AM4_Specifications_4_Apr_18.pdf

UD 2.4 - Package 1 LSA, Jordan 463243LSA

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 80 00.12 10

TECHNICAL REQUIREMENTS Revised by Amendment 0004

08/17

PART 1 GENERAL

-- End of Section Table of Contents --

SECTION 01 80 00.12 10 Page 1 W912ER18R0004 Amendment 0004

SECTION 01 80 00.12 10

TECHNICAL REQUIREMENTS

Revised by Amendment 0004

08/17

PART 1 GENERAL

PART 1 GENERAL

1.1 Contractor's Design and Construction

The Contractor shall site adapt provided design plans for roadways, site plans, utilities and related facilities which have been developed without site survey information. Site topographic survey report (Attachment A) and geotechnical exploration data "For Information Only" (Attachment B) is provided to the Contractor. Separate site topographic survey drawings will be provided to the Contractor after award; however, existing topography and utility information is provided on the civil drawings. The Contractor's design and construction shall comply with technical requirements contained herein and with the other provided specifications. The Contractor shall provide design and construction using the best blend of cost, quality, construction efficiency, system durability, ease of maintenance and environmental compatibility.

1.1.1 Design and Product Requirements

These design and product requirements are minimum requisites. Variations shall be submitted in accordance with Section 01 33 00.12 10 entitled SUBMITTAL PROCEDURES FOR DESIGN-BUILD. All variations shall be approved by the Contracting Officer. Unless otherwise specified, all of the materials and equipment to be installed in this project shall comply with a recognized standard for the intended use. The Unified Master Reference List for ASTM, ASME, etc., located at www.ccb.org/docs/ufgshome/ufgstoc.htm identifies the titles and approval dates.

1.1.2 Asbestos Containing Materials

Asbestos containing material (ACM) shall not be used in the design and construction of this project. If no other material is available which will perform the required function or where the use of other material would be cost prohibitive, a waiver for the use of asbestos containing materials shall be obtained from the Contracting Officer.

1.1.3 Limitation of Working Space

The Contractor shall, except where required for service connections or other special reasons confine his operations strictly within the boundaries of the site. Workmen shall not be permitted to trespass on adjoining property. Any operations or use of space outside the boundaries of the site shall be by arrangement with all interested parties.

The Contractor shall take all practical steps to prevent his workmen from entering adjoining property and in the event of trespass occurring the Contractor shall be held entirely responsible.

1.1.4 Subcontractors

SECTION 01 80 00.12 10 Page 2

Compliance with the provisions of this section by subcontractors shall be the responsibility of the Contractor.

2. SITE DEVELOPMENT

2.1 General

The Contractor shall perform design and construction services as required to provide complete and usable facilities. The civil design shall be based on Unified Facilities Criteria/United States Army Technical Manuals, or other design standards from internationally recognized organizations in business for a minimum of ten years.

All required documents, including drawings, specifications, and design analysis, shall be prepared in accordance with this section. The design analysis shall include detailed calculations and any additional information required, and the information listed below, when applicable. The Contractor shall review the details and make adjustments, if necessary, before applying them to the project.

The civil site development includes the following items of work:

a. Environmental Protection

b. Topographic Survey-incorporation and use of government-provided topographic survey and report.

c. Site Adaptation of Provided Design Documents and Construction including roads, driveway access/parking areas, and utilities

d. Site Grading and Drainage Design and Construction

e. Sidewalks

f. Fences, Gates, Barriers

g. Sanitary Sewer Collection System Final Design and Construction

h. Sanitary Sewage Lift Station Design and Construction

i. Sanitary Sewer Treatment Facility Final Design and Construction

j. Water Supply and Distribution System Final Design and Construction

k. Demolition

2.2 ENVIRONMENTAL PROTECTION

2.2.1 Applicable regulations

The Contractor shall comply with all Base and Host Nation laws, rules, regulations or standards concerning environmental pollution control and abatement. The Contractor shall review host nation and U.S. Government environmental regulations with the contracting officer prior to design and discharge of any liquid wastes into natural streams or manmade channels.

2.2.2 Notification

The Contracting Officer shall notify the Contractor in writing of any observed non-compliance with the foregoing provisions. The Contractor shall immediately take corrective action. If the Contractor fails or refuses to promptly take corrective action, the Contracting Officer may issue an order stopping all or part of the work until satisfactory corrective action has been taken. No extension of time or damages shall be awarded to the Contractor unless it was later determined that the Contractor was in compliance.

2.2.3 Spillages

SECTION 01 80 00.12 10 Page 3

Measures shall be taken to prevent chemicals, fuels, oils, greases, bituminous materials, waste washings, herbicides and insecticides, and construction materials from polluting the construction site and surrounding area.

2.2.4 Disposal

Disposal of all materials, wastes, effluents, trash, garbage, oil, grease, chemicals, etc., shall be off site and subject to the approval of the Contracting Officer, and shall be removed weekly. Burning at the project site for the disposal of refuse and debris shall not be permitted.

2.3 Solid Waste Management and Disposal

Dumpsters with concrete pad and enclosure have been shown on the plans and shall be provided by the contractor.

2.3.1 All dumpsters shall be on concrete pads. For dumpsters, signs in English and the local language shall be posted indicating "No smoking within 17m". The Contractor may reword the above signs but maintain the intent and buffer requirements.

