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10651A 4 - 1 Wright-Pierce
SECTION 4
DISTRIBUTION SYSTEM ANALYSIS
4.1 PURPOSE/SCOPE OF SYSTEM ANALYSIS
An analysis of the water distribution system was completed to access infrastructure
improvements required to construct a desalination facility in Hull. A hydraulic model of the Hull
distribution system was developed to simulate hydraulic conditions in the distribution system and
to evaluate infrastructure improvements for various plant capacity and site location scenarios.
Earlier studies did not consider distribution system improvements in the development of cost
models for a desalination facility. Distribution system improvements discussed in this section
include the following:
• System Transmission Main Upgrades - Water main upgrades to existing distribution and
transmission main piping to maintain adequate pressure and pipeline velocities within the
Hull distribution system.
• New Raw Water Transmission Mains - Water mains required to connect the new
treatment facility to the distribution system.
• Water Storage Tank Upgrade - Upgrades to the existing Strawberry Hill Storage Tank
will be needed to provide water storage in the Hull distribution system.
• Booster Pump Station Requirements - Under certain flow scenarios, booster pumping
stations will be required to send surplus flows outside the geographic boundary of the
Town of Hull.
Required distribution system improvements were evaluated for three alternate plant capacities of
2.5 MGD, 4.0 MGD, and 5.0 MGD located at each proposed plant site included in the study.
The proposed locations for the desalination facility are shown in Figure 4-1 and include the
following sites:
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10651A 4 - 3 Wright-Pierce
• Hull Municipal Light Site
• WBZ Tower Site
• South Shore Charter School Site
• Wanzer Trucking Site
• Duck Lane Site
• Dust Bowl Site
As mentioned earlier in the report, the 2.5 MGD plant capacity would likely only provide the
water supply needs for the Town of Hull, although a portion of the plant capacity could be
supplied to neighboring communities during the winter months when the estimated water
demands in Hull lower than the peak demands during the summer. The 4.0 MGD and 5.0 MGD
facilities would provide additional capacity for potential sale of water to surrounding
communities year round as discussed in Section 1 of this report.
The 4.0 MGD and 5.0 MGD facility sizes were selected due to constraints on available offshore
groundwater supply and the treatment efficiency or "recovery rate" of the desalination treatment
process as well as hydraulic limitations in the distribution system. The recovery rate is defined
as the ratio of treated water production rate (MGD) to the raw water supply flow rate (MGD)
entering the treatment process, and this concept is discussed extensively in Section 5. As
discussed previously in Section 2, the hydrogeological analysis revealed that the estimated
sustained water yield from angled wells constructed within the offshore sand and gravel aquifer
deposits ranges up to approximately 8 MGD. Since the desalination process recovery rate is only
50%, an 8 MGD raw water supply source would be required to produce 4 MGD of treated water.
For the 5.0 MGD capacity treatment facility, a 10 MGD source would be required. An ocean
intake is likely if a 5.0 MGD plant is constructed. The primary 20-inch transmission main into
Hull on Nantasket Avenue would require upgrading if a flow greater than 5.0 MGD is selected
for the plant capacity. This system improvement was viewed as a high cost inflection point
which would limit plant development.
10651A 4 - 4 Wright-Pierce
The hydraulic evaluation and analysis included the following components:
• Field Hydrant Flow Testing - Hydrant tests were performed at various locations in the
distribution system to provide data to develop and calibrate the hydraulic model.
• Development of a Hydraulic Model of the Distribution System - A model of the
distribution system was developed to test hydraulic behavior of the distribution system
under simulated flow conditions with a new treatment facility.
• Evaluation of Existing Water System Pressures and Demands - The analysis included
predicted available flows and pressures at critical areas of the distribution system under
simulated conditions with the new treatment facility operations.
• Evaluation of Existing Water Main Infrastructure and Storage Tanks - The existing water
mains and storage tanks were evaluated and operating performance "calibrated" to
replicate actual test conditions observed during hydrant testing.
• Evaluation of Water Storage Requirements - The ability of the Strawberry Hill elevated
tank to track and fluctuate properly within the system was also evaluated.
• Sizing of Raw Water Transmission Mains by Plant Capacity and Site Location - The
proper sizing of a water main from the source of supply to the treatment location was
evaluated.
• Transmission Main Improvement Recommendations by Plant Capacity and Site Location
The proper sizing of mains to interconnect the new treatment facility to the distribution
system was evaluated for each site under consideration.
• Evaluation of Booster Pump Station Requirements - The larger flow rates will require a
booster pumping station at the Hull town line. Sizing of booster was evaluated as part of
the study.
The following discussion provides an overview of the existing infrastructure, hydraulic model
development, hydraulic analysis, and specific improvement recommendations for the three plant
capacities (3.0, 4.0 and 5.0 MGD) and site location scenarios (6 candidate sites). Cost estimates
developed for distribution system improvements are included in the financial models discussed
in Section 7 of this report for each of the site scenarios.
10651A 4 - 5 Wright-Pierce
4.2 EXISTING FACILITIES
4.2.1 Overview
An overview of the existing water distribution infrastructure within the Town of Hull is
illustrated in Figure 4-1. The figure presents the network of water mains color coded by pipe
diameter, water storage tank locations, the Hull booster pump station, the Turkey Hill Standpipe
and transmission mains that supply water to Hull from Hingham, the proposed groundwater
supply well field location, and proposed sites for construction of the desalination facility.
A description of each of these key facilities follows. A complete piping database of the Hull
distribution system is also included in Appendix L of this report. This database was used to
develop the hydraulic model and to analyze the distribution system.
Water supplied to Hull is pumped from water supply sources and treatment facilities located in
Hingham as part of the Hingham-Hull distribution system. The Hingham-Hull distribution
system is separated into two pressure zones or service areas each operating on a separate
hydraulic grade line established by a water storage tank. The Turkey Hill Standpipe establishes
the hydraulic grade line (water pressure) for the Hull service area and is the primary storage
facility that supplies water to the Town of Hull. The Turkey Hill Standpipe is located in the
Town of Hingham. The distribution system in Hull is hydraulically connected to the Turkey Hill
Standpipe and the Hingham system at Nantasket Ave. and Atlantic Ave.
