HomeMy WebLinkAboutPA2017-248_20180319_MELA-001 Water Demand Study
WATER DEMAND STUDY
Mariner Square
TTM 18135, Lot 1
1244 Irvine Avenue
Newport Beach, California
Prepared For:
Melia Homes
8951 Research Drive, #100
Irvine, CA 92618
Prepared By:
6 Orchard, Suite 200
Lake Forest, CA 92630
Contact: Dane McDougall, PE 80705
T: 949-916-3800
F: 949-916-3805
March 2018
PA2017-248
Water Demand Study
Mariner Square, Newport Beach TTM 18135
Melia Homes
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TABLE OF CONTENTS
I. INTRODUCTION ............................................................................................................... 3
II. EXISTING WATER FACILITIES .......................................................................................... 5
III. METHODOLOGY ............................................................................................................. 5
IV. PROPOSED WATER IMPROVEMENTS ............................................................................... 6
V. CONCLUSION ................................................................................................................... 6
APPENDICES
APPENDIX A – Water Demand Calculations
APPENDIX B – City Design Criteria
APPENDIX C – IRWD Design Criteria
APPENDIX D – Tentative Tract Map No. 18135 for Mariner Square
APPENDIX E – Water Will Serve Letter
APPENDIX F – Fire Hydrant Flow Test Results
APPENDIX G – Existing As-Built Plans
PA2017-248
Water Demand Study
Mariner Square, Newport Beach TTM 18135
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I. INTRODUCTION
Purpose
The purpose of this study is to calculate the water demand for the proposed Mariner Square
development project, located 1244 Irvine Avenue, in the City of Newport Beach, California.
Site Description
The Mariner Square project consists of approximately 5.77 acres and will be developed as a one
lot subdivision for condominium purposes consisting of an attached residential development
with associated paved drive aisles, landscaped outdoor spaces, parking areas, a community
recreation area with pool, spa and BBQ areas throughout the site. The proposed development
will consists of 92 condominium units with 2, 4 and 6-plex buildings.
The existing site is currently utilized as an Apartment Community referred as Mariner Square
and consists of residential buildings with associated parking, landscaped areas and recreational
pool/ spa areas. The site is bounded by Irvine Avenue to the west, Mariners Drive to the north,
Rutland Road to the east, and an existing commercial/ retail development to the south.
The City boundary line between the City of Newport Beach and Costa Mesa is located within
Irvine Avenue along the street centerline. All associated water improvements will be
conducted within the City of Newport Beach’s jurisdiction.
PA2017-248
Water Demand Study
Mariner Square, Newport Beach TTM 18135
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PA2017-248
Water Demand Study
Mariner Square, Newport Beach TTM 18135
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II. EXISTING WATER FACILITIES
Domestic water service and fire protection is provided to the site by the City of Newport Beach.
Based on review of available as-built improvement plans and City Water Atlas Maps, the site is
surrounded by several existing water facilities.
There is an existing 12” PVC water transmission main is located within Irvine Avenue,
approximately 34’ east of the street centerline. This water main was recently constructed to
replace an existing 8” ACP water main, which has been abandoned in place, located 2’ east of
the new water main. Dwg. W-5290-S (October 2004)
There is an existing 8” ACP water main is located within Mariners Drive, approximately 14’ south
of the street centerline. Dwg. W-4995-S (December 1958)
There is an existing 6” ACP water main is located within Rutland Road, approximately 14’ east
of the street centerline. Dwg. TR 3606 (May 1960)
According to the City Water Atlas Map, these existing water facilities are all owned and
maintained by the City of Newport Beach and are part of the same water system. Copies of
available As-built Plans and the City Water Atlas Map are located within Appendix G of this
study.
There is an existing City of Costa Mesa 8” water main located within Irvine Avenue, west of the
street centerline. It is unknown at this time if this water main is interconnected with the City of
Newport Beach’s water system.
Fire hydrant flow testing was conducted by the City of Newport Beach on March 12, 2018 to
determine available flows to serve the site. An existing hydrant being served by the existing
12” water main within Irvine Avenue, located near the southwest corner of site, has a static
pressure of 88 pounds per square inch (psi) and a residual pressure of 78 psi. An existing
hydrant being served by the existing 6” water main within Rutland Road, located near the
northeast corner of the site, has a static pressure of 90 psi and residual pressure of 80 psi. The
fire hydrant flow test results are located within Appendix F of this study.
III. METHODOLOGY
The proposed water demand calculations are based on the Domestic Water Demand provided
by the City of Newport Beach Design Criteria, Section III Water System (rev. 2012). For the
associated water demands of the various amenities located within the project, factors provided
by the Irvine Ranch Water District (IRWD) were utilized. The demand from the amenities was
then added to the demand for the residential units. The existing land use (apartments and
amenities) was included as a credit to the calculated water demand.
The Newport Beach Design Criteria provides the Maximum Month Average Daily Flow for uses
within the development and details the calculation procedure to determine the Maximum Day
Demand and Peak Hour Demand. A peaking factor of 1.31 has been applied to the Maximum
Day Demand and 1.85 to the Peak Hour Demand.