2.3.2 Bulk liquids and hazardous waste shall be collected and disposed of properly in separate containers and clearly marked as to type, quantity, and source.

2.4 Stockpiles and Batch Plants

All stockpiles and batch plant locations shall be coordinated by the Contractor, Contracting Officer and Base Security.

The Contractor shall stockpile at the location shown on the drawings excavated soil that is suitable for fill material. Contractor shall make the determination on-site while excavating the aeration lagoons and evaporation ponds, and in the presence of the COR and Air Force Construction Manager as to what soil can be stockpiled as suitable for fill material use and what soil is not suitable that should be disposed of as outlined herein and contract specifications.

2.5 Demolition

Structures and/or pavements shall be demolished as required at locations within the construction limits. The contractor shall identify on the demolition plan any items that are required to be demolished or relocated.

Do not begin demolition until authorization is received from the Contracting Officer.

The Contractor shall submit a demolition plan including a schedule, haul routes, and storage areas. The work includes demolition, salvage of identified items and materials, and removal of resulting rubbish and debris.

Rubbish and debris shall be removed from the project site daily, unless otherwise directed. Do not allow accumulations inside or outside buildings.

Materials that cannot be removed daily shall be stored in areas approved by the Contracting Officer. In the interest of occupational safety and health, SECTION 01 80 00.12 10 Page 4 the work shall be performed in accordance with EM 385-1-1, Section 23, Demolition and other applicable Sections. In the interest of conservation, salvage shall be pursued to the maximum extent possible.

Use of explosives will not be permitted.

2.5.1 Disposal of Demolition Debris

Demolition debris should be recycled to the maximum extent practical. All debris that is not recycled shall be disposed of at a site provided by the Contractor off the Base. Items to be demolished shall be disposed of outside government controlled land at Contractor's responsibility. No material shall be disposed of to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way. The Contractor shall comply with all local government laws, rules, regulations or standards concerning environmental pollution control and abatement.

2.6 Excavation

Any hand digging, driving of pickets or excavation of any kind requires a Dig Permit. The Contractor must coordinate permit requirements with the Contracting Officer.

2.7 Design Criteria and References

AASHTO - American Association of State Highway and Transportation Officials AASHTO - A Policy on Geometric Design of Highways and Streets, 2011.

AASHTO - Manual on Uniform Traffic Control Devices, 2009. AASHTO - Model Drainage Manual ACI 318 Building Code Requirements for Structural Concrete, American Concrete Institute ASTM - American Society for Testing and Materials ASTM F2656, Standard Test Method for Crash Testing of Vehicle Security Barriers, 2015 AWWA-American Water Works Association AWWA C651, Standard for Disinfecting Water Mains AWWA C652, Disinfection of Water Storage Facilities IBC, International Building Code IPC-International Plumbing Code ANSI/ISEA Standard Z358.1-2009 "Emergency Eyewash and Shower Equipment" ASCE 7-05, Minimum Design Loads for Buildings and Other Structures MIL-HDBK-1190, Facility Planning and Design Guide UFC-UNIFIED FACILITIES

CRITERIA

UFC 1-202-01 Host Nation Facilities in Support of Military Operations UFC 3-201-02, Civil Engineering UFC 3-120-01 Design: Sign Standards UFC 3-250-03 Design: Standard Practice Manual for Flexible Pavements UFC 3-250-04FA Design: Standard Practice for Concrete Pavements UFC 3-250-09FA Design: Aggregate Surfaced Roads and Airfields Areas UFC 3-320-05FA Design: Structural Design Criteria for Structures Other than Buildings UFC 4-010-01 Design: DOD Minimum Anti-terrorism Standards for Buildings UFC 4-022-01 Entry Control Facilities/Access Control Points MUTCD, Manual on Uniform Traffic Control Devices

SD-STD-02.01, Test Method for Vehicle Crash Testing of Perimeter Barriers and Gates

Unified Facility Criteria (UFC) is available online at

SECTION 01 80 00.12 10 Page 5 http://www.wbdg.org/ccb/browse_cat.php?o=29&c=4 EM 1110-3-136 Drainage and Erosion Control: Mobilization Construction

FEDERAL SPECIFICATIONS

RR-F-191K/GEN, Fencing, Wire and Post Metal (General Specification) RR-F-191/1F, Fencing, Wire and Post Metal (Chain-Link Fence Fabric) RR-F-191/3E, Fencing, Wire and Post Metal (Chain-Link Fence Posts, Top Rails and Braces) RR-F-191/4D, Fencing, Wire and Post Metal (Chain-Link Fence Accessories)

OTHER STANDARDS

Standards other than those mentioned above may be accepted if the standards chosen are internationally recognized and meet the minimum requirements of the specified standards. The Contractor shall be prepared to submit proof of this if requested by the Contracting Officer.

2.8 Studies Supporting the Final Design

To accomplish the work contained in this contract, the Designer shall publish design studies to document the existing site conditions before proceeding with the design and construction of the site. This should include a hydrologic study. See Attachment C "Weather Data" (FIO).

2.8.1 Hydrologic Study

Investigate and assess the runoff from the drainage areas that surround the project sites based on the 2, 10, and 25 year storm event, using this information in the site drainage design to determine how it will affect site drainage. Contractor shall provide drainage area maps and runoff calculations to support the Contractor's grading and drainage design.

