Spec_Vol_16_2_W912PL-12-R-0018.pdf

Fort Campbell/Fort Irwin Water and Wastewater Design and Construction Standards

U.S. Army DOC Fort Campbell/Fort Irwin

April 2010

11818 Rock Landing Drive Suite 200

Newport News, VA 23606

Constructors, Inc.

STANDARD SPECIFICATIONS FOR WATER/SEWER INFRASTRUCTURE

CONSTRUCTION – FORT CAMPBELL/FORT IRWIN

WDC/378164 TABLE OF CONTENTS

FEBRUARY 2010 00 01 10 - iii

©COPYRIGHT 2010 CH2M HILL

TABLE OF CONTENTS

Pages

PART 00

General Requirements for Water and Wastewater Connections............................ 1- 3 Application for Water/Wastewater Utilities Service ............................................. 1- 3 Transfer and Acceptance of Military Real Property Form

PART A—WATER DISTRIBUTION SYSTEM DESIGN STANDARDS

Water Distribution System Design Standards ....................................................... 1- 6

PART B—WASTEWATER SYSTEM DESIGN STANDARDS

Wastewater System Design Standards................................................................... 1- 9

PART C— STANDARD SPECIFICATIONS FOR WATER/SEWER INFRASTRUCTURE

CONSTRUCTION

DIVISION 1—GENERAL REQUIREMENTS

01 57 28 Temporary Sanitary Sewer Flow Control ...................................... 1- 6

DIVISION 2—NOT USED

DIVISION 3—CONCRETE

03 21 00 Reinforcing Steel ..................................................................... 1- 6 03 30 00 Cast-in-Place Concrete ............................................................ 1- 24 03 62 00 Nonshrink Grouting ................................................................. 1- 6 24-hour Evaluation of Nonshrink Grout Test Form and Grout Testing Procedures

DIVISIONS 4 THROUGH 30—NOT USED

DIVISION 31—EARTHWORK

31 10 00 Site Clearing ............................................................................ 1- 3 31 23 16 Excavation ............................................................................... 1- 4 31 23 19.01 Dewatering............................................................................... 1- 2 31 23 23 Fill and Backfill ....................................................................... 1- 14 31 23 23.15 Trench Backfill ........................................................................ 1- 10 31 32 00 Soil Stabilization...................................................................... 1- 6 31 41 00 Shoring..................................................................................... 1- 2

CONSTRUCTION-FORT CAMPBELL

Pages

TABLE OF CONTENTS WDC/378164

00 01 10 - iv FEBRUARY 2010

©COPYRIGHT 2010 CH2M HILL

DIVISION 32—EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving......................................................................... 1- 9 32 16 00 Curbs and Gutters .................................................................... 1- 5 32 31 13 Chain Link Fences and Gates .................................................. 1- 13

DIVISION 33—UTILITIES

33 01 30.16 Television Inspection of Sewer Pipelines................................ 1- 9 Inspection Log Sheet Defects Table 33 01 33 Gravity Sewer Pipeline Cleaning............................................. 1- 7 33 05 01 Conveyance Piping—General.................................................. 1- 9 33 05 01.02 Ductile Iron Pipe and Fittings.................................................. 1- 10 33 05 01.09 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings............. 1- 5 33 05 01.12 Gravity Sewer Pipe and Fittings .............................................. 1- 15 33 05 01.13 Polyvinyl Chloride Pipe Liner ................................................. 1- 7 33 05 13 Manholes.................................................................................. 1- 13 33 05 23.26 Sanitary Sewer Pipe Bursting .................................................. 1- 10 33 12 13 Water Service Connections...................................................... 1- 11 33 12 19 Water Utility Distribution Fire Hydrants................................. 1- 4 33 13 00 Disinfecting of Water Utility Distribution............................... 1- 4

DIVISIONS 34 THROUGH 39—NOT USED

DIVISION 40— PROCESS INTEGRATION

40 27 01 Process Piping Specialties .......................................................... 1- 14 40 27 02 Process Valves and Operators..................................................... 1- 15 Electric Motor Actuator Schedule Pneumatic Actuator Schedule Self-Regulated Valve Schedule 40 80 01 Process Piping Leakage Testing ................................................. 1- 6

DIVISIONS 41 THROUGH 49—NOT USED

WDC/378164 TABLE OF CONTENTS

FEBRUARY 2010 00 01 10 - v

©COPYRIGHT 2010 CH2M HILL

PART D— TECHNICAL STANDARD DRAWINGS INDEX

Detail No. Description 3123-110 Typical Trench 3123-114 Surface Restoration-Non Paved Areas 3123-116 Surface Restoration-Paved Areas 3123-117 Roadway Pavement Repair, Asphalt 3123-118 Roadway Pavement Repair, Concrete 3123-914 Backfilling and Compaction of Trenches 3123-915 Typical Large Diameter Pipe Trench 3123-928 Trench Cut-off Wall 3125-160 Rock Check Dams 3125-161 Clay Check Dam for Gravity Sewer 3125-162 Concrete Anchors for Sewers on Steep Grades 3125-165 Sediment Fence 3213-220 Typical Concrete Sidewalk 3213-225 Sidewalk Access Ramps/Corners 3213-226 Sidewalk Access Ramps/Mid-Block 3216-310 Concrete Curb and Gutter 3231-415 Double Swing Gate 3231-425 Cantilever Slide Gate 3293-636 Tree Protection 3305-710 Manhole Base Section (6" to 24" Pipe) 3305-720 Eccentric Manhole Top Section 3305-721 Manhole Frame and Cover Setting with Grade Extension 3305-725 Standard Manhole Frame and Cover 3305-731 Standard Connection of Force Main to Manhole 3305-732 Pipe Connections to Existing Manholes 3305-733 Existing Manhole Tie-in Replacement 3305-734 Manhole Base Section (with Drop Assembly for >2'-0" Drop) 3305-735 Manhole Base Section with Continuous Flow 3305-736 Abandoning Manholes and Sewers 3305-740 Exterior Cleanout 3305-742 Temporary Test Riser at Cleanout 3305-751 Closure Joint for Dissimilar Gravity Sewer Pipe 3305-752 Concrete Protection 3305-753 Concrete Cap in Ditch Bottom

