Scenario 6 Analysis - City of Evanston
Transcript of Scenario 6 Analysis - City of Evanston
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Scenario 6 Analysis 214 MGD Water Treatment Plant Expansion
Conventional Treatment Expansion Conceptual Design
1.0 Summary Description of Improvements
Under Scenario 6, the City of Evanston (Evanston) will increase the capacity of the Evanston Water
Treatment Plant (WTP) from 108 million-gallons-per-day (mgd) to 214 mgd utilizing high-rate
conventional treatment processes, including the reconfiguration of the existing pretreatment basins to
accommodate the installation of plate settlers designed to double the pretreatment capacity within the
same footprint of the existing basins. CDM Smith assumes that the 214 mgd of required filtration
capacity will be achieved by utilizing the existing twelve (12) granular media filtration units located in
the East Filter Complex at their new IEPA approved loading rate of 5 gpm/sf in conjunction with ten
(10) new; 1,400 sf; granular media filtration units, of similar design, constructed in the area currently
occupied by the existing West Filter Complex granular media filtration units. The combined “firm”
capacity of the 22 (existing and new) filtration units at a loading rate of 5 gpm/sf would be 212 mgd
(i.e., one filter out of service). The IEPA approved hydraulic loading rate will need to be increased to
5.05 gpm/sf to achieve a firm capacity of 214 mgd using 22 existing and new granular filtration units.
Implementation of the following improvements is assumed to be included as part of Scenario 6:
� New Raw Water Intake
� New Raw Water Pump Station and Shore Well
� Distributed Rapid Mix Improvements with New Application Points
� Pretreatment Basin Layout Modifications Utilizing Packaged Plate Settler Units
� Settled Water Conveyance Improvements
� East Filter Complex Improvements
� New West Filter Complex (Ten, 1,400 sf Granular Media Filtration Units)
� New Finished Water Storage
� New Finished Water Pumping Station
� Expanded Waste Backwash Treatment System
� New Primary and Standby Electrical Services
Figure E1 depicts the existing WTP site plan. Figure E2 depicts a modified site plan that highlights
the major system improvements associated with Scenario 6.
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2.0 Raw Water Systems
To provide a maximum day design net water treatment capacity of 214 mgd, the required maximum
raw water flow to the conventional treatment system is projected to be 220 mgd to accommodate lost
water (estimated at 3 percent) from filter backwash water at maximum day flow. The existing raw
water pump station (i.e., Low Lift Pump Station) contains six pumps that provide a firm rated capacity
of approximately 108 mgd. To provide the additional maximum day design water treatment capacity
of 112 mgd, an additional raw water intake and a second pumping station is assumed. Table E-1
summarizes the preliminary design criteria for the new raw water system.
Table E-1 Raw Water System Design Criteria (New System)
Design Criteria Value
Firm Capacity 112 mgd
Total Head 60 ft
Reliability N+1
2.1 Intake and Shore Well
Installation of a new 84-inch diameter intake pipe is assumed to meet the additional raw water
demand. The intake will consist of a concrete cylinder pipe of approximately 5,940 ft in length to
provide the conveyance capacity required while limiting pipeline velocities to 4.9 ft/s or less. The
intake will be configured similar to the existing 54-inch intake, with a crib intake structure that
includes a low-velocity intake cone, a chemical feed/application system to protect the intake from
zebra and quagga mussel colonization, and an electric resistance heating system to mitigate icing.
A new shore well is assumed to be constructed with three 50 mgd traveling basket screens. The shore
well will be incorporated into a new Raw Water Pump Station.
2.2 Raw Water Pump Station
The existing raw water pump station (i.e., Low Lift Pump Station) can only accommodate one
additional pumping unit. A new standalone Raw Water Pump Station is assumed to be constructed
with a firm capacity of 112 mgd. Both the existing and new raw water pump stations will feed the
conventional pretreatment system using separate header pipes to provide increased redundancy. For
this evaluation, it was assumed that the new Raw Water Pump Station will include five (4-duty and 1-
standby) 28 mgd vertical turbine low lift pumping units with variable frequency drives (VFDs).
Preliminary design criteria for the new raw water pumping system are shown in Table E-2. The new
Raw Water Pump Station will be located to the East of the existing Low Lift Pump Station and will be
connected to both the new and existing shorewells for further redundancy and flexibility purposes.
