HomeMy WebLinkAboutC-1410 - Engineering services for West Newport water supply facilitiesSeptember 11, 1972
TO: CITY COUNCIL
FROM: Public Works Department
SUBJECT: ENGINEERING REPORT ON THE WEST NEWPORT WATER SUPPLY SYSTEM
RECOMMENDATIONS:
1. Receive the engineering report.
2. Refer the report to the Water Committee for review
and recommendations.
DISCUSSION:
The report provides a water master plan for correction of existing
deficiencies and for the orderly expansion of the water system in the West
Newport area, For this, report:, the West Newport area was defined as that
area westerly of Newport Boulevard and northerly of McFadden Place to the
Costa Mesa city limits. Copies of the report are attached for members of the
Council. Because of the limited supply, it is requested that the Council's
copies be returned to the Public Works Department.
The report was prepared by Boyle Engineering, consulting engineers.
A possible means of financing the proposed facilities would be
to establish Water Capital Improvement charges on the underdeveloped lands
within the study area; similar to the acreage charges presently established
for water system expansion in the easterly section of the city.
Further recommendations on this concept will be presented to the
Water Committee.
Joseph Tj. Devlin
Poblit-Works Department
'OBD /bg
Att,
TO
FROM
SUBJECT
CITY COUNCIL
Public Works Department
ENGINEERING SERVICES AGREEMENT FOR PREPARATION OF A
MASTER WATER PLAN FOR WEST NEWPORT
RECOMMENDATION:
October 12, 1971
# -3��J
Adopt a resolution authorizing the Mayor and City Clerk to execute
the subject agreement with Boyle Engineering
DISCUSSION:
This project will provide for a study and for preparation of a water master
plan to cover the area westerly of Newport Boulevard and northerly of McFadden Place.
The plan will provide for correction of existing deficiencies and for the orderly
expansion of the water system in the study area.
The master plan to be prepared will include the following elements:
(1) Major transmission and distribution facilities for both
the developed and undeveloped areas.
(2) Upgrading of existing distribution system and additional minor
facilities needed to correct deficiencies in the existing developed
area.
(3) Storage facilities
(4) Pressure reducing and pressure relief facilities and pump stations.
A proposal has been obtained from the firm of Boyle Engineering for performing
the study and preparing the master plan. They are well qualified to perform the type
of work involved in this project.
Compensation will be based on standard hourly rates with the maximum fee
not to exceed $9,000.00.
Sufficient funds have been budgeted in the Water Fund for this project.
eph Devlin
lic o s Director
October 8, 1971
:1: CITY CLERK
FRi1: -.: Public Works Department
SUBJECT: AGREEMENT FOR ENGINEERING SERVICES - STUDY OF
WEST NEWPORT WATLR SUPPLY FACILITIES
Attached are three copies of the subject agreement.
Each copy has been signed by the engineer.
Authorization to execute the agreement isscheduled
to be considered by the City Council during their
October 12, 1971 meeting.
Bill 'Dye
Project Engineer
WBU /bg
Att.
G -c�
ENGINEERING REPORT
ON
WATER SUPPLY
AND
DISTRIBUTION FACILITIES
=I
WEST NEWPORT AREA
CITY OF NEWPORT BEACH
CALIFORNIA
JULY 1972
BOYLE ENGINEcERINC.;
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ENGINEERING REPORT
We
WATER SUPPLY AND DISTRIBUTION FACILITIES
for
WEST NEWPORT AREA
CITY OF NEWPORT BEACH
July 1972
BOYLE ENGINEERING
B- N 03- 102 -00
1
' ENGINEERING
' 412 SOUTH LYON STREET
July 25, 1972
ENGINEERS • ARCHITECTS
SANTA .ANA. CALIFORNIA 92702 TE�EFHONE 714- 541 4471
REPLY 7'O POST OFFICE BOX 178
' City of Newport Beach
3300 Newport Boulevard
Newport Beach, California 92660
' West Newport Water Supply Facilities
' The attached report is submitted in compliance with the agreement for engineering
services executed on October 13, 1971 . This final draft contains recommendations
for facilities based upon criteria developed after testing and rejecting two initial
sets of criteria for population and for water consumption rates.
The general procedure used required the adoption of a water system which was
then tested to determine its adequacy to satisfy the water demands. An electronic
digital computer was used to permit rapid analysis of the various flow conditions.
The text of the report contains a description of the final criteria adopted and of the
' recommer:ded facilities to serve the area. The appendix contains more detailed
information on the various criteria and systems investigated. Data in the appendix
will be of value to your staff in planning orderly extensions to the existing system
as development occurs. Computer documentation will remain in our file that will
be available for rapid analysis of changes that may be necessary to reflect future
conditions that may vary from those predicted in this report.
' P R 0 F E 5 S 1 0 N A L E N GI N E E R I N G A N D A R C H I T E C T U R A L 5 E R V I C E S
Based upon initial criteria developed with the city staff, the existing and ultimate
networks were analyzed for various assumed flow conditions. Based upon this analysis,
the staff then determined that a greater population should be assumed in the study area.
