2020-0025 EAB LSA Strike DFAC Technical Requirements.pdf

DFAC LSA STRIKE 20200025

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 10 15

TECHNICAL REQUIREMENTS

PART 1 GENERAL

1.1 COMPLIANCE

1.2 MINIMUM AND ALTERNATE REQUIREMENTS

1.3 KEY PERSONNEL

1.3.1 Contractor Project Manager

1.3.2 USG Contracting Officer (KO)

1.3.3 USG Contracting Officer Representative (COR)

1.3.3.1 COR Duties

1.3.3.2 COR Functions

1.3.3.3 COR Responsibilities

1.3.4 USG Base Operating Support Integrator (BOS-I)

1.3.4.1 BOS-I Responsibilities

1.3.4.2 BOS-I Authorities

1.4 QUALITY ASSURANCE

1.5 WARRANTY

1.6 SITE SAFETY

1.6.1 Job Hazard Analysis

1.6.2 Work Site Safety

1.6.3 Personal Protective Equipment (PPE)

1.6.4 Excavations

1.6.5 Work Stoppages

1.7 MATERIALS AND STORAGE

1.7.1 Material Deliveries

1.7.2 Contractor Responsibility

1.7.3 Material Protection

1.7.4 Material Rejection

1.8 SUBMITTALS

PART 2 SITE DEVELOPMENT

2.1 SURVEY REQUIREMENTS

2.2 DEMOLITION

2.3 SITE LAYOUT

2.4 SITE GRADING AND DRAINAGE

2.5 ROADS & PARKING LOTS

2.5.1 Access Road

2.5.2 Parking Lot

2.6 AGGREGATES

2.7 CULVERTS

PART 4 POTABLE WATER SYSTEM

3.1 GENERAL POTABLE WATER REQUIREMENTS

3.1.1 WATER STORAGE TANK(S)

3.1.1.1 Potable Water

SECTION 01 10 15 Page 1

3.1.2 Potable Water Pumps

3.1.3 EXPANSION TANK

3.1.4 WATER DISTRIBUTION SYSTEM

3.1.4.1 Water mains and Branches

3.1.4.2 Water Service

3.1.4.3 Pipes

3.1.4.4 Fittings and Joints

3.1.4.5 Gate & Butterfly Valves

3.1.4.6 Vacuum and Air Release Valves

3.1.4.7 Blow-Off Valves

3.1.4.8 Thrust Blocking

3.1.5 Hydrostatic, Leakage, and Disinfection Tests

3.1.5.1 Time For Making(Hydrostatic/Pressure)Tests

3.1.5.2 Concurrent (Hydrostatic And Leakage) Tests

3.1.5.3 Hydrostatic (Pressure) Test

3.1.5.4 Leakage Test

3.1.6 Pipeline Disinfection Tests

3.1.6.1 Sampling

3.1.6.2 Acceptance Requirements

PART 5 WASTEWATER COLLECTION SYSTEM

4.1 WASTEWATER COLLECTION SYSTEM

4.1.1 Protection of Water Supplies

4.1.2 Gravity Sewer

4.1.3 Wastewater Manholes

4.1.4 Sewer Pipes

4.1.4.1 Sewer Pipe Fittings

4.1.4.2 Sewer Pipe Joints

4.1.4.3 Branch Connections

4.1.5 Building Connections and Services

4.1.5.1 Cleanouts

4.1.5.2 Grease Traps

4.1.6 Field Tests and Inspections

4.2 WASTEWATER HOLDING TANK

4.2.1 Remote Pumping Point

PART 6 EARTHWORK AND FOUNDATION PREPARATION

5.1 CAPILLARY WATER BARRIER

5.2 SATISFACTORY MATERIALS

5.3 UNSATISFACTORY MATERIALS

5.4 CLEARING AND GRUBBING

5.5 EXCAVATION AND COMPACTION OF FILL

5.6 DEGREE OF COMPACTION

PART 6 STRUCTURAL

6.1 GENERAL STRUCTURE REQUIREMENTS

6.1.1 Structure Analysis

6.2 STRUCTURAL DESIGN REQUIREMENTS FOR MBS

6.2.1 Codes

6.2.2 Dead Loads

6.2.3 Roof Live Loads

6.2.4 Roof Snow Loads

6.2.5 Wind Loads

6.2.6 Seismic Loads

6.2.7 Collateral Loads

6.2.8 Deflection

SECTION 01 10 15 Page 2

6.2.9 Drift Provisions

6.2.10 Foundations

6.2.11 Floor Slab

6.3 FRAMING AND STRUCTURAL MEMBERS FOR MBS

6.3.1 Steel - General

6.3.2 Galvanized Steel - General

6.3.3 Structural Tube

6.3.4 Primary Built Up Members

6.3.5 Secondary Members

6.3.6 Bracing

6.4 MBS WALLS AND ROOF MATERIALS

6.4.1 Minimum Thickness

6.4.2 Panels

6.4.2.1 Zinc-Coated Steel Sheet

6.4.2.2 Aluminum/Zinc-Coated Steel Sheet

6.4.3 Wall Liners

6.5 CONCRETE

6.6 WELDING

6.6.1 Shop Welding

6.6.2 Weld Procedure Specification

PART 7 ARCHITECTURAL

7.1 EXTERIOR WALLS

7.2 ROOF

7.2.1 ROOF PANELS

7.2.1.1 Roof Fasteners

7.2.2 RIDGE CAP/VENT

7.3 GUTTERS & DOWN SPOUTS

7.4 FLASHING

7.5 INTERIOR WALLS

7.6 CEILING

7.7 FLOORING

7.8 EXTERIOR DOOR

7.8.1 Door Hardware

PART 7 ARCHITECTURAL REQUIREMENTS

8.1 GENERAL

8.1.1 Materials and Standards

8.1.2 Design Criteria

8.2 CONCRETE

8.2.1 Finish

8.2.2 Precast

8.3 THERMAL PERFORMANCE OF EXTERNAL BUILDING ASSEMBLIES

8.3.1 Thermal Performance

8.4 ROOFING AND WEATHERPROOFING

8.4.1 Building Entries

8.4.2 Sloped Metal Roofs

8.5 CONNECTIONS AND JOINTING

8.5.1 Soldering

8.5.2 Seaming

8.5.3 Cleats

8.6 METALS

8.6.1 Materials

8.6.2 Galvanized Sheet Steel

8.6.3 Wall Capping

8.6.4 Flashing

8.6.4.1 Through-Wall Flashing

SECTION 01 10 15 Page 3

8.6.4.2 Lintel Flashing

8.6.4.3 Valley Flashing

8.6.4.4 Sill Flashing

8.6.5 Fascia & Soffits

8.6.6 Ridge Vents

8.6.7 Insect Screens

8.6.8 Expansion Joints

8.7 ROOF GUTTERS

8.7.1 Gutters

8.7.2 Hangers

8.7.3 End Caps

8.7.4 Down Spouts

8.7.5 Straps

8.7.6 Screws and Fasteners

8.7.7 Concrete Lined Channel

8.8 SEALANTS

8.8.1 General

8.8.2 Interior Sealants

8.8.3 Exterior Sealants

8.8.4 Floor Joint Sealants

8.8.5 Primers

8.8.6 Bond Breakers

8.8.7 Backing

8.8.8 Surface Preparation

8.8.9 Masking Tape

8.8.10 Protection

8.8.11 Final Cleaning

8.8.12 Masonry & Other Porous Surfaces

8.8.13 Metal & Other Non-Porous Surfaces

8.9 LOUVERS

8.9.1 Interior Louvers

8.9.2 Exterior Louvers

8.10 WINDOWS

8.10.1 General

8.10.2 Materials

8.10.2.1 Frames

8.10.2.2 Fasteners

8.10.2.3 Anchors, Clips & Accessories

8.10.2.4 Sealants

8.10.2.5 Insect Screens

8.10.2.6 Hardware

8.10.3 Fabrication

8.10.4 Finishes

8.10.5 Installation

8.10.6 Final Cleaning

8.11 DOORS

8.11.1 Exterior Doors