The Hull distribution system contains an additional 0.5 MG storage tank (Strawberry Hill Tank)
and a booster pump station located on Y Street that functions to maintain minimum operating
water pressure at the highest elevations on the northern end of the peninsula. The operations of
these facilities are described in more detail within sections 4.2.1.2 and 4.2.1.3 of this report.
4.2.1.1 Water System Pressures and Operating Hydraulic Gradeline
The Hull distribution system operates on a hydraulic grade line that ranges from El. 230 feet to
El. 240 feet depending upon the operational water level in the Turkey Hill Standpipe. The
10651A 4 - 6 Wright-Pierce
Turkey Hill Standpipe is important because it balances pressure in the large distribution system
and controls pressures delivered to the Strawberry Hill Tank in Hull. A conceptual hydraulic
profile of the existing Hull distribution system is presented in Figure 4-2 to illustrate the concept
of hydraulic grade line and water pressure, and to draw attention to the high point elevations
(points of lowest pressure) in the water system. A simplified profile of the ground surface
elevation extending northerly from the Turkey Hill Standpipe across the Hull peninsula shows
that that ground elevation ranges from approximately sea level (El. 0 feet) to El. 80 - 120 feet on
the hills and knolls. The general location of the hill areas are identified by the road name shown
below each high point in the illustrated ground profile.
The Turkey Hill Standpipe has a nominal volume of 2.0 million gallons (MG) with tank
overflow and base elevations of El. 240 feet and El. 170 feet, respectively. The hydraulic profile
shown in Figure 4-2 was calculated with the Turkey Hill Standpipe full at El. 240 feet to
illustrate maximum static pressure conditions. The approximate hydraulic grade line (maximum
static pressure) was calculated as the difference between the tank water elevation (El. 240 feet)
and the ground surface elevation (El-feet). This elevation is shown in Figure 4-2 as pressure, in
pounds per square inch (psi) at the low and high ground elevations across the peninsula.
The range in calculated pressures shown in Figure 4-2 reflects variations in operating water
depths in the Turkey Hill Standpipe, changes in water system demands, and friction pressure
losses as water flows through water mains. In general, when customer demands increase,
pressures will decrease as the hydraulic grade line is suppressed under higher demand conditions.
In addition, service areas at higher elevations typically have lower pressures because in a closed
water system, pressure increases with distance below the system hydraulic grade line elevation.
Under static conditions, water pressure increases approximately 1 psi for every 2.31 feet of depth
below the system hydraulic grade line elevation under normal water temperature ranges in
distribution systems.
A water system should be designed to accommodate a range of pressures within minimum and
maximum guidelines. Low pressures lead to customer complaints and restrict available flows for
fire fighting. Higher pressures can also lead to increased water loss by leakage from aging water
10651A 4 - 7 Wright-Pierce
mains. Standard water works practice is to maintain minimum pressures in the distribution
system above 30-35 psi under normal operating conditions. Pressures during fire flow conditions
should be maintained above 20 psi at all locations in the system. Normal high pressures should
not exceed 80 psi without pressure reduction at service connections, as required by the State of
Massachusetts Plumbing Code. As shown in Figure 4-2, the maximum static operating pressure
range in the system is 90 to 105 psi and the minimum static pressure operating range is 40 to 50
psi. Additional hydraulic analysis revealed that existing pressures can range as low as 20 - 30 psi
under peak hour demands at the high elevation areas near Bluff Road and Farina Road without
pressure boosting equipment. As previously mentioned, the Hull booster pump station located
on Y Street maintains minimum operating pressures above 35 psi in the Bluff Road and Farina
Road areas under all system operating conditions. Operation of this booster pump station is
discussed briefly in section 4.2.1.3.
The overflow and base elevations of the Strawberry Hill Tank are also shown in Figure 4-2. The
overflow elevation (El. 186 feet) of the Strawberry Hill tank is approximately 54 feet lower than
the Turkey Hill Standpipe (El. 240 feet). The inlet/outlet pipe connecting the Strawberry Hill
Tank to the distribution system contains an altitude valve that is hydraulically closed when the
tank is full to prevent the tank from continuously overflowing under system pressures. The
operation of this facility is discussed in more detail below in section 4.2.1.2.
This type of tank configuration is poorly conceived and does not operate properly. Multiple tank
systems should be designed with the same overflow elevation and should water levels should
track together. The altitude valve on this tank remains closed most of the time degrading water
quality in the Hull distribution system.
Our analysis and improvement recommendations focus on maintaining the existing hydraulic
grade line and system operating pressures in order to prevent excessive pressures at the sea level
elevations, which can lead to leakage in older pipe networks, and low pressures on the hills,
which can lead to reductions in fire flow, customer complaints, and problems associated with
existing booster pump station operation. Our hydraulic analysis and proposed system
improvements are discussed in Section 4.4 of this report.
10651A 4 - 9 Wright-Pierce
4.2.1.2 Strawberry Hill Tank
The Strawberry Hill Tank is centrally located in the Hull distribution system and connected to
the 12" water main on Kingsbury Road (Figure 4-1). The elevated tank has a diameter of
approximately 60 feet and a nominal capacity of 0.5 MG. The elevated tank base is located at
El. 160 feet and the overflow is at El. 186 feet. As discussed previously, the tank is normally
isolated from the system by an altitude valve that is hydraulically controlled to close when tank
is full to prevent continuous tank overflow induced by the higher system pressures established by
the higher water level elevation in the Turkey Hill Standpipe.
Because the tank overflow is much lower than the hydraulic gradeline, the altitude valve remains
closed most of the time. To improve water quality, the tank is periodically pumped out by
operators. The Hingham-Hull Water District operates a single speed pump located in the storage
building on site to pump stored water from the Strawberry Hill tank into the distribution system.
The pump has a capacity of approximately 170 gpm and is controlled remotely from the
Hingham Water Treatment Facility or manually at the pump. The tank is currently pumped
down to the base elevation every 3rd or 4th day to cycle the water from tank to the system, and is
refilled by water inflow under normal system operating pressures.
The Strawberry Hill Tank is the primary storage which would provide fire storage within Hull if
the distribution system was segregated for the remaining of the Hull-Hingham Water District
distribution system.