Ten computer runs were made with this new data. After analysis of this information,
the staff felt that further revisions to population density, as well as to water consump-
tion rates, should be made. Eleven computer runs were made with these new criteria.
Minor modifications were made for the final analysis to reflect latest projected condi-
tions and eleven added computer runs were made. This final report then gives
conclusions based upon studies of four sets of criteria and a total of seventy -one
'
computer analyses.
The text of the report contains a description of the final criteria adopted and of the
' recommer:ded facilities to serve the area. The appendix contains more detailed
information on the various criteria and systems investigated. Data in the appendix
will be of value to your staff in planning orderly extensions to the existing system
as development occurs. Computer documentation will remain in our file that will
be available for rapid analysis of changes that may be necessary to reflect future
conditions that may vary from those predicted in this report.
' P R 0 F E 5 S 1 0 N A L E N GI N E E R I N G A N D A R C H I T E C T U R A L 5 E R V I C E S
' Page 2
City of Newport Beach
July 25, 1972
It is our opinion that the facilities recommended in this report will be required to
satisfy water demands in the area within the limits of the final criteria adopted.
We thank you for this opportunity to be of service to you in this study and look
forward to the opportunity to be of service in the future. Should you have further
questions about the conclusions of this report, we will be pleased to discuss them
at your convenience.
' BOYLE ENGINEERING
Dwight C. Schroeder
C. E. 8603
Attachment
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E N G I N E E R ] N G
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' SECTION I
INTRODUCTION
1 GENERAL
The preparation of this report was authorized by action of the City Council
of the city of Newport Beach on October 13, 1971 . It was the desire of the city to
' investigate needs for the domestic water supply system for the West Newport area.
' For purposes of this study, the boundaries of the West Newport area are defined by
Newport Boulevard and McFadden Place on the east, the Pacific Ocean on the
' south, the Santa Ana River on the west, and the Costa Mesa city limits on the north.
A portion of this land is now within the boundaries of the Costa Mesa County Water
District. However, all land within the study area will be considered as potentially
I, for service of domestic water by the city of Newport Beach.
SCOPE OF REPORT
This report includes an estimate of the future water requirements for the study
area based upon current or probable future land -use zoning and estimates of water
' consumption rates and population. A large portion of the area is presently devoted
to petroleum production. However, it is anticipated that this land will eventually be
1 developed as a medium density residential area.
' It is the purpose of this report to establish criteria for proper water service
to the area and to propose a master plan of facilities required in the area. Facilities
1 considered are major transmission mains, storage, pressure control stations, pumping
' stations, and related appurtenances. Means for separating areas currently served by
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the Costa Mesa County Water District are also described. A previous study and report
' determined the structural feasibility of restoring the existing 16th Street reservoir to
service. This report includes a description of the benefits or necessity of placing this
reservoir into service as part of the delivery system.
' LIMITATIONS
This report considers only a portion of the city and does not examine the
capacity of supply, storage, and distribution facilities for the remainder of the
' city. Supply to the study area consists of 12- and 30 -inch diameter pipelines in 15th
' Street at Newport Boulevard, and a 24 -inch diameter line at Coast Highway and
Newport Boulevard. Transmission lines within the study area also convey water through
' the area and then out of the area to portions of the Balboa Peninsula, the Lido Peninsula,
and Lido Isle. It was necessary to make assumptions about the quantity of flow that
' might be taken out of the study area. It also was necessary to make assumptions about
the pressures at which water will be available to feed into the study area. The require-
' ments for total storage within the city were not examined since this was outside the
' scope of the work. However, requirements of storage for the study area are determined.
IF
IF
IF
IF
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SECTION II
ESTIMATED FUTURE POPULATION AND WATER REQUIREMENTS
1 GENERAL
' The West Newport area, for purposes of this study, is defined as bounded
by Newport Boulevard, McFadden Place, the Pacific Ocean, the Santa Ana River,
' and the city limits oi' Costa Mesa. The total land area is about 1,200 acres. In this
area, about 403 acres represent presently developed [and. Of the remaining 793 acres,
the majority is presently devoted to petroleum production. However, this production
is expected to end in the near future and the land made available for housing develop-
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ment.
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ZONING AND POPULATION
The existing and probable future land use and zoning within the area were
'
reviewed with the city planning department. About 340 acres of the study area are
'
presently developed. Most of the area is Zone R -2, but much of the existing construc-
tion is single family. In this study, it is assumed that redevelopment of the single - family
units will occur in this area. The latest census (1970) indicated a population of 6,673
in the area at an occupancy rate of 85.8 percent. Based upon these data, the ultimate
population of the 340 acres is projected at 14,500.
'
Other regions of the study area are proposed as medium- or high- density
'
dwelling zones. The medium - density is assumed to be 24 persons per acre while the
high- density is 48 persons per acre. The remaining zones are allocated as commercial/
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industrial, hospital, or apartment use. It is estimated that the ultimate population
of the study area will become about 30,700.
Plate 1 delineates the various land uses adopted for purposes of this study.
Table 1 is a tabulation of the population densities and areas assigned to each zone.
