-0009
Prepared By:
RCE 80667
Van Ryn Engineering, Inc.
16766 Bernardo Center Dr., Ste 115
San Diego, CA 92128
"~ VAN RVN
Prepared for:
EXP: 3-31-27
Community Development Department
Engineering Division
1635 Faraday Avenue
Carlsbad, CA 92008
May 8, 2025 CITY OF CARLSBAD
MAY 2 2 2025
PLANNING DIVISION
WATER DEMANDS STUDY-5010 AVENIDA ENCINAS MAY2025
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................................................... 3
1.1 Purpose .......................................................................................................................................... 3
1.2 Land Use ........................................................................................................................................ 3
1.3 Vicinity Map ................................................................................................................................... 3
1.4 Site Map ......................................................................................................................................... 4
2. METHODOLOGY .................................................................................................................................. 5
2.1 Water Supply & Distribution Method .......................................................................................... 5
2.2 Design Criteria And Abbreviations .............................................................................................. 5
3. CALCULATIONS/RESULTS ................................................................................................................... 6
3.1 Projected Water Flows .................................................................................................................. 6
3.2 Peak Water Flow Rates ................................................................................................................. 6
3.3 Offsite Water Calculation ............................... , ............................................................................. 6
3.4 Onsite Water Calculation .............................................................................................................. 7
4. CONCLUSION ....................................................................................................................................... 7
Appendix 1 ............................................................................................. Reference Material
WATER DEMANDS STUDY-5010 AVENIDA ENCINAS MAY2025
INTRODUCTION
1.1 Purpose
This Water Study Report has been prepared for the proposed project located at 5010 Avenida
Encinas in the City of Carlsbad, California. The project proposes new hardscape and landscape areas
on the northwestern end of the site. The existing on-site hotel will remain undisturbed, maintaining
the same number of units and commercial spaces for the proposed development while re-classifying
to a multi-family apartment building. The following study will show that the proposed water flow
generation of the proposed Carlsbad Commons -Inns of America project will be acceptable for re-
classification compared to that of the existing site, while emphasizing that existing improvements on
and off-site are sufficiently sized to accommodate the new water flow. This report will also indicate
that the proposed water flows generated because of final construction are less than the City of
Carlsbad: Potable Water Mater Plan -2019 flows allocated to the site. The purpose of this water study
is to:
i) Analyze existing/ proposed water demands on public water distribution system per City of
Carlsbad Engineering Standards: Volume 2, Chapter 3 (2022 Edition).
ii) Size the proposed water line/(s) intended to be constructed/ connected to the existing water
main in the existing roadway.
iii) Show that the proposed water flow generation for the proposed development is consistent
with the City of Carlsbad: Potable Water Master Plan -2019.
iv) Show that the proposed flows downstream of the project site are less than or equal to the
flows per the City of Carlsbad: Potable Water Master Plan -2019.
1.2 Land Use
5010 Avenida Encinas is located at the corner intersection of Avenida Encinas and Cannon Road,
approximately 200 feet west of the 5 (San Diego Parkway), located in the City of Carlsbad. The lot's
total area is 111 ,738 sq.-ft (~2.7 acres). The existing site is within the Planned Industrial (P-M) zone,
part of the City's Planned Industrial General Plan. The current land use is Hotel/Motel (commercial)
and the proposed use is Multi-family. Per the City of Carlsbad: Engineering Standards Volume 2, 2022
Ed., Chapter 3, Hotel (Commercial) Average Daily Flows are based on a duty factor of gallons per day
per acre (gpdpa), which approximates to 1,500 gpd/acre (3.2.1), while the Multi-Family Average Daily
flows is provided in gallons per day per unit (gpdpu), which is nearly 185 gpd/unit (3.2.1).
3
WATER DEMANDS STUDY-5010 A VEN/DA ENCINAS
1.3 Vicinity Map
VJC·JNITY MAP
N7:S
MAY 2025
4
WATER DEMANDSSTUDY-5010AVENIDA ENCINAS MAY2025
1.4 Site Plan
5
WATER DEMANDS STUDY-5010 AVENJDA ENCINAS MAY2025
2. METHODOLOGY
2.1 Water Supply & Distribution System
The proposed CARLSBAD COMMONS -INNS OF AMERICA multi-family apartment building lies in
the Pressure Zone 241 (Figure 2.2_Potable Pressure Zones) within the Carlsbad Municipal Water District
(Figure 1.3_ Water Service Area) located in the City of Carlsbad (Figure 1.l_Location Map). Per the City
of Carlsbad, Potable Water Master Plan -2019, Zone 241 is supplied by the Skyline Tank Storage Facility
(Table_2.2) that is monitored by the Pressure Regulation Stations in Zone 446 (Table_2.3). As-built
drawings for the project site obtained from the City of Carlsbad currently show an existing 1 0" ACP water
main in Avenida Encinas, per drawing no: 333-2GE1. Three, 2" water meters in manifold with 3" service
lines currently serve the existing site and directly tie-in to the street's 10" ACP water main (Grading Plan-
Plumbing Connection).
2.2 Design Criteria and Abbreviations
The list below illustrates the criteria necessary for water demand analysis. Values were obtained from the
City of Carlsbad: Potable Water Master Plan -2019 & the City of Carlsbad Engineering Standards Vol. 2,
Chapter 3, (2022 Edition).
• Average Daily Flow (Multi-family)= 185 gpd/DU
• Average Daily Flow (Non-Residential/ Commercial)= 185 gpd/ DU
• Master Plan Peaking Factors
o Average Day Demand (ADD)= 1.0
o Maximum Month Demand (MMD) = 1.4 x ADD
o Maximum Day Demand (MDD) = 1.60 x ADD
o Peak Hour Demand (PHD) = 2.90 x ADD
• Gpd = Gallons per Day
• GPM = Gallons per Minute
• MGD = Million Gallons per Day
• DU = Dwelling Units
6
WATER DEMANDS STUDY-5010 AVENIDA ENCINAS
3. CALCULATIONS/RESULTS
3.1 Water Flow Demands
Existing Hotel (Commercial/ Non-Residential)
Average Day Demand = ADD= (98 Units* 185 gpd/du) = 18 130 d
Maximum Day Demand = MDD = 1.60 *ADD = 1.6 * 18,130 gpd = 29,008 gpd
Maximum Month Demand = MMD = 1.4 * ADD = 1.4 * 18,130 d = 25,382 @d
Peak Hour Demand = PHD = 2.9 * ADD = 2.9 * 18,130 gpd = 52,577 d
Proposed Multi-Family Apartment (Mult-Family)
Average Day Demand = ADD = (98 Units * 185 gpd/du) = 18, I 30 gpd
Maximum Day Demand = MDD = 1.60 * ADD = 1.6 * 18,130 gpd = 29,008 gpd
Maximum Month Demand = MMD = 1.4 *ADD = 1.4 * 18,130 d = 25,382 d
Peak Hour Demand = PHD = 2.9 *ADD = 2.9 * 18,130 gpd = 52 577 d
MAY 2025
3.2 Proposed Water Flow Sizing & Demands (Multi-Family Apartment Building)
Per re-classification of building use, the Water Flow Demands maintain an identical Average Daily
Demand of 18,130 gpd of residential/multi-family use, along with the rest of the flow peaking demands as
listed is City of Carlsbad: Engineering Standards -Volume 2, 2022 Ed., due to no proposed change in unit
or fixture count from existing to the proposed conditions (98 Units Total/ 186 fixtures total). Because no
units or fixtures will be removed/added for the proposed re-classification of the building use, it is to be
assumed that the existing water flow sizes and demands are acceptable for those in the proposed
condition, and that the current water and fire services serving the site are sufficient.
4. CONCLUSION
The approved City of Carlsbad: Potable Water Master Plan -2019 identified the proposed project site area
of 5010 Avenida Encinas supplied by the Skyline Tank Storage Facility that is monitored by the Pressure
Regulation Stations in Zone 446. With the proposed building structure utilizing the existing plumbing
infrastructure for the multi-family apartments as it did with the hotel, Carlsbad Commons -Inns of America
has anticipated no needed updates to the water demands currently required by the site. Therefore, the
an alysis of the existing, offsite 10" ACP water within Avenida Encinas Street has adequate capacity to
convey the proposed water demands, while the analysis of the onsite, existing three, 3" service lines and
meters will satisfy the proposed transformation of the site.
7
WATER DEMANDS STUDY-5010AVENIDA ENCINAS MAY2025
APPENDIX!.