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Table E-2 Raw Water Pumping System Design Criteria (New System)
Characteristic Design Value Comments/Assumptions
Number of Pumps 5 Space Limits to 5
Pump Type Vertical Turbine ~45 ft Column, Above Grade Discharge Head
Capacity (each) 28 mgd (19,400 gpm)
Discharge Head 25-35 psi (60 ft TDH, nominally)
Pump Speed 900 rpm 80% Efficiency
Motor Horsepower 500 Hp +/- 5%
Voltage 4160 VAC
Drive Type 18 Pulse Variable Frequency All pumps with VFDs
2.3 Raw Water Conveyance Lines
A new 60-in raw water conveyance line is assumed to supply raw water from the new Raw Water
Pump Station to the reconfigured pretreatment basins. The line will be sized to handle 106 mgd (i.e.,
8.35 ft/s velocity).
3.0 Pretreatment
New, expanded rapid-mix, flocculation, and clarification systems are proposed to be retrofit into the
existing WTP.
The existing rapid mix process consists of a single chamber, single mixer, system located a
considerable distance from the flocculation basins. Historically, as production rates approached the
current rated capacity of the WTP, a partial bypass of the rapid mix process has been employed to
relieve the hydraulic bottleneck through the rapid mix chamber. The existing rapid mix process is
proposed to be demolished and replaced with a distributed rapid mix system to (1) increase the
capacity of the pretreatment system to meet the 214 mgd revised design capacity, (2) eliminate the
single-point of failure within the treatment process, and (3) reduce the long distance between the
rapid mix basin and the flocculation basins.
It is assumed that the new distributed rapid mix system will consist of six new in-line rapid mix
systems (“Water Champs” or equivalent) to be located at the entrance of each new pretreatment basin.
This proposed rapid mix system will provide increased capacity, better process control, and reduced
headloss through the existing arrangement while also avoiding potential deterioration of floc formed
prior to entering the flocculation basins. Additionally, the proposed arrangement will eliminate the
single point of failure situation that the existing rapid mix arrangement presents.
Venturi-type flow meters with two-stage differential pressure sensing flow transmitters will be
installed on the raw water piping to each of the pretreatment basins to measure raw water flow to
each basin.
It is assumed that new vertical turbine mixers be installed to flocculate the water following the rapid
mixers. Each of the six new pretreatment basins would contain two trains, each with two-stage
flocculation basins, for a total of 24 flocculation mixers. Flocculated water would flow around baffles
into the new sedimentation basins.
The installation of new plate settlers is assumed to allow the capacity of the pretreatment system be
increased from 108 mgd to 214 mgd within the same footprint of the existing pretreatment basins.
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Reconfiguration of the existing pretreatment basins will be required to optimize the installation of the
plate settler units and to provide for the necessary increased flocculation capacity. Figure E2
illustrates how the four existing pretreatment basins could be reconfigured into six new 36-mgd
basins that utilize an east to west flow direction. The effective loading rate for the plate settlers is
proposed to be in accordance with 10 States Standards at a 0.50 gpm/ft2 of projected plate area with
an efficiency factor of 80 percent.
A new sludge collection system is assumed to be installed to allow for periodic disposal of sludge to
the sanitary sewer.
4.0 Filtration
The existing filtration process consists of two filter complexes (West and East) and 24 granular media
filtration units. As previously mentioned, Filters 1 through 12 in the West Filter Complex will be
demolished to accommodate the construction of ten new 1,400 sf granular media filtration units.
Filters, 13 through 24, in the East Filter Complex, have undergone improvements which include new
underdrains and new filter media. Recent stress testing has allowed the IEPA to approve the
operation of these filters at a hydraulic loading rate of 5 gpm/sf, or the equivalent of 110 mgd with
one of the 12 filters out of service. Additional improvements to the East Filter Complex, required to
improve system operation, are discussed below.
4.1 East Filter Complex Improvements
Improvements are required to the East Filter Complex to replace aging facilities and to increase
system reliability. Improvements for the 1948 filter rate of flow controllers (ROFCs) are assumed to
consist of replacement of the Venturis and valve actuators. The ROFC butterfly valves on these filters
were replaced in 1988. Improvements for the 1964 filters are assumed to consist of replacement of
the Venturis, butterfly valves, and valve actuators.