4.2.1.3 Hull Booster Pump Station
The Hull booster pump station is located on Y street near the intersection with Nantasket Ave.
(Figure 4-1). The facility is designed to maintain minimum operating pressures at service
locations on the hills at the end on the peninsula near Bluff Road and Farina Road. The booster
pump station is controlled remotely from the Hingham Water Treatment Facility and operates
based on measured pressure on the discharge and suction side of the pump station. Our analysis
assumes that this facility will be retained and will function similarly with the proposed
desalination facility.
10651A 4 - 10 Wright-Pierce
4.2.1.4 Distribution and Transmission System Piping
A significant portion of the Hull distribution piping network pre-dates 1935 and several pipes
have recorded years of installation as early as the 1880's when the original system was
constructed. The distribution system has had a history of maintenance problems including main
leaks primarily due to the system age and a deficient schedule of capital pipe improvements.
A review of the distribution piping database obtained from Aquarion Water Company (former
owner and operator of the HHWD system) indicates that the majority of the pipe diameters range
from 2" to 8" for distribution mains and 12" - 20" for transmission mains. The pipe material is
predominately unlined cast iron, but the system also includes cement-lined cast iron and ductile
iron, asbestos cement, and many of the small diameter mains are galvanized. A complete
database of piping materials is included in Appendix L of this report.
Our hydraulic analysis and recommendations focus on upgrades to the system transmission
mains to deliver flows from the proposed desalination facility.
The Hull transmission system is composed of the following main segments described below and
shown in Figure 4-1:
• Parallel 12" and 20" Water Mains on Nantasket Ave. Extending from the Hull-Hingham
Town Line to the Nantasket Road Intersection
• A 12" main on Nantasket Ave. and Kingsbury Road from the intersection at Nantasket
Road to the intersection at Veterans Ave
• A 12" Main on Nantasket Ave., Spring St. and Main St. from Veterans Ave. to the End of
the Hull Peninsula
The transmission mains were evaluated for their capacity to transmit the required flow from each
proposed plant location under all three plant capacity options. A computer model of the
distribution system was developed for the analysis. An overview of the model development and
analysis scenarios are summarized below in Section 4.3.
10651A 4 - 11 Wright-Pierce
4.3 HYDRAULIC MODEL DEVELOPMENT
4.3.1 Overview
A computer hydraulic simulation model of the Hull water distribution system was developed for
this project to analyze system hydraulics and to determine the distribution system improvements
required to construct a desalination facility in Hull. The WaterCAD pipe network program was
selected for use as the software modeling tool.
The characteristics of the water system such as pipe sizes (diameter, length, C-value, and ground
elevation at pipe intersections), hydraulic grade line elevations, pump operation characteristics,
and total system demand are the primary inputs to the model. The model generates calculated
pressures, hydraulic grade line elevations, and available fire flows at pipe junctions, and average
velocity, flow rate, and friction head (pressure) losses within each pipe.
The existing pipe network was analyzed under stressed demand conditions for each proposed
plant capacity and site location scenario. This was completed by simulating the following
system operating conditions with the model:
• Each scenario was simulated at a hydraulic grade line of El. 235 feet to simulate existing
static pressure conditions in the distribution system.
• Scenario #1 - 2.5 MGD plant production rate under a maximum day demand of 2.5
MGD. The system was modeled assuming the entire 2.5 MGD supply would be
delivered to customers in Hull.
• Scenario #2 - 4.0 MGD merchant plant supplying 2.5 MGD to Hull's customers and 1.5
MGD to wholesale at the Hingham town line.
• Scenario #3 - 5.0 MGD merchant plant supplying 2.5 MGD to Hull customers and 2.5
MGD to for wholesale at the Hingham town line.
The above scenarios were simulated using a standard AWWA diurnal (24-hour daily cycle)
water-use pattern (extended period simulation) to simulate maximum and minimum pressure
10651A 4 - 12 Wright-Pierce
conditions during peak hour demands. In addition, the model was used to analysis tank cycling
and refill operations under hydraulically stressed condition for various plant operating scenarios.
An 8-hour extended period simulation was used to analyze hydraulically stressed nighttime tank
filling under maximum day demand conditions.
The computer model was calibrated to approximate flow test results measured in the field. Once
calibrated, the model was used to simulate operating pressures throughout the distribution system
for the scenarios described above. Fire flow testing and model calibration is discussed in
sections 4.3.4, 4.3.5, and 4.3.6.
4.3.2 Development of Computer Model Schematic
Developing a schematic drawing of the Hull distribution system was the first step in preparing
input data for the computer model. The electronic model schematic was created within the
WaterCADTM Software Program. The electronic model base data was created using electronic
distribution system maps provided by Aquarion Water Company and through use of geographic
information system (GIS) technology. The existing distribution pipes and tank data were
extracted and prepared for model development using AutoCADTM drafting software and
ArcMapTM mapping software. The base data was then imported into WaterCADTM to generate
the model schematic.
The model schematic is a representation of the piping system in which pipes are represented as
lines or "links" and pipe intersections and changes in pipe diameter and material or pipe
intersections are represented as "nodes". Points of water supply (i.e. pumps, storage facilities,
etc.) are represented as pipes connected to only one system node. All water mains with fire flow
capabilities, generally 6-inches in diameter and larger, were included in the model schematic.
For a specified demand condition (average day, maximum day, peak hour, maximum day plus
fire, etc.), the computer model will solve a series of mathematical algorithms to calculate the
flow in each pipe and the pressure at each node.
10651A 4 - 13 Wright-Pierce
Information on pipe size, length between nodes, and C-values (roughness coefficient) were
assigned to each link. Pipe sizes and lengths were obtained from existing distribution system
maps. Piping materials, age of pipe, and type of pipe lining were obtained from a pipe database
provided by Aquarion Water Company, which is included in Appendix __. C-values initially
assigned to each pipe were assumed values based on known material types and pipe ages. For
example, assigned C-values for cement-lined pipes were based on typical values for new pipes,
adjusted slightly lower (as required) to reflect the accumulation of deposits in the piping after
years of service. The pipe C-values were adjusted up or down during the calibration process to
replicate the field data obtained from fire flow testing.