CONSTRUCTION-FORT CAMPBELL

TABLE OF CONTENTS WDC/378164

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©COPYRIGHT 2010 CH2M HILL

Detail No. Description 3305-760 Railroad/Road Cased Undercrossing 3305-761 Water Main Relocation/Water Service Conflicts 3305-762 Cased Pipe Section 3305-763 CLSM Support for Crossing Exist. Utilities 3305-781 Sanitary Sewer Service Connection 3305-782 Alternate Sanitary Sewer Service Connection 3305-954 Permanent Guard Post 3311-820 Water Service Installation 3311-821 Concrete Thrust Blocks (Sheet 1 of 2) 3311-822 Concrete Thrust Blocks (Sheet 2 of 2) 3311-823 Tapping Tee 3311-824 3/4, 1, 1-1/2, and 2-inch Water Service Connection 3311-825 Outside Installation of Backflow Preventers 3311-826 Water Service for 2-1/2-Inch and Larger Installations 3312-650 Type A Combination Air Release Valve Assembly Up to 2-Inch 3312-651 Type B Combination Air Release Valve Assembly 3312-652 Sewage Air and Vacuum Assembly 3312-653 Water Blowoff Assembly/Manhole 3312-654 Vent 3312-655 Break-Away Coupling 3312-770 Fire Hydrant 3312-959 Post Indicator Valve 3520-702 Stem Guide Installation 4027-640 Buried Gate Valve Box 4027-643 Valve Box/Operator Stem 4027-644 Typical Valve and Box Setting with Bypass 4027-645 Pressure Reducing Valve 4027-646 Double Detector Check Valve and Vault

END OF SECTION

WDC/378164 GENERAL REQUIREMENTS FOR WATER

FEBRUARY 2010 AND WASTEWATER CONNECTIONS

©COPYRIGHT 2010 CH2M HILL PART 00 - 1

Part 00

GENERAL REQUIREMENTS FOR WATER AND WASTEWATER

CONNECTIONS AT FORT CAMPBELL, KENTUCKY

PART 1 GENERAL

1.01 GENERAL

A. These requirements apply to all users of the water and sewer utility systems at Fort Campbell, Kentucky, and Fort Irwin, California, including but not limited to the U.S. Army, AAFES, NAF activities, private contractors, and any and all tenants of the Post. These requirements are subject to the terms and conditions of the utility privatization contract (DACA87-00-D-0043) between the U.S. Army and CH2M HILL.

B. It is Fort Campbell/Fort Irwin and CH2M HILL policy that connecting facilities to the water and wastewater utilities must be performed safely and in compliance with all applicable regulations and standards. As such, no water or wastewater connections may be made without prior coordination and approval by CH2M HILL, the Fort Campbell/Fort Irwin water and wastewater service provider.

1.02 DESIGN AND CONSTRUCTION

A. Effective August 31, 2003, CH2M HILL is the privatization contractor and operator of the water and sewer systems at Fort Campbell/Fort Irwin, up to and including a point of demarcation not closer than 5 feet from the exterior of each facility on Post. Typical demarcations will include a shutoff valve, water meter, or backflow preventer on the water line, or a cleanout on the sewer line. Existing and new exterior oil-water separators and grease traps are included in CH2M HILL’s systems.

B. It is the policy of CH2M HILL to design and construct any and all improvements to the existing water and sewer infrastructure. CH2M HILL will allow new services lines or laterals from the existing water or sewer infrastructure to be designed and constructed by others, if no changes to the existing infrastructure are required. In all cases, the contractor is responsible to bear the cost of connection of the facility’s plumbing pipes to the exterior utilities’ piping. It is within CH2M HILL’s exclusive right to make the final determination as to who will design and construct new service lines or laterals. Regardless of whether the new service lines or laterals are constructed by CH2M HILL or the customer, the responsibility for connecting the utility piping to the building plumbing will rest with the entity constructing the utility piping.

GENERAL REQUIREMENTS FOR WATER WDC/378164

AND WASTEWATER CONNECTIONS FEBRUARY 2010

PART 00 - 2 ©COPYRIGHT 2010 CH2M HILL

1.03 REQUESTS FOR CONNECTION

A. All requests for connection to the water or sewer systems must be submitted to CH2M HILL as early as possible, but not later than 180 days for CH2M HILL to construct or 60 days for others to construct. The request form Application for Water/Wastewater Utilities Service, is available immediately following Part 00 in this document, or from the on-site engineer. Essential information needed with the completed request form includes: the date the service is required, the location of the facility, the building site plan with existing and final topography, finished floor elevation of all floors in all structures, interior plumbing plan, water fixture units, and special requirements for water service such as fire sprinkler systems, lawn irrigation systems, and industrial or manufacturing processes. Information related to wastewater services includes whether food preparation facilities will be included in any of the structures and whether wastes with characteristics differing from typical domestic wastes will be discharged to the sewer.

B. CH2M HILL shall submit a letter of commitment to provide service, determining that either the contractor or CH2M HILL will design and construct the service. The letter will include an agreement between the parties for the establishment of new water or sewer service. A fee schedule will also be included, outlining the cost of services by CH2M HILL including permit fees, and design and construction (if applicable).

C. Charges for all new water or sewer service or improvements are the responsibility of the requesting party. Payment for services must be paid in advance, unless other terms are negotiated with the CH2M HILL Project Manager.

1.04 DESIGN AND CONSTRUCTION STANDARDS

A. Designs and construction by others shall be in accordance with the latest version of the Standard Specifications for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin, available from CH2M HILL. Water and wastewater utility designs shall be reviewed and approved by CH2M HILL before construction can begin. The customer shall coordinate construction activities with CH2M HILL for inspection. In no case shall water service be turned on until construction has been inspected and approved and as-built record drawings received.

