PSC REF#:277469

Docket No. 4310-CW-108 Ex.-Oak Creek- Myers-3

PSC REF#:277469Public Service Commission of Wisconsin

RECEIVED: 11/03/15, 10:55:13 AM

Eng inee r ing Repo r t

2016 Water Treatment Plant Improvements

Prepared for

Oak Creek Water and Sewer Utility

Oak Creek, Wisconsin

February 2015

135 S. 84th Street Suite 325

Milwaukee, WI 53214

PSC REF#:232568Public Service Commission of Wisconsin

RECEIVED: 03/02/15, 9:59:00 AM

WBG120914064653MKE III

Contents Section Page

Acronyms and Abbreviations .................................................................................................................. vii

1 Introduction ............................................................................................................................. 1-1 1.1 Background ............................................................................................................................ 1-1 1.2 Project Purpose ...................................................................................................................... 1-2 1.3 Project Goals .......................................................................................................................... 1-2

1.3.1 Water Quality ............................................................................................................ 1-2 1.3.2 Customers ................................................................................................................. 1-2 1.3.3 Operations and Maintenance ................................................................................... 1-2 1.3.4 Water Plant Capacity ................................................................................................ 1-3 1.3.5 Regulatory and Future Considerations ..................................................................... 1-3 1.3.6 Schedule .................................................................................................................... 1-3 1.3.7 Funding ..................................................................................................................... 1-4

2 Site Layout ................................................................................................................................ 2-1

3 New Facilities ........................................................................................................................... 3-1 3.1 Intermediate Pump Station ................................................................................................... 3-1 3.2 Ultraviolet Disinfection .......................................................................................................... 3-2

3.2.1 UV Electrical Load ..................................................................................................... 3-3 3.2.2 Ultraviolet Facility ..................................................................................................... 3-3

3.3 Storage Tank .......................................................................................................................... 3-4 3.3.1 Storage Volume ........................................................................................................ 3-4 3.3.2 Storage Tank Construction ....................................................................................... 3-5 3.3.3 Storage Tank Design Requirements .......................................................................... 3-6

3.4 High Lift Pump Station ........................................................................................................... 3-8 3.5 Chemical Systems .................................................................................................................. 3-9

3.5.1 Sodium Hypochlorite ................................................................................................ 3-9 3.5.2 Fluoride ................................................................................................................... 3-10

3.6 Hydraulic Analysis ................................................................................................................ 3-11 3.6.1 Approach ................................................................................................................. 3-11 3.6.2 Analysis Results ....................................................................................................... 3-11

4 Architectural Design Criteria.................................................................................................... 4-17 4.1 Basis of Design ..................................................................................................................... 4-17 4.2 Building Descriptions ........................................................................................................... 4-17

4.2.1 Intermediate Pump Station and Ultraviolet Facility ............................................... 4-17 4.2.2 High Lift Pump Station ............................................................................................ 4-18 4.2.3 Storage Tank ........................................................................................................... 4-18

4.3 Building Systems and Materials ........................................................................................... 4-18 4.3.1 General Building Systems and Materials ................................................................ 4-18

4.4 Codes ................................................................................................................................... 4-19 4.4.1 Wisconsin Codes ..................................................................................................... 4-19 4.4.2 Intermediate Pump Station and Ultraviolet Facility ............................................... 4-20 4.4.3 High Lift Pump Station ............................................................................................ 4-20

5 Structural ................................................................................................................................. 5-1 5.1 Description of Project Structures and Facilities ..................................................................... 5-1

2016 WATER TREATMENT PLANT IMPROVEMENTS

IV WBG120914064653MKE

5.1.1 Intermediate Pump Station and Ultraviolet Facility .................................................. 5-1 5.1.2 High Lift Pump Station ............................................................................................... 5-1 5.1.3 Storage Tank .............................................................................................................. 5-1

5.2 Codes, Standards, and Regulations ........................................................................................ 5-1 5.3 Design Loads ........................................................................................................................... 5-2

5.3.1 General ...................................................................................................................... 5-2 5.3.2 Dead Loads ................................................................................................................ 5-2 5.3.3 Collateral Dead Loads ................................................................................................ 5-2 5.3.4 Live Loads .................................................................................................................. 5-2 5.3.5 Seismic Loads............................................................................................................. 5-2 5.3.6 Wind Loads ................................................................................................................ 5-3 5.3.7 Snow Loads ................................................................................................................ 5-3 5.3.8 Rain Loads.................................................................................................................. 5-3 5.3.9 Impact Loads and Other Machinery Loads ................................................................ 5-3 5.3.10 Liquid Loads ............................................................................................................... 5-4 5.3.11 Earth Loads ................................................................................................................ 5-4 5.3.12 Test Loads .................................................................................................................. 5-4 5.3.13 Special Loads ............................................................................................................. 5-4

5.4 Load Combinations ................................................................................................................. 5-4 5.4.1 Geotechnical Design Parameters .............................................................................. 5-4 5.4.2 Deflection Criteria ..................................................................................................... 5-5 5.4.3 Vibration Design Criteria ........................................................................................... 5-5 5.4.4 Structural System Requirements ............................................................................... 5-5

6 Building Services Design Criteria ................................................................................................ 6-1 6.1 Design Criteria ........................................................................................................................ 6-1 6.2 Design Data ............................................................................................................................ 6-1 6.3 Heating, Ventilation, and Air Conditioning ............................................................................ 6-2 6.4 Plumbing ................................................................................................................................. 6-2 6.5 Fire Protection ........................................................................................................................ 6-3 6.6 Storm Drainage ....................................................................................................................... 6-3

7 Instrumentation, Controls, and Security .................................................................................... 7-1 7.1 Basis of Design ........................................................................................................................ 7-1 7.2 Instrumentation and Control ................................................................................................. 7-1

7.2.1 General ...................................................................................................................... 7-1 7.2.2 Control Systems——Existing ..................................................................................... 7-1 7.2.3 Control Systems—New .............................................................................................. 7-1 7.2.4 Instrumentation ........................................................................................................ 7-2 7.2.5 Power Monitoring/Control ........................................................................................ 7-2 7.2.6 Security ...................................................................................................................... 7-2

8 Electrical ................................................................................................................................... 8-1 8.1 Introduction ............................................................................................................................ 8-1 8.2 Design Scope .......................................................................................................................... 8-1 8.3 Sequence of Construction ...................................................................................................... 8-2 8.4 Codes, Regulations, Standards, and References .................................................................... 8-3

8.4.1 Codes ......................................................................................................................... 8-3 8.4.2 Standards ................................................................................................................... 8-3

8.5 Design Criteria ........................................................................................................................ 8-3 8.5.1 Distribution Voltage Selection ................................................................................... 8-3 8.5.2 Utilization Voltages ................................................................................................... 8-4

CONTENTS

WBG120914064653MKE V

8.5.3 Branch Circuits .......................................................................................................... 8-4 8.5.4 Demand Factors ........................................................................................................ 8-4 8.5.5 Equipment Identification .......................................................................................... 8-4 8.5.6 Distribution System Equipment ................................................................................ 8-5 8.5.7 Raceway Systems ...................................................................................................... 8-5 8.5.8 Wire and Cable .......................................................................................................... 8-7 8.5.9 Color Coding .............................................................................................................. 8-7 8.5.10 Circuit Identification ................................................................................................. 8-8 8.5.11 Enclosures ................................................................................................................. 8-8 8.5.12 Distribution System Protection ................................................................................. 8-8 8.5.13 AC Induction Motors ................................................................................................. 8-9 8.5.14 Grounding ............................................................................................................... 8-10

9 Cost Estimate ............................................................................................................................ 9-1

Exhibits

3-1 Design Criteria for Intermediate Pump Station .................................................................................. 3-1 3-2 UV Reactor .......................................................................................................................................... 3-2 3-3 Water Plant UV Installation ................................................................................................................ 3-2 3-4 Design Criteria for UV Disinfection System ......................................................................................... 3-3 3-5 Potable Water Storage Design Requirements .................................................................................... 3-6 3-6 Storage Tank Design Criteria ............................................................................................................... 3-8 3-7 Design Criteria for High Lift Pump Station .......................................................................................... 3-8 3-8 Process Design Criteria—Chlorine ...................................................................................................... 3-9 3-9 Process Design Criteria—Fluoride .................................................................................................... 3-10 6-1 Indoor Design Conditions .................................................................................................................... 6-1 8-1 Equipment Utilization Voltages .......................................................................................................... 8-4 8-2 Demand Factors .................................................................................................................................. 8-4 8-3 System Color Coding ........................................................................................................................... 8-8

Appendixes

A Cost Estimate

WBG120914064653MKE VII

Acronyms and Abbreviations AASHTO American Association of State Highway and Transportation Officials

AC alternating current

ACI American Concrete Institute

AFBMA Anti-Friction Bearings Manufacturers’ Association

ANSI American National Standards Institute

ASHRAE American Society of Heating, Refrigerating, and Air Conditioning Engineers

AISC American Institute of Steel Construction

ASCE American Society of Civil Engineers

ASD Allowable Stress Design

ASTM American Society of Testing and Materials

ATF Applied Flow Technology

AWG American wire gauge

AWWA American Water Works Association

BCP backup control panel

°C degrees Celsius

cfm cubic feet per minute

CISD chemical industry severe-duty

CISP cast iron soil pipe

CMU concrete masonry unit

Ct thermal factor

CT disinfectant concentration

DC direct current

DNA deoxyribonucleic acid

EIFS Exterior Insulation and Finish System

°F degrees Fahrenheit

ft2 square feet

GAC granular activated carbon

gph gallons per hour

gpm gallons per minute

HLPS high lift pump station

HMI human machine interface

hp horsepower

HVAC heating, ventilation, and air conditioning


VIII WBG120914064653MKE

IBC International Building Code

ICC International Code Council

ICEA Insulated Cable Engineers Association

I&C instrumentation and controls

IEBC International Existing Building Code

IECC International Energy Conservation Code

IEEE Institute of Electrical and Electronic Engineers

IES Illuminating Engineering Society

IFGC International Fuel Gas Code

IMC International Mechanical Code

IPS intermediate pumping station

ISA Instrument Society of America

kcmil thousand circular mils

ksi kips per square inch

kV kilovolt

kVA kilovolt ampere

kW kilowatts

le seismic importance factor

LRFD Load and Resistance Factor Design

ls importance factor

LT2ESWTR Long Term 2 Enhanced Surface Water Treatment Rule

mA milliamperes

MCC motor control center

mg-min/L milligram minutes per liter

mgd million gallons per day

mg/L milligrams per liter

mph miles per hour

mJ/cm2 millijoules per square centimeter

NEC National Electrical Code

NEMA National Electrical Manufacturers Association

NFPA National Fire Protection Association

nm nanometers

NTU nepholometric turbidity units

ODP open drip proof

OSHA Occupational Safety and Health Administration

ACRONYMS AND ABBREVIATIONS

WBG120914064653MKE IX

PA public address

Pg ground snow load

PLC programmable logic controller

psf pounds per square foot

psi pounds per square inch

PVC polyvinyl chloride

S1 second period

SCADA Supervisory Control and Data Acquisition

SPS Safety and Professional Services

Ss short period

TEFC totally enclosed, fan cooled

UL Underwriters Laboratory

USEPA U.S. Environmental Protection Agency

UV ultraviolet

V volt

VAC virtual audio cable

VFD variable frequency drives

WDNR Wisconsin Department of Natural Resources

WBG120914064653MKE 1-1

SECTION 1

Introduction 1.1 Background

The Oak Creek Water and Sewer Utility (the Utility) provides retail drinking water service to the City of Oak Creek. Drinking water is sold wholesale to the City of Franklin as well as to the Caledonia Utility District.

The source of drinking water is Lake Michigan. A pump station near the lake conveys raw water to the Oak Creek water treatment plant. Water is treated in a conventional surface water treatment plant with a treatment capacity of 35 million gallons per day (mgd). The filtered water passes through a baffled chlorine contact tank before being pumped to customers. The chlorine contact tank provides primary disinfection in accordance with the United States Environmental Protection Agency’s Surface Water Treatment Rule. The chlorine contact tank was originally used for finished water storage. In 1997, it was baffled and converted into a chlorine contact tank to meet surface water treatment regulations for disinfection. In order to meet disinfection regulations, the water level in the chlorine contact tank needs to remain high. Therefore, there is little to no usable finished water storage at the water plant.

In a 2008 email, the Wisconsin Department of Natural Resources (WDNR) has stated that the chlorine contact tank does not meet current codes (NR 811), and that this must be addressed within 10 years (by 2018). Alternatives for complying with these current codes are evaluated in this report.

The Oak Creek water plant does not have finished water storage at the water plant site. This reduces operational flexibility and reliability as water demands change or if treatment capacity is reduced. Alternatives for storage at the plant are also addressed in this report.

The WDNR requires new storage tanks to be above groundwater levels. Given the current hydraulics of the water plant, pumping is required with aboveground storage tanks. An intermediate pumping station (IPS) is evaluated in this report. In addition, the high lift pump station (HLPS) that delivers water to customers is about 40 years old and showing signs of age. A typical useful life for pumps is about 30 years. The Utility has done a good job of maintaining these pumps to extend their useful life.

The Utility uses chlorine as the primary disinfectant and distribution system disinfectant. The Utility meets all current drinking water regulations and produces high quality water. Many water utilities employ additional barriers to pathogens, particularly Cryptosporidium. Chlorine does not kill Cryptosporidium. Continued monitoring for Cryptosporidium per drinking water regulations (Long-term 2 Enhanced Surface Water Treatment Rule) could result in future regulatory requirements to add a Cryptosporidium barrier (see Section 1—Background for additional information on this regulation). The next round of Cryptosporidium monitoring is in 2016. Additional pathogen barriers include ozone, membrane filtration, and ultraviolet light (UV) disinfection. Most water utilities on the west shore of Lake Michigan have one of these additional pathogen barriers.

An engineering study to evaluate water treatment plant improvements was completed in September 2014 (Chlorine Contact Tank and Storage Evaluation, CH2M HILL). The study describes the evaluation of alternatives for the chlorine contact tank, water storage, pumping and enhanced disinfection at the water plant.

The engineering study recommended the following water treatment plant improvements:

A new IPS

A UV disinfection facility

A new 2 million gallon finished water storage tank

A new HLPS


1-2 WBG120914064653MKE

1.2 Project Purpose The purpose of this project is to implement the following improvements to the Oak Creek water treatment plant:

Eliminate the underground chlorine contact tank that does not meet current WDNR codes.

Provide above ground finished water storage at the plant site, where none exists now. This facility will be baffled to provide storage as well as chlorine contact time.

Replace the aging HLPS with a new pump station sized for the current plant capacity and expandable to meet future water demands.

Provide an additional disinfection barrier and Cryptosporidium barrier by adding a new UV disinfection facility.

Add an IPS to convey water from the filters to UV and the new storage tank.

Upgrade the electrical system for additional capacity, replacement of aging equipment, and additional backup power generation.

1.3 Project Goals The following goals have been established for this project.

Address WDNR concerns for chlorine contact tank code compliance and lack of water storage.

Improve operational efficiency and reliability at the water plant and its pumping systems

Provide flexibility to take a chlorine contact tank offline for inspection, as required by WDNR code, while keeping the plant running.

Consider future water demands when new or modified facilities are evaluated so that future expansion can be effectively implemented.

1.3.1 Water Quality The Utility has always exceeded regulations and provided excellent water quality. Providing the best water quality at reasonable rates is a goal of the Utility. Reaching the highest level in the American Water Works Association (AWWA) Partnership for Safe Water (Level 4) is also a goal.

This project improves water quality by eliminating an underground storage tank that does not meet WDNR codes (i.e. tank bottom is below groundwater levels) and replacing it with an above ground storage tank meeting all WDNR codes.

Adding UV disinfection provides a Cryptosporidium barrier and second pathogen barrier to chlorine to better protect public health.

1.3.2 Customers Customer satisfaction is the ultimate goal of the Utility, and currently customer complaints are low. This project will provide an additional pathogen barrier in UV, strengthen the chlorine disinfection barrier with new baffled storage (chlorine contact), and upgrade essential pumping and electrical facilities for increased reliability. Maintaining customer confidence, providing water at reasonable rates, and proactively communicating the value of water to the community is extremely important.

1.3.3 Operations and Maintenance Equipment with high reliability and low maintenance is required to continue efficiently running the plant with minimal staff additions. The high lift pumping equipment for this project will replace older pumps with new pumps that should require less maintenance. An additional IPS and UV facility will add new equipment that must be operated and maintained.

1–INTRODUCTION

WBG120914064653MKE 1-3

No interruptions in water production is another goal of this project. The new storage tank will be designed so that it can be taken out of service for required WDNR inspections. This was not possible with the old chlorine contact tank. Having usable storage at the water plant will provide much more reliability and operational flexibility if the treatment processes need to be shut down for a short period.

The new electrical equipment and backup generator will improve reliability and the ability to continuously provide potable water. With a second backup natural gas generator at the water plant, the water plant should be able to produce about 30 mgd using both generators (about 2 megawatts (MW) of power) in the event of a power outage.

1.3.4 Water Plant Capacity This project does not increase water treatment plant capacity. However, existing high lift pumping capacity will be increased to roughly match treatment capacity. The new facilities are designed for expansion to meet future water demands.

1.3.5 Regulatory and Future Considerations The goal is to meet or exceed all regulations during and after this project. Sampling requirements of the Long-Term 2 Enhanced Surface Water Treatment Rule may affect disinfection requirements, depending on Cryptosporidium sampling results. The addition of UV disinfection will provide an additional Cryptosporidium barrier and position the Utility to meet potential stricter disinfection regulations.

The new storage tank will be baffled and able to provide chlorine contact time to meet current disinfection regulations. It can also serve as backup disinfection in case the UV facility is out of service.

Potential future water quality issues may include algal toxins, endocrine disrupters, and future regulated microorganisms. The U.S. Environmental Protection Agency (USEPA) Candidate Contaminant List contains some of these items. The Utility is well positioned to deal with future water quality regulations with the following provisions built into the water plant design:

Provisions to add ozone as a strong oxidant for organic contaminants and taste and odor.

Provisions to add granular activated carbon (GAC) in the existing filters or adsorb organics.

Provisions to increase UV dose in the future by adding more lamps or additional reactors.

1.4 Permits The following permits will be applied for:

WDNR permit to construct

PSC permit to construct

Oak Creek Planning Commission approval

Oak Creek Building permits including stormwater control, plumbing, electrical, fire protection, building codes.

Detailed descriptions of the building codes are in Sections 4.4, 5.2 and 8.4 of this report.

The project construction site is in areas that have been previously disturbed. There are no endangered or threatened species we are aware of. We are not aware of any archeological or historical resources on the construction site.

1.5 Schedule Construction contract documents are planned to be ready for bidding in the summer of 2015. Construction is planned to begin in late 2015 and be completed by the end of 2017.


1-4 WBG120914064653MKE

Construction of the new facilities (Intermediate pump station, UV disinfection, storage tank, high lift pump station) can proceed without interrupting production of water from the existing plant. Once the new facilities are constructed and operational, the existing high lift pump station can be renovated and the remainder of the electrical gear installed. A detailed construction sequence is in Section 8.3 of this report.

When the new facilities are operational, the existing chlorine contact tank can be taken out of service and pipes into and out of the tank will be capped.

1.5.1 Funding The primary funding mechanism will be Wisconsin Safe Drinking Water Loans and revenue bonds. The goal is to provide the necessary water plant facilities to meet objectives within established budgets to minimize the effects on water rates.

WBG120914064653MKE 2-1

SECTION 2

Site Layout A site plan for this project is shown in the Drawings. The objective is to integrate existing and new facilities to provide good water quality, enhance ease of operation and maintenance, simplify construction, and provide flexibility for the addition of future facilities.

A number of site location alternatives were proposed and evaluated. The main evaluation criteria for site layout included the following:

Integration with existing water treatment facilities to maintain water quality excellence

Ease of operation and maintenance

Security

Hydraulics and yard piping

Ease of truck access

Flexibility for future expansions

Stormwater control and environmental impacts

Cost

A new access road will be provided off of 5th Avenue. There will be a security gate and fence around the new facilities. A storm water pond will be located to the north of the new HLPS and storage tank. This pond will be dry for periods of time when precipitation is low.

The storage tank floor will be above the storm water pond high water level, thus avoiding a 50-foot setback for standing water mentioned in WDNR code NR 811.

The new facilities will be above any floodplains. The Lake Michigan floodplain is approximately 100 feet below the water plant site. Another floodplain on an unnamed tributary to Oak Creek is found approximately 3,000 feet to the southwest of the project site, but does not extend to the project site.

There are no wetlands on the project site that will be impacted. In fact, as part of stormwater control measures new seasonal stormwater detention ponds will be constructed to enhance the wetland environment.

Landscaping will be provided around the HLPS and storage tank as shown in the drawings. Landscaping will be coordinated with the Oak Creek Planning Commission and local residents.

WBG120914064653MKE 3-1

SECTION 3

New Facilities 3.1 Intermediate Pump Station (IPS)

The IPS receives water from filter effluent piping, directly from two filter effluent headers. The water flows over a baffle wall to provide a minimum water level downstream of the filters, and to provide even flow distribution to the pump suction well. A wet well for vertical turbine pump suction is provided. This wet well is split into two halves so that one half can be taken out of service. There are two pumps on each half of the wet well, with space for a future pump on each half.

The firm capacity—the capacity with one pump out of service—of the new IPS is 30 mgd with two 12 mgd pumps and two 9 mgd pumps. There is space for two additional pumps, so the future firm capacity could be 60 mgd if all the pumps were 12 mgd. Installing larger pumps in the future can increase the firm capacity.

Exhibit 3-1 summarizes the design criteria for the new IPS.

EXHIBIT 3-1Design Criteria for Intermediate Pump StationCriteria Value Number of pumps 4 total (3 active; 1 standby), 2 Future Pump type Vertical turbine with adjustable frequency drives Drive type Adjustable frequency, 480-volt (V) Pump capacity, each Two @ 12 mgd, two @ 9 mgd Pump station firm capacity 30 mgd Total dynamic head 52 feet (62 feet for future expansion) Pump horsepower, each 12 mgd pumps - 200 horsepower (hp)

9 mgd pumps – 150 hp Finished floor elevation 97 feet Building height 16 feet Building construction Concrete masonry unit with brick veneer and steel roof; skylights for pump

removal; electrical room Wet well volume, gallons 106,000 gallons at water level elevation 80.0 (Filter backwash volume is

approximately 100,000 gallons) Valves Slanted disc check valve, manual isolation butterfly valve (AWWA C504), and

air release valve on each pump Piping Ductile iron pipe, lined and coated, complying with AWWA latest standards.