WATER REQUIREMENTS
Table 1 also shows the ultimate water demands for the various land uses based
upon the water duty and acreages involved. It is of interest to note that presently
developed lands represent about 25 percent of the total area and about 35 percent
of the ultimate water requirement„ The total water requirement for the area is about
6,070 acre -feet per year or an average water duty of about 5.08 acre -feet per acre
per year. The average population density in the study area is estimated to be 25.7
persons per acre. These factors should be compared with values for the entire city
to aid in an evaluation of the impact of the anticipated development on the water
supply for the city as a whole.
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SECTION III
WATER SYSTEM CRITERIA
GENERAL
tFor a study of this type, it is necessary to develop criteria for the delivery
' of water before it is possible to determine the adequacy of the distribution system
and its appurtenances„ These criteria relate to peak rates of delivery, fire flow
' requirements, minimurn or maximum pressures to be maintained, maximum velocities
in pipelines, maximum hydraulic gradient or friction loss to be allowed, and pipe
friction factors.
' RATES OF DELIVERY
'
The water demands as determined in the previous section are expressed in
terms of annual average requirements. However, consumers exhibit a wide variation
in the rates at which water is demanded. These rates vary seasonally and hourly.
The delivery system must be capable of meeting the peak hourly requirements. For
this study, it is assumed that the maximum consumption in any day will be 1 .8 times
the annual average rate. It further is assumed that the peak hour delivery will be
at a rate of 3.6 times the annual average. Plate 2 is an assumed hourly hydrograph
'
used for determination of storage requirements.
FIRE FLOW
tFire
flow demands in in
used this study are general agreement with requirements
of the Pacific Fire Rating Bureau. Table 2 gives a tabulation of the fire flow require-
ments assumed. These fire flows are considered to occur at the same time that domestic
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demands equal to the maximum daily rate are occurring. The fire flow is further
considered to be a demand at the one point in the system that will result in minimum
' pressures at any point in the system.
SYSTEM PRESSURE
In a domestic water system, it is desirable to ovoid wide variations in
' pressure from time to time. Extremely high pressures are undesirable because of
increased leakage rates and inadvertent higher consumption. For this system, a
maximum pressure of 100 psi was adopted, and a normal minimum of 40 psi is
' considered acceptable. Large differences in elevation within the area necessitate
' a division into pressure zones. This division is accomplished by pressure control
devices in the distribution lines.
' PIPELINE VELOCITIES AND GRADIENTS
. High velocities in distribution systems are undesirable because of the potential
for destructive transient pressures (surges). High velocities may also be erosive and
damaging to pipe or linings. While it is necessary to maintain pressures in the
' system, it is also desirable to limit the hydraulic gradient or rate of friction loss in
' major arterial lines. This will provide reserve capacity during emergency conditions
such as temporary loss of portions of the arterial mains.
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PIPE FRICTION COEFFICIENTS
Portions of the existing distribution system consist of unlined cast -iron pipe.
This pipe is assumed to be tuberculated and to have a Hazen - Williams friction
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coefficient of 80. Recent additions to the system of asbestos-cement or concrete-
' lined pipe and all proposed additions to the system are assumed to have a Hazen-
, Williams coefficient of 130.
' TABLE 2
WATER SYSTEM DESIGN CRITERIA
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A.
Rate of Delivery
Maximum Day = 1 .8 x annual average day
Peak Hour = 3.6 x annual average hour
'
Fire
Flow
Duration
Zone (gpm)
(Hrs.)
B.
Fire Flow
Residential - Low Density 1,000
4
School Areas 1,500
Residential - High Density 3,000
5
9
Commercial /Industrial 3,000
10
Hospital 5,000
Apartment 5,000
10
10
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C.
Pressures
Maximum - Static - 100 psi
Minimum:
a. At Peak Hour - 40 psi
b. At Maximum Day Plus
Fire Flow - 20
psi
'
D.
Pipeline Velocities
8 -inch diameter and smaller - 8 fps maximum
E.
Hydraulic Gradients
12 -inch diameter and larger - 5 feet /1000 feet maximum
'
F.
Pipe Friction Coefficients
(Hazen - Williams)
Unlined Cast -iron Pipe, C = 80
.Asbestos- cement pipe and
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concrete -lined pipe, C = 130
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' SECTION IV
EXISTING SYSTEM
GENERAL
' The study area covers land that varies in ground elevation from near sea level
to about elevation 170. As a means of equalizing delivery pressures, the city's distribu-
tion system in this area has been divided into two zones. Zone I represents land located
' between elevations 0 and 80, while Zone II represents property located between eleva-
tions 80 and 170. About two- thirds of the study area is in Zone I. Water may flow
from the higher zone to the lower zone through pressure- control valves at points of
connection between the two zones.
' At the present time the city is entirely dependent upon imported water supplies
' and does not produce locally occurring natural water. The major point of delivery for
imported water is the city's Big Canyon Reservoir. From this point water is distributed
in a pipe system to the entire city including the present study area.
RESERVOIR STORAGE
' In prior years the city produced water from wells located northwesterly of the
city. These wells have been abandoned due to seawater intrusion of the aquifers.
