ATTACHMENT 2 - Specifications.pdf

DHAF 12-0012, REVISED 24-AUG-12 1

AL DHAFRA AIR BASE (ADAB)

GENERAL SPECIFICATIONS

AS AMENDED FOR DHAF 12-0012

CONSTRUCT NORTH PHANTOM LAUNDRY A

380th Air Expeditionary Wing

AFCENT

odie.freeman Typewritten Text odie.freeman Typewritten Text

ATTACHMENT 2 FA5706-12-R-0034

DHAF 12-0012, REVISED 24-AUG-12 2

TABLE OF CONTENTS

1.0 GENERAL REQUIREMENTS

1.1 UNIFIED FACILITIES CRITERIA COMPLIANCE

1.2 SPECIAL OBSERVATION AND CONSTRUCTION HOLD POINTS

2.0 SITE CONSTRUCTION

2.1 SITE PREPARATION AND DEMOLITION

2.2 UTILITIES - GENERAL

2.3 UTILITIES EXCAVATION

2.4 UTILITIES BACKFILLING

2.5 DOMESTIC AND FIRE WATER DISTRIBUTION

2.6 DOMESTIC AND FIRE WATER DISTRIBUTION VALVES

2.7 DOMESTIC AND FIRE WATER DISTRIBUTION VALVE BOXES

2.8 DOMESTIC WATER SERVICE CONNECTION

2.9 DOMESTIC AND FIRE WATER DISTRIBUTION HYDROSTATIC TESTING

2.10 DOMESTIC AND FIRE WATER DISTRIBUTION FIELD STAKING

2.11 SANITARY SEWER MATERIAL

2.12 SANITARY SEWER CONNECTION TO EXISTING SYSTEM

2.13 SANITARY SEWER MANHOLES

2.14 SANITARY SEWER SERVICE CONNECTION

2.15 SANITARY SEWER FIELD STAKING

3.0 CONCRETE

3.1 CAST-IN-PLACE CONCRETE

4.0 CONCRETE BLOCK PAVEMENT, SIDEWALKS AND CURBING

4.1 CONCRETE PAVING BLOCK

4.2 BEDDING AND JOINTING SAND

4.3 EDGE RESTRAINT (PRECAST CONCRETE CURB)

4.4 PREPARATION

5.0 STRUCTURES

5.1 STRUCTURAL REQUIREMENTS

5.2 STRUCTURAL STEEL

5.3 COLD-FORMED METAL FRAMING

5.4 GENERAL - METAL FRAMING

5.5 GENERAL - WOOD FRAMING

5.6 MISCELLANEOUS METALS

6.0 REINFORCED CONCRETE MASONRY

7.0 THIS SECTION NUMBER UNUSED

8.0 THERMAL AND MOISTURE PROTECTION

8.1 GENERAL

8.2 ROOF SPECIALTIES AND ACCESSORIES

8.3 INSULATION

8.4 VAPOR BARRIER

DHAF 12-0012, REVISED 24-AUG-12 3

9.0 DOORS AND WINDOWS

9.1 Doors - General

9.2 Exterior Doors

9.3 Door Hardware

9.4 Door Panic Hardware

9.5 Door keying

9.6 Door Thresholds

10.0 FINISHES AND ACCESSORIES

10.1 FINISHES:

10.1.1 GYPSUM BOARD

10.1.2 CEILING

10.1.3 FLOORING

10.1.4 WALL FINISHES

10.1.5 PAINTS AND COATINGS

10.1.6 INTERIOR WALLS

10.1.7 EXTERIOR WALLS

11.0 THIS SECTION NUMBER UNUSED

12.0 MECHANICAL

12.1 PLUMBING EQUIPMENT, MATERIALS AND METHODS:

12.2 BUILDING SERVICE PIPING

12.3 PLUMBING FIXTURES AND EQUIPMENT

12.4 HEATING VENTILATION AND AIR CONDITIONING (HVAC) SYSTEM

13.0 FIRE ALARM, ELECTRICAL AND COMMUNICATIONS

13.1 ELECTRICAL - GENERAL

13.2 POWER

13.3 LIGHTING

13.4 OUTSIDE LIGHTING

13.5 EMERGENCY LIGHTS

13.6 EXIT SIGNS

13.7 COMMUNICATIONS SYSTEMS

13.8 CONDUIT & DUCT

13.9 NIPRNET

13.10 CATV

13.11 FIRE ALARM MONITORING SYSTEM

13.12 GROUNDING AND LIGHTNING PROTECTION

14 TESTING

14.1 CIVIL

14.2 MECHANICAL

14.3 ELECTRICAL

15 AS-BUILT DRAWINGS:

DHAF 12-0012, REVISED 24-AUG-12 4

1.0 GENERAL REQUIREMENTS

1.1 UNIFIED FACILITIES CRITERIA COMPLIANCE: All design, material, means and methods shall be in accordance with the United States DoD, Whole Building Design Guidance (WBDG), Unified Facilities Criteria (UFC) 1-200-01 latest edition. Note that this criterion subordinates the entirety of UFC, as well as ASCE seismic design codes, International Building Codes (IBC), International Fire and Fuel Codes, and National Fire Protection Association (NFPA) codes, and others. Where conflict exists between UFC 1-200-01 criteria and specification text below, the more conservative criteria shall govern.

1.2 SPECIAL OBSERVATION AND CONSTRUCTION HOLD POINTS

1.2.1 Unless otherwise directed, the Contractor shall provide for and facilitate special observation by the USG of all building structural elements. Elements subject to observation include, but are not limited to, building foundation, structural steel, structural concrete, structural masonry, wood structure, composite and prefabricated structural elements.

1.2.2 Special observation shall include, but is not limited to, inspection and approval by the USG of:

Element subgrade preparation.

Cast in place element forming.

Cast in place reinforcing steel (size and placement).

Cast in place, and post installed, anchor bolts and embedments.

Structural metal welding, including cast in place welded reinforcing.

Structural steel assembly and bolt tensioning.

Structural steel protective coating(s).

Rough wood carpentry framing.

