CONSTRUCTION OF MUNICIPAL PUBLIC MARKET Tender - 16473370

Procurement Summary

Country: Philippines

Summary: CONSTRUCTION OF MUNICIPAL PUBLIC MARKET AND TERMINAL

Deadline: 27 Sep 2017

Posting Date: 13 Sep 2017

Other Information

Notice Type: Tender

TOT Ref.No.: 16473370

Document Ref. No.: PB Infra 17-003

Competition: ICB

Financier: Self Financed

Purchaser Ownership: -

Tender Value: Refer Document

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Tender Details

CONSTRUCTION OF MUNICIPAL PUBLIC MARKET AND TERMINAL
GENERAL REQUIREMENTS
Scope of Work
This section shall include the mobilization and demobilization of Contractor-s plant, equipment, materials and employees to the site; construction of Contractor-s office and facilities; compliance with the contract requirements.
Mobilization and Demobilization
The contractor upon receipt of the notice to proceed shall immediately mobilize and transport his plant, equipment, materials and employees to the site and demobilize or remove the same at the completion of the subproject.
1.0 SITE WORKS
1.1 Scope
This section includes site clearing, earthworks, soil poisoning, site drainage and utilities in accordance with the drawing and specification.
1.2 Material Requirements:
1.2.1 Selected Fill Material
Selected fill materials shall consist of pit run gravel, disintegrated rock, sand or other similar materials. The material shall not contain more than 35% passing the No. 200 sieve; and fraction of the material passing the No. 40 sieve shall have a liquid limit not greater than 35 and plasticity index not greater than 12.
1.2.2 Gravel Fill
Gravel fill shall consist of hard durable particles or fragments of stones or gravel. It shall be clean and free from vegetable matters, lumps or balls of clay and other deleterious material. The proportion of the material passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two thirds) of the fraction passing the 0.425 mm (No. 40) sieve. The fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit of not more than 25 and plasticity index of not more than 6 as determined by AASHTO T89 and T90. Gravel bedding 100 mm (4-) in depth or as shown on the drawing shall be placed, spread and compacted through tamping underneath footing, slabs, on fill and slabs on grade.
1.2.3 Concrete for Site Work
Concrete materials for site work shall be in accordance with Section 2, Concrete, of these specifications.
1.2.4 Soil Treatment/Poisoning
Chemicals used for soil poisoning shall be approved by the Fertilizer and Pesticide Authority (FPA). Refer to Annex -œA- for FPA registered termiticides.
1.3 Construction Requirements
1.3.1 Earthwork
All superficial obstructions shall be demolished and removed from the site to disposal areas approved by the Subproject Manager.
1.3.2 Soil Treatment/Poisoning
This item shall consist of furnishing and applying structural and wood termite control.
(1) Application
At the time soil poisoning is to be applied, the soil to be treated shall be in friable condition with low moisture content so as to allow uniform distribution of the toxicant agents. Toxicant shall be applied at least twelve (12) hours prior to placement of concrete, which shall be in contact with treated materials. Treatment of the soil on the exterior sides of the foundation walls, grade beams and similar structures shall be done prior to final grading and planting or landscaping work to avoid disturbance of the toxicant barriers by such operations. Areas to be covered by concrete slab shall be treated before placement of granular fill used as capillary water barrier at a rate of 1 liter per square meter with Type I working solution after it has been compacted and set to required elevation.
The application of the chemical solution shall be performed by a licensed Pest Controller following the Manufacturer-s Method/Procedure.
2.0 CONCRETE WORKS
2.1 Scope of Work
The work includes construction of concrete structures, including construction or reconstruction of pipe culverts and storm drains, complete in accordance with the standard specifications and in conformity with the lines, grades, thickness and typical cross-section shown on the plan.
2.2 Reference Standards
The latest edition of following standards shall form apart of this specification:
ACI American Concrete Institute
211-01 Standard Practice for Selecting Proportions for Normal and Heavyweight
Concrete
301 Concrete, Structural for Building
309R Standard Practice for Consolidation of Concrete
318 Building Code Requirements for Reinforced Concrete
AASHTO American Association of State Highway and Transport Officials
M173 Concrete Joint Sealer, Hot-Poured Elastic Type Preformed Expansion
Joint Filler for Concrete
ASTM American Society for Testing and Materials
C33 Concrete Aggregates
C31 Standard Practice for Making, Curing Concrete Test Specimen in the
Field
C39 Comprehensive Strength of Cylindrical Concrete Specimen
C42 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete
C94 Standard Specification for Ready-Mixed Concrete
C143 Standard Test Method for Slump of Portland Cement Concrete
C150 Portland Cement
C309 Liquid Membrane-Forming Compounds for Curing Concrete
DPWH Blue Book Vol. III (1995)
2.3 Material Requirement
2.3.1 General
Concrete shall be composed of Portland cement; fine and coarse aggregates, water and admixture as specified all thoroughly mixed and brought to the proper consistency, uniformity and temperature for final placement.
2.3.2 Cement
Concrete shall be Portland cement of a brand approved by the Subproject Manager and conforming to ASTM Specification C150, Type I or Type II. All cement shall be product of one reputable manufacturer.
2.3.3 Water
Water shall be clean and free from injurious amounts of oils, acids, alkali, salts, organic materials, or other substances that may be deleterious to concrete or steel. The Contractor shall provide adequate storage for mixing and a constant pressure supply system to the mixer.
2.3.4 Admixtures
Admixtures shall be subject to prior approval by the Subproject Manager. The admixtures shall be capable of maintaining essentially the same composition and performance throughout the work.
2.3.5 Fine Aggregates
Fine aggregates shall consist of natural sand, manufactured sand, or a combination thereof. If the fine aggregate shall be a combination of separately processed sizes, or if batching shall result in a combination of natural and manufactured sand, the different components shall be batched separately. Fine aggregates shall consist of hard, tough, durable, uncoated particles. The specified percentages of fines in the sand may be obtained either by the processing of natural sand or by the production of suitably graded manufactured sand. The shape of particles shall be generally rounded or cubical and reasonably free from flat or elongated pieces. The use of beach sand shall be prohibited. The fine aggregate shall conform to the following specific requirements:
Sieve Designation Cumulative Percentage by
Std U.S. Std., Square Mesh Weight Passing
9.5 mm 3/8 100
4.75 mm No.4 95-100
2.36 mm No.8 80-100
1.18 mm No.16 45-80
300 micron No.50 10-30
150 micron No.100 2-10
In addition to the grading limits shown above, the fine aggregates, as delivered to the mixer, shall have a fineness modulus of not less than 2.3 more than 3.0 and during normal operations, the grading of the fine aggregate shall be controlled so that the fineness modulus of at least nine (9) out of ten (10) test samples of fine aggregate as delivered to the mixer shall not vary by more than 0.20 from the average fineness modulus of all samples tested during the preceding 30-day period. The fineness modulus can be determined by dividing by 100 the sum of the cumulative percentages retained on U.S. Standard Sieves Nos. 4, 8, 16, 50 and 100.