4.3.3 Water Demand Apportionment
Once the distribution system schematic was developed, the next step in constructing the model
was to develop a method of distributing water demands to the entire service area. A demand
analysis described in Section 3 of the report was used in the model to represent water-use
demands. This work was completed as part of an earlier feasibility study by Woodard & Curran
(2002) estimated an average day demand of 1.0 MGD and a maximum day demand of 2.5 MGD
for the Town of Hull. These demands were used for our model development and hydraulic
analysis.
Water demands were assigned to each node throughout the system, except at pump and tank
nodes which represent points of water supply and storage, based on the apportionment
methodology described herein. Zoning maps were used to identify residential, commercial and
industrial zoned areas within the service area and distribution system. A comparison between
zoning maps and the distribution system schematic were made and demands, based on customer
class (i.e. residential, commercial etc.), were allocated to nodes within each respective land use
zone. To further illustrate this methodology, the commercial demand was allocated evenly across
the available number of nodes present in all commercial zones in the service area. A similar
procedure was followed for industrial and residential land-use zones.
10651A 4 - 14 Wright-Pierce
These larger commercial and industrial demands were not peaked for maximum-day and peak
hour simulations. We choose this method for demand apportionment for the following several
reasons:
• An even split will reflect the highest amount of demand where the distribution system is
most dense. This is true of mostly residential demands.
• The service area is predominately residential and demand variations follow predictable
water use patterns.
• An even split of the average day demand is the easiest to update in the future as the
average day demand varies.
• Background demand conditions do not stress the distribution system under a fire
situation, therefore to expend a lot of effort to create a weighted split of demands does
not significantly add to the accuracy of the model.
The even-spit demand apportionment methodology was used as a basis for calibrating the
computer model. By multiplying demands at most nodes by one appropriate factor, the
performance of the system was analyzed under average day, maximum day, peak hour demand,
and the nighttime demand conditions.
4.3.4 Model Calibration
Upon completion of the distribution model, actual system operating data obtained from the fire
flow testing program was used for calibration. Calibration generally involves simulating each
fire flow test on the model and making adjustments or corrections to the input data, as required
so the computer system response closely approximates the pressure and flow data measured in
the field. Since most physical parameters such as pipe size, pipe age, material type etc. are fixed,
the roughness coefficient is the primary variable requiring adjustment during calibration.
The average-day demand of 1.0 MGD (based on water use records) was used for model
calibration. The accuracy of the total system demand estimate and the demand apportionment to
the nodes is not critical during calibration, because demands are so widely distributed throughout
10651A 4 - 15 Wright-Pierce
the system. The demand distribution results in minimal pipe flow velocities and virtually static
conditions. For this reason, the simulated fire flow, which stresses the system at a single
location, tends to govern hydraulic effects.
During the field testing, system boundary conditions such as the hydraulic grade line (or water
level in the storage facilities) and pumping rates are monitored and recorded during the time each
flow test is completed and used to calibrate the model. In general, the model calibration can be
simplified if the water system pumps are turned off and the storage facilities are the only
hydraulic variable to consider in the calibration process.
Initially, the average day demand was run on the model to verify static pressures against those
measured during the fire flow test program. This step is completed to calibrate the ground
surface elevations at the test locations. Next, iterations of each fire flow measured in the field
were simulated with the model and the pipe C-factors were adjusted until the model results
replicated the field results.
4.3.5 Fire Flow Testing Methodology
The fire flow testing program was performed for the following reasons:
• Provide Actual System Data to Calibrate the Computer Model
• Estimate Hydraulic Capacity of Existing Transmission System
• Provide Indication of the Relative Strengths and Weaknesses of the System
Flow test locations were selected throughout the system mainly to characterize the hydraulic
properties of the existing transmission system, which are the focus of required improvements for
the proposed desalination facility. The remaining fire flow test locations were selected to
provide data that adequately represents the entire service area in order to calibrate the hydraulic
model, and to test older segments or areas of the distribution system.
10651A 4 - 16 Wright-Pierce
Once the fire flow test location was selected, a field test was performed. In general, the fire flow
test procedure is conducted as follows: At each test location, two or more hydrants are used; one
to monitor system pressure and the other to measure flow. The intent of the test is to stress the
system to measure the drop in system pressure at a specific hydrant flow rate. The static
pressure represents the system pressure at the test location prior to imposing the hydrant flow.
The residual pressure is recorded while the hydrant is flowing; and represents the resulting
system pressure at that measured hydrant discharge rate. If necessary, more than one hydrant is
used for flow measurement to achieve a target of a 10 psi drop or more in system pressure during
the test (the greater the pressure drop, the higher the level of the accuracy). The results of the
test were then used to calculate the flow rate that would be available from the system at the test
location while maintaining a residual system pressure of 20 psi. This is the minimum system
pressure used by the ISO to calculate available fire flow at specific locations within a distribution
system. The intent of sustaining this residual pressure in the system during a fire is to maintain
supply to area water users, to provide adequate suction pressure for fire fighting pumping
apparatus, and to insure against drawing a vacuum which could contaminate the system.
4.3.6 Field Testing Program
Fire flow tests were performed by Wright-Pierce and Aquarion Water Company personnel on
November 1, 2005. Several hydrants were flow tested across the Hull distribution system to
obtain system data for model development and analysis. Pressure chart recorders were installed
on hydrants at the Hingham-Hull town line at Atlantic Ave. and Nantasket Ave to monitor
system pressure at the town boundary during the testing period. The boundary conditions that
were monitored during each fire flow test included the Turkey Hill Standpipe water level, and
water pressure at the Hingham-Hull town line. The Hull Booster Pump Station and Strawberry
Hill Tank pump remained off line during the flow tests. The individual field test data record
sheets are included in Appendix K. The results of these tests are summarized in Table 4-1.
