15._FA5706-15-R-0005_Atch_1_-_ADAB_General_Specifications_dated_28_July_2014.pdf

28 July 2014 1

AL DHAFRA AIR BASE (ADAB)

GENERAL SPECIFICATIONS

ALL SECTIONS

28 JULY 2014

380th Air Expeditionary Wing

AFCENT

FA5706-15-R-0005

Attachment 1

ADAB General Specifications 28 July 2014 john.lamho Typewritten Text john.lamho Typewritten Text john.lamho Typewritten Text john.lamho Typewritten Text john.lamho Typewritten Text

28 July 2014 ADAB General Specifications 2

Table of Contents

1 – Unified Facilities Criteria…………………………………………………3

2 – Site Construction………………………………………………………….4

3 – Concrete………………………………………………………………….14

4 – Concrete Block Pavement, Sidewalks and Curbing…………………22

5 – Structures…………………………………………………………………24

6 – Reinforced Concrete Masonry………………………………………….28

7 – Framing and Stairs………………………………………………………29

8 – Thermal Moisture Protection……………………………………………31

9 – Doors and Windows……………………………………………………..32

10 – Finishes and Accessories……………………………………………..35

11 – Mechanical……………………………………………………………...38

12 – Fire Alarm, Electrical, and Communications………………………..56

13 – Fire Alarms and Detection…………………………………………….69

14 – Electrical………………………………………………………………...83

15 – Testing…………………………………………………………………119

16 – As-Built Drawings…………………………………………………….121

FA5706-15-R-0005

Attachment 1

ADAB General Specifications 28 July 2014

28 July 2014 ADAB General Specifications 3

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), and 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.

END OF SECTION

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2 Site Construction:

2.1 SITE PREPARATION AND DEMOLITION:

2.1.1 Do not begin demolition or deconstruction until authorization is received from the Contracting Officer. 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 Contracting Officer 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 Contracting officer.

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 Contracting Officer.

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 Contracting Officer’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 Contracting Officer.

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

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2.4.5 The Contractor shall backfill and perform surface restoration to closely follow the pipe installation such that not more than 30M of pipe trench is left exposed during construction hours without approval of the Contracting Officer. 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 in 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, 14Bar 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.

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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., 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. 300mm foot 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 Contracting Officer 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 FIRE HYDRANTS:

2.6.1 The lead from the service main to the fire hydrant shall be ductile iron cement mortar lined Class 52 no less than 150mm in diameter. The gate valve shall be located a minimum of 2.4M from the hydrant, unless otherwise approved by the Contracting Officer.

2.6.2 Fire Hydrants shall have two (2), 2-1/2 inch NST outlet/port, and one 4-1/2 inch NST threaded outlet/port and equipped with one 5 inch Storz fitting or approved equal pumper outlet/port connection. The hydrant shall be the dry barrel type and shall be of the "safety" or break-away style. The end connections shall be mechanical joint or flanged conforming to AWWA C110, 110a, and C111.

2.6.2.1 Hydrants shall be Mueller Centurion or Clow F2500.

2.6.2.2 Hydrants shall be painted with Red High Grade Enamel.

2.6.2.3 All hydrants shall be bagged until system is approved.

2.6.2.4 All chains between caps and hydrants shall be cut and removed.

2.7 DOMESTIC AND FIRE WATER DISTRIBUTION VALVES:

2.7.1 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 Contracting Officer approved personnel.

2.7.2 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 Contracting Officer. 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.

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

2.8 DOMESTIC AND FIRE WATER DISTRIBUUTION VALVE BOXES:

2.8.1 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.

2.9 DOMESTIC AND FIRE WATER DISTRIBUTION CASING AND CARRIER PIPE:

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2.9.1 Steel casing pipe shall have a minimum wall thickness of 9mm. Pipe spacers shall be Cascade style CC5 with 200mm runners. Casing pipe and spacer shall be sized for pipe being installed. Install minimum of three spacers per section of pipe. Casing should be sand packed and sealed in accordance with manufacturers' recommendations.

2.10 DOMESTIC WATER SERVICE CONNECTION:

2.10.1 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.

2.10.2 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.

2.10.3 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 Contracting Officer. All clamps shall have rubber gasket and iron pipe threaded outlets.

2.10.4 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 used with pack joints and polyethylene pipe.