PA2017-248
Water Demand Study
Mariner Square, Newport Beach TTM 18135
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Refer to the City of Newport Beach and IRWD Design Criteria located within Appendix B & C of
this study for additional information.
Refer to Appendix A within this study for water demand calculation results.
IV. PROPOSED WATER IMPROVEMENTS
The proposed development will be consisted with an attached multi-family residential
development and proposes a looped onsite “public” water system. The onsite water system will
consist of an 8” water main located within an easement connected between the existing 12”
water main within Irvine Avenue and the existing 6” water main within Rutland Road.
As part of the development, four (4) new public fire hydrants will be required in order to meet
the minimum hydrant spacing requirements; two (2) fire hydrants will be located onsite and two
(2) fire hydrants will be located offsite on Rutland Road to serve the site.
The proposed development will consist of a combination 13D and 13R water systems. The
proposed 2-plex (duplex) buildings will be designed utilizing a traditional 13D water system.
The remaining buildings onsite will utilize the 13R water system requiring a full Fire Sprinkler
System, therefore separate fire lateral services will be required for each building.
Refer to the Conceptual Utility Plan located within Appendix D of this study.
V. CONCLUSION
The proposed development’s total peak hour demand yielded 530.05 gallons per minute (gpm)
based on a total of 92 dwelling units. The existing development’s total peak hour demand
yielded 483.19 gpm based on a total 114 dwelling units. As a result, the proposed development
will increase the overall site water demand by 46.86 gpm (or approximately 8.84%). Refer to
Appendix A within this study for peak hour demand calculations.
Ultimately, the proposed development will reduce the total number of dwelling units, however
due to the larger plan types (3 to 5-bedrooms), the capita per dwelling unit increased, resulting
in the overall increased water demand. Although, there is a calculated increase for the overall
water demand for the proposed development, it should be noted that the current water fixture
design is much more efficient than the traditional water fixtures utilized during the late 1960’s.
PA2017-248
APPENDIX A
Water Demand Calculations
PA2017-248
MARINER SQUARE1244 IRVINE AVENUE, NEWPORT BEACHTTM 18135, LOT 1Proposed Residential ‐ Water DemandsNumber of UnitsMax. MonthAveage Daily Flow(gpcd)*Max. DayDemand FactorMax. DayDemand(gpcd)Max. Peak HourDemand FactorPeak HourDemand(gpcd)Average Personsper DUPeak HourDemand(gpd/du)Total Demand(gpd)Total Demand(gpm)52 1000 1.31 1310 1.85 2423.5 3.0 7270.5 378066 282.626 1000 1.31 1310 1.85 2423.5 3.5 8482.25 220538.5 153.1814 1000 1.31 1310 1.85 2423.5 4.0 9694 135716 94.27Total 530.05Proposed Amenities ‐ Water DemandsNumber of Units Size (sf)Max. MonthAveage Daily Flow(gal/ksf/day)**Max. Month Aveage Daily FlowDemand (gpcd)Max. DayDemand FactorMax. DayDemand(gpcd)Max. Peak HourDemand FactorPeak HourDemand(gpcd)Peak HourDemand(gpm)Pool/ Spa 1318 0.6 790.8 1.31 1035.95 1.85 1916.50 1.33Club House 440 0.6 264 1.31 345.84 1.85 639.80 0.44Total 1.77Total Proposed Water Demand 531.82Existing Residential ‐ Water DemandsNumber of UnitsMax. MonthAveage Daily Flow(gpcd)*Max. DayDemand FactorMax. DayDemand(gpcd)Max. Peak HourDemand FactorPeak HourDemand(gpcd)Average Personsper DUPeak HourDemand(gpd/du)Total Demand(gpd)Total Demand(gpm)114 1000 1.31 1310 1.85 2423.5 2.5 6058.75 690697.5 479.75Total 479.75Existing Amenities ‐ Water DemandsNumber of Units Size (sf)Max. MonthAveage Daily Flow(gal/ksf/day)**Max. Month Aveage Daily FlowDemand (gpcd)Max. DayDemand FactorMax. DayDemand(gpcd)Max. Peak HourDemand FactorPeak HourDemand(gpcd)Peak HourDemand(gpm)Pool/ Spa13200.67921.311037.521.851919.411.33Club House20900.612541.311642.741.853039.072.11Total3.44* 1,000 gpcd is representative of predominantely residential use per City of Newport Beach Design Criteria** 0.6 gal/ksf/ day per IRWD Water Resources Master PlanTotal Existing Water Demand 483.19Note: Demand Factors per City of Newport Beach Design Criteria. Proposed Residential: Assume 3.0 persons per unit for 3‐bedroom, 3.5 persons per unit for 4‐bedroom and 4.0 persons per unit for 5‐bedroom.Amount Increase46.86Existing Residential: Assume 2.5 persons per unit (Apartments).Percentage8.84%Conversion: 1 gpm = 1439.7138 gpdPA2017-248
APPENDIX B
City Design Criteria
PA2017-248
- DC-17 -
2. Bikeway facilities shall be designed in accord with the "Planning and Design Criteria
for Bikeways in California", latest edition, prepared by the State of California Business
and Transportation Agency -- Caltrans.
III. WATER SYSTEM
A. General
1. Substantiating engineering calculations for demand, pressure and structural design of
pipe shall accompany all plan submittals to the City.