The existing control valves and limit switches on the filter control valves in the East Filter Complex
have reached the end of their useful life and need to be replaced in order to reliability maintain
control of the filtration process.
Evanston reports that the modulating actuator on the master backwash water butterfly valve that
regulates backwash water to the 12 East Plant filters is in need of replacement. In addition, Evanston
reports that the butterfly valves and actuators need to be replaced on the dedicated 30” backwash
supply and 6” surface wash supply pipes to each of the filters within the East Filter Complex. Limit
switches will be included on all valves.
Recent improvements to Filters 19 through 24 included new “s” style surface wash sweep arms. WTP
staff has noticed a significant improvement in the filter backwash process as a result of this change. It
is assumed that these same, improved, surface wash sweep arms will be installed in Filters 13 through
18.
4.2 West Filter Complex Improvements
Existing Filters 1 through 12 in the West Filter Complex do not have sufficient surface area to provide
the required 104 mgd of additional filtration capacity, even at a higher hydraulic loading rate of 5
gpm/sf. Thus, the existing West Filter Complex is proposed to be demolished to allow for the
construction of a new West Filter Complex consisting of 10 new; 1,400 sf; granular media filtration
units of design similar to Filters 19 through 24, including associated 2 MG clearwell located beneath
the filter basins..
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5.0 Finished Water Systems
A new Finished Water Pump Station will be required to convey the additional finished water
production of the expanded WTP to the new customer communities.
5.1 General Arrangement
Figure E2 shows the proposed new Finished Water Pump Station located at the west end of the
existing WTP. The new Finished Water Pump Station will consist of 5 or 6 vertical turbine pumping
units lined up in a row, north to south, drawing suction from divided wetwells below. The pumps will
discharge into a common header which will exit the pump station at the north and south ends of the
station. Venturi-type flow meters with two-stage differential pressure sensing flow transmitters will
be located on both mains leaving the station. Chemical addition points for fluoride, chlorine and
phosphate will be provided on the filtered water lines located between the conventional treatment
process and the new finished water reservoir cells. Surge tanks will be provided in the yard adjacent
to the new Finished Water Pump Station to protect the station and mains from transient pressures.
The new Finished Water Pump Station building will include a separate electrical room for switchgear,
VFDs and motor control centers (MCCs) necessary to operate the station. The station will also include
an HVAC room and an Office/Control room.
Although the hydraulics of the pump station and associated transmission mains are outside the scope
of this study, an assumption is made that, at the maximum station flow of 106 mgd, the discharge
pressure of the pump station will not exceed 140 psi. It is assumed that the pump station will
discharge into one or more transmission mains located at the west end of the WTP.
If site conditions and system hydraulics permit, interconnects between the discharge of the new
Finished Water Pump Station and the existing High Lift Pump Station should be considered to improve
system reliability.
5.2 Finished Water Pump Station
The basement level of the new Finished Water Pump Station will consist of a three chambered,
reinforced cast-in-place concrete, wetwell arrangement. Finished water from the clearwells will be
conveyed by pipes to the wetwells. The reservoirs, pipelines and pump station wetwells will all be
interconnected, but have isolation abilities to maximize flexibility. The wetwells will be designed in
compliance with Hydraulic Institute standards.
The pumping system will include five pumping units with room for one additional future pumping
unit. Four pumping units will be capable of meeting the design flow conditions of 106 mgd at a 140 psi
discharge pressure. Preliminary design criteria for the finished water pumping system are shown in
Table E-3:
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Table E-3 Finished Water Pumping System Design Criteria (New System)
Characteristic Design Value Comments/Assumptions
Number of Pumps 5 Provide Room for a Future 6th
Pump Type Vertical Turbine ~25-30 ft Column, Above Grade Discharge Head
Capacity (each) 26.5 mgd (18,400 gpm)
Discharge Head 140 psi (324 ft water column)
Pump Speed 1,200 rpm 80% Efficiency
Motor Horsepower 2,000 Hp +/- 5%
Voltage 4160 VAC
Drive Type 18 Pulse Variable Frequency All pumps with VFDs
Each pump discharge will be equipped with a check valve and motorized pump control valve. The
pump discharge pipes will then connect to a common header equipped with isolation valves with exits
at both the North and South ends of the pump station.