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

2.11 DOMESTIC AND FIRE WATER DISTRIBUTION THRUST BLOCKING AND JOINT RESTRAINTS:

2.11.1 Thrust block concrete shall be M250 poured against undisturbed earth. A plastic barrier (minimum 12-mil) shall be placed between all thrust blocks and fittings.

2.11.2 Thrust Blocking: Blocking shall be formed and poured only against the fitting and shall not cover or extend over the joint. The location of all thrust blocking shall be shown on the plans. The addition of restrained joint fittings may not eliminate the need for thrust blocking.

2.11.3 Where thrust blocking is not installed, all fittings shall be installed with joint restraints (tie rods, joint harnesses, joint restraint follower glands, lock-type joint systems, or other joint restraints). All joint restraints shall be designed for a maximum pressure of 225 psi. A combination of thrust block and joint restraints may be used as directed by the Contracting Officer.

2.11.4 The Contractor shall furnish and install all fittings of the configuration required by actual field conditions and by the Engineer at the time of construction, whether or not such fittings are specifically indicated on the plans. The Contractor's joint restraint system shall be submitted to the Engineer for approval.

2.12 DOMESTIC AND FIRE WATER DISTRIBUTION HYDROSTATIC TESTING:

2.12.1 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.

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2.12.2 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 Contracting Officer to witness the test.

2.12.3 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.

2.12.4 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.

2.12.5 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.

2.13 DOMESTIC AND FIRE WATER DISTRIBUTION STERILIZATION:

2.13.1 Sterilization shall be conducted in accordance with Section 10.

2.14 DOMESTIC AND FIRE WATER DISTRIBUTION FIELD STAKING:

2.14.1 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.

2.15 SANITARY SEWER MATERIAL:

2.15.1 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.

2.15.2 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.

2.16 SANITARY SEWER CONNECTION TO EXISTING SYSTEM:

2.16.1 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.

2.16.2 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 Contracting Officer.

2.16.3 Connections where an existing stub-out is not available or where a new building sewer is 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 Contracting Officer.

2.16.4 Taps shall not protrude into the exiting main. The Contracting Officer 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.

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2.17 SANITARY SEWER MANHOLES:

2.17.1 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 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).

2.17.2 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 assure 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.

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

2.17.4 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.

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

2.18 SANITARY SEWER SERVICE CONNECTION:

2.18.1 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.

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

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

2.19 SANITARY SEWER FIELD STAKING:

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

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

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 -

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

2.20 PAVEMENT – GENERAL:

2.20.1 Asphalt: Contractor shall survey existing horizontal/vertical alignment and plot an appropriate geometry for approval by the Contracting Officer. Contractor shall saw cut and demolish existing edge where new asphalt ties into existing. Contractor shall dispose of all old asphalt and base course material off base in accordance with local law. Contractor shall then excavate for the USAF approved profile and alignment. Contractor shall compact the sub-grade to 98% of standard proctor density at optimum moisture content for a depth of 200mm. This shall be accomplished in compacted lifts of a maximum 100mm each with scarification between lifts for bonding.

2.20.2 Aggregate Sub-base: Material shall be of uniform quality throughout, substantially free from vegetable matter, shale, lumps and clay balls, and shall have a Limerock Bearing Ratio value of not less than 100. All materials shall be submitted for approval to the Contracting Officer.

Contractor shall place the graded aggregate in maximum lifts of 100mm with scarification between lifts. Contractor shall compact Graded Crushed Aggregate to a minimum of 97% standard proctor density. The material retained on the No. 10 sieve shall be composed of aggregate meeting the following requirements:

2.20.3 Soundness Loss, Sodium, Sulfate (AASHTO T 104): 15%

2.20.4 Percent Wear (AASHTO T 96 Grading A):

2.20.4.1 Group 1 Aggregates: 45%

(This group of aggregates shall be limestone, marble dolomite

2.20.4.2 Aggregates: 65%.

(This group of aggregates shall be granite, gneiss, or quartzite)

2.20.5 Aggregate Base: Material shall conform to the following gradation.

Sieve Size Percent by Weight Passing 2” 100 1½” 95-100 ¾” 65-90

” 45-75 No. 4 35-60 No. 10 25-45 No. 50 5-25 No. 200 0-10

2.20.6 For Group 1 aggregates, the fraction passing the No. 40 sieve shall have a Plasticity Index (AASHTO T 90) of not more than 4.0 and a Liquid Limit (AASHTO T 89) of not more than 25, and contain no more than 2/3 of the weight passing the No. 200 sieve.