1.2.3 The foregoing elements and observations shall represent construction hold points to the Contractor. Element construction shall not proceed beyond the hold point until they have been accepted by the USG.

1.2.4 If an element is to be constructed in phases, then all requirements of special observation shall be applied to each phase.

1.2.5 The Contractor shall notify the USG a minimum of three days before any intended special inspection.

1.2.6 The Contractor shall provide clear and unobstructed access to the entirety of any element undergoing special inspection.

END OF SECTION

DHAF 12-0012, REVISED 24-AUG-12 5

2.0 SITE CONSTRUCTION

2.1 SITE PREPARATION AND DEMOLITION

2.1.1 Do not begin demolition or deconstruction until authorization is received from the CO.

The work includes demolition and removal of resulting rubbish and debris. The Contractor shall remove rubbish and debris from Government property daily, unless otherwise directed by the CO to an UAE approved off-base dumpsite in accordance with local and USAF environmental standards. Do not allow accumulations on airfield pavements. Store materials that cannot be removed daily in areas specified by the

CO.

2.1.2 Do not disturb existing construction beyond the extent indicated or necessary for installation of new construction. Provide temporary shoring and bracing for support of building components to prevent settlement or other movement. Provide protective measures to control accumulation and migration of dust and dirt in all work areas.

2.1.3 The Contractor shall move any items, or remaining designated materials within the limits of construction, to a specified location on base, at such time when it becomes necessary to address relocation of items or designated materials. Items shall remain the property of the Government unless determined otherwise by the CO.

2.1.4 The Contractor is responsible for site clean-up of any Contractor hazardous material used, delivered or stored at the construction site. In the event of Contractor caused fuel or hazardous chemical spill, the contractor shall be responsible for the cleanup at Contractor’s expense and shall comply with local environmental standards as applicable.

2.1.5 The location of existing utilities shown on the Drawings is for reference only. The Contractor shall be fully responsible for verifying the horizontal and vertical location and protection of all existing utilities.

2.1.6 Maintain existing utilities indicated on the Drawings to stay in service and protect against damage during demolition and deconstruction operations. Notify the CO’s Technical Representative a minimum of 10 calendar days before any required outages for proper coordination.

2.1.7 Site Backfilling: Contractor shall compact all subbase and base material to 95% general and 98% roadway crossing. At disturbed pervious locations, the Contractor is responsible for providing and compacting fill from the exterior building wall outward on all sides of the building to 100 mm (4 inches) below finished floor elevation, sloping away a minimum of 1% from the building, to tie into existing grade. The fill shall consist of an evenly graded mixture of fine and coarse aggregates to provide, when compacted, a smooth and even surface. The fill shall be free of lumps/balls of clay, organic matter, objectionable coatings and other foreign material. All soil needed to build up the site to grade shall be compacted to a minimum of 95%, “Modified Proctor” Proctor density.

2.1.8 Compaction Test: Contractor shall perform a testing per ASTM D1557-91 or BS 1377- 4:1990; “Modified Proctor”.

2.2 UTILITIES - GENERAL

2.2.1 Infrastructure design shall be in accordance with current versions of the “Unified Facility Guide Specifications” (UFGS) or “International Building Code” (IBC) as applicable and briefly stated here.

2.2.2 Contractor shall provide all appropriate wording-labeled marking tape for each utility, approximately 300 mm above all utility lines according to APWA (American Public Works Association) uniform color coding.

2.2.3 Conflicts with other utilities may require the pipe alignment to be modified in the field.

Such realignment shall be subject to approval by the CO.

2.2.4 All surveying and staking shall be performed by engineering or surveying firm capable of

DHAF 12-0012, REVISED 24-AUG-12 6

performing such work.

2.3 UTILITIES EXCAVATION

2.3.1 The Contractor shall perform excavation of every description and in whatever materials encountered to the depth indicated on the Contract Drawings or specified in the Statement of Work. Excavations shall be made by open cut unless otherwise specified. Trenches shall be excavated to true and smooth bottom grades and in accordance with the lines given by the Engineer or shown on the Contract Drawings.

No temporary support, i.e. blocks, will be allowed to support pipe. The trench bottom shall provide uniform bearing and support for each length of pipe.

2.3.2 Bell holes shall be excavated to the extent necessary to permit accurate work in making and inspecting the joints. The banks of the trenches shall be kept as nearly vertical as soil conditions shall permit, and where required to control trench width or to protect adjacent structures, the trench shall be shored and braced. Trench widths to 300mm above the top of the pipe shall be 450mm plus 1.5 times the outside diameter of the pipe or 750mm, whichever is greater. Standard excavating equipment shall be adjusted so as to excavate the narrowest trench possible.

2.3.3 The trench shall be kept free from water until joining is complete. Surface water shall be diverted so as not to enter the trench. The Contractor shall maintain sufficient pumping equipment on the job to ensure that these provisions are carried out.

2.3.4 The length of trench excavation in advance of pipe laying shall be kept to a minimum.

2.3.5 Excavations shall be either closed up with approved fill at the end of the day or protected from all foot or vehicle traffic.

2.3.6 The Contractor shall supply all safety equipment, including all necessary shoring equipment, to complete the work safely. Upon completing the work, the Contractor shall remove all shoring unless the Contract Documents or the Engineer direct otherwise.

2.3.7 The Contractor shall exercise sound engineering and construction practices in excavating the trench and maintaining the trench so that no damage shall occur to any foundation, structure, pole line, pipe line, or other facility. If, as a result of the excavation, there is disturbance of the ground, which may endanger other property, the Contractor shall immediately take remedial action at no additional expense to the Contracting Agency. No act, representation, or instruction of the Engineer shall in any way relieve the Contractor from liability for damages or costs that result from trench excavation.

2.3.8 Care shall be taken not to excavate below the depth specified. Excavation below that depth shall be backfilled with foundation material and compacted as specified herein.

2.4 UTILITIES BACKFILLING

2.4.1 All backfill material shall be free of cobbles in excess of 100mm nominal diameter, and other organic and deleterious material prior to placement of said backfill material.