Comply with HI Standard 9.6.6 (Pump Piping). Other Considerations Wet well and pump designs will comply with Hydraulic Institute Standards.

Integrated building area with space for four 24-inch, medium-pressure UV disinfection reactors, and an electrical room. Provisions for replacement/upgrade of 9 mgd pumps and installation of two future pumps for firm capacity of 60 mgd. Pumps can be replaced in future with 15 mgd units for firm capacity up to 75 mgd. West pump header piped to supply backwash water to filters.

Any of the IPS pumps can serve as a filter backwash pump. There is a pump discharge line coming out of the west IPS pump header and into the filter building, connecting to the backwash supply header. A flowmeter and flow control valve are located on this line in the filter building lower level. The southwest pump can be


3-2 WBG120914064653MKE

isolated for backwash with a valve on the west discharge header. The wet well of the IPS has a capacity sufficient for a filter backwash. Therefore, flow from the filters and through UV disinfection can remain steady during a backwash when one of the IPS pumps are used. The water plant has existing filter backwash capability from the backwash tank or through a pressure reducing valve off the existing high service pump discharge header in the lower level of the existing HLPS.

3.2 Ultraviolet Disinfection UV has been accepted as a relatively low cost, simple disinfection technology. Several water treatment plants in Wisconsin have been successfully operating UV disinfection systems for many years. The primary reason for UV disinfection at those facilities is to provide an additional barrier against Giardia and Cryptosporidium. Although Oak Creek is not currently required to provide additional Cryptosporidium inactivation to meet Long Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR) requirements nor to reduce free chlorine contact time to meet Stage 2 Disinfectant-Disinfection By-Product Rule requirements, UV disinfection will provide a multi-barrier disinfection approach. In addition, continued monitoring for Cryptosporidium per LT2ESWTR regulations could result in future requirements to add a disinfection barrier.

UV light is the portion of the light spectrum where the wavelength is from 100 to 400 nanometers (nm). Visible light has a wavelength of 400 to 800 nm. UV light alters the genetic structure (deoxyribonucleic acid [DNA] or ribonucleic acid (RNA)) in cells of microorganisms. UV light energy is absorbed by the nucleic acid preventing cell replication resulting in cell death. The amount of cell damage depends on the dose of UV energy absorbed by the microorganisms and their resistance to UV. UV light is particularly effective inactivating protozoan pathogens, such as Giardia and Cryptosporidium. It is also effective against many bacteria and virus.

UV light does not leave a residual in the water. Chlorine will continue to be the distribution system disinfectant when UV is used.

A typical UV reactor is shown in Exhibit 3-2. Water passes through a pipe and around lamps in the UV reactor that emit UV light. A water plant UV installation is shown in Exhibit 3-3.

EXHIBIT 3-2 EXHIBIT 3-3 UV Reactor Water Plant UV Installation

The new UV disinfection system will meet the minimum design criteria set forth by the WDNR. This includes 3-log inactivation of Cryptosporidium and Giardia following UV reactor and UV dose guidelines established in USEPA Agency’s UV Disinfection Guidance Manual (2006). This level of disinfection allows the Utility a Cryptosporidium barrier to LT2ESWTR Bin 4 classification and allows Oak Creek to cease future Cryptosporidium monitoring once the UV system is operational, if desired.

4–ARCHITECTURAL DESIGN CRITERIA

WBG120914064653MKE 3-3

Exhibit 3-4 summarizes the design criteria for the UV disinfection system. Three UV reactors will be installed, with space for a future fourth reactor. The 24-inch UV reactors can have a capacity of about 25 mgd, for a firm capacity of 50 mgd with three reactors, and 75 mgd with four reactors. Adding more lamps in a UV reactor can increase the capacity to disinfect water.

3.2.1 UV Electrical Load The maximum anticipated connected electrical load for the UV system will add roughly 225 kilowatts (kW) (300 kW with future fourth reactor) to the Oak Creek electrical distribution system, depending on the UV system. Two UV reactors will be operated at any time up to 35 mgd. Therefore the maximum typical demand load will be 150 kW.

EXHIBIT 3-4 Design Criteria for UV Disinfection System Criteria Value Flow rate

Design 50 mgd, 25 mgd per UV reactor Average 8 mgd UVT Minimum 90 percent Average Maximum

95 percent 97 percent

Target dose 3-log inactivation of Cryptosporidium and Giardia Source water Lake Michigan, LT2 Bin 1 Filtered water turbidity < 0.3 nepholometric turbidity units (NTU) Water temperature 0.5 to 25°C UV reactors Number of reactors 3 (2 duty, 1 standby), 1 future Type of Lamps Medium pressure Lamps per reactor 5 medium pressure Quartz sleeve cleaning Automatic chemical mechanical Level sensor 1 per reactor Temperature sensor 1 per reactor UV intensity sensor 1 per lamp End of lamp life output aging factor 0.95 × RED (maximum with 3rd party verification) Quartz sleeve fouling factor 0.90 × RED (maximum with automated cleaning

and 3rd party verification) Action spectra correction factor allowance As Determined By 2014 WRF Guidance for Specific

UV Reactor; Use default of 1.5 x VF if estimate per CFD model not available

Disinfection efficiency goal No off-spec water

3.2.2 Ultraviolet Facility UV reactors are located on the discharge line of the IPS (see Drawings). The UV facility will be at grade to reduce construction cost and provide better accessibility. A UV waste line from the UV effluent to the backwash waste tank is provided in case of a UV lamp break.


3-4 WBG120914064653MKE

The UV facility is designed to provide Giardia and Cryptosporidium disinfection to meet current regulations. In addition, the storage tank downstream of UV provides additional chlorine contact time and can be used as a disinfection backup to UV. Also, the UV disinfection system can provide nearly 2-log virus inactivation at flows shown below if the finished water storage tank is offline. The existing chlorine contact tank would no longer be used to meet all the disinfection requirements.

Max Flow/Reactor for 2-log Virus Inactivation Trojan Technologies UV 6L24

UVT% MGD Virus Log Inactivation

90 5.61 1.88

92.5 6.05 1.97

95 9.43 1.81

97.5 17 1.60

Based on this information, the firm capacity for 2-log virus inactivation with UV is:

90% UVT – 11.2 mgd

92.5% UVT - 12.1 mgd

95% UVT – 18.9 mgd

97.5% - 34 mgd

In addition, there is approximately 2 minutes of chorine contact time in the pipelines from the filter building to the high lift pump station at a flowrate of 30 mgd, assuming only one of the two pipelines are in use and using the storage tank bypass line. This is determined by a 30 mgd flow through approximately 700 ft of 36-inch diameter pipe. At a typical chlorine dose of 1.5 mg/l, the CT is about 3 mg-min/L. At a typical pH of 7.5, the log-virus inactivation is approximately:

0.5 Degrees C - 1 log

10 degrees C - 2 log

20 degrees C - 4 log

Based on this information, there is adequate disinfection capability, even when the storage tank is off line.

3.3 Storage Tank The Oak Creek water plant does not have storage at the plant site. Finished water storage provides the following benefits:

Reliability for plant production when treatment processes are out of service

Additional chlorine contact time for better disinfection

Improved operational flexibility and ability to enhance electrical and chemical efficiency by avoiding rapid changes in water plant flow rate

3.3.1 Storage Volume There are no specific requirements for the volume of finished water storage at the plant site. NR 811.64 (2) says “Clearwell storage shall be sized, in conjunction with distribution system storage, to relieve the filters from the strain of fluctuations in water use or peak demands.”

The following are typical guidelines for water system storage:

Average day demand, plus

Emergency storage (about 25 percent of average day demand), plus


WBG120914064653MKE 3-5

Fire flow (3,000 gallons per minute [gpm] for 3 hours, or about 0.5 million gallons)

The current average day demand is about 8 mgd. Oak Creek has less than 8 million gallons storage in the distribution system, but the storage for wholesale water users need not all be provided by Oak Creek. Using the guidelines above, another 2 to 3 million gallons of storage could be provided at the water plant site.

A typical guideline for operational storage at water plants to prevent rapid swings in plant flow rates or emergency backup is 8 hours of storage at average day demand. This would be about 2.7 million gallons.

A survey of water plants in the area indicate a broad range of plant storage capacity. The survey indicated plant storage volumes of 10 to 40 percent of plant maximum capacity, with an average of 20 percent. The plant storage capacity for the Oak Creek plant at 20 percent of maximum plant capacity would be 7 million gallons.

Based on these guidelines, about 2 million gallons of storage at the plant site is suggested for the project. There should be provisions to double that capacity in the future. Space for expansion is available to the north or west.

Plant storage capacity of 2 million gallons is about 6 percent of plant maximum capacity. Although 6 percent is on the low range of storage at other plants, it will provide backup disinfection, reduce rapid changes in water plant flow, and provide the ability to shut down the plant for 8 hours during average day demands. None of these benefits is currently available.

The storage tank is baffled to provide backup disinfection in case UV is out of operation. At a baffle factor of 0.6 in a full storage tank, the 0.5-log Giardia inactivation requirement can be achieved at 56 mgd at 0.5°C, and 162 mgd at 15 degrees Celsius (assumes pH of 7.5 and chlorine residual of 1.5 milligrams per liter [mg/l]). At 35 mgd, the 0.5-log Giardia inactivation requirement can be achieved at 0.5°C when the storage tank is about 60 percent full.

When not needed for disinfection, the baffled storage tank can be used for just storage. Baffling will improve water quality and reduce dead spots.

The storage tank has a bypass line so that it can be taken down for inspection. In this situation, UV can provide the required Giardia inactivation. The virus inactivation provided by UV at various flowrates was mentioned previously, along with additional virus inactivation provided by chlorine contact in the pipelines from the filter building to the high lift pump station.

3.3.2 Storage Tank Construction Concrete water storage tanks are commonly circular or rectangular in shape. Circular structures typically are more economical than rectangular ones, depending on the construction method. Two common construction methods are cast-in-place and prestressed concrete tanks.

3.3.2.1 Cast-in-Place Tanks.

Cast-in-place concrete is a common construction method for many structures. Most cast-in-place concrete tanks are 1 to 5 million gallons, with many under 1 million gallons in size. For cast-in-place concrete tanks, the wall height is limited to 16 to 20 feet in height for rectangular structures.

In all conventional, reinforced concrete structures, the concrete must first crack under tension loads to engage the reinforcing steel. In hydraulic structures, careful detailing is required to keep the size of the cracks small in order to reduce the vulnerability of water seepage causing corrosion of the reinforcing steel. Some cracking will always be present to move the steel into the tension resistance phase. Eventually, the moisture reaches the cracked section and corrosion may result over the life of the structure. This cause and effect usually dictates a 50-year life in many hydraulic structures.


3-6 WBG120914064653MKE

3.3.2.2 Prestressed Concrete Tanks

In prestressed concrete tanks, the walls are horizontally prestressed, either by externally cable wrapping, or internal cable tendons within the wall. In some tank types, vertically prestressed members are added as well.

To provide industry standards for prestressed tanks, the AWWA has created two different standards. The AWWA D110 standard, “Wire and Strand-Wound, Circular, Prestressed Concrete Water Tanks,” and AWWA D115, “Tendon-Prestressed Concrete Water Tanks,” provide the industry with acceptable minimum design standards. The major difference between the two standards is the location and detailing of the high stress wire or strands used to pretension the concrete wall to counteract hydraulic and seismic sloshing forces.

The D110 tank standard identifies four types of externally wrapped tanks are identified:

Type I: Cast in Place Core Wall, Vertical Prestressed Reinforcement

Type II: No Cast in Place or Precast Concrete; Shotcrete on Each Face of Interior Steel Diaphragm

Type III: Precast Tilt Up Concrete Sections with an Integral Steel Diaphragm within Each Section

Type IV: Cast in Place Core Wall with an Integral Steel Diaphragm

All tank types have high tensile material wrapping on the exterior of the core wall with Type I (and the seldom built Type IV) using galvanized 7-wire strand. The remaining types using non-galvanized wire as the baseline tank wrapping material.

In both D110 and D115 tanks, a concrete core wall, either cast in place or tilt up concrete panels, is prestressed with high strength wire or stands, prior to filling, to counteract the content’s hydraulic forces.

When also vertically post-tensioned after initial wall construction (pretensioned prior to loading), secondary tension stresses in the vertical direction are also mitigated, resulting in as crack-free a wall as possible in a concrete structure. The wall remains perpetually under compression, its main force resisting material strength.

By not allowing the wall to crack, it is difficult for water to penetrate the wall and corrode reinforcing.

3.3.3 Storage Tank Design Requirements Potable water storage tanks must meet the requirements listed in Exhibit 3-5, based on a comparison of Ten States Standards and WDNR’s code NR 811.

EXHIBIT 3-5 Potable Water Storage Design Requirements

Item Ten States Standards (2012) Wis. Admin. Code, chapter NR 811 (2013) Sizing Meet domestic and fire flow demands. Average day, peak hour, or fire flow demands. Location Place floor elevation above 100-year flood

elevation. Including sumps, shall be at least 2 feet above regional floodplain elevation as determined by NR 116.07.

Place at least 2 feet above groundwater table. Same. Place more than 50 feet from nearest sewer drain,

or similar. Same.

Place more than 50 percent of water volume above grade.

—

Place top of tank greater than 2 feet above grade. Same. Protection from contamination

Provide watertight roof. Same.

Protection from trespassers

Provide fencing, locks, and other means to prevent contamination.

Same.

Drains Do not drain to sewer or storm drain. Same.


WBG120914064653MKE 3-7


Item Ten States Standards (2012) Wis. Admin. Code, chapter NR 811 (2013) Water age Avoid poor circulation and stagnant water. Same. Overflow Provide overflow drain down to 12 to 24 inches

above grade over a splash plate or drain inlet structure.

Same.

Elbow downward; include 24 mesh outlet screen. Same. Provide pipe of sufficient diameter to pass flow. Same. Discharge must be visible.

Provide independent overflow for each independent chamber that can be isolated.

Roof access Provide at least 2 manholes on top of roof for access.

—

Top of manhole must be greater than 24 inches above top of tank or sod.

Same.

Provide watertight cover that extends over edge of manhole and drops down greater than 2 inches.

Same.

Frame must be greater than 4 inches high. Same. Hinge cover on one side and provide a lock. Provide lock and compressible gasket. Vents Tank must have vents. Same. Design vents to prevent intrusion of rain, surface

water, animals, and insects. Same.

Point vents downward 24 inches above top of tank. Point vents downward 24 to 36 inches above top of tank.

Elbow vents downward, and include a 24-mesh screen inside.

Provide 24-mesh corrosion resistant pipe to avoid tampering.

Vents shall be constructed of steel, stainless steel, or aluminum. Sized for max fill/draw rates.

Roof or sidewall

Must be watertight with no openings except for allowed vents, manholes, etc.

Same.

Provide seep rings pipes for penetrations. Provide watertight penetrations. Include curbs, sleeves, and shielding for any

openings for pumps or devices to prevent contamination.

Provide 4-inch curb and sleeve with flashing for roof openings.

Place valves and controls outside of the tank. Same, but waivers may be allowed. Provide well-drained and watertight roof. Same, but minimum roof slope of 0.015 foot per foot.

Earth cover or CIP concrete flat roofs - must have flexible waterproof membrane with 0.06-inch thickness.

Construction materials

Use approved materials. Meet AWWA standards D100, D102, D103, D104, D110, D115, D120, and D130.

Safety Provide ladders and guards and railings where applicable. Consider confined space requirements.

Same.

Freezing Design should prevent freezing. Insulate riser pipes. Pumps or air bubblers may be used to prevent freezing. Equipment must meet NSF61 certification.

Internal catwalk Catwalk in a finished water storage should have a solid floor and sealed raised edges to prevent contamination.

Same.


3-8 WBG120914064653MKE


Item Ten States Standards (2012) Wis. Admin. Code, chapter NR 811 (2013) Silt stop Locate discharge pipes so as to prevent flow of

sediment into the distribution system. Provide removable silt stop if needed.

Same.

Grading Slope the grade around tank to prevent pooling of water within 50 feet.

Slope the grade around tank to prevent pooling of water within 50 feet.

Painting and cathodic protection

Provide painting and cathodic protection for steel tanks.

Same.

A prestressed concrete tank was selected for Oak Creek based on the following:

Functions well as a storage vessel with a good track record of performance.

Manufacturer provides warranty on performance.

Smaller footprint fits on the site better.

Lower capital cost

Design criteria for the storage tank is in Exhibit 3-6.

EXHIBIT 3-6 Prestressed Concrete Storage Tank Design Criteria Criteria Value Quantity 1 Storage volume 2.0 million gallons Diameter 100 feet Water depth 35 feet Roof type Dome Baffling Serpentine in concentric rings AWWA Standard D 110

3.4 High Lift Pump Station The new HLPS will be adjacent to the new storage tank on the north plant site. Horizontal split case centrifugal pumps will be used. Pump suction piping comes from the storage tank through the west wall of the pump station. The firm capacity of the HLPS will be 30 mgd. Two pumps would be provided with 12 mgd capacity each, and two pumps with 9 mgd capacity each. There will be space for two future pumps. The future firm capacity of the pump station could be 60 mgd if all the pumps were 12 mgd.

The pumps were designed for 30 mgd maximum firm capacity and the addition of a new 36-inch diameter water main extending from the existing 36-inch water main near the water plant to Puetz reservoir. Additional distribution system improvements are needed to convey 60 mgd into the distribution system.

Exhibit 3-7 summarizes the design criteria for the new HLPS.

EXHIBIT 3-7 Design Criteria for High Lift Pump Station Criteria Value Number of Pumps 4 Total (3 Duty, 1 Standby), 2 Future Pump type Horizontal centrifugal


WBG120914064653MKE 3-9

EXHIBIT 3-7 Design Criteria for High Lift Pump Station Drive type Adjustable frequency, 480-volt (V) Pump capacity, each Two @ 12 mgd, two @ 9 mgd Pump station firm capacity 30 mgd Total dynamic head 206 feet Pump horsepower, each 12 mgd pumps - 600 hp

9 mgd pumps – 450 hp Approximate finished floor elevation

97.0

Building height 20 feet Building construction Masonry with brick veneer and steel roof; vehicle loading door, bridge crane, electrical

room Valves Manual isolation butterfly valves (AWWA C504) on suction and discharge of each pump.

Axial-flow, non-slam nozzle check valve on discharge of each pump. Air release valve on suction of each pump.

Piping Ductile iron pipe, lined and coated, complying with AWWA latest standards. Comply with HI Standard 9.6.6 (Pump Piping).

Other Considerations Pumps and piping will comply with Hydraulic Institute Standards. Pumps shall be connected to backup power supply. Backup power supply sufficient to run at least one high lift pump, up to four high lift pumps, depending on plant electrical loading. Provisions allowed for replacement/upgrade of 9 mgd pumps and installation of two future pumps for firm capacity of 60 mgd.

3.5 Chemical Systems Chemical facilities were designed for at least 48 mgd in the 1999 water treatment plant expansion. Two chemical systems will require changes in this project: sodium hypochlorite and fluoride.

3.5.1 Sodium Hypochlorite A sodium hypochlorite facility was built in the 1999 water treatment plant expansion. This facility has adequate storage and day tank capacity for a plant expansion to 35 mgd and up to 58 mgd. The storage and day tanks were replaced in the 2010 water plant expansion.

The main sodium hypochlorite storage and feed facility has adequate capacity and will not be changed. A new, small sodium hypochlorite storage and feed facility will be located in the HLPS to provide supplemental chlorine in case a small increase in chlorine residual is desired before the water leaves the pump station.

Design criteria for the new sodium hypochlorite facility follow.

EXHIBIT 3-8

Process Design Criteria—Chlorine

Type Sodium hypochlorite, 10–13% No. of storage tanks 3 (2 on weigh scales, 1 stored) Capacity ea. 300 gallons totes Storage time 15 days at 35 mgd, 0.2 mg/L dose

60 days at 17.5 mgd, 0.1 mg/L dose No. of metering pumps 2 at 3 gallons per hour (gph) each for normal supplemental chlorine (one duty, one

standby) 1 at 15 gph for emergency chlorine feed


3-10 WBG120914064653MKE

EXHIBIT 3-8

Process Design Criteria—Chlorine

Emergency max feed rate 12.2 gph, 35 mgd at 1 mg/L dose Normal Max feed rate 2.4 gph, 35 mgd at 0.2 mg/L dose Normal Avg feed rate 1.2 gph, 17.5 mgd at 0.2 mg/L dose Normal Min feed rate 0.2 gph, 6 mgd at 0.1 mg/L dose Feed locations Storage tank effluent line or Storage tank bypass line

3.5.2 Fluoride Existing hydrofluosilicic acid facilities are located above and adjacent to the plant control room. There are a number of current Building and WDNR code issues that would not be complied with if these facilities were new. In addition, the existing fluoride tanks are too small to accept delivery of a full truck load, and access for maintenance is difficult.

A new fluoride storage and feed room will be constructed in the HLPS, to provide a safer facility that is easier to maintain. Design criteria are shown in Exhibit 3-9. Design calculations are in Exhibit 3-10.

EXHIBIT 3-9

Process Design Criteria—Fluoride

Type Hydrofluosilicic acid, 23 percent No. of storage tanks 1, 10 ft. diameter, 10 ft. sidewall Capacity ea. 5800 gallons Storage time 74 days at 17.5 mgd, 1 mg/L dose Max flow for storage volume 43 mgd (30 days at 43 mgd, 1 mg/L) No. of day tanks 1 Capacity ea. 150 gallons Storage time 25 hr. at 35 mgd, 1 mg/L

188 hr. at 6 mgd, 0.7 mg/l Minimum capacity used 12.6% min flow/min dose No. of metering pumps 2 (one duty, one standby, one future) Capacity each 8 gph Max feed rate Avg feed rate Min feed rate No. of Transfer Pumps Transfer pump capacity

6.5 gph, 35 mgd/1 mg/l 3.3 gph, 17.5 mgd/1 mg/l 0.8 gph, 6 mgd/0.7 mg/l 2 (one duty, one standby) 15 gpm

Control Strategy: Liquid fluoride is unloaded from bulk tanker trucks into the storage tank. Fluoride is fed by transfer pump from the storage tanks to the day tank. Chemical metering pumps pump fluoride from the day tank to the feed point. The chemical metering pump speeds are flow paced in proportion to the finished water flow rate. Chemical dosages are changed by adjusting the feed pump speed or stroke length. Overfeed protection will be provided through the use of a fluoride residual analyzer and a day tank weigh scale monitor. An alarm will occur upon high fluoride residual, or a scale high feed rate, and will shut down the feed pumps.