2.20.7 For Group 2 aggregates, the material passing the No. 10 sieve shall have a sand equivalent (AASHTO T 176) value of not less than 28.

2.20.8 Prime Coat: Cutback asphalt shall be used for prime coat and shall conform to ASTM D 2027, Grade MC-70. Prime coat shall be placed on the Graded Crushed Aggregate base material.

2.20.9 There shall be no overlapping of bituminous material. After the prime coat has penetrated the base course, any excess standing on the surface shall be absorbed with a suitable coating of clean sand. Any damage caused to the prime coat due to the Contractor’s equipment shall be primed again at the contractor’s expense.

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2.20.10 The prime coat shall be uniformly applied with a pressure distributor at the manufacturers recommended temperature for the asphalt being used. The prime coat shall be applied in a light and uniform application at a rate of .50 to 1.00 liters per square meter (L/m2)].

2.20.11 Tack Coat (Asphaltic Binding Agent): Emulsified asphalt shall be used for tack coat and shall conform to ASTM D 977, Type SS-1. Dilute the emulsified asphalt with equal parts of water.

The base asphalt used to manufacture the emulsion shall show a negative spot when tested in accordance with AASHTO T 102 using standard naphtha.

2.20.12 Tack coats shall be applied to clean, dust free asphalt pavement courses prior to placement of the overlying pavement layer. The tack coat shall be applied within 24 hours before placement of the next asphalt pavement course. The tack coat shall be applied by pressure distributor to cleaned surfaces. The tack coat shall be applied in a light and uniform application at a rate of .25 to .50 liters per square meter (L/m2)]. Pools of tack coat in unevenly distributed areas shall be redistributed by means of hand broom.

2.20.13 Coat contact surfaces of manhole, catch basin, and valve frame surfaces with oil to prevent bond with asphalt pavement. Do not tack coat these surfaces.

2.20.14 Work shall be planned so that no more tack coat than is necessary for one day of operation is placed on the surface. All nonessential traffic shall be kept off the tack coat so that dust, mud, or sand will not be tracked onto the surface.

2.20.15 Contractor shall submit for approval prime and tack coat materials. The submittal shall include material data and application rate.

2.20.16 Asphalt Mix Design: The Contractor shall submit a complete Asphalt Mix Design which shall include grade of asphalt, aggregate composition (gradation), and asphalt weight percent of total mixture.

2.20.17 Asphalt Mix Aggregate: Aggregate size shall follow the following gradation.

Aggregate Gradations

Sieve Size (mm)

Percent Passing by Mass

HMA Base Course HMA Surface Course

25.0 100 --

19.0 76-96 100

12.5 68-88 76-96

9.5 60-82 69-89

4.75 45-67 53-73

2.36 32-54 38-60

1.18 22-44 26-48

0.60 15-35 18-38

0.30 9-25 11-27

0.15 6-18 6-18

0.075 3-6 3-6

2.20.18 Sieve analyses of fine and coarse aggregates shall be conducted according to ASTM C 136 and ASTM C 117, and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve or vice versa, but grade uniformly from coarse to fine.

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2.21 PAVEMENT – PLACEMENT:

2.21.1 Hot Mix Asphalt (HMA) Base Course: layer thickness shall be a minimum of 75mm.

2.21.2 Hot Mix Asphalt (HMA) Surface Course: layer thickness shall be a minimum of 50mm.

2.21.3 No asphalt surface shall be placed when the underlying surface temperature is less than 7C.

2.21.4 Contractor shall place asphalt lifts and compact to a minimum of 92% and a maximum of 97% of Standard laboratory density. Any asphalt materials not meeting approved material submittals shall be rejected at the direction of the Contracting Officer (CO).

2.21.5 Contractor shall test density on both the joints and the mat a minimum of once per lane or every 100 meters, whichever is greater.

2.21.6 Asphalt shall not be placed into the paving machine at less than 110 degrees Celsius. All rolling shall be completed before the asphalt mat reaches a minimum of 83 degrees Celsius.

Asphalt that is not completely rolled before this temperature is reached shall be immediately rejected at the direction of the Contracting Officer. Asphalt that is rejected after placement shall be saw cut, demolished, disposed of and replaced to specification at no additional cost to the government.