8.11.2 Interior Doors

8.11.3 Steel Doors

8.11.4 Rated Doors

8.11.5 Thresholds

8.11.6 Frames

8.11.6.1 Standard Steel Frames

8.11.6.2 Welded Frames

8.11.6.3 Stops & Beads

8.11.6.4 Weather Stripping

8.11.7 Anchors

8.11.7.1 Wall Anchors

8.11.7.2 Floor Anchors

SECTION 01 10 15 Page 4

8.11.8 Hardware

8.11.8.1 Hardware Preparation

8.11.8.2 Hinges

8.11.8.3 Locksets

8.11.8.4 Closers

8.11.8.5 Door Stops

8.11.8.6 Keying System & Lock Cylinders

8.11.9 Finishes

8.11.9.1 General

8.11.9.2 Sealers

8.11.10 Fabrication

8.11.11 Installation

8.11.11.1 General

8.11.11.2 Frames

8.11.11.3 Weather Stripping

8.11.11.4 Protection & Cleaning

8.11.11.5 Pre-fitting Doors

8.12 GLAZING

8.12.1 General

8.12.2 Tempered Glazing

8.12.3 Sealant

8.12.4 Gaskets

8.12.5 Putty & Glazing Compound

8.12.6 Installation

8.12.7 Cleaning

8.12.8 Protection

8.13 FINISHES

8.13.1 General

8.13.2 Paints & Coatings

8.13.2.1 Concrete Sealers

8.13.2.2 Paint

8.13.3 Expansion Joints

8.13.4 Floors

PART 8 MECHANICAL

9.1 GENERAL

9.2 OUTSIDE DESIGN CONDITIONS

9.3 INDOOR DESIGN CONDITIONS

9.3.1 NOISE LEVELS

9.3.2 INTERNAL LOADS

9.3.3 NEW AIR COOLING AND HEATING

9.3.4 UNITARY DUCTLESS SPLIT-PACK HEAT PUMP UNITS

9.4 DUCT WORK

9.4.1 WALL PENETRATIONS

9.4.2 CONTROL WIRING AND PROTECTION DEVICES

9.5 VENTILATION AND EXHAUST SYSTEMS

9.5.1 General

9.5.2 KITCHEN HOOD EXHAUST AND MAKE-UP AIR

9.5.3 Outside Intake Louvers

9.5.4 Wall Penetrations

9.5.5 Air Filtration

9.6 FINAL TESTING

9.6.1 GENERAL

9.6.2 ELECTRICAL REQUIREMENTS FOR HVAC EQUIPMENT

PART 9 PLUMBING

10.1 GENERAL

SECTION 01 10 15 Page 5

10.2 SUB-CONTRACTOR QUALIFICATIONS

10.3 STANDARD PRODUCTS

10.4 CODES, STANDARDS, & REGULATIONS

10.5 PLUMBING SYSTEM REQUIREMENTS

10.5.1 Water

10.5.2 Piping Material

10.5.3 Plumbing Water Fixtures

10.5.4 Hot Water

10.5.4.1 Hot Water Heater

10.5.5 Waste Drain and Vent System

10.6 FUEL STORAGE & DISTRIBUTION

10.6.1 Fuel Storage Tanks

10.7 TESTING & COMMISSIONING

PART 11 ELECTRICAL

11.1 GENERAL DESIGN REQUIREMENTS

11.1.1 Design Analysis

11.1.2 Conflicts in Standards

11.1.3 Installation

11.1.4 Testing

11.1.5 Units

11.2 PRODUCT CRITERIA

11.3 SYSTEM STANDARDS

11.3.1 Generator Power System

11.3.1.1 Generator Standards

11.3.1.2 Generator Requirements

11.3.1.3 Generator Ratings

11.3.1.4 Enclosure Requirements

11.3.1.5 Ventilation and Generator Cooling

11.3.1.6 Noise

11.3.1.7 Heating

11.3.1.8 Fuel Storage

11.3.1.9 Generator Set Documentation

11.3.1.10 Generator Set Spare and Maintenance Parts

11.3.2 Electrical Distribution System

11.3.2.1 General

11.3.2.2 Electrical System

11.3.2.3 Transfer Switches

11.3.2.4 Panelboards

11.3.2.5 Circuit Breakers

11.3.2.6 Conductors

11.3.3 9.3.3 Interior Distribution System

11.3.3.1 Conduit

11.3.3.2 Cable Tray

11.3.3.3 Receptacles

11.3.4 Lighting

11.3.4.1 Indoor Lighting

11.3.4.2 Exterior Lighting

11.3.4.3 Emergency Lighting

11.3.4.4 Light Fixtures

11.3.4.5 Illuminated Exit Signs

11.3.5 Single Line Diagram

11.3.6 Grounding & Bonding

11.3.7 Fire Detection & ALARM SYSTEM

-- End of Section Table of Contents --

SECTION 01 10 15 Page 6

SECTION 01 10 15

TECHNICAL REQUIREMENTS

PART 1 GENERAL

1.1 COMPLIANCE

The Contractor's design and construction shall comply with all design requirements contained herein for all features of work. The Contractor shall provide design (where required) and construction using the best blend of cost, construction efficiency, system durability, ease of maintenance and environmental compatibility. The contractor shall utilize the requirements contained herein to complete the design and produce final construction documents. The requirements contained within this section are applicable to the extent the specific scope of work listed below is directly, or indirectly, required under the SCOPE OF WORK, or otherwise necessary to result in a complete and fully functional final project.

1.2 MINIMUM AND ALTERNATE REQUIREMENTS

The product requirements stated in these documents are minimum requirements. Exceeding the minimum requirements as improvements to the design stated herein is highly encouraged, at no additional cost, and as approved by the government. Any deviation from the technical requirements shall be approved by the Contracting Officer (KO). Request for deviations shall be submitted for approval. The Contractor is encouraged to propose alternate design or products (equipment and material) that are more commonly used in the region; but these variations shall be equal in performance from a technical standpoint, as well as more cost effective or allow for more timely completion. Variations shall furnish the same system safety, durability, ease of maintenance and environmental compatibility.

All variations of approved designs must be approved by the Contracting Officer (CO).

1.3 KEY PERSONNEL

1.3.1 Contractor Project Manager