2. Unless otherwise specified, water pipe material shall be ductile iron, polyvinyl, AC,
chloride or steel (by special permission).
3. All water pipe shall have a minimum working pressure rating of 150 psi for normal
operation and shall be capable of withstanding test pressures of 75 psi or greater.
Higher pressure ratings may be dictated in certain locations within the distribution
system. Consult the Utilities Department for further details.
4. Special design and approval is required for pipe fabricated from non-standard pipe
materials.
B. Demand Design
1. Water consumption and demand design shall be incorporated into all water system
designs where water mains, regulators, fire hydrants and/or pump stations will be
added or considered.
a. System pressure and demand design shall be as per the table(s) and data listed
herein below, except where modified by the Engineer.
b. System fire flow delivery shall be provided via design of pipes, pumps and reservoirs
sized in accord with the table(s) and data listed herein below, except where modified
by the Engineer.
2. Domestic Water Demands - System Demands:
a. Design flows for determining pipe size, system impacts and fire flow availability
shall be in accord with the table(s) herein below. Utilize the average daily,
maximum day and peak hour flows and factors for system pressure design for the
appropriate water pressure gradient(s).
(1.) Where the water facilities under design are proposed to be in a new pressure
gradient or where more than one pressure gradient is involved; consult with the
Engineer for more detailed additional requirements.
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(2.) Refer to the Public Works or Utilities Department for a determination as to the correct
water pressure gradient(s) applicable to the design.
b. The demand table below has been established based on actual water consumption
data from water billing, consumption and production records over a period of years.
This table will from time to time be revised to reflect current water consumption
trends.
c. "Maximum Day" and "Peak Hour Demands" shall be determined from the
appropriate factor multiplied by the demand value in the "Domestic Water Demands
Table".
(1.) These factors were determined based upon general water consumption trends in all
pressure zones using the available data and trend analysis.
(2.) These factors will from time to time be revised to reflect current water
consumption trends.
3. Domestic Water Demands Table:
3 yr. Average Maximum Month Maximum Month
Pressure Gradient Average daily flow Max. Mo. Factor Average day flow
(name ) (number) (gpcd) (avg day:max mo) (gpcd)
Coastal Newport 1 420 1.55 651
Big Canyon Reservoir 2 510 1.98 1012
San Joaquin Reservoir 3 508 3.85 1956
Spyglass - Harbor Ridge 4 1072 1.48 1585
Spyglass - Harbor Ridge Booster 5 1080 1.33 1433
Alta Vista Regulated 6 766 1.29 985
Ocean Birch Regulated 7 680 1.26 857
Harbor View Regulated 8 591 1.45 859
Newport Center Regulated 9 3379 2.13 7192
Big Canyon Regulated 10 938 2.36 2214
North Ford Regulated 11 393 1.21 475
Balboa Island 12 324 1.26 409
Lido Island13 420 1.15 482
Granville Regulated 14 344 1.39 478
Bren Tract Regulated 15 636 1.23 782
Dover Shores Regulated 16 685 1.26 860
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a. "Maximum Day Demand Factor" shall be 1.31.
b. To determine the "Maximum Day Demand" value, multiply "Maximum Month;
Average Daily Flow" value by the "Maximum Day Demand Factor".
(1.) "Maximum Day Demand" = ( 1.31 ) x (Maximum Month; Average Daily Flow Value)
(2.) Eg., For "Balboa Island" gradient;
"Maximum Day Demand" = ( 1.31 ) x (409 gpcd) = 536 gpcd.
c. "Peak Hour Demand Factor" shall be 1.85.
d. To determine the "Peak Hour Demand" value, multiply the "Maximum Day Demand"
value obtained via the procedure above, in subparagraph "b", subsection (1)., by the
"Peak Hour Demand Factor".
(1.) "Peak Hour Demand" = ( 1.85 ) x (Maximum Daily Demand Value)
(2.) Eg., For "Balboa Island" gradient;
"Peak Hour Demand" = ( 1.85 ) x (536 gpcd) = 992 gpcd.
4. Fire Flow Requirements:
a. Design for determining pipe, reservoir and pump sizes for a given fire flow shall be in
accord with the "Fire Flow Requirements" table herein below.
(1.) Except where the Fire Department has determined that a higher flow
requirement is warranted.
(2.) In no case shall the public water system installations be sized to provide less than
the fire flows stated in the "Fire Flow Requirements" table below. On site
requirements may be reduced by the Fire Department where special fire resistant
construction is provided or where a fire sprinkler system is installed, but public
system fire flows shall not be reduced below the required flows given below.
b. Fire flows, reservoirs and pumps shall be designed to meet the appropriate
requirements under a "Maximum Day Demand" scenario.
5. Fire Flow Requirements Table:
Use Category Fire Flow Demand Duration Number of Hydrants
(gallons per minute) (hours) (each)
Single Family 1,000 2 1
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Community Facilities 1,500 2 1
Multiple Family (one & two stories)
& Closely Built Residential 2,000 2 2
Multiple Family (three stories or more)
& Closely Built Residential2,500 3 2
Multiple Family
Attached Residential 3,000 3 2
Commercial (up to two stories)3,000 3 3
Commercial (over two stories)5,000 5 4
High-Rise Residential 5,000 5 4
Business Park / Industrial Park 5,000 6 4
Regional Shopping Center6,000 6 4
a. This table compiled from ISO and California Public Utilities Commission
requirements for public fire flow.