2.8.2 Flood Risk Mitigation

The Contractor shall utilize the information contained in the topographic and site survey, when developing the grading and drainage design of the site to make sure that the finished floor elevations of all facilities will not be flooded by a 25 year storm event.

2.9 CIVIL SITE DEVELOPMENT

2.9.1 Site Plan

The Designer shall ensure the facilities are sited in compliance with the attached drawings and requirements stated herein. The Designer shall be responsible for preparing a detailed site grading plan which shall include setting grades for all buildings and profiles for all roadways.

The Architectural drawings shall be used to site adapt the buildings. The site design shall be in accordance with UFC 1-202-01 and UFC 3-201-01 with the requirements of UFC 4-010-01 adhered to whenever possible.

All site plans shall be developed in the following projection and datum: UTM

WGS84, ZONE 37N.

2.9.1.1 Facilities and Siting Considerations

A) Entry Control Point: There will be two entry control points, one at the north entrance and one at the south entrance as shown on the drawings.

Both entrances shall have crash barriers to prevent unauthorized vehicular penetration through the gates. See details on the plans, typical sections, SECTION 01 80 00.12 10 Page 6 and descriptions herein for more information.

2.9.2 Circulation and Parking

The vehicular and pedestrian circulation system shall promote safe, efficient movement of vehicles and pedestrians within the site area.

Contractor shall provide traffic control signs and crosswalks as shown on the site plans and details, in accordance with UFC .

Provide, as a minimum, 1.5m wide asphalt sidewalks for clear pedestrian access and exit from all buildings (Guard House, ITN Building, Pump Houses).

The roadways and access roads shall be a minimum of 7.3 meters wide, Minimum radius for intersections as shown on the plan is 15m. Proposed roadway layout as indicated on the enclosed plans.

The standard parking spaces for daily use by base and security personnel should be approximately 3 meters by 6 meters to allow for the larger vehicles. Parking area locations and dimensions as indicated on enclosed plans.

2.10 Grading And Drainage

The Contractor shall design the grading and drainage system based on requirements found in UFC 3-201-01, and herein. The topographic survey shall be used in the design of the grading and drainage, site layout and utilities, as well the information in paragraph 2.7.3 "Flood Risk Mitigation". The Contractor shall provide all necessary site grading to insure adequate drainage, so that no utilities or manholes, facilities, pavement or storage area shall be flooded due to a 10-yr frequency 2-hour rainfall event. Drainage of the area should be compatible with the existing terrain and existing drainage structures, with the airbase overall drainage plan and be approved by the COR. Drainage from adjoining offsite areas needs to be considered during the design process to ensure adequate grading and drainage is achieved. Erosion control measures (including but not limited to stone riprap for channel lining and stabilization, geotextile fabric, inlet and outlet protection, etc.) shall be included in the Contractor's design and construction to prevent erosion from concentrated runoff.

Finished grade outside the buildings/facilities shall be a minimum of 150mm below the finished floor elevation. The finished grade adjacent to the facilities on a paved surface shall be designed to slope away from the structure at a rate of 2% for at least 1.5 meters. The minimum slope of paved areas shall be 0.5% to prevent the ponding of water on paved surfaces.

All concentrated runoff from paved areas will be discharged into an adequate channel to convey the runoff away from the paved roads and buildings and to prevent flooding of downstream areas.

Plans shall show existing contours and new/finished contours to indicate new grading, proposed finished floor, sidewalk & road elevations and drainage swales as applicable. Spot elevations shall be provided at all significant points including but not limited to building corners, building entrances, grade breaks, culvert, and ditch inverts, etc.

2.11 CIVIL UTILITIES

2.11.1 General

The Contractor shall provide final design, construction, and testing for the

SECTION 01 80 00.12 10 Page 7 sewage collection and treatment system and the water supply and distribution system as provided on the contract drawings.

The water supply system shall consist of the construction of two (2) water supply wells, chlorinated water storage tanks, combined distribution/fire pump houses with variable frequency drives (VFD) and all associated appurtenances, and chlorination units.

The proposed ductile iron water distribution system shall connect to an existing PVC water distribution system installed by others in advance at locations as indicated on the enclosed utility plan set. See Utility specifications, drawings and Attachment D for further water distribution and storage requirements. Attachment D is provided for information only (FIO) which Contractor shall verify.

The sanitary sewer system shall consist of construction of a sanitary sewer collection system, sanitary lift station, treatment system and associated appurtenances. The collection system shall tie into an existing sewage collection system at the location indicated on the enclosed utility plan set. See Utility specifications and drawings for further sanitary sewer system requirements.

All utility systems shall be designed for the seismic requirements as defined by the International Building Code and ASCE 7-05. The Contractor shall edit the Unified Federal Guide Specifications for all utility systems which contain the required testing. Pipe depth, bedding, and cover shall be designed as required by the UFC design criteria for the pipe size, pipe material, and vehicular loading. Utilities placed in traffic areas should be designed for an AASHTO H20 vehicle loading. Buried warning and identification tape should be placed above the utility 0.6 meters below finished grade. Trench backfill should be compacted to at least 95% maximum density. All underground utilities shall have sufficient ground cover.

If any utility line crosses a roadway and sufficient cover is not possible, the pipe shall either be concrete encased or road sleeve constructed prior to underground pipe installation.