Hull Booster Pump Station
Tank Level (ft) HGL (ft) Tank Level (ft) HGL (ft) (gpm) Static (psi) Residual (psi) Static (psi) Residual (psi)
1 8:40 PM Nantasket @ Park Ave. 90 68 Nantasket @ Avalon 76 54 30 1,838 3,044 Offline Offline 57.88 227.88 Off 93 73.5 100 83
2 9:05 PMBay St. between Fairmount and Merrill
86 80Bay St. between Fairmount and Eastern
90 84 8 475 1,788 Offline Offline 57.74 227.74 Off 92 88 100 100
3 9:20 PM Atlantic Ave. @ Gun Rock Ave. 90 28 Atlantic Ave. @ Beach Rd. 87 25 19 731 763 Offline Offline 57.70 227.70 Off 92 92 99.5 60
4 10:10 PM Atlantic Ave. @ Midlegde Ave. 71 56 Atlantic Ave. @ School St. 72 57 51 1,198 2,345 Offline Offline 57.60 227.60 Off 92 84 97 90
5 10:00 PM Park @ Rockland House Cir. 88 68Park @ Rockland House Rd.
79 59 48 1,163 2,085 Offline Offline 57.61 227.61 Off 92 83 97 91
6 10:30 PMNantasket Road near Clifton Ave.
85 29Nantasket Road near Clifton Ave.
85 29 16 671 727 Offline Offline 57.28 227.28 Off 92 87 98 95
7 11:14 PM Kingsley @ Nantasket Rd. 90 72 Kingsley @ Belmont 91 73 58 1,278 2,681 Offline Offline 57.54 227.54 Off 93.5 83.5 99 92
8 11:50 PM Packard @ Brockton Cir 90 36 Vernon @ Newport 92 38 38 1,034 1,208 Offline Offline 58.05 228.05 Off 94 84 100 94
9 11:40 PM Warren St. @ Samoset 90 64 Warren St. @ Manomet 90 64 46 1,012 1,727 Offline Offline 57.90 227.90 Off 93 83 100 92
10 12:15 PM Central @ E St. 92 77 Cadish @ F St. 90 75 26 761 1,747 Offline Offline 58.30 228.30 Off 93.5 88.5 100 97.5
11 12:30 PM Nantasket @ H St. 91 63 Nantasket @ K St. 92 64 60 1,300 2,164 Offline Offline 58.52 228.52 Off 93 81 99 86
12 12:50 PM Nantasket @ U St. 90 60 Nantasket @ Beacon St. 85 55 40 1,061 1,611 Offline Offline 58.82 228.82 Off 94 85 101 95
Model Development Notes:
Water Demand used for Calibration - 0.833 MGD
Turkey Hill Standpipe overflow El. 240 Feet
Strawberry Hill Tank overflow El. 186 Feet
Pitot Reading (psi)
Boundary Conditions
Static (psi)Adjusted
Residual (psi)
Fire Flow Testing Data Summary - 11-1-05
Field Flow (gpm)
Flow (gpm) at 20 psi
Nantasket Chart Recorder Atlantic Chart RecorderStrawberry Hill Tank Turkey Hill Tank
Hull, Massachusetts
Gauge Hydrant Flow Hydrant
TABLE 4-1
Desalination Feasibility Study
Test No.
TimeLocation
Static (psi)
Residual (psi)
Location
10651A 4 - 18 Wright-Pierce
4.4 HYDRAULIC ANALYSIS
4.4.1 General
The purpose of the hydraulic analysis was to evaluate the distribution infrastructure
improvements necessary for the Town to construct and operate a desalination facility in Hull.
The magnitude of system improvements depends on the location of the desalination facility and
the proposed plant capacity. The capital cost associated with the recommended distribution
improvements were used to analyze the economic feasibility of constructing the desalination
facility in Hull as discussed in Section 7.
4.4.1.1 Summary of Findings
A summary of the results of the hydraulic analysis are briefly discussed below. The important
findings of the Hull distribution system analysis include:
• The storage volume of the Strawberry Hill Tank is not large enough to meet the storage
needs for the Town of Hull if the town chooses to operate independently from the
Hingham system.
• The Strawberry Hill Tank is not tall enough to maintain adequate system operating
pressures at the highest elevations in the system without upgrading the existing booster
pump station and construction of additional booster pump stations.
• A new water storage tank is required to replace the Strawberry Hill Tank if the Town
chooses to operate their own water system.
• The 12" transmission mains on Nantasket Ave., Spring St, and Main St. from the
intersection of Veterans Ave. to the end of the peninsula will not provide the hydraulic
capacity to transmit the proposed flow rates from a desalination facility located at the
Wanzer Day Trucking Site, Duck Lane Site, or Dust Bowl Site without significant
transmission main upgrades.
• Upgrades to existing transmission mains will not be required for a desalination facility
located at the Hull Municipal Light and Power Site, WBZ Tower Site, or South Shore
Charter School Site.
10651A 4 - 19 Wright-Pierce
• A new transmission main extension would be required to interconnect a desalination
facility located at the WBZ Tower site or Municipal Light and Power Site to the existing
20" transmission main on Nantasket Ave. at the intersection with Nantasket Road.
• A booster pump station located near the town line on Nantasket Ave. will be required to
pump water beyond the town limits under proposed merchant plant scenarios (4.0 and 5.0
MGD).
The remainder of this section includes a discussion of water storage requirements, booster pump
station requirements, transmission main upgrades and new transmission mains required for each
proposed plant capacity and site location.
4.4.2 Storage Analysis
4.4.2.1 Storage Requirements
The primary source of water storage for the Town is currently the Turkey Hill Standpipe located
in Hingham. The Turkey Hill Standpipe would no longer provide system storage for Hull if the
Town decides to segregate its portion of the distribution system and separate from the Hingham
system. Under this scenario, the Town would either have to operate their distribution system at a
lower hydraulic grade line with the Strawberry Hill Tank (El. 186 feet) or construct a new tank to
replace the Strawberry Hill Tank at a higher elevation.
Figure 4-3 illustrates the approximate hydraulic profile in Hull if the Strawberry Hill Tank was
retained with a lowered hydraulic grade line of El. 186 feet and the system was isolated from
Hingham. A comparison with Figure 4-2 shows a dramatic decrease is static pressures across the
system if the hydraulic grade line were lowered from El. 240 feet to El. 186 feet. Under this
operating scenario, the static pressures in the hill areas would range from approximately 15-25 at
the highest elevations at the end of the peninsula to 35-45 psi in the State Park Road, Roosevelt
Ave, and Strawberry Hill areas. Under maximum day demands, when the gradeline is
suppressed, the pressures are even lower and do not meet minimum system pressure conditions.