' One part of this original system is a three - million- gallon, reinforced concrete storage
reservoir located on 16th Street near Monrovia Avenue at ground elevation 110. This
reservoir was an essential element of the original system and was in service from about
' 1926 to about 1964. Since 1964 the reservoir has been out of service and its wooden
Iroof has decayed and is no longer of value. In September 1971 Boyle Engineering
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prepared a report for the city, indicating that the walls of this reservoir were
structurally sound and that the unit could be rehabilitated and placed into service
for about $80,000. Construction of a new reservoir of equal capacity would cost
about $200,000. One purpose of this current study is to determine the necessity of
'
incorporating storage of this type into the proposed distribution system.
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Storage facilities are required in a water supply system to provide three
functions. These are regulation of hourly differences in supply rate and demand rate,
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emergency storage for use in event of loss of a supply line, and reserve to meet short-
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duration but high-intensity demands during fires. In addition to storage in Big Canyon
Reservoir, the city has major storage capacity in San Joaquin Reservoir. It was not a
part of this investigation to examine the adequacy of storage for the entire city. There-
,
fore, investigation of the value of storage has been limited to the evaluation of benefits
of storage in this local area.
There are two methods by which storage reservoirs can be integrated with
distribution facilities. The first is to have the storage at an elevation equal to the
operating hydraulic gradient in a pressure zone. By this means, the reservoir "floats"
on the system and accepts or releases water to regulate differences in rates of supply
'
and demand. The second is to have the storage at any elevation below the operating
hydraulic gradient. Control devices are then needed to limit the amount and time at
'
which water is placed into storage. Control devices and pumps will also be needed
to determine the time and rate at which water is boosted into the distribution system.
The 16th Street reservoir is at an elevation below the operating hydraulic gradients of
both pressure Zones I and II. Therefore, the second method, using valves and pumps,
will be required to permit utilization of this reservoir.
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An evaluation of the costs and benefits to be realized in utilizing this
' reservoir is deferred to a later section. In brief, the benefits for regulatory purposes
'
consist of a reduction in size of some of the main distribution lines in the area.
DISTRIBUTION LINES
The present distribution system in both zones consists of pipes from 4 to 24
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inches in diameter. Plate 3 shows the size and location of lines eight inches and
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larger. Most pipes are asbestos cement with lesser amounts of unlined cast iron,
mortar -lined and coated steel, and concrete cylinder pipe. All of the cast -iron
'
pipe was installed about 1930 and is located in pressure Zone I.
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An analysis of the capability of the existing system was conducted utilizing
the Boyle Engineering IBM 1130 computer. The program developed for this type of
'
analysis by Boyle Engineering utilizes the Newton - Raphson method for rapid solutions
1
of complex network systems under varying flow conditions. Results of the computer
runs are included in the appendix for reference.
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The analysis consists of distributing normal water demands throughout the
system and concentrating fire -flow demands at critical points. The system was then
tested to determine compliance with the water system criteria given in Table 2. As
noted in the Introduction to this report, it was necessary to make assumptions about
' the pressures and water flows that portions of the city system outside the study area
are capable of delivering to the study area. A range in assumptions was made to test
1 the sensitivity of results in the study area to these assumptions. These were reviewed
1 with the city staff and results apparently reflect conditions actually observed.
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In the analysis of the existing system, it was assumed that the 16th Street
reservoir was not activated as part of the system. Water demands in the area were
' assumed to be 2.4 gallons per minute per acre of developed land. This was computed
from per capita consumption rates and upon 1970 U. S. Census data.
Plate 4 should be referred to for the identification of pipes and nodes by
number.
DEFICIENCIES
Zone I - Under flow conditions representing peak -hour demands, cast -iron
pipes 2, 3, 16, and 20, and pipe 42 (in Pacific Coast Highway) had friction gradients
' in excess of the adopted criteria.
Under conditions of maximum day flow and with a fire flow at node 26, pipe
' 42 again violated the head -loss criteria.
Zone II - It was found that pipes 52, 53, 55, 56, 58, 59, and 60 had
excessive velocities or friction gradients for both peak -hour conditions and for maximum
' day conditions, with fire flows at node 48, at Hoag Hospital, and at the Versailles
Apartment complex. fn addition, pipes 51, 61, and 63 exceed the adopted criteria
for maximum day plus fire -flow conditions at Hoag Hospital, and pipes 47, 48, 49, 51,
' 61, 67, 68, and 69 exceed the criteria for maximum day plus fire at the apartments.
ICOSTA MESA COUNTY WATER DISTRICT
In prior years, the Costa Mesa County Water District installed water distribu-
tion lines in an area that is now within the city limits of Newport Beach. Reference
should be made to Plate 5 for a description of these facilities.
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It was assumed that the city may ultimately serve this area. It was further
' assumed that these lines would be acquired by the city from the district. The lines
' would then be isolated from the district's system by installation of closed valves or by
actually severing and plugging them. Connections would then be made to elements of
' the city's system. In the next section describing the proposed ultimate system in the
' city, it is assumed that these lines have been acquired and are a part of the city system.