WBG120914064653MKE 3-11

3.6 Hydraulic Analysis 3.6.1 Approach

Hydraulic calculations were performed on the Oak Creek Water Treatment Plant water treatment plant using CH2M HILL’s WinHydro Program and Applied Flow Technology (AFT) Fathom Program. WinHydro is a proprietary Windows-based program that computes the energy grade line and hydraulic grade line elevations on the upstream and downstream sides of the specific hydraulic elements at the plant. AFT Fathom is a commercially available program used to estimate pressure requirements for pumped systems.

The base hydraulic model used for this analysis was the 2008 water plant expansion project, which increased the plant capacity to 35 mgd. For the updated model, new facilities were added to the existing water plant downstream of the filtration including:

IPS

Medium-pressure, closed vessel, UV disinfection system

Above grade finished water storage tanks

HLPS

The elevations of the existing physical facilities and other hydraulic and treatment constraints also were integrated in the analysis. Examples of these include:

Maintaining a constant, maximum water depth on top of the filters to optimize filter effluent quality and filter run time

Maximum water surface elevation of 84 in Filters 1-6 clearwell to prevent pressurization of the clearwell.

Installing a new weir in the IPS in order to maintain a minimum hydraulic grade line in the filter effluent pipeline

Maximizing the water depth in the finished water storage tanks for maximum water storage and submergence over high-lift pumps

Simulations at 17.5 and 35-mgd plant flows were conducted to model hydraulic performance of the existing plant with the new treatment processes included. The results of the model simulations are shown on the hydraulic profile (See Drawings)

3.6.2 Analysis Results The results of the model simulations are discussed below.

3.6.2.1 Hydraulics Upstream of the Filters Raw water pumped to the treatment plant by the low lift pumps flows by gravity through the treatment process to the chlorine contact tank. Hydraulics through the rapid mix, flocculation, and sedimentation processes are set by a constant water surface elevation on top of the filters, which is typically held constant at about 95.75. Therefore, the treatment processes upstream of filtration would not be affected by new treatment facilities downstream of the existing chlorine contact tank.

3.6.2.2 Hydraulics Downstream of the Filters Water flows by gravity through the filters into clearwells underneath Filters 1 through 6, or into a filter effluent header pipe for Filters 7 - 14. Two new 42-inch filter effluent conduits will be installed between the existing filters and the new intermediate pump station. The existing chlorine contact tank will be taken out of service upon completion of the project.

The maximum allowable water surface elevation in the clearwells beneath the filters is about 84.0 to avoid fully submerging the concrete tanks. Based on preliminary structural evaluation conducted in 2008, the


3-12 WBG120914064653MKE

tanks were not designed for pressurized operation, and the concrete of the filtration structure likely would crack from prolonged pressurized service.

The IPS consists of vertical turbine pumps that will transfer filtered water through UV disinfection to the new finished water storage tank. The IPS wetwell will be provided with a baffle wall to minimize changes in water level in the filter effluent pipes. The baffle wall will be set at elevation 73 to control water level while preventing pressurization of the Filters 1-6 clearwell at 35 mgd with one 42-inch filter effluent conduit out of service. Downstream of the baffle wall, the water surface elevation will vary based on pump operations. The bottom elevation of the wetwell inlet pipe trench will be set at 60 while the top of the trench will be set at 67.67. The minimum water surface elevation in the wet well will be 69 to ensure a minimum pump submergence is maintained. Normal water elevation in the IPS wet well will range between elevation 79.0 and 84.0

3.6.2.3 Intermediate Pump Station Hydraulics The new IPS will use vertical turbine centrifugal pumps. Water is pumped through medium-pressure, closed vessel, UV disinfection reactors. After UV disinfection, the pumped water flows into a new 2 million gallon, above grade finished water storage tank via two 36-inch pipes. It is assumed that three 24-inch UV disinfection units will be provided, with two operating UV disinfection units at 30 mgd, splitting flow evenly. At 15 mgd, head loss through a single UV disinfection unit is about 12 inches. The total dynamic head required for the IPS will vary based on friction losses through UV disinfection units, piping, valves, and finished water storage tank water surface elevation.

The hydraulics of the IPS are dependent upon the water level in the IPS wet well, the water level in the new Storage Tank, and the piping and appurtenances in between. All of these components were used to develop system curves to define the design conditions of the Intermediate pumps and the envelope of system conditions under which the Intermediate pumps will operate.

Proposed design criteria were used to define the water levels. For the IPS wet well, as described in Section 3.6.2.2, minimum and maximum water levels of 69’ and 84’, respectively, were used, and an average water level of 80’ was assumed. For the new Storage Tank, minimum, average, and maximum water levels of 108’, 123’, and 133’, respectively, were used.

For this analysis, two conditions were considered. The first is for the currently designed system of two 9 MGD and two 12 MGD pumps installed, hereinafter called Phase 1, and the second is for the potential build-out conditions with six 12 MGD pumps installed, hereinafter called Phase 2.

Based on these water levels and distribution system model results, system curves for the HLPS were developed and are illustrated in Exhibit 3-10.

For the design of the IPS, both Phase 1 and Phase 2 conditions are considered. The initial pump sizes call for a pair of 12 MGD pumps and a pair of 9 MGD pumps. The 12 MGD pumps are intended for operation in both Phases 1 and 2, so they will be sized based on Phase 2 conditions and analyzed to ensure acceptable operation under Phase 1 conditions. The 9 MGD pumps are intended for Phase 1 and for reduced speed operation to produce the minimum flow rate of 5 MGD. In the future, possibly even before Phase 2, these 9 MGD pumps could be replaced or modified to produce 12 MGD. Based on these assumptions and the target firm pump station capacities, the following design conditions shown in Exhibit 3-11 were chosen:

Phase 1: 30 MGD @ 52’ TDH

Phase 2: 60 MGD @ 62’ TDH


WBG120914064653MKE 3-13

Exhibit 3-10

Because the IPS will have multiple pumps operating parallel, analysis of the hydraulic coverage provided by the multiple pumps is necessary. Exhibit 3-12 below illustrates an example of this analysis for an example vertical turbine centrifugal pump considered for Phase 1 conditions. The exhibit shows that for nearly all system conditions, both the 9 MGD and 12 MGD pumps operate within the Preferred Operating Region (the blue and green dashed lines) by varying the number of pumps operating and/or varying their speed of operation. The Preferred Operating Region (POR) is defined by Hydraulic Institute Standard 9.6.3 as 70% to 120% of the Best Efficiency flow rate for the pump. For conditions where the pumps may not be with the POR, such as the 12 MGD pump under low system head conditions, the speed of the pump can be reduced slightly to bring its operation within the POR. Exhibit 3-13 below illustrates an example of this analysis for a pump selection for Phase 2 conditions. Note that for nearly all of the hydraulic conditions in the shaded area in Exhibit 3-13, the pumps are operating within the POR, once again by varying the number of pumps operating and/or varying their speed of operation.

3.6.2.4 High Lift Pump Station Hydraulics The new HLPS will use horizontal split-case centrifugal pumps. A 42-inch gravity conduit will connect the finished water storage tank to the pump suction header for the HLPS. The minimum hydraulic grade line in the finished water storage tank is about 100 feet, to provide sufficient submergence above the high lift pump intake header.

The hydraulics of the HLPS are dependent upon the water level in the new Storage Tank, the water levels in the elevated storage tanks in the distribution system, and the distribution system itself—its installed and operating pipes, pipe friction, and location of demands. All of these components were used to develop system curves to define the design conditions of the High Lift pumps and the envelope of system conditions under which the High Lift pumps will operate.


3-14 WBG120914064653MKE

Exhibit 3-11

Exhibit 3-12


WBG120914064653MKE 3-15

Exhibit 3-13

Proposed design criteria and existing data were used to define the water levels. For the new Storage Tank, minimum, average, and maximum water levels of 108’, 123’, and 133’, respectively, were used. The water level may be drawn down to approximately 100’ when draining the new Storage Tank, but this unusual condition was not used for the analysis of the normally expected operating conditions, although the pumps are designed to operate in this condition. For the elevated storage tanks in the distribution system, existing data was used to define the minimum, average, and maximum water levels as 239’, 250’, and 259’, respectively.

The distribution system model was obtained and examined for its current condition with the addition of a new 36-inch diameter water main extending from the existing 36-inch water main near the water plant to Puetz reservoir for flows up through 35 MGD (24,300 gpm). The distribution system friction was not varied because the model is well-calibrated to actual field measurements.

Based on these water levels and distribution system model results, system curves for the HLPS were developed and are illustrated in Exhibit 3-14. The design condition using the normal system curve is identified as 30 MGD (20,850 gpm) at 196 ft TDH.

Because the HLPS will have multiple pumps operating in parallel, analysis of the hydraulic coverage provided

by the multiple pumps is necessary. Exhibit 3-15 below illustrates an example of this analysis for one of the

proposed pump selections. The exhibit shows that, under nearly all operating conditions, the pumps operate

within the Preferred Operating Region (the blue and green dashed lines), by varying the number of pumps

operating and/or varying their speed of operation.


3-16 WBG120914064653MKE

EXHIBIT 3-14

EXHIBIT 3-15


WBG120914064653MKE 4-17

SECTION 4

Architectural Design Criteria 4.1 Basis of Design

The following sections present the design criteria for the Oak Creek Water Plant 2014 project. The design criteria include building characteristics, building codes, and other applicable standards that will guide the design.

4.2 Building Descriptions The Oak Creek Water Plant 2014 project will include two new buildings, the IPS and UV facility with an enclosed walkway to Administration and Filtration Facility and the HLPS. Also included in the project is a new Storage Tank. The general architectural configuration of each is presented in the following sections.

4.2.1 Intermediate Pump Station and Ultraviolet Facility The IPS and UV facility will be an approximately 100-foot by 56-foot one story building on top of pump wet wells. The building will have a pump and UV room, electrical room, and walkway to administration and filtration facility. The pump and UV header piping will be below the floor level in trenches covered in grating. Removable insulated translucent panel skylights will be above the pumps to allow for removal through the roof. Insulated translucent panel skylights and windows will provide natural light.


4-18 WBG120914064653MKE

4.2.2 High Lift Pump Station

The HLPS will be an approximately 140-foot by 56-foot one story building. The building will have pump room, sodium hypochlorite room, fluoride room, and electrical room. The two chemical rooms will be in a recessed containment area with grating that is level with the floor elevation. Access into the new fluoride storage tank will be through the top, and a beam will be provided for confined space retrieval over the tank opening. The pump header piping will be below the floor level in trenches covered in grating. Removable insulated translucent panel skylight will be above the fluoride tank to allow for removal through the roof. Insulated translucent panel skylights and windows will provide natural light.

4.2.3 Storage Tank

The concrete water Storage Tank will be covered with an Exterior Insulation and Finish System (EIFS). Two horizontal bands will be provided with 4-foot-wide vertical sections of face brick will be provided below the lower horizontal band. The brick will match the existing, and the horizontal bands will be in the same color as the brick. The rest of the tank will match the existing cast stone color.

4.3 Building Systems and Materials 4.3.1 General Building Systems and Materials

The materials and building systems should all be selected on the basis of long-term durability and 20-plus year service life typically associated with municipal public works projects.

Exterior appearance: Match existing treatment buildings in color and architectural style.


WBG120914064653MKE 4-19

Exterior walls: A 4-inch standard brick with cast stone accents, air space, 3-inch rigid insulation (R=15), fluid applied vapor retarder, 12- or 8-inch concrete masonry units (CMU).

Interior walls: Painted 12- or 8-inch CMUs.

Interior Paint: Epoxy painted concrete and concrete masonry walls, floors, and ceilings, except for the Fluoride Room which will be coated with a vinyl ester paint system.

Roof: Gravel surfaced four-ply built-up roofing on insulation on vapor retarder on concrete roof deck.

Roof Drainage: Sloped roof to roof drains and scupper overflows with tapered insulation.

Roof access: Roof access provided by an aluminum ladder with roof hatch.

Flashings: Stainless steel flashings.

Doors: Dark bronze anodized aluminum doors and frames for typical door and bronze fiberglass reinforced plastic doors and frames for chemical rooms and fire-rated doors. The glass in the doors to be tinted tempered insulated glass with low emissive coatings to provide maximum thermal performance.

Door Hardware: Commercial grade hardware, bronze color. Corbin Russwin lever lock sets.

Natural Lighting: Insulated translucent fiberglass panel windows and skylights will provide for equipment removal and natural light into the interior spaces. Dark bronze anodized aluminum framing and insulted translucent fiberglass panels, using a thermal break will be used to provide long term durability.

Louvers: 6-inch dark bronze anodized aluminum fixed drainable louvers, and 6-inch bronze (stone white) fiberglass reinforced plastic louvers at the chemical rooms

Safety Equipment: Fire extinguishers.

Signs: Room nameplates and safety signs.

Pipe Labels: Painted color coding of pipes and plastic pipe and equipment labels.

Handrail: Clear anodized aluminum two rail handrails.

Grating: Aluminum grating with fiberglass reinforced plastic grating in the chemical rooms.

4.4 Codes 4.4.1 Wisconsin Codes

Building Code International Building Code (IBC) 2009 with amendments in Wisconsin Department of Safety and Professional Services Chapter Safety and Professional Services (SPS) 362, Building and Structures.

Existing Building Code International Existing Building Code (IEBC) 2009 with amendments in Wisconsin Department of Safety and Professional Services Chapter SPS 366, Existing Buildings.

Fire Code NFPA 1 Fire Code 2009 with amendments in Wisconsin Safety and Professional Services Chapter SPS 314, Fire Prevention.

Energy Code International Energy Conservation Code (IECC) 2009 with amendments in Wisconsin Safety and Professional Services Chapter SPS 363 Energy Conservation.

Mechanical Code International Mechanical Code (IMC) 2009 with amendments in Wisconsin Department of Safety and Professional Services Chapter SPS 364, Heating, Ventilation and Air Conditioning (HVAC).


4-20 WBG120914064653MKE

Fuel Gas Code International Fuel Gas Code (IFGC) 2009 with amendments in Wisconsin Department of Safety and Professional Services Chapter SPS 365, Fuel Gas Appliances.

Plumbing Code Wisconsin Department of Safety and Professional Services Chapter SPS 381–387 Plumbing.

Electrical Code National Electrical Code (NEC) 2008 with amendments in SPS 316, Electrical.

Accessibility Code International Code Council (ICC)/American National Standards Institute (ANSI) Standard A117.1-2003, Accessible and Usable Buildings and Facilities.

4.4.2 Intermediate Pump Station and Ultraviolet Facility Building Code: The Wisconsin Commercial Building Code, current International Building Code,

2009

Occupancy and Use: F-2, Low Hazard Industrial

Type of Const.: II-B, non-combustible, non-rated

Floor Area: 5,920 square feet

Number of Stories: One story

Building Height: 13 feet

Fire Protection: Fire extinguishers at exits.

4.4.3 High Lift Pump Station Building Code: The Wisconsin Commercial Building Code, current International Building Code,

2009

Occupancy and Use: F-2, Low Hazard Industrial Sodium Hypochlorite and Fluoride rooms are H-4 Hazardous

Type of Const.: II-B, non-combustible, non-rated

Floor Area: 7,800 SF

Number of Stories: One story

Building Height: 24 feet

Fire Protection: Fire extinguishers at exits. Sprinkler system for H-4 occupancies.

Occupancy Separation: A 3-hour separation between F-2 and H-4

WBG120914064653MKE 5-1

SECTION 5

Structural 5.1 Description of Project Structures and Facilities

5.1.1 Intermediate Pump Station and Ultraviolet Facility The IPS and UV facility will be an approximately 100-foot by 56-foot one story building on top of pump wet wells. The building will be constructed with a corrugated metal roof deck with concrete fill on top of it. The roof deck will be supported on wide flange steel beams that will bear on masonry walls. Foundations are expected to be continuous concrete footings and will have to be verified after the geotechnical investigation is completed. The pump wet wells will be constructed of cast in place concrete.

The pump and UV header piping will be routed below the floor level into cast in place concrete trenches. Grating will be placed over the trenches.

5.1.2 High Lift Pump Station The HLPS will be an approximately 140-foot by 56-foot one story building. The building will be constructed with a corrugated metal roof deck with concrete fill on top of it. The roof deck will be supported on wide flange steel beams that will bear on masonry walls. Foundations are expected to be continuous concrete footings and will have to be verified after the geotechnical investigation is completed.

The pump header piping will be routed below the floor level into cast in place concrete trenches. Grating will be placed over the trenches.

5.1.3 Storage Tank The Storage Tank will be approximately 100-foot-diameter by 35-foot side water depth. It will be a wire or strand wrapped prestressed concrete tank with a freestanding concrete dome roof.

5.2 Codes, Standards, and Regulations The following is a list of codes, standards, regulations, and references to be used in this project.

American Society of Civil Engineers (ASCE):

ASCE Standard 7, Minimum Design Loads for Buildings and Other Structures

American Concrete Institute (ACI):

ACI 301, Specifications for Structural Concrete

ACI 318, Building Code Requirements for Structural Concrete

ACI 350, Code Requirements for Environmental Engineering Concrete Structures

ACI 372, Design and Construction of Circular Wire and Strand Wrapped Prestressed Concrete Structures

ACI 530, Building Code Requirements for Masonry Construction

American Institute of Steel Construction (AISC):

AISC Manual of Steel Construction

AWWA Standard D110:

Wire and Stand Wound, Circular, Prestressed Concrete Water Tanks


5-2 WBG120914064653MKE

2009 Edition of IBC with amendments in Wisconsin Department of Safety and Professional Services Chapter SPS 362, Buildings and Structures.

Concrete design and analysis will be of the ultimate strength design per ACI 318, Building Code Requirements for Structural Concrete. Hydraulic structures will be designed in accordance with the recommendations of ACI 350, Code Requirements for Environmental Engineering Concrete Structures.

Structural steel will be designed and analyzed in conformance with AISC Manual of Steel Construction Load and Resistance Factor Design (LRFD) method.

Masonry design and analysis will conform to the requirements of ACI 530 Building Code Requirements for Masonry Structures, using the working stress method of design.

5.3 Design Loads 5.3.1 General

Occupancy Category: III

5.3.2 Dead Loads Roof Dead Load:

Built Up Roof: 7 pounds per square foot (psf)

Insulation: 5 psf

Total Roof Dead Load: 12 psf plus actual weight of roof structure.

Floor Dead Load: Actual weight of floor structure

Wall Dead Loads:

8-inch CMU plus 4-inch Brick: 100 psf

12-inch CMU plus 4-inch Brick: 140 psf

8-inch CMU: 61 psf

Windows, Curtain Walls, and Doors: 20 psf

5.3.3 Collateral Dead Loads Collateral dead loads are allowances for suspended utilities such as small piping, ducts, lights, conduit, cable trays, and sprinklers.

Roof Collateral Dead Load: 15 psf

5.3.4 Live Loads Roof live load (not including snow): 20 psf min

Electrical rooms and motor control centers: 300 psf

Grating, checkered plate and hatch covers: Same as surrounding floor area, 100 psf, minimum

Mechanical HVAC rooms: 200 psf

Process areas: 300 psf

Stairs, landings, platforms, and corridors: 100 psf

Storage Areas: Actual stored weight, 250 psf minimum

Areas with unrestricted vehicle access: American Association of State Highway

And Transportation Officials (AASHTO) H20 wheel loading

See Impact Loads and Other Machinery Loads for other equipment related live loads.

5.3.5 Seismic Loads The following are in reference to IBC, SPS chapter 362, and ASCE 7 codes:

Spectral response acceleration at short period (Ss): 112

Spectral response acceleration at 1 second period (S1): .046

5–STRUCTURAL

WBG120914064653MKE 5-3

Seismic importance factor (Ie): 1.25

Site Classification: To be determined

5.3.6 Wind Loads The following are in reference to IBC, Wisconsin Commercial Building Code, and ASCE 7 (Method 2):

Wind speed (3 second gust): 90 miles per hour (mph)

Exposure Category: B

Importance Factor (Iw): 1.15

5.3.7 Snow Loads The following are in reference to IBC, Wisconsin Department of Safety and Professional Services Chapter SPS 362, and ASCE 7:

Ground Snow Load (Pg): 30 psf

Snow Exposure Factor (Ce): 1.0

Thermal Factor (Ct): 1.0

Importance Factor (Is): 1.1

Snow drift loads will be calculated in accordance with ASCE 7.

5.3.8 Rain Loads Rain loads on roofs will be calculated in accordance with ASCE 7 and IBC. Roofs shall be designed for rainwater accumulated due to blockage of primary drainage system. Ponding shall also be checked for roofs with slopes less than a quarter inch per foot.

5.3.9 Impact Loads and Other Machinery Loads Equipment loading shall be confirmed by data sheets requested from the manufacturers.

Light Machinery (shaft or motor driven): Loads shall be increased by 20 percent minimum or manufacturer’s recommendation for impact.

Reciprocating Machinery or Power-driven Unit Supports: Loads shall be increased by 50 percent minimum or manufacturer’s recommendations for impact.

Torsional and Thrust Force: Maximum torsional and thrust forces from vertical turbines to be given by equipment manufacturer. Any other torsional and thrust forces shall be identified.

Vertical Impact due to Lifting Devices: The maximum wheel loads of the crane shall be increased by the following percentages:

Cab operated, and remotely operated top running bridge cranes (powered) 25 percent

Monorails, under hung bridge cranes and pendant-operated top running bridge cranes (powered):

Hoist lift speeds of less than 30 feet per minute: 15 percent

Hoist lift speeds of 30 to 100 feet per minute: 0.5 x hoist lift speed

Hoist lift speeds greater than 100 feet per minute: 50 percent

Magnetic pickup or vacuum lift type systems: 50 percent

Bridge cranes or monorail cranes with hand-geared bridge, trolley, and hoist: 0 percent

Lateral Force due to Lifting Devices: For cranes with electrically powered trolleys, the lateral force applied perpendicular to the crane runway beams shall be calculated as 20 percent of the sum of the rated capacity of crane and the weight of the hoist and trolley.


5-4 WBG120914064653MKE

Longitudinal Force due to Lifting Devices: The longitudinal force on crane runway beams, except for bridge cranes with hand-geared bridges, shall be calculated as 10 percent of the maximum wheel loads of the crane.