Operating at a hydraulic grade line of El. 186 feet would require constructing new booster pump
10651A 4 - 21 Wright-Pierce
stations to serve the higher elevation areas in addition to upgrading the Hull pump station to
operate under lower pressure conditions. Also, a booster pump station located at the town line
would be required to pump water from the Hull to the Hingham system, which operates at a
higher hydraulic grade line elevation.
Also, in addition to the height limitations of the Strawberry Hill Tank, the storage volume is
inadequate for the size of the Hull water system. Both of these hydraulic deficiencies combined
with the poor condition of the facility indicate that a new storage tank is required if the town
chooses to separate from the Hingham system and operate their own treatment plant and
distribution system.
In general, system storage is necessary for the following reasons:
• Storage should be designed to provide all demands which exceed the maximum-day
average flow rate. The volume of storage which is depleted during the daytime, peak
flow periods during a maximum-day demand condition is refilled during the lower
demand, early morning hours.
• Storage is provided for fire protection. If a fire occurred during the maximum day
demand, all the water used to fight the fire would be drawn from storage volume.
• Storage provides water during emergency situations such as power failures, transmission
main breaks, etc.
• To provide additional volume for pumping during off-peak electrical periods.
• Operating storage is used for cycling pumps during normal daily operation.
All storage components described above should be available while still providing at least 20 psi
of pressure at the highest service area elevations under all operating conditions. This pressure is
equivalent to the volume of water stored 46 feet above the highest service. This storage volume
is referred to as the available or active storage.
10651A 4 - 22 Wright-Pierce
The various storage component needs for Hull to meet these various demand components is as
follows:
1. Fire Protection Storage Volume - The volume which should be stored for fire protection
should be capable of providing 3,500 gpm for 3 hours or 630,000 gallons. This is the
Insurance Services Office (ISO) recommended maximum amount of fire protection
necessary for a public water purveyor to supply. Flow requirements in excess of 3500
gpm are the responsibility of the building owner. A volume of 630,000 gallons is
appropriate in the Hull service area where some commercial and industrial land-use
zoning exists.
2. Equalization Storage for Peak-Hour Storage Fluctuation - The storage volume necessary
to provide the system hourly fluctuation demands was estimated to be 20 percent of the
maximum day total demand. Twenty percent of the maximum-day demand of 2.5 MG is
500,000 gallons.
3. Emergency Storage - Storage should be available to meet emergencies. The desalination
facility, water supply wells, and booster pump station would have back-up generator
power equipment; therefore, we do not recommend additional emergency storage
volume. Because of the large electrical load requirements at the proposed desalination
facility, a auxiliary emergency generator would be costly and impractical. We
recommend that an active emergency interconnection remain with the Hull-Hingham
Water District to provide emergency flows in the event of a loss of storage or supply in
Hull.
Three scenarios to determine the required active storage requirements for Hull are summarized in
Table 4-2. A worst case scenario would dictate that for a fire on the maximum-day, the fire flow
and hourly fluctuation volume of the available storage should be available simultaneously during
a 3-hour sustained 3,500 gpm fire flow demand (Condition 1). A similar approach would be to
provide volume for a sustained 3-hour fire flow of 3,500 gpm occurring simultaneously under a
sustained maximum day demand (Condition 3). An alternate method is to provide storage
volume to meet a 1-day loss of supply during an average summer day (Condition 2). For this
10651A 4 - 23 Wright-Pierce
analysis, we assumed that the average summer-day demand in Hull was approximately 1.5
MGD, which is the midpoint of the projected maximum day demand of 2.5 MGD and the annual
average day demand of 1.0 MGD.
The required active storage analysis indicates that the Strawberry Hill Tank does not have the
storage volume required to the meet the storage design standards under all three conditions. We
suggest using Condition 2 for storage tank design basis which is most conservative. We
recommended constructing a new 1.5 MG elevated storage tank at the existing Strawberry Tank
site. The existing tank site is recommended for two reasons: 1) the tank is centrally located in a
well looped area of the distribution system which allows fire flows to be maximized across the
system and 2) additional property acquisition not would be required adding additional cost to the
project. The new tank would have an elevated base set at El. 170 feet and the overflow would be
set at El. 240 feet, similar to the Hull-Hingham gradeline. The new tank would allow the
distribution to operate on the existing hydraulic grade line, while maintaining existing minimum
operating pressures on the area hills. The hydraulic profile with the proposed new tank on
Strawberry Hill operating at a hydraulic grade line of 240 feet is shown in Figure 4-4. The
profile shows that the static pressures across the system will remain approximately the same as
currant conditions. Under this scenario, the Hull Booster Pump Station will continue to operate
intermittently to maintain minimum water pressures on the hills at the northern end of the
peninsula during periods of high water demand.
TABLE 4-2
REQUIRED ACTIVE STORAGE VOLUMES HULL, MASSACHUSETTS
Storage Requirements Required Active Storage Capacity
(gal.) Condition 1 - Storage for 3-hour fire @ 3,500 gpm plus 20% Maximum-Day Demand for Peak-hour Demand Fluctuations
1,130,000
Condition 2 - Storage for Average-Summer Day Demand
1,500,000
Condition 3 - Storage for 3-hour Fire @ 3,500 gpm plus Maximum-Day Demand for 3-hours
942,500
10651A 4 - 25 Wright-Pierce
In addition, a booster pump station would be required at the town line to supply water to
Hingham because as discussed in section 4.4.3., under proposed merchant plant demands, the
pressures available at the Hull town line are not adequate to over come friction pressure loses
and fill the Turkey Hill Tank without additional pumping to increase pressure.
The new storage tank will require a permit from the Federal Aviation Administration (FAA). It
is likely that FAA approved lighting and painting will be required given the tanks proximity to
Logan International Airport.
Lastly, it should be noted that the proposed storage tank at Strawberry Hill could be located at a
slightly lower elevation and still meet minimum pressure requirements on the hills in Hull. We
suggest retaining the El. 240 feet gradeline for several reasons:
• Customers are accustomed to current water pressure, which would be retained.