Those portions of the Costa Mesa County Water District system which are
' assumed to be included within the Newport Beach system are indicated on Plate 5.
tThe facilities involved include 4,900 feet of 6 -inch pipe, 6,400 feet of 8 -inch pipe,
and 16 fire hydrants. All pipes lie southerly of 16th Street and will require three
treconnections to make them a part of the Newport Beach system, as shown on Plate 6.
' SUPPLY REQUIREMENTS
As previously noted, water is supplied to the existing system at nodes 1, 50,
tand 56. The computer analyses show that a pressure of 69 psi is required at node 1
to maintain at least 40 psi in Zone I at peak -hour conditions. To maintain at least
' 20 psi with a fire flow of 1,000 gpm at node 26 at peak -day conditions will require a
pressure of 66 psi at node 1 . Within Zone II a pressure of 78 psi is required at nodes 50
' and 56 to maintain 40 psi at peak -hour conditions. With a fire flow of 3,000 gpm at
' node 48, a pressure of 57 psi at nodes 50 and 56 will maintain 20 psi at node 48. With
a fire flow of 5,000 gpm at nodes 51 and 52 (Hoag Hospital), a pressure of 72 psi at
' node 48, with a fire flow of 5,000 gpm at nodes 77 and 78 (Versailles Apartments), a
' pressure of 85 psi at nodes 50 and 56 will maintain 20 psi at node 77.
1
1 -13-
I
SECTION V
PROPOSED IMPROVEMENTS AND FUTURE SYSTEM
GENERAL
i' The ultimate water demands in the study area have been estimated in Section 11
and are shown in Table 1. One purpose of this report is to determine the elements of a
distribution system that will serve the total area and meet the probable future water
demands. The method of analysis consisted of making trial layouts of various sizes
of pipe within the study area, distributing the estimated water demands, and checking
for compliance with the design criteria. Other computer runs were made with pipes of
' smaller size to be sure that the smallest, and most economical, diameter consistent
with the criteria was found. These studies assumed that all lines were in place and
operational. However, this constitutes a minimum requirement and certain key lines
' were increased in diameter to insure that the system would be adequate during periods
of maintenance or shut down of some lines.
' RESERVOIR STORAGE
'
One series of computer analyses was made assuming no storage reservoir in
the study area. Another was made to test the benefits of placing about 2.5 million
gallons into storage during minimum demand hours and then pumping this back to the
system at peak demand hours.
'
As previously noted, rehabilitation of the existing 16th Street reservoir would
cost about $80,000. In addition, pumping and control devices costing about $15,000
i'
would be required. One benefit derived would be the reduction in pipe size required
'
in certain areas. However, it was found that the cost savings in pipe size reductions
'
-14-
I
' were relatively small. The major benefit to be derived is the lessening of peak
demands that the study area will exert upon the total city water system. The value
of having water in storage for use in emergencies is difficult to measure, but this
is a real benefit.
'
Analyses were made of the operation of the system with storage available to
regulate variations in demand. During hours of high consumption, the reservoir is
'
being emptied and it serves as a point of supply. It was found that storage of about
2.5 million gallons could reasonably be utilized for regulation of supply and demand
'
during a day of peak demand in the study area. The existing 16th Street reservoir has
adequate capacity to serve this need. It is anticipated that booster pumps of fixed
'
capacity would be installed to permit withdrawal of the water. The pumps could be
actuated by a time clock or by sensing low system pressure. In this type of operation,
the pumps would supply water at a constant rate, and varying demands would be
'
satisfied by flow from the normal pipeline distribution system.
'
Storage in amounts greater than the volume of the existing 16th Street reservoir
would be useful as emergency storage. However, it was outside the scope of this report
'
to evaluate the cost versus benefits of providing emergency storage in the study area
as opposed to providing it in other areas of the city. Storage in Big Canyon Reservoir
and Son Joaquin Reservoir is available for this purpose.
'
The two major reservoirs available for storage of the city's water supply are
' located some distance from this study area. A disruption of major distribution lines within
the city could make this supply unavailable to the study area. Storage within the study
' area will permit service to continue even in event of loss of the major transmission mains.
-15-
11
I
The amount of emergency storage may be related to the length of time that these
mains might be out of service. The average water demand to the study area is 5.42
million gallons per day. The maximum day demand will be about 9.75 million gallons.
If it is assumed that the mains are out of service for 12 hours during a period of maximum
day demand, storage of about 4.5 million gallons is needed. This could be supplied by
i
utilizing 2.5 million gallons of the existing 16th Street reservoir and constructing a
new 2.0 million gallon reservoir in the vicinity. This added storage will not be
required until population in the study area is about one half of the design population
projected for this area.
DISTRIBUTION LINES
' A distribution network for the entire study area was established using pipes
varying in diameter from 8 inches to 24 inches. In undeveloped areas, the locations
of pipes were rather arbitrary but an attempt was made to follow routes that might
' reasonably be used by future highways. Studies of the existing system showed low
pressures at the westerly end of Zone 1 near node 26. Development of new lands
will make it possible to reinforce this area by an extension from Zone II from the
north. Portions of the Costa Mesa County Water District system within the Newport
Beach city limits were included. Plate 6 shows the recommended ultimate distribution
system.