REFERENCE MATERIALS
8
Potable Water Master Plan
Carlsbad Municipal Water District
Figure 1-1: City of Carlsbad Location Map
Cities
• City of Carlsbad
City of Oceanside
□ City of Encinitas
□ City of Vista
□City of San Marcos
0
City of
Carlsbad Ca l l fo,nla
Document Path: C:IProjects\Carlsbad\SewerMasterPtan_ 10046316\Jon_Figures\Jan_ 27 _ mapdocs\Carlsbad_ City.mxd
1-4 I June 17, 201 9
1 MILES 2
Potable Water Master Plan
Carlsbad Municipal Water District
Figure 1-3: Water Service Area
1-6 I June 17, 2019
WstalD
Ca#sbad~D
/\./_,_. .. ',
I, I
Carlsbad MWD
D CiiyofOceanside
D Oiventia... MWD
D San Dieguito WO
D Villlecilos WD
Vislill>
l. 1··-
IL ,1 r l Oliven/Jain lfWD I .,..-•~ I ... -. I ._ __ __.... I
San Qieguito WO :' l .. ,., J ,_ ... r'--,
_J
CARLSBAD
WATER SERVICE AREA
CITY Of' CARLSBAD. CALIFORNIA
.. -1-)l
Figure 1-8: Local Facility Management Zones
CARLSBAD
LFMZ
r~~!City of Carlsbad
LMFZ Quadrant
NE CITY OF CARLSBAD, CALIFORNIA
-NW
-SE
SW
D Local Facility Management Zone
fltAM UIDCWUOfflllO.IIC.TaCl~~~m.mo-at:~~1':....,_•
Ch ·of Carlsoad
• Ir t
eb ~· WILES
June 17, 2019 I 1-11
Potable Water Master Plan
Carlsbad Municipal Water District
Figure 2-2: Potable Pressure Zones
City of Oceanside
1
Vista ID
Olivenhain MWD
~__n_. • (,
Pressure Zones D 330 510 r.:.~l City of Cartsbad
ON/A
0 198
0 241
0 255
0 318
0349 0 550
0 375 0 580
0430 0 680
0 446 0 700
0 490
i,,AT11:tADClf~T~il~~•~~•011iS:~I
2-4 I June17,2019
POTABLE
PRESSURE ZONES
CITY OF CARLSBAD, CALIFORNIA
Potable Water Master Plan
Carlsbad Municipal Water District
2.1.2 Storage Facilities
Water storage facilities serve four critical water storage needs:
• operational storage for daily use
• fire protection storage
• in-zone emergency storage for outages
• aqueduct shutdown storage
The CMWD operates and maintains nine active potable water storage facilities (eight tanks and one
large reservoir), which are listed in Table 2-2 and shown on Figure 2-4. The table includes the size,
age, material, and high-water level (HWL) for each facility. The total existing storage capacity for the
CMWD potable water system is 242.5 MG, which includes the capacity of the 195-MG Maerkle
Reservoir. Without the Maerkle Reservoir, the total system storage is 47.5 MG. Tank water levels
are recorded throughout the day using a SCADA control system. CMWD also owns two abandon
storage reservoirs no longer in use. The La Costa Lo Reservoir (1.5 MG) formerly served the 318
Zone but was recently abandon due to water quality concerns. The Santa Fe No. 1 Tank (2.5 MG)
has been abandoned for many years as it was replaced by the Santa Fe Tank No. 2.
Table 2-2: CMWD Existing Storage Facility Summary
Facility
Pressure 1D1 Year
Zone (Name) Built Material
700 Santa Fe 1986 Prestressed
II Tank Concrete
La Costa 1985 Pres tressed
Hi Tank Concrete
490 Maerkle 1991 Rect.
Tank Concrete
Maerkle 1962 Lined dam
Reservoir New w/ floating
Cover cover
(2019)
446 TAP 1985 Prestressed
Tank Concrete
375 D-3 Tank 1995 Welded
Steel
330 Ellery 1972 Welded
Tank Steel
255 Elm Tank 1972 Welded
Steel
241 Skyline 1972 Welded
Tank Steel
Source: City of Carlsbad 2012 Water Master Plan
Notes:
Bottom
Elevation Height
(ft) (ft)
700 32
700 27
491 .3 22.8
442.5 57.5
446 27
375 55
330 22.5
255 22.5
241 22.5
1 Santa Fe I and La Costa Lo tanks are existing tanks that are currently not in service.
2 Diameter unless otherwise noted.
2-8 I June 17, 2019
High
Water Dimension Capacity
Level (ft) (ft)2 (MG)
732 219 9
727 194 6
514 267 X 215 10
500 -195
473 194 6
430 175 8.5
352.5 194 5
277.5 106 1.5
263.5 109 1.5
Table 2-3· Pressure ReQulatinQ Station Summary
Pressure Valve Diameter (in) Setting (psi)
Station Name Zone Elevation Status Function
From To (ft) Primary Secondary Relief Primary Secondary Sustaining PSI
Palomar Oaks 550 375 194 6 8 8 80 65 115/130 150 / 84 Closed Back-up
Palomar West 375 241 78 6 8 6 71 65 115 132 / 68 Closed Back-up
Pine 330 255 138 3 8 6 60 55 75/65 90157 Closed Back-up; fire only
Point D North 700 550 283 6 8 6 105 100 165 185 / Open Back-up 120
180 / Primary Supply,
Point D South 700 550 283 16* 12 8 112 105 135 114 Open *1 6" body 12"
internals
Pointsettia 375 318 124 4 8 6 80 65 94 120 / 80 Closed Back-up West
Quarry Creek 446 330 -6 8 6 ---150 / 87 Open West
Quarry Creek 446 330 -6 8 6 ---150 / 90 Open East
Rancho 375 PVT 4 6 3 146 / 63 Open Always runs Carlsbad -- --
Rancho 700 550 188 6 8 6 130 120 180 215 / Open Back-up Poncho 145
Rising Glen 490 446 136 8 -4 145 143 145 • 158/124 Closed Back-up
Robertson's 446 349 6 8 6 70 50 120 140 /74 Open Always runs Ranch -
Sage Creek 490 375 6 168 / Closed Back-up ----- -145
Salk 490 430 266.5 4 10 6 66 61 85 100 / 84 Closed Back-up
SDCWA#6 CWA 700 566 16 --160 -170 Open PRS off CWA #6
Sierra Morena 446 255 130 8 --r 56 --135 135 / 60 Closed Back-up; fire only
Skyline West 446 Tank 8 6 82 I Open Feeds Reservoir --- --tank
Tamarack 446 349 172 2 8 4 60 55 85 126 / 54 Open Back-up Point
Tanglewood 490 330 126 6 8 6 80 70 170 155 / 88 Closed Back-up
TAP#4 CWA 580 14 ---230 235 / 96 Open PRS off CWA #4, ----reducina to 580N Cannon
TAP Hi/Lo 580 Tank 10 10 73 73 / Open Sustaining only, ----tank Feeds Reservoir
Unicornio 680 510 346 8 -4 71 --140 / 60 Closed Back-up
June 17, 2019 I 2-13
2.1.5 Pump Station Facilities
CMWD currently operates and maintains three stand-by PSs. The PSs are only used during
emergencies to supply water to higher zones during a Water Authority shutdown or other outage.
The locations of these facilities are shown on Figure 2-1 and a summary of each facility is provided
in Table 2-5. A description of each PS is provided below. The Maerkle PS pumps water from the
Maerkle Reservoir into the Maerkle Tank when needed to improve water quality and maintain
circulation within the reservoir. In addition, the Maerkle PS can serve a large portion of the CMWD
system during a Water Authority shutdown. This station includes a backup generator for emergency
power.
Table 2-5: Pump Station Summary
Pressure
Zone Pump
Pumo Station From To
Maerkle 435 490
Bressi 490 700
Calavera Hills 446 580
Source: City of Carlsbad 2012 Master Plan
Notes:
Unit
1
2
3
4
1
2
3
1
2
3
Motor Size & Rated Capacity
Twe aom MGD
150-hp, VFD 4,500 6.48
150-hp, VFD 4,500 6.48
150-hp, VFD 4,500 6.48
150-hp, VFD 4,500 6.48
125-hp 1,250 1.80
125-hp 1,250 1.80
125-hp 1,250 1.80
75-hp 1,500 2.16
75-hp 1,500 2.16
15-hp 200 0.29
(1) Firm capacity is the total capacity of the pump station less the largest pump unit.
Firm Capacity Back-
aom MGD uo Power
13,500 19.44 450 KW
Generator
2,500 3.60 -
1,500 2.16 Wiring for
generator
(2) The Maerkle PS can convey water from the Maerkle Dam and transfers it into the Maerkle Tank.
The Bressi PS can be used to boost water from the 490 Zone to the 700 Zone during shutdowns. No
backup power or generator is currently provided at this site. The abandoned Ellery Pump Station
site allows for a portable pump hook-up.
The 580N Zone is served directly from the Water Authority No. 4 connection under normal
operations through a pressure sustaining valve. However, during a Water Authority shutdown this
zone can be served through the Calavera Hills PS from the 446 Zone.
2.2 Agency Interconnections
CMWD receives potable water at their Water Authority No. 2 connection on a regular basis from
VWD's VAL 7 connection to the Water Authority off the Questhaven Pipeline. Water supply is
provided through an interagency service agreement entitled Construction of a Water Transmission
and Storage System -Questhaven Pipeline, dated July 1, 1978 and its supplement, dated
September 1979 in which VWD is designated as the lead agency. The CMWD connection capacity
by agreement is limited to 8.61 MGD. CMWD is supplied via a flow control facility from the VWD's
June 17, 2019 I 2-17
Potable Water Master Plan
Carlsbad Municipal Water District
3.1.6 Existing Demand By Pressure Zone
The existing demand was determined for each pressure zone, as each potable water meter account
is coded to a specific zone. Table 3-5 shows the sales or demand data for each pressure zone for
the 2014 Baseline Year. The demand per zone will be used to estimate water supply and storage
requirements in the water distribution system.