2.3.6 Reinforcing Steel
Reinforcing steel shall be locally manufactured, deformed billet steel bars conforming to Philippine Standard, Grade 275, Intermediate Grade (40, 000 psi).
2.3.7 Forms
Concrete form shall be wood, plywood, steel or other suitable materials. Form surfaces requiring standard or special finish shall be plywood or a non-absorptive hand pressed fiberboard or other suitable materials. Plywood shall not be less than 6mm thick and shall be free from irregularities, dents and sags. Forms shall be coated with no staining form coating compound such as form oil of the approved make.
Removal of forms shall be accomplished in such a manner as will prevent injury to the concrete and will insure the complete safety of the structure. The following removal times are the minimum, and may be increased by the Engineer.
a. Where the structure as a whole is supported on shores, vertical forms for beam and girder sides, columns, and similar vertical forms may be removed twenty-four (24) hours after completion of the pour, providing the concrete has hardened sufficiently to sustain its own weight to prevent injury.
b. Wall forms shall not be removed in less than four (4) days after pouring.
c. Supporting forms or shoring must remain in place until the concrete can carry any loads to be imposed upon it and in no case in less than fourteen days.
d. Form ties requiring any peroration in removal of forms which would tend to destroy the bond between the tie and the concrete in order to remove the form shall not be disturbed for seven (7) days after completion proper.
2.3.8 Storage of Materials
(1) Cement
Cement in bags shall be stored in a suitable weatherproof structure as airtight as practicable. Floors shall be elevated above the ground, sufficient to prevent the absorption of moisture. Bags shall be stocked close together to reduce circulation of air but shall not be stocked against outside walls. The manner of storage shall permit easy access for inspection and identification of each shipment. Cement that has been stored for so long that there may be doubt of its quality shall be tested by standard mortar tests to determine its suitability for use, and shall not be used without approval of the Subproject Manager.
(2) Aggregates
Aggregate shall be stored in such a manner as to avoid the inclusion of foreign materials. Aggregates of different sizes shall be stored in separate piles. Stockpiles of coarse aggregate shall be built in horizontal layers not exceeding 1200 mm in depth to avoid segregation. Should the coarse aggregate become segregated, it shall be remixed to conform to the grading requirements here on before. Sufficient stockpiles shall be maintained at all times to permit continuous placement of concrete at the rate specified.
(3) Reinforcing Steel
Reinforcing steel shall be stored in a manner to avoid excessive rusting or being coated with grease, oil, dirt and other objectionable materials.
2.4 Construction Requirements
2.4.1 Concrete Proportion
The proportion of all materials in concrete shall be subject to the approval of the Subproject Manager. The Contractor shall employ at his own expense an approved testing laboratory, which shall design the mix, proportions in accordance with ACI 211.01. Strength requirements shall be 20.7 Mpa (3000 psi) for footing, columns, beams, slabs and stairs, suspended ramp, lavatory counter, wash basin; 17.2 Mpa (2500 psi) for ramp on fill, slab on grade, water meter box; grease trap; and 13.8 Mpa (2000 psi) for lean concrete or as required by the Subproject Manager. The adequacy of this test shall be verified by a test on a minimum of 6 cylinders; 3 tested at 7 days, 3 at 28 days, in accordance with ASTM C39.
If, at any time during construction, the concrete resulting from the approved mix design proves to be unsatisfactory for any reason such as too much water, lack of sufficient plasticity to prevent segregation, honeycomb, etc., or insufficient strength, the Contractor shall notify the testing laboratory and the Subproject Manager. The laboratory shall modify the design, subject to the approval of the Subproject Manager until satisfactory concrete is obtained.
2.4.2 Concrete Samples and Testing
Sampling and testing of concrete shall be done by and at the expense of the Contractor. Throughout the period that the concrete is being poured into the forms and while spading operation are being done, sets of test samples in cylinder shall be taken from fresh concrete from the forms.
The tests shall be made for each 10 cu. m. of concrete or fraction thereof for each portion of structure as may required by the Subproject Manager as follows:
a. Compression Tests:
At least two (2) sets of samples consisting of three- (3) concrete cylinder specimen per set shall be made. Fresh concrete shall be placed inside standard 150 x 300 mm cylindrical mould in three (3) separate equal layers and rodded separately with 25 strokes with a 16 mm diameter. Surface shall be leveled with trowel and samples are to be labeled to identify the class, strength of concrete, date taken and part of structure samples are taken. The samples shall be cured in accordance with ASTM C31.
One set of cylinders shall be tested at the age of seven (7) days, and one set at the age of twenty eight (28) days, in accordance with ASTM C39. Additional cylinder samples may be molded in reserve for further tests, if the results of the twenty-eight (28) - day- test do not meet the requirements.
b. Slump Tests
Slump tests shall be performed to determine the consistency or workable fluidity of freshly mixed concrete in the field. At least two slump tests shall made and the sample of concrete from which test specimens are made shall be representative of the entire batch and shall conform to the procedures are specified in ASTM C143.
Freshly mixed concrete shall be placed in the slump cone 100 x 200 mm x 300 mm in three (3) equal layers. Each layer shall be rodded with 25 strokes of the 16-mm diameters tamping rod with the tamping end rounded to a hemispherical tip of the same diameter. The mould shall be leveled and lifted at once and then measure the slump action immediately by getting the difference in height between the height of the mould and the top of the slumped concrete
The slump for vibrated concrete shall be 50-mm minimum and 100 mm maximum, provided that the required strength of concrete is obtained.
c. Test Reports
The testing laboratory shall submit four (4) copies of its test cylinder which are to include as far as applicable, the following items: Location of pour in the structure, concrete design mix number, concrete design strength, type and manufacturer of cement, amount of any admixture used, slump tests, date of sampling, cylinder application number, days cured in the field, days cured in the laboratory, age at time of testing, crushing stress, type of failure, who made the samples, who shipped the samples to the laboratory and whether concrete strength meets the specifications.
d. Additional Tests
If, in the opinion of the Subproject Manager, based on test cylinder reports, concrete with strengths below specification requirements has been placed, the Subproject Manager, at the expense of the Contractor shall make additional tests. Additional test may be compression test on cored cylinder, ASTM C42, and/or load tests as outlined in ACI 318, Sec.202.
2.4.3 Mixing concrete
Mixing shall be thoroughly mixed in a mixer of an approved size and type to insure a uniform distribution of the materials throughout the mass:
a. Site Mixed Concrete