C. System Pressure Design
1. Minimum residual pressures shall be 20 psi on the Maximum Day for all Fire Flow
demand designs.
a. Maximum static pressure for the purposes of building and fire sprinkler system
designs shall be 80 psi.
2. Minimum residual system pressure shall be 40 psi at Peak Hour on the Maximum
Day.
3. Maximum static pressure shall be 140 psi, design shall attempt to achieve a
maximum pressure of 110 psi, wherever practical.
4. Wherever possible, the water system shall be designed to have normal system
pressures between 60 psi and 90 psi respectively at the upper and lower ends of a
given pressure gradient.
5. If static pressure exceeds 100 psi, pressure regulators are required on the water
mains at specified locations to create a separate system pressure gradient.
a. Creation of a new system pressure gradient requires approval of the Engineer
and the Utilities Department. Design must be in accord with the City's Water
Master Plan and/or must be compatible with existing surrounding pressure
gradients and their operation.
6. When the area requiring pressure reduction has less than 25 residential lots,
individual pressure regulators shall be installed and maintained by property
owners.
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a. They shall be installed by the developer and shall become the property and
responsibility of the property owner.
b. Individual pressure regulators shall be set to maintain 80 psi on the downstream
side. Individual pressure regulators shall be as manufactured by ClaVal Company
of Costa Mesa, California.
D. Structural Design
1. Pipe shall be designed and specified per ASTM and AWWA standards, current
accepted engineering practice and the pipe manufacturer's recommendations,
provided that:
a. Flexible pipe backfill load shall be the weight of the column of soil directly over the
pipe (prism load),
b. Flexible pipe design deflection shall be a maximum of 3% (DL=1.0).
c. Minimum test pressure shall be 225 psi and minimum hydrostatic proof pressure for
pipe shall be 300 psi, normal pressure test shall be the pressure rating or class of
pipe plus 50 psi.
d. Gasketed bell & spigot, mechanical or flanged pipe-to-pipe and
pipe-to-fitting joints shall be specified,
(1.) Mechanical joints shall be used on all pipe bends on DIP and PVC mains and shall
specify retainer glands.
(2.) Where flanged joints are specified, bolts, nuts and washers shall be type 316 stainless
steel.
e. Standard Dimensional Ratio (SDR) or Dimension Ratio (DR) shall be determined
and specified considering working pressures, external loads, 100˚ F operational
temperatures, 100 year service life and maximum design deflection of 3% (DL = 1.0),
except that:
(1.) Minimum thickness for PVC pipe closure pieces shall conform to the requirements
of AWWA Standard C-900.
(2.) Use of any steel pipe requires special permission of the City Engineer.
f. Thickness class of ductile iron shall be determined and specified considering
working pressures, external loads, diameter to thickness ratios for E' = 500 PSI,
service and casting allowances specified in ANSI A21.50, provided that the
following minimum thickness criteria is followed:
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- DC-22 -
(1.) Minimum thickness for ductile iron pipe shall be class 52 for bell & spigot pipe, class
53 for flanged pipe and class 54 for groove-end pipe.
(2.) Pressure thickness classes of pipe outlined in the latest version of AWWA
specifications are not recognized and are not approved by the City of Newport
Beach.
2. Valve vaults and covers shall be designed and specified per these criteria and the
Standard Special Provisions and Standard Drawings and the manufacturer's
recommendations, provided that:
a. They shall be designed to support HS-20-44 loads, plus impact and earth pressures
when situated in an existing or future roadway;
b. They shall be designed to support 300 psf plus earth pressure for the non-roadway
installations, and;
c. Metal parts shall be provided in stainless steel, brass or aluminum materials.
(1.) Stainless steel covers and materials shall be required for all traffic loading designs.
(2.) Aluminum or stainless steel covers may be utilized for parkway or non-traffic
designs.
E. Water Mains
1. Mains shall be sized to conform to the City's Water Master Plan. Where fire flow
and hydraulic design dictate, the mains shall be increased in size over that specified
in the Master Plan, but shall not be sized less than that which is specified in the
Master Plan.
2. Minimum diameter shall be 6 inches except that dead end lines serving 6 or less
dwelling units not providing fire protection service may be
4 inches. In industrial areas, the minimum diameter shall be 8 inches. Water mains shall
not be sized at 10, 14 or 20 inches in diameter. Other non-standard sizes shall not be
allowed. The next larger, readily available, standard pipe size shall be specified.
3. Locations shall be in accord with STD-101-L.
a. Mains shall not be placed in parkway or median areas without special permission
from the Utilities Department.
4. If future extension is possible, temporary dead ends shall be capped and extended
beyond street improvements.
5. Mains shall be looped wherever possible.
PA2017-248
- DC-23 -
6. Depth of cover from finished sub-grade to top of pipe shall be as follows:
a. 36 inches for 12-inch diameter and smaller mains.
b. Mains 12 inches in diameter and larger in arterial streets require special design.
c. PVC and other flexible pipe materials require special design and special permission
from both the Utilities Department and the Engineer for approval.