Table 3-5: Average Water Demands per Pressure Zone
2014 Averaae Water Demand
Pressure Zone gallons per minute million aallons oer dav
198 42 0.06
241 1,069 1.54
255 1,125 1.62
318 1,854 2.67
330 854 1.23
349 42 0.06
375 1,549 2.23
430 97 0.14
446 1,139 1.64
490 69 0.10
510 208 0.30
550 1,319 1.90
580 (North and South) 292 0.42
680 243 0.35
700 396 0.57
Null1 146 0.21
Total 10,433 15.04
1 Meter accounts not identified in a pressure zone.
3.1.7 Unaccounted for Water
Unaccounted for water, also called non-revenue water is the difference between the amount of water
that enters CMWD's distribution system and the amount of potable water delivered to CMWD's
customers. Non-revenue water is water lost from the distribution system through a variety of ways,
both authorized and unauthorized, including water for firefighting, pipe flushing, hydrant testing,
leakage from pipelines, meter errors, and theft. CMWD does, however, attempt to estimate fire and
temporary water demand, as noted in Table 3-6.
3-10 I June 17, 2019
Potable Water Master Plan
Carlsbad Municipal Water District
of forecasting from those past trends. Many customers have substantially changed how
they use water by adopting adjustments such as turf removal and low-flow fixtures. These
changes are unlikely to be completely reversed .
. . .. Usage rebound assumptions are specific to each customer class because some
customer classes have greater water demand variability. For this analysis FYE 2014 was
used as the baseline year for customer data, in order to have a baseline proportioned close
to normal year monthly demand patterns.
The methodology used to update WDFs involves correlating historical parcel-level water
consumption data with its designated land use type so that the actual water user per acre or per unit
can be calculated. A preliminary list of the WDFs, based on the 2014 Baseline Year existing
demands, is included in Table 3-8 .
Table 3-8: Water Duty Factors for 2014 Baseline Year
Duty Factor
Gallons per day
(gpd)/unit
Cateaorv Quantitv Unit Or aod/acre
Single Family Residential 6,231 DU 400
Multi-Family Residential 1,068 DU 185
Commercial/Office 1,468 Acre 1,500
Industrial 1,330 Acre 400
Roads/ROW 3,795 Acre 0
Institutional 9,070 Acre 500
Park/Open Space 543 acre 2,000
Agriculture 568 Acre 500
Vacant 981 acre 0
Total 25,055 --
3.2 Projected Water Demands
An important element in master planning is the assessment of future water demands and supply
requirements. Demand forecasting allows CMWD staff to:
• Understand spatial and temporal patterns of future water use
• Plan for future water purchases and supply planning
• Plan for system expansion/system revenue/expenditures
• Conduct infrastructure and capital planning
• Develop water/wastewater rates
• Optimize system operations
As part of this Master Plan, a water demand forecast tool was developed to assist with the water
demand projection and provide CMWD a number of planning scenarios. The following section
highlights the forecasting tool that was used to build the water demand projections.
3-14 I June 17, 2019
3.2.2.1 Future Water Demands by Pressure Zone
The future 2040 water demand was determined for each pressure zone utilizing the SAN DAG data
and the City's local facilities management zone data, and it was spatially allocated to the hydraulic
water system model. The future demand per zone are used to estimate any new water supply and
storage requirements in the water distribution system. The total increase in future demand is
approximately 3.5 mgd or about 20 percent from 2014 to 2040 using the median forecast and
baseline year demand to meet an estimated increase in population of close to 10,000 and planned
commercial/industrial development. Table 3-10 summarizes the demand increase by each pressure
zone due to the projected growth.
Table 3-10: 2040 Future Average Water Demands per Pressure Zone
2040 Average Daily Water Demand
Million
Percent Increase Gallons
Pressure Zone (%) per Dav
198 2% 0.08
241 0% 1.54
255 7% 1.80
318 26% 3.63
330 2% 1.27
349 31% 0.39
375 9% 2.52
430 16% 0.32
446 0% 1.64
490 14% 0.26
510 69% 1.21
550 4% 2.02
580 10% 0.56
680 8% 0.46
700 14% 0.79
Total -18.5
3.3 Water Supply Evaluation
Water supply reliability and affordability are critical to providing water to the CMWD customers. This
Water Master Plan update addresses recent drought conditions affecting local and imported water
supplies and describes the improvements to local water supply facilities that benefit CMWD. This
section documents the current existing supply capacity and potential shortage events and
consequences, as well as potential mitigation measures to offset future deficiencies. This section
expands on the existing water supply setting, overviewed in Section 2.1 and includes a review of the
imported water supply picture.
June 17, 2019 I 3-21
Potable Water Master Plan
Carlsbad Municipal Water District
Although the Total Revised Coliform Rule is now in effect, CMWD should closely monitor samples in
affected areas to determine if additional assessments are required. Since 2016, the Level 1 and
Level 2 assessments for non-compliance would require additional sampling efforts by CMWD.
CMWD should follow the development of state mandated water conservation measures and
advocate for credit in achieving potable water use reductions through its recycled water program.
4.2 Design Criteria
As part of the planning process, design criteria from the previous master plan was reviewed with
engineering and operations staff to re-confirm the design criteria or update specific criteria based on
system operations the past five years.
4.2.1 Potable Water Criteria
Table 4-2 lists the design criteria for the 2019 Master Plan. Unit demands were revised based
on current water demand information, as discussed in Section 3.1.
Table 4-2: Water Master Plan Design Criteria
Item Criteria
Unit Demands
Single Family Residential 450 gpd/DU
Multi-Family Residential 185 gpd/DU
Non-Residential 1,500 gpd/acre
Peaking Factors
Minimum Day/Average Day Ratio 0.5
Maximum Day/Average Day Ratio 1.6
Maximum Month/Average Day Ratio 1.4
Peak Hour/Average Day Ratio 2.9
Piping/Pipelines
Maximum Velocity -Peak Hour 8 fps
Maximum Velocity -Max Day + Fire 15 fps
Maximum Headloss -desired at peak flow 5 ft/1,000 ft
Maximum Headless -allowable at peak flow 10 ft/1,000 ft
Maximum length of dead-end pipe 150 ft
Maxim um No. of hydrants on a dead-end pipe 1
Maximum No. of services off a dead-end pipe 18
Pressure
Maximum Static -Desired 125 psi
Maximum Static -Allowed 150 psi
Minimum Static 60 psi
Minimum Residual (Peak Hour) 40 psi
Minimum Residual (Max Day+ Fire) 20 psi
Maximum desired pressure drop from static 25 psi
4-8 I June 17, 2019
Table 4-2: Water Master Plan Design Criteria
Item Criteria
Typical Fire Flows
Single Family Residential 1,500 gpm for 2 hours
Multi-Family Residential 3,000 gpm for 2 hours
Non-Residential 4,000 gpm for 4 hours
Storage
Operating Storage 15% MOD
Fire Storage Maximum fire flow x duration
Emergency Reserve Storage (in-zone) 100% MOD
Emergency Storage (Planned SDCWA shutdown) 10 x ADD
Water Pressure Regulating Stations -
Minimum Number of Valves 2
Low = Average
Capacity High = MOD + Fire Flow
Redundancy Required Yes (by zone)
Pressure Relief Valve required at a minimum of one
Other station per zone.
Pump Station -
Pumping Period 24 hours
Pumping Capacity MOD for all zones served
Minimum Number of Pumps 3 (2 duty + 1 standby)
Redundancy 1 unit equal to largest duty pump
Standby Power Generator
Notes:
fps=feet per second
Maximum velocity criteria are industry standard for new construction but may be exceeded under
existing performance conditions if replacement costs are excessive and not critical to level of
service. The fire flow velocity requirement of 10 fps in the 2012 Master Plan was determined to be
conservative. It was increased to 15 fps to avoid oversizing small water mains creating water quality
issues in the distribution system . Fire flow requirements for areas within Carlsbad that are
designated as High and Very High Fire Hazard Severity Zones, shown on Figure 4-1, were
reviewed, which in some cases may require higher fire flows.