1.05 CONSERVATION STANDARDS

A. Fort Campbell/Fort Irwin has adopted conservation standards for utilities on the Post. The standards dictate the use of low flow plumbing fixtures. The

©COPYRIGHT 2010 CH2M HILL PART 00 - 3

CH2M HILL design standards reflect the use of the low flow fixtures in new facilities to be connected to the system.

1.06 WATER METERS/BACKFLOW PREVENTERS/LINE TAPS

A. CH2M HILL requires water meters on individual facilities.

B. CH2M HILL requires the customer installation of a backflow preventer on each water service or fire protection service line to each facility per Army and/or state regulations, and requires access for regular inspection. The new backflow preventer must be installed and tested by a licensed interior plumber, and must be inspected and accepted by CH2M HILL.

C. CH2M HILL will make or inspect all taps to the existing water and sewer lines, for service to new facilities.

D. CH2M HILL requires detector check valves and vaults on all fire protection lines.

1.07 CONSTRUCTION COMPLETION

A. At the completion of construction, as-built drawings must be provided to CH2M HILL along with a completed Form 1354. Final payment to the contractor shall be withheld by the Army until such drawings are provided.

Application No. :____________________

Application Date :____________________

©COPYRIGHT 2010 CH2M HILL PART 00 SUPPLEMENT - 1

FORT CAMPBELL/FORT IRWIN ARMY POST

Application for Water/Wastewater Utilities Service

Requestor Firm Name

Address

Phone Number

Authorized Representative

Federal Contract Information Contract Number:

Project Title:

Contracting Agency:

Contract Officer:

Address:

Phone Number:

Service Requested Water

Wastewater

Date service is required, if phase construction provide date by phase

CONSTRUCTION - FORT CAMPBELL

Application No. :____________________

Application Date :____________________

GENERAL REQUIREMENTS FOR WATER WDC/378164

AND WASTEWATER CONNECTIONS FEBRUARY 2010

PART 00 SUPPLEMENT - 2 ©COPYRIGHT 2010 CH2M HILL

Structure Description Name of structure or complex

Single structure or multiple structures

Describe function of structure(s)

Permanent or Temporary

Location (Street Address)

Site Plan – Provide site plan with streets and layout of structures

Provide Interior Plumbing Plan

Provide Finished Floor Elevation of all Floors in Structure

Add to Site Plan description the following: “and existing and Final Topography”

Capacity Requirements Anticipated Water Demand per structure (attach worksheet)

Anticipated irrigation demand (attach worksheet)

Anticipated Fire Sprinkler System Demand

Any Industrial or Manufacturing Processes?

Wastewater Characteristics Is wastewater discharged to the sewer likely to have characteristics that differ from that of normal domestic wastewater (this includes structures that contain food preparation facilities larger than single-family kitchens)?

If the answer to the above question is yes, fill in supplemental data form to indicate the nature of the facility for the purpose of determining potential wastewater service requirements.

Food Preparation Services included in structures?

STANDARD SPECIFICATIONS FOR WATER/SEWER INFRASTRUCTURE CONSTRUCTION - FORT

CAMPBELL/FORT IRWIN

8 X 8 X

10 X 1 X 2 X 1 X 2 X

0.5 X

2 X 3 X 7 X

2.5 X

15 X 12 X 2 X

15 X 3 X 5 X

10 X 5 X

12 X 25 X 6 X

10 X 6 X 9 X

12 X

Max GPM Total Meter Size Required

AWWA STANDARDS

Additional Comments Fixture Value Total Max GPM (from chart)

Project # Service Request Number Block Map Page Number

Special Water Use Max GPM Max GPM

3/4" Connection

DO NOT WRITE IN SPACE BELOW-FOR OFFICE USE ONLY

Process Water

Washing Machine 1/2"Connection

1" Connection

Booster Pump(s) with direct If yes provide pump characteristic curve(s),design flow, operation sequence, suction taken from meter? ___Yes ___No and information on any water flow that will bypass booster pump.

Hose Connection (wash down) 1/2"

3/4"

Hose (50ft.wash down) 1/2"

5/8"

3/4"

Combined Fixture Total

Water Closet Flush Valve

Tank Type

Dishwasher Machine 1/2"Connection

3/4" Connection

Shower Head

Urinal Pedestal Flush Valve

Wall Flush Valve

Sink (each set of faucets)

Lavatory Public

Private

Laundry Tray 1/2" Connection

3/4" Connection

Dental Unit

Dental Lavatory

Drinking fountain Cooler

Public

Bedpan Washers

Fixtures

Whirlpool

Bathtub

AWWA Fixture Value 35 PSI

Number of Fixtures

AWWA

Total

Special Water Uses -Max GPMProcess Water - Max GPM

Ft Campbell/Fort Irwin Water Customer Data Sheet

Application No.:

Application Date.:

Location (Street Address):

Contact/Firm/Phone No.

Name of Structure: Project No.:

WDC/378164

FEBRUARY 2010

©COPYRIGHT 2010 CH2M HILL

GENERAL REQUIREMENTS FOR WATER

AND WASTEWATER CONNECTIONS

PART 00 SUPPLEMENT - 3

Part A Water Distribution System

Design Standards

U.S. Army DOC Fort Campbell/Fort Irwin

Additional Parts Include:

Part B: Wastewater System Design Standards

Part C: Standard Specifications for Water and Wastewater Construction Part D: Standard Drawings for Water and Wastewater Construction

February 2010

WDC/378164 WATER DISTRIBUTION SYSTEM

FEBRUARY 2010 DESIGN STANDARDS

©COPYRIGHT 2010 CH2M HILL PART A - 1

Part A

WATER DESIGN STANDARDS

PART 1 GENERAL

1.01 GENERAL

A. Water distribution systems shall be designed to maintain treated water quality.

Special consideration should be given to distribution main sizing, providing for design of multidirectional flow, adequate valving for distribution system control, and provisions for adequate flushing. Systems should be designed to maximize turnover and to minimize residence times. The design standards presented here have been adapted from the 10-States Design Standards “Recommended Standards for Water Works,” 2007.

