section 6: incidental construction 6... · section 6: incidental construction ... shall be produced...

February 2010 (Project) Version 1.2 CDR Standard Specifications

(Consultant) 6.00 - Page i

SECTION 6: INCIDENTAL CONSTRUCTION


(Consultant) 6.00 - Page ii

SECTION 6: INCIDENTAL CONSTRUCTION

Table of Contents

SECTION 6.01 CONCRETE KERBS, GUTTERS, SIDEWALKS AND PAVED MEDIANS.1 6.01.1 SCOPE...................................................................................................................... 1 6.01.2 MATERIALS AND PRECAST MANUFACTURE............................................... 1 6.01.3 CONSTRUCTION AND INSTALLATION........................................................... 4 6.01.4 MEASUREMENT ................................................................................................... 9

SECTION 6.02 PLASTERWORK AND TILING ........................................................................10 6.02.1 SCOPE.................................................................................................................... 10 6.02.2 PLASTERING ....................................................................................................... 10 6.02.3 CONCRETE AND CERAMIC TILE WORKS..................................................... 11 6.02.4 MEASUREMENT ................................................................................................. 12

SECTION 6.03: DITCH LININGS ENERGY DISSIPATERS AND SLOPE DRAINS...........................13 6.03.01 SCOPE .................................................................................................................... 13 6.03.02 MATERIALS.......................................................................................................... 13 6.03.03 CONSTRUCTION.................................................................................................. 14 6.03.04 MEASUREMENT .................................................................................................. 15

SECTION 6.04: PIPE UNDERDRAINS.........................................................................................................17 6.04.1 SCOPE .................................................................................................................... 17 6.04.2 MATERIALS.......................................................................................................... 17 6.04.3 CONSTRUCTION.................................................................................................. 19 6.04.4 MEASUREMENT ................................................................................................. 19

SECTION 6.05 SLOPE PROTECTION ........................................................................................21 6.05.1 SCOPE.................................................................................................................... 21 6.05.2. MATERIALS......................................................................................................... 21 6.05.3 CONSTRUCTION................................................................................................. 24 6.05.4 MEASUREMENT ................................................................................................. 27

SECTION 6.06 PAINTING OF STRUCTURES...........................................................................29 6.06.1 SCOPE.................................................................................................................... 29 6.06.2 MATERIALS......................................................................................................... 29 6.06.3 SAMPLING AND TESTING ................................................................................ 39 6.06.4 APPLICATION...................................................................................................... 40 6.06.5 MEASUREMENT ................................................................................................. 44

SECTION 6.07 MAINTENANCE OF TRAFFIC AND DETOURS...........................................45 6.07.1 SCOPE.................................................................................................................... 45 6.07.2 MAINTENANCE AND PROTECTION OF TRAFFIC ....................................... 45 6.07.3 DETOUR CONSTRUCTION AND MAINTENENCE........................................ 46 6.07.4 REMOVAL OF DETOURS................................................................................... 47 6.07.5 MEASUREMENT ................................................................................................. 48


(Consultant) 6.00 - Page iii

SECTION 6.08 HIGHWAY SIGNING ..........................................................................................50 6.08.1 SCOPE.................................................................................................................... 50 6.08.2 PRODUCTS............................................................................................................ 50 6.08.3 MATERIALS.......................................................................................................... 50 6.08.4 SIGN SHEETING AND SIGN FACE CONSTRUCTION.................................... 52 6.08.5 LETTERING........................................................................................................... 52 6.08.6 LOCATION OF SIGNS.......................................................................................... 53 6.08.7 EXISTING SIGNS.................................................................................................. 53 6.08.8 SIGN REMOVAL................................................................................................... 53 6.08.9 SIGN REPLACEMENT ......................................................................................... 54 6.08.10 SIGN RELOCATION............................................................................................. 54 6.08.11 ERECTION OF SIGNS .......................................................................................... 54 6.08.12 GUARANTEE BY CONTRACTOR ..................................................................... 55 6.08.13 MEASUREMENT .................................................................................................. 55

SECTION 6.09 ROADWAY MARKINGS ....................................................................................58 6.09.1 SCOPE.................................................................................................................... 58 6.09.2 MATERIALS......................................................................................................... 58 6.09.3 APPLICATION AND INSTALLATION.............................................................. 61 6.09.4 SAMPLING AND TESTING................................................................................. 65 6.09.5 GUARANTEE BY CONTRACTOR..................................................................... 66 6.09.6 TYPES OF PAVEMENT MARKINGS ................................................................ 66 6.09.7 MEASUREMENT ................................................................................................. 69 6.09.8 PAYMENT............................................................................................................. 69

SECTION 6.10 RAISED PAVEMENT MARKERS.....................................................................70 6.10.1 SCOPE .................................................................................................................... 70 6.10.2 MATERIALS.......................................................................................................... 70 6.10.3 PHYSICAL PROPERTIES .................................................................................... 70 6.10.4 CONSTRUCTION REQUIREMENTS ................................................................. 73 6.10.5 MEASUREMENT .................................................................................................. 75

SECTION 6.11 SPEED BUMPS AND RUMBLE STRIPS.........................................................76 6.11.1 SCOPE.................................................................................................................... 76 6.11.2 MATERIALS......................................................................................................... 76 6.11.3 CONSTRUCTION AND INSTALLATION......................................................... 76 6.11.4 MEASUREMENT ................................................................................................. 78

SECTION 6.12 DELINEATORS, MARKER POSTS AND MONUMENTS............................80 6.12.1 SCOPE.................................................................................................................... 80 6.12.2 MATERIALS......................................................................................................... 80 6.12.3 INSTALLATION................................................................................................... 81 6.12.4 MEASUREMENT ................................................................................................. 82

SECTION 6.13: STEEL GUARDRAILS AND CONCRETE SAFETY BARRIERS...............................83 6.13.1 SCOPE.................................................................................................................... 83 6.13.2 MATERIALS......................................................................................................... 83 6.13.3 CONSTRUCTION AND INSTALLATION......................................................... 87 6.13.4 TESTING ............................................................................................................... 91 6.13.5 MEASUREMENT ................................................................................................. 91

SECTION 6.14 CONCRETE BLOCK PAVEMENT...................................................................92 6.14.1 SCOPE.................................................................................................................... 92 6.14.2 DEFINITIONS....................................................................................................... 92 6.14.3 MATERIALS......................................................................................................... 93 6.14.4 LAYING OF PRECAST CONCRETE BLOCKS................................................. 95 6.14.5 METHOD OF MEASUREMENT ......................................................................... 99


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SECTION 6.15: SITE INVESTIGATION ................................................................................... 100 6.15.1 SCOPE.................................................................................................................. 100 6.15.2 PARTICULAR REQUIREMENTS ..................................................................... 100 6.15.3 BORING AND SAMPLING ............................................................................... 104 6.15.4 COMPLETION AND BACKFILLING OF BOREHOLES................................ 109 6.15.5 BOREHOLE RECORDS...................................................................................... 109 6.15.6 IN-SITU TESTING.............................................................................................. 113 6.15.7 LABORATORY TESTING................................................................................. 113 6.15.8 MEASUREMENT .............................................................................................. 120

SECTION 6.16 MASONRY AND CONCRETE BLOCK WALLS......................................... 128 6.16.1 SCOPE................................................................................................................. 128 6.16.2 MATERIALS....................................................................................................... 128 6.16.3 CONSTRUCTION.............................................................................................. 129 6.16. 4 MEASUREMENT ................................................................................................ 130


(Consultant) CONCRETE KERBS, GUTTERS, SIDEWALKS AND PAVED MEDIANS 6.01 - Page 1 of 131

SECTION 6.01 CONCRETE KERBS, GUTTERS, SIDEWALKS AND PAVED MEDIANS 6.01.1 SCOPE The work covered in this Section consists of furnishing materials and construction of concrete kerbs, gutters, kerb-and-gutter combinations and concrete paving to sidewalks and medians, using in-situ or precast concrete as and where shown on the Drawings. 6.01.2 MATERIALS AND PRECAST MANUFACTURE A. Concrete Portland cement concrete shall be Class 210/20 for all in-situ and precast concrete, except for base course and backing concrete which shall be Class 110/25. All concrete shall conform to the relevant requirements of Section 5.01: Concrete Mixes and Testing and shall be produced by commercial ready-mix plant approved by the Engineer. B. Mortar Mortar shall consist of cement and fine aggregate having the same proportions as used in the concrete construction and shall conform to all relevant requirements of Section 5.01: Concrete Mixes and Testing. C. Reinforcement Reinforcing steel shall conform to the requirements of Section 5.03: Steel Reinforcement. D. Precast Concrete Units

D.1 All precast units shall be manufactured to the dimensions shown on the Drawings. Manufacturing tolerances shall be 3 mm in any one dimension. End and edge faces shall be perpendicular to the base. D.2 Each precast kerb or gutter unit shall normally be 0.5 metres in length and this length shall be reduced to 0.25 metres, or as indicated on the Drawings, where units are to be installed along curves of less than 10 m radius.

D.3 For horizontal curves of radius less than 10 metres, kerb and gutter units shall be manufactured to the radius shown and in such circumstances straight elements or portions of straight elements shall not be used. Bullnoses and curved faces shall be of constant radius with a smooth transition from a radius to a plain face.



D.4 Unless shown otherwise on the Drawings, precast concrete tiles (paving slabs) shall be 400 mm by 400 mm by 40 mm thickness with a 5 mm edge bevel. The tile face shall be grooved in squares of a size agreed by the Engineer as appropriate to the tile dimensions. Colouring of the top layer, where required, shall be achieved using mineral oxides. D.5 Surfaces of precast units that will be exposed to view after installation shall be true and even, with a dense finish of uniform texture and colour, free from cracks, holes, fins, staining or other blemishes or defects. Units failing to meet these requirements shall be rejected. Surfaces that are not exposed to view after installation shall have all fins and irregular projections removed and all cavities, minor honeycombing and other defects made good with mortar after the units have been saturated with water for at least 3 hours. D.6 Precast units shall be cast with the upper face down in approved steel moulds under conditions of controlled temperature and humidity. The units shall be steam cured or any other method approved by the Engineer until the concrete attains the full specified 28-day strength. D.7 The Contractor shall submit for approval samples of each of the proposed units together with the manufacturer's certificates and details of the method of manufacture and materials to be used. The Engineer's approval of the samples shall not be considered final and the Engineer shall reject any precast units delivered to the Site, which do not meet the required standards. D.8 Testing of Tiles The following tests shall be carried out on sidewalk tiles to ascertain their suitability for the work.

(i) Flexural Strength

(ii) Abrasion Resistance The first test shall be carried out on four samples, taking as the final result the average of the four. The abrasion resistance test shall be carried out on two samples, the results of which shall be averaged.