The contractor shall provide a Project Manager (PM) who shall be responsible for the performance of the work. The contractor shall designate in writing to the Contracting Officer and COR the name of the Project Manager and the Alternate responsible for the performance of the work prior to work commencing. The Project Manager or alternate shall have full authority to act for the contractor on all contract matters relating to daily operation of this contract. The Project Manager or alternate shall be available between 8:00 a.m. to 4:30p.m. Monday through Sunday, except during recognized Syrian holidays as shown on the contractor's construction schedule, or when the USG facility closes for administrative reasons. It is the contractor's responsibility to provide a PM with qualifications IAW the project specifications. In the Proposal, contractor must list qualifications of project managers and other key personnel with regard to their project management and engineering experience in relation to the project.

SECTION 01 10 15 Page 7

1.3.2 USG Contracting Officer (KO)

Only the KO has the authority to enter into, administer, modify, direct, and/or terminate the contract and make related determinations and findings for the USG.

1.3.3 USG Contracting Officer Representative (COR)

1.3.3.1 COR Duties

The COR monitors all technical aspects of the contract and assists in contract administration.

1.3.3.2 COR Functions

The COR is authorized to perform the following functions:

a) Ensure the contractor performs the technical requirements of the contract,

b) Perform inspections necessary in connection with contract performance,

c) Maintain written and oral communications with the contractor concerning technical aspects of the contract,

d) Monitor Contractor's performance and notifies both the KO and Contractor of any deficiencies,

e) Coordinate availability of USG furnished property,

f) And provide site entry of Contractor personnel.

1.3.3.3 COR Responsibilities

A letter of designation issued to the COR, a copy of which is sent to the Contractor, states the responsibilities and limitations of the COR, especially with regard to changes in cost or price, estimates, or changes in delivery dates. The COR is not authorized to change any of the terms and conditions of the resulting order.

1.3.4 USG Base Operating Support Integrator (BOS-I)

1.3.4.1 BOS-I Responsibilities

Monitors all technical aspects of the project and makes decisions on behalf of the installation. The BOS-I may be the COR. The BOS- I accepts, reviews, approves and/or denies all submittals.

1.3.4.2 BOS-I Authorities

a) Perform inspections necessary in connection with project,

b) Maintain written and oral communications with the contractor concerning technical aspects of the project, answering all RFIs within 10 days of submission,

c) Issue written interpretations of technical requirements, including USG drawings, designs, specifications,

d) Monitor Contractor's performance and notifies both the KO/COR and Contractor of any deficiencies,

e) Coordinate availability of USG furnished property,

f) And provide site entry of Contractor personnel.

SECTION 01 10 15 Page 8

1.4 QUALITY ASSURANCE

Quality Control (QC): The contractor shall develop and implement procedures to identify, prevent, and ensure non-recurrence of defective services. The Quality Control Program (QCP) is developed by the contractor for its internal use to ensure that it performs and delivers high- quality service.

The contractor's QCP is the means by which the contractor ensures all work complies with the requirements of the contract. The QCP identifies and corrects potential and actual problem areas throughout the entire scope of the contract.

1.5 WARRANTY

The contractor shall provide a one (1) year warranty on all work and labor performed for this project. Contractor shall secure the full manufactures warranty on all materials and components purchased.

1.6 SITE SAFETY

1.6.1 Job Hazard Analysis

The contractor shall develop a Job Hazard Analysis (JHA), Job Safety Analysis (JSA), or Risk Assessment that identifies all hazards on the jobsite and the risk reduction controls in place for each risk. The contractor shall have the JHA, JSA, or Risk Assessment on site during all phases of construction.

1.6.2 Work Site Safety

The contractor shall be solely responsible for work site safety and compliance with the Job Hazard Analysis (JHA), Job Safety Analysis (JSA), or Risk Assessment.

1.6.3 Personal Protective Equipment (PPE)

The contractor's operator/crews will be equipped with and utilize appropriate work uniforms, personal protective equipment, to include:

a) safety shoes,

b) hard hats,

c) gloves,

d) eye protection,

e) hearing protection,

f) high visibility vests

g) and any other equipment required to work safely in darkness and inclement weather.

1.6.4 Excavations

Contractor shall assure that any open excavation areas are properly barricaded and marked with high visibility caution tape and reflective signs as necessary.

1.6.5 Work Stoppages

The USG and its representatives (COR, BOS-I, Fire Chief, Security Forces, and Task Force Safe Inspectors) reserve the right to stop work due to unsafe conditions without recompense to the contractor. Once stopped, work may only resume upon the authority of the KO.