PART 2 SYSTEM DESIGN

2.01 PRESSURE

A. All water mains, including those not designed to provide fire protection, shall be sized after a hydraulic analysis based on flow demands and pressure requirements. The system shall be designed to maintain a minimum pressure of 20 psi at ground level at all points in the distribution system under all conditions of flow. The normal working pressure in the distribution system should be approximately 60 to 80 psi and not less than 35 psi.

2.02 DIAMETER

A. The minimum size of water main that provides for fire protection and serving fire hydrants shall be 8 inches in diameter. Larger size mains will be required if necessary to allow the withdrawal of the required fire flow while maintaining the minimum residual pressure specified in Article, Pressure.

B. The minimum size of water main in the distribution system where fire protection is not to be provided shall be a minimum of 6 inches in diameter.

Any departure from minimum requirements shall be justified by hydraulic analysis and future water use, and can be considered only in special circumstances.

2.03 FIRE PROTECTION

A. When fire protection is to be provided, system design should be such that fire flows and facilities are in accordance with the appropriate, relevant requirements of the NFPA.

WATER DISTRIBUTION SYSTEM WDC/378164

DESIGN STANDARDS FEBRUARY 2010

PART A - 2 ©COPYRIGHT 2010 CH2M HILL

B. CH2M HILL, upon request, will conduct hydrant tests. CH2M HILL is required to provide 20 psi at 500 gpm for design. Should additional pressure be required, CH2M HILL may require the design of a booster pump station.

2.04 DEAD ENDS

A. Dead ends shall be minimized by making appropriate tie-ins whenever practical, in order to provide increased reliability of service and reduce head loss.

B. Dead end mains shall be equipped with a means to provide adequate flushing.

Flushing devices should be sized to provide flows which will give a velocity of at least 2.5 feet per second in the water main being flushed. They may be provided with a fire hydrant if flow and pressure are sufficient. No flushing device shall be directly connected to any sewer.

2.05 MATERIALS

A. Materials specifications are in Part C, “Standard Specifications for Water and Wastewater Construction,” Section 33 05 01, Conveyance Piping—General, Section 33 05 01.02, Ductile Iron Pipe and Fittings, and Section 33 05 01.09, Polyvinyl Chloride (PVC) Pressure Pipe and Fittings.

2.06 CAPACITY

A. For residential areas, the average daily flow shall be 100 gallons/capita/day.

Peak flow shall be calculated using the following formula:

167.0)( 2.38 lyFlowAverageDai where AverageDailyFlow is the total cumulative flow in gallons per day.

B. For other areas, the average daily flow shall be calculated based on an acceptable population equivalent and utilizing the same peaking formula shown above.

C. The velocity in distribution mains should be between 5 and 10 feet per second.

A lower velocity indicates the pipe could be oversized, leading to added pipe costs and sediment problems; a higher velocity implies added head loss adversely affecting flow capability and residual pressures. Velocity is determined by dividing peak domestic flow by cross-sectional area of the pipe selected. If the velocity falls within the given range, the pipe size is acceptable.

©COPYRIGHT 2010 CH2M HILL PART A - 3

D. Design criteria taken from U.S. Army Corps of Engineer’s Engineer Manual EM 1110-3-160, “Water Supply, General Considerations,” April 1984.

PART 3 VALVES

3.01 GENERAL

A. A sufficient number of valves shall be provided on water mains to minimize inconvenience and sanitary hazards during repairs. Valves should be located at not more than 500-foot intervals in commercial districts, and at not more than one block, or 800-foot intervals, in other districts. Where systems serve widely-scattered customers and where future development is not expected, the valve spacing should not exceed 1 mile. Valve specifications are in Part C, “Standard Specifications for Water and Wastewater Construction,” Section 33 12 13, Water Service Connections.

B. All service connections shall have corporation stops, curb stops, angle valves, and meter couplings/yokes sized to match adjacent piping.

C. Post Indicating Valve Locations: Post indicating valves shall be located at the edge of the public water supply system right-of way. Each building with fire protection will require an individual post indicating valve, unless approved otherwise by CH2M HILL Project Manager. The Post Fire Chief shall have final authority on location of all post indicating valves before construction.

PART 4 HYDRANTS

4.01 LOCATION AND SPACING

A. Fire hydrants should be provided at each street intersection and at intermediate points between intersections as recommended by the Post Fire Chief. Generally, fire hydrant spacing ranges from 350 to 500 feet depending on the area being served.

B. Consideration should be given to placing hydrants in locations where traffic disruption is minimized when hoses are lying across the roadway. The Post Fire Chief shall have final authority on number, spacing, and location of all fire hydrants prior to commencing construction.

C. Water mains not designed to carry fire-flows shall not have fire hydrants connected to them. It is recommended that flushing hydrants be provided on these systems. Flushing devices should be sized to provide flows which will give a velocity of at least 2.5 feet per second in the water main being flushed.

No flushing device shall be directly connected to any sewer.

PART A - 4 ©COPYRIGHT 2010 CH2M HILL

4.02 VALVES AND NOZZLES

A. Hydrant specifications are in Part C, “Standard Specifications for Water and Wastewater Construction,” Section 33 12 19, Water Utility Distribution Fire Hydrants.

4.03 HYDRANT LEADS

A. The hydrant lead shall be a minimum of 6 inches in diameter. Auxiliary valves shall be installed on all hydrant leads.

B. Hydrant Drainage:

1. Hydrant drains should not be plugged. A gravel pocket or dry well shall be provided unless the natural soils will provide adequate drainage.

2. Where hydrant drains are plugged, the barrels must be pumped dry after use during freezing weather.

3. Hydrant drains shall not be connected to or located within 10 feet of sanitary sewers, storm sewers, or storm drains.

PART 5 AIR RELIEF VALVES

5.01 AIR RELIEF VALVES AND PIPING

A. At high points in water mains where air can accumulate provisions shall be made to remove the air by means of air relief valves. Automatic air relief valves shall not be used in situations where flooding of the manhole or chamber may occur.