(i) Flexural Strength

This test shall be carried out by placing the tile on two knife edge supports, with edges rounded with a radius of one cm, arranged parallel to the side of the tile and ten cm apart. The load is gradually transmitted to the tile top surface along the centreline by a third knife edge arranged parallel to the other two. The unit maximum bending stress (Flexural Strength) equals 15P/bh2 where “P” is the total breaking load in kilograms; “b” is the width of the tile in centimetres and “h” is the thickness of the tile in centimetres. The minimum value for Flexural Strength shall be 30 kg/cm3.

(ii) Abrasion Resistance

This test is carried out with a machine composed of a horizontal cast-iron disc, rotating about its vertical central axis at uniform speed; a horizontal diametrical cross-piece by which two samples are pressed on the disc, at such a distance from the centre of the disc, that the relative speed with respect to the disc, is one metre per second; a second horizontal diametrical cross-piece orthogonal to the first, which carries at either end appropriate devices to let the moistened abrasive flow on the track and two pairs of conveniently arranged brushes to guide the abrasive to prevent escape under the samples. The samples, pressed against the disc, rotate by means of a special mechanical device, around their own vertical central axis, at the rate of one turn of the specimen for 50 turns of the disc. Carborundum grit sufficiently coated with liquid mineral oil with an Engler viscosity of between five and seven at 50oC shall be used as an abrasive. The grit shall pass sieve No. 60 and be retained on sieve No. 100. Consumption of carborundum and oil shall be approximately 20 and 12 grams respectively per minute. The square sample, with a surface area of 50 cm2 shall be pressed against the disc by a total weight of 15 kg (unit pressure of 0.3 kg/sq. cm). The test shall be carried out with a distance run of the grinding wheel of 500 metres. For materials with a surface wearing layer different from the rest of the tile, the distance run shall be such that the disc does not penetrate into the lower layer. The thickness of the layer abraded in mm with a pressure of 0.3 kg/cm2 for a distance run of 1000 metres is taken as the abrasion factor. This factor is determined by assuming that the consumption is proportional to the distance run. The limit acceptance value for the Abrasion Factor shall be 12mm maximum.



E. Preformed Expansion Joint Filler Preformed expansion joint filler shall conform to AASHTO M 33. F. Epoxy Adhesive Epoxy adhesive (for use in attaching precast units to existing concrete pavement surfaces) shall conform to the relevant requirements of Section 6.10: Raised Pavement Markers. G. Ducts Ducts (if required under sidewalks or medians) shall consist of uPVC plastic pipe conforming to ASTM D 2750, Type II. If jacking is required, duct shall be galvanized steel tube approved by the Engineer. H. Bedding Bedding material shall conform to the relevant requirements of Section 3.02: Granular Sub-Base Courses for Class A or Class B Granular Material. 6.01.3 CONSTRUCTION AND INSTALLATION A. Cast In-Situ Kerbs and Gutters

A.1 The subgrade shall be excavated to the grades and sections shown on the Drawings. If the section is not indicated, the width to be excavated shall be 300 mm each side of the outside edges of the kerb or gutter. The subgrade shall be of approved uniform density. The subgrade shall be excavated to a minimum depth of 150 mm below base level and the material replaced with bedding material which shall be compacted to at least 95% AASHTO T180 maximum density. All foundations shall be rolled or compacted to provide a smooth surface and shall be approved before placing concrete. A.2 For stationary side form construction forms for kerbs and gutters shall be of a proprietary steel type. All forms shall be sufficiently strong and rigid and securely staked and braced to obtain a finish in accordance with the dimensions, lines and grades required. Forms shall be cleaned and oiled before each use. Forms shall be removed as soon as practicable after concreting, provided no damage results to the kerb or gutter and not until at least 24 hours after completion of concreting. A.3 For slip-form construction, kerbs or gutters shall be constructed by use of either slip-form or extrusion equipment. The completed kerb or gutter shall be true to shape, grade, and line and the concrete shall be compacted and of the required surface texture.



A.4 Concrete shall be placed upon the previously prepared and moistened subgrade and compacted with an internal vibrator. The surface shall be shaped by use of a steel screed to produce the section shown on the Drawings. The edges shall be rounded with preformed shuttering to form the required radius, which, if not shown otherwise on the Drawings, shall be 5 mm. A.5 Contraction and construction joints of the required types shall be constructed at the intervals and locations shown on the Drawings. Adjacent to flexible base or surface courses, weaker plane contraction joints in kerbs or gutters shall be constructed by sawing through the kerb to a depth of not less than 30 mm below the surface of the gutter, by inserting a suitable removable metal template in the fresh concrete or by other methods if approved before construction by the Engineer. Sealing of joints shall not be required unless shown on the Drawings. A.6 Exposed surfaces shall be finished to the full width with a trowel and edger. The top face of kerbs or gutters shall receive a light brush finish. Forms for the roadway face of kerbs and the top surface of gutters shall be removed not less than 24 hours after the concrete has been placed. Finishing of the surfaces shall then be carried out provided the alignment tolerances and other requirements have been met. A.7 Tolerances on tangential sections of kerbs and gutters shall be tested using a 4 m straightedge. The finished surface of concrete shall not deviate from the straightedge between any 2 contact points by more than 5 mm. Curved sections shall be true to the specified radius plus or minus 5 mm and all joints shall be flush and neat in appearance. A.8 All fins and irregular projections shall be removed and cavities produced by form ties and all other small holes, honeycomb spots, broken corners or edges and other defects shall be rectified. After saturating with water for a period of not less than 3 hours, the surfaces shall be carefully pointed and made true with mortar. All construction and expansion joints shall be left carefully tooled and free of all mortar and concrete. Joint filler shall be left exposed for its full length with clean and true edges. The resulting surfaces shall be true and uniform.

A.9 A rubbed finish shall then be carried out to surfaces, which are to be exposed to view after completion of construction. Before rubbing, the concrete shall be kept saturated with water for at least 3 hours. Sufficient time shall have elapsed before the wetting down to allow the mortar used in the pointing of holes and defects to set. Surfaces shall be rubbed with a medium carborundum stone, using mortar on its face. Rubbing shall remove all remaining form marks, projections and irregularities and result in a uniform surface. The final finish shall involve rubbing with a fine carborundum stone and water until the entire surface is of a smooth texture and uniform colour. After the surface has dried, loose powder shall be removed and the surface shall be left clean and free from unacceptable flaws or imperfections. A.10 Kerbs and gutters shall be moist cured until stripped and finished, and then membrane cured in accordance with the relevant requirements of Section 5.02: Concrete Handling, Placing and Curing. Curing compound shall be applied immediately following completion of the rubbed finish.



A.11 The area adjacent to completed and accepted kerbs and gutters shall be backfilled with approved material to their top edges or to the elevations shown on the Drawings. Backfill shall be placed and compacted to 95% AASHTO T180 maximum density.

B. Precast Concrete Kerbs and Gutters

B.1 Subgrade for the concrete base shall be constructed as for in-situ kerbs and gutters. B.2 Forms for the concrete base shall be wood or steel. All forms shall be sufficiently strong and rigid and securely staked and braced to obtain a finished product correct to the dimensions, lines and grade required. Forms shall be cleaned and oiled before each use. If approved beforehand by the Engineer, forms for the concrete base may be omitted and the concrete placed directly against undisturbed excavated faces. B.3 Base concrete shall be placed, compacted and shaped to the sections shown on the Drawings. Concrete shall be compacted to the satisfaction of the Engineer with an internal type vibrator or by manual means. Edges shall be rounded if necessary by the use of wood moulding or by the use of an edger as applicable. The concrete base shall be finished to a true and even surface with a wood float. Concrete shall be membrane or water cured for at least seven days before precast units are placed thereon. B.4 Precast units shall be soaked in water immediately before installation. Units shall be set accurately in position in mortar on the concrete base. Joints between precast units shall not be mortared unless otherwise shown on the Drawings. Units shall be closely spaced and expansion joints provided every 10 metres. B.5 Where kerbs or gutters are installed on existing concrete pavement using epoxy resin adhesive, the installation procedures shall conform to those specified for raised pavement markers in Section 6.10: Pavement Markings for Traffic. B.6 After kerbs have been installed concrete backing shall be placed as shown on the Drawings. Pavement courses shall not be laid against kerbs until the concrete backing has been membrane or water cured for at least 14 days. B.7 The tolerances on the alignment of completed precast units shall be as specified for in-situ concrete construction. B.8 Backfilling shall be carried out as specified for in- situ kerbs and gutters.

C. In Situ Concrete Paving

C.1 Excavation shall be carried out to the required depth and to a width that shall permit the installation and bracing of the forms. The foundation shall be shaped and compacted to an even surface conforming to the sections shown on the Drawings. All soft and yielding material shall be removed and replaced with suitable fill material.



C.2 Bedding material shall be placed in layers not exceeding 100 mm in depth and each layer shall be compacted to 95% AASHTO T180 maximum density. The total bedding course thickness shall be as shown on the Drawings, or if not shown, 100 mm minimum thickness. C.3 Forms shall be of steel or wood and shall extend for the full depth of the concrete. All forms shall be straight, free from warping and of sufficient strength to resist the pressure of the concrete without displacement. Bracing and staking of forms shall be such that the forms remain in both horizontal and vertical alignment until their removal. All forms shall be cleaned and oiled before concrete is placed. C.4 The formation shall be thoroughly moistened immediately prior to the placing of concrete. Concrete shall be deposited in one course without segregation and shall be compacted by vibrators. The surface shall be finished with a wooden float and light brooming. No plastering of the surface shall be permitted. All outside edges of the tiles and all joints shall be edged with a 5 mm radius edging tool. C.5 Forms shall only be removed when there is no risk of damage to the concrete and at least 24 hours after completion of concreting. C.6 The smoothness of paved areas shall be tested using a 4 metre straightedge. The finished surface of concrete shall not deviate from the straightedge between any two contact points by more than 5 mm. Sections of defective paving shall be removed and replaced as directed by the Engineer at the Contractor's expense. C.7 Expansion joints shall be of the dimensions and at the spacings specified on the Drawings or instructed by the Engineer and shall be filled with approved, premolded expansion joint filler. The area being paved shall be divided into sections by weakened plane joints formed by a jointing tool or other methods acceptable to the Engineer. Joints shall extend into the concrete 0.20 to 0.25 times the depth and shall be approximately 3 mm wide. Joints shall match as nearly as possible adjacent joints in kerb or pavements. Weakened plane joints may be sawn in lieu of forming with a jointing tool. C.8 Construction joints shall be formed around all appurtenances such as manholes or utility poles, extending into and through the sidewalk or median. Premolded expansion joint filler of 10 mm thickness shall be installed in these joints. Expansion joint filler of the thickness indicated shall be installed between concrete construction and any adjacent fixed structures such as walls, buildings or bridges. The expansion joint material shall extend for the full depth of the concrete. C.9 Concrete shall be cured by membrane curing in accordance with the requirements of Section 5.02: Concrete Handling, Placing and Curing.