SECTION 01 10 15 Page 9

1.7 MATERIALS AND STORAGE

1.7.1 Material Deliveries

The Contractor shall provide a minimum of 4 day's notice before bringing any material deliveries on the work site. The Contractor may be required to offload materials at a site approved by the USG for search purposes. Once the material has been cleared, the Contractor shall reload the material and proceed to the job site. Stockpiling of material shall be allowed at the identified staging area in the plans if properly coordinated through the COR/ BOS-I. The USG reserves the right to refuse access of vehicles not having prior coordination.

1.7.2 Contractor Responsibility

The contractor is responsible for the receipt, unloading, security and handling of all equipment and materials required for the completion of this work.

1.7.3 Material Protection

The contractor shall protect all stored material from weather and negligence. If, for any reason, materials are damaged the contractor shall replace the materials prior to use at the contractor's expense.

Contractor shall protect all materials from contaminants such as grease, oil, and dirt. Contractor shall ensure materials can be accurately identified after bundles are broken and tags removed. The contractor shall exercise extreme care in handling, placing, and installing required items and tasks. The contractor shall follow all manufacturer warranties.

1.7.4 Material Rejection

Materials deemed unfit for use by the COR from the technical advice of USG Engineers, Safety Officer, or BOS-I for reasons such as contamination, rusting, sun damage, water damage, wind damage, general poor condition or quality or abuse will be replaced as directed by the KO and at the contractor's expense for all work, cost and material required to make the correction.

1.8 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only.

SD-07 Certificates

Concrete Mix Design; G

PART 2 SITE DEVELOPMENT

2.1 SURVEY REQUIREMENTS

The survey shall be conducted by a professional survey team and be supervised by a professional surveyor with at least five (5) years of experience. This survey shall be set to the World Geodetic Coordinate System 1984, UTM84-38S (UTM-WGS 1984 Datum, Zone 38 South, Meter, Cent, Meridian 69d E).

SECTION 01 10 15 Page 10

Units: The survey shall be conducted in meters.

Horizontal: All coordinates shall be provided and shown in UTM, not Lat. and Long.

Vertical: Elevations shall be provided, and shown in meters.

Contours: All contours shall be provided and shown in half (0.5) meter contours. All major contours shall be a thicker line type than minor contours when shown on drawings. Existing Contours shall be dashed linetypes, not solid.

Benchmarks: At a minimum, three (3) benchmarks shall be developed.

The Contractor shall submit a existing conditions plan to include, but not limited to, the following:

a. The location and project name of the area surveyed.

b. Date the survey was completed.

c. Name of the surveyor and company that completed the survey.

d. The type of surveying equipment used.

e. The Datum used.

f. Horizontal and Vertical Controls used.

g. The benchmarks placed and used and respective benchmark information, such as coordinates and elevations.

2.2 DEMOLITION

Demolition shall include removal of all structures, foundations, pavements, and utilities, and clearing and grubbing. All holes and depressions shall be backfilled. Holes and depressions shall be backfilled and compacted in lifts not to exceed 150 mm in height unless specified otherwise. Fill materials shall be composed of satisfactory soils or aggregates defined in ASTM D2487 as GW, GP, GM, SP, SM, and SW. Minimum soil compaction shall be 95 percent of maximum density as defined in ASTM D1557

2.3 SITE LAYOUT

The layout of all buildings, facilities, roads and sidewalks, parking areas, barrier walls, gates, and utility structures shall be in accordance with the contract drawings and adhere to, but not limited to, the following:

a. All buildings shall have the approximate separation between other buildings as shown on Sheet C-01 of the contract drawings. Separation of buildings shown account for the placement of Alaska barriers.

c. Setbacks for buildings from the exterior perimeter wall shall be a minimum of 1.5 meters. This shall not include bunker systems.

2.4 SITE GRADING AND DRAINAGE

The Contractor shall provide all necessary site grading to insure adequate

SECTION 01 10 15 Page 11 drainage. The site shall be graded to provide positive drainage from the perimeter walls to a Contractor constructed earthen ditches/swales that run parallel and adjacent to the existing road in the center of the project site. Runoff from the constructed ditch/swell shall discharge to the existing ditch as shown on the drawings. The site grading and drainage shall adhere to, but not limited to, the following requirements:

a. Building floor elevations shall be a minimum 150 mm above grade.

b. Each building shall have finished grading to provide a minimum of 3% to 5% slope around the building foundation for a minimum of 2 meters from the face of the building

c. All other grading on site shall be a minimum of 1% slope to ensure proper drainage.

d. Swales shall be used between buildings, as required, to provide positive drainage away from all buildings.

e. Excavations for work shall be covered at all times so that no rainfall enters the soil. Temporary grading around all excavations is required to keep storm water runoff from entering.

2.5 ROADS & PARKING LOTS

2.5.1 Access Road

Shall be paved with crushed stone aggregate. Aggregate shall be a minimum of 150 mm thick, consisting of a mixed gradation of 20mm/30mm/50mm sized aggregate. Aggregate shall be compacted to 95% maximum density. Prior to placement of paving, the subbase shall be scarified to a depth of 150mm and compacted to 95% density.

2.5.2 Parking Lot

Shall be paved with crushed stone aggregate. Aggregate shall be a minimum of 150 mm thick, consisting of a mixed gradation of 20mm/30mm/50mm sized aggregate. Aggregate shall be compacted to 95% maximum density. Prior to placement of paving, the subbase shall be scarified to a depth of 150mm and compacted to 95% density.

2.6 AGGREGATES

Aggregates shall consist of clean, sound, durable particles of natural gravel, crushed gravel, crushed stone, sand, slag, soil, or other approved materials processed and blended or naturally combined. Aggregates shall be free from lumps and balls of clay, organic matter, objectionable coatings, and other foreign materials.

2.7 CULVERTS

All culverts under roads and parking lots shall be reinforced concrete pipe (RCP) capable of withstanding 30,000kg vehicles with a minimum diameter of 300 mm. All culverts shall have a minimum of 200mm of top cover prior to placing surface paving. Galvanized corrugated metal pipes (CMP) may be used under sidewalks that cross any ditches with a minimum diameter of 200 mm.