Prior to construction, the Contractor shall notify the Contracting Officer of the Contractor's plans for utility protection. In the event of an unexpected utility interference during construction, the Contractor shall immediately notify the Contracting Officer.

Thrust blocking will be required at all water distribution piping and sanitary force main where changes in pipe size, or changes in pipeline direction occur; generally this will be at fittings such as plugs, caps, valves, tees, bends and reducers. Water distribution piping with diameters larger than 300 mm shall use restrained joint fittings in lieu of thrust blocks. For piping with restrained joints, the Contractor shall provide calculations demonstrating that all joints are sufficiently restrained for the specified water main test pressure, pipe size and fitting. Restrained joints may be used in lieu of thrust blocking for all pipe sizes where use of thrust blocking is impracticable due to conflicts with other utilities or proposed features. Where thrust blocking is used, provide a minimum of 300 mm soil cover over all thrust blocks, where thrust blocks are located in proposed roadways, provide a minimum of 450 mm of soil cover.

Contractor shall mark location (end) of all installed (capped) water and sewer service laterals with 1.5 m long by 25 mm wide reinforced fiberglass utility marking posts. Posts shall be color coded for utility; blue for water service and green for sanitary service. Posts shall be provided with

SECTION 01 80 00.12 10 Page 8 decals indicating type of service marked. Posts shall have an embedment depth of 0.6 m.

Contractor may adjust layout of utility system to accommodate site grading and drainage plans, or to avoid conflicts with other utilities with the approval of the Contracting Officer.

2.11.1.1 Interruption of Utilities

The Contractor shall notify the Contracting Office immediately upon the disturbance of any existing utility during construction. Any utility disturbed by the Contractor's operations shall be restored immediately at no cost to the Government. Any interruption of a utility service, including adjacent installations, that is necessary for construction must be coordinated and receive prior approval.

2.11.2 WATER SYSTEM

See utility drawings and specifications for wells, water tanks, pump and piping design.

2.11.2.1 Water Supply Wells (Option)

Contractor shall design and install two (2) water supply wells in accordance with the contract drawings, specifications, and Department of the Air Force MEMORANDUM dated 23 Feb 2012 with SUBJECT “Summary of Revisions to LOGCAP Theater Well Drilling Program Statement of Performance & Technical Specifications” (Attachment F). One(1) well is to be located just South of the Northern ECP and the other well is to be located South-West of the Southern ECP. Contractor shall provide water sampling and analysis from the wells. Samples shall be analyzed by a qualified lab and results shall be submitted for Government Review.

Contractor is to coordinate with the Contracting Officers Representative, and the 332nd Expeditionary Medical Group (Preventive Medicine) on the proper time for the Government to take water samples after well development.

Samples shall be collected by Preventative Medicine and evaluated by the Army Public Health Center.

Well Performance Expectations: There is an existing well within 3 kilometers that is approximately 550 meters deep and producing 75 m3/hr. It is expected that the optional wells will be similar in both depth and production. See Attachments G and H for the existing well reports for additional information.

2.11.2.2 Water Storage Tanks and Chlorination

Contractor shall construct steel water storage tanks as shown on the drawings, details, and specifications.

Provide a 25mm diameter sodium hypochlorite feed line from the Pump Building to the Water Storage Tank's supply line with a static mixer. The contractor shall ensure the chlorine injection point on the tank's fill line is above the height of the chemical pump, to avoid pumping downhill. Additionally the sampling line and valve shall be anchored to the tank's fill line.

The injection point may be in the static mixer, if the static mixer is specifically designed for that application. The chemical injector shall specifically be designed for sodium hypochlorite solutions. The chemical

SECTION 01 80 00.12 10 Page 9 injector shall have a quick disconnect from the chemical feed line, to avoid loss of prime, a retractable injector, compression gland, and an isolation valve. The chemical injector shall be designed for a horizontal installation.

The static mixer shall be AWWA C115 Class 53, cement-lined, flanged housing with 316L stainless steel mixing elements, which is designed for mixing chlorine and for a product flow rate suitable to provide the required residual chlorine contact time in the distribution system. The static mixer shall be installed above the injection point, unless the mixer is designed for the injection port to be in the mixer.

Provide a sampling port below and above the static mixer. An additional valve for the sampling line may need to be installed if the sampling port is above 1.5 m from the finish grade. The chlorine feed line and sample line shall comply with ASTM F 441, schedule 80. All exposed piping shall be wrapped with polyethylene in accordance with AWWA C105. All components and items shall be NSF 61 approved.

2.11.2.3 Pump Buildings

Emergency eyewash and shower shall be provided at the Pump Building, see Mechanical drawings for the Pump House.

Provide the degassing head for each of the sodium hypochlorite chemical feed pumps.

Four air release valves shall be installed within the Pump Building on the water pipes lines, at high points where air maybe trapped as shown on the drawings.

The valves shall be in accordance with the AWWA 512, with a stainless steel float. The orifice size shall be a minimum of 2.38 mm. The valves shall be connected to the pipe lines with saddles and isolation valves. Joints between dissimilar metals shall have a rubber-gasketed or other suitable approved type of insulating joint or dielectric coupling which will effectively prevent metal-to-metal contact between adjacent sections of piping. All components and items shall be NSF 61 approved.

The controls for the domestic pumps shall be modified to have the pumps alternate stand by positions, to ensure even wear.

Provide a water level sensor in a stilling well in the Water Storage Tank.