D. Precast Concrete Tiles (Paving Slabs)

D.1 Excavation and placing of bedding material shall be as specified for in-situ concrete paving. The surface of the completed bedding shall be dampened and base course concrete placed and finished to the thickness as shown on the Drawings or, if not shown, 40 mm minimum thickness. D.2 Base course concrete, if specified, shall be water or membrane cured as specified for in situ concrete paving, for a period of not less than 7 days before placing precast tiles. Immediately prior to laying of tiles, the concrete base course shall be dampened and the concrete tiles shall be immersed in water. Tiles shall then be laid true to line and grade on a 10 mm to 20 mm thickness of mortar. Joints shall be 3 mm wide. D.3 The tolerance on smoothness of precast concrete tiled areas and removal and replacement of defective tiling shall be as specified for in situ concrete paving. D.4 Tiles shall be cleaned 24 to 36 hours after laying and, if specified, joints shall be mortared using a plasticizer in the mortar to improve workability and to enable the mortar to be readily smoothed and finished. As soon as the mortar has partially set, all mortar material shall be raked from the top 3 mm depth of the joint, using a grooving tool to produce a smooth circular section. When the mortar is sufficiently set, the surface shall be sprinkled with water and covered with plastic or nylon sheets during the curing period. The sheets shall be left in place until final hardening of the mortar or as directed by the Engineer. All foreign matter, wood, concrete, mortar lumps, etc., shall then be removed and the surface cleaned of staining, discolouration and other blemishes. D.5 In cases where tiles are required to be cut at the boundaries of tiled areas, or due to the presence of obstacles, poles, hydrants, etc., or in the construction of the driveways or side roads, the Contractor shall cut the tiles or substitute in situ concrete of at least the same quality as the tile concrete. The Engineer shall decide, after trials, on the method to be adopted. Cutting of tiles or substitution of in-situ concrete shall be kept to a minimum. The Contractor shall complete the areas using uncut precast tiles to the maximum extent practicable. D.6 The method of construction and sequence of operations for areas constructed using precast tiles shall be the same as for areas constructed using in situ concrete. The Contractor shall ensure that the final appearance of such surfaces, regardless of the method of construction, is substantially the same for all types of construction. D.7 Where a sidewalk crosses the entrance to a shop or a house, etc., which is higher than the sidewalk, the Contractor shall construct steps, formed by a kerb and a complete or partial tile. Steps shall be backfilled with concrete of the same quality as specified for concrete base course.



D.8 Steps shall be constructed wherever the difference in elevation between the entrance and the sidewalk is more than 250 mm. The Contractor shall submit for approval, prior to commencing any sidewalk construction, a list of locations where steps are required, together with design details for their construction.

6.01.4 MEASUREMENT A. Precast Concrete Kerbs and Gutters shall be measured by the linear metre of each type furnished, constructed or installed, completed, and accepted. Measurements shall be taken on the front face of concrete kerbs or on the flow line of gutters as appropriate and shall include measurement of concrete kerbs required for steps. B. Precast Concrete Edge Kerb and In Situ Concrete Edge Kerb shall be measured by the linear metre of each type furnished, constructed or installed, completed and accepted. C. Precast Concrete Tiling and In-Situ Concreted Paving shall be measured by the square metre of the plan area of each type furnished, constructed or installed, completed, and accepted. D. Excavation, backfilling, bedding, base course, expansion and construction joints, concrete backing, construction in and around obstacles, poles, manholes, flower beds, cutting and shaping of tiles on curves, jointing, and finishing at walls and fences, etc., shall not be separately measured for direct payment, but shall be considered as subsidiary work; the costs of which will be deemed to be included in the Contract Prices for the Pay Items. PAY ITEMS UNIT OF MEASUREMENT (6.01.1) Precast Concrete Kerb (each type) Linear Metre (m) (6.01.2) Precast Concrete Edge Kerb (each type) Linear Metre (m) (6.01.3) In Situ Concrete Edge Kerb (each type) Linear Metre (m) (6.01.4) Precast Concrete Tiling (each type) Square Metre (m2) (6.01.5) In- Situ Concrete Paving (state thickness) Square Metre (m2)


(Consultant) PLASTERWORK AND TILING 6.02 - Page 10 of 131

SECTION 6.02 PLASTERWORK AND TILING 6.02.1 SCOPE A. The work covered in this Section consists of furnishing materials and the application of plaster for walls and ceilings, ceramic tiles to walls, floor tiling using unglazed ceramic or mosaic tiles, marble facing; construction of mosaic pavement and protection and rendering of steps; all as and where shown on the Drawings. B. This Section also covers plasterwork and tiling as applied to pedestrian underpasses, office and residential buildings, pump houses and other buildings and structures. 6.02.2 PLASTERING A. General Unless otherwise directed by the Engineer, all exterior and interior masonry wall surfaces shall receive a plaster finish. The minimum thickness of plaster shall be fourteen millimetres where applied directly to concrete. All plaster work shall be applied in two coats. Plaster materials shall be standard products of manufacturers approved by the Engineer. Sand shall conform to ASTM C 35. B. Mixing of Plaster

B.1 Bond Plaster: The first (scratch) coat for direct application on concrete shall be bond plaster mixed in strict accordance with the manufacturer's instructions. B.2 Gypsum Plaster shall comprise one part gypsum neat plaster to three parts sand by weight.

C. Application of Plaster

C.1 Concrete surfaces shall be prepared for application of bond plaster in strict accordance with recommendations of the bond plaster manufacturer. A temperature of not less than 10oC shall be maintained in all areas during the application of plaster and until the plaster has completely dried. After the plaster has set hard, free circulation of air shall be provided. C.2 The scratch coat shall be doubled back, straightened to a true surface with a rod or roller and left rough to receive the finish coat. C.3 The gypsum plaster finish shall be applied only after the scratch coat has set and seasoned. The scratch coat shall be evenly moistened by the use of a fog spray prior to the application of the finish coat. The finish coat shall be first floated to a true and even surface then trowelled leaving the surface burnished smooth, free of rough areas, trowel marks or other blemishes.



C.4 Patching shall be carried out by pointing around the trim and other work and cutting out and patching defective and damaged plaster. Patching of plaster shall match existing work in texture and finish and shall finish flush and smooth at joints with previously applied work.

6.02.3 CONCRETE AND CERAMIC TILE WORKS A. General All interior floors shall consist of concrete floor tiles installed as shown on the Drawings. Ceramic tile wall finishes shall be installed at locations noted on the Drawings. Samples of tiles to be furnished shall be submitted to the Engineer for approval of quality, colour, finish and texture prior to placing orders for material. B. Installation of Floor Tiles

B.1 Layout Patterns shall be laid out to permit setting of tiles with a minimum of cutting. Floors shall be laid out from one side and end, with adjustments made at opposite walls. Dimensions shall be controlled to avoid setting tiles smaller than one-half size. B.2 Laying Tiles Floor tiles shall be installed as shown on the Drawings and according to well-established practices. For all floor tile areas, straightedges shall be set to the lines established and reset at suitable intervals to keep the joints parallel over the entire area. Tiles shall be laid to the straightedges. The tile layout shall eliminate or minimise cut tiles. Fractional changes in dimensions without variation to the uniformity of joint widths shall be permitted. Where necessary, tiles shall be cut with a suitable cutting tool and rough edges shall be rubbed smooth. Cut tile misfits shall be replaced with properly cut tiles. B.3 Grouting of floor tiles shall not commence until the setting bed has hardened sufficiently. The joints shall be completely filled with grout by screeding and brushing the grout over the tiles until all joints are thoroughly filled. Excess grout shall be removed. The tiles shall then be left undisturbed for at least forty-eight hours. Grout shall be a thick, soupy mix of Portland cement.

C. Protection of Floors Newly tiled floors shall be protected with a covering of building paper until handing over. Boards shall be laid on floors used for access to other areas of the site. Tiled floor areas to be trafficked over shall have suitably-constructed continuous plank runways of the required width installed over the building paper. Cracked, broken, or damaged tiles shall be removed and replaced.



D. Installation of Ceramic Wall Tiles

D.1 Setting Tiles: Joints shall be straight, level, perpendicular and of even width. Vertical joints shall be maintained plumb for the entire height of the tile work. Tiles that are out of true plane or misplaced shall be removed and reset. Damaged or defective tiles shall be replaced. D.2 Grouting: Joints in ceramic wall tiles shall be prepared by thoroughly wetting and then grouted using a plastic mix of neat, white Portland cement after a suitable area of tile has been set and the dry set mortar has cured sufficiently to maintain the tile in place. The joints shall be tooled slightly concave and the excess mortar shall be cut off and wiped from the faces of tiles. Interstices or depressions in the mortar joints after the grout has been cleaned from the surface shall be roughened at once and filled to the spring line of the cushion edge before the mortar begins to harden. D.3 Curing: Immediately after the grout has taken its initial set, wall surfaces shall be given a protective coat of non-corrosive soap or other suitable material and joints damp cured for a minimum of seventy-two hours.

6.02.4 MEASUREMENT A. The quantities of the various items completed and accepted, shall be measured as by the square metre, provided, applied, completed and accepted. B. Where Pay Items are not provided in the Bills of Quantities, the work prescribed in respect of such items shall not be measured for direct payment, but shall be considered as subsidiary works; the costs of which shall be deemed to be included in the Contract prices for Pay Items. PAY ITEM UNIT OF MEASUREMENT (6.02.1) Wall Plastering Square Metre (m2) (6.02.2) Ceramic Wall Tiling (thickness, type, pattern, colour) Square Metre (m2) (6.02.3) Concrete Floor Tiling (thickness, type, pattern, colour) Square Metre (m2)


(Consultant) DITCH LININGS ENERGY DISSIPATORS AND SLOPE DRAINS 6.03- Page 13 of 131

SECTION 6.03: DITCH LININGS ENERGY DISSIPATERS AND SLOPE DRAINS 6.03.01 SCOPE The work covered in this Section consists of the furnishing of materials for and the construction of ditch linings, energy dissipaters and slope drains, including drainage chutes, as shown on the Drawings. 6.03.02 MATERIALS A. General Concrete for drainage chutes, ditch linings and energy dissipaters shall be Class 210/20 and as specified in Section 5.01: Concrete Mixes and Testing. B. Reinforcement Reinforcing steel and steel mesh shall be as specified in Section 5.03: Steel Reinforcement. C. Bituminous Mixture Bituminous mixture for bituminous waterways on embankment slopes shall conform to the requirements of Section 4.05: Bituminous Wearing Course or an equivalent mixture approved by the Engineer. D. Riprap Riprap for use with concrete drainage chutes, for cut slopes, slope drains, and bituminous waterways for embankment, shall be of the type shown on the Drawings and as specified in Section 6.05: Slope Protection. E. Galvanized Sheet Metal Galvanized sheet metal used for slope drain flumes shall be fabricated from 2mm thick corrugated sheet metal and the tapered inlet assembly from 2mm thick smooth sheet metal. F. Anchor Stakes Anchor stakes used to attach slope drains to the slope shall consist of 38 mm galvanized steel pipe.