1. At high points in water mains where air can accumulate provisions shall be made to remove the air by means of air relief valves. Automatic air relief valves shall not be used in situations where flooding of the manhole or chamber may occur.

2. The open end of an air relief pipe from automatic valves shall be extended to at least 1 foot above grade and provided with a screened, downward-facing elbow.

3. Discharge piping from air relief valves shall not connect directly to any storm drain, storm sewer, or sanitary sewer.

PART 6 VALVE, METER AND BLOW-OFF CHAMBERS

6.01 GENERAL

A. Wherever possible, chambers, pits or manholes containing valves, blow-offs, meters, or other such appurtenances to a distribution system, shall not be located in areas subject to flooding or in areas of high groundwater. Such

©COPYRIGHT 2010 CH2M HILL PART A - 5

chambers or pits should drain to the ground surface, or to absorption pits underground. The chambers, pits and manholes shall not connect directly to any storm drain or sanitary sewer. Blow-offs shall not connect directly to any storm drain or sanitary sewer.

PART 7 CROSS-CONNECTIONS AND INTERCONNECTIONS

7.01 CROSS-CONNECTIONS

A. There shall be no connection between the distribution system and any pipes, pumps, hydrants, or tanks whereby unsafe water or other contaminating materials may be discharged or drawn into the system. Each water utility shall have a program conforming to state requirements to detect and eliminate cross connections.

7.02 COOLING WATER

A. Neither steam condensate, cooling water from engine jackets, nor water used in conjunction with heat exchange devices shall be returned to the potable water supply.

7.03 INTERCONNECTIONS

A. The approval of the reviewing authority shall be obtained for interconnections between potable water supplies. Consideration should be given to differences in water quality.

PART 8 WATER SERVICES AND PLUMBING

8.01 PLUMBING

A. Water services and plumbing shall conform to relevant local and/or state plumbing codes, or to the applicable National Plumbing Code. Solders and flux containing more than 0.2 percent lead, and pipe fittings containing more than 8 percent lead, shall not be used. Plumbing specifications are in Part C, “Standard Specifications for Water and Wastewater Construction,” Section 33 12 13, Water Service Connections.

8.02 BACKFLOW PREVENTER

A. A customer-supplied backflow preventer shall be installed by a certified plumber, according to national plumbing codes, at each service connection to the water main to protect potable water supplies from health hazard contamination by preventing back siphonage and backpressure backflow.

Each backflow preventer shall have access for regular inspections, and must be inspected and accepted by CH2M HILL at the time of construction.

PART A - 6 ©COPYRIGHT 2010 CH2M HILL

8.03 BOOSTER PUMPS

A. Individual booster pumps shall not be allowed for any individual residential service from the public water supply mains without prior written approval from CH2M HILL. If additional pressure is required to operate sprinkler systems as provided in Article, Fire Protection, the designer shall notify CH2M HILL in advance.

8.04 WATER SERVICES

A. Water service lines shall not conflict with existing utilities. Water service lines shall not be located under buildings, ponds, stormwater basins, or other permanent structures.

PART 9 SERVICE METERS

9.01 GENERAL

A. Each service connection should be individually metered, unless other terms are negotiated with the CH2M HILL Project Manager. Meter specifications are in Part C, “Standard Specifications for Water and Wastewater Construction,” Section 33 12 13, Water Service Connections.

Part B Wastewater System

Design Standards

U.S. Army DOC Fort Campbell/Fort Irwin

Additional Parts Include:

Part A: Water Distribution System Design Standards

Part C: Standard Specifications for Water and Wastewater Construction

February 2010

WDC/378164 WASTEWATER SYSTEM

©COPYRIGHT 2010 CH2M HILL PART B - 1

Part B

WASTEWATER SYSTEM DESIGN STANDARDS

PART 1 GENERAL

1.01 GENERAL

A. CH2M HILL will approve plans for new systems, extensions to new areas, or replacement sanitary sewers only when designed upon the separate basis, in which rainwater from roofs, streets, and other areas, and groundwater from foundation drains are excluded. The design standards presented here have been adapted from the 10-States Standards “Recommended Standards for Wastewater Facilities,” 2007.

PART 2 DESIGN CAPACITY AND DESIGN FLOW

2.01 GENERAL

A. Sewer capacities should be designed for the estimated ultimate tributary population, except in considering parts of the systems that can be readily increased in capacity. Similarly, consideration should be given to the maximum anticipated capacity of institutions, industrial parks, etc.

PART 3 DETAILS OF DESIGN AND CONSTRUCTION

3.01 MINIMUM SIZE

A. No public gravity main line sewer conveying raw wastewater shall be less than 8 inches in diameter. Residential laterals shall not be less than 4 inches in diameter. All other laterals shall be no less than 6 inches in diameter.

B. Residential duplex buildings may combine the two laterals to one, and temporary buildings may combine two laterals into one before connecting to the main line. All other structures require an individual lateral, unless approved otherwise by CH2M HILL Project Manager.

3.02 DEPTH

A. Adequate cover must be provided for frost protection. Generally, a minimum of 24 inches of earth will be required to protect the sewer from freezing.

Insulation shall be provided for sewers that cannot be placed at a depth sufficient to prevent freezing.

PART B - 2 ©COPYRIGHT 2010 CH2M HILL

3.03 BUOYANCY

A. Buoyancy of sewers shall be considered and flotation of the pipe shall be prevented with appropriate construction where high groundwater conditions are anticipated.

3.04 SLOPE

A. Recommended Minimum Slopes: All sewers shall be designed and constructed to give mean velocities, when flowing full, of not less than 2.0 feet per second, based on Manning's formula using an "n" value of 0.013. The following are the recommended minimum slopes which should be provided; however, slopes greater than these are desirable. Minimum service lateral slopes shall be 1/4 inch per foot as specified in Part C, “Standard Specifications for Water and Wastewater Construction,” Section 33 05 01.12, Gravity Sewer Pipe and Fittings.