The water level sensor shall be interlocked with the direct volume readout, alarm system, programmable logic controller (PLC), and the remote monitoring system. The PLC shall control the operations of the well pump, sodium hypochlorite feed system (in the Pump Building), and domestic pumps (in the Pump Building).

The alarm system shall be located within the Pump Building and product a visual alarm, audible alarm, and silence switch for each of the following conditions, high water alarm condition, low water alarm condition, chlorine residual analyzer low level indicator.

The High Water Alarm Level shall be set 100 mm below the overflow orifice, which shall trigger the high water alarm signal in the Pump Building and the remote monitoring system.

The High Water Well Pump Off Level shall be 100 mm below the High Water

SECTION 01 80 00.12 10 Page 10

Alarm Level, which shall be interlocked with the pump controls to shut off the well pump and the sodium hypochlorite feed system.

The Low Water Domestic Pump Off Level shall be 100 mm above the minimum Fire Water Level, which shall be interlocked with the pump controls to shut off the domestic pumps and the low water alarm signal in the Pump Building and the remote monitoring system.

The low water domestic pump shut-down sequence shall have a 30 second delay for each pump to avoid water hammer conditions starting with the highest Net Positive Suction Head (NPSH) required to the lowest.

The minimum Fire Water Level shall be determined based on the diameter of the water tank, avoiding vortexing, and the highest NPSH required, which may be the additional pump required to provide the additional flow required for the fire demand. The Contractor shall submit the calculations for the minimum Fire Water Level based on the fire water storage volume, vortex preventer, the pump curves (which shall show clearly the NPSH required) and the NPSH available for the projected flows.

The Domestic Pumps shall not start until the water level reaches 300 mm above the Low Water Level Domestic Pump cut off switch, if the water level had previously reached the Low Water Level Domestic Pump cut off switch limit.

A direct volume readout in liters of actual amount of water in the Water Storage Tank shall be provided in the Pump Building and be able to be remotely displayed at multiple locations in the future. The readout in the Pump Building shall be a 25 mm (1 inch) high liquid crystal display (LCD).

Provide an EPA compliant amperometric chlorine analyzer for measuring the free chlorine, pH, and temperature of the water leaving the Pump Building and feeding the water distribution system and configure the HMI to record and display the signals. The amperometric chlorine analyzer shall be for continuous measurement of free chlorine in aqueous solutions, which is capable of measuring and reporting to the PLC for recording the following parameters, free chlorine, temperature, and pH. The chlorine analyzer method of measuring free chlorine shall be with a three-electrode amperometric sensor immersed into an electrolytic medium with a membrane, selective to chlorine, separating it from the sample. Other methods of chlorine measurement, such as two-electrode amperometric, are not acceptable. The controller shall be acceptable capable of reporting a low and high alarm point, System Description and Performance Requirements

-Measurement range: 0 to 20 ppm chlorine for free chlorine -Low Limit Of Detection (LOD): 30 ppb (0.03 ppm) or better -Limit Of Quantitation (LOQ): 90 ppb (0.09 ppm) or better -Repeatability/precision: 30 ppb or 3%, whichever is greater.

-Response time: ~140 s for 90% change (T90) (At a stable T and pH) -Interference: Monochloramine, ClO2, Ozone -Drift: <10% within one week of calibration at a minimum -Specificity/Selectivity: Non-specific to a certain chlorine form, responds to any chlorine species and other oxidizers as noted in the interference section -Calibration method: Customer has the option to use one (zero or slope) or two point (zero and slope) calibration.

-Verification procedure: One-point process calibration (slope) against a

SECTION 01 80 00.12 10 Page 11 standard reference method.

-The chlorine probe automatically compensates for temperature utilizing an embedded temperature sensor.

-The electrolyte provides internal pH compensation in the range 4-9 pH units.

-Provide buffer solutions pH 4.0, 7.0, and 10.0.

-Demonstrate to the operators how to properly calibrate the analyzer, probes and sensors.

2.11.2.4 Variable Speed Pumping System

The Pump Buildings shall be provided with a pre-packaged, variable speed booster pump system for the water distribution system. The booster pump system shall include three (3) multi-stage pumps with integrated variable frequency drive, controls, panel, baseframe and accessories to provide a fully functioning/controlled pump package, and as specified herein.

Equipment package shall be manufactured, selected and assembled for shipment by Pump Manufacturer. Future Pump #4 will not be provided at this time;

however, the skid shall be plumbed and wired for the fourth pump and control system preprogrammed for the easy installation and reprrogramming of the future pump.

Pumps shall be multi-stage type, stainless steel construction and suitable for use in potable water pressure boosting applications. Motors shall be NEMA frame, TEFC design, inverter duty type. System shall include but not be limited to; control panel, overload accessories, adjustable low suction pressure switch, stainless steel suction and discharge header, check valves, isolation valves and baseplate. The control panel shall bear the UL listing label for industrial control panels and shall be in a Type IP-55 rated enclosure. Pump control shall alternate operation of each pump to ensure equal wear time on all pumps. Pump capacities shall be as indicated on the drawings.

2.11.2.5 Hydro-Pneumatic Water Pressure System

An ASME code constructed tank stamped for 1034 kPa water working pressure shall be provided. The tank shall have a fixed or flexible diaphragm made of material conforming to FDA requirements for use with potable water and shall be factory precharged to meet required system pressure. The tank capacity shall be as indicated on the drawings.