G. Stone

G.1 Stone for grouted riprap ditch lining or grouted stone energy dissipaters shall be hard and durable and from a source approved by the Engineer. The stone shall be quarried or fractured in rectangular shapes suitable for laying in the required configurations.

H. Mortar Mortar for ditch linings or energy dissipaters shall conform to the relevant requirements of Section 5.01: Concrete Mixes and Testing. I. Bedding Course Bedding course materials shall conform to the requirements of Section 3.02: Granular Sub-Base Course. 6.03.03 CONSTRUCTION

A. Excavation The subgrade for ditch linings, energy dissipaters and slope drains shall be excavated to a smooth surface parallel to the proposed finished surface and to a depth sufficient for the full thickness of the lining, dissipaters or slope drains. Soft, unstable subgrade material shall be removed and replaced with suitable approved materials. The subgrade shall be compacted to 95% AASHTO T180 maximum density. B. Concrete Ditch Linings, Concrete Energy Dissipaters and Concrete Cut Slope Drains

B.1 The bedding course shall be placed to the minimum specified dimensions in layers not exceeding 150 mm compacted depth and compacted to 95% AASHTO T180 maximum density. B.2 Forms for concrete ditch linings, concrete energy dissipaters and cut slope drains shall be constructed of metal, wood or other suitable material. All forms shall be free from warping and of sufficient strength to resist the pressure of wet concrete without displacement. Forms shall be securely staked and supported firmly to the required line and grade. B.3 Concrete shall be reinforced if required, with steel reinforcement or steel mesh as shown on the Drawings. B.4 Concrete (including ready-mix concrete) shall be handled, placed and cured as specified in Section 5.02: Concrete, Handling, Placing and Curing. Placing of concrete for ditch linings and slope drains shall begin at the lower end of the portion of the ditch to be lined or slope to be drained and progress toward the upper end. Surfaces shall be finished with a wood float. Membrane curing shall be adopted unless otherwise approved by the Engineer.



C. Grouted Riprap Ditch Linings and Energy Dissipaters Grouted riprap ditch linings and energy dissipaters shall be constructed as specified in Section 6.05: Slope Protection. D. Bituminous Linings to Waterways and Slope Drains

D.1 Bedding: The bedding course shall be placed to the minimum specified dimensions in layers not exceeding 150 mm compacted depth and compacted to 95% AASHTO T180 maximum density. D.2 Formwork: Where required, forms of an approved type shall be furnished and staked securely in position to the correct line and grade. Alternative equipment and methods shall only be used if approved by the Engineer. D.3 Placing Bituminous Mix: The mix shall be placed on the prepared bed when the bed is sufficiently dry and weather conditions are suitable. The mix shall be placed in one or more courses of uniform thickness as shown on the Drawings. Each course shall be smoothed by raking or screeding and shall be thoroughly compacted by rolling with a hand operated roller weighing not less than 150 kg, or with a small power roller of a type approved by the Engineer. Confined areas that cannot be reached by rollers shall be compacted using heavy hand tampers to the satisfaction of the Engineer. After compaction, the surfacing shall be of the thickness and cross section shown on the Drawings and shall be smooth, even and of a dense, uniform texture.

E. Metal Slope Drains Corrugated metal inlet assemblies, flumes and other appurtenances, shall be installed at the locations shown on the Drawings and in accordance with the manufacturer's recommendations. F. Backfilling and Finishing Backfilling around ditch linings, energy dissipaters and slope drains shall proceed immediately after placement or curing using suitable material compacted to 95% AASHTO T180 maximum density. The adjacent slopes and shoulders shall also be shaped and compacted to the required cross section and finished in a neat and tidy manner. 6.03.04 MEASUREMENT A. Ditch Linings shall be measured by the square metre furnished, constructed, completed and accepted. Measurements shall be of the surface area as shown on the Drawings. B. Energy Dissipaters shall not be measured separately for direct payment but shall be considered as subsidiary works, the cost of which shall be deemed inclusive in the Contract Price for the ditch, drain, chute or channel in which they are located.



C. Unless otherwise specified, Embankment Drains, Cut Slope Drains and Drainage Chutes shall be measured by the linear metre, furnished, constructed and accepted. Measurement shall be along, the centreline of the drains or chutes based on tile lengths shown on the Drawings or measured on Site. D. Loose Riprap or Grouted Riprap required at the outlet ends of culverts, pipe culvert, ditches, and slope drains, shall be measured separately as specified in Section 6.05: Slope Protection. E. Excavation, backfilling, bedding and other incidentals, shall not be measured for direct payment, but shall be considered as subsidiary works the costs of which shall be deemed to be included in the Contract prices for Pay Items. PAY ITEM UNIT OF MEASUREMENT

(6.03.1) Ditch Lining (each type and thickness) Square metre (m2)

(6.03.2) Drainage Chutes (each type) Linear metre (m)

(6.03.3) Embankment Slope Drains (each type) Linear metre (m)

(6.03.4) Cut Slope Drains (each type) Linear metre (m)


(Consultant) PIPE UNDERDRAINS 6.04 - Page 17 of 131

SECTION 6.04: PIPE UNDERDRAINS 6.04.1 SCOPE The work covered under this Section consists of furnishing and installing perforated and non- perforated pipe underdrains as and where shown on the Drawings including jointing, connections to other pipes or drainage structures and backfilling. 6.04.2 MATERIALS A. Pipes

A.1 Type 1 underdrains shall be perforated plastic pipes conforming to ASTM D 3033 or ASTM D 3034 for polyvinyl chloride (PVC) or ASTM D 2751 for acrylonitrile-butadiene-styrene (ABS). A.2 Type 2 underdrains shall be bituminous coated galvanized corrugated perforated steel pipes conforming to AASHTO M 36-Type III and AASHTO M 190-Type A. Coupling bands shall be fully coated. A.3 Type 3 underdrains shall be perforated concrete pipe conforming to AASHTO M 175M (metric). A.4 All underdrains shall consist of perforated pipe except sections designated as non-perforated by the Engineer or indicated as such on the Drawings. Perforations may be circular holes or slots. Different filter requirements shall apply to each type of perforation. A.5 Circular perforations in Type 1 pipes shall be between 5 mm and 10 mm in diameter and arranged in accordance with AASHTO M 278 or as shown on the Drawings. All rows shall be in the lower half of the pipe but no row shall be closer than 36 degrees to the invert. Perforations in each row shall be a maximum of 100 mm centre to centre. A.6 Slotted perforations in Type 1 pipes with shall be between 1.5 mm and 3 mm in width, and between 95 mm and 40 mm in length measured on the inside of the pipe. Perforations shall be arranged in accordance with AASHTO M 278 or as shown on the Drawings. Perforations shall be spaced between 20 and 30 times the average slot width along each row. A.7 Type 2 pipes with circular or slotted perforations shall conform to AASHTO M 36M (metric)-Class 1 (circular holes between 4.8 mm and 9.5 mm diameter) or Class 3 (slots between 1.5 mm and 3.5 mm in width, and between 18.5 mm and 31.5 mm in length). Perforations shall be cut before the application of the bituminous coating.



A.8 Type 3 concrete pipes with circular or slotted perforations shall conform to AASHTO M 175M (metric).

A.9 Perforated pipe may be used for non-perforated sections provided the perforations are sealed using a method approved by the Engineer and the pipe is installed with the perforations on top.

B. Backfill Filter Material

B.1 Backfill filter material for perforated pipe underdrains shall conform to the appropriate class of aggregate as shown on the Drawings or as selected or approved by the Engineer. Gradations shall be as follows:

FILTER MATERIAL

% by Weight Passing

Sieve Size Class F1

Class F2

Class F3

Class F4

Class F5

63.0 mm (2-1/2 in.) 100

60.0 mm (2 in.) 95-100 100

37.5 mm (1-1/2 in.) 95-100

25.0 mm (1 in.) 35-70 100

19.0 mm (3/4 in.) 35-70 90-100 100

12.5 mm (1/2 in.) 10-30 90-100 100

9.5 mm (3/8 in.) 10-30 20-55 40-70 95-100

4.75 mm (No. 4) 0-5 0-5 0-10 0-15

2.36 mm (No. 8) 0-5 0-5

1.18 mm (No. 16) 45-80

0.30 mm (No. 50) 10-30

0.15 mm (No. 100) 2-10

0.075 mm (No. 200) 0-1 0-1 0-1 0-1 0-4

B.2 Geotextile fabric shall be used to enclose the filter material if coarse aggregate filter material is installed in trenches excavated in or backfilled with AASHTO M145: A-3, A-4, A-5, A-6, or A-7 soils. Fabric shall be Type 1 as specified in Section 6.05: Slope Protection and shall have a permeability, at a 100 mm head, equal to or higher than a standard 0.150 mm (No. 100) sieve.



6.04.3 CONSTRUCTION A. Perforated Pipe Underdrains

A.1 Trenches for perforated underdrains shall be excavated to a width equal to the outside diameter of the pipe plus 300 mm, and to a depth approximately 100 mm below the grade established for the flow line of the pipe. A.2 If construction fabric is required, it shall be of sufficient width to accommodate the periphery of the granular filter material section plus a minimum 300 mm lap. The fabric shall be placed in the trench before any filter material is placed and with the centre of the fabric in the bottom of the trench. After installation of the filter material, the fabric shall be lapped at the top and the installation backfilled. A.3 A minimum 100 mm bedding layer of granular filter material shall be backfilled and compacted in the bottom of the trench for its full width and length. Pipes of the size shown on the Drawings shall be embedded firmly in the bedding material with perforations down and the pipe sections properly jointed with appropriate coupling bands or joint filler. The upstream end of pipe lines shall be closed with suitable plugs to prevent entry of soil or other foreign material. A.4 The Engineer shall inspect and approve the pipe installation before granular material is backfilled to a minimum level of 300 mm above the top of pipe. The remainder of the trench shall then be backfilled in accordance with the relevant requirements of Section 2.09: Structural Excavation and Backfill.

B. Non-Perforated Pipe Underdrains

B.1 Trenches for non-perforated pipes at connections and outlets shall be excavated to the same width and depth required for perforated underdrains. B.2 Pipes shall be laid in the trench with all ends firmly jointed. The Engineer shall inspect and approve the pipe installation before the trench is backfilled in accordance with the requirements of Section 2.09: Structural Excavation and Backfill. Granular backfill filter material shall not be used for backfilling non-perforated pipes unless shown otherwise on the Drawings.

6.04.4 MEASUREMENT A. Perforated Pipe Underdrains and Non-Perforated Pipe Underdrains shall be measured by the linear metre of each type and size furnished, installed, backfilled, completed and accepted. B. Unless shown as Pay Items in the Bills of Quantities, excavation, backfilling with filter material or other backfill material, pipe jointing and connections to drainage structures and geotextile construction fabric shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which shall be deemed to be included in the Contract Prices for Pay Items.