2.4.2 Backfill of Pipe: Place backfill material not less than 150mm, and not greater than 300mm over the top of the pipe evenly and carefully and compact as specified elsewhere in this Section. Materials capable of damaging the pipe or its coating shall be removed prior to placement of backfill material. The remainder backfill material shall be placed into the trench in strata layers not to exceed 600mm in thickness, and shall be mechanically compacted as specified in elsewhere in this Section.

2.4.3 A minimum of 75mm of compacted sand shall be placed between all utility lines and other existing pipelines or other conduits when encountered or placed proximate to each other during construction, except as provide in elsewhere in this Section.

2.4.4 All water lines shall be placed at an elevation of not less than 600mm above adjacent sanitary sewer lines when such lines are within 3000mm of each other.

2.4.5 The Contractor shall perform backfilling and surface restoration to closely follow the pipe

DHAF 12-0012, REVISED 24-AUG-12 7

installation such that not more than 30M of pipe trench is left exposed during construction hours without approval of the CO. Select backfill material shall be placed and compacted around and under the water and sewer mains by hand tools to a height of six inches above the top of the main. All backfill shall be compacted to 98% for road crossings, 95 percent of the maximum density in traveled areas, 90 percent outside traveled areas unless otherwise specified in the Statement of Work, or on the Contract Plans.

2.4.6 Compaction Test: Contractor shall perform all compaction test per ASTM D1557-91 or BS 1377-4:1990; “Modified Proctor”. Such test shall be randomly performed in sets of three per 80 square meter horizontal area of backfill, such sets not being separated more than 1200mm vertically unless otherwise specified in the Statement of Work.

2.5 DOMESTIC AND FIRE WATER DISTRIBUTION

2.5.1 Parallel water distribution and sewer lines shall be a minimum of 3M apart. If water line is at least 300mm higher elevation than sewer, the separation distance shall be reduced to a minimum of 1.8M.

2.5.2 Water lines must cross above force main sewer lines with a minimum of 600mm clear distance between pipes. Sewer main joints horizontally closer than 900mm to the crossing shall be concrete-encased.

2.5.3 When water line must cross below gravity sewer line, the sewer line must be 300mm concrete encased for a distance of 1.5M each side of the sewer line with 3M total length encasement, or sewer line must be made of pressure pipe and then no joints in the pressure line are to be within 1.5m on either side of the vertical crossing.

2.5.4 At crossings of other utilities where the water pipe is within 150mm of the other utilities, a polyethylene foam block shall be placed between the pipes. The block shall act as a compression cushion between the pipes.

2.5.5 All material for water distribution and transmission shall be new and unblemished.

2.5.6 All pipes for water mains shall have flexible gasketed joints and shall comply with one of the following types:

2.5.7 Ductile iron pipe shall conform to AWWA C 151 Class 52 and have a cement mortar lining conforming to AWWA C 104. All pipes shall be joined using non-restrained joints which shall be rubber gasket, Tyton type, or mechanical joint, conforming to AWWAC 111.

2.5.8 PVC Pipe: All PVC pipe shall conform to the latest revision of the following specifications:100mm through 300mm pipe shall meet AWWA C900 ASTM 2241 Class 200 standards, 14 Bar minimum. 350mm through 500mm pipe shall meet AWWA C905 Class 235 standards.

2.5.9 HDPE Pipe: HDPE pipe conforming to ASTM F714, with heat-fused joints, minimum SDR 26, or PN 16.

2.5.10 All fittings for ductile iron pipe or PVC pipe shall be ductile iron compact fittings conforming to AWWA C 153. All shall be cement mortar lined conforming to AWWA C

104. Plain end fittings shall be ductile iron if mechanical joint retainer glands are installed on the plain ends. All fittings shall be connected by flanges or mechanical joints. Where required, Mega-Lug retainer glands shall be used.

2.5.11 Transition couplings shall be Style 501 Manufactured by Romac Industries, or equal.

2.5.12 Flanged coupling adaptors shall be Style 912 Manufactured by Rockwell, or approved equal.

2.5.13 Sleeve couplings shall be ductile iron mechanical joint type in accordance with AWWA C110, except the minimum sleeve length shall be 150mm.

2.5.14 Joint restraint follower glands installed with mechanical-joint fittings shall be equal to the Mega-Lug Series 1100 Retainer Glands Assembly manufactured by EBAA Iron, Inc., DHAF 12-0012, REVISED 24-AUG-12 8 or equal.

2.5.15 All pipe and services shall be installed with 3mm (12-gauge) coated copper toning wire taped to the top of pipe, brought up and tied off at the top of the valve box or meter box. One foot (300mm) of slack shall be exposed and tied off at the top of the valve box or meter box. A ½ Kg magnesium anode shall be buried with the force main every 1,000 lineal feet maximum for cathodic protection. Toning wire splices and connections to anodes shall join wires both mechanically and electrically, shall employ epoxy resin or heat shrink tape insulation and shall be encapsulated in splice pots.

Toning wire shall be tested prior to CO acceptance.

2.5.16 The minimum cover for all water mains from top of pipe to finish grade shall be 800mm unless otherwise approved.

2.6 DOMESTIC AND FIRE WATER DISTRIBUTION VALVES

2.6.1 All valves and fittings shall be ductile iron with ANSI flanges or mechanical joint ends with restraints. All existing valves shall be operated only by CO approved personnel.

2.6.2 Gate valves shall be used on all lines. The design, materials and workmanship of all gate valves shall conform to AWWA C509-80 latest revision. Gate valves shall be resilient wedge non-rising stem (NRS) with two internal A-ring stem seals and shall open when the stem is rotated counterclockwise. Gate valves shall be Mueller, M & H, American Flow Control Series 500, or as otherwise determined by the CO. Valve ends shall be mechanical joint or ANSI flanges. The valves shall be placed at a maximum depth of 1000mm inches, measured from finished grade.

2.6.3 Extension systems shall be constructed of steel and attached to the valve operating nut with set screws drilled into the nut.