7. Design flows shall ordinarily be based on Maximum Day plus Fire Flow or Peak
Hour, whichever is greater.
a. For transmission mains 12 inches or larger, design head loss shall not exceed 5 feet
per 1,000 linear feet.
b. For distribution mains 10 inches or smaller, design velocity shall not exceed 8
ft./sec.
c. Fire flow velocity in mains shall be at least __fps but less than 10 ft./sec.
d. Fire flow velocity in fire service connection pipes shall be at least __fps but less than
25 ft./sec.
8. Thrust blocks shall be installed in accord with STD-510-L. If applicable, special
design is required.
9. All mains 12 inches and larger shall have a profile shown on the improvement plans.
Other plans for mains may require profiles at the request of the Engineer.
a. Determinate factors will include the complexity of the installation proposed, the
number and proximity of adjacent utility conduits the need for greater detail on the
construction plans for clarity and ease of contractor installation.
10. All high points shall be equipped with air and vacuum release valve assemblies in
accord with STD-515-L.
11. Maximum deflection allowable on curved alignments for pipe shall be in accord
with the pipe manufacturer's recommendations.
12. Pipe deflections for short radius curves and angle points shall normally be
accomplished by means of standard fittings, the location and type of which shall be
detailed on the plans.
13. All ductile iron pipe and fittings shall be encased with a loose 8 mil thick
polyethylene wrap. All pipe shall be sand bedded before pipe is laid in trench.
Refer to City STD-106-L.
F. Water Valves
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- DC-24 -
1. Maximum valve spacing shall be:
a. Residential .............................................................................. 800'
b. Commercial ............................................................................ 500'
c. Transmission Mains ............................................................ 1300'
d. Valves shall be located at every junction of pipe in the distribution system network.
As a rule of thumb, there should be no fewer than the number of pipes joined less
one. (eg., at a cross intersection of pipes, there are 4 pipes, therefore, a minimum of 3 valves should
be installed.)
2. Valve location requirements:
a. On the prolongation of a property line, preferably at BCR's or ECR's.
b. Flanged to main at cul-de-sac, private drive, easement or alley intersections at other
locations.
3. Butterfly valves shall be used on all mains with a diameter of 12 inches or greater.
Valves shall be epoxy lined. Lining shall be factory applied to sandblasted SSPC-10
"near white" surface via electrostatic application and shall be thermal fusion bonded
to the surface. Minimum dry film thickness of lining shall be 5 mils. Brush on
epoxy coating systems for valves shall not be considered an acceptable alternate
coating.
4. Resilient wedge gate pattern valves may be used in lieu of butterfly valves on water
mains and pipelines less than 12 inches in diameter.
a. Tapping valves shall be resilient wedge pattern. The make, model and
manufacturer of the valves must be on the Utilities Department's approved list.
b. Resilient wedge valves may be used on valves larger than 12" with prior approval
from Utility Department.
c. Resilient wedge valves shall have valve discs fully encapsulated, shall be epoxy
lined and coated, shall have type 316 stainless steel stem and bolted parts.
5. Butterfly valves and gate valves shall not be used on mains where operating
pressures exceed 150 psi.
6. Pressures in excess of 150 psi require the use of lubricated plug valves. Such valves
shall be approved in advance by the Engineer.
7. All valves 18 inches and larger shall be in City standard concrete vaults of minimum
8 ft. x 10 ft. dimension.
PA2017-248
- DC-25 -
8. A valve anchor shall be installed in accord with STD-506-L. If not applicable, special
design is required.
9. Except those installed in vaults, all valves installed with greater than 4H feet of cover
(from street surface to top of operating nut) shall have a valve operator nut extension
installed in accord with City specifications.
10. Buried valves which are normally closed shall have 4" x 4" redwood posts inserted in
the valve operator riser can.
a. Redwood post shall be painted white and shall be cut to a length such that it will rest
on the operator nut of the valve and extend to within 4 inches of the bottom of the
valve riser box without bearing against any part of it.
b. Inscribed onto a brass tag nailed or screwed onto the end of the post shall be the
message, "normally closed valve - do not open".
G. Valve Vaults
1. Vaults shall be reinforced concrete and equipped with the following:
a. Spring-open-assist hinged access opening with minimum 30" x 36" dimension and
OSHA dimensioned ladder.
b. Removable manhole cover at least 30 inches in diameter centered over the valve or
regulator, larger if necessary. The valve must fit thru the clear opening of the
manhole over it.
c. Air vents high (1 ft. from the vault ceiling) and low (1 ft. from the vault floor)
through the vault walls, duct shall be PVC schedule 40 duct pipe, fittings and riser
assemblies.
d. Floor drainage consisting of a round, recessed sump of 12-inch minimum diameter.
Sump shall be located at the low point of the vault floor which shall be near the
access opening and shall have a cast iron grate cover.
e. Victaulic and flexible couplings with banded restraint opposite sides of each valve
or regulator. Couplings shall have stainless steel connecting hardware and bolts.
2. Vaults to receive thrust or heavy traffic loading require special design and special
permission. Piping shall be designed to prevent thrust against vault walls wherever
possible.