PAY ITEM UNIT OF MEASUREMENT

(6.04.1) Perforated Pipe Underdrains (specify type, size)

Linear meter (m)

(6.04.2) Non-Perforated Pipe Underdrains (specify type, size)

Linear meter (m)


(Consultant) SLOPE PROTECTION 6.05 - Page 21 of 131

SECTION 6.05 SLOPE PROTECTION 6.05.1 SCOPE Work covered in this section consists of the furnishing of materials and construction of riprap in slope protection and headwalls; reinforced concrete slope protection; paving tile protection and gabions 6.05.2. MATERIALS A. Stone for Riprap

A.1 Stone for loose and grouted riprap shall be supplied in broad flat shapes to the maximum size practicable. All stone shall be hard, sound, durable, highly resistant to weathering and shall be suitable as protection material for the intended purpose. A.2 Samples of the stone material proposed for use in the Works shall be submitted to the Engineer for approval prior to its use. A.3 The minimum apparent specific gravity of the stone material shall be 2.5 and the maximum absorption shall be 6% when tested in accordance with AASHTO T85-85. The stone shall have an abrasion loss not greater than 45% when tested in accordance with AASHTO T96. A.4 The weight of stone for the various classes of riprap shall be as follows:

Weight of Stone (Kilograms)

Class A Class B Class C Class D

% of Total Weight Smaller than Size Shown

50 200 1000 5000 95-100 20 100 400 2000 50-100 5 20 100 500 0-50 1 5 20 100 0-10

A.5 Unless otherwise indicated on the Drawings or directed by the Engineer, stones for loose and grouted riprap shall conform to the class B gradation. Each stone shall generally weigh between 20 and 70 kg with at least 60% weighing more than 45 kg. A.6 Stones for wire fabric enclosed riprap and for gabions shall conform to Class A gradation. A.7 Stone for loose riprap shall be quarried, fractured or otherwise predominantly angular. Stone for other riprap and gabions may be rounded (boulders) or angular.



B. Mortar Mortar for grouted riprap shall consist of 1:3 cement: sand by volume. Water added shall be the least amount which will yield a mix of suitable consistency to ensure satisfactory mortaring of riprap. Sand and cement shall conform to the relevant requirements of Section 5.01: Concrete Mixes and Testing. C. Concrete

C.1 Concrete for reinforced concrete slope protection shall be Class 210/20 as specified in Section 5.01: Concrete Mixes and Testing. C.2 Concrete for Sacked Concrete Revetments shall be Class 170/60 as specified in Section 5.01: Concrete Mixes and Testing.

D. Concrete Paving Tiles (Slabs) Precast paving tiles (slabs) used for slope protection shall be manufactured as specified in Section 6.01: Concrete Kerbs, Gutters, Sidewalks and Paved Medians. E. Joint Filler Preformed joint filler shall conform to AASHTO M 33: "Preformed Expansion Joint Filler for Concrete". Hot-poured joint fillers shall conform to AASHTO M 282: "Joint Sealants, Hot Poured, Elastomeric Types, for Portland Cement Concrete Pavements". F. Reinforcement Reinforcement for reinforced concrete slope protection and elsewhere as required shall conform to the requirements of Section 5.03: Steel Reinforcement. G. Sacks Sacks for sacked concrete revetments shall be of a minimum 200 g/m2 burlap. Sack dimensions shall be approximately 0.6 m by 0.9 m measured when empty. Clean reclaimed sacks may be used if approved by the Engineer. H. Wire Mesh for Slope Protection

H.1 Wire mesh (netting) for slope protection, shall consist of galvanized steel chain-link fabric conforming to ASTM A392: "Zinc Coated Steel Chain-Link Fence Fabric". The minimum wire diameter shall be 4.8 mm (No.6 AWG). H.2 Wire for splicing wire mesh sheets shall have a diameter matching that of the wire mesh and shall consist of galvanized steel structural wire conforming to ASTM A603: "Zinc Coated Steel Structural Wire Rope".



I. Wire Fabric Wire fabric shall conform to the requirements of ASTM A 116: "Galvanized Steel Woven Wire Fence Fabric" Class 2, minimum 4 mm diameter (No.8 AWG). Tie wires shall conform to ASTM A 641: "Galvanized Carbon Steel Wire", Class 3, soft or medium temper, minimum 4 mm diameter. J. Geotextile Membrane Geotextile Membrane shall conform to the requirements of AASHTO M 288 and shall be permeable woven or bonded non-woven polypropylene or nylon fabric. Fabric shall be heat resistant if required during the installation process. Ultraviolet resistance is required for any materials specified for an installation exposed to sunlight. The type used shall be as shown on the Drawings or instructed by the Engineer. Minimum requirements shall be as follows: Type 1 Type 2 Type 3

Min weight (gm/m2) 100 150 200

Min tensile strength (kg/cm2 in weaker direction) 100 150 200

Min bursting strength (kg) 80 100 120 K. Gabions

K.1 Gabions shall consist galvanized steel wire mesh baskets (or other approved types such as heavy duty plastic mesh if approved by the Engineer) filled with selected riprap before installation. K.2 Galvanized steel wire mesh shall conform to ASTM A 390 Class 3 or equivalent and with the requirements shown on the Drawings. The wire mesh shall be twisted to form hexagonal or rectangular openings of uniform size. The maximum nominal opening size shall be 100 mm. Mesh shall be constructed to resist pulling apart at any of the twists or connections forming the mesh when a single wire strand in a section is cut. K.3 Baskets shall be furnished in one or more sizes which can be assembled to provide the minimum dimensions, stability, and structural integrity of the installation specified. Sizes of gabion baskets will normally be 2 m long by 1 m wide by 0.5 m to 1 m high. Non-standard sizes shall be provided to suit the particular installation, as shown on the Drawings. K.4 Baskets shall be fabricated so that the sides, ends, lid, and diaphragms can be assembled on Site into rectangular baskets of the specified sizes. Gabion baskets shall be of single unit construction. K.5 The base, lid, ends and sides shall be woven into a single unit and the strength and flexibility at the connections shall be at least equal to that of the mesh.



K.6 All perimeter edges of the mesh forming the basket shall be securely clip- bound or selvedge so that the joints formed by tying the selvedges have at least the same strength as the body of the mesh. K.7 Perimeter (edge), tie, and connection wires shall conform to ASTM A 641, Class 3, Medium Temper and the minimum diameters shown on the Drawings. K.8 Riprap material for filling of gabion baskets shall consist of rocks conforming to Riprap Class A size, clean, strong, durable and highly resistant to weathering. Dimensions shall range from 250 mm to approximately 125 mm diameters. Not more that 5% of riprap material shall be smaller than 100 mm.

6.05.3 CONSTRUCTION A. Preparation of Slopes The surfaces upon which riprap and other slope protection works are to be placed shall be excavated and compacted to the required grades and lines and a footing trench, where specified, shall be excavated along the toe of the slopes, all as shown on the Drawings or as directed by the Engineer. All footing trenches and prepared areas shall be approved prior to placement of riprap or concrete. Subgrade or base shall be firm or compacted as directed by the Engineer. B. Loose Riprap

B.1 Stones shall be placed to minimize voids. Larger stones shall be placed in the footing trench and on the lower levels of the slope. B.2 Unless otherwise directed by the Engineer, loose riprap shall be placed by dumping and spreading in layers using a mechanical device or other approved methods in order to secure a stable mass. B.3 After completion and approval of the riprap placement, the surface voids of the riprap in the footing trench and on the lower portions of the slope shall be filled with excavated material and dressed to the satisfaction of the Engineer. B.4 Unless otherwise shown on the drawings, the thickness of the loose riprap layer shall not be less than the following values:

- 130mm for Class A

- 260mm for Class B

- 570mm for Class C

- 1300mm for Class D

B.5 Where shown on the Drawings, a filter layer and/or geotextile membrane shall be laid on the prepared surface to receive loose riprap. The thickness and class of filter layer shall be as shown on the drawings or as directed by the Engineer.



C. Grouted Riprap

C.1 Stones shall be placed so as to minimize voids. Larger stones shall be placed on the lower levels of the slope. C.2 Unless otherwise approved by the Engineer, all stones for grouted riprap shall be hand laid with the flat face uppermost and parallel to the intended slope, starting from the toe and progressing upwards. The stones shall be laid as a single layer to form a relatively smooth surface. C.3 The surfaces of the stones shall be cleaned of all adhering dirt and clay before placing any mortar. C.4 The spaces between the stones shall be filled with concrete mortar which shall be vibrated, spaded, and rodded into place until the voids are completely filled to a minimum depth of 50 mm from the face of the riprap. Excess material and spillage shall be cleaned from the front face of the riprap before hardening. C.5 The exposed mortar shall, immediately after completion of each section of riprap, be cured using clear curing compound in accordance with the relevant requirements of Section 5.02: Concrete Handling, Placing and Curing. Alternatively, if approved by the Engineer, the mortared riprap shall be protected from the sun and kept moist for at least 3 days after completion of mortar placement.

D. Sacked Concrete Revetment

D.1 Sacks shall be filled with concrete loosely placed to leave room for tying and sewing. 0.035 m3 of concrete shall be placed in each sack. The sacks shall be closed by sewing and tied with strong twine. Immediately after closing, the sacks shall be placed and trampled lightly to attain the correct shape for installation. D.2 After the slopes have been prepared and approved by the Engineer, the sacked concrete riprap shall be placed. The sacks shall be laid in accordance with the details shown on the Drawings. All dirt and debris shall be removed from the top of the sacks before the next course is laid. Sacks shall be placed so that the tied ends will not be adjacent to one another. Not more than 6 courses of sacks shall be placed in any tier until initial set in the first course of any such tier has taken place. D.3 Sacks filled with concrete shall be shaped to the minimum dimensions shown on the Drawings and the sacks shall be placed in the revetment with the minimum of voids.



E. Reinforced Concrete Slope Protection

E.1 Reinforced concrete slope protection shall be constructed at the locations shown on the Drawings. Placing, finishing and curing of concrete shall conform to all relevant requirements of Section 5.05: Concrete Pavement, except that only hand finishing methods shall be used. E.2 After the slopes have been properly prepared and approved by the Engineer, the Contractor shall furnish screed rails or other grade-indicating devices to control the minimum depth of concrete and uniformity of the top surface. E.3 Reinforcing steel shall be cut and fixed in accordance with the requirements of Section 5.03: Steel Reinforcement. E.4 Joints shall be laid out or referenced accurately. Construction joints shall be placed at contraction joints and at other locations within 5 metres of a free edge or other expansion joint. E.5 A uniform floated or broomed finish shall be provided to the reinforced concrete slope protection in accordance with the Drawings and to the satisfaction of the Engineer. Joint blockouts for poured joint filler shall either be formed in place or inserted in the fresh concrete. E.6 Concrete shall be cured using membrane or water curing.