5.3.10 Liquid Loads Ground water and flood levels will be defined in the geotechnical report. Wall loads and uplift pressures due to ground water level will be considered based on ground water levels given. Weight of the structure will be used to counteract uplift whenever possible. The factor of safety for buoyancy shall be 1.1 against 100-year flood level. The factor of safety for buoyancy shall be 1.25 against typical high ground water level.

Tanks will be designed for maximum liquid levels at overflow. Where there is no overflow, tanks will be designed for maximum liquid level at top of the walls.

5.3.11 Earth Loads Lateral design loads due to earth pressure and other geotechnical design parameters will be defined in the geotechnical report (see geotechnical design parameters listed below). Surcharge loads as recommended by the geotechnical report to be applied to the design of below grade walls.

5.3.12 Test Loads All liquid-containing tanks shall be tested for water tightness. Where economically feasible, walls around tanks will be designed assuming elevated floor and roof slabs will not be installed prior to water-tightness testing and backfilling.

Test loads for foundation support elements to be determined from geotechnical recommendations.

Structure shall be designed for test loads for equipment and piping.

5.3.13 Special Loads Handrail and Guardrail Systems: A 200-lb concentrated load or 50 pounds per foot uniform load applied in any direction at top of rail (see IBC, 1607.7).

5.4 Load Combinations Building Structures:

LRFD: IBC, Section 1605.2

Allowable Stress Design (ASD): IBC, Section 1605.3

Hydraulic Structures:

Normal operating level with no backfill (water-tightness test condition)

Empty basin with backfill in place

As mentioned above, walls around tanks may be designed assuming elevated floor and roof slabs will not be installed prior to backfilling.

5.4.1 Geotechnical Design Parameters The geotechnical report shall provide pertinent geotechnical design data including the following, as appropriate:

Geotechnical Recommendations

Design Frost Depth

Footing Bearing Depth

Allowable Soil-bearing Pressure

Description of Deep Foundation System and Capacity

Lateral Earth Pressures (active, at-rest, passive)

5–STRUCTURAL

WBG120914064653MKE 5-5

Coefficient of Friction

Subgrade Modulus

Soil Unit Weight (dry, saturated)

Structural Fill Requirements

Engineered Fill Requirements

Maximum Design Groundwater Elevation and 100-Year Flood Elevation

Over-excavation Requirements

Requirements for Excavation and Excavation Support Adjacent to Existing Structures

Surcharge

5.4.2 Deflection Criteria Roof Members:

Dead + Live: L/240

Live Only: L/360

Snow Only: L/360

Floor Members:

Dead + Live: L/240

Live Only: L/360

Steel Floor Plates and Grating:

Live : L/360

Crane Suspension System:

Monorail Crane: L/800

Bridge Crane: L/1000

Beams and Lintels Supporting Masonry:

Deflection of beams and lintels due to dead plus live loads shall not exceed the lesser of L/720 or 0.3 inch when providing vertical support to masonry. Deflection of structural members bracing masonry for out-of-plane loads shall not exceed L/360.

Exterior Walls and Interior Partitions subjected to live, snow, or wind loads:

Deflection shall not exceed L/240.

5.4.3 Vibration Design Criteria Equipment manufacturers shall be consulted for vibration-related information such as frequencies, unbalanced loads, use of vibration isolators or dampeners, and support requirements. All rotating equipment that produces vibrations of sufficient magnitude shall be mounted on concrete foundations or concrete support systems.

The concrete support and surrounding structure shall be designed such that the natural frequency will be less than 0.5 times or 1.5 times the normal operating frequency of the equipment. Special consideration shall be given to variable frequency equipment.

Anchorage to concrete foundations shall be with embedded anchor bolts, not post-installed anchors.

5.4.4 Structural System Requirements New materials that will be used in this project will meet the following:

Concrete: f’c = 4,500 pounds per square inch (psi) at 28 days

Concrete Masonry: f’m = 1,500 psi


5-6 WBG120914064653MKE

Reinforcing Steel (unless otherwise noted): American Society of Testing and Materials (ASTM) A 615, Grade 60

Welded Reinforcing Steel: ASTM A 706, Grade 60. Welding shall conform to AWS D1.4

Structural Steel (unless otherwise noted): ASTM A 36, Fy = 36 kips per square inch (ksi)

Structural Steel (W shapes): ASTM A 992, Fy = 50 ksi

Structural Steel (Pipes): ASTM A 501 or ASTM A 53, Grade B

Structural Steel (Square/Rectangular Tubing): ASTM A 500, Grade B

Anchor Bolts: ASTM F 1554 Grade 36

Structural Bolted Connections: ASTM A 325

Stainless Steel: AISI, Type 316

Aluminum: Alloy 6061-T6 or 6351 –T6

Steel Deck: ASTM A653 or ASTM A611

WBG120914064653MKE 6-1

SECTION 6

Building Services Design Criteria This section presents HVAC and plumbing design criteria and describes proposed HVAC improvements for the Oak Creek Water Treatment Plant 2016 Improvements.

6.1 Design Criteria The design criteria for this project shall be based upon the following:

SPS 360-366 Wisconsin Commercial Building Code

SPS 363 Energy Conservation (ComCheck will be run for building envelope code compliance)

SPS 364 Heating, Ventilating, and Air Conditioning

SPS 365 Fuel Gas Appliances

SPS 381-387 Wisconsin Plumbing Code SPS 314 Fire Prevention

Fuel Gas Code IFGC

ASHRAE American Society of Heating, Refrigerating, and Air Conditioning Engineers, Standard 62.1- Ventilation for Acceptable Indoor Air Quality

The recommended criteria need not be followed when it would prove uneconomical or impractical. However, code requirements must be met in all cases.

6.2 Design Data Outdoor Design Conditions (based upon Milwaukee data):

Summer:

ASHRAE 0.4 Percent Design

90°F (Dry Bulb)

75°F (Wet Bulb)

Winter:

Wisconsin Energy Code

-10°F (Dry Bulb)

Indoor Design Conditions: The indoor design conditions vary, depending on the occupancies of the areas served. Conditions listed in Exhibit 6-1 should be used. The indoor design conditions listed below are in accordance with the comfort criteria established in the Wisconsin Administrative Code, where applicable.

EXHIBIT 6-1 Indoor Design Conditions

Occupancy Temperature Range (F) Ventilation or Air Conditioned Chemical Storage Areas 60 °F to ambient plus

10 °F 1.5 cubic feet per minute (cfm)/ft2 (1)

Pump and UV Rooms 60 °F to ambient plus 10 °F

Intermittent and heat relief or exhaust ventilation)

Elect Rooms 60 °F to 85 °F Minimal outside air and air conditioned

1) American Society of Heating, Refrigerating, and Air Conditioning Engineers (ASHRAE) Standard 62.1-2004 Ventilation for Acceptable Indoor Air Quality

https://docs.legis.wisconsin.gov/code/admin_code/sps/safety_and_buildings_and_environment/361_366/363.pdf




6-2 WBG120914064653MKE

Building Pressurization: In general, the electrical rooms will be maintained at positive pressure in order to control infiltration, to minimize entry of dust and dirt, and to facilitate filtering of supply air. Negative building pressure will be used for the chemical rooms.

6.3 Heating, Ventilation, and Air Conditioning Pump Rooms (Intermediate and High Service):

Heat: Gas-fired unit heaters.

Ventilation: Heat ventilation exhaust fans and wall louvers. Ventilation Design will be for 5 of the 6 (includes 2 future) pumps running in each pump stations with a 10°F temperature rise. Using 90 °F ambient this would be an indoor temperature of 100 °F

Dehumidification: There will be no open water surfaces in either pump room. A portable Hi-E-Dry dehumidifier will be provided in each pump room.

Chemical Rooms (Fluoride at 6,000 gallons storage and Sodium Hypochlorite at 900 gallon tote storage):

General: HVAC equipment will be specified for the chemical corrosive environment.


Ventilation: Ventilation exhaust fans and wall louvers. Each room will be exhausted to the outside separately. The exhaust fans will maintain a negative pressure. Ducting will extend to 1 ft above the floor or pit and be connected to the exhaust fan to ensure good air flow and any fume bine drawn down away from personnel.

Dehumidification: None.

UV Room:


Ventilation: Ventilation exhaust fans and wall louvers.

Dehumidification: Same as IPS.

Electrical Rooms (Intermediate and High Service):

Air Conditioning: Roof mounted packaged air conditioning unit with indirect natural gas fired heating section complete with economizer and inlet air filters.

Dehumidification: None

Controls:

AC Units: Room heating thermostats.

Unit heaters: Integral unit thermostats.

Heat Ventilating Exhaust Fans: Room thermostat.

Chemical Room Exhaust Fans: Manual switches near entry doors to be turned to high speed.

Ductwork: Ductwork will be made of aluminum.

6.4 Plumbing Safety Showers: There will be three eyewash/safety showers, one inside of each chemical room and one at the fluoride unloading station. Since sodium hypochlorite will be delivered and stored in totes there is no need for an outside unit by that room. Eyewash/safety showers will be fitted with individual flow alarms and be connected to the tempered water system.

6–BUILDING SERVICES DESIGN CRITERIA

WBG120914064653MKE 6-3

Tempered Water: Tempered water will be supplied from a new tempered water system with an instantaneous electric hot water tank.

Drains:

General: All drains will be routed to the sanitary sewer system.

Pump and UV Rooms: There will be area floor drains. There will be hub drain at each pump for seal water drainage, each UV reactor and at water sample locations.

Chemical Rooms: There will be floor drains near each safety shower which will also provide area drainage.

Electrical Rooms: None.

Hose Bibbs:

General: All hose bibbs will be off the potable water system and be protected with backflow preventers

Pump and UV Rooms: There will be area hose bibbs for wash down.

Chemical Rooms: There will be area hose bibbs for wash down.

Electrical Rooms: None.

Piping:

Water piping system will be copper with bronze valves.

The cold water lines will be insulated.

Drainage pipe will be cast iron soil pipe (CISP).

6.5 Fire Protection The new chemical storage rooms are corrosive, and sprinklers are required. The occupancy is conservatively rated as Ordinary, Group 2 with an area/density of 0.20 gpm/ft2.

6.6 Storm Drainage Roof drains will be provided with discharges to grade.

Piping will be cast iron soil pipe (CISP). Both the exposed roof and overflow drains will be insulated.

WBG120914064653MKE 7-1

SECTION 7

Instrumentation, Controls, and Security 7.1 Basis of Design

The following sections present design criteria for the Oak Creek Water Treatment Plant 2016 Improvements. The design criteria are separated into two broad sections: Instrumentation and Control (I&C) and Security.

7.2 Instrumentation and Control 7.2.1 General

The project will include two new buildings: Intermediate Pumping and UV and the HLPS (which will also include a new, associated storage tank).

The general design approach will be to match existing systems in the remainder of the plant. The existing programmable logic controller (PLC) and Video/Security/Admin networks will be extended into the new facilities.

7.2.2 Control Systems——Existing The existing control system consists of the following major components:

Allen-Bradley SLC500 PLC. There are currently eight major process controllers at the plant: PLC A – raw water, PLC B – finished water, PLC C and C2 – chemical feed, and PLCs D, E & H – filtration and PLC F – radio telemetry. PLC G – low lift is located at the low lift pump station and PLC-G1 and PLC-G2 act as gateways to bring power monitoring data from some switchgear into Supervisory Control and Data Acquisition (SCADA).

Rockwell RSView32 human machine interface (HMI) server with two RSView Active Display Client computers.

One of the client computers is also configured to operate as a backup HMI server in an emergency (the “panic button”).

Historical data is logged on the HMI server to a Microsoft Access database.

Rockwell RSMessenger is installed on the HMI server, providing voice alarms over the public address (PA) system.

Plant-wide Ethernet networks for the PLC/process control and video/security/admin functions.

Various field devices and instruments, providing discrete or 4-20 milliampere (mA) signals back to the appropriate PLC.

Filter consoles for local operation of the filters. Selected monitoring and control of critical items is available on the backup control panel (BCP) in the control room.

7.2.3 Control Systems—New At the new IPS and UV building, a new PLC, PLC-I, will be located in the building to monitor and control the pumps, valves and associated instruments and perform any control needed for the UV reactors. A new fiber center will be installed in the pump station and will provide Ethernet switches for the PLC/process network and the video/security/admin network. Phone and PA service will be provided in the new building. A new SCADA PC will be located in the building to allow an operator in the building to interact with SCADA.

At the new HLPS and reservoir, a new PLC, PLC-B2, will be located in the building to monitor and control the pumps, valves and associated instruments. A new fiber center will be installed in the pump station and will provide Ethernet switches for the PLC/process network and the video/security/admin network. Phone and


7-2 WBG120914064653MKE

PA service will be provided in the new building. A new SCADA PC will be located in the building to allow an operator in the building to interact with SCADA.

The new plant PLCs (PLC-I and PLC-B2) will be AB CompactLogix series, as an upgrade to the existing AB SLC PLCs currently used at the plant. They will be connected to SCADA via Ethernet. The I/O “philosophy” will remain unchanged from the SLC PLCs, meaning:

4-20mA input/outputs for analog signals

120 virtual audio cable (VAC) digital inputs

120VAC-rated relay outputs for digital outputs

1769-L36ERM controller

The intent is that the software be configured to operate the same as other systems in the plant.

The SCADA software, RSView32, will be upgraded to the latest version. There will be a conversation with Rockwell about how to preserve the RSMessenger PA alarm functionality during an upgrade to FTViewSE. If Rockwell has a solution acceptable to plant staff, RSView32 will be upgraded to FTViewSE. This will have no significant change on the application, computers, or other design aspects of the control system.

7.2.4 Instrumentation Equipment and suppliers will be duplicated from existing systems, particularly, the following:

Level: Ultrasonic level transmitters, Milltronics (now Siemens-Milltronics)

Flow: Magnetic flow meters, competitive bid to include Badger, Sparling, Rosemount, ABB. Note that Sparling meters will only be considered at larger sizes (greater than 6 inches) due to plant experience during the last expansion project.

Turbidity: Hach 1720E, consider laser units for lower range.

Pressure: Foxboro or Rosemount, non-HART units.

UV Transmittance: Real-Tech M3000 or S::can i::scan UVT analyzer.

Others: Match existing units in plant, where possible.

Instrument signals will use standard 4-20 mA signals.

7.2.5 Power Monitoring/Control The new switchgear in the High Service Pump Station will be monitored at the switchgear level and at major devices. The power monitors used will be AB PowerMonitor 1000, no equal – based on previous plant experience with difficulty communicating with non-AB power monitors.

At this time, there are no plans to automate the breaker operation – which would remain manual.

Generator monitoring and controls would be similar to those implemented for the plant and raw water units.

7.2.6 Security 7.2.6.1 Security Systems—New

The plant has an extensive, existing access control and monitoring system. This system will be extended in the following ways:

Provide card readers, request-to-exit sensors and electric strikes to allow automated access on all exterior doors. Exceptions will be made for doors that are infrequently used.

Expand the security/access control system to include the new buildings. Most likely this means copper to the IPS and fiber to the High Service pump station.

7–INSTRUMENTATION, CONTROLS, AND SECURITY

WBG120914064653MKE 7-3

Add cameras to provide coverage inside and out for the new buildings. Use one pan-tilt-zoom camera inside the pumping rooms to provide full coverage of the room. Use fixed cameras elsewhere, except outside as needed to provide full coverage. The exact selection of cameras will be determined during final design.

Add additional licenses to the existing video system for the new cameras.

Reuse and extend the existing video network to connect the new cameras. New cameras should be power over ethernet-type and match the Axis cameras already in use at the plant.

The plant PA system will be extended into the new facilities, but is planned to be speaker-only system (to prevent having to replace the existing system in the treatment plant). Currently, an IP-type extension system, similar to what is used at Raw Water is planned.

Phone jacks will be provided in the new buildings for plant phones.

WBG120914064653MKE 8-1

SECTION 8

Electrical 8.1 Introduction

The purpose of this section is to outline the electrical design process and set basic electrical design criteria for the Utility 2016 Water Treatment Plant Improvements.

8.2 Design Scope The electrical improvements associated with this project will accomplish the following:

Replace 40 year old power distribution equipment for which it is difficult to find parts. The new equipment will double the power distribution capability of the water treatment plant. The existing 2.4kV primary switchgear, two 2.4kV-480V transformers XFMR-1 (North) and XFMR-2 (South), and existing 480 V switchgear USS-1 and USS-2 will be replaced with new, larger capacity equipment for loads associated with this project and also to accommodate future expansion. All new switchgear will be of the arc resistant type, improving safety for plant personnel. The existing 2.4kV motor control center that feeds existing high lift pumps will be demolished and not be replaced.

Provide a power distribution system in the new HLPS in a dedicated electrical room. The new HLPS will require two 3000 kilovolt-ampere (kVA), 2.4kV-480V transformers XFMR-17A and XFMR-17B, and 480V switchgear LVSWGR-3 and LVSWGR-4 for power distribution. The transformers will be mounted outdoors. Four VFDs will be provided to drive two new 400 hp pumps and two 600 hp pumps, with provisions to replace the 400 hp pumps with 600hp pumps, and add two more 600 hp pumps in the future. The VFDs will allow the plant operators to control motor speed.

Provide a power distribution system for the new IPS and UV facility in a dedicated electrical room. The new IPS will require two 1500 kVA, 2.4kV-480 V transformers XFMR-18A and XFMR-18B and 480 V switchgear LVSWGR-5 and LVSWGR-6 for power distribution. This switchgear will then distribute 480 V power to two motor control centers (MCCs) housed in this electrical room. One MCC will feed the intermediate lift pumps, and the other the UV facility. Both of these MCCs will have two incoming breakers and a tie breaker that are kirk-key interlocked. The kirk key interlock will assure that both incoming feeds are not connected at the MCC level. Four VFDs will be provided to drive two new 125 hp or 150 hp pumps and two new 200 hp intermediate lift pumps, with provisions to upgrade the smaller motors to 200 hp, and add two more 200 hp pumps in the future. Three of the VFDs to be installed immediately will be duty, and the other one will be standby. The UV system is expected to draw 225kW now, and up to 300kW in the future.

Double backup generator power to accommodate additional loads by adding a second generator similar in size to the existing generator. Type of fuel and amount of fuel storage to match existing generator. Either generator will be able to power the existing loads on the existing unit substations, along with some additional plant loads. Both generators will be able to power all plant loads not in the HLPS and some but not all high lift pumps, depending on the running load. The new generator and transfer switch will be located in the pump room that contains the existing high lift pumps, so that it is close to the existing generator and 2.4kV switchgear.

Accommodate the possibility of future expansion. Existing main transformer XFMR-3B (East) will be upgraded from 2,000 kVA to 5,000 kVA as a part of this project to accommodate future loads. Existing 3000 kVA main transformer XFMR-3A (West) can be upgraded to 5,000 kVA in the future without purchasing new switchgear downstream. 5,000 kVA is sufficient to power all existing and anticipated future loads from a single transformer. Spare capacity and spare breakers will be provided at multiple


8-2 WBG120914064653MKE

voltage levels to accommodate future loads. Both generators can also be doubled in size or a third and fourth generator of the same size can be added without changing the downstream switchgear.

8.3 Sequence of Construction To minimize interruption in water service during construction it is necessary for both the existing switchgear and substation to remain in service while the new switchgear and substation are installed. Electrical work in new buildings may be started at any time in this process. Suggested construction sequence is as follows:

Install and wire electrical equipment in new facilities including the HLPS, IPS, and UV facility, including outdoor dual 2400V-480V transformers.

Install duct bank and from the existing HLPS (which will become an electrical room to new HLPS and IPS electrical rooms.

Remove right angle generator that is connected to HLP-1. Contractor shall leave the generator in service as long as possible.

Install new 2.4 kV Switchgear in the open space in the center and east end of the existing HLPS. Existing equipment will continue to run in the HLPS during this activity.

Install cable from new 2.4kV switchgear to transformers at the new HLPS and IPS.

Transfer all plant power to existing 3,000 kVA transformer. XFMR-3A (West).

Lockout, tag out, and remove existing 2,000 kVA 24.9kV-2.4kV transformer.

Replace fuse in 24.9 kV switchgear. Coordinate safe shutdown of 25 kV switchgear with City of Oak Creek and We Energies.

Install new 5,000 kVA transformer XFMR-3B (East).

Install cable from utility feed to new MV switchgear directly, leaving enough cable to later terminate this cable at new transfer switch ATS-102.

Run cable from existing USS-1/USS-2 to the new MV switchgear. This will temporarily power existing USS-1/USS-2 from the new MV switchgear. A short shutdown of USS-1/USS-2 will be required for this transfer.

Energize the new MV switchgear.

Power remote facilities including new HLPS, IPS, and UV facility. Verify these facilities as operational. Also re-energize existing USS-1/USS-2 from the new MV switchgear and verify operation.

Once operation of new MV switchgear is verified, LOTO existing 3000 kVA transformer/generator feed, remove the feed from the existing 2.4kV switchgear, and feed the new 2.4kV switchgear.

Lockout, de-energize, and remove existing cable and from existing 2.4 kV switchgear. Remove this switchgear, existing high lift pumps, and existing high lift pump starters.

Install new generator GEN-103, automatic transfer switch ATS-103, and new USS-1/USS-2 on the first floor of existing HLPS as soon as demolished equipment is removed.

LOTO and swap one power feeder cable from existing USS-1/USS-2 to new USS-1/USS-2. This will allow both the existing and new USS-1 and USS-2 to be powered at the same time, in case the switchover from existing to new USS-1/USS-2 takes multiple days. Swap feeders from existing USS-1/USS-2 to new USS-1/USS-2, shutting down equipment for brief periods as necessary. Finally. LOTO and remove last power feeder to existing USS-1/USS-2 and connect to new USS-1/USS-2.

Remove existing USS-1/USS-2 from mezzanine.

8—ELECTRICAL

WBG120914064653MKE 8-3

Connect new generator to new transfer switch.

De-energize 5000 kVA transformer XFMR-3B East. Remove cable from new MV switchgear, and connect cable from transformer to transfer switch ATS-103.

Connect cable from ATS-103 to new 2.4kV switchgear, and re-energize transformer XFMR-3B (East).

Verify operation and ability to synchronize with existing generator. Verify that MV switchgear breakers follow the proper sequence of operation.

Note that equipment may need to be energized in a temporary location in the HLPS during construction, and then relocated to its permanent position when existing equipment in this building is removed.