I' DEFICIENCIES
' With the addition of the proposed pipelines in new areas, certain deficiencies
in the existing system were eliminated. However, those deficiencies that remain are
described in following sections.
I'
1 -16-
i1
1 Zone 1 - The Zone I system is capable of meeting design criteria during flows
equal to peak -hour demands and maximum day plus fire at node 90. At maximum -day
' demands with a 3,000 gpm fire flow at node 26, pipes 33 (existing 8 -inch diameter),
93, and 94 exceed the criteria. Both pipes 93 and 94 are new and the deviation from
' criteria is so small that it is recommended that no change be made. This is justified
' since internal 6 -inch lines have been omitted in the analyses. These 6 -inch lines will
serve to reinforce the larger lines, and this will probably cause flow within the larger
' lines to be within the criteria.
Zone 11 - During peak -hour demands, pipe 105 is deficient. Again, the
deviation is so smal I that no diameter change was made. During maximum -day demands
1 1 with a fire flow of 3,000 gpm at node 48, all criteria are satisfied. With a fire flow
' of 5,000 gpm at the Versailles Apartments, pipe 67 exceeds the criteria.
The 16th Street reservoir was considered as a source of input to the system
' only during the peak -hour periods. For maximum -day plus fire, the pumping station
Iat the reservoir was assumed to be inactive.
As a further modification of input to the study area, an additional source was
' considered from Westminster Avenue (at node 40).
RECOMMENDED PLAN
The recommended plan for the ultimate system is shown in Plate 7. Table 3
is a summary of the new or replacement pipes required.
Within Zone I a pressure of 47 psi at node 1 will maintain 40 psi or more
' within the zone at conditions of peak -hour flow. With a fire flow of 3,000 gpm at
' -17-
,1
' node 26, a pressure of 46 psi at node 1 will maintain 20 psi or more in the zone.
With a fire flow of 1,500 gpm at node 90, a pressure of 25 psi is required at node 1
' in order to maintain 20 psi or more throughout the zone.
Within Zone II a pressure of 53 psi at nodes 50 and 56 will maintain 40 psi
' or more within the zone at condition of peak -hour flow. With a fire flow of 3,000 gpm
at node 48, a pressure of 34 psi at nodes 50 and 56 will maintain 20 psi or more in the
' zone. With a total fire flow of 5,000 gpm at nodes 51 and 52 (Hoag Hospital), a
' pressure of 35 psi at nodes 50 and 56 will maintain 20 psi or more in the zone. With
a 5,000 gpm fire flow at the Versailles Apartments (nodes 77 and 78), a pressure of
36 psi is required to maintain 20 psi or more in the zone.
' Table 4 gives a summary of the major facilities to be provided along with an
estimate of current construction costs. No estimate is included for additional
emergency storage facilities.
1
1 -18-
i
i
i
Table 3
Summary of Recommended Pipe Replacements or Additions
(See Plate 8 for Pipe
Numbers and Locations)
Linear Feet of Pipe
ZONE I
Pipe Diameter 8"
10"
12"
16" 18"
20"
24"
Pipe No.
180
2
985
3
1300
7
520
8
1560
9
150
13
1350
Replacement 15
150
of 16
400
Existing 17
420
Lines 18
540
19
100
20
480
21
330
22
330
23
1840
24
860
27
4200
43
220
44
150
99
835
Subtotal
7560
630
2750
3465 180
1945
350
86
2250
87
1900
88
1700
89
2800
New 90
250
Construction 91
3750
92
4850
93
3000
94
3450
95
2150
96
1050
97
550
Subtotal
4700
-
19,550
3200 -
250
-
Zone I Total
12,260
630
22,300
6665 180
2195
350
Table 3 (cont'd)
Linear Feet of Pipe
ZONE II
Pipe Diameter 8"
10" 12"
16"
18" 20"
24"
Pipe No.
Replacement
58
400
Subtotal
400
70
700
84
600
85
900
900
105
650
106
1900
107
2400
108
1450
109
850
110
800
112
3200
Subtotal
900
7400
600
800
4650
Zone
II Total
900
7800
600
800
4650
Study Area
Total
1;5,160
630 30,100
7265
180 2995
5000
Table 4
Cost Estimate of Facilities
(8-inch diameter and larger pipe)
Item Estimated cost
8" diameter pipe
131160 I.f.
$108,000
10" " "
630 I.f.
6,450
12"
30,1001.f.
370,000
16"
7,265 I.f.
119,000
18" 11 11
180 I.f.
3,400
20" "
2,995 I.f.
61,400
24" " "
5,000 I.f.
123,000
Subtotal -- Piping system
$791,250
Pressure Control Stations $ 20,000
Rehabilitate 16th Street Reservoir $ 80,000
Reservoir Pumping Station $ 15,000
Total Construction Cost $906,250
Contingencies at 15% 136,000
$1,042,250
Engineering, Legal, and
Administrative Costs 156,250
TOTAL $1,198,500
.