F. Paving Tile Slope Protection

F.1 Embankment slopes where precast tiles are to be laid shall first be rolled. Hand ramming shall be used adjacent to structures to prevent damage. In other areas a mechanical roller shall be used. The mass of the roller shall be as set out in Table 2.6.3 in Section 2.6: Embankment Construction. F.2 Embankment slopes at bridge abutments and elsewhere as shown on the Drawings shall be trimmed to proper line and grade. A base course of Class 110/25 concrete as specified in Section 5.01: Concrete Mixes and Testing shall be placed over the full area of surface to be paved, to a minimum depth of 50 mm. Precast tiles shall then be laid to the lines and levels shown on the Drawings, on a bedding of 20 mm thick, 1:3 cement: sand mortar and joints shall be properly aligned and finished, all as specified in Section 6.01: Concrete Kerbs, Gutters, Sidewalks and Paved Medians.

G. Wire Mesh Slope Protection Wire mesh slope protection shall be installed in accordance with the typical details and at the locations shown on the Drawings.



H. Wire Fabric Enclosed Riprap Riprap enclosed with wire fabric shall be constructed in accordance with the typical details and at the locations shown on the Drawings. Riprap shall be placed and finished as specified for loose stone riprap. I. Geotextile Membrane

I.1 Geotextile membrane (construction fabric) shall be installed in accordance with the details shown on the Drawings. Type 3 Geotextile Membrane shall be used adjacent to Class C or Class D Riprap, or adjacent to reinforced concrete slope Protection. I.2 Fabric shall only be placed on surfaces approved by the Engineer. Fabric shall be placed loosely after riprap placement to prevent punctures and overlapped at joints by at least 1 m in width. Fabric shall be held in place using pins or other devices. I.3 If dumping of riprap material on the geotextile membrane causes damage to the fabric, the Contractor shall amend placement procedures to preclude further damage and shall replace any damaged fabric at his own expense.

J. Gabions

J.1 Each gabion basket shall be assembled by binding together all vertical edges with wire ties at 150 mm spacings or by use of a continuous piece of connecting wire stitched around the vertical edges with a coil every 100 mm. J.2 Empty gabion units shall be installed to line and grade as shown on the Drawings. Wire ties or connecting wire shall be used to join the units together as described for assembling. Internal tie wires shall be uniformly spaced and securely fastened in each cell of the structure. A standard fence stretcher, chain fall or iron rod shall be used to stretch the wire baskets and hold the alignment. J.3 Gabions shall be filled with stone to the correct alignment, avoiding bulges and minimising voids. Alternate placing of rock and connection wires shall be carried out until the gabion is filled. After filling the lid shall be bent over until it meets the sides and edges and shall be secured to the sides, ends and diaphragms with wire ties or connecting wire as described for assembling.

6.05.4 MEASUREMENT A. Loose Riprap, Grouted Riprap, Wire Fabric Enclosed Riprap, Filter Material and Reinforced Concrete Slope Protection shall be measured by the square metre furnished, installed, completed and accepted. The stated (minimum) thickness and other dimensions shall be as shown on the Drawings. B. Sacked Concrete Revetment shall be measured by the cubic metre furnished, installed, completed and accepted. The dimensions shall be as shown on the Drawings.



C. Gabions shall be measured by the cubic metre furnished, installed, completed and accepted. The dimensions shall be those as shown on the Drawings. D. Paving Tile Slope Protection shall be measured by the cubic metre furnished, laid including all necessary base course and bedding, completed and accepted. E. Wire Mesh Slope Protection and Geotextile Membrane shall be measured by the square metre furnished, installed, completed and accepted. F. Excavation, backfilling, slope surface preparation, reinforcement and joints of concrete, wire fabric for enclosing riprap and other ancillary items shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which shall be deemed to be included in the Contract prices for Pay Items. PAY ITEMS UNIT OF MEASUREMENT (6.05.1) Loose Riprap (x) mm nominal thickness Square Metre (m2) (6.05.2) Grouted Riprap (x) mm nominal thickness Square Metre (m2) (6.05.3) Wire Fabric Enclosed Riprap (x) mm

nominal thickness Square Metre (m2) (6.05.4) Sacked Concrete Revetment Cubic Metre (m3) (6.05.5) Reinforced Concrete Slope Protection Square Metre (m2) (x) mm nominal thickness (6.05.6) Gabions (Each type) Cubic Metre (m3) (6.05.7) Paving Tile Slope Protection Square Metre (m2) (Each type and thickness) (6.05.8) Wire Mesh Slope Protection (Each type) Square Metre (m2) (6.05.9) Geotextile Membrane (Each type) Square Metre (m2) (6.05.10) Filter Material (Class) in layers (x) mm thick Square Metre (m2) (state location)


(Consultant) PAINTING OF STRUCTURES 6.06 - Page 29 of 131

SECTION 6.06 PAINTING OF STRUCTURES 6.06.1 SCOPE The work covered in this section consists of furnishing and preparing paints of various types, painting methods and procedures for their application to various types of structures. 6.06.2 MATERIALS A. General

A.1 Unless otherwise shown on the Drawings, paints furnished shall be composed of materials conforming to the relevant requirements herein. The term "paint" shall be deemed to include enamels, paints, coatings and primers. A.2 Finish paint for factory-primed items shall be of a type compatible with the primer. Primers for unprimed items shall be as recommended by the manufacturer for use with the finish paint.

B. Paint Condition

B.1 Paints shall be factory-mixed or in paste form. The mixing of a dry pigment by the Contractor shall not be permitted, unless approved by the Engineer. B.2 Mixed paints shall be easily mixed with a paddle to a smooth and homogeneous condition. Mixed paints or pastes which have hardened, thickened or otherwise deteriorated during storage or shipment shall not be accepted.

C. Pigments Pigment shall be deemed to be the portion of the paint that is not soluble in the vehicle. All pigments shall be finely ground to a smooth uniform consistency. D. Thinners Thinners which are specified for a particular type of paint shall mix readily with the paint. E. Tinting When paint is tinted, the tinting material shall be thoroughly mixed into the paint to form an even, uniform shade. F. Covering Qualities

F.1 All mixed paint shall have satisfactory protective and covering qualities. Mixed paint shall not run, streak, break or sag when brushed on a clean 150 mm by 250 mm vertical glass panel.



F.2 The paint shall dry to a smooth, uniform finish, free from roughness, grit, unevenness and other surface imperfections.

G. Containers Paint containers shall be sufficiently strong and durable to withstand shipment and normal handling procedures without damage. Paint containers shall be equipped with airtight lids. H. Delivery All paint shall be delivered to the Site in the original manufacturer's metal containers with labels indicating type, colour, quantity, gross and tare and paint ingredient proportions. I. Pigments and Pastes When specified in mixed paints, pigments and pastes shall conform to the following ASTM specifications: Pigment/Paste Specification

Zinc Oxide ASTM D 79

White Lead, Basic Carbonate ASTM D 81

White Lead, Basic Sulphate ASTM D 82

Red Lead, 97% Grade ASTM D 83

Iron Oxide, Class II Type A ASTM D 84

Lampblack ASTM D 209

Chrome Oxide Green ASTM D 263

Titanium Dioxide, Type I ASTM D 476

Carbon Black ASTM D 561

Magnesium Silicate Pigment ASTM D 605

Aluminium Pigments, Type II Class B (2% max coarse particles) ASTM D 962

Copper Phthalocyanine Blue ASTM D 963

Basic Lead Silica-Chromate ASTM D 1648

Copper Phthalocyanine Green ASTM D 3021



Siliceous Red Iron Oxide Specification:

Total iron oxide, (calculated as Fe2O3) 85% min

Coarse particles, on 0.045 mm (No 325) sieve 1.0% max

Calcium oxide 0.5% max

Moisture and other volatile material 2% max

Water soluble matter 1.5% max

Oil absorption 16% min

Siliceous matter balance

Organic colours none J. Paint Oils, Thinners and Driers When specified in mixed paints or vehicles, the following paint liquids shall conform to the following specifications: Oils/Thinners/Driers Specification

Turpentine, Steam Distilled ASTM D 13

Pine Oil, Type 1 FSS LLL-P-400

Raw Linseed Oil ASTM D 234

Mineral Spirits ASTM D 235

Mineral Spirits, Grade 1 and Grade 2 FSS TT-T-291

Boiled Linseed Oil, Type 1 ASTM D 260

Driers, Liquid Paint, Class B ASTM D 600

Alkyd Resin Solutions, Type I, II and III FSS TT-R-266 K. Paint No. 1: Red Lead Paint

K.1 Rapid-dry red lead paint shall consist only of lead pigment, iron oxide pigment, magnesium silicate pigment, raw linseed oil, linseed oil, modified alkyd resin, thinners and driers. The paint shall contain not more than 0.4% aluminium stearate to produce loose suspension of the pigment during storage. K.2 Rapid-dry red lead paint shall conform to the following composition:

Constituent % by weight

Pigment 66% min

Vehicle 34% max

Non-volatile material in vehicle 56% min

Phthalic anhydride based on vehicle solids 15% min

Water 0.5% max



K.3 The extracted pigment shall conform to the following composition:


True red lead 62.5% min

Ferric oxide 12.5% min

Siliceous matter and other oxides of lead remainder K.4 Red lead paint shall weigh not less than 2 kg/litre. K.5 Coarse particles and skins retained on 0.045 mm (No. 325) sieve shall not exceed 1 % by weight based on pigment. K.6 The paint consistency shall be not be less than 73 or more than 86 Krebs Units (K.U.). K.7 The paint shall be thoroughly ground and mixed and shall not be settled, caked or thickened to such a degree that it cannot be easily dispersed with a paddle to a uniform and homogeneous state. K.8 Skinning shall be entirely absent from a sample that has been stored 48 hours in a dark place in a three quarters full tightly closed container. K.9 The paint shall remain stable and uniform after reduction with mineral spirits in the proportions by volume of 8 parts of paint to one part of mineral spirits. K.10 The paint, after thorough mixing, shall have satisfactory brushing and levelling properties and show no running or sagging tendencies when brushed on a vertical steel surface. K.11 The paint, when thinned as specified, shall spray satisfactorily, show no tendencies to orange-peel, sag, creep or run, and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TT-T-281 Grade 1, and shall be tested and approved prior to use. K.12 The paint shall set to touch in not more than 4 hours and dry-through in not more than 16 hours when applied as in FSS Test Method, Standard Number 141, Method 4061. K.13 When used for the shop (prime) and second coat, sufficient black synthetic or magnetite iron oxides shall be added to the second coat as a tinting agent for identification of the coated surfaces.