SECTION 01 10 15 Page 12

PART 4 POTABLE WATER SYSTEM

3.1 GENERAL POTABLE WATER REQUIREMENTS

3.1.1 WATER STORAGE TANK(S)

Water storage tank(s) shall consist of two (2) or three (3) above ground PVC water storage tanks placed on a concrete slab as shown on Sheet U-01 in the contract drawings. Tanks shall be sized to accommodate 20,000 liters.

Water tanks shall:

a. Have overflow outlets on top with screw on/off caps.

b. Have vents with insect screens.

c. Have fittings to connect pipes for filling.

d. Have fittings to connect pipes to supply water to pumps.

e. Be rated for potable water use.

f. Be new, used water tanks will not be permitted.

g. Tanks shall be fully factory assembled, field fabricated or modification will not be permitted.

Submit manufacturer's product data for Government approval.

Refer to Sheet U-01 in the contract drawings for the standard water supply system.

3.1.1.1 Potable Water

Upon completion of the water system, including disifection and testing, the Contractor shall provide 20,000 liters of potable water stored in the water tanks for ready use.

3.1.2 Potable Water Pumps

Provide water pumps for a water system designed to operate between 345-414 kPa. Minimum pressures of 207 kPa will be allowed at peak domestic flow conditions. Pumps operations shall be as follows:

a. Lead water Pumps Sequence of Operations:

1. The controller monitors feedback signals from a pressure transducer mounted on discharge header. The input signal provided by the pressure transducer is then compared to the selected set point pressure. The system pump speed will change based on this deviation.

2. When the system pressure falls below set point, the lead pump’s proof timer will begin counting. Once the timer expires, the lead pump will start. The lead pump’s VDF will ramp up and down based on the variance from set point.

3. When the lead pump reaches its user specified maximum speed, the lag pump’s proof timer will begin counting. Once its timer expires, the lag pump will then start. The lag pump will then ramp

SECTION 01 10 15 Page 13 to match the speed of the lead pump. both pumps will then operate in parallel to maintain the desired set point pressure.

b. Lag Pump Shutdown Sequence: As the demand decreases, the pump(s) shall ramp down. Once the pump speed falls below the specified minimum speed and remains at or below this speed for 10 second (adjustable), the lag pump shall shut down. The lead pump will then ramp up to compensate to maintain set point pressure.

c. Lead Pump Shutdown Sequence: The lead pump shall continue to operate as long as a demand exists. As the system demand decreases, the pump speed shall decrease. Once the pump speed decreases to minimum run speed and remains at or below this speed for 10 second (adjustable) the controller shall begin to look for a no flow shutdown indication. The lead pump will shutdown only after no demand shut down is indicated and pressure set point is met.

d. No Demand Shutdown Control: Shall test the system demand and then shut off the lead pump if no demand is proven. The controller shall also include the feature of dynamic set-point adjustment, which automatically reset the system discharge pressure by adjusting the pump speed as the system demand changes. The controls shall start lag pump on lead pump’s failure. The controls shall include pump minimum run time and pump maximum run time adjustable set points.

3.1.3 EXPANSION TANK

The Contractor shall provide horizontally mounted and insulated above ground surge hydro-pneumatic tank(s) containing water and compressed air located adjacent to the water pumps to maintain pressure during surges. A compressor is required to charge the tank with air, or a pre-charged bladder type tank may be used. Volume is to be sized and pressure regulated such that it maintains the pressure range provided in the technical requirements based on a rate equal to the ADF. At low level the water remaining in the tank(s) shall be at least ten percent of the capacity of the tank. The tank(s) size shall be determined such that the pump cycles not less than 4 times per hour or more than 10 times per hour.

3.1.4 WATER DISTRIBUTION SYSTEM

The Contractor shall provide water distribution mains, branches, and service connections to include all pipe, valves, bends, thrust blocking, fittings, and appurtenances. Exterior water line construction shall include service to all buildings as described in the Scope of Work. The water distribution system shall adhere to the following:

a. The water system shall be designed to operate between 345-414 kPa.

Minimum pressures of 207 kPa will be allowed at peak domestic flow conditions.

b. The distribution network shall be laid out in a combination grid and looped pattern with dead ends not exceeding 30 meters.

c. Use similar piping materials for all buildings and pipe runs in the distribution system for efficiency of future maintenance activities.

d. Dead end sections shall not be less than 150 mm diameter and shall either have blow off valves (flushing valves) installed for periodic flushing of the line.

SECTION 01 10 15 Page 14

e. Water supply distribution shall connect to a building service at a point approximately 1.5 m outside the building or structure to which the service is required.

f. Piping segments where velocities less than 0.15 m/sec are anticipated shall be noted and brought to the attention of the COR.

g. If pressures greater than 690 kPa cannot be avoided, pressure-reducing valves shall be used.

h. A system pressure below 207 kPa shall be considered a deviation in the technical requirements requiring Contracting Officer approval

i. Water lines that cross under roads shall have steel sleeve (carrier pipe), with a minimum pipe thickness 12 mm, around the water pipe extending out to 1 m from each road edge.

j. Adequate cover must be provided for frost protection. A minimum cover of 800 mm is required to protect the water distribution system against freezing.

k. A minimum of five (5) shut off valves shall be installed on the main water distribution for maintenance of the system.

l. Water lines shall be steel sleeved (carrier pipe) that are under all foundations/slabs, and for a distance of 3 meters away from any building or structure. The Contractor is allowed to use other means to prevent discharging water into the foundation soils with approval of the Contracting Officer.

3.1.4.1 Water mains and Branches

Water main diameter shall be based on the installation fixture unit flow or two times the ADF. Pipe material for water mains and branches shall be in accordance with paragraph, Pipes.

3.1.4.2 Water Service

Water service line diameter based on fixture units of the building serviced or per contract. Building service lines will be sized according to the following guidance. Water service connections from the mains to the buildings shall vary from 19mm, 25mm, 38mm, 75mm, to 100mm as calculated, depending on the maximum flow velocity and minimum pressure requirements as determined by hydraulic analysis of fixture flows. Pipe service connections from the distribution main to the building shall be either Polyvinyl Chloride (PVC) plastic Schedule 80 ASTM D 1785 or copper tubing conforming to ASTM B 88M, Type K, annealed. PVC pipe couplings and fittings shall be manufactured of material conforming to ASTM D 1784, Class 12454B.