8.4 Codes, Regulations, Standards, and References The design will be based on the following codes and standards:

8.4.1 Codes 2014 NFPA 70, National Electrical Code (NEC)

2012 Life Safety Code (National Fire Protection Association [NFPA]-101-HB85)

2012 National Electrical Safety Code (ANSI C2-2007)

2012 IBC

Applicable state and local codes

8.4.2 Standards ANSI

National Electrical Manufacturers Association (NEMA)

Institute of Electrical and Electronic Engineers (IEEE)

Instrument Society of America (ISA)

Insulated Cable Engineers Association (ICEA)

Occupational Safety and Health Administration (OSHA)

ASTM

Underwriters Laboratory (UL)

Illuminating Engineering Society (IES)

NFPA

8.5 Design Criteria The basic goals of the design criteria are:

1. Develop safe, reliable, and maintainable electrical systems.

2. Promote a consistent and uniform design approach and standardize the types and quality level of equipment specified.

3. Establish a uniform basis for specifications and drawings.

4. Provide a means of incorporating client input on items of preference and experience.

8.5.1 Distribution Voltage Selection Standard distribution systems to be used are:

2,400 V solidly grounded wye, 3-phase, 3-wire

480Y V solidly grounded wye, 3-phase, 3-wire

208Y/120 V solidly grounded, 3-phase, 4-wire


8-4 WBG120914064653MKE

8.5.2 Utilization Voltages The equipment utilization voltages listed in Exhibit 8-1 will be used:

EXHIBIT 8-1 Equipment Utilization Voltages Lighting 120 V, single phase High Intensity Discharge Lighting 120 V single-phase, 208 V single-phase, 480 V three-

phase Convenience Outlets 120 V, single-phase Motor Control 120 V, single-phase Motors, less than 1/2 hp 115 V, single-phase Motors, 1/2 hp and larger Switchgear Circuit Breaker Control

460 V, three-phase 120 V, single-phase

8.5.3 Branch Circuits Connected load and NEC requirements will be used for sizing branch circuit breakers and conductors.

A minimum wire size of No. 12 American wire gauge (AWG) copper will be used for lighting and receptacle branch circuits. No. 10 AWG will be used when voltage drop requires a larger conductor on lighting circuits, and when receptacle circuits are longer than 75 feet. A dedicated neutral will be provided for each lighting circuit; NO common neutral for multiple lighting circuits.

In general, lighting branch circuit loads will be limited to 1,500 watts.

Lighting and receptacle branch circuits will not be combined.

The number of convenience receptacles on any one branch circuit will be limited to five duplex in process areas, and six duplex in office areas.

8.5.4 Demand Factors The demand factors listed in Exhibit 8-2 will be used for sizing power switchgear, MCCs, panel boards and transformers. Connected load will be used for circuit and equipment sizing per NEC requirements.

EXHIBIT 8-2 Demand Factors

Service Demand Factor Lighting 1.0 x Connected Load Emergency Lighting 1.0 x Connected Load Air Conditioning Equipment 1.0 x Connected Load Ventilation Equipment 1.0 x Connected Load Pumps 0.90 x Connected Load Convenience Receptacles 180 VA each Process Loads 1 x Full Load Amps of non-standby loads plus 25 percent of largest motor

8.5.5 Equipment Identification I&C P&ID tag numbers will be used for pumps, I&C devices, and other process equipment shown on electrical drawings. This same numbering method will be used to create unique tags for major electrical distribution equipment.

8—ELECTRICAL

WBG120914064653MKE 8-5

8.5.6 Distribution System Equipment First named manufacturer will be the basis of design.

Pad-mount style transformers will be biodegradable oil-filled, 65°C temperature rise. Configuration to be radial feed dead front construction. Transformers 1000 kVA and larger are to be installed outdoors. Smaller transformers may be mounted indoors. Oil containment will be provided only if required by code.

Manufacturers:

Eaton

ABB

Square D

Cooper Power Systems

Low voltage motor control centers will be double ended with two main circuit breakers. The main circuit breakers will be interlocked with a kirk key system to ensure the MCC is only fed from a single source. Metering will be installed on the main bus of the MCC. The MCCs will have 20 percent spare capacity, comprised of spare circuit breakers, spare starters and prepared space.

Manufacturers:

Allen-Bradley

Eaton

Square D

General Electric

Low voltage variable frequency drives (VFDs), separately mounted from motor control centers if greater than 50hp. VFDs 50hp and smaller may be mounted within the MCC. VFDs for 100 hp and smaller motors will be six pulse drives with 3 percent direct current (DC) link chokes and 3 percent input reactors. No bypass starters, unless required by individual process equipment. VFDs larger than 100 hp will be 18 pulse drives.

Manufacturers:

ABB

Allen-Bradley

Eaton

480V and 208Y/120V power distribution and lighting panelboards with molded case bolt-in-place circuit breakers with integrated short-circuit rating suitable for the available fault current. Panelboards to have 20 percent spare breakers.

Manufacturers:

Square D

Eaton

Siemens

General Electric

8.5.7 Raceway Systems Duct banks and manhole networks will be used for the following systems:

2,400 V and 480 V power distribution

480 V power wiring and 120 V control wiring

Communications systems, including low voltage signal for fire alarm, telephone and data systems, and fiber optic cabling


8-6 WBG120914064653MKE

2,400 V systems will use dedicated manholes.

Cable tray is allowed indoors where practical. Systems shall be installed in separate trays as follows”

2,400 V power distribution

480 V power distribution and 480 V power wiring

208/120V power and control wiring.

Digital and analog signals less than 50 volts.

208/120V power and control wiring may be combined in the same tray with digital and analog signals less than 50 volts if an approved barrier is installer over the length of the tray.

Communications systems, including low voltage signal for fire alarm, telephone and data systems, and fiber optic cable shall be installed in dedicated, separate conduit raceway systems.

Special consideration will be given to separation of raceways involving low-level process control signal wiring and power system wiring to minimize the possibility of interference.

General guidelines for raceway sizing, selection, and installation are given below:

Conduit sizing will be based on XHHW insulation. Conduits will not contain more than 41 individual conductors. Wire fill will be per NEC requirements.

The following minimum sizes will be used:

1-inch minimum diameter for conduit embedded in masonry, encased in concrete, and underground

3/4-inch minimum diameter for all other conduit.

Raceways will be exposed in process areas and electrical rooms.

Raceways will be concealed in walls and ceilings in control rooms, offices, and areas that have finished interiors.

Polyvinyl chloride (PVC) coated rigid galvanized steel conduit will be used for the transition from under slab PVC conduit and concrete encased PVC to exposed rigid aluminum conduit. The transition section will extend from 1 foot below grade or top of floor slab or the last foot of conduit in the floor slab, to 6 inches out of the floor slab, concrete encasement, or above grade.

The number of conduit bends will be limited to an equivalent of 270 degrees on long runs without pull boxes.

Rigid Aluminum conduit will be used for power and 120 volt control circuits in exposed corrosive interior and exterior areas. Rigid aluminum conduit will be mounted away from walls by using spacers.

Rigid galvanized steel conduit will be used for low-voltage status/control (less than 100 V) and analog signal circuits, both underground and above ground. When in corrosive areas, this conduit will be PVC coated rigid galvanized steel.

PVC Schedule 40 conduit and fittings will be used for underground concrete-encased power and 120 volt control circuits.

Rigid aluminum conduit and fittings will be used for power and 120 volt control circuits when exposed or concealed in interior non-corrosive process and non-process areas, and in non-corrosive areas outdoors.

Flexible metal liquid-tight conduit 4-inch or smaller in size will be used for connections to motors, transformers, etc., as required. Fittings will be PVC-coated in wet or corrosive areas.

8—ELECTRICAL

WBG120914064653MKE 8-7

Underground conduit routes will be identified using nonmetallic warning tape above underground concrete encased conduits.

8.5.8 Wire and Cable Stranded copper conductors will be used for all wiring.

Type THHN/THWN-2 insulation will be used for 208/120V applications (conduit will be sized for Type XHHW conductors). Type XHHW-2 insulation will be used for 480V applications. 60°C conductor ampacity ratings will be used for sizing conductors No. 1 AWG and smaller. 75°C ratings will be used for sizing conductors larger than No. 1 AWG.

Minimum conductor size of No. 14 AWG will be used for individual 120-V control circuits. Control circuits will be routed in separate conduits and cable trays from power conduits. Minimum conductor size of No. 12 AWG will be used for 120 V control circuits routed in a common conduit with 480 V power conductors to the motor circuit controls (limited to motor space heater and disconnect auxiliary contact circuits). Individual motor power and control conductors in a common conduit will be done up to a maximum power conductor size of #2 AWG.

120V control circuits will be combined in control cables containing multiple #14 AWG stranded copper conductors with type THHN insulation and a common PVC outer jacket.

Multi-circuit control cable will be used where grouping control circuits is practical, and the number of individual wires exceeds six conductors. When selecting control cable size, 25 percent spare (plus or minus 10 percent) conductors will be used.

Multi-conductor control cable color coding will be ICEA S-61-402 Appendix K, Method 1, Table K-2.

Low voltage status/control (less than 100 V) and analog signal circuits will be routed in 600-V single twisted shielded pair instrumentation control cables. The cables will consist of #16 AWG stranded copper conductors with combination PVC/nylon insulation, drain wire, shield, and PVC outer jacket. Signal circuits will be combined in multi-twisted shielded pair instrumentation control cables with common overall shield. The cables will consist of #18 AWG stranded copper conductors, with a combination PVC/nylon insulation, pair and common drain wires, pair and common shields, and PVC outer jacket. Instrumentation control cables will be per ICEA S-82-552. Low voltage status/control and analog signal circuits will not be routed in the same control cable or conduit with 120 VAC control or power circuits. Low voltage status/control and analog signal circuits will be routed in the same conduit, but not in the same control cable.

Adequate separation of power and I&C wiring will be provided to avoid signal interference. Long parallel runs will be avoided, and analog wiring will be installed in steel conduit.

Under normal conditions, the maximum wire size will be limited to 750 thousand circular mills (kcmil). Parallel conductors will be used for circuits requiring greater capacity. Shielded power cables will be used between adjustable frequency drives and the driven motor.

Conductors and control cables will be tagged with a permanent sleeve or nylon marker plate attached with a nylon strap. Conductor tags with approved tag number will be provided by the contractor and will be located at each termination and in accessible locations.

All conductors need to have colored insulation (except the 2.4 kV wires and 480 V cables #6 AWG and larger, which may be identified with phase colored tape at each end of the cable.).

8.5.9 Color Coding Conductor insulation colors shall be as shown in Exhibit 8-3.


8-8 WBG120914064653MKE

EXHIBIT 8-3 System Color Coding

System Conductor Color All Systems Ground Green 208Y/120 V Neutral White Phase A Black Phase B Red Phase C Blue 480 V Neutral Gray (Not Used) Phase A Brown Phase B Orange Phase C Yellow 4160 V Phase A Brown Phase B Orange Phase C Yellow 120V AC control 1-phase Red Control from External Source 1-phase ungrounded Orange Grounded Orange with White Stripe DC Power Positive Blue DC Signal Negative Red or Clear Ground Black Green with Yellow Stripes

Multiconductor control cable color code shall follow IECA/NEMA color sequence E-2 (formerly K2).

8.5.10 Circuit Identification Assign circuit name based on device or equipment at load end of circuit. Identify circuit at each termination and in accessible manholes and pull boxes. Use plastic sleeves for conductor #3 AWG or smaller and plastic marker plates for larger conductors.

For lighting circuits the panel and circuit number will be identified for each fixture.

8.5.11 Enclosures NEMA 1 enclosures will be used for equipment in finished areas such as control rooms.

NEMA 12 enclosures will be used for motor control centers, VFDs and panelboards in electrical rooms and for equipment in dry locations.

NEMA 4X enclosures will be used for wet locations, and corrosive locations

8.5.12 Distribution System Protection 8.5.12.1 General

Equipment will be selected with adequate momentary and interrupting capacity for the point in the system where it is used. Series rated criteria will not be used, except for self-contained equipment.

Phase and ground fault protective devices and device settings will be selected that will function selectively to disconnect that portion of the system that is malfunctioning with as little disturbance to the rest of the system as possible.

8—ELECTRICAL

WBG120914064653MKE 8-9

8.5.12.2 Motor Protection and Control Each motor will be provided with a suitable controller and devices that will protect the equipment and perform the functions required. Controllers are to be installed in MCC construction.

Circuit breakers 225 amps and smaller and motor starters NEMA size 4 and smaller will be the drawout type with auto disconnect of control and motor power conductors.

MCCs will include feeder circuit breakers and motor starters. Where a variable frequency drive is not required, motor starters for will be the full voltage, non-reversing, combination type with magnetic-only circuit breaker and electronic overload relays with manual reset.

Motor control circuits will be designed at 120V and an individual fused control power transformer with 120-V control voltage will be provided in each motor starter.

Electrical motor starter controls will consist of pilot lights, pushbuttons, or switches, devices such as timers and auxiliary relaying connected with process control as required, safety interlock logic, and other non-process controls (motor protection shutdowns and trouble alarms) as required.

Motor starters controlling process equipment will include RED motor ON light and GREEN motor OFF light. Lights will be the LED push-to-test type. These devices will be mounted on the front of the motor starter cubical. Controls and other pilot devices are to be located at the driven equipment.

Motor starters will be hardwired to the PLC for software control. Networking capabilities are described in Section 4 – Instrumentation and Controls.

8.5.13 AC Induction Motors 8.5.13.1 General

Enclosures for both horizontal and vertical motors will be totally enclosed, fan cooled (TEFC) severe duty for indoor and outdoor locations. Open drip proof (ODP) motors may be considered for pumps 150hp and larger in dry locations. In wet and/or corrosive locations, chemical industry severe-duty (CISD-TEFC) motors, conforming to IEEE 841 standard, will be used. Motor enclosure type to be identified in driven equipment specifications. Bearings will be rated 100,000-hour Anti-Friction Bearings Manufacturers’ Association (AFBMA) B-10 life.

Alternating current (AC) induction motors will be the premium efficiency type with the following:

Inverter duty motors will have a service factor of 1.0. All other motors will have a service factor of 1.15.

NEMA design letter to fit the application (usually NEMA design B), and locked rotor kVA Code G or lower.

Motors will be cast iron.

Bearings for horizontal and vertical motors will be grease-lubricated, with grease addition and relief fittings.

Motor windings will be copper wire. Aluminum windings are not acceptable.

Motors located in damp or wet areas will be provided with 115 V space heaters to prevent moisture condensation. Requirement to be identified in driven equipment specification. Thermal cutout switches to be provided for motors above 150 hp.

TEFC motors will be equipped with weep holes and drain plugs to withdraw condensed moisture

Motors operated by VFDs will be specified inverter duty rated.

8.5.13.2 Disconnect Switches All process equipment motors, motor operated valve actuators, and HVAC equipment not located within sight of its starter will be provided with a disconnect switch located near the equipment. Process equipment


8-10 WBG120914064653MKE

motor disconnect switches will have an auxiliary contact, that when the switch is open, will open the control circuit at the starter.

8.5.14 Grounding 8.5.14.1 Electrodes

Conductors from the ground grid will be connected to the neutral of 480/277-V step-down transformers and 208Y/120V distribution transformer secondary, and to each end of the MCC ground bus.

Grounding electrode ground mats or embedded rods and cables will be designed for a maximum resistance to ground of 3 ohms. Where more than one rod is required, rods will be installed at least 20 feet apart. Minimum of No. 3/0 AWG stranded bare copper cable will be used for interconnecting to ground rods and footing rebar.

Separate grounding systems will be provided for communication and computer systems and isolated PLC I/O. Grounds will be tied together per NEC requirements. New ground grid will be tied to existing plant ground grid where applicable.

8.5.14.2 Equipment Grounding A separate ground conductor sized in accordance with NEC requirements will be installed in raceways for power feeders and branch circuit raceways for motor control, lighting, and receptacle loads.

Shields of shielded instrumentation cables will be grounded to the ground bus at the power supply for the analog or low voltage discrete signal circuit. Shielded instrumentation cables will not be grounded at more than one point.

WBG120914064653MKE 9-1

SECTION 9

Cost Estimate 9.1 Estimated Construction Cost

A construction cost estimate was prepared during design of this project. The estimated construction cost is $25,700,000. Details of the cost estimate are in Appendix A. The engineering, administrative, legal and inspection costs are estimated at 15 percent of the construction cost, or $3,855,000. The total project cost is estimated at $29,555,000

Cost estimates were prepared on the basis of information available at the time of the estimate. The final cost estimate of any project will depend on market conditions, site conditions, final project scope, schedule and other variable factors. As a result, final project costs will vary from the estimates presented here. Total costs include contractor mobilization, insurance, bonds, contingency and other overhead costs.

9.2 Estimated Operation and Maintenance Cost This project replaces an existing high lift pump station, so there are no additional operation and maintenance costs associated with this facility. With new equipment and better energy efficiency, costs may actually decrease.

The intermediate pump station is a new facility. Additional maintenance costs are estimated at 1% of the equipment cost per year, or $10,000 per year. The water utility will pump the same amount of water, but it will be pumped twice after this project is complete (intermediate and high lift pumping). The additional pumping step and headloss through UV can increase energy costs an estimated $6,000 per year (8 mgd average day demand, additional 10 ft of head, 80% efficiency, $0.05/kW-hr).

UV disinfection is a new treatment process. Estimated annual costs were determined in the UV equipment pre-selection proposal and are:

$9,000 per year for energy

$10,000 per year for operation and maintenance

In summary, the additional annual operating and maintenance costs of this project are estimated at $35,000.

Appendix A Cost Estimate

slaurent

Typewritten Text

slaurent

Typewritten Text

01-G-001_653463.dgn

VICINIT

Y A

ND L

OC

ATIO

N M

AP

S

TIT

LE S

HE

ET,

GE

NE

RA

L

NO SCALE

D

A KIE

RZ

EK

DA KIE

RZ

EK

N

NTS

VICINITY MAP

N

LOCATION MAPNTS

WISCONSIN

COUNTY

MILWAUKEE

01-G-001

PROJECT LOCATION


CITY OF OAK CREEK, WISCONSIN

FILENAME: PLOT DATE: PLOT TIME:2/23/2015 12:55:02 PM

CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

MIX

RAPID

102.33

WEIR CREST EL 99.90

FLOC/SED BASINS 1-3

FLOC/SED BASINS 4-6

100.78

98.81

98.85

96.49

96.73

SED BASINS 4-6

SED BASINS 1-3

48" SW

(SED BASINS) 4-6

PACK EFFLUENT

EL 98.75

PLATE WEIR

(SED BASINS) 1-3

EL 96.98

EFFLUENT WEIR

83.00

FLOW DISTRIBUTION

RAPID MIX AND

83.00

81.00

81.50

78.50

82.00

PUMP STATION

FROM LOW-LIFT

75

80

EL

EV

ATIO

N IN

FE

ET

85

90

95

100

105

70

65

EL

EV

ATIO

N IN

FE

ET

65

70

75

80

85

90

95

100

105

FO

R

CO

NTIN

UA

TIO

N

SE

E

BE

LO

W

CHANNEL

INFLUENT

FILTER

BASINS 4-6

FROM FLOC/SED

60" SETTLED WATER

FILTER EFFLUENT CLEARWELL (FILTERS 1-6)95.75

18"

FILTER FLOOR

FILTER FLOOR

(FILTERS 7 THRU 14)

EL 83.50

(FILTERS 1 THRU 6)

CLEARWELLS

FILTER EFFLUENT

FILTERS

TANK

CONTACT

CHLORINE

48"

24"

METER

FLOW

100.45

97.83

96.89

97.18

96.13

FLOCCULATION

SEDIMENTATION

96.06

95.83

(FILTERS 1 THRU 6)

EL 85.40

84.00

84.00

01-G-004_653463.dgn

AG M

YE

RS

HY

DR

AU

LIC P

RO

FIL

E

GE

NE

RA

L

NO SCALE

P

A K

AR

AB

AN

01-G-004

105

100

95

90

85

80

75

70

65

60

ELE

VA

TIO

N I

N F

EE

T

FO

R C

ON

TIN

UA

TIO

N S

EE A

BO

VE

105

100

95

90

85

80

75

70

65

60

ELE

VA

TIO

N I

N F

EE

T

INTERMEDIATE PUMP STATION

HIGH LIFT PUMP STATION

96.00

95.50

LEGEND:

WATER SURFACE ELEVATION

24"

UVM

HYDRAULIC PROFILENTS

69.00

83.90LEVEL

MAX OPERATION

LEVEL

MIN OPERATION

133.00LEVEL

MAX OPERATION

24"30"

LEVEL

MIN OPERATION

TANK

STORAGE

73.00

PROJECT COMPLETION

OUT OF SERVICE AFTER

HYDRAULIC GRADE LINE ELEVATION AT 35 MGD.

HYDRAULIC GRADE LINE ELEVATION AT 17.5 MGD.

EL 96.00

42"(2)

36" 42"

42"

EL 98.00

EL 102.00

EL 99.00

105.00

EL 89.00

EL 97.00

EL 67.67

79.50

82.90

EL 88.00

24"

36" (2)

42" (2)36" (2)

EL 112.00

EL 144.69

EL 117.00

42" (2)48"


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

01-G-005_653463.dgn

AG M

YE

RS

GE

NE

RA

L

NO SCALE

D

A KIE

RZ

EK

01-G-005

PR

OC

ES

S F

LO

W DIA

GR

AM

FE

S1

CHLORINE

SCREEN

PACL

S2

BOX

SPLITTER

FLOW

MIX

RAPID

FLOCCULATION SETTLING

S6

FE

S7

S3

CHLORINE

S4

FILTRATION

S5

CHLORINE

FE

S8

CHLORINE

PUMP STATION

INTERMEDIATE

PUMPS

LOW LIFT

FLUORIDE S9

FE

DISINFECTION

UV

CT TANK

STORAGE /

PUMP STATION

HIGH LIFT

PERMANGANATE

POTASSIUM

INTAKE

LAKE MICHIGAN

SEE BELOW LEFT

FOR CONTINUATION,

SEE ABOVE RIGHT

FOR CONTINUATION,

SYSTEM

DISTRIBUTION

PROCESS FLOW DIAGRAMNTS

FE = FLOW ELEMENT

SAMPLE POINTS

CHLORINE, FLUORIDE, TURBIDITY, pHS9 -

CHLORINES8 -

CHLORINES7 -

UVT, TURBIDITY, PARTICLE COUNTS6 -

TURBIDITY, PARTICLE COUNTS5 -

CHLORINE, TURBIDITY, PARTICLE COUNTS4 -

TURBIDITYS3 -

CHLORINE, PILOT FILTER, pHS2 -

POTASSIUM PERMANGANATE, pH, FLUORIDE

CHLORINE, TURBIDITY, TEMPERATURE,S1 -

AN

D D

ESIG

N C

RIT

ERIA

DESIGN CRITERIA


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

01-E-001_653463.dgn

AP

PR

OV

ED

NO SCALE

MA R

EIC

HE

RT

01-E-001

RJ W

OO

D

ELE

CT

RIC

AL P

OW

ER E

QUIP

ME

NT

GE

NE

RA

L

WK V

OLL

ME

RS

S

P

200A

XFMR-1 NORTH (WTP)

USS NO. 2 (WTP) USS NO.1 (WTP)

OPEN

500 KVA

PRI. VOLTAGE: 2400 V

SEC. VOLTAGE: 480 VS

P

XFMR-2 SOUTH (WTP)

500 KVA


SEC. VOLTAGE: 480 V

600A

MCC-8 (WTP)

100A600A

300A

TIE BKR600A

600A

300A

MCC-10 (WTP)

100A

MCC-9 (WTP)

100A

200A

MCC-7 (WTP)

600A

2.4KV SWITCHGEAR (WTP)

200A400A200A

2.4KV

600A

MAIN BKR.