3. Additional requirements and more detailed specifications are applicable. Contact
the Utilities Department for these requirements.
PA2017-248
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a. Refer to the written specifications, "Valve Vault Specifications", dated, July 1994.
H. Fire Hydrants
1. Fire hydrant spacing shall be as follows:
a. Desired spacing is 300 feet, with 500 feet maximum for low density residential.
b. Desired spacing is 300 feet, with 400 feet maximum for commercial, multiple or
closely built residential and industrial.
2. Location of hydrants shall be as follows:
a. Within 3 feet of the prolongation of the BC or EC radial or property line on the
tangent curb.
b. On the same side of the street as the main.
c. Off the largest main at the intersection of mains where the larger main is not a
transmission main.
3. Hydrants shall be installed in accord with STD's-500-L or 501-L. If not applicable,
special design is required.
4. If a cul-de-sac is over 350 feet long, a fire hydrant shall be installed approximately
100 feet from the closed end of the street.
5. Hydrants shall not be connected to mains larger than 12 inches in diameter without
prior approval of the Utilities Department.
6. Fire Marshall may require commercial type or double steamer outlet fire hydrants in
non-residential or high density locations.
I. Domestic Water Services
1. One separate service shall be installed for each lot or condominium unit.
a. New developments of duplex, triplex and four-plex structures require individual
water service connections, unless otherwise approved by the Public Works
Department.
b. New apartment developments require separate water service connections for each
apartment unit, unless otherwise approved by the Public Works and Utilities
Departments.
2. Minimum size service shall be 1-inch diameter. Copper services shall be installed in
accord with the applicable City standards.
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- DC-27 -
3. Services shall be installed in accord with STD-502-L or 503-L and 513-L, and for
multiple services use STD-519-L. If not applicable, a special design is required and
must be approved by the Public Works Department and the Utilities Department.
4. Where solder joints are specified, low lead-content, silver solder material shall be
used.
5. Copper flared joints may not be used on service pipe or fittings
1H inches diameter or larger. These larger sizes require solder or threaded connections
only.
6. Compression type couplings, fittings and connectors are expressly prohibited for all
sizes of water service piping.
J. Fire Service or Fire Sprinkler Connections
1. Fire service connections shall be constructed per the applicable City Standard
Drawings.
2. Exclusive water facility easements shall be provided for all sprinkler and fire
service connection piping and backflow devices. Refer to the applicable Standard
Drawing for minimum dimensions.
3. Siamese pumper connections and any other required appurtenant piping or controls
shall be installed downstream of the backflow device.
a. Downstream of the City-owned portion of the backflow assembly and the below-
grade 90˚ bend on the private side of the backflow device.
4. Calculations for fire sprinkler designs shall be submitted to the Building and Fire
Departments for review.
5. The level of backflow protection shall be determined by the City Public Works
Department.
a. The minimum level of backflow prevention for a fire service or fire sprinkler
connection shall be a double-check device.
b. A higher level of backflow protection may be required. Refer to the Public
Works Department for more detailed information about the City's Backflow and
Cross Connection Control Program.
6. Reduced Pressure Principal (RPP-type) backflow prevention devices shall be
required wherever:
a. There is a private booster pumping system on the site being served.
PA2017-248
- DC-28 -
b. There are more than one fire service connection to the same parcel or site.
c. The building being serviced by the connection is 3-stories in height or greater.
d. There are hazardous chemicals or materials either stored or used on the site
being served by the connection.
e. There is a private storage or fire protection reservoir on the site being served by
the connection.
f. The connection serves a marina or boat dock slip.
K. Pressure Booster Pump Stations (Private Domestic & Private Fire)
1. Pressure boosting stations shall be permitted only as a temporary installation by
special permission from the Public Works Department.
a. Where such installations are allowed, they shall be served by metered service
connections having both RPP type backflow prevention assembly and pressure
sustaining valve equipment.
(1.) These installations require special design and review by the Utilities Department
and the Public Works Department.
b. Backflow device shall be reduced pressure principle (RPP) type in accord with
the applicable City standards.
IV. SEWER SYSTEM
A. Mains
1. General
a. Substantiating engineering calculations for sizing pipe and structural designs shall
accompany all plan submittals.
b. Minimum size shall be 8 inches inside diameter.
c. Design flow shall not exceed H of full depth.
d. Pipe joints shall be elastomeric compression type unless otherwise specified.
e. Pipe material shall be SDR-35 PVC or standard strength VCP.
f. HDPE, ductile iron, RPM or filament bonded PVC flexible pipe materials can only
be used upon special approval by the Utilities Department.