2.11.2.6 Chemical Feed Systems

Each chemical feed system shall include a day tank, two identical mixers and two dual head metering pumps. Chemical pumps shall be of the diaphragm type, with inlet and outlet ball check valves. A degassing head shall be provided for the chemical pumps. Wetted materials of construction shall be compatible with the chemical solutions to be pumped. Day tanks shall be sized for each to hold a supply of chemical solution such that the system can operate continuously for a period of 24 hours without refilling. Day tanks shall be provided with mixers and shall be fitted with inlet and outlet piping, and integral covers. Each tank shall be equipped with a calibrated side wall strip to indicate volume. Construction of wetted materials shall be suitable for the chemicals being stored. Each tank shall be provided with a secondary containment. Special consideration shall be given to the inherent hazards of handling the chemicals involved and each tank shall be clearly and permanently marked with the name of the chemical solution it contains.

Material safety data sheets (MSDS) shall be provided for all of the chemicals used or provided.

SECTION 01 80 00.12 10 Page 12

The Contractor shall provide a complete list of spare parts data sheet for each item of equipment. The spare parts data shall include a complete list of parts and supplies with current prices and sources of supply, a list of parts and supplies that either are normally supplied at no extra cost with the equipment, or specified herein to be furnished as part of the contract, and a list of additional items recommended by the manufacturer to assure efficient operation for a period of 12 months at the particular installation.

2.11.2.7 Special Tools and Test Equipment

The equipment shall be furnished complete with all special tools, and accessories required for proper operation and maintenance. Equipment requiring special devices for lifting or handling shall be furnished complete with those devices. Tools and accessories shall be furnished in a hardwood or metal container. As a minimum the Contractor shall provide the following tools and test equipment: Portable chlorine colorimeter with the USEPA approved Free and Total Chlorine methods in Drinking Water, with Standards included for verification of calibration. Hach Pocket Colorimeter PCIICHLOR or approved equal.

2.11.2.8 Storage Spill Containment

Provide sufficient method of safe spill containment conducive with chemical used.

2.11.3 SANITARY SEWER SYSTEM

See utility drawings and specifications for the proposed sanitary sewer collection and treatment system. The Contractor shall complete the design and construction of the collection and treatment system.

2.11.3.1 General Proposed

A sanitary sewer collection system shall be provided as shown on the plans. The Contractor shall design and construct gravity mains to transmit sanitary sewage from where the future buildings will be served to where the proposed sanitary sewer collection system discharges into a Lift Station as shown on the plans.

The design of the sanitary sewer system shall use gravity flow to the maximum extent possible and shall be in accordance with UFC 3-240-07FA.

Exterior sanitary sewer service line construction shall include connection to the service line or lateral approximately 1.5 meters from the outside of the building wall as identified on the Plumbing drawings in the construction documents.

Sanitary sewer service connections shall be large enough to accept discharge flow computed on a fixture unit (FU) basis as per the manual on plumbing, IPC. Sanitary sewer gravity mains shall be no less than 200 mm in diameter, minimum 0.5% slope, and minimum 1.5 meters deep. All manholes, cleanouts, fittings, etc. shall be designed to be compatible with the proposed sanitary sewer system and the site in general.

2.11.3.1.1 Sewage Lift Station with Upstream Grinder Unit

The Contractor shall design and construct a triplex lift station at the location as shown on the drawings. The Contractor shall use and edit UFGS Section 33 32 16 for the Sewage Lift Station for design of the lift stations

SECTION 01 80 00.12 10 Page 13 and 33 30 00 for the Force Mains. 5kw Submersible centrifugal non-clog sewage pumps shall be provided with an in-line or open channel grinder unit immediately upstream. A purpose built pre-fabricated fiberglass reinforced manhole with a dual shaft design grinder shall be acceptable. The lift station shall be designed to handle the peak hour flow of 43.1 liters/second. The lift station shall also be designed with n+1 redundancy, and lead-lag logic. The pump logic shall allow the n+1 pump to be automatically activated in emergency situations if the water level reaches the high alarm level.

2.11.3.1.1.1 Sewage Lift Station Grinder Units

The housing of the grinder shall be ductile iron and factory painted. The cutters shall be 120mm or greater in diameter, 17-tooth serrated design, made of hardened alloy steel or stainless steel, and in-line grinders shall have easy to remove cutter cartridges. The grinder shall have 50mm hex shafts made of hardened alloy steel and be a dual shaft design. Single shafted machines, macerators, or chopper pumps will not be allowed. A 3.7kW (5hp) XPFC Motor with 29:1 reducer or greater reduction with all applicable IP54 NEMA 3 or greater enclosures and appurtenances shall be used. For in-line grinders, at a flow rate of 159 m3/hr, the pressure drop across the grinder shall be no greater than .08 bar with 150mm pipes. For open channel models, at a flow rate of 141 m3/hr, the pressure drop across the grinder shall be no greater than 290mm.

2.11.3.1.2 Aeration Lagoons and Evaporation Ponds

Contractor shall construct Aeration Lagoons and Evaporation Ponds as shown on the plans, details, and specifications.