L. Paint No. 2: Basic Lead Silica-Chromate Primer

L.1 This primer shall be used as a structural metal, shop or spot primer and consists of lead silica-chromate and red iron oxide 85%, linseed-soya oil modified alkyd resin, raw linseed oil, thinners and driers. The primer shall contain not more than 0.7% pigment suspended agent. The alkyd resin shall conform to FSS TT-R-266, Type III. L.2 The primer shall conform to the following: Constituent % by weight

Pigment 57% min



Water 0.5% max

L.3 The extracted pigment shall conform to the following: Constituent % by weight

Basic Lead Silica-Chromate 93.2% min

Ferric oxide 4.8% to 5.8% L.4 The primer shall weigh not less than 1.6 kg/litre. L.5 Coarse particles and skin retained on a 0.045 mm (No. 325) sieve shall not exceed 1 % by weight based on pigment.

L.6 Consistency shall be not less than 70 or more than 83 Krebs Units (K.U.). L.7 The flash point shall be not less than 30oC when tested in accordance with Federal Test Method, Standard Number 141, Method 4293, using a Pensky-Martens Closed Cup Tester.

L.8 The primer shall be thoroughly ground and mixed. It shall not be settled, caked or thickened to such a degree that it cannot be dispersed easily with a paddle to a uniform and homogeneous state. L.9 Skinning shall be entirely absent from a sample that has been stored 48 hours in a dark place in a three quarters full, tightly closed container. L.10 The primer shall remain stable and uniform after reduction with mineral spirits in the proportions by volume of 8 parts of paint to one part of mineral spirits. L.11 After a flow-out panel of the paint on a 100 mm by 300 mm near vertical clean glass plate has dried at room temperature, it shall show no signs of streaking or separation.



L.12 The primer, after thorough mixing, shall have satisfactory brushing and levelling properties and show no running or sagging tendencies when brushed on a vertical steel surface in accordance with the manufacturer's specification. L.13 The primer, when thinned as specified, shall spray satisfactorily, show no tendency to peel, sag, creep, or run, and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TT-T-291, Grade 1 and shall be tested and approved by the Engineer prior to use. L.14 The primer shall dry to a smooth uniform surface, free from roughness, grit, unevenness and other surface imperfections. The paint shall set to touch in no more than 4 hours and shall dry-through in no more than 16 hours when applied as in FSS Test Method, Standard Number 141, Method 4061.

M. Paint No. 3: Zinc Dust-Zinc Oxide Primer

M.1 Zinc dust-zinc oxide-phthalic alkyd resin primer, Type II, conforming with FSS TT-P 641d Type II, shall be a ready-to-mix paint for use on galvanized metal surfaces, with the zinc oxide mill-ground into the vehicle in one container, and the dry zinc dust in a separate container. The zinc dust shall show an analysis of not less than 94% metallic zinc by weight. The zinc oxide vehicle shall consist of zinc oxide and a vehicle containing a long oil, linseed-modified alkyd resin of the air drying type, petroleum or turpentine thinners, driers and anti-skinning agents. M.2 Zinc Oxide Vehicle Composition: Zinc oxide vehicle shall conform to the following:


Zinc oxide in the extracted and ignited pigment 98% min

Non-volatile material in the vehicle 43% min


Resin or resin derivatives none

M.3 The zinc oxide vehicle shall be thoroughly ground and mixed. It shall not be settled, caked, or thickened to such a degree that it cannot be dispersed easily with a paddle to a uniform and homogeneous state. It shall be readily incorporated with the zinc dust to form a smooth uniform paint of a good brushing consistency.



M.4 Zinc dust-zinc oxide mixed primer shall conform to the following when mixed in the proportions as submitted in the original containers:

Primer % by weight

Pigment 62% to 65%

Vehicle 35% to 38%

Water 0.3% max

Pigment % by weight

Metallic zinc 74% min

Zinc oxide 18% min

Metallic zinc plus zinc oxide 97% min

Sulphide, sulphur none M.5 The mixed primer shall weigh not less than 1.8 kg/litre.

M.6 Primer coarse particles and skins retained on a 0.045 mm (No. 325) sieve shall not exceed 4% by weight based on pigment. M.7 The primer consistency shall be no less than 67 or more than 86 Krebs Units (K.U.). M.8 The mixed primer shall remain stable and uniform after reduction with mineral spirits in the proportions by volume of 8 parts of paint to one part of mineral spirits. After standing for 24 hours, there shall be no curdling or precipitation on the vehicle.

M.9 After air-drying for 18 hours, baking for 24 hours at 105oC, and cooling to 23oC, a film of the mixed primer applied to a flat tin panel with a 0.05 mm Bird Film Applicator shall show no cracking after bending double over a 3 mm mandrel. This test shall be conducted according to FSS Test Method Number 141, Method 2012.

M.10 Primer Adhesion: After air-drying for 18 hours, baking for 3 hours at 121 degrees C, a film of the mixed primer brushed on a clean new galvanized iron panel, 7.5 cm by 15 cm, shall cut loose in the form of a ribbon without flaking or otherwise loosening from the panel when tested with a knife blade. M.11 The mixed primer, after thorough mixing, shall have satisfactory brushing and levelling properties and show no running or sagging tendencies when brushed on a 300 mm by 600 mm vertical surface of smooth, clean, untreated galvanized iron. M.12 The mixed primer when thinned with not more than 1 part by volume of mineral spirits to 8 parts by volume of paint shall spray satisfactorily, show no tendency to peel, sag, creep or run, and shall show satisfactory spraying properties in all other respects.



M.13 The mixed primer shall set to touch in not less than 30 minutes or more than 4 hours and dry-hard in not more than 18 hours when applied as in FSS Test Method, Standard Number 141, Method 4061.

N. Paint No. 4: Aluminium Paint

N.1 Aluminium paint shall be composed of aluminium paste and aluminium vehicle and shall conform to AASHTO M 69, Type 1. The paste and vehicle shall be delivered to the project unmixed and in separate containers. N.2 The mixed paint shall be prepared for use on the project by combining the aluminium paste and aluminium vehicle in the proportions of 0.24 kg paste/litre of vehicle. N.3 The paste and vehicle shall be thoroughly mixed before use. The quantity of paint mixed shall not be greater than that to be used within 24 hours after mixing.

O. Paint No. 5: Tinted Aluminium Paint

O.1 Tinted aluminium paint shall consist of a mixture containing aluminium paint that conforms with the requirements of Paint No.4 and Prussian blue paste or chrome green paste, conforming to ASTM D 212 or D 261. O.2 Proportions: The paint shall be prepared by mixing one litre of aluminium paint with between 30g and 45g of either Prussian blue paste or chrome green paste in oil or varnish.

P. Paint No. 6: Basic Lead Silica-Chromate Maroon Undercoat

P.1 Maroon undercoat paint shall be used as a field undercoat applied to a previously primed surface and shall result in complete coverage when applied at normal spreading rates. It shall have good contrast with the primer coat and shall consist of basic lead silica-chromate, siliceous red iron oxide, raw linseed oil, linseed-soya oil modified alkyd resin, thinners, driers, and from 0.5% to 0.7% suspending agent, based on the pigment, to ensure soft settlement of the pigment during storage. The alkyd resin shall conform to FSS TT-R-266, Type III, and the thinner to FSS TT-T-291, Grade 2.



P.2 The paint shall conform to the following:

Paint % by Weight

Pigment 59.5% min

Vehicle 40.5% max

Non-volatile material in vehicle 52% min.

Phthalic anhydride based on vehicle solids 14.9% min

Water 0.5% max

Pigment % by Weight Basic lead silica-chromate 66.5% min

Siliceous red iron oxide 33% max P.3 The paint shall weigh not less than 1.67 kg/litre. P.4 Coarse particles and skins retained on a 0.045 mm (No. 325) sieve shall not exceed 1% by weight based on pigment. P.5 The consistency shall be no less than 70 or more than 82 Krebs Units (K.U.). P.6 The paint shall be thoroughly ground and mixed. It shall not be settled, caked, or thickened to such a degree that it cannot be dispersed easily with a paddle to a uniform and homogeneous state. P.7 Skinning shall be entirely absent from a sample that has been stored for 48 hours in a dark place in a three quarters full tightly closed container.

P.8 Dilution Stability: The paint shall remain stable and uniform after reduction with mineral spirits in the proportions by volume of 8 parts of paint to one part of mineral spirits. P.9 The paint, after thorough mixing, shall have satisfactory brushing and levelling properties and show no running or sagging tendencies when brushed on a vertical steel surface. P.10 The paint when thinned as specified shall spray satisfactorily, show no tendency to peel, sag, creep or run and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TT-T-291 Grade 1, and shall be tested and approved prior to use. P.11 The paint shall set to touch in no more than 4 hours and dry-throughout in not more than 24 hours.



Q. Paint No. 7: Basic Lead Silica-Chromate Dark Finishing Coat

Q.1 Dark green finishing paint, used as a final coat over a properly primed and field-coated surface, shall consist only of basic lead silica-chromate, chromium oxide green, phthalocyanine green and/or phthalocyanine blue, lampblack, soya oil modified alkyd resin, raw linseed oil, thinners, driers and from 0.6% to 0.7% suspended agent, based on the pigment, to ensure soft settlement of the pigment during storage. The alkyd resin solution shall conform to FSS TT-R-266, Type 1, and the thinner shall conform to FSS TT-T-291, Grade 2. Q.2 Composition: The paint shall conform to the following:

Paint % by Weight

Pigment 41% min

Vehicle 59% max


Phthalic anhydride based on vehicle solids 20.5% max

Water 0.5% max Pigment % by weight

Basic lead silica-chromate 86% min

Chromium oxide green 9% min. Q.3 The paint shall weigh not less than 1.33 kg/litre Q.4 Coarse particles and skins retained on a 0.045 mm (No. 325) sieve shall not exceed 1% by weight based on pigment. Q.5 Consistency shall be no less than 72 or more than 80 Krebs Units (K.U.).

Q.6 The paint colour shall be as detailed on the Drawings or specified by the Engineer. The Contractor shall submit for approval by the Engineer colour chips of the paint proposed for use in the Works.

Q.7 The paint shall be thoroughly ground and mixed. It shall not be settled, caked or thickened to such a degree that it cannot be dispersed easily with a paddle to a uniform and homogeneous state. Q.8 Skinning shall be entirely absent from a sample that has been stored 48 hours in a dark place in a three quarters-full airtight container. Q.9 The paint shall remain stable and uniform after reduction with mineral spirits in the proportions by volume of 8 parts of paint to one part of mineral spirits. Q.10 The paint, after thorough mixing, shall have satisfactory brushing and levelling properties and show no running or sagging tendencies when brushed on a vertical steel surface.



Q.11 The paint, when thinned, shall spray satisfactorily, show no tendency to orange-peel, sag, creep or run and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TT-T-291 Grade 1, and shall be tested and approved prior to use. Q.12 The paint shall set to touch in not less than 20 minutes or not more than 4 hours and dry throughout in not more than 24 hours.