June 17, 2019 I 4-9
Table 6-3: 2040 Storage Capacity
Required Storage per Design Criteria
Capacity by HGLZone Operational Emergency Total Required Available
Tank Zone ADD Total Max Day (MG) Fire (MG) Storage Storage Surplus
HGL Tank ID (MG) Zones Serviced (MGD) (MGD) Max Avg PF (MGD) (0.15. x MDD) (MG) (1.6 x MDD) CMG) (MG) (MG)
700 0.07
680 0.46
700 La Costa Hi Tank 6.0 580S 0.01 5.38 1.6 8.61 1.29 0.96 8.61 10.86 6.00 (4.86)
510 1.21
318 3.63
700 0.72
700 Santa Fe II Tank 9.0 550 2.02 3.06 1.6 4.89 0.73 0.96 4.89 6.58 9.00 2.42
430 0.32
490 0.26
490 Maerkle Tank 10.0 0.51 1.6 0.82 0.12 0.96 0.82 1.90 10.00 8.10
285 0.25
580N 0.55
446 TAP Tank 6.0 446 1.64 2.58 1.6 4.14 0.62 0.96 4.14 5.72 6.00 0.28
349 0.39
375 D-3 Tank 8.5 375 2.52 2.52 1.6 4.03 0.60 0.96 4.03 5.60 8.50 2.90
330 Ellery Tank 5.0 330 1.27 1.27 1.6 2.03 0.30 0.96 2.03 3.30 5.00 1.70
255 Elm Tank 1.5 255 1.80 1.80 1.6 2.88 0.43 0.96 2.88 4.27 1.50 (2 .77)
241 Skyline Tank 1.5 1.54 1.54 1.6 2.46 0.37 0.96 2.46 3.79 1.50 (2 .29)
Total -47.5 -18.66 ------42.02 -5.49
Notes:
Does not include 195 MG Maerkle Reservoir for Emergency Storage
June 17, 2019 I 6-15
CHAPTER 3 -DESIGN PROCEDURES AND GUIDELINES
3.1 DESIGN PROCEDURES
3.1.1 Potable Water
The Developer will meet with the Engineering Department and bring a preliminary site plan showing
the potable water system layout. Before submittal of layout, the Developer must, in sequence, do the
following:
A. Meet with the City Fire Marshal and determine the requirements for fire proteQtion equipment.
B. Prepare a colored recycled water use map (if recycled water is available) and submit to the
City Planning Department for processing and approval.
C. Schedule a meeting with the Engineering Department for review, comment, and approval of
the preliminary water system plan including potable water demands (GPM) prior to the
preparation of mylar improvement plans.
The site plan to be used for the layout must show the existing and proposed underground utilities
(sewer, electric, gas, storm drain, etc.), the paved areas, the slopes and signs and structures which
, will affect the potable water system layout. The project may be approved upon the express condition
that building permits will not be issued for development of the subject property unless the water and
sewer districts serving the development determine that adequate water service and sewer facilities
are available at the time of application for such water service and sewer permits .and will continue to
be available until time of occupancy. •
Existing water lines that will no longer be used shall be removed to the extent feasible. Pipe
abandonment shall conform to City of Carlsbad Engineering Standards, Volume 3, Standard
Drawings and Specifications, Chapter 5.
3.1.2 Recycled Water
The Developer will meet with the Engineering Department and bring a site plan showing the recycled
water site use area and system layout in purple ink. Before submittal of layout the Developer must,
in sequence, do the following:
A. Meet with his landscape designer and establish the irrigation demands. (GPM) for all
landscaped areas and establish the service connection point(s).
B. Obtain and consolidate the existing and proposed water system improvement plans onto the
recycled water layout plan and include proposed connection points.
C. The site plan to be used for the layout must show the existing and proposed underground
utilities (potable water, sewer, electric, gas, storm drain, etc.), paved areas, slopes and signs
and structures which will affect the recycled water system layout.
Volume 2
Page 15 of 46 5/30/24
3.2 PLANNING AND DESIGN CRITERIA
3.2.1 Water Flow Generation
The following domestic water supply demands are used in the development of the water system.
A. Residential
Average daily flow:
B. Non-Residential
Average daily flow:
C. Fire Flow
Single Family, per dwelling unit -450 GPO
Multi-Family, per dwelling unit -185 GPO
1,500 GPO/acre
The Engineer of Work shall determine the required fire flow capacity and flow duration based
on the latest California Fire Code, Table 8105.1 and National Fire Protection Association
standards adopted by the City. The Engineer of Work shall obtain approval of the project-
specific fire flow criteria from the Fire Marshal. In case of conflict, the more stringent
requirement shall apply. The following guidelines are for preliminary planning purposes only.
Fire Flow (GPM)
Fire Flow
Calculation
Area (SF)
s 3,600
s 13,400
s 23,300
s 36,000
s 51,500
s 69,600
~ 85,101
Commercial/Residential
No Sprinkler System
1,500/1,000
3,000
4,000
5,000
6,000
7,000
8,000
, 3.2.2 Facility Sizing Criteria
A. Water System Design Criteria
Commercial/Residential
w/Auto Sprinkler System
1,500/1,000
1,500
2,000
2,500
3,000
3,500
4,000
1. Minimum static pressure of 60 PSI.
Flow Duration
(Hrs.)
2
3
4
4
4
4
4
Min. No.
Hydrants
1 / 1
3 / 1
4/2
5/3
6/3
7/4
8/4
2. Maximum static pressure of 125 PSI. Pressures up to 150 PSI may be allowed with
specific approval of the City Engineer.
3. . The elevation of the tank floor of existing or proposep tanks shall be the basis for
determining the minimum static pressure. The elevation of the tank overflow shall be the
basis for the maximum static pressure.
Volume2
Page 16 of 46 5/30124
4. For pipelines served by pressure regulating stations, the pressure control valve set point
of the supply station, as provided by the _District, shall be the basis for determining the
maximum static pressure. •
' .
5. Use existing pressure zones to the extent possible. A request for the creation of a new
pressure zone shall be supported by a hydraulic study and approval shall be at the sole
discretion of the District.
6. Pressure zone overlap (where one zone can be served by an adjacent zone) shall be
included at the boundary of a new pressure zone when required by the District. In such
case, the maximum elevation difference between the two zones shall not exceed 100
feet.
7. A regulated pressure zone shall be served by two or more pressure regulating stations.
The distribution of hydraulic demands for each station shall assume ·one pressure
regulating station is out of service. •
8. Pressure regulating stations shall have not less than two pressure control valves. One
of the valves shall be sized for the average day demand of the· pressure zone. The total
capacity of the pressure regulating station shall be the greater of a) maximum day
demand plus fire flow or b) peak hour demand of the entire pressure zone.
B. Hydraulic analysis of the water system dynamic pressures shall meet the following
requirements or as specified in the latest adopted Potable Water Master Plan:
1. Dynamic pressures shall be analyzed with reservoir levels half full.
2. Under peak hour demand and no fire flow, minimum pr~ssure should be no less than 40
PSI and maximum pipeline velocity shall be 8 ft/s. Maximum head loss shall not exceed
10 feet/1000 feet of pipe.
3. Under maximum day demand plus fire flow:
a. pumps shall be assumed to be off, and 100 percent of the fire flow requirement
delivered from storage tanks, •
b. pressure in the system shall not be less than 20 PSI for the period 'of the fire
incident (with reservoir levels half full),
c. Maximum allowable pipeline velocity shall be 15 ft/s, and
d. maximum allowable velocity through pressure regulating station. control valves
shall be 15 ft/s.
4. The maximum pressure drop between static and dynamic pressures shall not exceed
25 PSI.
5. At least two sources of water which can be independently isolated (generally from two
different streets) should be available for each development (i.e., looped system).' Dead-
end water lines longer than 150 feet are generally not permitted without special approval.
A water supply source served by a pressure regulating station that has only one pressure
control valve will not satisfy the requirement for a redundant supply source.
6. Dead-end water lines-are to serve no more than 18 residences. A looped water system
·is required for 19 or more residences or where required at the District's discretior.
Volume 2
Page 17 of 46 5/30/24
-Commercial/Industrial developments require looped water systems unless approved
otherwise by the District and the Fire Marshal. •
7. No more than one fire hydrant shall be allowed on a dead-end water line. Water systems
requiring 2 or more fire hydrants shall be looped.
8. The minimum pipeline diameter for public water mains serving a hydrant, a fire service
or more than four residences shall be 8 inches.
9. When water pipelines require upsizing due to hydraulic analyses or because the existing
pipe materials do not meet District standards, the adjoining tees and valves at the ends
of the affected pipe segment shall also be upsized or replaced to the diameter
substantiated by hydraulic analyses and in accordance with District standards.
10. -Approved double check detector assemblies (DCDAs) are required for all non-
residential fire sprinkler systems, including schools and commercial developments, in
accordance with CMWD standards. A higher degree of protection may be required
depending on the degree of hazard in accordance with Title 17, CCR Section 7604.
3.2.3 Water Master Plan Peaking Factors
Average Day Demand (ADD)
Maximum Month Demand (MMD)
Maximum Day Demand (MOD)
Peak Hour Demand (PHO)
1.0
1.4 x ADD
1.60 xADD
2.90 xADD
3.3 LOCATION, TYPE AND SIZE OF WATER FACILITIES
3.3.1 Distribution Lines
Distribution lines are defined as 8-inch through 12-inch in diameter and shall be polyvinyl chloride
(PVC) conforming to AWWA C900, DR 18 or DR 14 as shown on the Plans or wh.ere specified.