The pump station electrical room will include new 4160 VAC switchgear for electrical distribution and
motor control via new VFDs. 480 VAC step-down transformers and distribution panelboards will be
provided to distribute and control electricity to pump station “house loads” such as HVAC, valve
operators, lighting systems, etc.
5.3 Surge Protection System
Without the benefit of a transmission main system hydraulic model and a hydraulic transient analysis,
surge protection requirements cannot be accurately determined. For purposes of this assessment, it is
assumed that two 20,000 gallon surge tanks will be connected to the discharge mains exiting the
pump station. The tanks will be approximately 10 ft diameter and 35 ft long buried adjacent to the
new Finished Water Pump Station.
5.4 Finished Water Storage
Illinois Rules & Regulations requires 1hour of chlorine contact detention time post filtration. A
minimum of 8.9 MG of finished water storage is required to provide the 1 hour of chlorine contact
time for the 214 mgd design capacity. In addition, the finished water storage, in conjunction with the
pretreatment basins, must meet CT inactivation requirements for Giardia and viruses. Baffling of the
finished water storage is assumed to enable the WTP to reliably meet the CT inactivation
requirements.
The existing finished water storage system at the WTP provides a total water storage volume of
approximately 9.4 MG, including clearwells associated with the West Filter Complex, the East Filter
Complex, and the 5MG finished water storage reservoir. The existing clearwell associated with the
West Filter Complex will be demolished and replaced by the new West Filter Complex under this
scenario. A condition assessment of the existing 5 MG finished water storage reservoir located south
of Lincoln Street has indicated that the roof slab of the 80-year old structure is in poor condition. The
assessment recommended a series of structural improvements including replacement of the roof slab
and drop panels. Additional evaluations of the reservoir are ongoing to determine whether it is better
to rehabilitate or replace this reservoir.
For the purposes of this evaluation, it is assumed that the existing 5 MG reservoir will be replaced with
a new 10 MG reservoir, located to the south of Lincoln Street. Together with the 4.5 MG finished water
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storage associated with the West and East Filter Complexes, a total finished water storage volume of
approximately 14.5 MG is assumed for this scenario.
The total existing finished water storage capacity represents roughly 7 percent of the daily production
at the 214 mgd design flow. This is less than 10 to 15 percent of design production that is typically
recommended to provide sufficient volume for operational flexibility and to accommodate diurnal
flow variations, backwash water demands and other plant dynamics. However, at this time, space
constraints at the Evanston WTP limit the options for implementing additional finished water storage
at the WTP site. It is assumed that implementation of any additional finished water storage would be
the responsibility of wholesale water customers within their delivery systems.
5.5 Finished Water Distribution System
An assessment of the finished water distribution systems is not included under the scope of this study.
6.0 Chemicals
New and/or expanded storage and feed systems for alum, polymer, carbon, chlorine, fluoride, and
blended poly/ortho-phosphate are assumed to be required to meet the additional WTP capacity.
Alum and polymer are currently used in the pretreatment process. Powdered activated carbon is used
periodically to control taste & odor issues. Chlorine gas is currently used in solution for disinfection
through a combination of pre and post-chlorination application points and for mussel control at the
existing raw water intake structures. Fluoride is currently used to help prevent dental decay. Blended
phosphate is currently added to the finished water for lead & copper corrosion control.
The 214 mgd upgrade will include expansion of the existing bulk chemical storage systems and
installation of new day tanks, transfer pumps, and metering pumps. According to 10 State Standards,
bulk storage tanks should hold at least a 30-day supply of chemical and associated day tanks should
hold no more than 30 hours of chemical supply.
For purposes of capital cost estimating, it is assumed that a new chemical building will be required to
hold the expanded chemical storage and feed systems. The new chemical building is proposed to be
constructed above the existing washwater detention basins.
New alum and polymer application points will be provided at the new in-line rapid mixers. It is
assumed that chlorine will continue to be fed at the existing rapid mix, along with carbon, when
needed. It is assumed that fluoride feed will be relocated to finished water lines as part of a separate
project.