2.21.7 The Contractor shall submit for approval a paving and rolling plan prior to start of construction. The paving and rolling plan shall include: Size and type of machinery to be used for placement of asphalt as well as breakdown, intermediate and finish rolling; Pattern of placement and rolling planned; Planned joint method. The Contractor shall conduct operations such that the placing of the top or wearing course is a continuous operation or as close to continuous as possible. Unscheduled transverse joints will be allowed and the roller may pass over the unprotected end of the freshly laid mixture only when the placement of the course must be discontinued for such a length of time that the mixture will cool below compaction temperature.

When the work is resumed, the previously compacted mixture shall be cut back to produce a slightly beveled edge for the full thickness of the course. The material that is cut away shall be wasted and new mix shall be laid against the cut. Rollers or tamping irons shall be used to seal the joint.

2.21.8 The longitudinal joint in any 1 course shall be offset from the course immediately below by not more than 300mm. All longitudinal joints constructed in the wearing course shall be located at a lane line or an edge line of the traveled way.

2.21.9 Rollers shall generally be operated at or below a rate of 4.8 to 8 kilometers per hour (fast walking speed). Starts and stops with rollers shall be gradual to avoid damaging the freshly laid mixture. Quick turns or any turns that cause cracking on freshly laid mixture shall be avoided and may cause the need for replacement at no cost to the Government.

2.21.10 USAF reserves the right to test all asphalt pavements for compliance with specifications.

Within 72 hours of placement, asphalt surface shall be ready for regular traffic. Asphalt shall not rut, tear or ravel within the one-year warranty period.

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3 CONCRETE:

3.1 CAST-IN-PLACE CONCRETE:

3.1.1 Concrete design and construction shall comply with latest version of ACI 117, the contract drawings, and as specified within this document. The contractor shall submit shop drawings for reinforced concrete slabs, grade beams, 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 (41 and MPa).

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 Contracting Officer.

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. The air content shall be between 6% and 8%.

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 maximum water-cementious materials ratio of .045 and a 28-day compressive strength of at least 28 MPa (4000Psi) 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 project engineer 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. Interior exposed concrete surfaces shall be troweled to a smooth finish 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 contracting officer during the warranty period shall be repaired or replaced per recommendation by the Contracting Officer.

3.1.11 No concrete admixtures shall be used unless approved by the Contracting Officer 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.

28 July 2014 ADAB General Specifications 15

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 3.5cm to 10 cm. Contracting Officer may request 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 Contracting Officer.

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

3.1.12.4 Two concrete samples from every concrete delivery truck shall be taken and tested by the contractor in accordance with ASTMC39/C39M, at a minimum. If the contractor uses a different standard to complete concrete design strength testing, the standard shall be submitted to the contracting officer for approval prior to completion of testing to determine appropriate testing requirements are met by the different standard. The contractor is responsible for providing T6 appropriate testing equipment to accurately complete concrete design strength testing to ASTM C39/C39M specifications or an approved equal standard.

Concrete testing shall be completed by the U.S. Government if required, following the same guidelines. Test results provided by the contractor and the U.S. Government will be used to determine if the concrete had met the specified design strength. If the test results conflict, the U.S. Government results shall be used; The U.S. Government shall be the final arbiter for concrete acceptance.

3.1.13 All below grade concrete shall be treated with water resistant bituminous coating to be approved by contracting officer 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 Contracting Officer prior to installation of building slab. Exterior concrete steps or landings shall be provided if finished floor elevation is more than 150mm (6”) above surrounding grade.

3.1.17 Formwork: Concrete preferably shall be placed against undisturbed soil. When forms are necessary, they shall be removed prior to placing structural backfill.

3.1.18 REINFORCING MATERIALS:

3.1.18.1 Steel: ASTM A615, grade 414 MPa deformed steel bars, as specified on plans.

3.1.18.2 Stirrup Steel: ANSI/ASTM A82, plan finish.

3.1.18.3 Tie Wire: Minimum 1.3mm2 annealed type.

3.1.18.4 Welded Steel Wire Fabric: ASTM A185

3.1.18.5 Chairs, Bolsters, bar Supports, Spacers: Sized and shaped for strength and support of reinforced during concrete placement concrete conditions.

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28 July 2014 ADAB General Specifications 16

3.1.18.6 All reinforcement shall be free from loose, flaky rust, loose scale, oil, grease, or other coatings that might reduce the bond with concrete. Removal of powdery rust and tight rust is not required; however, reinforcing steel which is rusted to the extent that is does not conformed to the required dimensions or mechanical properties shall not be used.