2.7 DOMESTIC AND FIRE WATER DISTRIBUTION VALVE BOXES

2.7.1 All valves shall have a standard water valve box set to grade with a cast-iron riser from valve to within 100mm to 150mm of valve box top and shall be a Buffalo Style valve box. The valve box shall be installed such that the lugs line up with the direction of the pipe. Valve box lids shall be ductile iron and shall be anti kick-out, and marked "water." A 1 meter square x 100mm thick concrete pad shall be set around each valve box at finished grade. In areas where valve box falls in road shoulder, the ditch and shoulder shall be graded before placing concrete pad.

2.8 DOMESTIC WATER SERVICE CONNECTION

2.8.1 Tapping valves shall be intended for use in tapping applications. Tapping valves shall be resilient seated gate valves with a thrust collar with stainless-steel bearing, vulcanized SBR rubber coating of the wedge (gate), lugs, and stem bore; fully coated inside and outside to AWWA C-550; two O-rings above thrust collar and one o-ring below thrust collar; and cast tongue and groove between gate and valve body. Tapping sleeves shall be stainless steel with a flanged SBR gasket; 20mm (¾ inch NPT) minimum stainless steel test plug with standard square head for pressure testing; SBR gaskets for use in water service; stainless steel, type 304, nuts, bolts, and shell; and predrilled stainless steel, type 304 flange.

2.8.2 Service lines shall be a minimum of 25mm high density polyethylene pipe (HDPE), minimum pressure class 200 psi, grade PE 3408. Glued joints shall not be accepted.

Service lines shall be installed a minimum of 45 degrees off the main. Pipe joints shall be made with mechanical couplers, pack joint type in accordance with manufacturer's recommendations.

2.8.3 Twelve (12) gauge copper toning wire shall be wrapped around the pipe on all service lines. Service saddle shall be all bronze with stainless steel straps. PVC service saddles may be required at the discretion of the CO. All clamps shall have rubber gasket and iron pipe threaded outlets.

2.8.4 Corporation stop shall be all bronze and shall be Ford type F11 01 or approved equal with iron pipe threads conforming to AWWA C 800. Stainless steel inserts shall be

DHAF 12-0012, REVISED 24-AUG-12 9

used with pack joints and polyethylene pipe.

2.8.5 Gate valves 3-inches or smaller shall be supported on a 100mm x 200mm x 400mm precast block with no anchor strap required.

2.9 DOMESTIC AND FIRE WATER DISTRIBUTION HYDROSTATIC TESTING

2.9.1 Prior to the acceptance of the work, the installation shall be subjected to a hydrostatic pressure test of 1.5 times the normal operating pressure for 30 minutes, and any leaks or imperfections developing under said pressure shall be repaired by the contractor. No main shall be hydrostatically tested until the lines are flushed of chlorine. The main shall be tested between valves. Whenever possible, no hydrostatic pressure shall be placed against the opposite side of the valve being tested. Test pressure shall be maintained while the entire installation is inspected.

2.9.2 The contractor shall provide all necessary equipment and shall perform all work connected with the tests. Backflow assembly is required when filling the new main.

Tests shall be made after all connections have been made. This is to include any and all connections as shown on the plan. The contractor shall perform the test to assure that the equipment to be used for the test is adequate and in good operating condition and the air in the line has been released before requesting the CO to witness the test.

2.9.3 The test shall be accomplished by pumping the main up to the required pressure, stopping the pump for 15 minutes, and then pumping the main up to the test pressure again. During the test; the section being tested shall be observed to detect any visible leakage.

2.9.4 A clean container shall be used for holding water for pumping up the pressure on the main being tested. This makeup water shall be sterilized by the addition of chlorine to a concentration of 50mg/l.

2.9.5 Any visible leakage detected shall be corrected by the Contractor regardless of the allowable leakage specified above. Should the tested section fail to meet the pressure test successfully as specified, the Contractor shall, at no additional expense, locate and repair the defects and retest the pipeline in accordance with test procedures stated herein.

2.10 DOMESTIC AND FIRE WATER DISTRIBUTION FIELD STAKING

2.10.1 Stake centerline alignment every 20m (10m through curve sections) with cuts of cover over pipe. Centerline cuts are not required when road grade is to finished sub grade elevation. Stake location of all fire hydrants, hydrant flange elevations, tees, water meters, setters and other fixtures with cut or fill to finished grade.

2.11 SANITARY SEWER MATERIAL

2.11.1 Sewer main shall be HDPE pipe conforming to ASTM F714, SDR 26 with heat fused joints, or PVC, ASTM D 3034, SDR 26 or ASTM F 679 with joints and rubber gaskets conforming to ASTM D 3212 and ASTM F 477.

2.11.2 All building sewer connections to the main shall be made with a sanitary tee or a wye connection. All new sewer mains connecting to existing sewer mains shall require the installation of a new manhole if not made at an existing manhole.

2.12 SANITARY SEWER CONNECTION TO EXISTING SYSTEM

2.12.1 Connection of new pipe lines to existing manholes shall be accomplished by using provided knock-outs. Where knock-outs are not available, the manhole shall be core drilled for connection. The transition of connecting channels shall be constructed so as not to interrupt existing flow patterns.

2.12.2 Connection of a pipe line to a system where a manhole is not available shall be accomplished by pouring concrete base and setting manhole sections. The existing pipe shall not be cut into until approval is received from the CO.

2.12.3 Connections where an existing stub-out is not available or where a new building sewer is

DHAF 12-0012, REVISED 24-AUG-12 10

the same size as the existing main shall be accomplished with the installation of a new manhole. Deviations to this may only be approved by the CO.

2.12.4 Taps shall not protrude into the exiting main. The CO shall be notified 48 hours prior to any tap of a sewer. All connections to the main sewer line shall follow criteria outlined elsewhere in these standards.

2.13 SANITARY SEWER MANHOLES

2.13.1 Manholes shall be constructed of concrete, or precast concrete manhole sections.

Manholes installed in roadways shall be rated HS 20-44 or greater in accordance with AASHTO HB17 and ASTM C 478. Manholes shall be 1200mm diameter minimum.