7.0 Waste Backwash Water Treatment
Operation at higher filtration capacities will result in an increase in the frequency and the volume of
waste backwash water production. To accommodate this increased waste production, it is assumed
that this Scenario will require an expansion of the existing waste backwash water management
system. Waste backwash water is proposed to be collected in the existing wash water detention
basins. A new pumping system will convey the collected waste backwash water from the existing
wash water detention basins to a new coagulation/clarification system which is proposed to consist of
four 1.8 mgd package clarification treatment systems. The new backwash treatment system is
proposed to be installed in a new building constructed above the existing washwater detention basins.
Clarified waste backwash water will then be recycled to the raw water shorewell(s) for recycle
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through the treatment process. Sludge from the package clarification treatment systems will be
discharged to the sanitary sewer.
8.0 Electrical Systems
With the essential doubling of the WTP capacity, including pumping systems, it is assumed that the
existing primary electrical power system provided by ComEd will not be able to support both the
existing and expanded WTP facilities. This section provides a potential scenario for providing both
primary and standby electrical power to the new facilities associated with the additional 106 mgd of
capacity.
8.1 Power Requirements
The new electrical supply to the WTP will consist of redundant electrical utility power supplies which
allow the WTP to operate at its maximum day production capacity in the event of a single primary
electrical utility supply failure, and also have on-site standby electrical generating capacity to operate
the plant at its average day production capacity. Based on previous designs, it is estimated that power
consumption will range from 10 to 15 megawatts. The major electricity utilization components for the
expansion to 214 mgd of capacity are listed in Table E-4.
Table E-4 Major Electricity Utilization Requirements for the
106 mgd Conventional Treatment Expansion
Component
Average Day Demand
(kVA)
Maximum Day Demand
(kVA)
Raw Water Pumping Station 1,400 2,200
Finished Water Pumping Station 5,800 9,800
Backwash Treatment Facility 130 130
Primary and Standby Power Facility 330 330
TOTAL POWER (kW) REQUIRED 7,660 12,460
8.2 Primary Power System
Primary electrical power is supplied to the existing WTP by ComEd. ComEd delivers electricity via two
independent 12.47 kV primary feeders to two 12.47 kV to 4160 V, 3750 kVA, step-down transformers.
Each feeder and step-down transformer combination has an available capacity of 3,400 kW. This is
sufficient to satisfy the electricity consumptive needs of the existing WTP systems.
An independent assessment of ComEd’s existing infrastructure’s ability to supply electrical power for
the WTP expansion will need to be performed by ComEd. This effort is beyond the scope and schedule
of this study.
For budgeting purposes, CDM Smith has provided assumptions on new electrical infrastructure
requirements at the WTP site and “place holder” costs for the ComEd improvements necessary to
deliver additional electrical power to the site.
Anticipated primary electrical power system improvements by ComEd are summarized in Table E-5.
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Table E-5 Anticipated Primary Electrical Power System Improvements
Component Comments
Off-Site Improvements
- Substation Improvements Determined by ComEd Study
- Primary Feeder Cable Improvements Determined by ComEd Study
- Power System Supply Study Determined by ComEd Study
- SCADA/Control Improvements Determined by ComEd Study
- Transmission and Distribution System Improvements
Determined by ComEd Study
On-Site Improvements
- SCADA/Control Improvements Determined by ComEd Study
- Transformer Improvements Step Down Transformers, Voltage to be determined by ComEd
- Protective Relaying and Metering Improvements
Determined During Design
- Interconnection Control Improvements Determined During Design
A new electrical substation yard is assumed to be needed and assumed to be located at the west end of
the WTP campus. This location allows the new electrical distribution and control facilities to be close
to the main electrical power users, and adjacent to the new standby electrical power facility. This
highly visible location will require the substation yard to be enclosed and have architectural features
matching the rest of the WTP. The primary switchgear will be located in a separate room close to the
new Finished Water Pump Station. The new switchgear will be connected to the two new primary
utility feeders as well as a new onsite standby engine generator facility. Electric power will then be
distributed to new electrical switchgear and new motor control centers in the two new pump stations.
8.3 Standby Electrical Power Facility
The standby electrical power facility must provide sufficient electrical power to operate the expanded
WTP under average day production conditions when primary electrical utility power is unavailable.
Based on the electricity utilization requirements shown in Table E-4, the following conceptual
standby electrical power facility is proposed.