PA2017-248
APPENDIX C
IRWD Design Criteria
PA2017-248
PA2017-248
APPENDIX D
Tentative Tract Map No. 18135 for Mariner Square
PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-01_TS.dwg BY: jhendricks Feb 08, 2018 - 11:52:01amPROJ:OLSO-100 0SCALE: 1" = 50'25 100200PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-02_SP.dwg BY: jhendricks Feb 08, 2018 - 11:52:20amPROJ:OLSO-100 0SCALE: 1" = 30'15 30602020202020PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-03_GP.dwg BY: jhendricks Feb 08, 2018 - 11:52:38amPROJ:OLSO-100 0SCALE: 1" = 20'10 20402020202020PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-03_GP.dwg BY: jhendricks Feb 08, 2018 - 11:52:45amPROJ:OLSO-100 0SCALE: 1" = 20'10 2040PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-05_SECT.dwg BY: jhendricks Feb 08, 2018 - 11:53:05amPROJ:OLSO-100 PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-05_SECT.dwg BY: jhendricks Feb 08, 2018 - 11:53:16amPROJ:OLSO-100 PA2017-248
DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-07_UT.dwg BY: jhendricks Feb 08, 2018 - 11:51:47amPROJ:OLSO-100 0SCALE: 1" = 30'15 30602020202020PA2017-248
0SCALE: 1" = 30'15 3060DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-08_FA.dwg BY: jhendricks Feb 08, 2018 - 11:53:36amPROJ:OLSO-100 2020202020PA2017-248
APPENDIX E
Water Will Serve Letter
PA2017-248
PA2017-248
APPENDIX F
Fire Hydrant Flow Test Results
PA2017-248
10201024 1032 10401048 1058 106210801028 1036 1044 105211001627
1068(1-6)1082(7-12)1100(1-12)1128(1-6)1142(1-6)1156(1-6)16331101 1100110511111106111211171123111811241522
15271533153915451201120012041207121012151216
1170(1-6)1270(1-7)1214(1-6)1228(1-6)1184(1-6)1200(1-6)1242(1-6)1256(1-6)1104110811121116112011281130
1150
11241132
2100
112911301135113611411142114712011200120612071212121512181221122412211222122713011307190719151921192712461250125212482145
21492147
2143
2139
2141 21372135 21312133
2129
2127
21152113 21012103
2123
2125 210921112121 21052107127312711281128512831279127512771269126512611257125912631267125512511253
1235123312471245
1237 1239
1249
12411243 1203 12051207
12311229
11991201 120912111213121512251227121712191221122311971195
1183 118111871185118911881186119111931184118211961198120212001194123811901192121012081212121412421240120612041216123612341222
12301228
1226
1224 1220
1232
1218 2119211711801244
10821126
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12'' PVC12'' PVC8'' ACP
6''
A
C
P
8'' ACP12'' PVC8'' ACP
6
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6'
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P24'' RCP18'' RCP27'' RCP36'' RCP36'' RCP
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18TH ST
ABBIE WAY
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PEMBROKELNR
U
TL
A
N
D
R
D
IRVINE AVEN E W P O RT BEACHN E W P O RT BEACHC O S T A MESAC O S T A MESA
Mariners Pointe.mxd
Mariner's Pointe1244 Irvine Avenue
0 12562.5
FeetI
City of Newport BeachGIS DivisionDecember 05, 2017
!Hydrant
!(Sewer Manhole
!(SD Manhole
City Water
City Sewer
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Private Sewer
City SD
Other Agency SD
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City Boundary
Building
PA2017-248
CITY OF NEWPORT BEACH
UTILITIES DEPARTMENT
FIRE HYDRANT FLOW TEST
AMOUNT PAID:$338.00 DATE:03/12/2018
CHECK NO:TIME:6:00 AM
TEST NO:WEATHER:CLEAR
PROJECT:
PROJECT LOCATION:1224 IRVINE AVE
TEST CONDUCTED FOR:C&V CONSULTING, INC.
TEST PERFORMED BY:BULLMAN, AUGER
TEST WITNESSED BY:
FIELD OBSERVATIONS AND FLOW DATA
STATIC HYDRANT # : 541 LOCATION: 1150 IRVINE AVE
F/H MANUFACTURER: JONES NUMBER & SIZE OF OUTLETS: 1-2.5" 1-4"
STATIC PRESSURE, ( Ps , psi), PRE-FLOW:88
RESIDUAL PRESSURE, (Pr , psi) FLOWING:78
FLOW HYDRANT # : 543 LOCATION: 1224 IRVINE AVE
F/H MANUFACTURER:JONES NUMBER & SIZE OF OUTLETS:2- 2.5" 1-4 "
STATIC PRESSURE, PRE-FLOW (INFO ONLY, NOT FOR TEST CALCS) :
F/H OUTLET SIZE ( 2.5 or 4.0):2.5 (d, inches)
FLOW LOSS COEFFICIENT - TUBE C=1.0 / BUTT C=0.9 0.9
PITOT GAUGE READING ( p, psi ):62
OBSERVED FLOW: THE OBSERVED FLOW FROM A HYDRANT OUTLET IS CALCULATED FROM THE
FOLLOWING EQUATION:
WHERE; Q IS THE OBSERVED FLOW IN GPM; d IS THE OUTLET DIAMETER IN INCHES; p IS THE PITOT GAUGE
PRESSURE IN PSI; AND C IS THE FLOW LOSS COEFFICIENT ( C = 1.0 FOR FLOW TUBES AND C = 0.9 FOR BUTT
FLOW READINGS ).