3.1.18.7 Fabricate Reinforcements in accordance with ACI 318.

3.2 PRECAST, PRE-STRESSED HOLLOW CORE SLABS:

3.2.1 Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

3.2.2 SUMMARY:

3.2.1 This section includes the performance criteria, materials, production, and erection of pre-stressed, precast hollow core slabs. The work performed under this section includes all labor, material, equipment, related services, and supervision required for the manufacture and erection.

3.2.2 Related Sections include the following:

3.2.2.1 Division 3 Section “Cast-in-Place Concrete” for placing connection anchors in concrete and structural topping.

3.2.2.2 Division 5 Section “Structural Steel” for structural steel framing and for connection attachment to structural-steel framing.

3.2.2.3 Division 6 Section 6.1 “Concrete Masonry Units”.

3.2.3 Performance Requirements

3.2.4 Governing Building Code: IBC-2009.

3.2.5 Structural Performance: Provide structural precast concrete units and connections capable of withstanding the following design loads within limits and under conditions indicated:

3.2.5.1 Basic Ground Snow Load: Not applicable.

3.2.5.2 Dead Loads: 15 psf.

3.2.5.3 Floor Live Loads: 75 psf.

3.2.5.4 Concrete Topping Weight: 37 psf (2 inch at midspan).

3.2.5.5 Wind Loads: 120 mph (3 sec gust).

3.2.5.6 Seismic Loads: as shown in the general notes.

3.2.5.7 Roof live load 25 psf.

3.2.6 Member deflections shall meet the limits of ACI 318.

3.2.7 Submittals

3.2.8 Erection Drawings: Detail installation of structural precast concrete units.

Indicate member locations, plans, elevations, dimensions, shapes, cross sections, openings, connections, and support conditions.

3.2.9 Indicate welded connections by AWS standard symbols. Detail loose and cast-in hardware, connections, and joints.

3.2.10 Indicate locations and details of anchorage devices to be embedded in or attached to structure or other construction.

3.2.11 Indicate plans showing member locations with all openings larger than 10 in shown and located.

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28 July 2014 ADAB General Specifications 17

3.2.12 Indicate location of each structural precast concrete unit by same identification mark placed on unit.

3.2.13 Indicate relationship of structural precast concrete members to adjacent materials.

3.2.14 Estimated cambers.

3.2.15 Design Modifications: If design modifications are necessary to meet the performance requirements and field conditions, notify the CO immediately and submit design calculations and drawings. Do not adversely affect the appearance, durability or strength of units by modifying details or materials. Maintain the general design concept when altering size of members and alignment.

3.2.16 Comprehensive engineering design signed and sealed by a professional engineer responsible for its preparation and registered in the state in which the project is located.

3.2.17 Welding Certificates: Copies of certificates for welding procedure specifications (WPS) and personnel.

3.2.18 Erector Qualifications:

3.2.18.1 An erector with a minimum of 2 years of experience who has completed structural precast concrete work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance and who meets the following requirements:

3.2.18.2 Retains a PCI Certified Field Auditor, at erector’s expense, to conduct a field audit of a project in the same category as this Project prior to start of erection.

3.2.18.3 Submits Erectors Post Audit Declaration.

3.2.18.4 The basis of the audit is the “PCI Erector’s Manual - Standards and Guidelines for the Erection of Precast Concrete Products” MNL 127.

3.2.19 Fabricator Qualifications: A firm that complies with the following requirements and is experienced in producing structural precast concrete units similar to those indicated for this Project and with a record of successful in-service performance.

3.2.19.1 Participates in PCI’s Plant Certification program at the time of bidding and is designated a PCI-certified plant for Group C, Category C2 Pre-stressed Hollow-Core and Repetitive Products.

3.2.19.2 Has sufficient production capacity to produce required units without delaying the work.

3.2.19.3 Testing Agency Qualifications: An independent testing agency, qualified according to ASTM C 1077 and ASTM E 329 to conduct the testing indicated, as documented according to ASTM E 548.

3.2.19.4 Design Standards: Comply with ACI 318 and the design recommendations of PCI MNL 120, “PCI Design Handbook – Precast and Pre-stressed Concrete,” applicable to types of structural precast concrete units indicated.

3.2.19.5 Quality-Control Standard: For manufacturing procedures and testing requirements and quality-control…