CLOSED

600A

MAIN BKR.

CLOSED

KK

480Y/277V

480Y/277V480Y/277V 480Y/277V

480Y/277V 480Y/277V

2.4KV

MAIN

(CLOSED)

MAIN

(CLOSED)

MCC-2 (WTP)

2.4KV

HL PUMP #7

250 HP

HL PUMP #8

250 HP

MCC-1 (WTP)

2.4KV

HL PUMP #1

250 HP

HL PUMP #2

125 HP

HL PUMP #3

75 HP

HL PUMP #4

350 HP

BACKWASH PUMP

200 HP

Voltage: 24900 V

FEED #1

WE ENERGIES

Voltage: 24900 V

FEED #2

WE ENERGIES

OUTDOOR 24.9KV SWITCHGEAR (WTP)

24.9KV

BAY #7

HV FUSE #7

125A

BAY #1

HV FUSE #1

BAY #6 BAY #5

HV FUSE #5

125A

BAY #2 SWITCH BAY #4 SWITCH

BAY #3 SWITCH

24.9KV

MCC-13 (WTP)

480Y/277V

S

P

45 KVA

150A

XFMR-T13

LP-16 (WTP)

208Y/120V

100A

480Y/277V

LP-15 (WTP)

208Y/120V

LP-13 (WTP)

60A

60A

225A100A

480Y/277V

S

P

45 KVA

PRI. VOLTAGE: 480V

SEC. VOLTAGE: 208V

150A

XFMR-T14

LP-14A (WTP)

208/120V

LP-14 (WTP)

70A

MCC-14 (WTP)

208Y/120V

S

P

XFMR-3B EAST (WTP)

2000 KVA

PRI. VOLTAGE: 24.9 KV

SEC. VOLTAGE: 2.4 KVS

P

XFMR-3A WEST (WTP)

3000 KVA


SEC. VOLTAGE: 2.4 KV

TO SW-1A

AT LLPSTO SW-1B

AT LLPS

N

35A 35A

400A

M

METER

WE ENERGIES

1200AF

TIE

(OPEN)

TO XFMR-T4A TO MCC-4

600A 600A 600A

600AT

1200AF

900AT

80A

M

HV FUSE #6

65A

GENERAL NOTES

REMOVE EXISTING EQUIPMENT THAT IS HATCHED.2.

OTHERWISE NOTED.

REMAIN AS CURRENTLY INSTALLED, UNLESS

ALL EQUIPMENT SHOWN IS EXISTING AND TO 1.

LEGEND:

TO BE REMOVED OR DEMOLISHED

GEN-101

ATS-101

E

PRI. VOLTAGE: 480V

SEC. VOLTAGE: 208V

ON

E LIN

E DIA

GR

AM

DE

MO

LITIO

N


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

01-E-002_653463.dgn

AP

PR

OV

ED

NO SCALE

MA R

EIC

HE

RT

01-E-002

RJ W

OO

D

ELE

CT

RIC

AL P

OW

ER E

QUIP

ME

NT

GE

NE

RA

L

ON

E LIN

E DIA

GR

AM

S

P

200A

XFMR-1 NORTH (WTP)

USS NO. 2 (WTP)

500 KVA


SEC. VOLTAGE: 480 VS

P

XFMR-2 SOUTH (WTP)

500 KVA


SEC. VOLTAGE: 480 V

600A

MCC-8 (WTP)

100A600A

300A

TIE BKR

600A

300A

MCC-10 (WTP)

100A

MCC-9 (WTP)

100A

200A

MCC-7 (WTP)

600A

2.4KV SWITCHGEAR (WTP)

600A600A400A

MAIN BKR.MAIN BKR.

KK

480Y/277V

480Y/277V480Y/277V 480Y/277V

2.4KV

MAIN

(CLOSED)MAIN

(CLOSED)

Voltage: 24900 V

FEED #1

WE ENERGIES

Voltage: 24900 V

FEED #2

WE ENERGIES

OUTDOOR 24.9KV SWITCHGEAR (WTP)

24.9KV

BAY #7

HV FUSE #7

125A

BAY #1

HV FUSE #1

BAY #6 BAY #5

HV FUSE #5

125A

BAY #2 SWITCH BAY #4 SWITCH

BAY #3 SWITCH

24.9KV

MCC-13 (WTP)

480Y/277V

S

P

45 KVA

PRI. VOLTAGE: 480 V

SEC. VOLTAGE: 208 V

150A

XFMR-T13

LP-16 (WTP)

208Y/120V

100A

480Y/277V

LP-15 (WTP)

208Y/120V

LP-13 (WTP)

60A

60A

225A100A

480Y/277V

S

P

45 KVA

PRI. VOLTAGE: 480V

SEC. VOLTAGE: 208V

150A

XFMR-T14

LP-14A (WTP)

208/120V

LP-14 (WTP)

70A

MCC-14 (WTP)

208Y/120V

S

P 5000 KVA


SEC. VOLTAGE: 2.4 KV S

P 3000 KVA


SEC. VOLTAGE: 2.4 KV

TO SW-1A

AT LLPSTO SW-1B

AT LLPS

EN

ATS-101

35A 35A

400A

M

METER

WE ENERGIES

1200AF

EN

1,040 KW

GENSET

M

TIE

(OPEN)

600AT

1200AF

900AT

80A

M

HV FUSE #6

125A

1200AT

1200AF1200AT

1200AF

2.4KV, 1200A 900AT

1200AF

600AT

600AF

XFMR-T4A

TOMCC-4

TO

GENSET

1,026 KW

METER

WE ENERGIES

1200AF

600AT

1200AF

1200AF

SPARE

400A

SPARE

400A

USS NO. 1 (WTP)

(CLOSED)(CLOSED) 480V, 600A480V, 600A

400A

(FUTURE)

400A

GENERAL NOTE

OTHERWISE NOTED.

REMAIN AS CURRENTLY INSTALLED UNLESS

ALL EQUIPMENT SHOWN IS EXISTING AND TO 1.

1

GEN-101

GEN-102

600AT

600AF

600AT

600AF

(OPEN)

ATS-102

NEW EQUIPMENT

WK V

OLL

ME

RS

(SH

EE

T 1 O

F 2)

XFMR-3B EAST (WTP)XFMR-3A WEST (WTP)

A B C D

SEE DWG 01-E-003

FOR CONTINUATION

SEE DWG 01-E-003

FOR CONTINUATION

SEE DWG 01-E-003

FOR CONTINUATION

SHEET KEYNOTE

NEAR FUTURE.

TRNAFORMER UNDER SEPARATE CONTRACT IN

RECOMMEND REPLACEMENT WITH 5,000 KVA 1.

SEE DWG 01-E-003

FOR CONTINUATION


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

01-E-003_653463.dgn

AP

PR

OV

ED

NO SCALE

MA R

EIC

HE

RT

01-E-003

RJ W

OO

D

ELE

CT

RIC

AL P

OW

ER E

QUIP

ME

NT

GE

NE

RA

L

ON

E LIN

E DIA

GR

AM

HL PUMP #6 HL PUMP #5

600 HP

HL PUMP #4

400 HPHL PUMP #2

600 HP

HL PUMP #1

600 HP600 HP

XFMR FOR

MISC LOADS

480V, 600A

K K1200AT

1200AF1200AF

1200AT

300A 300A 300A 300A 70A

MCC

AFDAFD AFD AFD

208/120V

480V-

45KVA

400AT

600AF

400AT

600AF

MCC

70A

208/120V

480V-

45KVA

480V, 4000A

LVSWGR-3 (HLPS)

70A

480V-208/120V

45KVA,

SPARE

800A800A800A

AFDAFD

LVSWGR-4 (HLPS)

800A 800A 800A

AFD AFD AFD

MAIN BKR.

4000AT

4000AF

TIE BKR

OPEN

MAIN BKR.

4000AT

4000AF

S

P3000 KVA


SEC. VOLTAGE: 480 V

XFMR-17A (HLPS)

S

P3000 KVA


SEC. VOLTAGE: 480 V

XFMR-17B (HLPS)

480V, 1200A

300A

AFD

300A

AFD

HL PUMP #3

400 HP

800A

AFD

(FUTURE)

S

P

XFMR-18B (ILS)

1500 KVA

PRI VOLTAGE: 2400V

SEC VOLTAGE: 480VS

P

XFMR-18A (ILS)

1500 KVA

PRI VOLTAGE: 2400V

SEC VOLTAGE: 480V

1200AT

1200AF

480V, 2000A

(CLOSED)

1200AT

1200AF

SPARE

400AT

600AF

400AT

600AF

480V, 2000A

1200AT

1200AF

(CLOSED)TIE BKR

OPEN

4000AT

4000AF

1600AT

2000AF1600AT

2000AF

1600AT

2000AF

KK

UV-1

75KW

125A

UV-2

75KW

125A

75KW

125A

LOADS

MISC

(FUTURE)

UV-4UV-3

125A

75KW

(FUTURE)

WK V

OLL

ME

RS

(SH

EE

T 2 O

F 2)

200 HP

IL PUMP #1

150 HP

IL PUMP #2

200 HP

IL PUMP #5

LOADS

MISC

(FUTURE)

200 HP

IL PUMP #3

(FUTURE)

200 HP

IL PUMP #6

(FUTURE)(FUTURE)

A

SEE DWG 01-E-002

FOR CONTINUATION

C

SEE DWG 01-E-002

FOR CONTINUATION

LVSWGR-6 (ILS)

B

SEE DWG 01-E-002

FOR CONTINUATION

D

SEE DWG 01-E-002

FOR CONTINUATION

LVSWGR-5 (ILS)

NEW EQUIPMENT

MCC

UV DISINFECTIONMCC

PUMP STATION

INTERMEDIATE

MCC-16 (WTP) MCC-17 (WTP)

150 HP

IL PUMP #4

FUTURE)

(600 HP

FUTURE)

(600 HP

FUTURE)

(200 HP

FUTURE)

(200 HP

e bit

agg sh

BM.

BM.

WV

GU

Y

17

15

19

822

12

GR

DG

RD

BM.

GR

D

GR

DG

RD

14

14

7

6

5

4

3

3

26

18

6

5

20

20

16

WV

GU

Y

GU

Y

WVW

VWV

WV

BM.

55

GU

YG

UY

WV

WV

WV

BM.

R

BA

R

R

BA

RR

BA

R

2’x

4’ H

AT

CH

CO

NC. S

LA

B

PA

NE

L

CO

NT

RO

L

I.E. 9

8.4

RO

OF

DR

AIN

I.E. 9

8.3

RO

OF

DR

AIN

96.9

F.F. E

L.

ST

AN

DPIP

E

PIP

E

TO

P

OF 8"

SU

PP

OR

T

6"x18

" C

ON

C.

VE

NT

12" DIA.

BO

X

CO

NT

RO

L

ST

AN

DPIP

E

ST

AN

DPIP

E

4" DIA.

W/3-

RIS

ER

S

PA

NE

L

KE

Y

AC

CES

S

PA

NE

L

CO

NT

RO

L

EL. 9

8.7

OH

D. D

OO

R

CO

NC.

PA

NE

L

AC

CES

S

CA

RD

KE

Y

ST

OP

ST

AN

DPIP

E

12" DIA.

ST

AN

DPIP

E

12" DIA. S

TO

P

1445

W/

SIG

N

PL

AN

TE

R

R.R. T

IE

CO

NC.

CO

NC.

CO

NC.

GRAVEL

B-1 B-2

B-7

B-6

B-4

B-3

B-5

S. I.E

. 91.2

N. I.E

. 91.1

12" C

MP

CO

VE

R

2’x

2’ S

Q.

EL. 9

4.5

0

E. 2,5

75,5

38.5

3

N. 3

26,5

22.3

5

RE

BA

R

CP-2

EL. 9

3.6

7

E. 2,5

75,2

05.19

N. 3

26,5

21.7

7

RE

BA

R

CP-3

EL. 9

9.8

7

E. 2,5

75,14

0.3

4

N. 3

27,14

8.5

5

RE

BA

R

CP-4

98.7

F.F. E

L.

GR

AV

EL

AS

PH

AL

TA

SP

HA

LT

AS

PH

AL

T

AS

PH

AL

T

B.M. #

1

B.M. #

2

B.M. #

3

AS

PH

AL

T

AS

PH

AL

T

BUIL

DIN

G

(CO

UL

D

NO

T

OP

EN)

RIM

EL. 9

0.7

7

ST

OR

M

MA

NH

OL

E

PIP

E SIZ

ES)

(CO

UL

D

NO

T

DE

TE

RMIN

E

(1.5’ O

F

WA

TE

R)

BO

TT

OM

EL. 8

2.2

RIM

EL. 9

0.7

8

CA

TC

H

BA

SIN

(CO

UL

D

NO

T

OP

EN)

RIM

EL. 9

1.19

CA

TC

H

BA

SIN

PIP

ES)

CO

UL

D

NO

T

SE

E

(SWIR

LIN

G

WA

TE

R

RIM

EL. 9

3.7

2

ST

OR

M

VA

UL

T

15" N

E. I.E

. 84.8

15" S. I.E

. 85.0

RIM

EL. 9

2.7

3

ST

OR

M

MA

NH

OL

E

1272

48" E. I.E

. 82.0

48"

W. I.E

. 82.0

RIM

EL. 8

8.0

2

ST

OR

M IN

LE

T

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLA

N)

(PER PLA

N)

(PER PLA

N)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN) (PER PLAN) (PER PLAN)

(PER PLAN)

(PER PLA

N)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

CH

AIN

LIN

K F

EN

CE

CH

AIN

LIN

K F

EN

CE

(TY

P.)

SH

OU

LD

ER

GR

AV

EL

(TY

P.)

SH

OU

LD

ER

GR

AV

EL

EL

EV

ATIO

N

= 10

1.21

#58-4818 IN

FR

ON

T

OF

HO

US

E #3928

AM

ERIC

AN

AV

E.

B.M. #

3 -

RAIL

RO

AD

SPIK

E IN

SO

UT

H F

AC

E

OF P

OW

ER

PO

LE

EL

EV

ATIO

N

= 96.9

7

PA

RKIN

G

LO

T

AN

D 90’+/-

NO

RT

H

OF

BUIL

DIN

G.

RO

UN

D

CO

NC

RE

TE S

TR

UC

TU

RE 23’+/-

WES

T

OF

B.M. #

2 -

CHIS

EL

ED

SQ

UA

RE

ON

TH

E

NO

RT

H SID

E

OF

EL

EV

ATIO

N

= 98.9

9

TH

E

WA

TE

R

UTILIT

Y

SIT

E.

SO

UT

H SID

E

OF

TH

E

NO

RT

H

EM

TR

AN

CE

TO

B.M. #

1 -

NO

RT

HW

ES

T

BO

LT

ON

FIR

E

HY

DR

AN

T

ON

TH

E

BE

NC

H

MA

RKS

ST

RU

CT

UR

E

5’ D

IA. C

ON

C.

(TY

P.)

W/

EQ

UIP

ME

NT

CO

NC. P

AD

FIE

LD

LO

CA

TE

D

(PER PLA

N)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R P

LA

N)

(PER PLAN)

PLAN)

(PER

(PE

R PL

AN)

(PE

R P

LA

N)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)


(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)


(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PE

R P

LA

N)

(PER PLAN)


(PER PLAN)


(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)



(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

RW

RW

RW

RW

RW

RW

RW

RW

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

PL

AN)

(PE

R

A

PP

RO

VE

DC

HE

CK

ED

CIVIL

1"=30’

05-C-231

0

Scale In Feet

N

JA

LS

RK

SOUTH 5TH AVENUE

E.

AM

ERIC

AN

A A

VE

NU

E

30 60 90

OV

ER

ALL SIT

E P

LA

N

WALKWAY

PUMP STATION / UV

INTERMEDIATE

STORAGE TANK

PUMP STATION

HIGH LIFT

ACCESS ROAD

SECURITY FENCE

SECURITY FENCE

GENERAL NOTES

TOPOGRAPHIC ELEMENTS.2. REFER TO SHEET C-131 FOR BENCHMARKS, ELEVATION DATUM, AND

TO VERIFY THEIR EXACT LOCATION AND TO AVOID DAMAGE THERETO. ACCURACY AND IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY STRUCTURES HAVE BEEN SHOWN TO A REASONABLE DEGREE OF BY GRAEF IN NOVEMBER, 2014. ALL UNDERGROUND UTILITIES AND1. THE BASE PLAN IS AN EXISTING CONDITIONS SURVEY PREPARED

LAYOUT NOTES

INFORMATION.4. SEE SITE LANDSCAPING PLANS FOR FINAL SITE RESTORATION

CREEK STANDARDS.3. DRIVEWAY APPROACHES SHALL CONFORM WITH THE CITY OF OAK

ON STAKING OF BUILDING. SHALL COORDINATE WITH THE ARCHITECT AND STRUCTURAL ENGINEER AND SHALL NOT BE USED FOR STAKING PURPOSES. THE CONTRACTOR2. A BUILDING FOOTPRINT IS SHOWN FOR REFERENCE PURPOSES ONLY

COMMENCING WORK. DICREPANCIES TO THE ARCHITECT AND/OR ENGINEER PRIOR TO1. CONTRACTOR SHALL VERIFY LOCATION OF WORK AND REPORT ANY

RELATIVE TO EXCAVATOR’S WORK.

EXCAVATOR SHALL COMPLY WITH ALL OTHER REQUIREMENTS OF THIS STATUTE

REQUIRED TO PERFORM WORK CONTAINED ON THIS DRAWING, AND FURTHER,

THAN THREE WORKING DAYS PRIOR TO COMMENCEMENT OF ANY EXCAVATION

PROVIDE ADVANCE NOTICE TO THE DESIGNATED "ONE CALL SYSTEM" NOT LESS

TRANSMISSION FACILITIES, EXCAVATOR SHALL BE SOLELY RESPONSIBLE TO

IN ACCORDANCE WITH WISCONSIN STATUTE 182.0175, DAMAGE TO

HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.

AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR

LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED

NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT

THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES

THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN

INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEES

THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY

FILENAME: PLOT DATE: PLOT TIME:

CH

2M HIL

L 2

014. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

653463

L:\Jobs2014\20140254\CAD\Site\dgn\00\05-C-231_653463.dgn 2/11/2015 12:54:30 PM

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

46000

46001

46002

46003

46004

46005

46006

10

+00

11

+00

PC 11+86.86

12

+00

13+00

PT 13

+36.0

8

PI 12+81.86

14+00

PC 14

+56.4

8

PR

C 14+95.5

4

PI

14+

76.7

3

15+00

PT 15

+34.5

7

PI

15+

15.7

7

16+00

POT 16+55.23

CURVE 10-01

P.I.= 12+81.86

Y = 326,882.81

X = 2,575,243.82

T = 95.00 FT

L = 149.23 FT

R = 95.00 FT

P.C.= 11+86.86

P.T.= 13+36.08

CURVE 10-02

P.I.= 14+76.73

Y = 326,647.19

X = 2,575,240.26

T = 20.25 FT

L = 39.05 FT

R = 60.00 FT

P.C.= 14+56.48

P.T.= 14+95.54

CURVE 10-03

P.I.= 15+15.77

Y = 326,615.35

X = 2,575,215.26

T = 20.24 FT

L = 39.04 FT

R = 60.00 FT

P.C.= 14+95.54

P.T.= 15+34.57

186.8

6

120.40

120.66

e bit

agg sh

BM.

BM.

WV

GU

Y

17

15

19

822

12

GR

DG

RD

BM.

GR

D

GR

DG

RD

14

14

7

6

5

4

3

3

26

18

6

5

20

20

16

WV

GU

Y

GU

Y

WVW

VWV

WV

BM.

55

GU

YG

UY

WV

WV

WV

BM.

R

BA

R

R

BA

RR

BA

R

2’x

4’ H

AT

CH

CO

NC. S

LA

B

PA

NE

L

CO

NT

RO

L

I.E. 9

8.4

RO

OF

DR

AIN

I.E. 9

8.3

RO

OF

DR

AIN

96.9

F.F. E

L.

ST

AN

DPIP

E

PIP

E

TO

P

OF 8"

SU

PP

OR

T

6"x18

" C

ON

C.

VE

NT

12" DIA.

BO

X

CO

NT

RO

L

ST

AN

DPIP

E

ST

AN

DPIP

E

4" DIA.

W/3-

RIS

ER

S

PA

NE

L

KE

Y

AC

CES

S

PA

NE

L

CO

NT

RO

L

EL. 9

8.7

OH

D. D

OO

R

CO

NC.

PA

NE

L

AC

CES

S

CA

RD

KE

Y

ST

OP

ST

AN

DPIP

E

12" DIA.

ST

AN

DPIP

E

12" DIA. S

TO

P

1445

W/

SIG

N

PL

AN

TE

R

R.R. T

IE

CO

NC.

CO

NC.

CO

NC.

GRAVEL

B-1 B-2

B-7

B-6

B-4

B-3

B-5

S. I.E

. 91.2

N. I.E

. 91.1

12" C

MP

CO

VE

R

2’x

2’ S

Q.

EL. 9

4.5

0

E. 2,5

75,5

38.5

3

N. 3

26,5

22.3

5

RE

BA

R

CP-2

EL. 9

3.6

7

E. 2,5

75,2

05.19

N. 3

26,5

21.7

7

RE

BA

R

CP-3

EL. 9

9.8

7

E. 2,5

75,14

0.3

4

N. 3

27,14

8.5

5

RE

BA

R

CP-4

98.7

F.F. E

L.