The minimum clear opening in the manhole frame shall be 600mm (24 inches). Joints shall be rubber gasketed conforming to ASTM C 443 and shall be grouted from the inside. Lift holes shall be grouted from the outside and inside of the manhole. The invert channels shall be smooth and semicircular in shape conforming to the inside of the adjacent sewer section. Changes in direction of flow shall be made with a smooth curve of as large a radius as the size of the manhole will permit. Changes in size and grade of the channels shall be made gradually and evenly. The invert channels shall be formed directly in the concrete of the manhole base, or shall be built up with brick and mortar, or shall be half tile laid in concrete, or shall be constructed by laying full section sewer pipe through the manhole and breaking out the top half after the surrounding concrete has hardened. Pipe connections shall be made to manhole using water stops, standard O-ring joints, special manhole coupling, or shall be made in accordance with the manufacturer's recommendation. The Contractor's proposed method of connection, list of materials selected, and specials required, shall be approved prior to installation. The floor of the manhole outside the channels shall be smooth and shall slope toward the channels not less than 100 mm per meter (1 inch per foot) nor more than 200 mm per meter (2 inches per foot). Free drop inside the manholes shall not exceed 500 mm (1 foot 6 inches), measured from the invert of the inlet pipe to the top of the floor of the manhole outside the channels, and drop manholes shall be constructed whenever the free drop would otherwise be greater than 500 mm (1 foot 6 inches).

2.13.2 Manhole frames and covers shall be cast iron casting marked "Sewer" conforming to the requirements of ASTM A-30, Class 25, and shall be free of porosity, shrink cavities, cold shuts or cracks, or any surface defects which would impair serviceability. Repairs of defects by welding or by the use of smooth-on or similar material shall not be permitted. Manhole rings and covers shall be machine-finished or ground-on seating surfaces so as to ensure non-rocking fit in any position and interchangeability. Unless otherwise indicated, tops of frames and covers shall be set flush with finished grade in paved areas or 50 mm (2 inches) higher than finished grade in unpaved areas.

2.13.3 All casting shall be coated with a bituminous coating prior to delivery to the job site.

2.13.4 Safety steps shall be fabricated of polypropylene conforming to an ASTM D-4101 specification, injection molded around a minimum 13mm ASTM A-615 grade 60 steel reinforcing bar anti-slip tread. Steps shall project uniformly from the inside wall of the manhole. Steps shall be installed, to form a continuous vertical ladder with rungs equally spaced 300mm on-center.

2.13.5 Gravity sewers shall be designed with straight alignment (no bends) between manholes.

2.14 SANITARY SEWER SERVICE CONNECTION

2.14.1 Building connections shall include the lines to and connection with the building waste drainage piping at a point approximately 1.5 m (5 feet) outside the building, unless otherwise indicated. Where building drain piping is not installed, the Contractor shall terminate the building connections approximately 1.5 m (5 feet) from the site of the building at a point and in a manner designated.

2.14.2 Material: PVC, ASTM D 3034, SDR 26 with joints and rubber gaskets conforming to ASTM D 3212 and ASTM F 477.

Physical Properties Test Methods E

P

D

M

Neopr ene

Butyl mastic

Tensile, psi ASTM D 412

Elogation percent ASTM D 412

295 350

Tear Resistance, ppi

ASTM D 624(Die B)

160 -

DHAF 12-0012, REVISED 24-AUG-12 11

2.14.3 Cleanouts and other appurtenances shall be installed where shown on the drawings or as directed by the CO, and shall conform to the detail of the Drawings.

2.15 SANITARY SEWER FIELD STAKING

2.15.1 Centerline alignment must be staked with cuts and/or fills to flow line every 50 feet.

2.15.2 Manholes must be staked with hubs to include invert elevations of all pipes and top of rim elevations to finished grade.

2.15.3 Location of valves, fixtures, valve pits, wet wells, septic tanks, and other appurtenances shall be staked for force mains and gravity lines.

DHAF 12-0012, REVISED 24-AUG-12 12

3.0 CONCRETE

3.1 CAST-IN-PLACE CONCRETE

3.1.1 Concrete construction shall comply with latest version of ACI 318, the contract drawings, and as specified within this document. The contractor shall submit structural design documentation, and shop drawings for reinforced concrete slabs, grade beams, support beams, columns, and foundations.

3.1.2 Foundation shall be monolithic cast in place construction. Reinforcing steel diameter shall be specified and shown on the Contractor’s approved submittal drawings. Steel shall be ASTM A 615 Grade 60 or ASTM A 706 Grade 60.

3.1.3 An anchor bolt plan shall be included in the foundation drawings submittal. All materials and methods of anchor placement shall be submitted for approval by the CO.

3.1.4 No concrete shall be accepted unless a mix design has been approved by the CO through the submittal process prior to concrete placement. It is solely the contractor's responsibility to provide a finished product to meet the needs of the concrete's intended application.

3.1.5 Use well-graded, well-distributed, sound, aggregates conforming to the specifications of ASTM C 33. Use air-entraining admixtures conforming to the specifications of ASTM C 260 and ASTM C 233. Use Portland cement conforming to the specifications of

ASTM C 150.

3.1.6 Use a concrete mixture having a 28-day compressive strength of at least 28 MPa unless otherwise specified in the contract Drawings.

3.1.7 Follow good quality concrete placement, consolidation, and finishing operations to provide a surface consistent with moderately flat slab construction. Do not commence finishing prior to the cessation of bleeding. Do not add water during finishing that can have an adverse effect on the properties of hardened concrete at the surface. Do not initiate finishing while the bleed water is present on the surface. Do not over-vibrate or use a vibratory screed. Avoid prolonged finishing operations, which can affect the air void system at the surface.

3.1.8 Provide adequate curing of concrete immediately after finishing for creating a dense, low-permeable surface of good durability. Use curing methods and materials conforming to the specifications of ASTM C 171, ASTM C 156, and ASTM C 309.

Curing methods and materials shall not be applied unless approved by the CO through the typical submittal process prior to concrete placement. The Contractor is responsible for ensuring that all moisture and heat protection is in place to allow the concrete to cure properly for a minimum of 28 days. Exposed concrete surfaces shall be troweled to a smooth finish unless otherwise specified. Exterior horizontal surfaces shall be broom finished unless otherwise specified.