All structural concrete shall be machine-mixed for at least 1 A1/2 minutes after all materials including water are in the mixing drum. The time elapse between the introduction of the mixing water to the cement and aggregate and placing of the concrete in final position shall not exceed 45 minutes. Placing of material in the mixer shall be done in such a way that the first batch of concrete materials in the mixer shall contain sufficient excess of cement, sand and water to coat the inside of the drum without reducing the cement content of the mix to be discharged. The retempering of concrete, placing additional cement, aggregate or water during mixing period shall not be permitted.
No hand mixing shall be allowed, except in case of emergency of breakdown during pouring operations, subject to the approval of the Subproject Manager.
b. Ready-Mixed Concrete
Ready-mixed concrete, when shall be batched, mixed, and delivered from a plant approved by the Subproject Manager, and shall be in strict compliance with the requirements set forth in ASTM C94.
The rate of delivery of the mixed concrete shall be such that the interval between placing of successive batches shall not exceed thirty (30) minutes. The elapsed time between the introduction of mixing water to the cement and aggregate, and completion of discharge shall not exceed one (1) hour, or not more than 1 A1/2 hours if a retarder is used. It should be kept constantly agitated during the transit period. Delivery tickets shall contain data on the weight of sand, gravel and amount of cement and water added. The Contractor shall keep legible copies available for examination of the Subproject Manager.
Retempering of concrete shall not be permitted. The Contractor shall mix only quantities required for immediate use and mixture, which has developed setting, shall not be used. Concrete, which has partially hardened, shall not be retempered.
2.4.4 Concrete Placing
Concrete shall be placed only after all formworks, materials to be embedded, and preparation of surface involved in the placing have been inspected and approved by the Subproject Manager. The Contractor shall provide equipment and shall employ methods that will minimize separation of aggregates from the concrete mix.
Water shall be removed from excavation before concrete is deposited. Flow of water shall be diverted through proper side drains to a pump, or be removed by other approved methods to avoid washing over freshly deposited concrete. Hardened concrete, debris and foreign materials shall be removed from the interior of forms and from inner surfaces of mixing and conveying equipment. Reinforcements shall be secured in position, inspected and approved before pouring concrete. Runaways shall not be provided for wheeled concrete-handling equipment-s, such equipments shall not be wheeled over reinforcement nor shall runaways be supported by reinforcements.
Concrete shall be handled from the mixer to the place of final deposit as rapidly as practicable by methods, which shall prevent the segregation or loss of the ingredients. It shall be deposited in the forms in approximately horizontal layers and as nearly as practicable in its final position to avoid rehandling.
Conveying or handling of concrete by the use of long inclined chutes or pipes of more than three (3) meters shall not be permitted. Dumping of concrete into buggies, buckets or wheelbarrows with a free fall of more than one (1) meter shall not be permitted. When placing operations would involve dropping concrete more than 1 A1/2 meters, it shall be deposited through a sheet metal or other approved conveyor. AS for practicability, the conveyor shall be kept full of concrete during placing and their lower ends shall be kept buried in the newly placed concrete. After the initial set of concrete, the forms shall not be jarred and no strain shall be placed on the ends of the reinforcing bar, which are being projected.
Concrete in columns shall be placed in one continuous operation. Concrete in girders, beam and slabs in superstructures shall be poured in a monolithic and continuous manner. No construction joint shall be allowed on any part of the structure without the approval of the Subproject Manager.
Consolidate all concrete in accordance with provisions of ACI 309R. Consolidate each layer of concrete greater than 4 inches in depth with high frequency, interval, and mechanical vibrating equipment supplemented by hand spading and tamping. Consolidate concrete slab 4 inches or less in depth by wood tampers, spading, and settling with a heavy leveling straight edge. Operate vibrators with vibratory element submerged in the concrete, with a minimum frequency of not less than 6000 impulses per minute when submerged. Insert and withdraw vibrators approximately 18 inches apart. Penetrate the previously placed lift with the vibrator when more than one lift is required. Place concrete in 180-inche maximum vertical lifts. Limit duration of vibration to time necessary to produce satisfactory consolidation without causing segregation of aggregates. Provide adequate number of units and power source at all times. Maintain spare units on hand to ensure adequacy. If in the opinion of the Subproject Manager the equipment being used is not adequate to accomplish proper consolidation, the Subproject Manager may order delay in further placement of concrete until such equipment is available for use at the location of placement of concrete.
2.4.5 Protection and Curing
a. General
Concrete surfaces exposed to conditions causing premature drying shall be protected as soon as possible with canvas, straw, burlap, sand or other satisfactory material and kept moist; or if the surfaces are not covered they shall be kept moist by flushing or sprinkling, as directed by the Subproject Manager. All concrete shall be moist cured for a period of not less than seven (7) consecutive days after placing by an approved method or combination of methods applicable to local conditions.
b. Moist Cutting
The surface of the concrete shall be kept continuously wet water for a period of seven (7) days, by spraying or by covering with burlap or other approved material thoroughly saturated with water and keeping the covering wet by spraying or intermittent hosing. Water for curing shall be generally lean and free from any element, which might cause objectionable staining or discoloration of the concrete.
2.4.6 Repairs to Concrete
All imperfections on concrete surfaces are corrected to produce concrete surfaces that conform to the requirements of this section. Unless otherwise approved by the Subproject Manager, patching with cement mortar shall repair imperfections on formed surfaces. Cement mortar for patching shall be of the same composition as used in the concrete, except for exposed surfaces; part of the cement shall be white cement to provide a finish color matching the surrounding concrete. Honeycombed or otherwise defective areas shall be cut out from solid concrete to a depth of not less than 25 mm. The edges of the cut shall be perpendicular to the surface of the concrete. The area to be patched, at least 15 mm adjacent thereto shall be saturated with water before placing the mortar. The mortar shall be mixed approximately one (1) hour before placing and shall be remixed occasionally during this period with a trowel without adding water. A grout of cement and water, mixed to the consistency of paint, shall then be brushed onto the surface to which the mortar is to be bonded. The mortar shall be compacted into place and screened slightly higher than the surrounding surface. Patches on exposed surfaces shall be finished to match the adjoining surfaces, after they have set for an hour or more. Patches shall be cured as specified for the concrete. Exposed surfaces shall utilize plywood forms, after the removal of forms, shall not be plastered, unless otherwise directed b y the Subproject Manager. All joint marks on the formwork shall be reworked to a smooth surface to match adjacent areas and to present a new appearance.