Nominal Sewer Size Minimum Slope in Feet

(per 100 feet) 8-inch 0.40 10-inch 0.28 12-inch 0.22 14-inch 0.17 15-inch 0.15 16-inch 0.14 18-inch 0.12 21-inch 0.10 24-inch 0.08

B. Capacity:

1. Contributing Population: Domestic wastewater quantities normally are to be computed on a contributing population basis, except as noted in paragraphs Average Daily Flow, and Average Hourly Flow Rate, which follow. The population to be used in design depends upon the type of area which the sewer serves. If the area is strictly residential, the design population is based on full occupancy of all housing and quarters served. If the area served is entirely industrial, the design population is the greatest number, employed in the area at any time, even though some of these persons may also be included in the design of sewers in the residential area. For sewers serving both residential and industrial areas, the design population includes residents and nonresidents, but no person should be counted more than once. For design purposes, one-

©COPYRIGHT 2010 CH2M HILL PART B - 3

third of the nonresident population will be added to the resident population.

2. Average Daily Flow: Average daily flow will be computed by multiplying the resident and nonresident contributing populations by 100 gallons per capita per day plus admissible daily flows from commercial and industrial operations. The average daily flow will be used only for designing sewers to serve the entire installation, or large sections of the installation, and where a major portion of the wastewater is generated by residents over a 24-hour period.

3. Average Hourly Flow Rate: When designing sewers to serve small areas of the installation where several buildings or a group of buildings are under construction, and where the majority of wastewater is generated by nonresidents or other short term occupants, the average hourly flow rate will be used. The average hourly flow rate will be computed based on the actual period of waste generation. For example, 1,000 nonresidents at 30 gallons per capita per day would generate 30,000 gallons in 8 hours for an average hourly flow rate of 3,750 gph (90,000 gpd). Note that the average daily flow would still be 30,000 gpd, or 30,000 gallons in 24 hours, but the sewer must be designed hydraulically to carry the 30,000 gallons in 8 hours, not 24 hours.

4. Infiltration: Extraneous flows from ground water infiltration will enter the sewer system and are to be accounted for by adding 500 to 1,000 gpd per inch per mile of pipe, to the peak rate of flow. Tests required for newly constructed sewers normally limit leakage to 500 gpd per inch per mile.

5. Gravity Sewer Design: Sewers will be designed to discharge the wastewater flows as required by paragraph, Contributing Population.

Generally, it is not desirable to design sewers for full flow, even at peak rates. Truck and interceptor sewers will be designed to flow at depths not exceeding 90 percent of full depth; laterals and main sewers, 80 percent;

and building connections, 70 percent. The minimum sizes to be used are 6-inch for building connections and 8-inch for all other sewers. The following formula, charts, procedures, and criteria will be used for design.

a. Design formula and charts. The Manning formula will be used for design of gravity flow sewers as follows:

V = 1.486 R 2/3 S ½

N

Where:

V = velocity in fps n = coefficient of pipe roughness R = hydraulic radius in feet, and S = slope of energy grade line in feet per foot

PART B - 4 ©COPYRIGHT 2010 CH2M HILL

6. Roughness coefficient. The design of life for the mobilization program is 5 years, and the sewer pipe can be considered new or relatively new during the entire design life of the installation. The roughness coefficient (n) for use in the Manning formula will be 0.013 for pipe sizes 12 inches and larger, and 0.014 for pipe sizes 10 inches and smaller. Variation of n with depth of flow has been shown experimentally, and may be considered in designing sewers to flow partially full.

7. Velocity: Sewers will be designed to provide a minimum velocity of

2.0 fps at the average daily flow, or average hourly flow rate, and a minimum velocity of 2.5 to 3.5 fps at the peak diurnal flow rate, as calculated. Maximum velocity is set at 10.0 fps in the event that grit becomes a problem.

8. Slope: Assuming uniform flow, the value in S in the Manning formula is equivalent to the sewer invert slope. Pipe slopes must be sufficient to provide the required minimum velocities and depths of cover on the pipe as detailed in Article, Recommended Minimum Slopes.

9. Minimum Flow Depths: Slopes less than those recommended for the

2.0 feet per second velocity, when flowing full, shall not be permitted.

10. Slope between Manholes. Sewers shall be laid with uniform slope between manholes.

11. High Velocity Protection: Where velocities greater than 15 feet per second are attained, special provision shall be made to protect against displacement by erosion and impact.

12. Steep Slope Protection: Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or equal, anchors spaced as follows:

a. Not over 36 feet, center-to-center, on grades 20 percent and up to

35 percent;

b. Not over 24 feet, center-to-center, on grades 35 percent and up to

50 percent; and

c. Not over 16 feet, center-to-center, on grades 50 percent and over.

3.05 ALIGNMENT

A. In general, sewers 24 inches or less shall be laid with straight alignment between manholes. Straight alignment shall be checked by either using a laser beam or lamping.

3.06 CHANGES IN PIPE SIZE

A. When a smaller sewer joins a large one, the invert of the larger sewer should be lowered sufficiently to maintain the same energy gradient. An approximate method for securing these results is to place the 0.8 depth point of both sewers at the same elevation.

©COPYRIGHT 2010 CH2M HILL PART B - 5

3.07 MATERIALS AND INSTALLATION

A. Materials and installation specifications are in Part C, “Standard Specifications for Water and Wastewater Construction,” as follows:

1. Section 31 23 16, Excavation.

2. Section 31 23 23.15, Trench Backfill.

3. Section 33 05 01, Conveyance Piping—General.

4. Section 33 05 01.02, Ductile Iron Pipe and Fittings.

5. Section 33 05 01.09, Polyvinyl Chloride (PVC) Pressure Pipe and

Fittings.

6. Section 33 05 01.12, Gravity Sewer Pipe and Fittings.

PART 4 MANHOLES

4.01 LOCATION

A. Manholes shall be installed: at the end of each line; at all changes in grade, size, or alignment; at all intersections; and at distances not greater than 400 feet for sewers 15 inches or less, and 500 feet for sewers 18 to 24 inches.