2.11.3.1.3 Sewage Pump Truck Receiving and Lift Station

The Contractor shall design and construct a receiving station for sewage pump trucks to offload pumped sewage as shown on the drawings. It shall consist of a 2m x 2m concrete pad with parking area and turnaround, 150mm CAM-Lock inlet meeting all local practice and standards, traffic bollards to prevent damage to CAM-Lock Standpipe, and all associated piping to allow sewage to immediately flow thru an above ground in-line sewage grinder. The sewage shall then flow by gravity via closed-conduit from the inline grinder into an underground 20,000 liters storage tank. The storage tank shall have two manholes designed to allow manned entry, and be designed to prevent the settling of solids. The storage tank shall also have an exhaust vent with charcoal filter. 1kw non-clog submersible pumps shall be installed in a separate chamber or tank with timed dosing, n+1 redundancy, and lead-lag logic. Timed dosing is imperative to prevent excessive discharge of high oxygen demand sewage from the Tank Receiving Station to the aeration lagoons.

2.11.3.1.3.1 Inline Sewage Grinder Performance Requirements

The housing of the grinder shall be ductile iron and factory painted with 150mm flanges. The cutters shall be 120mm in diameter easy to remove cutter cartridges, 7-tooth design, made of hardened alloy steel or stainless steel, and must not require the disconnection of the grinder assembly from the piping for cutter cartridge changing. The grinder shall have 50mm hex shafts made of hardened alloy steel and be a dual shaft design. Single shafted machines, macerators, or chopper pumps will not be allowed. A 3.7kW (5hp) TEFC Motor with 29:1 reducer or greater reduction with all applicable IP54 NEMA 3 or greater enclosures and appurtenances shall be used. At a flow rate of 159 m3/hr, the pressure drop across the grinder shall be no greater than .08

SECTION 01 80 00.12 10 Page 14 bar with 150mm pipes.

2.11.3.1.4 Sanitary sewers shall be no closer than 3 meters horizontally to potable water lines. If it is not possible to maintain 3 meters of horizontal separation between pipes then the separation can be reduced to a minimum of 1.8 meters only if the bottom of the water pipe is at least 450 mm above the top of the sanitary sewer.

2.11.3.1.5 Sanitary sewers crossing above potable water lines shall be constructed of suitable pressure pipe or fully encased in concrete for a distance of 2.7 meters on each side of the crossing. Pressure pipe shall be as required for force mains and shall have no joint closer than 0.9 meters horizontally to the crossing, unless the joint is encased in concrete.

2.11.3.2 Quantity of Wastewater

The quantity of wastewater to be designed for shall be based on the building designs, and criteria found herein. See attached Appendix E for sewer design flows.

2.11.3.3 Gravity Sewer

Sanitary sewer service lines shall have a minimum 1% slope to the point of connection. A minimum cover of 0.8 meter shall be required over the pipe.

The Contractor shall ensure that all pipes are sufficiently deep to prevent damage to the pipe from vehicular traffic.

2.11.3.3.1 Design

The sanitary sewer lines have been sized for the anticipated design flows with a minimum grade of 0.5%.

2.11.3.4 Pipe, Fittings, Joints

The Contractor shall use and edit Section 33 30 00 Sanitary Sewers and submit for review and approval.

Piping shall conform to the respective specifications and other requirements as follows: Provide PVC conforming to ASTM D3034, SDR 35, or ASTM F 949 with ends suitable for elastomeric gasket joints. PVC shall be certified as meeting the requirements of ASTM D 1784, cell Class 12454 B.

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.

Joints installation requirements shall comply with the manufacturers installation instructions. Joints shall conform to ASTM D3212. Gaskets shall conform to ASTM F 477.

2.11.3.4.1 Manholes

Proposed manhole locations have been provided on the plans, the Contractor may make location adjustments as necessary to avoid conflicts with other proposed utilities and features. Manholes shall be provided at all service connection points and points where sewers intersect as indicated on the provided design plans. The Contractor shall provide manholes (MH), (depth may vary) with inside dimension of 1.2 meters (4 feet). Manholes shall be

SECTION 01 80 00.12 10 Page 15 made of cast-in-place reinforced concrete with reinforced concrete cover.

Alternate precast manhole option shall taper to a 75cm (30-inch) cast iron frame that provides a minimum clear opening of 600mm (24 inches). In every case, the manholes, frames, and covers shall be traffic rated, HS20-44 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). All manholes over 1 meter deep shall be supplied with steps.

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. The distance between manholes must not exceed 120m (400 ft) in sewer of less than 460mm (18 inches) in diameter.

2.11.3.4.2 Frames and Covers

Frames and covers shall be cast iron ductile iron or reinforced concrete.

Cast iron frames and covers shall be of the type suitable for the application, circular with vent holes. The frames and covers shall have a combined weight of not less than 181.4kg (400 pounds).

2.11.3.5 Building Connections, Service Lines and Cleanouts

Building connections and service lines shall 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 degrees should be used with a cleanout provided. Connections to other sewers shall be made with a manhole. Service connection lines shall be a minimum of 100mm diameter, laid at a minimum 1% grade, and minimum 1 meter deep at the cleanout just outside the building.

Cleanouts must be installed as shown on the utility drawings to serve all future 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. Preferably the cleanout shall be of the same diameter as the building sewer, and never be smaller than 100 mm.

2.11.3.5.1 Holding Tank for Pump Houses

An easily accessed sewage holding tank shall be provided of at least 2000 liters to collect the emergency shower, eyewash, sink, and floordrain.