2.4.7 Forms
(1) General
Forms shall be used whenever necessary to confine the concrete and shape it to the required lines and dimensions, or to protect the concrete from contamination. Forms shall have sufficient strength to withstand the pressure resulting from placement and vibration of the concrete, and shall be maintained rigidly in correct position. Forms shall be sufficiently tight to prevent loss of mortar from the concrete. Forms for exposed surfaces shall be lines with form grade plywood. Bolts and roods used for interval ties shall be so arranged that when the forms are removed, they shall not be less than two (2) centimeters from the formed surface.
(2) Cleaning and Oiling of Forms
Before placing concrete, the contact surfaces if the forms shall be cleaned of incrustations of mortar, grout, or other foreign material. Forms shall be coated with standard from oil that can effectively prevent sticking and will not stain the concrete surfaces.
(3) Removal of Forms
Forms shall be removed in a manner, which shall prevent damage to concrete structures. Forms shall not be removed without prior approval of the Subproject Manager. Any repairs of surface imperfections shall be performed at once and curing shall be started as soon as the surface is sufficiently hard to permit it without further damage. The minimum time period for removal of forms shall govern where it exceeds the minimum specified curing period. Where the formwork for one element supports the formwork for another element, the greater time period shall apply to both elements. Forms shall not be removed before the expiration of the minimum time specified below:
2.4.8 Reinforcing Steel
(1) General
Steel reinforcement shall be provided together with all necessary tie wires, chairs, spacers, support and other necessary devices.
(2) Cutting and Bending
Reinforcing steel shall be accurately cut and bent in accordance with the approval detailed reinforcement drawings. Reinforcing steel shall not be straightened or re-bent in a manner that will injure the material. Bars with kinks or with bends not shown on the approved detailed reinforcement drawings or with cracks or splits of the bends shall not be used. All bars shall be bent cold. If Contractor elects to have reinforcing steel cut and bent off the site, he shall provide, maintain and operate a small cutting and bending shop on the site and maintain a representative stock of steel. This provision is to take care of minor revisions and additions in an expeditious manner.
The Subproject Manager may require the contractor to prepare and submit bar cutting schedule prior to fabrication of reinforcing steel bars.
(3) Placing of Reinforcement
Reinforcing steel shall be accurately placed in accordance with approved detailed reinforcement drawings and shall be adequately secured against displacement by using specified tie wires or approved clips at all intersections. After it has been installed, reinforcing steel shall be inspected by the Subproject Manager for compliance with requirements as to size, shape, length, splicing, position and number. Reinforcing steel shall be supported by concrete or metal supports, spacers or metals hangers, except for surfaces exposed to the ground or to the weather, where supports shall be concrete. Wooden support spreaders shall not be used. At surfaces where an attractive appearance is required, the supports shall be of type, which shall not cause subsequent staining or marring of the exposed surface.
2.4.9 Joints in Concrete
(1) Construction Joints
Construction joints shall be provided where indicated in the drawing or as directed by the Subproject Manager. Joints not indicated on drawings shall be constructed and located as not to impair the strength of the structures. When a construction joint is to be made, the surface of the hardened concrete shall be thoroughly cleaned and all laitance removed. In addition, the joint shall be thoroughly wetted and sloshed with a coat of neat cement grout immediately prior to placing of new concrete.
(2) Expansion and Contraction Joints
Expansion and contraction joints shall be provided where indicated and shall be in accordance with details.
2.5 Methods of Measurements
The Subproject Manager shall in accordance with the dimension in the plan or as otherwise direct the measurement of completed work. The quantities to be paid for under this section shall be measured as follows:
A. The volume to be paid for under this item shall be the number of cubic meters of concrete placed and accepted. Payment for concrete shall be construed to include the cost of reinforcements, forms, false works, curing, fasteners and accessories necessary to complete this item of work.
B. The quantities for reinforcing steel to be paid for shall be deemed to be included in the final quantity of concrete placed and accepted in the completed structure. No allowance will be given for tie wires separators, wire chairs and other materials used in fastening the reinforcing steel in place. No measurement for payment shall be made for splices added by the Contractor for his convenience. Payment for the accepted quantities shall be deemed to include the cost of tie wires, separators, wire, supports, hangers, chairs and other materials necessary to complete the work.
The quantities measured as provided above shall be paid for at the contract price for each of the pay item, which price and payment shall be full compensation for furnishing and placing all materials, labor, equipment, tools and incidentals necessary to complete the work.
3.0 MASONRY
3.1 Scope of Work
The work includes furnishing and placing of concrete masonry units in conformity with the lines, grades and cross-sections shown on the drawings and in accordance with the specifications.
3.2 Applicable Documents
The latest edition of the following specifications and standards shall form part of this specification to the extent required by the references thereto.
ASTM America Society for Testing Materials
C144 Standard Specification for Aggregate for Masonry Mortar
PSA Product Standards Agency Publications (Philippines)
PNS 16 Specification for Concrete Hollow Blocks
3.3 Material Requirements
3.3.1 Concrete Hollow Blocks
Concrete hollow blocks shall be a standard product of recognized manufacturer to PNS 16, as indicated on the drawings. Exterior and interior masonry units shall be non-load bearing units. However, load-bearing units maybe provided in lieu of non-load bearing units. For non-load bearing units, the required compressive strength shall be 25 kg/cm2 or 2.48 Mpa. Exterior and interior walls shall be 6- x 8- x 16- and 4- x 8- x 16- CHB respectively both faces plastered.
3.3.2 Cement, Reinforcing Steel, and Water
Cement, reinforcing steel and water shall be as specified in Section 2.3.
(1) Sand
Fine aggregates for plastering shall be natural sand and shall be retained between No. 50 and No. 100 sieves
3.4 Construction Requirements
3.4.1 Workmanship
Masonry walls shall be placed level and plumb all around. One section of the walls shall not be placed in advance of the others, unless specifically approved. Unfinished work shall be stepped back for joining with new work; tooting shall not be permitted. Heights of masonry shall be checked with an instrument at sills and heads of openings to maintain the level of the walls. Door and window frames, louvered openings, anchors, pipes, and conduits shall be installed in carefully and neatly as the masonry work progresses. Spaces around doorframes shall be filled solidly with mortar. Drilling, cutting fitting and patching, to accommodate the work of others, shall be performed by skilled workers. Bolts, anchors, inserts, plugs, ties, and miscellaneous metal work specified elsewhere shall be placed in position as the work progress. Chases of approved dimensions for pipes and other purposes shall be provided, where indicated or necessary. Top of exposed walls and partitions, not being worked on, shall be covered with a waterproof membrane, well secured in place. Walls and partitions shall be structurally bonded or anchored to each and to concrete wall beams, and columns.