3.1.9 Provide adequate drainage to prevent moisture saturation of concrete.

3.1.10 Contractor shall warranty the finish and strength of all concrete for a period of one (1) year after project closeout. Concrete deemed as "failing" by the project engineer during the warranty period shall be repaired or replaced per recommendation by the

CO.

3.1.11 No concrete admixtures shall be used unless approved by the CO through the typical submittal process prior to concrete placement. Use admixtures conforming to the specifications of ASTM C 494/C 494M.

3.1.12 Test Reports: Test reports for the following items shall be submitted for every batch of concrete, at no additional cost to the US Government:

3.1.12.1 Slump: Concrete slump shall conform to the specifications of ASTM C 143/C 143M. It is at the sole discretion of the inspecting personnel to reject any concrete delivery for poor slump or visual determination of non-conformance to approved mix design. Acceptable slump shall be between 5 cm to 10 cm. CO may request

DHAF 12-0012, REVISED 24-AUG-12 13

a slump test at any time during concrete placement. If a slump test is rejected at any point during placement, the remaining concrete in the truck shall be rejected.

3.1.12.2 Air Content: Test for air content shall be performed in accordance with or ASTM C

231. A minimum of one (1) test per day shall be conducted if the use of entrained air has been approved by the CO.

3.1.12.3 Design Strength: Design strength of field cured specimen at 7, 14 and 28 days.

3.1.13 All below grade concrete shall be treated with water resistant bituminous coating to be approved by project engineer through the typical submittal process prior to application.

3.1.14 Subgrade below concrete shall be covered by a vapor barrier of clear polyethylene sheeting, 0.152 millimeter (6 mil), conforming to ASTM D 2103 and ASTM D 4397.

3.1.14.1 Vapor barrier shall be uninterrupted. Seams shall be sealed using a pressure sensitive water-proof tape. Contractor shall avoid cutting or puncturing the vapor barrier during reinforcement placement and concreting operations.

3.1.15 Contractor shall submit a construction joint and contraction joint layout plan and details as part of the required submittals. Joint plan shall include specified joint spacing, depth, sealant methods, expansion material if applicable, etc. No horizontal concrete placement shall occur until joint layout plan is approved.

3.1.15.1 Expansion joint material shall be closed cell sponge rubber conforming to ASTM D 1752 with dimensions per the Contract Drawings. Material cut sheets shall be submitted and approved prior to installation.

3.1.16 Building finished floor elevation shall be staked and approved by the CO prior to installation of building slab. Exterior concrete steps or landings shall be provided if finished floor elevation is more than 150mm above surrounding grade.

DHAF 12-0012, REVISED 24-AUG-12 14

4.0 CONCRETE BLOCK PAVEMENT, SIDEWALKS AND CURBING

4.1 CONCRETE PAVING BLOCK

4.1.1 Concrete paving blocks shall conform to ASTM C 936, gray in color, and interlocking in shape.

4.1.2 Sidewalks: minimum block thickness shall be 65mm.

4.1.3 Roadway: minimum block thickness shall be 85mm.

4.2 BEDDING AND JOINTING SAND

4.2.1 Use two separate sand gradations for the bedding layer and in the block joints. Both sand gradations shall consist of crushed sand, natural sand, or a combination of crushed and natural sand. Both sand gradations shall have a minimum L.A. Abrasion of 40 percent when tested in accordance with ASTM C 131. Both sand gradations shall be nonplastic when tested in accordance with ASTM D 4318 and shall be free of lumps, clay, vegetation, soft particles, sulphates, and other contaminants. The bedding and jointing sands shall conform to the following gradations, determined in accordance with ASTM C 136 and ASTM C 117, using ASTM E 11sieve.

Sieve

(ASTM E 11)

Percent Passing

Bedding Sand Jointing Sand

9.5 mm 100 100

4.75 mm 80-100 100

2.36 mm 60-90 95-100

1.18 mm 25-70 70-100

0.600 mm 10-35 40-75

0.300 mm 5-20 10-40

0.150 mm 0-10 2-25

0.075 mm 0-5 0-10

4.3 EDGE RESTRAINT (PRECAST CONCRETE CURB)

4.3.1 The edge restraint shall be precast Portland cement concrete elements with dimensions as shown below. The precast concrete shall have a compressive strength of not less than 21 MPa (3,000 psi) at 28 days.

Type Height* (mm)

Width* (mm)

Face Height (mm)

Face Angle (degrees)

Sidewalk 300 150 0 0

Roadway - Flush 300 150 0 0

Raised 450 150 150 15

High 600 150 300 15

* Minimum dimensions

4.4 PREPARATION

4.4.1 Edge Curb Location: Install the edge curb as shown in the drawings prior to placement of the blocks. Width between edge curbs shall be such that cutting of paving blocks will be minimized. Flush edge curbing shall extend across front of staircase. Stairs shall not be used as paver block edge.

4.4.2 Sand Bedding Layer: The bedding sand shall be spread evenly over the area to be paved and shall be screeded to an uncompacted average thickness of 30 mm with a

DHAF 12-0012, REVISED 24-AUG-12 15

tolerance for grade and surface smoothness of plus or minus 6 mm. This bedding sand shall not be used to fill low areas that exceed the specified tolerance for the base. The sand shall be left uncompacted and shall not be disturbed by any pedestrian or vehicle construction traffic.

4.4.3 Block Placement

4.4.3.1 Any gaps between paving blocks and any edge restraint, drainage structures, or other members that cannot be filled with a whole block shall be filled with a paving block cut to fit the gap, except that slivers will not be allowed and the minimum size of cut block shall be equal to the block thickness. Cutting shall be done with a hydraulic splitter, a masonry saw, or other device that accurately leaves a clean, vertical face without spalling. Any remaining gap between the block and adjoining edge restraint or structure greater than 6 mm will not be accepted; adjacent blocks shall be cut or rearranged to prevent to fill gaps.

4.4.3.2 The blocks shall be seated in the bedding sand by compacting them with a minimum of three passes of a vibratory plate compactor.

4.4.3.3 The jointing sand shall be swept into joints and vibrated with a vibratory plate or vibratory roller compactor. This process shall be continued until sweeping and vibrating have filled all joints with sand and further vibration cannot force additional sand into the joints. The coarser particles of the sand will not enter the joints and will remain on the surface. These particles and any excess sand shall be swept off the pavement.