Contractor shall not use HDPE for any of the water pipes

Provide a minimum of one (1) outside water hydrant (hose spigot) for all buildings with water service. Every hose spigot shall have a lockable valve on its water line located inside an adjacent building or in a valve box.

3.1.4.3 Pipes

Pipes shall be Schedule 80 Polyvinyl Chloride (PVC) pipe and conform to

SECTION 01 10 15 Page 15

ASTM D 1785. Pipes shall adhere to the following:

a. All piping, and joints, shall be capable of at least 1.03 MPa leakage testing and 1.38 MPa hydrostatic pressure test, unless otherwise specified.

b. Pipe diameters shall be adequate to carry the maximum flow of water at velocities less than 1.5m/sec.

c. Contractor shall not use HDPE pipe and fittings, regardless if existing project water distribution system had this pipe material.

3.1.4.4 Fittings and Joints

Fittings and joints shall adhere to the following:

a. All joints shall be capable of at least 1.03 MPa leakage testing and

1.38 MPa hydrostatic pressure test, unless otherwise specified.

b. Plastic pipe couplings and fittings shall be manufactured of material conforming to ASTM D 1784, Class 12454B.

c. PVC screw joint shall be in accordance with ASTM D 1785, Schedules 40, 80 and 120.

d. PVCu pipe couplings and fittings shall be manufactured of material conforming to ASTM D 1784, Class 12454B.

e. Pipe less than 80mm (3 inch), screw joint, shall conform to dimensional requirements of ASTM D schedule 80.

f. Elastomeric gasket-joint, shall conform to dimensional requirements of ASTM D 1785 Schedule 40, PVCu (or uPVC) pipe and fittings shall have SDR that provide equal or superior strength properties to ASTM 1785 SCH 40 or SCH 80 pipe and fittings.

3.1.4.5 Gate & Butterfly Valves

Valves (Gate valves w/box) shall be placed at all pipe network tees and cross intersections, and the number of valves shall be one less than the number of lines leading into and away from the intersection. For isolation purposes valves shall be spaced not to exceed 3600 mm (12 feet). Gate valves shall be in accordance with AWWA C 500 and/or C509. Butterfly valves (rubber seated) shall be in accordance with C504 et al. The valves and valve boxes shall be constructed to allow a normal valve key to be readily used to open or close the valve. Provide traffic-rated valve boxes. Provide concrete pad, 1 m square, for all valve boxes.

3.1.4.6 Vacuum and Air Release Valves

Air release valves are required to evacuate air from the main high points in the line when it is filled with water, and to allow the discharge of air accumulated under pressure. Vacuum relief valves are needed to permit air to enter a line when it is being emptied of water or subjected to vacuum.

Contractor shall submit manufacturer's data for properly sized combination air and vacuum release valves and determine their locations on the distribution system subject to review and approval of the Contracting Officer.

SECTION 01 10 15 Page 16

3.1.4.7 Blow-Off Valves

The Contractor shall provide 40-50 mm blow-off valves at ends of dead end mains. Valves should be installed at low points in the mains where the flushing water can be readily discharged to natural or manmade drainage ditches, swales or other.

3.1.4.8 Thrust Blocking

Contractor shall provide concrete thrust blocking at any point where the layout of the system changes the direction of the flow, increases the velocity, or decreases or stops the flow. At these points, the pipes and fittings must be anchored and kept from moving or pulling apart by the use of thrust blocks installed against undisturbed earth.

3.1.5 Hydrostatic, Leakage, and Disinfection Tests

The Contracting Officer will be notified not less than 48 hours in advance of any water piping test and will be given full access for monitoring testing procedures and results. Where any section of water line is provided with concrete thrust blocking for fittings or hydrants, tests shall not be made until at least 5 days after installation of concrete thrust blocking, unless otherwise approved.

3.1.5.1 Time For Making(Hydrostatic/Pressure)Tests

Except for joint material setting or where concrete thrust blocks necessitate a 5-day delay, pipeline jointed with rubber gaskets, mechanical or push-on joints, or couplings may be subjected to hydrostatic pressure, inspected, and tested for leakage at any time after partial completion of backfill.

3.1.5.2 Concurrent (Hydrostatic And Leakage) Tests

The Contractor may elect to conduct the hydrostatic tests using either or both of the following procedures. Regardless of the sequence of tests employed, the results of pressure tests, leakage tests, and disinfection shall be recorded for submission and approval. Replacement, repair or retesting required shall be accomplished by the Contractor at no additional cost to the Government. Pressure and leakage testing may be conducted concurrently. Hydrostatic tests and disinfection may be conducted concurrently using water treated for disinfection to accomplish the hydrostatic tests. If water is lost when treated for disinfection and air is admitted to the unit being tested, or if any repair procedure results in contamination of the unit, disinfection shall be re-accomplished

3.1.5.3 Hydrostatic (Pressure) Test

After the pipe is laid, the joints completed, and the trench partially backfilled leaving the joints exposed for examination, the newly laid piping or any valved section of piping shall, unless otherwise specified, be subjected for 1 hour to a hydrostatic pressure test of 1.38 MPa. Each valve shall be opened and closed several times during the test. Exposed pipe, joints, fittings, hydrants and valves shall be carefully examined during the partially opened trench test. Joints showing visible leakage shall be replaced or remade as necessary. Cracked or defective pipe, joints, fittings, hydrants and valves discovered following this pressure test shall be removed and replaced and retested until the test results are satisfactory.

SECTION 01 10 15 Page 17

3.1.5.4 Leakage Test

Leakage tests shall be conducted after all pressure tests have been satisfactorily completed. The duration of each leakage test shall be at least 2 hours, and, during the test, water lines shall be subjected to not less than 1.01 MPa. Leakage is defined as the quantity of water to be supplied into the newly laid pipe, or any valved or approved section, necessary to maintain pressure to within 34.5 kPa of the specified leakage test pressure after the pipe has been filled with water and all air expelled. Pipe installation will not be accepted if leakage exceeds the allowable leakage, as determined by the following formula:

Metric Units:

L = 0.00042454*N*D*P^1/2 where:

L = Allowable leakage in liters per hour.