3.4.2 Mortar Mixing
Mortar materials shall be measured in approved containers to insure that the specified proportions of materials are controlled and accurately maintained during the progress of the work. Unless specified otherwise, mortar shall be mixed in proportions by volume. The aggregates shall be introduced and mixed in such a manner that the materials will be distributed uniformly throughout the mass. A sufficient amount of water shall be added gradually and the mass further mixed, not less than 3 minutes, until a mortar of the plasticity required for the purpose intended shall be obtained. The mortar shall be mixed in a manner such that the quality of water can be controlled accurately and uniformly. Mortar boxes, pans of mixing drums shall be kept clean and free of debris or dried mortar. The mortar shall be used before the initial setting of the cement has taken place; retempering of mortar in which cement has started to set shall not be permitted.
3.4.3 Proportion of Mortar Grout
Fine mortar grout shall be mixed in the volumetric proportion of one part Portland cement. A1/4 part hydrated lime and 3 parts sand. Coarse grout shall be mixed in proportion of one part Portland cement, A1/4 part hydrated lime, 3 parts sand and 3 parts pea gravel passing a 3/8-inch sieve.
3.4.4 Use of Fine and Coarse Grout
Fine grout shall be used in grout spaces less than 50 mm in any horizontal dimension or when clearance between reinforcement and masonry unit is less than 17 mm. Coarse grout shall be used in grout spaces more than 50 mm in all horizontal dimensions or where clearance between the reinforcement and masonry is more than 17 mm.
3.4.5 Mortar Joints
Mortar joint shall be uniform in thickness, and the average thickness of any three consecutive joints shall be 9.50 mm. -œGage rods- shall be made and approved prior to starting the work and shall be used throughout the work. Changes in coursing or bonding after the work has started shall no be permitted. The jointer shall be slightly larger than the width of the joints, so that complete contact is made along the edge of the units, compressing and sealing the surface of the joint. Joints in masonry, which will not be exposed, shall be struck flush. Joints shall be brushed to remove all loose and excess mortar. All horizontal joints shall be on level and vertical joints shall be plumbed and aligned from the top to the bottom of the wall with a tolerance of plus or minus 12 mm.
3.4.6 Concrete Masonry Unit
The first course of concrete masonry unit shall be laid in full bed of mortar, for the full width of the unit; the succeeding courses shall be laid with broken joints. Concrete masonry units with the cells verticals shall have bed-joints formed by applying the mortar to the entire top surfaces of the inner and outer face shell, and the head joints formed by applying the mortar of a width of about 25 mm to the ends of the adjoining units laid previously. The mortar for joints shall be smooth, not furrowed, and shall be of such thickness that it will be forced out of joints as the units are being placed in position. Where anchors, bolts, ties and reinforcing bars occur within the cell of the units, such cells shall be solidly filled with mortar or grout as the work progresses.
3.4.7 Reinforcement
Horizontal tie reinforcement shall be provided where indicated. Reinforcement shall be continuous and provided in the longest available lengths. Reinforcement above and below openings shall extend and be embedded into the columns, unless otherwise shown on the drawings. Spices shall overlap not less than 150 mm. Reinforcement shall be embedded in the mortar joints in the manner that all parts shall be protected by mortar. The two top courses of filler block walls shall have their cores filled with grout when placed in position.
Unless otherwise shown on the drawings, the size and spacing of bars shall be as follows:
For Vertical Bars:
100 mm (4-) CHB - 10 mm (3/8-) dia. At 600 mm
For horizontal bars: - 10 mm (1/2-) dia at 600 mm
(24-) on center ( every third
Course) for 150 mm
(6-) and 100 m (4-) CHBs.
3.4.8 Bounding and anchoring
Masonry walls and partitions shall be accurately anchored or bonded at points where they intersect, and where they abut or adjoin the concrete frame of the building. All anchors shall be completely embedded in mortar.
3.4.9 Grout Placement
Grout shall be performed on the interior side of wall, except as approved otherwise, Sills, ledges, offsets and other surfaces to be left exposed shall be protected form grout falling on such surfaces and be and shall be removed immediately. Grout shall be stirred before placing to avoid segregation of the aggregate and shall be sufficiently fluid to flow into joints and around the reinforcement without leaving any voids. Grout shall be placed by pumping or pouring from buckets equipped with spouts, in lifts not exceeding 1.2 meters high. Grout shall be puddle thoroughly to eliminate voids without displacing the masonry units from its original position. Masonry units displaced by the grouting operation shall be removed and relayed to its proper alignment using fresh mortar grout.
3.4.10 Tests and Test Reports
The testing requirements stated herein or incorporated in referenced contract documents may be waived provided certified copies of report of tests from approved laboratories performed on previously manufactured materials are submitted and approved. Test reports shall be accompanied by notarized copies from the manufacturer certifying that the previously tested material is of the same type, quality, manufacture, and make as those proposed of this project.
3.4.11 Cement Finish on Masonry Walls
(1) General
The work consists of furnishing all materials, labor, and performing all operations in connection with plastering masonry wall surfaces, complete in every respect as shown in the drawings and as specified herein. Plastering work shall be coordinated properly with the work of other trades. The work of other trade shall be protected properly from being damaged during plastering operations. Scaffolding shall be amply strong, well braced, tied securely and inspected regularly. Overloading of scaffolding shall not be permitted.
(2) Mixing of Plaster
Except where hand mixing of small patches is an approved mechanical mixer of an approved type shall be used for the mixing of plaster. Materials shall be accurately measured by a device that will maintain the specified proportions within a plus or minus tolerance not in excess of 5% by volume. Plaster materials shall be accurately measured in approved containers to insure the specified proportions. Caked and lumped materials hall not is use. Mixing boxes and tools shall be cleaned after mixing each batch and kept free of plaster from previous mixes. Plaster materials shall be thoroughly mixed with the proper amount of water until a uniform color and consistency is attained. Tempering shall not be permitted and all plaster that has begun to stiffen shall be discarded.
(3) Proportioning Plaster
Portland Cement plaster shall be a two-coat application, the base and the finish coat. Each coat shall be proportioned as follows: One part by volume of Portland, to three parts sand. Hydrated lime may be used as directed by the Consultant.
(4) Application of Plaster