GR

AV

EL

AS

PH

AL

TA

SP

HA

LT

AS

PH

AL

T

AS

PH

AL

T

B.M. #

1

B.M. #

2

B.M. #

3

AS

PH

AL

T

AS

PH

AL

T

BUIL

DIN

G

(CO

UL

D

NO

T

OP

EN)

RIM

EL. 9

0.7

7

ST

OR

M

MA

NH

OL

E

PIP

E SIZ

ES)

(CO

UL

D

NO

T

DE

TE

RMIN

E

(1.5’ O

F

WA

TE

R)

BO

TT

OM

EL. 8

2.2

RIM

EL. 9

0.7

8

CA

TC

H

BA

SIN

(CO

UL

D

NO

T

OP

EN)

RIM

EL. 9

1.19

CA

TC

H

BA

SIN

PIP

ES)

CO

UL

D

NO

T

SE

E

(SWIR

LIN

G

WA

TE

R

RIM

EL. 9

3.7

2

ST

OR

M

VA

UL

T

15" N

E. I.E

. 84.8

15" S. I.E

. 85.0

RIM

EL. 9

2.7

3

ST

OR

M

MA

NH

OL

E

1272

48" E. I.E

. 82.0

48"

W. I.E

. 82.0

RIM

EL. 8

8.0

2

ST

OR

M IN

LE

T

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)


(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLA

N)

(PER PLA

N)

(PER PLA

N)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)


(PER PLAN)

(PER PLA

N)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

CH

AIN

LIN

K F

EN

CE

CH

AIN

LIN

K F

EN

CE

(TY

P.)

SH

OU

LD

ER

GR

AV

EL

(TY

P.)

SH

OU

LD

ER

GR

AV

EL

EL

EV

ATIO

N

= 10

1.21

#58-4818 IN

FR

ON

T

OF

HO

US

E #3928

AM

ERIC

AN

AV

E.

B.M. #

3 -

RAIL

RO

AD

SPIK

E IN

SO

UT

H F

AC

E

OF P

OW

ER

PO

LE

EL

EV

ATIO

N

= 96.9

7

PA

RKIN

G

LO

T

AN

D 90’+/-

NO

RT

H

OF

BUIL

DIN

G.

RO

UN

D

CO

NC

RE

TE S

TR

UC

TU

RE 23’+/-

WES

T

OF

B.M. #

2 -

CHIS

EL

ED

SQ

UA

RE

ON

TH

E

NO

RT

H SID

E

OF

EL

EV

ATIO

N

= 98.9

9

TH

E

WA

TE

R

UTILIT

Y

SIT

E.

SO

UT

H SID

E

OF

TH

E

NO

RT

H

EM

TR

AN

CE

TO

B.M. #

1 -

NO

RT

HW

ES

T

BO

LT

ON

FIR

E

HY

DR

AN

T

ON

TH

E

BE

NC

H

MA

RKS

ST

RU

CT

UR

E

5’ D

IA. C

ON

C.

(TY

P.)

W/

EQ

UIP

ME

NT

CO

NC. P

AD

FIE

LD

LO

CA

TE

D

(PER PLA

N)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R P

LA

N)

(PER PLAN)

PLAN)

(PER

(PE

R PL

AN)

(PE

R P

LA

N)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)


(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)


(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PE

R P

LA

N)

(PER PLAN)


(PER PLAN)


(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)



(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

RW

RW

RW

RW

RW

RW

RW

RW

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

PL

AN)

(PE

R

88

89

89

89

89

89

89

89

90

90

90

90

90

90

90

90

91

91

91

91

91

91

91

91

9191

91

91

92

92

92

92

92

92

92

9292

92

92

92

92

92

92

92

92

92

92

92

92

92

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

93

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

94

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

96

97

97

97

97

97

97

97

97

97

97

97

97

97

97

97

98

98

98

98

98

98

98

98

98

98

98 9

8

98

98

98

99

99

99

99

99

99

99

99

99

100

100

100

100

101

101

101

101

101

A

PP

RO

VE

DC

HE

CK

ED

CIVIL

1"=30’

05-C-234

0

Scale In Feet

N

JA

LS

RK

SOUTH 5TH AVENUE

E.

AM

ERIC

AN

A A

VE

NU

E

30 60 90

WALKWAY

PUMP STATION / UV

INTERMEDIATE

STORAGE TANK

PUMP STATION

HIGH LIFT

ACCESS ROAD

SECURITY FENCE

SECURITY FENCE

OV

ER

ALL SIT

E G

RA

DIN

G P

LA

N

GENERAL NOTES

TOPOGRAPHIC ELEMENTS.2. REFER TO SHEET C-131 FOR BENCHMARKS, ELEVATION DATUM, AND

TO VERIFY THEIR EXACT LOCATION AND TO AVOID DAMAGE THERETO. ACCURACY AND IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY STRUCTURES HAVE BEEN SHOWN TO A REASONABLE DEGREE OF BY GRAEF IN NOVEMBER, 2014. ALL UNDERGROUND UTILITIES AND1. THE BASE PLAN IS AN EXISTING CONDITIONS SURVEY PREPARED

RELATIVE TO EXCAVATOR’S WORK.EXCAVATOR SHALL COMPLY WITH ALL OTHER REQUIREMENTS OF THIS STATUTEREQUIRED TO PERFORM WORK CONTAINED ON THIS DRAWING, AND FURTHER,THAN THREE WORKING DAYS PRIOR TO COMMENCEMENT OF ANY EXCAVATION PROVIDE ADVANCE NOTICE TO THE DESIGNATED "ONE CALL SYSTEM" NOT LESSTRANSMISSION FACILITIES, EXCAVATOR SHALL BE SOLELY RESPONSIBLE TOIN ACCORDANCE WITH WISCONSIN STATUTE 182.0175, DAMAGE TO

HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYORLOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATEDNOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACTTHE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOESTHAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES ININFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEESTHE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY

FILENAME: PLOT DATE: PLOT TIME:

CH

2M HIL

L 2

014. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

653463

L:\Jobs2014\20140254\CAD\Site\dgn\00\05-C-234_653463.dgn 2/11/2015 12:54:33 PM

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

46000

46001

46002

46003

46004

46005

46006

10

+00

11

+00

12

+00

13+00

14+00

15+00

16+00

91

92

93

94 95

94

95

91

92

93

94

97

97

97

97

95

94

95

9493

92

91

96

96

95

94

93

92

91

90

98

98

98

97

97 9

7

96

96

95

95

96

96

95

94

93

9392

92

93

93

94

96

97

93

94

95

96

97

96

96

96

95

89

96

95

92

91

90

89

95

90.00

94

93.5

89.75

97.50

95.25

94.85

88

89

89

89

89

89

91

91

91

91

91

91

91

92

92

92

92

92

9292

92

92

92

92

9292 9

3

93

93

93

93

93

93

93

93

93

93

93

93

93

94

94

94

94

94

94

94

94

94

94

94

94

94

94

96

96

96

96

96

96

96

96

96

97

97

97

97

97

97

98

98

98

98

FILTRATION FACILITY

ADMINISTRATION AND

FILTERS 1-6

CHLORINE CONTACT TANK

FILTERS 7-10

FILTERS 11-14

BASIN

RECOVERY

BACKWASH

18" SS

1" G

POOL

SIGN/

1 1/2" W

4" SD

30" W

6" SS

1" W

10" RW6" SD

1" SAMPLE

48" W

48" SD

30" RW

30" W

48" RW

18" SD

1" SAMPLE

e

bit

agg sh

90

90

90

90

90

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

WV

17

15

19

822

12

GR

DG

RD

GR

D

GR

DG

RD

14

14

7

6

5

4

3

3

26

18

6

5

20

20

16

WV

GU

Y

VE

NT

1272

(PER PLAN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PL

AN)

(PE

R

PL

AN)


(PER PLAN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PE

R

PL

AN)

(PER PLAN)

(PER PLAN)

(PER PLAN)

(PE

R

PL

AN)

(PE

R

PL

AN)

EE

E

E

EE

E

E

EE

E

E E

RW

RW

RW

E

E

EE

E

RW

RW

RWRW

RW

W

S

S

SS

S

SS

S

SS

SD

SD

SD

SD

SS SS SS

SS

SS

SS

SS

FE

W

W

W W W

W W

W

W

W W

W

WW

W

W

W

WW

W

W

W

W

W

GG

G

G

G

D

05-C-411_653463.dgn

CIVIL

1"=20'

RL B

LU

E

05-C-411

PUMP STATION

HIGH LIFT

0 20 40 60

Scale In Feet

N

STORAGE TANK

PUMP STATION / UV

INTERMEDIATE

WALKWAY

42" FW

DA KIE

RZ

EK

36" BYPASS

42" FE

YA

RD PIPIN

G P

LA

N

42" FE

42" FOR FUTURE

DISTRIBUTION36" FW TO

20" BWS

XFMR-17A

TRANSFORMER

ELECTRICAL

XFMR-17B

24" UVE

XFMR-18B

TRANSFORMER

ELECTRICAL

XFMR-18A

36" UVE


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

CE

CE

CE

CE

CE

CE CE

CE

CE

CE

CE

CE

CE

CE

BUILDING

FILTER

PLC-BBACKWASH

ENCLOSURE

BUILDING

FILTER


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

08-N-001_653463.dgn

JR G

AG

NO

NP

&ID

UNIT P

RO

CE

SS

INS

TR

UM

EN

TA

TIO

N A

ND C

ON

TR

OL

NO SCALE

MA R

EIC

HE

RT

08-N-001

INT

ER

ME

DIA

TE P

UM

P S

TA

TIO

N

PI

PSH

LE

LIT

ASPUMP

TURBINE

VERTICALP-6-3-4

AS

P-6-3-5

, TYPLE

LIT

(FUTURE)

AS

P-6-3-3

PI

PSH

PI

PSH

AS AS

P-6-3-2P-6-3-1

M

FIT

FE

120V

BACKWASH

TO FILTER

M

480V

FV

M

A 08-N-002

B 08-N-002

2(1)

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

2(2)

RU

N

2(5)

HIG

H P

RE

SS

UR

E

FAIL

ON

RE

MO

TE

LE

VE

L

PI

PSH

120V120V

LE

VE

L

HSLR

HS

OSC

ZS

OC

PLC-I

AND UV FACILITY


ENCLOSURE

120V

FL

OW

RE

MO

TE

OP

EN

ED

CL

OS

ED

2(1)

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

2(2)

RU

N

2(5)

HIG

H P

RE

SS

UR

E

FAIL

ON

RE

MO

TE

M

HS

OSC

480V

480V

HSLR

HS

OSC

ZS

OC

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

TYP

ETHERNET / IP,

ODVA

480V 480V 480V

FE

FIT

FL

OW

MO

TO

R P

OW

ER

I/O M

AP

PIN

G

MO

TO

R P

OW

ER

I/O M

AP

PIN

G

480V

(FUTURE)

AS

P-6-3-6

BWS UVI

UVI

UVI

UVI

UVI

UVI

UVI

FE

FE

5-31-1-1

5-31-1-2

5-31-1-15-31-1

5-31-1 5-31-1

AFD-6-3-1 AFD-6-3-2 AFD-6-3-4 AFD-6-3-5

5-31-2-1

5-31-2-2

5-31-2-1

FV

5-31-2

(WEST SIDE)

FROM FILTERS

(NORTH SIDE)

FROM FILTERS

5-30

5-30

WET WELL 1

INTERMEDIATE

WET WELL 2

INTERMEDIATE

VALVE VAULT

LSH

6-1

HIG

H L

EV

EL

ARV ARV

6-3-1

6-3-1

ARV ARV

6-3-2

6-3-2

6-2-1

6-2-1

6-3-4

6-3-4

6-2-2

6-2-2

6-3-5

6-3-5

TT

6-3-5-1

BEARING

TT

6-3-5-3

WINDING

VT

6-3-5-1

MOTOR

TT

6-3-4-1

BEARING

TT

6-3-4-3

WINDING

VT

6-3-4-1

MOTOR

TT

6-3-2-1

BEARING

TT

6-3-2-3

WINDING

VT

6-3-2-1

MOTOR

TT

6-3-1-1

BEARING

TT

WINDING

VT

6-3-1-1

MOTOR

6-3-11-3

BE

ARIN

G T

EM

P 1 & 2

WIN

DIN

G T

EM

P 1, 2 & 3

2(8)

BE

ARIN

G T

EM

P 1 & 2

WIN

DIN

G T

EM

P 1, 2 & 3

2(8)

FG-6-2-26-2-2

2(1)

2(2) 2(3)2(1)

2(2)

2(3)

PO

SITIO

N F

EE

DB

AC

K

PO

SITIO

N C

OM

MA

ND

ZIT

5-31-1-1

HS

OSC

6-2-1

480V

FG-6-2-1

M M

FV

6-1-2

FV

6-1-3

FV

6-1-1

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

HS

6-1-2-1

LR

HS

6-1-2-2

OSC

ZS

6-1-2-1

OC

HS

6-1-3-1

LR

HS

6-1-3-2

OSC

ZS

6-1-3-1

OC

M

480V480V

480V

HS

6-1-1-1

LR

HS

6-1-1-2

OSC

ZS

6-1-1-1

OC

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

M

VIB

RA

TIO

N

VIB

RA

TIO

N


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

08-N-002_653463.dgn

AG M

YE

RS

P&ID

UNIT P

RO

CE

SS

INS

TR

UM

EN

TA

TIO

N A

ND C

ON

TR

OL

NO SCALE

MA R

EIC

HE

RT

UV DISIN

FE

CTIO

N S

YS

TE

M

AE

HSLR

OP

EN

CL

OS

E

RE

MO

TE

FIT

FE

PI

SIMILAR TO ABOVE

120V

PI

FV

FQI

FCV

FI

HS

E-STOP

CO

VE

R O

PE

N

TE

MP HIG

H

RE

AC

TO

R

LA

MP P

OW

ER

LSL

TSH

ST

AT

US

WIP

ER

FL

OW

FL

OW T

OT

AL

480VM

M

M

LE

VE

L

LO

W W

AT

ER

120V

(X)(X)

TYP OF 4

1 1/2" V

DRAIN

DRAIN

AE FI

UV REACTOR NO. 2

UV REACTOR NO. 1

08-N-002

SA

PDR

SA

SA

SA

M

FV

7-1

M480V

FV

PLC-I

AND UV FACILITY


ENCLOSURE

OIU-I1A

S S

A 08-N-001

FROM PUMPS

B 08-N-001

FROM PUMPS

HSLR

HSOSC

ZS

OC

CL

OS

ED

OP

EN

CL

OS

E

OP

EN

ED

RE

MO

TE

CRITIC

AL A

LA

RM

S

RE

AD

Y

WA

RNIN

G

SH

UT

DO

WN

OFF

LIN

E

RE

MO

TE

FL

OW R

AT

E

FL

OW T

OT

AL

INF

L.

OP

EN

ED

INF

L.

CL

OS

ED

EFF.

OP

EN

ED

EFF.

CL

OS

ED

UV D

OS

E A

CT

UA

L

OFF S

PE

C V

OL

UM

E

FA

CT

OR

UV D

OS

E S

AF

ET

Y

UV T

RA

NS

MIT

TA

NC

E

LA

MP R

UN H

OU

RS

HSLR

HSOSC

ZS

OC

CL

OS

ED

OP

EN

CL

OS

E

OP

EN

ED

RE

MO

TE

22

AIT

UVT

AIT

UVT

ODVA ETHERNET / IP, TYP

SIMILAR TO ABOVE UV REACTOR NO. 3

UV REACTOR NO. 4

POWER PANEL PLC-I1

LCP-I1A UV REACTOR CONTROL

480V

OIU-I1B

LCP-I5 UV SYSTEM SUPERVISORY CONTROL PANEL

3(1)

RUN (REQUEST)

SHUT DOWN (REQUEST)TRANSMITTANCE

UV

TU

RBIDIT

Y

PA

RTIC

LE

HS

2(1)

PULSE

TOTALIZER

PANEL

CONTROL

UV REMOTE

LCP-I1B

RE

QUIR

ED U

V D

OS

E

RE

QUIR

ED F

LO

W

RE

AD

Y

CO

MM

ON A

LA

RM

RU

N (

RE

QU

ES

T)

SH

UT

DO

WN

SE

LE

CTIO

NS

LE

AD/L

AG

FE

ED

BA

CK

EFF P

OSITIO

N

TY

P O

F 4

1

120V

HSOSC

ZSOC

HSLR

RE

MO

TE

HSOSC

OP

EN

CL

OS

ED

OP

EN

CL

OS

ED

CO

MM

AN

D

PO

SITIO

N

FE

ED

BA

CK

PO

SITIO

N

ZIT

480V

AE

AE

SA

SA

120V

120V

120V

120V

SA

SA

AE FI

7-23

AIT

120V

SA

DRAIN

FR

EE C

HL

ORIN

E

RE

MO

TE

ON (

RU

NNIN

G)

E-STOP

3(1)3(1)

3(1)

AIT

AIT

PARTICLE

TURBIDITY

SY

ST

EM

I/O M

AP

PIN

G

GE

NE

RA

L A

LA

RM

S

RE

AC

TO

R

480V

SHEET KEYNOTES

(X) EQUALS THE NUMBER OF SENSORS OR LIGHTS.2.

SEE SPECIFICATIONS FOR COMPLETE LISTING.1.

SIMILAR TO ABOVE (FUTURE)

2(2)

UV T

RA

NS

MIT

TA

NC

E

SY

ST

EM F

AU

LT

LO

W L

AM

P

SE

QU

EN

CE M

OD

E

EXTERIOR

UVI

UVI

UVI

UVI

UVI

(FUTURE)

UVE

UVE

UVE

UVI

M 480V

FV HSLR

HSOSC

ZS

OC

M480V

FV

HSLR

HSOSC

ZS

OCTANK BYPASS

TO STORAGE

D 08-N-003

C 08-N-003

TO STORAGE TANK

UVR-7-3-1

UVR-7-3-3

UVR-7-3-4

7-1-1

7-1-2

7-1-1

7-3-1-1

7-2-1-1

7-2-1-2

7-2-1-1

7-2-1-17-2-1-1

7-2-1-1

7-3-1

7-3-1-2

ARV

ARV

ARV

ARV

ARV

ARV

ARV

7-5-1 7-5-1-1

7-5-1-2

7-5-1-1

7-5-3

7-5-3-1

7-5-3-2

7-5-3-1

ARV

ARV

7-5-2

7-5-2-1

7-5-2-2

7-5-2-1

7-4-1

7-4-1-1

7-4-1-2

7-4-1

7-4-1

ARV

7-20-1

7-20-1 7-20-1

7-20-2

7-20-2 7-20-2

7-2-1-1

FCL2

7-23

7-23

UVR-7-3-2

7-2-1

ZS

7-4-1-1

OC

RECOVERY

TO BACKWASH

EXTERIOR

UV

W

M

FV

7-6-2

HSLR

7-6-2-1

HSOSC

7-6-2-2

ZS

OC

7-6-2-1

480V

CL

OS

ED

OP

EN

CL

OS

E

OP

EN

ED

RE

MO

TE

2(5)

M

FV

7-6-1

HSLR

7-6-1-1

HSOSC

7-6-1-2

ZS

OC

7-6-1-1

480V

UV

W

3(5)

OIU-I5

SE

NS

OR

S

UV

AT

AE

WIP

ER E

XT

EN

D

WIP

ER R

ET

RA

CT

JI

7-3-1

UV L

AM

PS O

N

DU

ST C

AP

ZS

7-3-1-2

PR

ES

SU

RE S

W

PS

7-3-1

ZS

7-3-1-1

SV

7-3-1

HO

ME S

W

7-3

7-3

7-3-1

7-21

7-21

7-22

7-22


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

08-N-003_653463.dgn

DA L

EC

KE

INS

TR

UM

EN

TA

TIO

N A

ND C

ON

TR

OL

NO SCALE

MA R

EIC

HE

RT

08-N-003

ST

OR

AG

E T

AN

K

P&ID

PLC-I

AND UV FACILITY


ENCLOSURE ENCLOSURE

PLC-B2

PUMP STATION

HIGH LIFT

C 08-N-002

F 08-N-004

UV REACTORS

FROM

UVE

CL

OS

ED

OP

EN

CL

OS

E

OP

EN

ED

RE

MO

TE

2(5)

UVE

STATION

TO HIGH LIFT PUMP

STORAGE TANK BYPASS

HIG

H L

EV

EL

LO

W L

EV

EL

E 08-N-004UVE

PUMP STATION

TO HIGH LIFT

FV

7-7-2

M

480V

HS

7-7-2-1

LR

HS

7-7-2-2

OSC

ZS

7-7-2-1

OC

M

480V

FV

7-7-1

HS

7-7-1-1

LR

HS

7-7-1-2

OSC

ZS

7-7-1-1

OC

CL

OS

ED

OP

EN

CL

OS

E

OP

EN

ED

RE

MO

TE

2(5)

V V

LSH

LSL

OD

DITCH

DRAINAGE

T-8-1-1

8-1-1

8-1-1

STORAGE TANK 1

D 08-N-002

UV REACTORS

FROM

UVE

FV

7-8-1

M

480V

HS

7-8-1-1

LR

HS

7-8-1-2

OSC

ZS

7-8-1-1

OC

M

480V

FV

7-8-2

HS

7-8-2-1

LR

HS

7-8-2-2

OSC

ZS

7-8-2-1

OC

(FUTURE)

TANK 2

TO STORAGE

(FUTURE)

TANK 2

TO STORAGE


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

08-N-004_653463.dgn

JR G

AG

NO

NP

&ID

UNIT P

RO

CE

SS

INS

TR

UM

EN

TA

TIO

N A

ND C

ON

TR

OL

NO SCALE

MA R

EIC

HE

RT

08-N-004

HIG

H S

ER

VIC

E P

UM

P S

TA

TIO

N

PUMP

SPLIT-CASE

HORIZONTAL

, TYP

AS

PI PSH

M

AS

PI PSH

M

(FUTURE)

AS

PI PSH

M

AS

PI PSH

M

(FUTURE)

SYSTEM

TO

SYSTEM

TO

M

ENCLOSURE

PLC-B2

PUMP STATION

HIGH LIFT

120V

HSLR

HSOSC

ZS

OC

FV

480V

HSLR

HSOSC

ZS

OC

480V

FV

HSLR

HSOSC

ZS

OC

FV

480V

FV

480V

HSLR

HSOSC

ZS

OC

FIT

FE

120V

M

FIT

FE

120V

FL

OW

2(1)

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

RU

N

HIG

H P

RE

SS

UR

E

FAIL

ON

RE

MO

TE

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

RU

N

HIG

H P

RE

SS

UR

E

FAIL

ON

RE

MO

TE

TYP

ETHERNET/IP,

ODVA

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

RU

N

HIG

H P

RE

SS

UR

E

FAIL

ON

RE

MO

TE

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

RU

N

HIG

H P

RE

SS

UR

E

FAIL

ON

RE

MO

TE

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

MO

TO

R P

OW

ER

MO

TO

R P

OW

ER

MO

TO

R P

OW

ER

MO

TO

R P

OW

ER

FR

EE C

HL

ORIN

E

FL

OU

RID

E

G 08-N-011

H 08-N-012 SHC

SHC

F

F

SAAE

AIT120V

FI

9-21

SA

AE

AIT

FL

120V

FI

9-22

DRAIN

SA

I/O M

AP

PIN

G

I/O M

AP

PIN

G

I/O M

AP

PIN

G

I/O M

AP

PIN

G

TU

RBIDIT

Y

pH

AE

AIT

120V

AE

AIT

pH120V

SA

SA

TURB

480V480V480V480V

M

M

AFD-9-2-3AFD-9-2-2 AFD-9-2-4 AFD-9-2-5

SHEET KEYNOTE

SYSTEM.