OBSERVED FLOW (Qs, gpm):1321 GPM
DISCHARGE CALCS: THE DISCHARGE FOR A GIVEN FIRE HYDRANT CAN BE DETERMINED FROM THE FOLLOWING
EQUATION USING THE INITIAL ( STATIC ) WATER PRESSURE AND THE RESIDUAL ( DYNAMIC )
WATER PRESSURE:
WHERE; Q ( STATIC OR RESIDUAL ) IS THE FLOW IN GPM; AND P ( STATIC OR RESIDUAL ) IS THE
PRESSURE IN PSI. NOTE: A 10 PSI DROP IS REQUIRED FOR VALID TEST!
CALCULATED FLOW AT 20 psi (Qr, gpm):3720 GPM
Q s =29.83 Cd 2( )p2
Q r =Q s
Ps -20
Ps -Pr
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PA2017-248
CITY OF NEWPORT BEACH
UTILITIES DEPARTMENT
FIRE HYDRANT FLOW TEST
AMOUNT PAID:$338.00 DATE:03/12/2018
CHECK NO:TIME:6:00 AM
TEST NO:WEATHER:CLEAR
PROJECT:
PROJECT LOCATION:1270 RUTLAND ROAD
TEST CONDUCTED FOR:C&V CONSULTING, INC.
TEST PERFORMED BY:BULLMAN, AUGER
TEST WITNESSED BY:
FIELD OBSERVATIONS AND FLOW DATA
STATIC HYDRANT # : 546 LOCATION: 1184 RUTLAND ROAD
F/H MANUFACTURER: JONES NUMBER & SIZE OF OUTLETS: 2-2.5", 1-4"
STATIC PRESSURE, ( Ps , psi), PRE-FLOW:90
RESIDUAL PRESSURE, (Pr , psi) FLOWING:80
FLOW HYDRANT # : 545 LOCATION: 1270 RUTLAND ROAD
F/H MANUFACTURER:CLOW NUMBER & SIZE OF OUTLETS:1- 2.5" 1-4 "
STATIC PRESSURE, PRE-FLOW (INFO ONLY, NOT FOR TEST CALCS) :
F/H OUTLET SIZE ( 2.5 or 4.0):2.5 (d, inches)
FLOW LOSS COEFFICIENT - TUBE C=1.0 / BUTT C=0.9 0.9
PITOT GAUGE READING ( p, psi ):53
OBSERVED FLOW: THE OBSERVED FLOW FROM A HYDRANT OUTLET IS CALCULATED FROM THE
FOLLOWING EQUATION:
WHERE; Q IS THE OBSERVED FLOW IN GPM; d IS THE OUTLET DIAMETER IN INCHES; p IS THE PITOT GAUGE
PRESSURE IN PSI; AND C IS THE FLOW LOSS COEFFICIENT ( C = 1.0 FOR FLOW TUBES AND C = 0.9 FOR BUTT
FLOW READINGS ).
OBSERVED FLOW (Qs, gpm):1222 GPM
DISCHARGE CALCS: THE DISCHARGE FOR A GIVEN FIRE HYDRANT CAN BE DETERMINED FROM THE FOLLOWING
EQUATION USING THE INITIAL ( STATIC ) WATER PRESSURE AND THE RESIDUAL ( DYNAMIC )
WATER PRESSURE:
WHERE; Q ( STATIC OR RESIDUAL ) IS THE FLOW IN GPM; AND P ( STATIC OR RESIDUAL ) IS THE
PRESSURE IN PSI. NOTE: A 10 PSI DROP IS REQUIRED FOR VALID TEST!
CALCULATED FLOW AT 20 psi (Qr, gpm):3494 GPM
Q s =29.83 Cd 2( )p2
Q r =Q s
Ps -20
Ps -Pr
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PA2017-248
APPENDIX G
Existing As-Built Plans
PA2017-248
10201024 1032 10401048 1058 106210801028 1036 1044 105211001627
1068(1-6)1082(7-12)1100(1-12)1128(1-6)1142(1-6)1156(1-6)16331101 1100110511111106111211171123111811241522
15271533153915451201120012041207121012151216
1170(1-6)1270(1-7)1214(1-6)1228(1-6)1184(1-6)1200(1-6)1242(1-6)1256(1-6)1104110811121116112011281130
1150
11241132
2100
112911301135113611411142114712011200120612071212121512181221122412211222122713011307190719151921192712461250125212482145
21492147
2143
2139
2141 21372135 21312133
2129
2127
21152113 21012103
2123
2125 210921112121 21052107127312711281128512831279127512771269126512611257125912631267125512511253
1235123312471245
1237 1239
1249
12411243 1203 12051207
12311229
11991201 120912111213121512251227121712191221122311971195
1183 118111871185118911881186119111931184118211961198120212001194123811901192121012081212121412421240120612041216123612341222
12301228
1226
1224 1220
1232
1218 2119211711801244
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Mariners Pointe.mxd
Mariner's Pointe1244 Irvine Avenue
0 12562.5
FeetI
City of Newport BeachGIS DivisionDecember 05, 2017
!Hydrant
!(Sewer Manhole
!(SD Manhole
City Water
City Sewer
Other Agency Sewer
Private Sewer
City SD
Other Agency SD
Private SD
City Boundary
Building
PA2017-248
PA2017-248
PA2017-248
PA2017-248
PA2017-248
PA2017-248
PA2017-248
PA2017-248
PA2017-248
PA2017-248