Surface to receive plaster must be free from structural defects and shall be thoroughly dampened prior to application of plaster.
Plaster base coats shall be applied with sufficient pressure and the plaster shall be sufficiently plastic to provide good bond on masonry base. The base coat shall be compacted and straightened to a true surface without the application of water and the entire surface shall be floated to receive the finish coat. The finish coat shall be applied to a thickness approximately 3 mm before the scratch coat has set. Maximum pressure shall be applied in order to compact the finish coat and to provide smooth finish free from blemishes or irregularities. Trawling shall be continued until the finish surface sets. Immediately after setting, the surfaces shall be scoured vigorously with clean burlap or cement bag paper or brush to remove the sheen finish produced by trawling.
Plaster work shall be finished level, plumb, square and true, within a tolerance of 3mm in 3 meters without waves, blisters, pits, crazing, discoloration, projections, or other imperfections. Plasterwork shall be formed carefully around angles and contours, and well up to screens. Special care shall be taken to prevent consequent dropping of applications. There must be no visible junction marks where one day-s work adjoins another. Finished work shall be protected in an approved manner to prevent damage.
(5) Portland Cement Plaster
Cement plaster shall have a total thickness of not less than 12 mm thick. The base coat shall be applied not less than 9 mm thick and allowed to dry slowly for 24 hours. Then the finish coat shall be applied to a thickness of not less than 3 mm and brushed with 4 applications of fog spray of clean water. The first spray shall be applied 12 hours after the finishing coat has been completed and three subsequent spraying shall be applied at sufficient intervals thereafter as approved by the consultants.
(6) Patching and Pointing
Upon completion of the work all loose, cracked, damaged or defective plastering shall be cut and replastered in a satisfactory and approved manner. All pointing and patching of plastered surfaces and where plastering abuts or adjoins any other finished works shall be done in a neat and workmanship manner ready to receive pain or other finish.
(7) Curing and Protection
Dump curing shall begin as soon as the mortar has hardened sufficiently to prevent injury and water applied in a fog spray to keep the plaster damp throughout without soaking. The period for damp curing shall be as specified for each coat. Protect the plaster from uneven and excessive evaporation during hot or drying weather conditions.
(8) Cleaning
After the completion of plastering work, all scaffolding surplus materials, debris and plaster daubs and stains on floors, windows, and other surface shall be removed to the satisfaction and approval of the Subproject Manager.
3.5 Method of Measurement and Basis of Payment
In measuring the quality of masonry units for payments, the dimensions to be used shall be as shown on the plans or as directed by the Subproject Manager in writing. Projections extended beyond the faces of the wall shall not be included. The area to be paid for under this section shall be the number of square meters of concrete masonry wall including plastering, and partition placed and accepted in accordance with the plans and specifications. Payment of accomplished work shall be deemed to include the cost of mortar grout, reinforcing steel, tie wires, false work and other necessary works to complete this item.
The quantity of concrete masonry wall with plastering, and partition shall be paid for at the contract unit price shown in the bid schedule, which payment shall be full compensation for furnishing and placing all materials, labor, equipment, tools and incidentals necessary to complete the work.
4.0 ROOFING WORKS
4.1 Scope of Work
The work includes the furnishing, fabrication, erection or installation of structural steel roof framing and miscellaneous metal work in accordance with this specification and as shown in the drawings.
This section also includes the furnishing of all plant, tools, equipment, materials and other in the installation of waterproofing, and roofing, including miscellaneous sheet metal works as required providing a waterproof installation.
4.2 Applicable Specifications & Standard
The latest edition of the following specifications and standards refereed to hereinafter by basic designation only, shall form part of this specification:
ASTM American Society for Testing and Materials
A36/A36M Specification for Structural Steel
A53 Steel Pipe Zinc Coated Welded and Seamless Black and Hot-Dip
A307 Bolts and Studs, 60, 000 psi Tensile Strength
A325 Standard Specification, high Strength Bolts for Joints
A570 Hot-Rolled Carbon Steel Sheet and Strip, Structural Quality
A611 Steel, Cold-Rolled Steel, Carbon, Structural Quality
AWS American Welding Society
D1.1 Structural Welding Code, Steel
AISC American Institute of Steel Construction, Specification for the Design, Fabrication, Erection of Structural Steel for Buildings.
AISI American Iron Steel Institute, Specification for the Design of Light Gage Cold-Formed Steel Structural Members
4.3 Material Requirement
4.3.1 Structural Steel Shapes Plates and Bars
Unless otherwise shown or specified on the drawing, structural steel shapes plates and bars shall conform to ASTM specification A36/A6M.
4.3.2 Hot-Formed Steel Sheet and Strip
Unless otherwise shown or specified on the drawings, hot-formed steel and strip shall conform steel sheet and strip shall conform to ASTM A570.
METAL REQUIREMENTS
Roofing sheets shall be fabricated from cold rolled galvanized iron sheets specially tempered steel for extra strength and durability. It shall conform to the material requirements defined in PNS 67:1985.
Profile Sections in identifying the architectural molded rib to be used are: Regular corrugated, Quad rib, Tri-wave, rig-wide, twin rib, etc. desired color shall be subject to approval of the supervising Engineer or Architect.
1. Gutters, valleys, flashing, hip and ridge roll shall be fabricated from Ga 24 thick cold rolled plain galvanized iron sheets specially tempered steel. Profile section shall be as indicated on the plans.
2. Fastening hardware shall be of galvanized iron umbrella nails.
CONSTRUCTION REQUIREMENTS
1. Before any installation begins, the contractor shall ascertain that the top of the purlins are in proper alignment.
2. Sheets shall be hand carefully to prevent damage to the paint coating. Lift all sheets or sheets pack on to the roof frame with overlapping down-turn edge facing towards the side of the roof where installation will commence, otherwise the sheets will have be turned end during installations.
3. Start roofing installation by placing the first sheets in position with the down turned edge in line with other building elements and fastened to support as recommended.
4. Place the down-turned edge of the next sheets over the edge of the first sheet to provide side lap and hold the side lap firmly in place. Continue the same procedure for the subsequent sheets until the whole roofing area is covered and or adopt installation procedure provided in the instruction manual for each type of molded rip profile.
5. END LAP. In case handling or transport consideration requires to used to more end lapped sheets to provide full length coverage for the roof run, install each line of sheets from bottom to top or from eave line to apex of roof framing. Provide 15cm minimum end lap.
6. ANCHORAGE. For steel frame up to 4.50mm thick, use self-drilling screw No. 12 by 3.50cm long hexagonal head with neoprene washer.
4.4 Construction Requirements
4.4.1 General