Cleanouts may be used only for special conditions and shall not be substituted for manholes nor installed at the end of laterals greater than 150 feet in length.

4.02 DROP TYPE

A. A drop pipe shall be provided for a sewer entering a manhole at an elevation of 24 inches or more above the manhole invert.

4.03 MATERIALS AND INSTALLATIONS

A. Materials and installations specifications are in Part C, Standard Specifications for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin, Section 33 05 13, Manholes. Installation details for manholes are in Part D, Standard Drawings for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin of these Standard Specifications.

PART 5 GREASE TRAPS/INTERCEPTORS

5.01 GENERAL

A. The Fort Campbell/Fort Irwin Environmental Division states that The Clean Water Act and the NPDES Permit require that certain contaminants be removed from wastewater before it is discharged to the wastewater collection system. Under this pretreatment requirement, wastewater contaminated with grease or oils must be treated to remove the grease or oil before the water can be discharged to the wastewater collection system.

PART B - 6 ©COPYRIGHT 2010 CH2M HILL

5.02 LOCATION

A. Grease traps shall be located to ensure ease of accessibility for cleaning and servicing. In new construction or renovation, grease traps shall be located outside the building.

5.03 CLEANING AND SERVICING

A. Grease traps shall be cleaned quarterly as a minimum requirement. Certain grease traps may require more frequent cleaning if they are undersized to prevent contaminants from entering the wastewater collection system. Grease traps shall be cleaned using a vacuum truck. After grease traps are pumped and cleaned, they shall be recharged with water to allow the grease trap to operate properly after cleaning.

5.04 SIZING

A. The Uniform Plumbing Code shall be used for sizing grease traps at Fort Campbell. This formula, shown below, takes the number of meals of a restaurant per peak hour and multiplies it by waste flow rate, retention time, and storage factor to get the size requirement. This formula includes a safety factor, which could yield a seemingly high grease trap capacity. The customer is required to provide the seating capacity in order to calculate the number of meals per peak hour. This information should be readily available in order to determine grease trap/interceptor size. This process is clarified on the Uniform Plumbing Code’s Grease Interceptor Sizing Worksheet, which is attached immediately following Part B.

1. Uniform Plumbing Code Formula:

trequiremensizefactorstoragextimeretentionxrateflowwastex hourpeak mealsof

a. Number of meals served at peak operating hour (Seating Capacity) x Peak Factor.

1) Where Peak Factor for fast food restaurant is 1.33.

2) Peak Factor for all other food service types is 1.00.

b. Waste Flow Rate:

1) With Dishwasher: 6-gallon flow.

2) Without Dishwasher: 5-gallon flow.

3) Single Service Kitchen: 2-gallon flow.

4) Food Waste Disposer: 1-gallon flow.

c. Retention Times:

1) Commercial Kitchen Waste/Dishwasher: 2.5 hours.

2) Single Service Kitchen/Single Serving: 1.5 hours.

©COPYRIGHT 2010 CH2M HILL PART B - 7

d. Storage Factors:

1) Fully-Equipped Commercial Kitchen/8-Hour Operation: 1.

2) Fully-Equipped Commercial Kitchen/16-Hour Operation: 2.

3) Fully-Equipped Commercial Kitchen/24-Hour Operation: 3.

4) Single Service Kitchen: 1.5.

PART 6 SEWERS IN RELATION TO STREAMS

6.01 LOCATION OF SEWERS IN STREAMS

A. Cover Depth:

1. The top of all sewers entering or crossing streams shall be at a sufficient depth below the natural bottom of the stream bed to protect the sewer line. In general, the following cover requirements must be met.

a. 1 foot of cover where the sewer is located in rock.

b. 3 feet of cover in other material (in major streams, more than

3 feet of cover may be required).

c. In paved stream channels, the top of the sewer line should be placed below the bottom of the channel pavement. Less cover will be approved only if the proposed sewer crossing will not interfere with the future improvements to the stream channel. Reasons for requesting less cover shall be provided in the project proposal.

B. Horizontal Location: Sewers located along streams shall be located outside of the stream bed and sufficiently removed there from to provide for future possible stream widening and to prevent pollution by siltation during construction.

C. Structures: The sewer outfalls, headwalls, manholes, gate boxes, or other structures shall be located so they do not interfere with the free discharge of flood flows of the stream. Structures shall be located a minimum of 10 feet from stormwater basins. If disturbance is made to surfaces, structures shall be adjusted to match grade.

D. Alignment: Sewers crossing streams should be designed to cross the stream as nearly perpendicular to the stream flow as possible and shall be free from change in grade. Sewer systems shall be designed to minimize the number of stream crossings.

6.02 CONSTRUCTION

A. Materials: Sewers entering or crossing streams shall be constructed of ductile iron pipe with mechanical joints; specified in Part C “Standard Specifications for Water and Wastewater Construction”, Section 33 05 01.02, Ductile Iron

PART B - 8 ©COPYRIGHT 2010 CH2M HILL

Pipe and Fittings. Material used to backfill the trench shall be stone, coarse aggregate, washed gravel, or other materials which will not readily erode, cause siltation, damage pipe during placement, or corrode the pipe

B. Siltation and Erosion: Construction methods that will minimize siltation and erosion shall be employed. The design engineer shall include in the project specifications the method(s) to be employed in the construction of sewers in or near streams. Such methods shall provide adequate control of siltation and erosion by limiting unnecessary excavation, disturbance or uprooting of trees and vegetation, dumping of soil or debris, or pumping of silt-laden water into the stream. Specifications shall require that cleanup, grading, seeding, and planting or restoration of all work areas shall begin immediately. Exposed areas shall not remain unprotected for more than 7 days.

PART 7 AERIAL CROSSINGS

7.01 GENERAL

A. Support shall be provided for all joints in pipes used for aerial crossings. The supports shall be designed to prevent frost heave, overturning, and settlement.