N = Number of joints in the length of pipeline tested.

D = Nominal diameter of the pipe in mm.

P = Average test pressure during the leakage test, in MPa gauge.

US Units L = 0.0001351*N*D*P^1/2 where:

L = Allowable leakage in gallons per hour.

N = Number of joints in the length of pipeline tested.

D = Nominal diameter of the pipe in inches.

P = Average test pressure during the leakage test, in psi gauge.

Should any test of pipe disclose leakage greater than that calculated by the above formula, the defective joints shall be located and repaired until the leakage is within the specified allowance, without additional cost to the government.

3.1.6 Pipeline Disinfection Tests

Before acceptance of potable water operation, each unit of completed waterline shall be disinfected as prescribed by AWWA C651. After pressure tests have been completed, the unit to be disinfected shall be thoroughly flushed with water until all entrained dirt and mud have been removed before introducing the chlorinating material. Flushing will be performed in a manner and sequence that will prevent recontamination of pipe that has previously been disinfected. The chlorinating material shall be liquid chlorine, calcium hypochlorite, or sodium hypochlorite. The chlorinating material shall provide a dosage of not less than 50 ppm and shall be introduced into the water lines in an approved manner. Polyvinyl Chloride (PVC) pipelines shall be chlorinated using only the above-specified chlorinating material in solution. The agent shall not be introduced into the line in a dry solid state. The treated water shall be retained in the pipe long enough to destroy all non-spore forming bacteria. Except where a shorter period is approved, the retention time shall be at least 24 hours and shall produce not less than 25 ppm of free chlorine residual throughout the line at the end of the retention period. Valves on the lines being disinfected shall be opened and closed several times during the contact period. The line shall then be flushed with clean water until the residual chlorine is reduced to less than 1.0 ppm.

3.1.6.1 Sampling

For each building connected to the water system, personnel from the Contractor's commercial laboratory shall take at least 3 water samples from

SECTION 01 10 15 Page 18 different points, approved by the Contracting Officer, in proper sterilized containers and perform a bacterial examination in accordance with approved methods. The commercial laboratory shall be verified to be qualified by the appropriate authority for examination of potable water. Contractor shall submit a water sampling protocol for approval. This shall include at a minimum the name of the laboratory, parameters to be tested, the Company conducting the sampling, and the sample locations.

3.1.6.2 Acceptance Requirements

The disinfection shall be repeated until tests indicate the absence of bacteria for at least 2 full days. The unit will not be accepted until satisfactory bacteriological results have been obtained. All retests shall be conducted at the Contractor's expense.

PART 5 WASTEWATER COLLECTION SYSTEM

4.1 WASTEWATER COLLECTION SYSTEM

Based on the Contractor's provided survey, the Contractor shall design the wastewater collection system. Sanitary sewer line construction shall include service to all buildings as described in the SCOPE OF WORK and convey to a contractor constructed black water holding tank(s)at the location shown on Sheet C-01 in the contract drawings. The wastewater holding tank shall be a minimum of 20,000 liter capacity.

Sewer collection capacity shall be based on the two times the average daily wastewater flow (16,000 liters per day) unless minimum diameter specified is adequate to provide flow and required maximum velocity; wastewater flow through the system shall be distributed on the basis of fixture unit flow in each the buildings serviced by multiplying the proportion of the total fixture flow from each building or facility times the total wastewater flow for the project. The wastewater collection system shall adhere to the following:

a. Main collection sewers will follow the most feasible route to the point of discharge.

b. The sewer collection system shall be designed to accommodate the initial occupancy and a reasonable expansion capability.

c. All sewers lines shall not be constructed or laid out within roadways. Only crossing perpendicular to the road centerline is permitted. Sewer lines that cross under roads at a depth less than 2 meters shall have steel sleeve (carrier pipe), with a minimum pipe thickness 12 mm, around the water pipe extending out to 1 m from each road edge.

d. Sewer lines from one building shall not be constructed under another building.

e. Avoid routing sewers through areas which require extensive restoration or underground demolition.

f. Verify that final routing selected is the most cost effective alternative that meets service requirements.

g. All wastewater shall be collected and conveyed to the black water holding tank to be designed and constructed by the Contractor.

SECTION 01 10 15 Page 19

h. Sewer lines shall be steel sleeved (carrier pipe) under all foundations/slabs for a distance of 3 meters away from the foundation of any building or structure.

4.1.1 Protection of Water Supplies

The Contractor shall ensure that the sewer design meets the following criteria:

a. Sanitary sewers shall be no closer than 3 m horizontally to potable water lines; where the bottom of the water pipe will be at least 300 mm above the top of the sanitary sewer, horizontal spacing shall be a minimum of 1.8 m.

b. Sanitary sewers crossing above potable water lines shall be constructed of suitable pressure pipe or fully encased in concrete for a distance of 3 m on each side of the crossing. Pressure pipe will be as required for force mains in accordance with local standards and shall have no joint closer than 1 m horizontally to the crossing, unless the joint is fully encased in concrete.

c. When sanitary sewers cross water lines the water line shall cross above the sewer line whenever possible. In such cases the water line shall be located a minimum distance of 450 mm above the sewer line or shall be fully encased in concrete for a distance of 3 m on each side of the crossing.

4.1.2 Gravity Sewer

At the maximum extent possible, the wastewater collection system shall be gravity sewer systems. Sanitary sewers shall be designed to adhere to the following:

a. Sanitary sewer laterals, mains and trunk lines flow velocities shall be designed to provide a minimum velocity of 0.6 meters per second (mps).

b. A minimum velocity of 0.8 mps at the peak diurnal flow rate (PDF).

c. Flows shall be based on allocating the proportion of the average daily or peak daily flow to each building or facility on the basis of fixture unit flow developed for the plumbing design.

d. Minimum pipe slopes shall be provided regardless of the calculated flow velocities to prevent settlement of solids suspended in the wastewater. The minimum slopes for pipes shall be 1.0% with the exception of Service laterals. Service laterals shall have a minimum slope of 2%.

Unless otherwise indicated (see Building Connections and Service Lines), gravity sewer pipe shall be installed in straight and true runs in between manholes with constant slope and direction. Adequate cover must be provided for frost protection. A minimum cover of 800 mm will be required to protect the sewer against freezing.