Standby electrical power will be generated by diesel fueled engine driven generators. To meet average
day production demands and the inrush current requirements of the large pumps, a system with
multiple generators that operate in parallel is recommended. For standby purposes, engines with fuel
stored on site (diesel) are considered more reliable and cost effective than those fueled by natural gas.
The engines will be housed in an enclosed building along with diesel fuel day tanks, cooling systems,
exhaust silencers and an electrical room with paralleling switchgear. The engine generators will
operate in parallel with each other, and will have a closed transition system which will connect the
standby system to the electric utility for short periods of time. The system is not intended to be
paralleled with the utility for peak shaving, or off-loading operations; however, these options can be
explored with ComEd during preliminary design to evaluate their economic advantage. The system
will include buried double wall fuel storage tanks, providing for up to three days of operation under
average day production conditions.
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Table E-6 summarizes the major components of the proposed standby electrical power facility.
Table E-6 Standby Electrical Power Facility Design Criteria
Component Description Comments
Motor Starting Criteria Two 2,000 HP Finished Water Pumping Units to Meet Average Day Demands
Gensets are Sized for Starting Two Finished Water Pumping Units on VFDs
Engine Generators 4 @ 2,500 kW (each), Diesel,
12.47 kV Output
Number and Size Options to be Optimized During Design
Fuel Storage 2 @ 17,000 Gal (each), Diesel, Double Wall, Buried
3 Days of Operating Storage
Cooling System Individual Glycol Cooled Remote Radiator and Fan Sets or Open Loop Raw Water Heat Exchangers
Necessary to Reject Heat from Operating Engines
Switchgear Paralleling Gear to Synchronize the Engines
Supplies Power to the Main Switchgear
Exhaust Silencers One per Engine to Reduce Exhaust Noise
Located Either Inside the Building or on the Roof
The standby electrical power facility will consist of a structure housing the generators and paralleling
switchgear. Radiators will be located adjacent to or on top of the building based on available space.
Fuel tanks will be buried and adjacent to the standby electrical power facility.
9.0 Capital Cost Estimate
Table E-7 presents a summary of the capital cost estimate for the 214 mgd Water Treatment Plant
expansion of the conventional treatment system as defined herein. The cost estimate considers
general condition costs, conceptual costs; undeveloped design detail costs; contractor fees, overhead,
and profit costs; change order costs; and engineering and administration related costs. A cost
breakdown for each unit process is presented at the end of Appendix E.
Table E-7 Capital Cost Estimate for Scenario 6
Unit Process Cost
Intake $23,600,000
Raw Water Pump Station $26,500,000
Pretreatment Basins $56,200,000
East Filter Complex $2,900,000
West Filter Complex $71,200,000
High Lift Pumping $25,500,000
Finished Water Storage $26,000,000
Surge Protection $1,000,000
Chemical System $12,100,000
Backwash Treatment $12,700,000
Electrical Distribution and Standby Power $16,300,000
ComEd Study $4,700,000
Yard Piping $7,200,000
Total Capital Cost Estimate for Scenario 6 $285,900,000
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The American Association of Cost Engineers has established guidelines for cost estimate accuracy
versus project development level. This estimate is a conceptual-level (0%-2% project definition) cost
estimate for comparison purposes only. The expected accuracy range is -30% to +50% as shown in
Table E-8. The Engineering News Record Construction Cost Index was equal to 9552 at the time of
cost estimate preparation (July 2013).