• The same gradeline allows gravity exchange of water from Hingham in an emergency
situation.
• Higher gradeline provides better fire protection.
The capital cost to construct the new tank is included in the financial analysis discussed in
Section 7. The total cost includes the new tank structure, tank foundation and site work, existing
tank demolition, and tank level instrumentation equipment to communicate with the desalination
facility and booster pump stations.
4.4.2.2 New Tank Hydraulic Analysis
The hydraulic model was used to simulate tank cycling and refill operations under hydraulically
stressed conditions for each proposed desalination facility site and plant capacity scenario. An
8-hour extended period simulation was used to analyze hydraulically stressed nighttime tank
filling (10:00 P.M. - 6:00 A.M.) under maximum day demand conditions. The analysis revealed
that the tank can refill overnight under all operational scenarios. In addition, the model was used
to compare existing to projected fire flows at the hydrants flow tested with the new tank at a
10651A 4 - 26 Wright-Pierce
higher elevation on Strawberry Hill. The fire flow comparisons are shown in Table 4-3. The
modeled operational conditions used as a baseline for comparison include:
• All Booster Pumps are not Operational
• Tank Hydraulic Grade Line Set as El. 235 Feet
• Minimum System Pressure of 20 psi During Fire Flow Simulation
• Minimum Residual Pressure of 20 psi at Flow Hydrant During Fire Flow Simulation
• Maximum-day Demand Conditions in Hull (2.5 MGD)
With a new storage tank at Strawberry Hill, the fire flow simulations indicate that fire flows are
expected to improve throughout the system. The higher flows can be attributed to:
• The Higher Gradeline
• More Capacity for Friction Pressure Loss During a Fire Flow
4.4.3 Merchant Plant Booster Pump Station Requirements
A booster pump station would be required to pump water from Hull to Hingham or to other
surrounding communities if a plant larger than 2.5 MGD was constructed. For the analysis, we
assumed that water would be supplied to Hingham, which currently operates at a hydraulic line
elevation ranging from El. 230 feet to El. 240 feet.
The following demand scenarios were also tested with the model:
• Scenario #1 - Wholesale 1.5 MGD of after Outside Hull
o Desalination Plant Capacity - 4.0 MGD
o Capacity Available for Hull Customers - 2.5 MGD
o Capacity Available for Wholesale - 1.5 MGD
• Scenario #2 - Wholesale 2.5 MGD Outside of Hull
o Desalination Plant Capacity - 5.0 MGD
o Capacity Available or Hull Customers - 2.5 MGD
o Capacity Available for Wholesale - 2.5 MGD
10651A 4 - 27 Wright-Pierce
TABLE 4-3 ESTIMATED AVAILABLE FIRE FLOW WITH EXISTING WATER MAIN
INFRASTRUCTURE HULL, MASSACHUSETTS
Flow Test Location Existing
Available Fire Flow1 (gpm)
Available Fire Flow with New Elevated
Tank1 (gpm)
Nantasket @ Avalon 2500 3050
Bay St. between Fairmount and Eastern
1600 1700
Atlantic Ave. @ Beach Rd. 750 750
Atlantic Ave. @ School St. 2500 2550
Park @ Rockland House Rd. 1900 1950
Nantasket Road near Clifton Ave. 700 750
Kingsley @ Belmont 2000 4050
Vernon @ Newport 1200 1300
Warren St. @ Manomet 1350 1500
Cadish @ F St. 1500 2300
Nantasket @ K St. 1400 2300
Nantasket @ Beacon St. 1100 1400
Notes: 1 Fire flow calculation base on maintaining minimum distribution system pressure of 20 psi and reported results are rounded to the nearest 50 gpm
10651A 4 - 28 Wright-Pierce
The wholesale demand scenarios of 1.5 and 2.5 MGD were simulated with the model under a
maximum-day demand of 2.5 MGD in Hull to simulate the most hydraulically stressed
condition.
The simulations revealed that available water pressure at the town line on Nantasket Ave. ranged
from 70 - 80 psi for a desalination facility located at the far northern end of the peninsula (Dust
Bowl or Duck Lane) and 85 - 95 psi for a desalination facility located on the southern end of the
system (Hull Municipal, WBZ Tower, South Shore Charter School). In order to supply water to
Hingham, the available pressure at the town line must be high enough to fill the Turkey Hill
Standpipe in Hingham, which in turn would be "wheeled" to customers in Hingham or outside
the Hull-Hingham Water District service territory.
Approximately 110 psi of pressure is required at the Hull town line to fill the Turkey Hill
Standpipe to El. 240 feet. The estimate includes 100 psi of static pressure and an additional 10
psi of friction loses within the Hingham water mains. Since this study did not include a detailed
evaluation of the Hingham distribution system, booster pumping requirements and design
requirements must refined if the merchant plant options are selected for further study. Therefore,
with our assumptions, the booster pump station must generate approximately 15 - 40 psi of
discharge head to supply water to Hingham depending upon the location of the desalination
facility in Hull.
The capital cost to construct the booster pump station is included in the financial analysis
discussed in Section 7. The total cost includes the booster pump station includes:
• Building Enclosure and Foundation
• Site Work
• Pumps and Instrumentation
• Generator
• Heating/Electrical Systems
• Fire Alarm/Security Systems
10651A 4 - 29 Wright-Pierce
Additional contingency costs are included for property acquisition, three-phase power extension,
and for permitting requirements.
4.4.4 Transmission Main Improvements
4.4.4.1 General
The transmission main improvements include upgrades to the existing transmission system and
new raw water transmission mains to interconnect the proposed groundwater water supply well
field located on Beach Road (Figure 4-1) to the desalination facility. The transmission main
improvements were evaluated for each proposed desalination facility site and for plant flow rates
of 2.5 MGD, 4.0 MGD, and 5.0 MGD. It should be noted that the 5.0 MGD option will require a
direct ocean intake. The ocean intake locations are assumed to be directionally drilled sub
terrain area pipeline extending 2,000 into the ocean for the shoreline. For the purposes of this
study, the geology would support a directionally drilled pipeline in two locations on the
Peninsula. For the South Charter School, WBZ Tower and Hull Municipal Light and Power
sites, a drilled borehole at Beach Road was assumed. For the other sites, a directionally drilled
borehole near the Harbor View Road was assumed.
