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.

Scenario 6 Analysis

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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

Scenario 6 Analysis

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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

Scenario 6 Analysis

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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.

Scenario 6 Analysis

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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

Scenario 6 Analysis

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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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Scenario 6 Cost Breakdowns

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


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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Scenario 6 Analysis

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Pretreatment (214 MGD All Conventional Filtration)


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


8 DOORS & WINDOWS

9 FINISHES

10 SPECIALTIES


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


Fiberglass Baffling $152,000

Packaged Plate Settler System $16,812,000

Instrumentation $255,000


15 MECHANICAL

Twenty-Four Sluice Gates $475,000

Chemical Piping with Heat Tracing $143,000

16 ELECTRICAL $383,000




CONTRACTORS FEES OVERHEAD & PROFIT (10%) $4,260,000

CONTINGENCIES (5%) $2,340,000


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)


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


8 DOORS & WINDOWS

9 FINISHES

Pipe Painting $6,000

10 SPECIALTIES


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


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


ENGINEERING, LEGAL & ADMINISTRATIVE (15%) $360,000

TOTAL CAPITAL PROJECT COST $2,900,000

Scenario 6 Analysis

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New 106 MGD West Filter Complex (214 MGD All Conventional Filtration)


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


8 DOORS & WINDOWS

9 FINISHES

10 SPECIALTIES


New West Filter Complex $45,238,000

12 FURNISHINGS



15 MECHANICAL

16 ELECTRICAL




CONTRACTORS FEES OVERHEAD & PROFIT (10%) included

CONTINGENCIES (5%) included



Scenario 6 Analysis

E-20

Scenario 6 Analysis

E-21

Scenario 6 Analysis

E-22

City of Evanston Filters 19-24 Rehabilitation Study

Chemical Systems (214 MGD All Conventional Filtration)


DIVISION ITEM COST


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


8 DOORS & WINDOWS

9 FINISHES

10 SPECIALTIES


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




15 MECHANICAL


SUBTOTAL $6,810,000


SUBTOTAL $9,190,000



ENGINEERING, LEGAL & ADMINISTRATIVE (15%) $1,520,000


Scenario 6 Analysis

E-23


Backwash Treatment (214 MGD All Conventional Filtration)


DIVISION ITEM COST


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


8 DOORS & WINDOWS

9 FINISHES

10 SPECIALTIES


Package Clarification System $2,252,000

Clarification System Feed Pumps $468,000

12 FURNISHINGS




15 MECHANICAL

Process Piping $520,000

Valves $200,000


SUBTOTAL $7,140,000


SUBTOTAL $9,640,000





Scenario 6 Analysis

E-24


Standby Power (214 MGD All Conventional Filtration)


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


8 DOORS & WINDOWS

9 FINISHES

10 SPECIALTIES


12 FURNISHINGS


Underground Fuel Storage $573,000

Generators (Five at 2500kW) $2,639,000


15 MECHANICAL

16 ELECTRICAL

Building Switchgear $1,019,000


UNDEVELOPED DESIGN DETAILS (35%) included


CONTRACTORS FEES OVERHEAD & PROFIT(10%) included




Scenario 6 Analysis

E-25


Yard Piping (214 MGD All Conventional Filtration)


DIVISION ITEM COST


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


8 DOORS & WINDOWS

9 FINISHES

10 SPECIALTIES


12 FURNISHINGS



15 MECHANICAL

16 ELECTRICAL

SUBTOTAL $4,040,000


SUBTOTAL $5,450,000

CONTRACTORS FEES OVERHEAD & PROFIT(10%) $550,000


ENGINEERING. LEGAL, AND ADMINISTRATIVE (15%) $900,000


Scenario 6 Analysis - City of Evanston

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