Table E-8 Expected Accuracy Range for Capital Cost Estimate
Expected Accuracy Range Cost
Plus 50% $428,800,000
Minus 30% $200,200,000
Scenario 6 Analysis
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City of Evanston Wholesale Water Sales Services
Intake (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) $1,204,000
2 SITE WORK
Trenching and Backfill $5,049,000
84" Steel Pipe (5,940 ft) $3,564,000
3 CONCRETE
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
Marine Dive Crew and Equipment $2,376,000
Zebra Mussel Control $182,000
Intake Cone Heater $780,000
84" Pipe Fittings $60,000
102" x 84" Intake Cone with Crib Intake $30,000
14 CONVEYING SYSTEMS
15 MECHANICAL
16 ELECTRICAL
SUBTOTAL $13,245,000
UNDEVELOPED DESIGN DETAILS (35%) $4,636,000
SUBTOTAL $17,881,000
CONTRACTORS FEES, OVERHEAD & PROFIT (10%) $1,788,000
CONTINGENCIES (5%) $983,000
ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $2,950,000
TOTAL IMPROVEMENTS COST $23,600,000
Scenario 6 Analysis
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City of Evanston Wholesale Water Sales Services
Pretreatment (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) $2,868,000
2 SITE WORK
Selective Demolition of Existing Pretreatment Structures $500,000
3 CONCRETE
Concrete Tank Modifications $7,285,000
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
Six Water Champ Mixers $90,000
Twenty-Four Flocculation Mixers $611,000
Sludge Collection System $1,849,000
Six 30-inch Venturi Flow Meters $120,000
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
Fiberglass Baffling $152,000
Packaged Plate Settler System $16,812,000
Instrumentation $255,000
14 CONVEYING SYSTEMS
15 MECHANICAL
Twenty-Four Sluice Gates $475,000
Chemical Piping with Heat Tracing $143,000
16 ELECTRICAL $383,000
SUBTOTAL $31,540,000
UNDEVELOPED DESIGN DETAILS (35%) $11,040,000
SUBTOTAL $42,580,000
CONTRACTORS FEES OVERHEAD & PROFIT (10%) $4,260,000
CONTINGENCIES (5%) $2,340,000
ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $7,026,000
TOTAL IMPROVEMENTS COST $56,200,000
Scenario 6 Analysis
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City of Evanston Wholesale Water Sales Services Existing 108 MGD East Filter Complex (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) $148,000
2 SITE WORK
Demo Filter Influent Concrete $6,000
Demo Filter Influent Piping $45,000
Demo Filter Influent Valves $17,000
Demo Filter Influent 24-inch Wall Casting $12,000
Demo 6-inch Surface Wash & 30-inch Backwash Valves $25,000
3 CONCRETE
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
Pipe Painting $6,000
10 SPECIALTIES
11 PROCESS EQUIPMENT
12 FURNISHINGS
13 SPECIAL CONSTRUCTION Replace 1948 Venturis and Actuators $155,000
Replace 1964 Venturis, Valves and Actuators $175,000
Control Valves & Limit Switches (All Valves for East Filters) $120,000
Surface Wash Arms (Filters 13-18) $175,000
14 CONVEYING SYSTEMS
15 MECHANICAL
30-inch Filter Influent Valves & Actuators (East Filters) $150,000
30-inch Filter Wall Castings and Piping (East Filters) $118,000
30-inch Backwash Valves & Actuators (East Filters) $300,000
6-inch Surface Wash Valves & Actuators (East Filters) $80,000
Miscellaneous Piping for ROFC Improvements $50,000
Master Washwater Valve Actuator (East Filters) $10,000
16 ELECTRICAL
Electrical & Instrumentation $33,000
SUBTOTAL $1,630,000
UNDEVELOPED DESIGN DETAILS (35%) $570,000
SUBTOTAL $2,200,000
CONTRACTORS FEES OVERHEAD & PROFIT (10%) $220,000
CONTINGENCIES (5%) $120,000
ENGINEERING, LEGAL & ADMINISTRATIVE (15%) $360,000
TOTAL CAPITAL PROJECT COST $2,900,000
Scenario 6 Analysis
E-19
City of Evanston Wholesale Water Sales Services
New 106 MGD West Filter Complex (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) included
2 SITE WORK
Demolition of Existing Filter Building $624,000
3 CONCRETE
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
New West Filter Complex $45,238,000
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
14 CONVEYING SYSTEMS