Fabrication and erection of structural steel shall be in accordance with AISC specification for the design, fabrication and erection of structural steel for buildings, except as specified herein. The Contractor shall submit to the Subproject Manager for approval shop drawings showing the proposed method of fabrication and installation of all metal work. No work shall be started until the shop drawings have been approved. And all work shall conform to the approved shop drawings.
4.4.2 Structural Steel /Bolts/Welds
All Structural steel shall have minimum yield strength Fy=275Mpa(400 psi) and shall conform
To ASTM A-36 specification.
All cold formed steel have a minimum yield strength of Fy=410Mpa(69, 450 psi).
No steel shall be fabricated or erected until shop drawings have been approved by the STRUCTURAL ENGINEER and shall conform to the code of Standard practice as amended to date.
All shop and field welding shall be accordance with AWS D.1.1 and performed by qualified welders.
5.0 CARPENTRY AND JOINERY
5.1 Scope of Work
These sections include all rough and finish carpentry and joinery works, as shown in the drawings and in accordance with this specification.
5.2 Material Requirements
5.2.1 Lumber
All number shall be in accordance with the accepted commercial standard and shall be of the approved quality of each kind and shall be of the following spaces and grades as shown in the drawings.
Use Species Grade
Lumber in contact with
Concrete, masonry and
Cement plasters Gemelina/Lauan Good
Jambs, Transoms, mullions
Headers, sills, frames
And wood base of detachable
Partition Gemelina/Lauan Clear
Ceiling joist, studs, roof Gemelina/Lauan Good
Framing and nailers
Wood trims, wooden
planks and wood vent
and frames Gemelina/Lauan Clear
(1) Quality of Lumber.
All lumber shall be of the approved quality of each kind required for the various parts of the work, well seasoned, thoroughly dry, and free from large, loose or unsound knots, saps, shakes, and other imperfections impairing its strength, durability and appearance. Jambs, transoms, mullions, headers, sills, frames and wood base shall be air dried and well seasoned for at least two (2) months before use.
(2) Substitutions.
Any lumber equally for the purpose may be substituted for the kinds specified, provided that the substitution shall be acceptable to the Subproject Manager.
(3) Moisture Content
Except where otherwise specified, lumber shall be sun-dried, or kiln-dried. At time of installation, the maximum moisture content, expressed as a percentage of the oven-dry wood, shall be as follows;
a. Rough Carpentry and Framing
Framing lumber 2 inches and less in thickness: 19 percent.
Framing lumber over 2 inches thick: 25 percent.
Boards: 19 percent
b. Interior millwork, finish and trim : 17 percent
5.2.2 Plywood
Ceiling and partition shall be to 6-mm thk marine plywood or fiber cement board.
5.2.3 Framing
Wooden frames for detachable partitions shall be kiln- dried, nil.
5.2.4 Fasteners
Fasteners shall be of the type and size best suited for the purpose as shown in the drawing. Fasteners shall be zinc coated, regular commercial size as indicated and shall conform to ASTM specification A307.
5.3 Construction Requirements
5.3.1 Workmanship
Lumber for framing and other carpentry shall be fitted closely, set accurately to the required lines and levels, and shall be secured in place in a rigid and substantial manner. Spiking, nailing and bolting shall be done in an approved manner. Spikes, nails and bolts shall be of the proper size, and care shall be taken so as not to split the members. All frames coming in contact with concrete or masonry shall be anchored by means of nails spaced sufficiently apart all around the contact surfaces. Bolt holes shall be drilled accurately and shall have a diameter of 3 mm more than the bolt size. All exposed wood surfaces shall be smoothly dressed and if so required, shall be well sand papered to an even smooth surface ready for finishing.
5.3.2 Finish Framing
Grades and species of wood shall be as specified. Interior finish shall be set plumb, level, square, and in true alignment and joints shall be tight and formed to conceal shrinkage. All finish framing shall be done as much as possible with carefully fitted mortise and tendon joints. Surface finish of woodwork shall be smoothly dressed and well sanded by machine or by hand. Conceal fastening and joints as much as possible, if not possible locate them in inconspicuous places where nailing is permitted on wood surfaces. Nailing and blocking shall be provided as necessary.
5.3.3 Rough Framing
Framing and other rough carpentry shall be fitted closely and set accurately to the required line and levels and shall be secured in place in a rigid and substantial manner. Framing members shall not be spliced between bearing points and shall be free from pronounced defects. All framing members, not indicated or specified shall be provided as necessary for the proper completion of the work. Nailing shall be done in an approved manner, so as not to split the framing members.
5.3.4 Protection of Work
The Contractor shall protect all finished woodwork and millwork from injury after it has been set in place until completion and final acceptance.
5.3.5 Hardware
Items of hardware to be installed shall be as directed or as shown in the drawings and shall be fitted carefully and attached securely. Care shall be exercised not to mar or injure the work.
5.4 Method of Measurement and Basis of Payment
The quantity of carpentry and joinery works shall be paid for at the contract unit price shown in the bid schedule, which payment shall be full compensation for furnishing and placing all materials, labor, equipment, tools and incidentals necessary to complete the work described on this Section.
6.0 DOORS AND WINDOWS
6.1 Scope of Work
This Section calls for the furnishing, fabrication and installation of doors and windows in accordance with the plans and specifications.
6.2 Material Requirements
6.2.1 Wood Doors
(1) General
Door panels shall have 44-mm thickness, unless otherwise specified or shown on plans, except for counter doors, which shall be 31 mm thick.
(2) Door Types
(a) Hollow Core Doors
Except as otherwise specified, flush door shall be done in accordance with the detail as shown on the plans. The plywood edge protection shall be around and into the outside frame of the door in order to prevent -œpeeling off- of the plywood veneers at the edges.
(b) Panel Doors
Except as otherwise specified, panel door shall be done in accordance with the detail as shown on the plans. The whole door shall be made of kiln dried solid wood or as specified on the plans.
(3) Lumber
Lumber for doors shall be of commercial grade, of the approved quality of each kind, well seasoned, thoroughly dry, and free from loose or unsound knots, shakes, pitch pockets, or other imperfections affecting its strength, durability or appearance
(a) Door frames in contact with concrete shall be nil, good grade of the design size and thickness as indicated in the drawings. Application of black coal tar between contact surfaces shall be provided.
(b) Door studs, nailed and frames shall be nil, S4S and kiln dried with not more than fourteen percent (14%) moisture content.
(4) Plywood
Plywood for interior flush doors shall be nil first, class and of commercial standard. For toilets and bath doors use marine plywood.
6.3 Construction Requirements
6.3.1 Installation of Doors
Doors shall be installed only after completion of other works, which may affect the moisture content of the door. Doors shall be fitted and trimmed as required by the opening they will cover. Doors shall have a clearance of 3 mm at the side and top and shall have a bottom clearance of 6 mm over thresholds or as shown on details. The lock edge of doors shall be beveled at the rate of 3-mm.in 50 mm. Cuts made on the jambs shall be sealed immediately after cutting, using a clear water-resistant varnish or sanding sealer.