4.4.3.4 Seating of blocks and placement of jointing sand can be done concurrently with block placement. However, seating of blocks and placement of jointing sand shall not be done within 1.5 m of any unfinished edge of the block pavement that is not supported by the edge restraint.

4.4.3.5 For areas designated for roadways, the final finished paving block surface shall be rolled with four passes of a vibratory or pneumatic roller with a static weight of not less than 4.5 metric tons.

4.4.3.6 Construction traffic shall not be allowed on the paving block surface until the jointing sand has been placed and vibrated into the joints and all debris and excess sand has been swept off.

4.4.3.7 Outside curb edge shall be backfilled to 100-150mm from top of curb and a maximum slope of 6:1 or as shown in contract drawings. Slopes shall be finished to a smooth surface free of rocks and debris.

DHAF 12-0012, REVISED 24-AUG-12 16

5.0 STRUCTURES

5.1 STRUCTURAL REQUIREMENTS

5.1.1 Contractor shall follow International Building Code or criteria listed below whichever is most stringent. Contractor shall submit all structural design calculations and criteria used prior to purchase of building.

5.1.2 The allowable live load or wind load deflection of the roof and wall-framing members shall not exceed 1/180 of their span.

5.1.3 The maximum bare frame drift shall not exceed H/100.

5.1.4 The building shall be designed using gravity loads and considering basic combinations of appropriate service loads, wind loads, and seismic loads as follows:

Dead Load: Dead loads will be calculated as required.

Live Load: Live loads will be in accordance with UFC 3-310-01.

Wind Load: Based on a 3 second gust wind speed of 169 km/hr

Seismic Loads and Seismic Criteria: Spectral Response Accelerations Ss = 1.07g; S1 = 0.428g; Site Soil Seismic Classification Class D; Importance Factor will be 1.5

5.1.5 When facility eave height is 6.0m or greater, columns shall be designed to withstand the additional load of a second floor to be utilized as office space.

5.1.6 Masonry walls and slabs shall be equipped with expansion joints as required.

5.2 STRUCTURAL STEEL

5.2.1 Structural steel shall be ASTM A992 of A36 as appropriate to the shape. Design is to be according the drawings and the AISC Manual of Standard Practice.

5.2.2 Welding is accordance with AWS D1.1.

5.2.3 Exterior structural steel shall be galvanized.

5.2.4 Bolts: Shall be ASTM A325-04b Specification for Structural Bolts, Steel, Heat-Treated.

120/105ksi Minimum Tensile Strength and installed with direct tension indicator washers. Washers shall comply with ASTM F959.

5.2.5 Headed concrete anchors are Nelson Stud Welding Company mild steel anchors of the size indicated on the drawings. Special ferrules are required in fillet applications for proper installation.

5.3 COLD-FORMED METAL FRAMING

5.3.1 Cold-Formed Metal Framing - Submittals: The following shall be submitted in accordance with the project AF 66

5.3.1.1 SD-02 Framing Components Shop Drawings:

Cross sections, plans, and/or elevations showing component types and locations for each framing application; including shop coatings and material thicknesses for each framing component.

Connection details showing fastener type, quantity, location, and other information to assure proper installation.

Drawings depicting panel configuration, dimensions, components, locations, and construction sequence if the Contractor elects to install prefabricated/prefinished frames.

5.3.1.2 SD-03 Product Data:

Steel studs

DHAF 12-0012, REVISED 24-AUG-12 17

Joists

Tracks

Bracing

Bridging

Accessories

5.3.1.3 SD-07 Certificates:

Load-Bearing Cold-Formed Metal Framing: Mill certificates or test reports from independent testing agency, qualified in accordance with ASTM E 329, showing that the steel sheet used in the manufacture of each cold-formed component complies with the minimum yield strengths and uncoated steel thickness specified. Test reports shall be based on the results of three coupon tests in accordance with ASTM A370.

Welds: Certified copies of welder qualifications test records showing qualification in accordance with AWS D1.3/D1.3M.

5.3.2 Cold-Formed Metal Framing - Delivery, Storage and Handling: Deliver materials to job site and store in adequately ventilated, dry locations. Storage area shall permit easy access for inspection and handling. If necessary to store materials outside, stack off the ground, support on a level platform, and protect from the weather as approved. Handle materials to prevent damage. Finish of the framing members shall be maintained at all times, using an approved high zinc dust content, galvanizing repair paint whenever necessary to prevent the formation of rust.

5.3.3 Replace damaged items with new, as directed by the Contracting Officer.

5.3.4 Cold-Formed Metal Framing - General: Include top and bottom tracks, bracing, fastenings, and other accessories necessary for complete installation. Framing members shall have the structural properties indicated. Where physical structural properties are not indicated, they shall be as necessary to withstand all imposed loads.

Design framing in accordance with AISI SG03-3. Non-load-bearing metal framing, furring, and ceiling suspension systems are specified in Section 5.3.4.

5.3.5 Cold-Formed Metal Framing - Products:

5.3.5.1 Studs and Joists of 1.5 mm 16 Gage (0.0598 Inch) and Heavier Galvanized steel, ASTM A653/A653M, SS Grade 50, Z180 G60; or carbon steel, ASTM A1011/A1011M, Grade 50, painted].

5.3.5.2 Studs and Joists of 1.2 mm 18 Gage (0.0478 Inch) and Lighter, Track, and Accessories (All Gages): Galvanized steel, ASTM A653/A653M, Grade 50 G60; or carbon steel, ASTM A1008/A1008M, Grade C, painted].

5.3.6 Cold-Formed Metal Framing - Markings: Studs and track shall have product markings stamped on the web of the section. The markings shall be repeated throughout the length of the member at a maximum spacing of 1200 mm and shall be legible and easily read. The product marking shall include the following:

An ICC number.

Manufacturer's identification.

Minimum delivered uncoated steel thickness.

Protective coating designator.

Minimum yield strength.