3.3.2 Transmission Mains
Transmission main pipe shall be either (PVC) conforming to AWWA C900 for 14-and ·16-inch
diameters or, for 18-inch and. larger diameters, pipe and fittings shall be cement mortar-lined and
tape coated steel with cement mortar shield conforming to AWWA C200, C205, C209 and C214.
Steel pipelines shall be designed and constructed with cathodic protection in accordance with District •
standards.
3.3.3 Temporary Above Ground Piping (High Line)
High line piping, where shown on the Plans or required by the City Engineer, shall be furnished, installed,
disinfected, connected, maintained, and removed by the Contractor per the requirements of Specification
section 15000. All high line piping systems shall have a minimum pressure rating equal to 150 psi or the
maximum working pressure of the water supply distribution system, whichever is greater. High line piping
systems shall be fully restrained, and all-components shall be NSF 61 approved.
Volume 2
Page 18 of 46 5/30/24
3.3.4 Isolation Valves
Isolation valves shall be placed every 500 feet for potable water distribution lines and 1,000 feet for
recycled water distribution lines and potable water transmission lines or every 58 feet of elevation
difference,-whichever occurs first.
3.3.5 Valves for 16-inch and Smaller Pipelines
Valves for potable and recycled water pipelines (16-inch and smaller) shall be resilient wedge gate
valves per the Approved Materials List, Appendix C. In locations where 4-inch recycled water mains
or services are allowed, the valve on the tee branch at the main shall be 6-inch.
3.3.6 Valves for 18-inch and Larger Pipelines
Valves for potable and recycled water pipelines 18 inches in diameter and larger shall be flanged
butterfly valves per the Approved Materials List, Appendix C.
3.3. 7 Valve and Appurtenance Locations
A. Water valves shall be placed on all branches of tees and crosses and with manual air release
or blow-off assemblies, as appropriate (exception will be fire hydrant tees).
B. Fire hydrant locations and model type shall be established by the Fire Marshal and will be
placed at common lot lines, end or beginning of curb returns and a minimum of five feet (5')
from the edge of driveway.
C. Two-inch (2") manual air release or two-inch (2") blow-off assemblies shall be placed at all
ends of pipelines (!.e., cul-de-sacs) ~s required.
D. Air-vacuum assemblies (AVA) shall be installed at pipeline high points and elevated dead-
ends of the system. Minimum size of AVA shall be 2-inch.
3.3.8 Horizontal Location of Water Pipelines
A. Potable Water
Horizontal location: Centerline of potable main to face of curb shall be seven feet (7') and on
the opposite side of the street from the recycled water main. Potable main shall be on the
• easterly side of a north-south street and on the southerly side of an east-west street.
B. Recycled Water
Horizontal location: Centerline of recycled main to face of curb shall be twelve feet (12') and
on the opposite side of the street from the potable water main. Recycled main shall be on the
westerly side of a north-south street and on the northerly side of an ~ast-west street.
C. Horizontal Curvature / Bending
Neither longitudinal bending of the pipe or deflection of bell-and-spigot joints is allowed on
PVC C900 pressure pipe. Joint deflection shall be accomplished with ductile iron fittings or
deflection couplings designed for use with PVC C900 pipe. Deflection couplings shall be
Volume 2
Page 19 of 46 ' 5/30/24
selected from the Approved Materials List and actual deflection shall not exceed 80% of the
manufacturer's written recommendations.
Generally, the maximum deflection requirement referenced above will provide 2° deflection
per joint for a maximum of 4° total deflection at each deflection coupling. Deflection couplings
are allowed on PVC C900 pipe for pipe sizes 4" through 12". Deflection on larger diameter
PVC pipe shall use ductile iron mechanical joint sleeves, bend fittings or specialty couplings
specifically designed to accommodate joint deflection.
D. Relocation
I
Any pipeline that would be situated, upon development or improvement of a property, beneath
curbs/gutters, sidewalks, landscaped areas or less than 5 feet from subsurface structures or
stormwater infiltration devices shall be replaced and relocated per current engineering design
standards to a traveled lane in the public right-of-way and at least 5 feet away from such
improvements. • '
3.3.9 Vertical Location of Water Pipelines
A. Potable Water
Vertical location:
1. 42 inches minimum cover, top of pipe to finish grade.
2. Potable water main shall be 12 inches above the recycle~ water main.
3. Exceptions may be allowed with special design and prior written approval to eliminate
appurtenances or iffield conditions pose a11 unavoidable conflict or constraint, with three
feet (3') minimum cover at isolated locations.
4. In all cases, a minimum of 24 inches shall be required and maintained between the
subgrade cut for roadway base material and top of pipe.
B. Recycled Water
Vertical location:
1. 54 inches minimum cover, top of pipe to finish grade.
2. The recycled water main shall be twelve inches (12") below the potable water main.
3. Exceptions may be allowed with special design and prior written approval to eliminate
appurtenances or if field conditions pose an unavoidable conflict or con·straint, with four
feet (4') minimum cover at isolated locations.
4. In all cases, a minimum of thirty inches (30") shall be required and maintained between
the subgrade cut of base material and top of pipe.
I 3.3.10 Separation Between Potable and Non-Potable Fluid Pipelines and Other Underground
Utilities •
Volume 2
Page 20 of 46 5/30/24
The California Waterworks Standards (California-Code of Regulations (CCR), Title 22, Division 4,
Chapter 16, Section 64572) establish criteria for the separation of potable water mains and non-
potable fluid pipelines. '
A. Ten feet (10') minimum horizontal separation and one-foot vertical separation between
potable water and any parallel pipeline conveying:
1. Untreated sewage,
2. Primary or secondary treated sewage,
3. Disinfected secondary-2.2 recycled water,
4. Disinfected secondary-23 recycled water, and
5. Hazardous fluids such as fuels, industrial wastes, and wastewater sludge.
B. Four feet (4') minimum horizontal separation and one-foot vertical separation between potable
water and any parallel pipeline conveying:
1. Disinfected tertiary recycled water, and
2. Storm drainage.
C. New supply lines conveying raw water to be treated for drinking purposes shall be installed at
least 4 feet horizontally from, and one foot vertically below, any potable water main.
D. If crossing a pipeline conveying a fluid listed in A or B above, a new water main shall be
constructed no less than 45-degrees to and at least one foot above that pipeline. No
connection joints shall be made in the water main within eight horizontal feet of the non-
potable fluid pipeline.
-E. The vertical separation specified in A, B, and C above is required only when the horizontal
distance between a water main and pipeline is less than ten feet.
F. New water mains shall not be installed within 100 horizontal feet of the nearest edge of any
sanitary landfill, wastewater disposal pond, or hazardous waste disposal' site, or within 25
horizontal feet of the nearest edge of any cesspool, septic tank, sewage leach field, seepage
pit, underground hazardous material storage tank, or groundwater recharge project site.
G. The minimum separation distances set forth herein shall be measured from the nearest
outside edge of each pipe barrel.
H. With State Board approval, newly installed water mains may be exempt fr9m the separation
distances herein, except paragraph F, if the newly installed main is: •
1. less than 1320 linear feet,
2. replacing an existing main, installed in the same location, and has a diameter no greater
than six inches mo~e than the diameter of the main it is replacing, and
Volume 2
Page 21 of 46 5/30/24
3. installed in a manner that minimizes the potential for contamination, including, but not
limited to:
a. sleeving the newly installed main, or
b. utilizing upgraded piping material per CCR Title 22, Section 64570 and as
approved by the District.
I. The design pipeline profile drawings shall identify all utility crossings. Water, sewer, and
recycled water shall be located vertically in the order of the higher quality, i.e., potable water
shall be above recycled, and recycled above sanitary sewer.
J. Special situations not meeting the separation requirements shall require the approval of a
variance from the California Water Works Standards and will require District and State
approval.
K. Water services shall be located 10 feet horizontally from all other wet and dry utilities (i.e., fire
hydrants, light standards, electrical transformers, sewer laterals, etc.). Where this .is not
practical, the minimum separation may be reduced to 5-feet with District approval.
3.3.11 Water Service, Meter and Appurtenances
A. Each separately owned parcel of property shall have a dedicated service and meter. For
parcels with more than 4 dwelling units or multi-family developments, the District may require
the parcel be served by at least one water service connection and master meter, or two water
service connections and master meters for a looped water distribution system, as approved
by the District.
B. The water service installation must be inspected and approved by the City Inspector before
installation of the meter by the District.
C. Copper tubing shall be used for all 2" and smaller service laterals (minimum 1" to maximum
2"). Copper tubing size 1-1/2" is not allowed.
D. Existing 1" and 2" water services that are to be extended in length shall be removed and
replaced from the water main, to the meter unless otherwise approved by the District.
E. A water service or meter shall not be placed within any sidewalk or driveway area. Any non-
conforming installations shall be removed completely and reinstalled in an approved location
at the expense of the property owner.
F. Where meters and meter boxes must be located within slopes, the meters and boxes shall be
installed parallel to the slope surface with the top of the meter box set 2" above soil grade.