Precautions against freezing, such as insulation and increased slope, shall be provided. Expansion jointing shall be provided between aboveground and belowground sewers. Where buried sewers change to aerial sewers, special construction techniques shall be used to minimize frost heaving. For aerial stream crossings, the impact of flood waters and debris shall be considered.

The bottom of the pipe should be placed no lower than the 50-year flood elevation. Ductile iron pipe with mechanical joints is required as stated in Paragraph, Materials under Article, Construction.

PART 8 PROTECTION OF WATER SUPPLIES

8.01 GENERAL

A. When wastewater sewers are proposed in the vicinity of any water supply facilities, requirements of Part A “Water Distribution System Design Standards” should be used to confirm acceptable isolation distances in addition to the following requirements.

B. Cross-connections Prohibited: There shall be no physical connections between a public or private potable water supply system and a sewer, or appurtenance thereto which would permit the passage of any wastewater or polluted water into the potable supply. No water pipe shall pass through or come into contact with any part of a sewer manhole.

©COPYRIGHT 2010 CH2M HILL PART B - 9

8.02 RELATION TO WATER MAINS

A. Horizontal and Vertical Separation: Horizontal and vertical separation Specifications are in Part C, Standard Specifications for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin, Section 33 05 01.12, Gravity Sewer Pipe and Fittings. Standard Drawings are in Part D, Standard Drawings for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin, Detail 3305-761.

B. Crossings Specifications are in Part C, Standard Specifications for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin, Section 33 05 01.12, Gravity Sewer Pipe and Fittings. Standard Drawings are in Part D, Standard Drawings for Water/Sewer Infrastructure Construction – Fort Campbell/Fort Irwin, Detail 3305-761.

Part C Standard Specifications for

Water and Wastewater Construction

U.S. Army DOC Fort Campbell/Fort Irwin

Additional Parts Include:

Part A: Water Distribution System Design Standards

Part B: Wastewater System Design Standards

April 2010

WDC/378164 PART C CONTENTS

JUNE 23, 2010 00 01 10 - i

©COPYRIGHT 2010 CH2M HILL

TABLE OF CONTENTS

Pages

PART C—STANDARD SPECIFICATIONS FOR WATER/SEWER INFRASTRUCTURE

CONSTRUCTION

DIVISION 1—GENERAL REQUIREMENTS

01 57 28 Temporary Sanitary Sewer Flow Control ...................................... 1- 6

DIVISION 2—NOT USED

DIVISION 3—CONCRETE

03 21 00 Reinforcing Steel ..................................................................... 1- 6 03 30 00 Cast-in-Place Concrete ............................................................ 1- 24 03 62 00 Nonshrink Grouting ................................................................. 1- 6 24-hour Evaluation of Nonshrink Grout Test Form and Grout Testing Procedures

DIVISIONS 4 THROUGH 30—NOT USED

DIVISION 31—EARTHWORK

31 10 00 Site Clearing ............................................................................ 1- 3 31 23 16 Excavation ............................................................................... 1- 4 31 23 19.01 Dewatering............................................................................... 1- 2 31 23 23 Fill and Backfill ....................................................................... 1- 14 31 23 23.15 Trench Backfill ........................................................................ 1- 10 31 32 00 Soil Stabilization...................................................................... 1- 6 31 41 00 Shoring..................................................................................... 1- 2

DIVISION 32—EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving......................................................................... 1- 9 32 16 00 Curbs and Gutters .................................................................... 1- 5 32 31 13 Chain Link Fences and Gates .................................................. 1- 13

PART C CONTENTS WDC/378164

00 01 10 - ii JUNE 23, 2010

©COPYRIGHT 2010 CH2M HILL

Pages

DIVISION 33—UTILITIES

33 01 30.16 Television Inspection of Sewer Pipelines................................ 1- 9 Inspection Log Sheet Defects Table 33 01 33 Gravity Sewer Pipeline Cleaning............................................. 1- 7 33 05 01 Conveyance Piping—General.................................................. 1- 9 33 05 01.02 Ductile Iron Pipe and Fittings.................................................. 1- 10 33 05 01.09 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings............. 1- 5 33 05 01.12 Gravity Sewer Pipe and Fittings .............................................. 1- 15 33 05 01.13 Polyvinyl Chloride Pipe Liner ................................................. 1- 7 33 05 13 Manholes.................................................................................. 1- 13 33 05 23.26 Sanitary Sewer Pipe Bursting .................................................. 1- 10 33 12 13 Water Service Connections...................................................... 1- 11 33 12 19 Water Utility Distribution Fire Hydrants................................. 1- 4 33 13 00 Disinfecting of Water Utility Distribution............................... 1- 4

DIVISIONS 34 THROUGH 39—NOT USED

DIVISION 40— PROCESS INTEGRATION

40 27 01 Process Piping Specialties .......................................................... 1- 14 40 27 02 Process Valves and Operators..................................................... 1- 15 Electric Motor Actuator Schedule Pneumatic Actuator Schedule Self-Regulated Valve Schedule 40 80 01 Process Piping Leakage Testing ................................................. 1- 6

DIVISIONS 41 THROUGH 49—NOT USED

PART D— TECHNICAL STANDARD DRAWINGS INDEX

Detail No. Description

3123-110 Typical Trench

3123-114 Surface Restoration-Non Paved Areas

3123-116 Surface Restoration-Paved Areas

3123-117 Roadway Pavement Repair, Asphalt

3123-118 Roadway Pavement Repair, Concrete

3123-914 Backfilling and Compaction of Trenches

WDC/378164 PART C CONTENTS

JUNE 23, 2010 00 01 10 - iii

©COPYRIGHT 2010 CH2M HILL

Detail No. Description

3123-915 Typical Large Diameter Pipe Trench

3123-928 Trench Cut-off Wall 3125-160 Rock Check Dams 3125-161 Clay Check Dam for Gravity Sewer 3125-162 Concrete Anchors for Sewers on Steep Grades 3125-165 Sediment Fence 3213-220…