5.3.7 Cold-Formed Metal Framing - Connections: Screws for steel-to-steel connections shall be self-drilling, tapping screws in compliance with ASTM C1513 of the type, size and location as shown on the drawings. Electroplated screws shall have a minimum 5

DHAF 12-0012, REVISED 24-AUG-12 18

micron zinc coating in accordance with ASTM F 1941MA. Screws, bolts, and anchors shall be hot-dipped galvanized in accordance with ASTM A123/A123M or ASTM A153/A153M as appropriate. Screws bolts, and anchors shall be hot dipped galvanized in accordance with ASTM A123/A123M or ASTM A153/A153M as appropriate.

5.3.8 Cold-Formed Metal Framing - Paint: Ungalvanized steel, if used, shall be thoroughly cleaned, phosphate treated, and coated with corrosion-inhibiting primer, SSPC Paint 25.

5.3.9 Cold-Formed Metal Framing - Plastic Grommets: Supply plastic grommets, recommended by stud manufacturer, to protect electrical wires. Prevent metal to metal contact for plumbing pipes.

5.3.10 Cold-Formed Metal Framing - Execution:

5.3.10.1 Fastening: Fasten framing members together by welding or by using self-drilling or self-tapping screws. Electrodes and screw connections shall be as required and indicated in the design calculations.

5.3.10.2 Welds: All welding shall be performed in accordance with AWS D1.3/D1.3M, as modified by AISI SG02-KIT. All welders, welding operations, and welding procedures shall be qualified according to AWS D1.3/D1.3M. All welds shall be cleaned and coated with rust inhibitive galvanizing paint. Do not field weld materials lighter than 1.2 mm 18 gage.

5.3.10.3 Screws: Screws shall be self-drilling self-tapping type. Screw penetration through joined materials shall not be less than three exposed threads. Minimum spacings and edge distances for screws shall be as specified in AISI SG02-KIT. Screws covered by sheathing materials shall have low profile heads.

5.3.10.4 Anchors: Anchors shall be of the type, size, and location shown as established by the EOR.

5.3.11 Cold-Formed Metal Framing - Installation:

5.3.11.1 Tracks: Provide accurately aligned runners at top and bottom of partitions.

Anchor tracks as indicated in design calculations. Butt weld joints in tracks or splice with stud inserts. Fasteners shall be at least 75 mm from the edge of concrete slabs.

5.3.11.2 Studs: Cut studs square and set with firm bearing against webs of top and bottom tracks. Position studs vertically in tracks and space as indicated in design. Do not splice studs. Provide at least two studs at jambs of doors and other openings 600 mm or larger. Provide jack studs over openings, as necessary, to maintain indicated stud spacing. Provide tripled studs at corners, positioned to receive interior and exterior finishes. Fasten studs to top and bottom tracks by welding or screwing both flanges to the tracks. Framed wall openings shall include headers and supporting components as shown on the drawings. Headers shall be installed in all openings that are larger than the stud spacing in a wall. In curtain wall construction, provide for vertical movement where studs connect to the structural frame. Provide horizontal bracing in accordance with the design calculations and AISI SG03-3, consisting of, as a minimum, runner channel cut to fit between and welded to the studs or hot- or cold-rolled steel channels inserted through cutouts in web of each stud and secured to studs with welded clip angles.

Bracing shall be not less than the following:

LOAD HEIGHT BRACING

Wind load only Up to 3000 mm One row at mid-height

Over 3000 mm Rows 1500 mm O.C.

maximum

Axial load Up to 3000 mm Two rows at 1/3 points

Over 3000 mm Rows 900 mm O.C.

maximum

5.3.11.3 Joists and Trusses: Locate each joist or truss directly above a stud. Provide

DHAF 12-0012, REVISED 24-AUG-12 19

doubled joists under parallel partitions wherever partition length exceeds 1/2 of joist span. Joists shall have at least 60 mm of bearing on steel, 100 mm on masonry, and shall be reinforced over bearings where required to prevent web crippling. Splice joists over bearings only. Lap and weld splices as indicated.

Provide manufacturer's standard bridging which shall not be less than the following:

Temporary bracing shall be provided and remain in place until work is permanently stabilized.

CLEAR SPAN BRIDGING

Up to 4200 mm One row near center

4200 mm to 6000 mm Two rows at 1/3 points

6000 mm to 7800 mm Three rows at 1/4 points

7800 mm to 10600 mm Four rows at 1/5 points

5.3.11.4 Erection Tolerances: Framing members which will be covered by finishes such as wallboard, plaster, or ceramic tile set in a mortar setting bed, shall be within the following limits:

Layout of walls and partitions: 6 mm from intended position;

Plates and runners: 6 mm in 2400 mm from a straight line;

Studs: 6 mm in 2400 mm out of plumb, not cumulative; and

Face of framing members: 6 mm in 2400 mm from a true plane.

5.3.11.5 Erection Tolerances: Framing members which will be covered by ceramic tile set in dry-set mortar, latex-portland cement mortar, or organic adhesive shall be within the following limits:

Layout of walls and partitions: 6 mm from intended position;

Plates and runners: 3 mm in 2400 mm from a straight line;

Studs: 3 mm in 2400 mm out of plumb, not cumulative; and

Face of framing members: 3 mm in 2400 mm from a true plane.

5.3.12 Supports For Plaster and Gypsum Board - Delivery, Storage and Handling: Deliver materials to the job site and store in ventilated dry locations. Storage area shall permit easy access for inspection and handling. If materials are stored outdoors, stack materials off the ground, supported on a level platform, and fully protected from the weather. Handle materials carefully to prevent damage. Remove damaged items and provide new items.

5.3.13 Supports For Plaster and Gypsum Board - Materials:

5.3.13.1 Provide steel materials for metal support systems with galvanized coating ASTM A653/A653M, G-60. Provide support systems and attachments per UFC 3-310- 04, "Seismic Design for Buildings"

5.3.13.2 Materials for Attachment of Lath Suspended and Furred Ceiling Systems and Wall Furring ASTM C841, and ASTM C847.

5.3.13.3 Non-loadbearing Wall Framing NAAMM EMLA 920.

5.3.13.4 Materials for Attachment of Gypsum…