G. All irrigation meters shall be paid for by the Owner/Developer. Payment will be made to the
City of Carlsbad Finance Department. A meter application will be processed, after which the
District's Meter Services section will schedule the installation of the meter(s ).
H. All non-residential water meters will require a reduced pressure principle (RP) backflow
prevention device directly behind the meter.
Volume2
Page 22 of 46 5/30/24
I. Residential fire flow meters, as required by the Fire Marshal, shall be installed in accordance
with the CMWD Standard Drawing for domestic water service connection with fire sprinkler
system.
J. Water meters for residential units shall be 5/8" meters, except where the residential unit is
larger than 3,500 square feet or the lot size is greater than ¼ acre, in which case a ¾" meter
shall be required.
K. Non-residential water meters shall be sized in accordance with the California Plumbing Code,
"Appendix A", and the requirements of the Carlsbad Municipal Code. The final meter size will
be based on the applicant's projected demand and meter capacity as approved by the District.
L. Water services shall not be connected to transmission mains as defined herein without special
approval of the District.
M. When new connections for water or fire services or appurtenances are proposed to ACP, the
ACP shall be replaced with pipe material conforming with District standards. The limit of pipe
replacement shall extend to the outermost limits of the affected ACP segm·ents along the
project frontage.
3.3.12 Easement Requirements
If an easement is required for construction and/or maintenance of potable water mains, the minimum
width shall be 20 feet and the pipeline shall be in the center of the easement, unless otherwise
determined by the District. An easement running parallel with common lot lines shall not be split to
occur on two lots. Easements shall also be shown on the construction plans. The District will grant its
consent to issue permits only after all required easements have been deeded and recorded to the
District together with any necessary partial reconveyance or subordination agreements.
When facilities such as water service and meters, backflow prevention devices, air vacuum
assemblies, etc., are to be located at back of sidewalk and/or curb in private streets, the minimum
width and extension of the easement shall be five feet (5') beyond the facility.
Volume 2
Page 23 of 46 5/30/24
PLUMBING LEGEND
IYICl0l
50il., =TE Of! SANITAR'r 5EUER !lEI.OW GRADE Of! 5l.AEI
SOIL, =TE Of! S.ANITAR'r 5EUER A60Yf GRADE Of! 5LAEI
velT PIPING
--1-10'---
--G--
--FS--
--PHR--
-co--
-----; If--
-M--o, sov
~<l GV
~ GV/VS
----N-Cl<Y
-M-EIV !i PHRV
----<1> GCO, FCO
~ co,u.co
--41 FD
@-----FS
-+ He
I.E.
FF.
'" U5),F,UC,
FA, TA
FEI, TEI
TYP.
NT
AFG
,l,e,C
Cl
VCP
V,VR,YTR
W,11.0
11!1,>W:>,-
CW.CII.D,~
COLD I\IIITER PIPN:;
TEMPEF<EO OOT I\IIITER Plf'm /112l5'FJ
TEMPEF<EO OOT I\IIITER ~ PIPING
~ I\IIITER PIPING
GAS P\PtlG • Pl'!EsaJfaE NOTED
Fll<E 5PRIM<LER PIPING
Pl'!ES!IJl<E .ANO TEMPERA1\JRE l<ELIEF PIPtlG
C(H)EN5ATE DRAIN PIPING
LN!Ctl
51-lJTGtl'VALVE
GATE VALVE
GATE VALVE IN VALVE EIOX
a-ECK VALVE• Dll<ECT!Ctl ~ FLOW K>ICATEO
EIALL VALVE
Pl<ES51-"!c .ANO TEHPERAMIE l<ELIEF VALVE
GRADE CLEAN OJT, FLOOR CLEAN OJT
CLE.ANO.IT, I\IIILL CLEANOl/T
FLOOR DRAIN
FLOOR SN<
H05E EIIEIEI
INVERT ELEVATION
FIN\5'£0 FLOOR
PER FOOT
LNOER 5LAEI, U,OER FLO<:lR, IMlERGf<O.K>
FROM A60Yf, TO A60Y£
FROM BELOW, TO BELOW
TYPICAL
A60Y£ FINISHED FLOOR
A60Y£ FINISHED GRADE
A60Y£CEILING
CAST IRON
VITRIFIED CLAY PIPE
verr. verr Rl5ER. verr ™RJ =
=re. WASTE DROP
OOT I\IIITER, OOT I\IIITER DROP,~ I\IIITER Rl5ER
COLO I\IIITER, COLO I\IIITER DROP, COLO I\IIITER Rl5ER
FIXTURE CONNECTION SCHEDULE
l'IXT\A,~ IYIIIOI. verr WAITE l'l?E Olli CWl't'EIIIJ
Ill.I llRANCH OUTIET IIWICH OUTIET
lllATER CL05ET, FV UC 2 3 3 I¼ I
lllATER CL05ET, FT UC 2 3 3 •• ..
U!<INAL. Ul4LL UR II\ 2 2 I '•
LAVATORY L II\ 2 II\ •• ½
5N< s I½ 2 II\ .. ½
rucn,,cPl<ll«><> EDF II\ 2 II\ '• ½ FGUITAIN
5001ER ., .. 5H II\ 2 · 2 '• ½ '•.
FLOOR SN<, 5H 2 3 3 •• ½
FLOOR DRAIN FD 2 2 2 •• ½
I.ALNOR'r TRAY LT 2 3 3 '• ½
TAAPPRl1ER TP ½ ½
H05E Elll:le . HEI '• ••
HW Pl'£ Ill.I
IIIIAN0H OUTIET
'• ½
'• ½
.. ½
'• ½
'• ½
'• ½
WATER SIZING PER U.P.C. APP. "A'
84! TOTAL COLO WATER F\XT\JRE LNITS /CUf\lJ EGlJALS ieE, GPM
IRRIGATION OEl1ANO 0 GPM
MYAC OEl1ANO 0 GPM
TOTAL OEl1ANO ieE, GPM
l Pf<ESSl.ft AVAILABLE ATREulJ.ATOFI 1~ PSI
2. Pl<ES5URE LOS6 DUE TO HEIGIIT 25 FT x 0.434 10 PSI
3. Pl<ES618<E LOS6 THl'IJ METE ~ PSI
4. Pl<EsaJ<E LOS6 11-lFaJ OTl£R OEYICE 10 PSI
(14 Wal• !.ion.an., 6'~ P,.SYent.or)
S. TOTAL Pl<E!lell'<E LOS6 /add II,_ 2 tlTv 4 25 PSI
6. Pl<E!lell'<E R=GIJIF<EO AT ~IG!lEST FIXT\R: 25 PSI
1. Pii£58Uf<E AVAILABLE FOR FRICTION LOS. 25 PSI
~fd:>ttacl !Ina 5 I 6 rr01t llne: IJ
8. TOTAL DEVELOPED l.EN<ST>l ~ "1,\N 400 FT.
• .FR\CT!Ctl LOSS CALCll.ATION FrOII IN, 25 PSI x 100 • 625 PSI PER 100 FT.
Fr011 llns & 400FT.
'-OCMESTIC WATER 5ERV1CE SIZE l<EGIJ\1'£0 3 t.\.
le?>. OCMESTEC 116.TER METER SIZE l<EGIJll<EO =~/~;~ ~ MANFOLO 2 t.\.
PIPE SIZE IN INCHES 112 3/4 I 1-v, 1-112 2 2-112 3
GALLONS PER Mllf.JTE 2 8 16 21 42 12 a0 1'!10
FtXTIJ;£ LNITS IF.TJ 2 ! 22 45 ~ 236 ·~ 814
F\XT\R LN\TS IF.VJ 0 0 0 ! 30 116 365 &50
/CAi.CILAT~ PER TME ~ lFC • APPENDIX A I TAel.E A-2, 3, 41
PLUMBING SCHEDULE
IYIIIOI.
~ WATER >EATER. RHEEM 'G11·500{AJ. GAS Fll<EO, 500//)00 EITUI-I INRJT,
11 GALLON STOF!AGE CAPACITT, 693 GPl-l l<ECOVERY AT 10'F RISE.
GLASS LHEO STOFIAGE TIIH<, t'IAGNE51111 ANODE, INSILATED .ANO
J.A<:>:ETEO, CAST~ l:llA-ER, Pl<ESSUR= .ANO TEMPERATUl<E l<ELIEF
VALVE. INSTALL tmM EXPA'45\0N TAM<, Al1TROL 'ST-25
"TllERM·X·TROL", DI~ T'rPE, pf<EPl'!ESSURIZEO TAI-K
ffi
J.I
EB
WATER >£ATER, fi?MEEM 'G&S-"""1 AJ, GAS F\f<EO, 3'>SI_.,.,., EITal NRJT,
85 GALLON STORAG: CAPACITT, ~ (;f'M l<ECOVERY AT 10'F RISE.
GLASS L\1£0 STORAGE TAlf<. t'IAGNESILl1 .ANODE, INSILATEO .ANO
JACKETED, CAST IRON 6URNER, Pl<EsalRE .ANO TEMPERATUl<E l<ELIEF
VALVE. INSTALL WIT>l EXP.ANSION TAM<, Al1TROL 'ST-25
"T>lEl'M-X•TROL', DIAPHRAGM T'rPE, Pl<EPl<E5elJRIZEO TAI-K
Ul4LL BOX. ,;u.,-GRAY '6B•l00TS WALL-11G\NTEO, tmM 24' HIGH
STANDPIPE,~ .ANO COLO lllATERa::tMCT!CtlS tmM Slt!T-Gtl'
VALVES. COORDINATE LOCATION UTH -ING MACllt£.