Doors with surfaces receive paint finish may be furnish factory primed, and doors with natural finish may be furnished factory pre-finished. Final furnishing shall be done in site in accordance with painting and varnishing specifications.
6.3.3 Installation of Builders Hardware
(1) Door Knobs, Lock and Latch Strikes
All lock and latch strikes shall be installed in doorframes at the same height from the floor. Doorknobs shall be so located that the center of the knob is 0.90 m. from the finished floor.
(2) Butt Hinges
Each panel of hinged door shall be provided with two (2) butts for doors 1.50 m or less in height; three (3) butts, over 1.50 m high and not over 2.10 m in height. Doors of a greater height than 2.10 m, unless otherwise specified, shall be provided with an additional one- (1) butt for each 0.65-m or fraction thereof.
Sizes of the Butt Hinges required are as follows:
Thickness of Door Size of Butt Hinges
21 mm or 25 mm
(7/8- or 1-) 63 mm (2-1/2-)
28 mm (1-1/8-) 75 mm x 75 mm
(3- x 3-)
44 mm (1-3/4-) 100mm x 100mm
(4- x 4-)
56 mm x 63 mm
(2-1/4- x 2-1/2-) 125 mm x 125 mm
(5- x 5-)
6.4 Method of Measurement and Basis of Payment
(1) The quantities for doors to be paid for shall be the number of square meters of door panel and/or number of units completed and accepted. Payment of this item shall be deemed to include the cost of jambs, heads, doorframes, nailers, and glass pane (if any) and finish hardware.
(2) The quantities accomplished for each type of window shall be paid in square meters of area and/or number of units completed and accepted for each item of work. Payment for these items shall be considered to include the cost of steel frames, glass panels, finish hardware and glazing and incidental works.
The accepted quantities measured as stipulated above, shall be paid for at the contract unit price for each item, which price and payment shall be full compensation for furnishing and placing all materials, labor, equipment, tools and incidentals necessary to complete the work described on this Section.
7.0 FINISHES
7.1 Scope of Work
This section covers all works required in connection with surface finished on wood, metal, masonry and concrete surfaces in accordance with this specification and as shown in the drawings
7.2 Material Requirement
7.2.1 Tile Works
(1) Floor Tiles
Tiles shall be standard grade, unglazed vitrified tiles, and 6 mm thick. Color and pattern shall be as specified in the drawing or as approved by the Subproject Manager.
(2) Wall and Wainscoting Tiles
It shall be 6-mm thick, standard grade, glazed vitrified tiles. Color and pattern shall be as shown in the drawing or as approved by the Subproject Manager. Tiles shall be free from lamination, serrated edges, chipped off corners and other imperfections affecting their quality, appearance and strength.
(3) Cement Grout
It shall be of the standard quality approved by the Subproject Manager.
7.2.2 Paints
All paint materials shall be as manufactured by recognized company acceptable to the Subproject Manager. Tinting colors shall be of the same type as to the paint specified in the schedule of paint materials. All paints except paint for metals shall have fungicides added (Phenol Mercuric Chloride) in the amount of 1.5 percent to the total weight of paint.
7.3.1 Tile works
(1) General
The work consist of furnishing all materials, labor and performing all operations in connection with tile finishing of floors and walls, complete including mortar beds for the tile. Tile work shall not be started on portions where embedded lines crossed - over the area until roughing-ins for plumbing and electrical work has been completed and tested. The work of all other trades in the areas where the work is to be done shall be protected from damage in a workmanship manner as directed by the Subproject Manager.
(2) Mortar for Tiles
A scratch coat for wall tile shall consist of one part Portland cement, A1/4 part lime putty and 3 parts sand by volume. Scratch coat shall have a minimum thickness of 9 mm. The buttering mortar for setting wall tiles and mortar setting bed for floor tiles shall have the same proportion as that of scratch coat.
(3) Floor Tiling
(a) Preparation of Surfaces.
Before tile is applied with a dry-set mortar bed, the structural floor shall be tested for levelness or uniformity of slope by flooding it with water. Areas with water ponds shall be filled, leveled and resetting before the setting bed is applied. The slab shall be soaked thoroughly with clean water on the day before the setting bed is applied. Immediately preceding the application of the setting bed, the slab shall again be wetted thoroughly but no free water shall be permitted to remain on the surface. A skim coat of Portland cement mortar shall then be applied not more than 1.5 mm thick. The mortar shall be spread until its surface is true and even and thoroughly compacted, either level or sloped uniformly for drainage, where required. A setting bed, as far as can be covered with the tile before the mortar shall have reached its initial set, must be placed in one (1) operation, but in the event that more setting mortar has been placed than can be covered, the unfinished portion shall be removed and cut back to a clean leveled edge.
(b) Application of Floor Tile
All tiles shall be soaked in clean water to a minimum of one (1) hour before they are installed. Placing tile on a wetted cloth in a shallow pan before installing shall damp absorptive mounted tile. Before the initial set has taken place in the setting bed, a skim of Portland cement mortar 75 mm to 1.5 mm thick, shall be trawled or brushed over the setting bed r plain Portland cement.75 mm and 1.5 mm thick may be hand dusted uniformly over the setting bed and worked lightly with a trowel or brush until thoroughly damp. The tiles shall then be pressed firmly upon the setting bed, and carefully tapped into the mortar until true and even with the place of the finished floor base. Tapping and leveling shall be completed within one (1) hour after placing tiles. Borders and defined lines shall be laid before the field or body of the floor. Where floor drain is provided, the floor shall be sloped properly to the drains. Cutting of tiles, where necessary, shall be done along the outer edges of tile against trim, base, thresholds, pipes, built-in fixtures, and similar surfaces and shall be geared and joined carefully. Tiles shall be secured firmly in place and loose tiles or tiles sounding hollow shall be removed and replaced to the satisfaction of the Subproject Manager. All lines shall be kept straight, parallel and true and all finished surface brought to true and even planes.
(4) Wall Tiling
(a) Preparation of Surfaces
Scratch coat shall be applied on prepared surface to serve as backing for wall tiles, not less than 24 hours or more than 48 hours before starting the tile setting. Temporary screeds shall be applied to the scratch coat to provide a true and plumb surface to the proper distance back from the finished wall. The setting bed shall be applied, rotted, and floated flushed with the screeds over an area no greater than will be covered with the tile while the bed remains plastic. The thickness of the setting bed shall not exceed 20 mm and the mortar shall not be tempered.
(b) Application of Wall Tile
Tiles shall be soaked in clean water for a minimum of one (1) hour before they are installed. A skim coat of Portland cement mortar mixed with water to the consistency of thick cream .75 mm thick shall be applied tot he mortar setting bed, or to the back of each tile. The tiles

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