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CITY OF NEWPORT BEACH PLATE
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TO: FINANCE DIRECTOR
FROM: City Clerk
SUBJECT: Contract No. 1410
0,
CITY OF NEWPORT BEACH
CALIFORNIA
City Hall
3300 W. Newport Blvd.
Area Code 714
673 -2110
DATE October 18, 1971
Description of Contract ''ngineering Study of West Newport Water Supply
Facilities
Authorized by Resolution No. ?7=13 , adopted on cYOb�r 12, 1371
Effective date of Contract: ":rt�b; 13, 1?f:^
Contract with
in a e!
Address 412 South ,Lyon
Santa Ana, Calif.
Amount of Contract Not to excezd $9,000.
City Cle
City Clerk
Public Works Department
City Clerk.
October 18, 1971
Agreement No. 1410, Engineering Study of West Newport
Water Supply Facilities.
Attached are two copies of subject agreement with Boyle Engineering for
transmittal to Boyle Engineering and for your files.
Laura Lagios
LL:dg
Att.
cc: City Attornev
E
0
AGREEMENT FOR ENGINEERING SERVICES
(Engineering Study of West Newport
Water Supply Facilities)
THIS AGREEMENT is made and entered into this ij 7-ey
day of vc rp Qgrg , 1971, by and between the CITY OF NEWPORT
BEACH, a municipal corporation hereinafter referred to as
"City," and the firm of BOYLE ENGINEERING, hereinafter
referred to as "Engineer ";
W I T N E S S E T H:
WHEREAS, City desires to investigate, study and
analyze the domestic water supply system for the West Newport
area; and
WHEREAS, engineering services are necessary to
perform the proposed study; and
WHEREAS, Engineer has submitted a proposal to per-
form the proposed study;
NOW, THEREFORE, the parties agree as follows:
1. GENERAL
(a) The study area boundaries are defined
by Newport Boulevard and McFadden Place on the east, the
Pacific Ocean on the south, the Santa Ana River on the west,
and the Costa Mesa City limits on the north. For the purposes
of this study, all land within the study area boundary should
be considered as ultimately being served domestic water by
the City.
-1-
•
0
(b) City engages Engineer to furnish the
services hereinafter specified for the compensation herein
stipulated, and Engineer agrees to perform such services
upon said terms.
2. DUTIES OF ENGINEER
Engineer shall:
(a) Review available data and reports per-
taining to the study area and to the overall city water system.
(b) Confer as needed with major landowners,
the Costa Mesa County Water District and other interested
parties.
study.
(c) Develop and establish criteria for
(d) Investigate and prepare recommendations
regarding the need for a reservoir at the City's existing 16th
Street site; and investigate the desirability of restoring the
existing 16th Street reservoir to service on a temporary and/
or permanent basis. The "Engineering Report on Feasibility of
Rehabilitating 16th Street Reservoir" dated August 1971, by
Boyle Engineering, shall be utilized in preparing the recom-
mendations.
(e) Determine the best location, size, type
and elevation of a new or supplementary reservoir if one is
recommended.
(f) Determine location, size and type of any
pump stations, pressure reducing stations, and pressure relief
stations.
(g) Prepare a master plan, which is to include
the following elements:
-2-
0
(1) Major transmission and distribution
facilities for both the developed and the undeveloped areas.
(2) Upgrading of existing distribution
facilities and additional minor facilities needed to correct
significant deficiencies, if any, in the existing developed
area.
(3) Facilities needed to separate areas
presently served by the Costa Mesa County Water District.
(4) Storage facilities.
(5) Pressure reducing and pressure
relief facilities and pump stations.
(h) Prepare preliminary cost estimates for all
recommended facilities.
(i) Review elements of the study with the
City staff at appropriate points during preparation. The
Engineer shall determine when review and decisions by the City
are needed.
(j) Prepare a draft report for formal review
by the City staff.
(k) Prepare a final report. It is intended
that this report be as simple in presentation as possible con-
sistent with conveying the information desired. Backup infor-
mation and calculation shall be presented in appendix form
separately. Thirty copies of the report shall be furnished.
Three copies of the appendix shall be furnished.
3. DUTIES OF CITY
City agrees to provide Engineer the following:
(a) Available data and reports pertaining to
the study area and to the overall City water system.
-3-
the study.
0
(b) Consultation as needed to accomplish
4. COMPLETION OF SERVICES
Engineer agrees to complete all of the services
specified herein within seventy -five (75) calendar days after
execution of this Agreement.
5. PAYMENT BY CITY
City agrees to pay Engineer for all services
called for under the provisions of this Agreement on the basis
of Fee Schedule attached hereto designated Exhibit "A" and by
this reference made a part hereof, but not to exceed the total
sum of nine thousand dollars ($9,000.00).
as follows:
The amount to be paid Engineer shall be payable
(a) Monthly partial payments, each payment
to be the amount earned as determined by the fee schedule.
The sum of the monthly partial payment shall not exceed ninety
percent (90 %) of the above maximum fee.
(b) Balance of total amount to be paid upon
receipt of Final Report.