ELECTRIC 0~ Fa.MAIN, ~SEY TAYLOR 'MAC6S·Q, NO LEAD,
Ul4LL MO!MEO, BARRIER-FREE MooEl., 8 Gl"l-ll a0 VA Fh/60 Hz, 3.1
FLA IIEIGUT, 11 LBS. LNIT ~ALL Cotf'Of,t1 TO ANSIMSF 61 SECT!Ctl !,
/,DA .ANO TITLE 24 l<EGIJIR=l"'ENTS FOR =ICAP INSTALLAT!CtlS.
W1P RJ1P, 'PACO' 100 5ERIES WITH AUTCMATIC LEVEL CONTROL. 36
Gf'M • 10 FT.~ HEAD, V3 HP, 120 YA P/60 HZ, COflO l.EN<ST>l /,t,
l<EGIJll<EO. PROVIDE 24' x 24' x 36' DEEP l<ECES5EO PIT INLET WITH
GRATE .ANO FRAME.
OCtJ9LE CONTAN'1EIIT OOLONG TAN<. 'CHEM·TAt-lER' l100EL
'IC353!0C, 5EAMI..ESS POL '\'ETlffi.ENE TAN< CONSTRUCTION, TAN<
OMENSIONS. 35'0IAx3!'H, 100 GALLON PRIMARl' TASK CAPACITY,
8' M.ANUl4Y, EPA 5T .ANOAROS '40 CFR 21~2 cct1PLI.ANT. PROVIDE
51-lJT-Gtl' VALVE, LNION, \),,' ve!T. PROVIDE FOLLOUAIG SAFETY
CONTROL OPTIONS, "FLOUI.HE' 5W\TcM Pl>K ll. TRASONIC LEVEL
CONTROLLER .ANO STl'<OeE ALERT '.AU13·◄2\3-38.S T>l 38.S'l.c:tG
PROeE, /2J STROEIE ALERT 'l.C\0-1004, JLNCT!Ctl EIOX WIT>l MOLNTING
T>ll<EAO 'LC<l/6•1001, Q0 VA FW60 HZ, 25 --
LALNORY TUEi, FLOl'£5TONE 'MODEL R1' FLOOR MO!MEO,
!<Ell-FORCED POL YE5TER FIBERGLASS, MOLDED SOAP TRAY, FAUCET
OOLE KNOCKOJTS, 2' tlTEGRAl. MOLDED DRAIN OJTLET WIT>l DELTA
'la\ cMRCt1E PLATED, H05E THREADED SUH; SPOUT FAIJCET .ANO
INTEGRAL VACUJ1 BREAKER
SERVICE SN<, FLOl<ESTONE 'MODEL 10' FLOOR 11G\NTEO, TERRAZZO,
l<ECESS STYLE WIT>l 3 TILNG FL.ANGE5 .ANO STAINLESS STEEL CAPS ON
FRONT LEDGE, 3' OJTLET WIT>l AMERICAN 5T.ANOARO '8344J11 FAIJCET
UTH TOP BRACE, STOPS .ANO VACUJ1 Ell<EAKER, .ANO ri12\.038 DRAIN
WIT>l STRAINER.
Fa.MAIN l<ECEPTOR, JR SMIT>l '2005, 65 NICKEL BRONZE TOP WIT>l 2'
PIPE. FL.ANGE ANO 5EEPAGE PAN. F'l'O,'IDE TRAP PR11ER C<N£CT!Ctl
FILLER FAUCET, FIBERGLASS SPECIAL TIES, l<C. '200 DECK-11G\NTEO,
BRASS PLATED, 5\NGLE VALVE, FOR 112' c:ctfECTIONS.
CONOEN5A TE P\.t'P
LITTLE GI.ANT l100EL NO, VCC-20-ll.S Of! EGIJAL.
25 GPM AT 15'·0' HEAD
ELECTRICAL 5ERVICE, a0 YA FW60 HZ. 1.5 -.
Ril'N\5H WIT>l SAfETY 5W\TcM .ANO CIECK VALVE. 5ET LNIT NA 4'
DEEP I\IIITER-TIG~ STAINLESS STEEL PAN.
• .. '··
·1,:'·,
·!
PLUMBING FIXTURE COUNT
DES\C,N l<EGlJll<EMENTS
T>lE l'Ol.LOWN; IS FOR PJel.lC U5E a 8UILO\lt; • CGM1c!!!.!81.11!1;~I12lilfil~
ETXlVBE AJ'1CU:US F\XTUl<E LNIT VALUES
. , CJII.F" . TOTAL 1U F.U. TOTAL
COM. 1<£5. COM. l<ES. COM. 1'£5. COM. 1<£5. COM. 1<£5.
/UCJ WATER CL05ET IF.VJ 5 8 4 3
/UCJ 3 !& WATER CLOSET /T.TJ ◄ 2.S a 245 ◄ 3 a 294
ILAYJ 3 !& LAVATORY I .s 3 4! I I 3 !&
(1<5) 2 !& KITCMEN SN< I l!, 2 1-41 2 2 ◄ ~
(UR) • URINAL /STALL! 4 ,
/UR) • URINAL /UlAl..l.J
151-0 !& SHCllER 3.S 3.S ?,,13 3 3 294
/OFJ 2 .. O~Fa.MAN .s I .s I , .. ) a .-
(>13). H05E Blee 2.S 2.S
/LSI I LALNORY SN< 2 I 2 2 2 2
IOWJ 25 Ol~R l!, I 25 2 2 50
CMSJ I 5ERV1CE SN< 3 3 3 3 -
lfOJ 2 FLOOR DRAIN
IS~ I ; I SN< l!, I 3 3
( -, -HTSC. FIXTURE
(CWJ 3 2 CLOTMES lilA5l£R 4 4 12 8 3 3 ! '6
/6 EA F 3 Of! MOl<E -
TOTAL LNITS TOTAL 35 81◄ TOTAL 34 938
TOTAL 84! TOTAL !12 .. •'
!ll&.c2
I
I
ii= I I
I
I I
L:1
l.:l
~ I
Bi
112
.,.62
IE
~
PLUMBING SCHEDULE
PLLl15tlG CONTRACTOR 5HALL Ril'Nl5H .ANO INSTALL FIXT\R:5 IN T>llS
SCHEDll.E OR THEIR APPR:>YE0 EG:IJIYALENT. !'£FER TO Al<CMITECTURAL
ORAIUNGS FOR ALL MOLNT»:; 1£\GUTS ~ F\XMIES,
M.C. I\IIITER CLOSET, ELJER ""'3\-1115 'PATRIOT' ll.TRA-LOW
CONSLMPT!Ctl Of! EGIJAL, Ul\TE, FLOOR MOLNTEO, V1Tl<EOU5 <:MINA, n•
HIGH ELONGATED E10UL. IIJ\T>l TRIP LEVER ON 'OPEN' SIDE~ FIXTURE.
OLSONITE MODEL « CLOSED FRONT WIT>l COYER lb Off MAXM11.
LNIT 5HALL C(N()R1 TO ADA .ANO TITLE 24 l<EGlJIR=!"'ENTS FOR
HANDICAP INSTALLAT~.
WATER CLOSET, EWER "0'31•\Q0 'PATRIOT' ll.TRA·LOW CONSU"PT!Ctl
Of! EGlJAL, UllTE, FLOOR MO!MEO, VITl<EOJS <:MINA, ROLNO FRONT
EIOIIL. OLSON\TE l100EL 4IZ! CLOSED FRONT WITH COVER. lb GA'
MAXMl1.
HANDICAPPED WATER CLOSET, KOH.ER '3421 'MIGII.INE' FLOOR
MOLNTEO, Ul\TE VITl<EOU5 OllNA, 16.S' HIGH ELONGATED SIPMON
ACTICtl EIC<IL, CLOSE ·CCUPLEO T Alf<. lb GA', TRIP LEVER ON
'OPEN' SIDE WIT>l EIOL T CAPS .ANO KOHLER '4610-C OPEN FRONT
SE.AT LESS COVER. ALL ~S SHALL BE ~\TE. LNIT 5HALL
C(N()R1 TO /,DA .ANO TITLE 24 l<EGIJll<EMENTS FOR w.NO\CAP
teTALLAT~.
w.NOICAFPEO I\IIITER CLOSET, AMERIC.AN ST.ANOARO '2325.\00
"'rOfaKVILLE', TAN< TYPE, FLOOR 11G\NTEO, l<EAR OJTLET, ~\TE
V1Tl<EOU5 Q;INA, ELONGATED EIOUL, Pl<ESSURE-ASSISTEO, lb GA', RIM
16' NT. LNIT ca-1PLETE ll!T>l OLSONITE '!S OPEN FRONT 5EAT LESS
COVER, CAl<RIER FITTING BY ~ 5LO.AN "ROY AL' ~II cMRCME
PLATED FL~ VALVE, TRIP LEVER LOCATED ON OPEN SIDE a
FIXTURE. LNIT SHALL caFOl;!1 TO /,DA .ANO TITLE 2◄ l<EGIJIREMENTS
FOR IWIOICAP INSTALLAT!CtlS.