Specific improvement by site and plant capacity are illustrated in Figures 4-5, 4-6, 4-7, 4-8, 4-9,
and 4-10 and discussed in the following report subsections. The distribution system
improvements are summarized by plant capacity in Tables 4-4, 4-5, and 4-6 at the end of this
report section.
4.4.4.2 Raw Water Transmission Main Requirements
Recommended raw water transmission main diameters were sized based on anticipated raw
water flow rates for each plant production capacity. Base on the recovery rate of the treatment
process, the 2.5 MGD plant requires a raw water flow rate of 5 MGD, the 4.0 MGD plant
requires a raw water flow rate of 8 MGD, and the 5 MGD plant requires a flow rate of 10 MGD.
We recommend a 20" diameter ductile iron raw water transmission main for the 2.5 MGD plant
and 24" diameter ductile iron mains for the 4.0 and 5.0 MGD plants options to maintain normal
10651A 4 - 30 Wright-Pierce
transmission main velocities below 4 fps and minimize friction pressure loss and pumping costs.
The proposed transmission main lengths are based on the assumed routes shown in the figures.
4.4.4.3 Finished Water Transmission Main Requirements
The hydraulic model was used to guide recommended transmission main upgrades for each
proposed site and capacity. The transmission main improvements were simulated with a new 1.5
MG elevated storage at Strawberry Hill operating at a hydraulic grade line of El. 235 feet. We
assumed for the merchant plant alternatives, that the water would have to be pumped from Hull
directly to the Hingham system through the 20" diameter transmission mains on Nantasket Ave.
to the town line. For each proposed plant site, the following hydraulic conditions were simulated
with the hydraulic model to determine transmission main sizes:
Scenario 1 - Desalination Plant for Hull's Needs:
• 2.5 MGD Desalination Plant Capacity
• 2.5 MGD Hull Demand
• No Supply to Hingham
Scenario 2 (Merchant Plant Option 1):
• 4.0 MGD Plant Capacity
• 2.5 MGD Hull Demand
• 1.5 MGD Booster Pump Capacity at Hingham-Hull Town Line
Scenario 3 (Merchant Plant Option 2):
• 5.0 MGD Plant Capacity
• 2.5 MGD Hull Demand
• 2.5 Hingham Booster Pump Capacity at Hingham-Hull Town Line
10651A 4 - 31 Wright-Pierce
System pressure was the variable monitored during model simulations and used as a basis for
transmission main improvements. Each scenario was simulated over a 24-hour period using the
AWWA diurnal demand curve as discussed in Section 4.3. Maximum system pressures at sea
level elevations and localized high pressure areas near the desalination facility were determined.
Minimum pressures on the hills were also determined using 24-hour model simulation.
In general, the magnitude of transmission main improvements increases with plant capacity and
for sites on the northern end of the peninsula. This is primarily due to the limited hydraulic
capacity of the 12" transmission main on Nantasket Ave. from the end of the 20" main at the
Nantasket Road intersection to the end of the peninsula. Our analysis indicates that this 12"
main is a significant hydraulic bottleneck for pumping flows above 2.5 MGD from the Wanzer
Trucking, Duck Lane, and Dust Bowl Sites. A brief summary of transmission main
improvements by site location are described in the following subsections. Cost estimates for
recommended transmission main improvements are summarized in Section 7.
4.4.4.4 South Shore Charter School, Hull Municipal Power and Light, WBZ Tower Sites
The Hull Municipal Power and Light Site and WBZ Tower site locations are advantageous
because of their proximately to the proposed well field, which minimizes the required length of
raw water mains. The estimated length of required raw water transmission main is 2,500 feet for
these sites as opposed to approximately 7,300 feet for the South Shore Charter School site as
shown in Figures 4-5, 4-6, 4-7.
Our analysis indicates that no upgrades to existing transmission mains are required for the
proposed capacities because all three sites can be interconnected to the parallel 12" and 20"
mains on Nantasket Ave., which have ample hydraulic capacity for up to a 5 MGD facility.
However, approximately 1,900 of new transmission main is required to connect a desalination
facility at the WBZ Tower site to the existing 20" transmission main on Nantasket Ave as shown
in Figure 4-6.
10651A 4 - 32 Wright-Pierce
4.4.4.5 Wanzer and Day Trucking Site
Approximately 9,400 feet of raw water transmission main would be required to interconnect the
groundwater supply to a desalination facility located at the Wanzer Trucking Site (Figure 4-8).
In addition, costly transmission main upgrades are required. For a 2.5 MGD plant,
approximately 4,600 feet of 12" main on Nantasket Ave. from V Street near the Wanzer
Trucking site to the Veterans Ave. intersection should be upgraded to 16" diameter. A 4.0 MGD
or 5.0 MGD merchant plant at the Wanzer Trucking site would require upgrading approximately
9,300 feet of 12" main to 20" main on Nantasket Ave. from V street to the Nantasket Road
intersection where the existing 20" main terminates and transitions to 12" diameter main.
4.4.4.6 Duck Lane and Dust Bowl Sites
The required transmission main improvements shown in Figures 4-9 and 4-10 indicates that
locating a desalination plant at the end of the peninsula will be costly due to the long distance
from the water supply source and significant transmission main upgrades required to pump
treated water back across the water distribution system toward Hingham. However, the
offsetting costs to transmit brine waste flow back to the wastewater treatment facility will be
tested in the economic model.
4.4.4.7 Summary of Water Main Improvements
All required raw water and finished water transmission mains for each site and each plant
capacity are summarized in Tables 4-4, 4-5 and 4-6 found at the end of this report section. The
tables also include improvements to storage and booster pumping station requirements for each
option.
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tain
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mai
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ta w
as o
btai
ned
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aria
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ater
Co.
, MA
- Wat
er S
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m m
appi
ng a
nd m
odel
ing
deve
lope
d by
Wrig
ht-P
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02,
000
4,00
0 Feet
Lege
ndW
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Str
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ater
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tmen
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prov
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1065
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