6. TERMINATION
This Agreement may be terminated at any time by
City upon three (3) days' written notice to Engineer by placing
said notice in the United States mail, postage prepaid, ad-
dressed to Engineer's business office. In the event of termina-
tion due to the fault of Engineer, City shall be relieved of
any obligation to compensate Engineer. If this Agreement is
terminated for any reason other than the fault of Engineer,
City agrees to compensate Engineer for the actual services
performed up to the effective date of the notice of termination
on the basis of the fee schedule contained in this Agreement.
7.
The scope of the services to be furnished by
J
Engineer may be changed and the maximum fee amended upon prior
written approval of the Public Works Director.
8. ASSIGNMENT
This Agreement or any portion thereof shall not
be assigned without the written consent of the City.
9. HOLD HARMLESS
Engineer shall assume the defense of and indem-
nify and save harmless the City, and its officers and employees,
from all claims, loss damage, injury and liability, directly
arising from any errors, omissions, or negligence in Engineer's
performance of this Agreement or from the engineering work and
services herein provided.
IN WITNESS WHEREOF, the parties hereto have executed
this Agreement on the date first above written.
APPROV AS TO FORM:
j:i
j
Actilng City Att r e
dm
9/28/71
-5-
CITY OF NEWPORT BEACH
Mayor
ATTEST:
City Clerk /
CITY
BOYLE
By:
Title: Vice President - Finance
Title: Secretary - Treasurer
ENGINEER
® Id s ENGINEERS • ARCHITECTS
ENGINEERING
412 SOUTH LYON STREET SANTA ANA, CALIFORNIA 92702 TELEPHONE (714) 547 -4471
ADDRESS REPLY TO P.O. BOX 178
BOYLE ENGINEERING
1971 RATE SCHEDULE
Santa Ana, California
. Rev.August 1, 1971
Classification
ENGINEERING / ARCHITECTURE
Consulting Engineer/ Architect
Principal Engineer" Architect
Senior Engineer/ Architect
Associate Engineer/ Architect
Assistant Engineer/ Architect
Engineering Assistant
DRAFTING
Senior Draftsman
Draftsman
'It -1% `IIfL
Licensed Surveyor
3-man Survey Party
2-man Survey Party
CONSTRUCTION INSPECTION
Resident Engineer
Assistant Resident Engineer
Inspector
MISCELLANEOUS
Rate
$36.00 an hour
31.00 an hour
27.00 an hour
24.00 an hour
20.00 an hour
18.50 an hour
$17.00 an hour
14.50 an hour
$21.00 an hour
54.00 an hour
41.00 an hour
$24.00 an hour
20.00 an hour
13.00 an hour
Clerical
$ 8.50 an hour
Travel - auto
0.15 a mile
Travel - other than auto
Actual cost
Telephone
Actual cost
Printing and blueprinting
Cost +25%
Computer Services
See Separate Schedule
Subject to revision January 1, 1972
P R O F E S S I O N A L E N G I N E E R I N G A N D A R C H I T E C T U R A L S E R V I C E S
r
EXHIBIT "A ":.
r.
BOYLE ENGINEERING
DEPARTMENT OF COMPUTER SERVICES
1971 RATE SCHEDULE
COMPUTER SYSTEM RATE
IBM 1130 SYSTEM $90.00 per hour
Rate includes operator and standard
paper, card and other supplies
COMPUTERS ACCESSED via IBM 1130
IBM 360-85
IBM 1130 with CALCOMP 665 Plotter
TIME-SHARING SYSTEMS
General Electric
Concap
System Equipment Charges + 150%
$120 per hour *
System Equipment Charges + 150%
System Equipment Charges + 100%
SERVICE BUREAU SYSTENTS System Equipment Charges + 150%
* Changes in equipment and rental rates may require proportional rate changes.
PROGRAM USE CHARGES
SEC - SYSTEM EQUIPMENT CHARGE
DESCRIPTION
Bond Register
Box Culvert Design
Coordinate Geometry
Curve Staking
Horizontal Curves
Sewer Design
Digital Terrain Model Design System
Engineer's Estimate for Progress Payment
Economic Pipeline
Flow in Prismatic Conduit
Niannings Equation Solution
1130 to 1130 Communications
Water Network Analysis
Portland Cement Asso. Structural Programs
Cvve Fit
Multiple Regression Analysis
Retaining Wall
Side Channel Spillway
Storm Drain Design
Structural Engineering System
1130 to 360/85 Communications
Traverse Analysis
Water Distribution System Design
NAME
(REWAL)
(RWALL)
(SIDE)
(STORM)
(STRES)
(TPCOM)
(TRA Vl )
(WDSD)
PROGRAM USE CHARGE
60% of SEC
60% of SEC
60% of SEC
60% of SEC
60% of SEC
25% of SEC + 12 per foot once per project
25% of SEC
60% of SEC
60 °% of SEC
60% of SEC
60% of SEC
1S% of SEC
80% of SEC
15% of SEC
25% of SEC
25% of SEC
60% of SEC
60% of SEC
60% of SEC
2596 of SEC + It per foot once per project
15% of SEC
15% of SEC
60% of SEC
60% of SEC
B O Y L E E N G I N E E R I N G
• r
EXHIBIT "A"
Page 2
r-
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