2.11.3.6 Field Quality Control

2.11.3.6.1 Field Tests and Inspections

a. The Contractor shall conduct field inspections and witness field tests specified in the project specifications section 33 30 00. The Contractor shall perform field tests and provide labor, equipment and incidentals required for testing.

2.11.4 Remote Monitoring of Utilities

The Contractor shall design and construct a remote monitoring system for the following:

a. A Low Water Level Indicator for the elevation of the water in the Water

SECTION 01 80 00.12 10 Page 16

Storage Tanks

b. For the Lift Station- Indicators for a failed pump start, a high level, low-low-level, and failed grinder indicator

c. For the Water Pump Houses an indicator for Pumps Failed to Start

d. For the Pump House, an indicator for the free chlorine residual being incorrect from the Chlorine Residual Analyzer controller.

The above conditions to be monitored shall have both a local alarm and a remote alarm to notify personnel in the event that one of the above conditions has triggered a fault. The remote monitoring panel shall consist of lights for each condition monitored that will flash/illuminate to indicate that a fault condition has been triggered. The remote monitoring system shall be upgradeable to allow connection of additional panels in the future. The remote monitoring panel shall be installed in the existing Fire House as shown on the drawings off of Mustang Blvd. Communication from the items to be monitored to the remote monitoring panel shall be via the communications duct and bank system. The Contractor shall coordinate the signal transmission with the USAF through the COR. Contractor shall coordinate with Fire House personnel through the COR on location of the panel inside of the building. Future location of additional panels shall be coordinated with COR and end user.

2.12 Fencing and Barriers

2.12.1 Chain Link Fence

Provide chain-link fence and gates as shown on the plans and as specified in specification section 32 31 13.53. Gate fabric shall be No. 9 gage wires woven into a 50 mm diamond mesh. Fabric shall be coated with 366 grams per square meter zinc galvanizing. Posts shall be ASTM F 1083 Pipe, Steel, Hot Dipped Zinc Coated (Galvanized) Welded or equal. Top of fence and gates shall be provided with outriggers and reinforced barbed tape as indicated above. Post sizes shall be as shown on drawings. See fence details and speciation for more information.

2.12.2 Gates

The alternate service gates shall be swing type and be constructed of steel. Gates shall be of the width as labeled on the plan and 2.4 m high and be a pair of steel leaves constructed of 6mm steel plate skins, steel tube frame, and steel tube intermediate post and rails. Gate design shall ensure that it is dimensionally stable, square, true and planar. Gate leaves shall not rack, shake or deflect during operation and the hinges are to be designed and constructed to support the entire weight of each leaf.

Gates shall have a sufficient number of hinges to support each gate leaf.

Provide a locking mechanism that holds the gates together when in the closed position as well as a drop bolt that engages a steel sleeve embedded in the pavement. See detail drawings for more information.

2.13 Entry Control Point

The entry control points as shown on the drawings shall consist of active vehicle crash barriers, passive concrete barriers, and gates.

All entry control points shall be connected to the Gate House. The vehicle barriers at the main entrances to the fenced site will be controlled by the Guard House via the guards on duty in the Guard House.

2.13.1 Active Barriers

SECTION 01 80 00.12 10 Page 17

The Contractor shall design for, provide, and install K-4 rated portable wedge barriers at the main entrance gates as shown on the drawings, one per lane and both facing the same direction to protect against unwanted vehicle entry into the LSA. The active barriers shall be controlled from the Gate House, see Spec 34 71 13.19 and electrical design for more information. The active barriers shall also be such that they can be operated manually if necessary in the event of power outage.

2.14 Civil Design Specialist

Contractor shall submit for the approval by Contracting Officer, the name of the civil engineer along with the individual's educational background, experience, and licenses for registrations held, before design work commences. The civil engineer shall be a registered professional engineer with a background of at least five (5) years design experience in the appropriate specialty, as outlined in Section 01 33 00.12 10 SUBMITTAL

PROCEDURES FOR DESIGN-BUILD.

3. Geotechnical

A geotechnical investigation report is included in this contract (see Attachment B) but is for information only. The Contractor shall review this report and decide whether to utilize it for design or conduct another separate investigation for this project. Site specific information and the technical parameters necessary to design and construct the foundations, pavements, and any other geotechnically related items shall be the design-build Contractor's responsibility.

4. ATTACHMENTS

Attachment A - Site Topographic Survey Report - Provided under separate cover Attachment B - Exploration Data (FIO) - Provided under separate cover Attachment C - Weather Data (FIO) Attachment D - Industrial Area Drawings (FIO) Attachment E - DFU for Proposed and Future Buildings Attachment F - Department of the Air Force MEMORANDUM dated 23 Feb 2012 with SUBJECT “Summary of Revisions to LOGCAP Theater Well Drilling Program Statement of Performance & Technical Specifications” Attachment G - Azraq Air Force Base Water Well Report 2003 Attachment H - US Army Public Health Center Report on MSAB Well

-- End of Section --

SECTION 01 80 00.12 10 Page 18

AIR FORCE BASES

WATER WELLS

SITE GROUP

CONTRACTOR

SITE GROUP FOR WELL DRILLING

AL-AZRAQ AIR FORCE BASE

WATER WELL

JORDAN

AL-AZRAQ PRODUCTION WELL

ATTACHMENT G - SECTION 01 80 00.12 10

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