LAVATORY, EUER ""51-264' 'OELWlll' Of! EGlJAL, I\IIILL-~ Ul\TE
VITl<EOJS <:MINA, 20 x 18 1:1/,t,IN. MOLNT USN; CONCEALED Al'!"!
CARRIER EIY JR SMIT>l Of! EGIJAL DELTA l100EL >20 HOF SINGLE
LEVER CMRCME·PLATED, DECK·MOLNTEO FAIJCET WITH POP·UP
DRAIN A5SEM6L Y. INSTALLAT!Ctl 5HALL C<lM"L Y ll!T>l ADA .ANO .
TITL~ 2◄ MCUITtlG MEIGIITS .ANO l<EGIJll<Et'ENTS. '
LAVATORY': STEFi!LtG ~-20·0 ·ADvAHTAGE1 OR EaJAL, 20" x n•
OVAL. MOLDED FIBERGL/,t,S, 5ELF-f<!M11NG COLNTERTOP LNIT WIT>l
FRONT OVEfafLOW .ANO 5\l!RL GLOSS !tll<FACE. DELTA MODEL 520 HOF
Of! EGl!JAL SINGLE LEVER =-PLATED, DECK-11G\NTEO FAUCET
ll!T>l POP·UP DRAIN ASSEMEII. Y.
LAVATORY, l<.Olll.ER '2005 'l<INGSTON' I\IIILL ~ VITl<EOU5 <:MINA,
FRONT OVEfafLOW IIJ\T>l Kali.ER CH!Oa"E PLATED FAUCET MODEL
15598 SINGlE LEVER,◄' CENTER5ET, AfRATOFI /0.S GPM FLOWJ, .ANO
METAL G!<IO DRAIN ASSEt1Bl Y. INSULATE OOT WATER .ANO =TE
PIPING. LNIT SHALL ca-FORM TO /,DA .ANO TITLE 24 R=GIJ\l<EMENTS
FOR W>NO\CAP INSTALLATIONS.
51>1<, DAYTON 'DJa,22 Of! EGlJAL, 3 OOLE, SNGLE ca-'PARTl"ENT 25'
x 22' X 6', STANLESS STEEL WIT>l J QlAIN;:L 5ELf-RM11-1/:; DEVICE.
DELTA MODEL 100 \UAS£RLESS, SINGLE M.ANOLE, = PLATED,
DECK·MOLNTEO FAUCET W\T>l 8' CENTER5ET .ANO 5W\»:; SPOUT.
SN<, DAYTON 'PJa52l Of! EGlJAL, 3 OOLE, SINGLE C01PART11ENT 25'
x 22' X 6', STAINLESS STEEL IIJ\T>l J QlAIN;:L 5ELf-f<M11NG DEVICE.
DELTA MODEL 100 WASHERLESS, SINGLE HANDLE, cMRCt1E PLATED,
OECK-1'1CUiTEO FAUCET ll!T>l 8' CENTER5ET .ANO SUH; SPOUT. ll!-£1<£
MANDICAr' N5TAL.LATJCIH ~. IT SMALL CCt1F'L Y Ill™ Ji.DA A.ND
TITLE 2◄ MCUITING MEIGIITS .ANO l<EGIJll<EMENTS.
SD-K El.KAY 'LR•l5l2 'LU5TERTONE', 18 GALIGE TYPE 304 STAINLESS
STEEL, 5ELF-f<!M11NG, 21' x 16' x 6' DEEP EIOIIL, SINGLE CCMPARTl"ENT
LNIT W\T>l 3-00LE R,\NCH FOR DELTA '120 CI-R:tE PLATED SINGLE
LEVER FAUCET .ANO cct1PLETE tmM ELKAY MODEL LK-35 DUO 5TRAHER.
TUB/5HCXIER, STERLN; 'OC-l>P-TS '/,DV,,INT AC,£' Of! EGlJAL, MOLDED
fo!Elt-FOFiC,ED FIBE~ lt-1/T 601 ILIDE x 131 MIGM x 30• DEEP .
GRAB BAR IN BACKlll4LL DELTA MODEL 641 WASHERLESS, SNGLE
HANDLE, OlRCl"c PLA TEO ll!T>l OIVERTER TUEi SPOUT .ANO SHCIIER
ASSEMel. Y ll!T>l SHCIIER ME/,D. TIE DRAIN ll!T>l NTE6RAL Mfaf\.CIII
SHCI\ER, SYM10N5 '5-96-500-624 'TEMPTROL' --BAL.ANCN; MIXING VALVE ll!T>l f,DJU5TAEILE STOP SCR=W,
LEVERTROL '4-458 OIVERTER U!T>l INTEGR.AL VOUJ"E CONTROL,
CLEAR-FLO SHCllER ~ IIJ\T>l Al'M .ANO FLAi'IG:, WALLA-I.ANO
SHCIIER ll!T>l FLEXIBLE MET AL HOSE. I\IIILL cott£CTION .ANO FL.ANGE,
24' 51.IDE BA!< FOR w.NO 5HCU.ER MO'.l{T\IG. INSTALLAT!Ctl INCLLDES
GRID FLOOR DRAIN, GRAB BARS .ANO SEAT, .ANO SMALL CGMPI. Y IIJ\T>l
/,DA .ANO TITLE 24 l<EGIJ\1'£11ENTS.
SHCI\ER, Srtt10N5 '5-96-500-62◄ 'TEMPTRCL' Pl<ESSl.laE
BAI.ANCING MIX»:; VALVE ll!T>l AO.!.ISTAEILE STOP SCl<EW,.
LEVERTROL '4-4!>8 DIYERTER ll!T>l INTEGRAL VOL11-E CONTROL,
.CLEAR-FLO SHGUER HE/,D U!T>l Al'!'1 .ANO FL.ANGE, WALLIM.ANO
SMOUER ll!T>l FLEXIBLE MET AL HOSE, I\IIILL cott£CTION .ANO FL.ANGE ..
24' 5LIOE EIAR FOR~ SHCIIER MOLNTtlG. INSTALLATION
tlCLUOES GRID FLOOR DRAIN. FL.ANGE, SEEPAGE PAN. GRAB BARS • .ANO SEAT, .ANO SHALL cct1PL Y IIJ\T>l /,DA .ANO TITLE 24
l<EGIJIREMENTS.
FLOOR SN<. JR SM\T>l '3160-\0 tmM CAST IRON BODY, ENAMELED
INTERIOR. 10' DEEP Sl.11P, FL.ANGE .ANO SEEP"6E PAN. AL111NJ1
EIOTTct1 0a-E STRAHER. NO GRATE, 3' OJTLET, CALLI< JOM.
TRENCI< DRAIN, JR eMITM MOOEL'28\c?>, CAST ll<CN EIOOY, Q'llb<Q'Ox!'·6'L,
INTE~L Y 51.0PEO, ll!TM MEAVY OUTY GRATE, ENO CAPS .ANO DRAIN
FITTING5. TIEN0-1 5HALL 1-tAVE A HINIMl1 <X-V-4" PER FOOT &.OPE. PROVIDE LINT FIL TEI< AT DRAIN OJTLET.
FLOOR DRAIN. ~ 'Z-415, 5' DIAMETER NICKEL BRONZE TOP UTH 2'
' PIPE. FL.ANGE .ANO 5EEP.oc.£ PAN. PROVIDE TRAP PRl"ER
c:ctfECTION.
TRAP PRIMER, Pl<ECIS!Ctl PLLMEltlG PROOUCTS, l<C. 'P0-500
PRl"E·RITE FOR TWO 1'£ST!<OCl1 FLOOR DRAINS. PROVIDE a x a
ACCESS DOOR FOR CONCEALED LNIT. '•
H05E Elle&. ACOl<N '8QI ElENT NOSE ll!T>l FL.ANGE .ANO INTEGRAL
·"'.ACUJ1 Bf<EAl::ER, RaJ:,H CI-R:ll"E FINISH ll!TM ll!-£EL w.NOLE.
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~ 9 ~ il
le' ~ < .
0 ~
X -I « < ~
JOB NO: -2000/J.O
ORAYIN:
CHECK:
FIL£ NAME:
PLOT DATE:
SGA
Simmons Group
Art:hltectn
91812thSlreet
E.
R.
Pl,
" VG
s.::nmento, CA 95814
Tel:(i16)447-5790 Fax:447-67f
A VEN/DA ENCIIW.
CARLSBAD, CA.
DESCRIPTION
PLUMBING SCHEDULES ct NOTES