15 MECHANICAL
16 ELECTRICAL
SUBTOTAL $45,860,000
UNDEVELOPED DESIGN DETAILS (35%) $16,050,000
SUBTOTAL $61,910,000
CONTRACTORS FEES OVERHEAD & PROFIT (10%) included
CONTINGENCIES (5%) included
ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $9,287,000
TOTAL CAPITAL PROJECT COST $71,200,000
Scenario 6 Analysis
E-22
City of Evanston Filters 19-24 Rehabilitation Study
Chemical Systems (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) $619,000
2 SITE WORK
New Superstructure for Chemical Building $1,800,000
3 CONCRETE
Modifications to Washwater Basin Top Slab $392,000
New Washwater Basin Support Columns $40,000
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
Chlorine Chemical System $471,000
Fluoride Chemical System $471,000
Blended Phosphate Chemical System $471,000
Alum Chemical System $471,000
Polymer Chemical System $471,000
Carbon Chemical System $471,000
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
Instrumentation $565,000
14 CONVEYING SYSTEMS
15 MECHANICAL
16 ELECTRICAL $565,000
SUBTOTAL $6,810,000
UNDEVELOPED DESIGN DETAILS (35%) $2,380,000
SUBTOTAL $9,190,000
CONTRACTORS FEES OVERHEAD & PROFIT (10%) $920,000
CONTINGENCIES (5%) $510,000
ENGINEERING, LEGAL & ADMINISTRATIVE (15%) $1,520,000
TOTAL CAPITAL PROJECT COST $12,100,000
Scenario 6 Analysis
E-23
City of Evanston Wholesale Water Sales Services
Backwash Treatment (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) $649,000
2 SITE WORK
New Superstructure for Backwash Treatment Building $1,920,000
3 CONCRETE
Modifications to Washwater Basin Top Slab $628,000
New Washwater Basin Support Columns $53,000
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
Package Clarification System $2,252,000
Clarification System Feed Pumps $468,000
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
Instrumentation $113,000
14 CONVEYING SYSTEMS
15 MECHANICAL
Process Piping $520,000
Valves $200,000
16 ELECTRICAL $338,000
SUBTOTAL $7,140,000
UNDEVELOPED DESIGN DETAILS (35%) $2,500,000
SUBTOTAL $9,640,000
CONTRACTORS FEES OVERHEAD & PROFIT (10%) $960,000
CONTINGENCIES (5%) $530,000
ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $1,590,000
TOTAL CAPITAL PROJECT COST $12,700,000
Scenario 6 Analysis
E-24
City of Evanston Wholesale Water Sales Services
Standby Power (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) included
2 SITE WORK
3 CONCRETE
4 MASONRY
New Standby Power Facilities $9,368,000
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
Underground Fuel Storage $573,000
Generators (Five at 2500kW) $2,639,000
14 CONVEYING SYSTEMS
15 MECHANICAL
16 ELECTRICAL
Building Switchgear $1,019,000
SUBTOTAL $13,600,000
UNDEVELOPED DESIGN DETAILS (35%) included
SUBTOTAL $13,600,000
CONTRACTORS FEES OVERHEAD & PROFIT(10%) included
CONTINGENCIES (5%) $680,000
ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $2,040,000
TOTAL CAPITAL PROJECT COST $16,300,000
Scenario 6 Analysis
E-25
City of Evanston Wholesale Water Sales Services
Yard Piping (214 MGD All Conventional Filtration)
Capital Cost Breakdown
DIVISION ITEM COST
1 GENERAL CONDITIONS (10%) $367,000
2 SITE WORK
Yard Piping Excavation and Backfill $831,000
Raw Water Piping (60" PCCP) $838,000
Raw Water Fittings (60" PCCP) $217,000
Settled Water Piping (72" PCCP) $484,000
Settled Water Fittings (72" PCCP) $97,000
Filtered Water Pipe (72" PCCP) $335,000
Filtered Water Fittings (72" PCCP) $58,000
Finished Water Piping (72" PCCP) $666,000
Finished Water Fittings (72" PCCP) $145,000
3 CONCRETE
4 MASONRY
5 METALS
6 WOOD & PLASTICS
7 MOISTURE & THERMAL PROTECTION
8 DOORS & WINDOWS
9 FINISHES
10 SPECIALTIES
11 PROCESS EQUIPMENT
12 FURNISHINGS
13 SPECIAL CONSTRUCTION
14 CONVEYING SYSTEMS
15 MECHANICAL
16 ELECTRICAL
SUBTOTAL $4,040,000
UNDEVELOPED DESIGN DETAILS (35%) $1,410,000
SUBTOTAL $5,450,000
CONTRACTORS FEES OVERHEAD & PROFIT(10%) $550,000
CONTINGENCIES (5%) $300,000
ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $900,000
TOTAL CAPITAL PROJECT COST $7,200,000