4.1.3 Wastewater Manholes

The Contractor shall provide standard depth manholes (MH), (depth may vary)

SECTION 01 10 15 Page 20 an inside dimension of 1.2 m. Manholes shall be made of cast-in-place reinforced concrete with reinforced concrete cover. Alternate pre-cast manhole option shall taper to a 750 mm cast iron frame that provides a minimum clear opening of 600 mm. In every case, the manholes, frames and covers shall be traffic rated, H-20 load rating. All manholes shall be provided with a concrete bench with a flow line trough, smoothly formed to guide waste flow to the outlet pipe from the inlet pipe(s). The top surface of the bench shall be above the crown of all pipes within the manhole. All surfaces of the bench shall be sloped smoothly toward the trough to guide flow, even under peak flow conditions. Sanitary sewer lines shall enter at the manhole flow line. Where the invert of the inlet pipe would be more than 0.5 meter above the manhole floor, a drop inlet shall be provided. No internal drop structures shall be permitted at lift stations.

Inlet to lift station wet wells shall enter below the lowest water level of the pump operating range, and if necessary a drop inlet approach pipe external to the lift station may be used to avoid cascading influent flow.

The angle between inflow and outflow pipes converging at a manhole shall not be less than 90 degrees.

Manholes are required at junctions of gravity sewers and at each change in pipe direction, size or slope, except as noted hereinafter for building connections. Manholes shall be installed at start of all main runs.

Wastewater manholes shall adhere to the following:

Spacing: The distance between manholes must not exceed 120 m in sewers of less than 460 mm in diameter. For sewers 460 mm and larger, and for outfalls from wastewater treatment facilities, a spacing of up to 180 m is allowed provided the velocity is sufficient to prevent sedimentation of solids.

Pipe Connections: The crown of the outlet pipe from a manhole shall be on line with or below the crown of the inlet pipe.

Frames and Covers: Frames and covers shall be cast iron, ductile iron or reinforced concrete, traffic rated in any case to an H-20 load rating. Cast iron frames and covers shall be traffic rated, circular with vent holes.

Steps for Manholes: Steps shall be cast iron, polyethylene coated, at least 15 mm thick, not less than 400 mm in width, and spaced 300 mm on center.

4.1.4 Sewer Pipes

Pipe shall conform to the respective specifications and other requirements as follows: Provide Polyvinyl Vinyl Chloride (PVC) conforming to ASTM D 3034, Type PSM with a maximum SDR of 35, size 380 mm or less in diameter.

PVC shall be certified as meeting the requirements of ASTM D 1784, cell Class 12454 B. Minimum pipe sizes for the main lines and laterals shall be 200 mm diameter and service lines shall be a minimum of 150 mm diameter.

Contractor may use uPVC pipe provided the SDR and strength properties of the pipe equal or exceed the properties of ASTM D 1784 for PVC.

4.1.4.1 Sewer Pipe Fittings

Fittings shall be compatible with pipe supplied and shall have a strength not less than that of the pipe. Fittings shall conform to the respective specifications and requirements as follows: provide PVC fittings conforming to ASTM D 3034 for type PSM pipe.

SECTION 01 10 15 Page 21

4.1.4.2 Sewer Pipe Joints

Joints installation requirements shall comply with the manufacturers installation instructions. Flexible plastic pipe (PVC or high density polyethylene pipe) gasket joints shall conform to ASTM D3212.

4.1.4.3 Branch Connections

Branch connections shall be made by use of regular fittings or solvent-cemented saddles as approved. Saddles for PVC pipe shall conform to Table 4 of ASTM D 3034. The minimum depth of the cover over the pipe crown shall be 0.8 m.

4.1.5 Building Connections and Services

Building connections and service lines will be planned to eliminate as many bends as practical and provide convenience in rodding. Bends greater than 45 degrees made with one fitting should be avoided; combinations of elbows such as 45-45 or 30-60 degrees should be used with a cleanout provided.

Connections to other sewers will be made directly to the pipe with standard fittings rather than through manholes. However, a manhole must be used if the connection is more than 30 m from the building cleanout. Tee connections to the main or branch are not allowed. Service connection lines will be a minimum of 150 mm diameter and laid at a minimum 1% grade.

Laterals shall be 200 mm and sloped to maintain the minimum velocity as described in paragraph "Gravity Sewer." Refer to Sheet U-04 in the contract drawings for the standard building sewer service lateral.

4.1.5.1 Cleanouts

Cleanouts must be installed on all bends of sewer-building connections to provide a means for inserting cleaning rods into the underground pipe.

Install manufactured wye fittings. In lieu of a wye fitting, an inspection chamber may be installed. The inspection chamber shall be of the same construction as a manhole. The cleanout will be of the same diameter as the building sewer, and never be smaller than 150 mm. If there are no bends in the sewer building connection, a cleanouts shall be installed within 1 m from the building.

4.1.5.2 Grease Traps

Grease traps are used to remove grease from wastewater to prevent it from entering the sanitary sewer. All Dining Facilities (DFACs) shall incorporate preliminary treatment with use of a grease trap prior to the sanitary sewer system. The only waste lines upstream of the grease trap shall be grease laden waste from the kitchen or other areas. The grease trap shall be of reinforced cast-in-place concrete, reinforced precast concrete or equivalent capacity commercially available steel, with removable three-section, 9.5 mm checker-plate cover, and shall be installed outside the building. Steel grease traps shall in be installed in a concrete pit and shall be epoxy-coated to resist corrosion as recommended by the manufacturer. Concrete shall have a minimum compressive strength of 21 MPa at 28 days. The grease trap shall connect to the sanitary sewer system.

Contractor shall provide bollards around the tank and construct a minimum 4 m wide access road from the closest roadway to the grease trap for a pump truck. The access road shall be of the same material as the main roads in

SECTION 01 10 15 Page 22 the compound. Under no circumstance shall the grease trap be installed inside the building. Provide outside water spigot for cleaning.

4.1.6 Field Tests and Inspections

The Contracting Officer will conduct field inspections and witness field tests specified in this section. The Contractor shall perform field tests and provide labor, equipment and incidentals required for testing.

Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically a full circle of light through the pipeline when viewed from the adjoining end of the line.