PROVIDED AS PART OF CHEMICAL METERING PUMP 1.

FW

FW

9-24

9-24

9-23

9-23

9-22

9-22

9-21

9-21

FCL2

9-4-2

9-4-2

9-4-1

9-4-1

P-9-2-6

P-9-2-5P-9-2-4P-9-2-1

P-9-2-2 P-9-2-3

FV

9-4-5

HS

9-4-5-1

LR

HS

9-4-3-2

OSC

ZS

9-4-5-1

OC

M

HS

9-4-4-1

LR

HS

9-4-4-2

OSC

ZS

9-4-4-1

OC

FV

9-4-4

480V

480V

HS

9-4-1-1

LR

HS

9-4-1-2

OSC

ZS

9-4-1-1

OC

FV

9-4-1

480V

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

HSLR

HSOSC

ZS

OC

M

480V

FV

9-4-3

9-4-3-1

9-4-3-2

9-4-3-1

LE

VE

L

FL

OW

FR

EE C

HL

ORIN

E

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

ARVARVARV ARV ARV

ARV

ARV

M

480V

HS

9-4-2-1

LR

HS

9-4-2-2

OSC

ZS

9-4-2-1

OC

FV

9-4-2

FW

FW

FW

FW

9-4-3

9-3-3-1

9-3-3-2

9-3-3-1

9-2-3 9-2-3

UV

E

UV

E

UV

E

UV

E

9-3-2-1

9-3-2-2

9-3-2-1

9-3-2

9-2-2 9-2-2

9-3-4-1

9-3-4-2

9-3-4-1

9-3-4

9-2-4 9-2-4

9-3-5-1

9-3-5-2

9-3-5-1

9-3-5

9-2-5 9-2-5

RE

MO

TE

OP

EN

ED

CL

OS

ED

OP

EN

CL

OS

E

2(5)

HSLR

HSOSC

ZS

OC

480V

FV

9-1-4

9-1-4-1

9-1-4-2

9-1-4-1

M

UVE

UVE

E 08-N-003

FROM STORAGE TANK

(FUTURE)

FROM STORAGE TANK 2

M

F 08-N-003

FV

9-1-1 480V

HS

9-1-1-1

LR

HS

9-1-1-2

OSC

ZS

9-1-1-1

OC

1

M

FV

9-1-3 HS

LR

9-1-3-1

HS

OSC

9-1-3-2

ZS

OC

9-1-3-1

480V

M

FV

9-1-2 HS

LR

9-1-2-1

HS

OSC

9-1-2-2

ZS

OC

9-1-2-1

480V

1

AIT

9-20

FCL2

FE

FIT

SA

ARV

AE

9-20

FIT

9-20

DRAIN

LIT

PI

FROM STORAGE TANK BYPASS

UVE

PI

PIT

9-1-1

PR

ES

SU

RE

9-1-1

PI

PIT

9-1-2

9-1-2

PR

ES

SU

RE

TT

9-2-2-1

BEARING

TT

9-2-2-3

WINDING

VT

9-2-2-1

MOTOR

BE

ARIN

G T

EM

P 1 & 2

WIN

DIN

G T

EM

P 1, 2 & 3

TT

9-2-5-1

BEARING

TT

9-2-5-3

WINDING

VT

9-2-5-1

MOTOR

TT

9-2-4-1

BEARING

TT

9-2-4-3

WINDING

VT

9-2-4-1

MOTOR

TT

9-2-3-1

BEARING

TT

9-2-3-3

WINDING

VT

9-2-3-1

MOTOR

1

4(6)

1 1 1 1

4(1)

4(2)

4(3)

VIB

RA

TIO

N

8-1-1

8-1-1 8-1-1

8-1-1


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

08-N-011_653463.dgn

AG M

YE

RS

P&ID

FL

UO

RID

E

UNIT P

RO

CE

SS

INS

TR

UM

EN

TA

TIO

N A

ND C

ON

TR

OL

NO SCALE

MA R

EIC

HE

RT

TANK,TYP

STORAGE

TRANSFER

CS

2(1)

VTR

120V

2(1)

OF

F

F

FLUORIDE

PUMP

DAY TANK

VTR

120V120V

F

F

F

OF

M

120V

POWER

AS

VTR

FF

PI

PE

HSSILENCE

LI

QASTROBE

LAHHORN

LIT

LE

24-1

LG

HS

HOA

QA

STROBE

FSH

FIT

FE

HS

OOR

HK

SPEED

SI

LG

WE

WITLIT

F

08-N-011

SAFETY SHOWER

PLC-B2

ENCLOSURE

PUMP STATION

HIGH LIFT

FL

OW

LSH

LE

24-3

24-6

D

480V

120V

HIG

H L

EV

EL

RE

MO

TE

ON

FAIL

RU

N

ST

RO

BE

IN U

SE

LE

VE

L

WEIG

HT

LE

VE

L

ST

RO

BE

SIL

EN

CE

HO

RN

LO

W L

EV

EL

LSH

LSL

24-1

24-1

RE

MO

TE

ON

FAIL

RU

N

2(4)

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

2(2)

POWER

AS

VTR

FF

HS

OOR

HK

SPEED

SI

(FUTURE)

FSH

QA

STROBE

SAFETY SHOWER

FF

FF

F

F

F

2(1)

M

120V

PI

PE

FIT

FE

F G 08-N-003

EXTERIOR

UNLOADING

TRUCK

SUMP

FOR EMPTYING

QUICK CONNECT

FP-24-7

24-7 24-7

24-7 24-7

24-1

FP-24-2

24-2

24-8-2 24-8-2

24-8-1 24-8-1

24-1

P-24-2

T-24-1

24-3 24-3

24-3

24-3

T-24-3

FP-24-4-3

FP-24-4-2

FP-24-4-1

P-24-4-1

24-4-1 24-4-1 24-4-1

24-5-1

24-5-1

24-5-1

24-5-1

24-5-2

24-5-2

24-5-2

24-5-2

24-4-2 24-4-2 24-4-2

P-24-4-2

D

120V

120V

HYDROFLUOSILICIC ACID

HIG

H L

EV

EL


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

08-N-012_653463.dgn

AG M

YE

RS

P&ID

UNIT P

RO

CE

SS

INS

TR

UM

EN

TA

TIO

N A

ND C

ON

TR

OL

NO SCALE

MA R

EIC

HE

RT

VTR

M

PI

PE

FIT

FE

WE

WIT

SO

DIU

M H

YP

OC

HL

ORIT

E

SHC

SHC

08-N-012

VTR

WE

WIT

SHC

FSHQA

STROBE

SAFETY SHOWER

PLC-B2

PUMP STATION

HIGH LIFT

ENCLOSURE

FL

OW

RE

MO

TE

ON

FAIL

RU

N

3(6)

SP

EE

D F

EE

DB

AC

K

SP

EE

D C

OM

MA

ND

3(3)

POWER

ASFF

HS

OOR

HK

SPEED

SI

WEIG

HT

2(1)

IN U

SE

ST

RO

BE

HIG

H L

EV

EL

25-4

DR

DR

2(1)

M

PI

PE

FIT

FE

SHC H 08-N-003

LSH

120V

120V

120V

120V

VTR

POWER

ASFF

HS

OOR

HK

SPEED

SI

POWER

ASFF

HS

OOR

HK

SPEED

SI

VTR

VTR

25-5 25-5

25-1-1

25-1-1

25-1-2

25-1-2

T-25-1-2

T-25-1-1

25-3-1

25-3-1

25-3-1

25-3-1

25-3-2

25-3-2

25-3-2

25-3-2

P-25-2-3

FP-25-2-3

25-2-3 25-2-3 25-2-3

FP-25-2-2

P-25-2-2

VTR 25-2-2 25-2-2 25-2-2

P-25-2-1

FP-25-2-1

25-2-1 25-2-1 25-2-1

120V

120V

120V

TOTE 1

HYPOCHLORITE

SODIUM

TOTE 2

HYPOCHLORITE

SODIUM


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

10-X-221_653463.dgn

AG M

YE

RS

PL

AN A

T E

L 9

7.0

0

DE

MO

LITIO

N

PA K

AR

AB

AN

10-X-221

1/8"=1'-0"

PLAN AT EL 97.00

N

1/8"=1'-0"

A

10-D-301

A

10-D-301

B

10-D-302

B

10-D-302

1

1

SHEET KEYNOTES

2

2

2

2

10-001

PUMP

EXISTING HIGH LIFT

EXIS

TIN

G FIL

TR

ATIO

N F

ACILIT

Y

0330-142FILL HOLE PER , TYP.2.

INSTALL BLIND FLANGE.1.

EXST FILTER NO. 10

EXST FILTER NO. 9 EXST FILTER NO. 7


EXST FILTER NO. 5

EXST FILTER NO. 14


EXST FILTER NO. 12

EXST 42" FE

AG M

YE

RS

EXIS

TIN

G FIL

TR

ATIO

N F

ACILIT

Y

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

D

A KIE

RZ

EK

10-D-211

N

3/16"=1'-0"

PARTIAL PLAN AT EL 65.50

TWO 1/2" SHC

EXST 1/2" SHC, SEE

CONNECT TO TWO 1

SEE

EXST 42" FE,

CONNECT TO

FE

X

.

XXX-XXXX

2

10-D-211_653463.dgn

PL

AN A

T E

L 6

5.5

0

PA

RTIA

L L

OW

ER L

EV

EL

10-D-501

10-D-501


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

EXST FILTER NO. 10



EXST FILTER NO. 5


EXST FILTER NO. 11EXST FILTER NO. 13

N

3/16"=1'-0"

PARTIAL PLAN AT EL 73.67

FE

X

4027-601

FIT

X

FCV

X

1

2642-925

1.

KEY NOTE:

CROSS.

REMOVE AND REPLACE 2" V744 ON NEW 20"

SPECIFICATIONS FOR TIME CONSTRAINTS.

20" CROSS. SEE PROJECT COORDINATION

REMOVE EXST 20" TEE AND REPLACE WITH

10-D-221_653463.dgn

AG M

YE

RS

PA

RTIA

L L

OW

ER L

EV

EL P

LA

N A

T E

L 7

3.6

7

EXIS

TIN

G FIL

TR

ATIO

N F

ACILIT

Y

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

DA KIE

RZ

EK

10-D-221

FLANGE

INSULATING

20" BWS

OF PIPE

BOTTOM

2" D, AT

PIPE, SIM

FLG x MJ WALL

YARD PIPING DRAWINGS

PUMP STATION, SEE

20" BWS FROM INFLUENT

JOINT

DISMANTLING

RESTRAINED


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

20-A-301_653463.dgn

ELE

VA

TIO

NS

AN

D U

V E

QUIP

ME

NT F

ACILIT

Y

INT

ER

ME

DIA

TE P

UM

P S

TA

TIO

N

AR

CHIT

EC

TU

RA

L

1/8"=1'-0"

P

A K

AR

AB

AN

RG SIE

BE

RS

20-A-301

NORTH ELEVATION1/8"=1'-0"

WEST ELEVATION1/8"=1'-0"

6'-0", T

YP

AL LOUVER

4'-0"x2'-0"

FL EL 96.00

FL EL 96.00


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

20-A-302_653463.dgn

ELE

VA

TIO

NS

AN

D U

V E

QUIP

ME

NT F

ACILIT

Y

INT

ER

ME

DIA

TE P

UM

P S

TA

TIO

N

AR

CHIT

EC

TU

RA

L

1/8"=1'-0"

P

A K

AR

AB

AN

RG SIE

BE

RS

20-A-302

EAST ELEVATION1/8"=1'-0"

SOUTH ELEVATION1/8"=1'-0"

6'-0", T

YP

AL LOUVER

4'-0"x2'-0"

FL EL 96.00

FL EL 96.00


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

SS

S SSS

SS

20-D-231_653463.dgn

AP

PR

OV

ED

CH

EC

KE

DJR G

AG

NO

N

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

DA KIE

RZ

EK

20-D-231

PLAN AT GRADE LEVEL3/16"=1'-0"

N

PL

AN A

T G

RA

DE L

EV

EL

AN

D U

V E

QUIP

ME

NT F

ACILIT

Y

INT

ER

ME

DIA

TE P

UM

P S

TA

TIO

N

PUMP AREA

ELECTRICAL ROOM

UV EQUIPMENT

WALKWAY

A

20-D-301

A

20-D-301

B

20-D-302

B

20-D-302

C

20-D-302

C

20-D-302

RECOVERY BASIN

EXST BACKWASH

24" UVE TO

AND HIGH LIFT PUMP STATION

36" UVE TO STORAGE TANK

(FUTURE)

(FUTURE)

(FUTURE)



42" FE

20" BWS

(BELOW FLOOR)

SLIDE GATES36" UVI

24" UVI, TYP

24" UVI, TYP 24" UVE, TYP

FE

X

FE

X

FE

X

42" UVE

FE TRANSMITTER, TYP

REMOTE OIU PANEL, TYP

2" ARV, TYP

42" UVI

42" FE


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

20-D-301_653463.dgn

PUMP AREA

ELECTRICAL ROOM

UV EQUIPMENT

ASECTION3/16"=1'-0"

20-D-231

JR G

AG

NO

N

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

DA KIE

RZ

EK

20-D-301

SE

CTIO

N

AN

D U

V E

QUIP

ME

NT F

ACILIT

Y

INT

ER

ME

DIA

TE P

UM

P S

TA

TIO

N

IPLS VFD 1

FE TRANSMITTER

REMOTE OIU PANEL

2" ARV, TYP

24" UVI

2" D

42" UVI

TYP

24" UVI,

36" UVI

24" UVE 42" UVE

UV PNL 2

MCC 17 (UV)

(ARC FLASH RATED)

USS-5, USS-6


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

20-D-302_653463.dgn

PUMP AREA UV EQUIPMENT

BSECTION3/16"=1'-0"

20-D-231

CSECTION3/16"=1'-0"

20-D-231

JR G

AG

NO

N

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

DA KIE

RZ

EK

20-D-302

SE

CTIO

NS

AN

D U

V E

QUIP

ME

NT F

ACILIT

Y

INT

ER

ME

DIA

TE P

UM

P S

TA

TIO

N

42" FE

GATES

SLIDE

36" UVI

20" BWS

24" UVI 24" UVE, TYP

2" ARV, TYP

42" UVE

RECOVERY BASIN

EXST BACKWASH

24" UVE TO





15°

40-A-231_653463.dgn

PL

AN A

T G

RA

DE L

EV

EL

AR

CHIT

EC

TU

RA

L

1/8"=1'-0"

P

A K

AR

AB

AN

RG SIE

BE

RS

40-A-231

ST

OR

AG

E T

AN

K

TYP

4'-0"

30°

TY

P

100'-0"

DIA

CL OF TANKA

40-A-301

A

40-A-301


N

RED BRICK, TYP

MATCHING EXISTING

4" FACE BRICK


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

45°45°

40-A-241_653463.dgn

RO

OF P

LA

N

ST

OR

AG

E T

AN

K

AR

CHIT

EC

TU

RA

L

1/8"=1'-0"

P

A K

AR

AB

AN

RG SIE

BE

RS

1/8"=1'-0"

NROOF PLAN

40-A-241

CL O

F T

AN

K

VENTVENT

ROOF HATCH ROOF HATCH

A

40-A-301

A

40-A-301


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

40-A-301_653463.dgn

ELE

VA

TIO

N A

ND S

EC

TIO

N

ST

OR

AG

E T

AN

K

AR

CHIT

EC

TU

RA

L

3/16"=1'-0"

P

A K

AR

AB

AN

RG SIE

BE

RS

40-A-301

2'-0"

9'-11"

4'-0"

20'-0"

FL EL 98.00

2'-0"

9'-11"

4'-0"

20'-0"

FL EL 98.00

ELEVATION1/8"=1'-0"

ASECTION1/8"=1'-0"

40-A-231,

40-A-241

RED BRICK, TYP

MATCH EXISTING

4" FACE BRICK,

BRICK, TYP

EXISTING RED

EIFS, MATCH

BRICK, TYP

EXISTING RED

EIFS, MATCH

RED BRICK, TYP

MATCH EXISTING

4" FACE BRICK,

BRICK, TYP

EXISTING RED

COATING, MATCH

CEMENTITIOUS

CAST STONE, TYP

EXISTING TAN

COATING, MATCH

CEMENTITIOUS

CAST STONE, TYP

EXISTING TAN

COATING, MATCH

CEMENTITIOUS

BRICK, TYP

EXISTING RED

COATING, MATCH

CEMENTITIOUS


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

60-A-301_653463.dgn

ELE

VA

TIO

NS

HIG

H LIF

T P

UM

P S

TA

TIO

N

AR

CHIT

EC

TU

RA

L

1/8"=1'-0"

P

A K

AR

AB

AN

RG SIE

BE

RS

60-A-301

SOUTH ELEVATION1/8"=1'-0"

NORTH ELEVATION1/8"=1'-0"

EAST ELEVATION1/8"=1'-0"

WEST ELEVATION1/8"=1'-0"

TY

P

6'-0"

TY

P

6'-0"

7'-4"

LOUVER

FRP

2'-0"x2'-0"

TYP OF 3

4'-0"x2'-0" AL LOUVER,

TYP OF 3

4'-0"x2'-0" AL LOUVER,LOUVER

2'-0"x2'-0" FRP

TY

P

7'-4"

FLOOR EL 97.00

GRADE LEVEL

14'-0"

FLOOR EL 97.00

GRADE LEVEL

14'-0"

LOUVER

FRP

2'-0"x2'-0"

7'-4"


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

S

S

S

S

60-D-231_653463.dgn

AP

PR

OV

ED

CH

EC

KE

DJR G

AG

NO

N

HIG

H LIF

T P

UM

P S

TA

TIO

N

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

DA KIE

RZ

EK

60-D-231

PL

AN A

T G

RA

DE L

EV

EL


N

TOTE

SHC

TOTE

SHC

TANK

STORAGE

FLUORIDE

TANK

DAY METERING PUMPS

PUMP ROOM

ELECTRICAL ROOM

ROOM

HYPOCHLORITE

SODIUM

ROOM

FLUORIDE

A

60-D-301

A

60-D-301

B

20-D-301

B

20-D-301

24" FW, TYP

20" UVE, TYP

42" UVE

36" BYPASS

42" (FUTURE)

SHC METERING PUMPS

36" FW

(BELOW)

PUMP

TRANSFER

FE/FIT

8-1

.

XXX-XXXXAE/AIT

9-20

.

42" UVE

1/2" SA

1/2" SHC

1/2" FL

XXX-XXXX

1/2" SA

AE/AIT

9-21

2" W1

2" W1

AE/AIT

9-22

AE/AIT

9-24

AE/AIT

9-23

FCL2

FL TURB

PH

1/2" SA

(2) 1/2" FL

EACH END

PIPE, OPEN ON

12" PVC CARRIER

36" FW

2" W1

1/2" SHC

1/2" FL

XXX-XXXX

XXX-XXXXXXX-XXXX

1/2" SHC

1/2" FL

PORT ONLY

SIM, INSERTION

TYP

(2)1/2" SHC

(2) 1/2" FL

1/2" SA


CH

2M HIL

L 2

015. A

LL RIG

HTS R

ES

ER

VE

D.

THIS D

OC

UM

EN

T,

AN

D T

HE I

DE

AS A

ND D

ESIG

NS I

NC

OR

PO

RA

TE

D H

ER

EIN,

AS A

N I

NS

TR

UM

EN

T O

F P

RO

FE

SSIO

NA

L S

ER

VIC

E, IS T

HE P

RO

PE

RT

Y O

FR

EU

SE O

F D

OC

UM

EN

TS:

1 2 3 4 5 6

B

C

D

VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0

c

PROJ

DATE

DA

TE

NO.

DS

GN

DR

RE

VISIO

N

CH

K

AP

VD

BY

AP

VD

SHEET

DWG

A

of

CH

2M HIL

L A

ND IS N

OT T

O B

E U

SE

D, IN W

HO

LE O

R I

N P

AR

T, F

OR A

NY O

TH

ER P

ROJE

CT W

ITH

OU

T T

HE W

RIT

TE

N A

UT

HO

RIZ

ATIO

N O

F C

H2

M HIL

L.

CIT

Y O

F O

AK C

RE

EK,

WIS

CO

NSIN

653463

FEBRUARY 2015

IMP

RO

VE

ME

NTS

OA

K C

RE

EK W

AT

ER A

ND S

EW

ER U

TILIT

Y

2016 W

AT

ER T

RE

AT

ME

NT P

LA

NT

60-D-301_653463.dgn

PUMP ROOM

ELECTRICAL ROOM FLUORIDE ROOM

PUMP ROOM

ASECTION3/16"=1'-0"

60-D-231

BSECTION3/16"=1'-0"

60-D-231

AP

PR

OV

ED

CH

EC

KE

DJR G

AG

NO

N

HIG

H LIF

T P

UM

P S

TA

TIO

N

PR

OC

ES

S M

EC

HA

NIC

AL

3/16"=1'-0"

DA KIE

RZ

EK

60-D-301

SE

CTIO

NS

24" FW, TYP

36" FW

36" FW

24" FW, TYP

42" UVE

ELBOW

30"x20" RDCR

AE/AIT

9-20

FCL2

AE/AIT

9-21

FCL2

1/2" SA

2" W1

FE/FIT

8-1

.

2" W11/2" SA

1/2" SHC 1/2" FL

Date post:	15-Apr-2022
Category:	Documents
Upload:	others
View:	0 times
Download:	0 times

PSC REF#:277469

Documents