R. Paint No. 8: Zinc Dust Paint

R.1 Zinc-dust paint shall be a ready-mixed, high zinc dust content paint suitable for repairing damaged spelter coatings on galvanized steel. R.2 The paint shall conform to all the relevant requirements of U.S. Military Specification MIL-P-21035 (Ships), Paint, High Zinc Dust Content, Galvanizing Repair with the following additions and exceptions:

- The paint shall be supplied ready-mixed. Material supplied in two-compartment cans to be mixed on the job shall not be accepted.

- Pigment content expressed as a weight percentage of total non-volatile content shall be a minimum of 92%.

- Percentage of metallic zinc by analysis in the pigment may be a minimum of 94%. S. Paint No. 9: Gloss Enamel

S.1 Gloss enamel paint shall be a high grade synthetic type high gloss enamel for use on exterior and interior metal. It shall be highly weather-resistant and characterized by easy brushing, good colour and gloss retention, good drying and flexibility and with freedom from after-tack. S.2 The paint shall conform to Federal Specification TT-E-489, Class A, Air Drying. It shall be thinned with thinner conforming to Federal Specification TT-T-291E, Type II, Grade A (Mineral Spirits).

T. Protective Coating to Concrete The coating shall be acrylic based designed for the protection of concrete structures against carbonation and chloride ingress. It shall have sufficient elasticity to bridge concrete cracks and U.V. resistance to maintain its appearance. Performance properties shall be to the Engineer's approval.

6.06.3 SAMPLING AND TESTING A. All paint materials shall be accompanied by the manufacturer's Certificate of Guarantee stating the quantity of paint in the shipment and shall identify the paint by order number, project location, and destination. Materials not accompanied by a Certificate of Guarantee shall be sampled on Site and samples tested in an independent laboratory approved by the Engineer.



B. The Engineer shall resample and retest any previously approved materials used during progress of the Works. Any such paint found not to conform to the specifications shall be rejected. C. Materials and paints shall be analyzed or tested by the methods specified in ASTM, AASHTO, or FSS Test Method Standard No. 141. D. No paint or paint materials shall be used which have not been approved by the Engineer. All batches of paint and paint materials shall be accompanied by the manufacturer's guarantee. 6.06.4 APPLICATION A. Protection Measures Prior to the commencement of painting, the Contractor shall provide adequate protection for pedestrians, vehicles and other traffic upon, under, or in the vicinity of the structures to be painted, and for all parts of the structures and other nearby construction works against disfigurement or staining by spatters, splashes or spillage of paint or paint materials. B. Application Procedures

B.1 Painting shall be carried out in a neat and workmanlike manner. The painting of metal and metal structures shall include prior cleaning and preparation of the metal surfaces and the application, protection and drying of all specified paint coatings. The coatings of paint shall be smooth and uniform so that no excess paint will collect at any point. B.2 Paint shall be applied only when the air temperature is at or above 5oC. It shall not be applied upon damp surfaces or upon metal containing frost, nor when the air is misty or otherwise unsatisfactory for painting to proceed, in the judgment of the Engineer. B.3 Material painted under cover in damp or cold weather shall remain under cover until dry or until weather conditions permit its exposure in the open. Painting in open yards or upon erected structures shall not be undertaken when the metal has become sufficiently hot to cause the paint to blister and produce a porous paint film. B.4 When placing a new paint layer over an existing one, it shall not cause the old layer to react with any substance in the new paint. The Contractor shall test the reactivity by preparing and painting a 1m2 test section at least 48 hours in advance of the rest of the painting works. B.5 When brushes are used, painting shall produce a uniform even coating in close contact with the metal or with the previously applied paint.



B.6 To secure a maximum thickness of paint film upon rivet heads, the edges of plates, angles, or other rolled shapes, these areas shall be "striped" in advance of the general painting, and shortly afterwards shall be given a second or "wash" coat when the general coat is applied. The paint shall be well worked into all joints and open spaces. B.7 Power spraying equipment shall apply the paint in a fine, even spray, without the addition of thinner. Paint, when applied with spray equipment shall be followed immediately by brushing, when necessary, to secure a uniform coverage and to eliminate wrinkling, blistering and air holes. B.8 On all surfaces which are inaccessible for paintbrushes, the paint shall be applied with sheepskin daubers specially made for the purpose.

B.9 All metal coated with paint which in the opinion of the Engineer is not acceptable shall be thoroughly cleaned and repainted at the Contractor's expense. If the paint requires thinning in cool weather in order to spread more freely, this shall be achieved only by heating in hot water or on steam radiators. Liquid shall not be added to nor removed from the paint.

C. Steelwork Painting Requirements

C.1 Unless otherwise shown on the Drawings, all new structural steel shall be given 3 coats of paint. The reference number of the paints to be used for the shop and field coats shall be as shown on the Drawings. C.2 The first coat shall be applied immediately after shop fabrication is complete. Immediately following the field riveting or bolting of members, the heads of field rivets, bolts, and all abrasions of the shop coat due to handling at the shop, shipment, erection and all field erection marks shall be painted with one coat of primer as specified for the shop coat and permitted to become completely dry before field painting. C.3 After steel erection is complete and the touching up is thoroughly dry, it shall be given a second and a third coat of paint. C.4 All impure or unauthorized paint shall be completely removed, together with any underlying coatings from the steel surfaces concerned and the surfaces repainted at the Contractor's expense. C.5 Prime coats shall be at least 0.04 mm dry thickness and each intermediate and finishing coat shall be at least 0.03 mm dry thickness. Film thickness shall not be so great that either the appearance or service life of the paint may, in the opinion of the Engineer, be detrimentally affected.



D. Shop Painting

D.1 Surfaces shall be thoroughly cleaned of rust, loose mill scale, dirt, oil, grease and all other foreign substances. Unless cleaning by sandblasting, all weld areas shall be chemically neutralized in accordance with the Engineer’s instruction or approval, after which they shall be thoroughly rinsed with water. All cleaning shall conform to the relevant requirements of AASHTO Standard Specifications for Highway Bridges.

D.2 After shop fabrication and after inspection by the Engineer, all surfaces not painted before fabrication shall be given an approved shop coat of paint. Steel members shall not be loaded for shipment until thoroughly dry. No painting shall be carried out after loading.

D.3 Structural steel to be welded shall not be painted before welding is complete. If the steel welded in the fabricating shop and subsequently erected by bolting, it shall receive one coat of paint after shop welding is finished. Steel which is to be field-welded shall be given one coat of boiled linseed oil or other protective coating approved by the Engineer, after shop welding and shop fabrication have been completed. D.4 Surfaces of metal to be in contact with each other when erected shall not be painted. Surfaces of field connection truss gusset plates and areas of girders and plates where floor beam or stringer connections are in contact shall not be painted. D.5 With the exception of pins and pinholes in bearings and unless otherwise shown on the Drawings, all surfaces, whether machine-finished or otherwise, shall be given the regular coat of shop paint and those parts inaccessible after erection shall be given two coats of field paint. Pins and pinholes shall be coated as soon as practicable after being accepted, with a hot mixture of white lead and tallow before removal from the shop. D.6 The composition of paint used for coating of machine finished surfaces shall be 1.8 kg of pure tallow, 0.9 kg of pure white lead and 0.95 litres of pure linseed oil. D.7 Erection marks for field identification of members shall be painted upon previously painted surfaces.

E. Field Painting

E.1 When erection has been completed including all riveting, bolting, welding and straightening of bent metal, all adhering rust, scale, dirt, grease and other foreign matter shall be removed as specified for shop cleaning. E.2 After completion of field cleaning, the heads of field rivets and bolts, welded surfaces, any surface where the shop coat paint is missing or is defective and all shipping and erection marks shall be covered with one coat of the same type of paint as used in the shop and left to become completely dry before the first field coat is applied.



E.3 When the paint for touching-up has completely dried, the first and second field coats shall be applied. A succeeding coat shall not be applied until the previous coat has dried throughout the full thickness of the paint film. E.4 All small cracks and cavities which have not been sealed watertight by the first coat shall be filled with a paste mixture of red lead and linseed oil before the second coat is applied. E.5 If traffic in the vicinity of painting operations causes a dust problem, the Contractor shall, at his own expense, remove the dust and take any other precautions necessary to prevent dust and dirt from coming into contact with freshly painted surfaces or with surfaces before the paint is applied.

E.6 The Contractor shall ensure that pedestrian, vehicular and other traffic upon or underneath the structure and all portions of the superstructure and substructure are protected against damage or disfigurement by spatters or splashes of paint or paint materials.

F. Field Painting of Bridge Railing, Hand Rails and Guardrails

F.1 Bridge railings, handrails, guardrails and support posts shall be painted as follows:

- Galvanized steel shall not be painted. Other steelwork shall be painted as specified herein, and the reference number of the paint and the number of coats of shop paint and field paint shall be as shown in the Drawings.

- The portion of support posts made of aluminium to be set in concrete shall first be painted with one coat of the Paint No. 3 to a level 20mm above the concrete line. Other aluminium sections shall not be painted. Lacquer thinner shall be used to remove stains from handrails after erection.

F.2 Galvanizing, where required, shall be undertaken in conformity with ASTM A123, except that the thickness of zinc coating shall average not less than 0.17mm and shall always exceed 0.15mm.

G. Repainting Existing Structures

G.1 Repainting shall include the removal of the rust, scale, existing paint, dirt, grease and other foreign matter from the metal parts or portions of existing structure and the application of paint thereto. G.2 Unless otherwise provided, the steelwork, after being cleaned to the satisfaction of the Engineer, shall be primed and given at least two coats of paint as specified on the drawings or approved by the Engineer.



G.3 Metal surfaces not in close contact with other metal surfaces or truss members, concrete, stone masonry or other structure materials, shall be considered as exposed to deterioration by rusting and shall be thoroughly cleaned and primed and given the number of coats of designated paint or paints as shown on the Drawings. G.4 The requirements and procedures for maintenance cleaning and painting shall be as specified for shop and field painting.

H. Painting Steel Piling and Steel Pile Shells

H.1 Unless otherwise shown on the Drawings, steel bearing piles, steel sheet piles and steel pile shells shall not be painted if they are to be encased in concrete or other solid waterproof material from 0.6 metres below the water line or ground line to the tops of the piles. H.2 Uncased steel bearing piles and steel pile shells shall be painted in accordance with the requirements specified for steelwork. Two field coats of paint, as specified for structural steel, shall be applied to each steel bearing pile or steel pile shell which extends above the low water line or finished ground line after driving.

I. Painting Steel Pile Enclosures and Tubular Steel Piers The exterior surfaces of steel pile enclosures and tubular steel piers shall be painted in accordance with the specified requirements for metal surfaces considered as exposed to deterioration by rusting and for which painting requirements are shown on the Drawings. J. Application of Anti-Carbonation Coatings The application of the anti-carbonation coating to concrete surfaces shall be carried out with strict compliance to the manufacturer’s instructions and to the Engineer's approval. The application of the coating shall not undermine the required finish quality of the concrete surface. 6.06.5 MEASUREMENT A. The work prescribed in this Section shall not be measured for direct payment, but shall be considered as subsidiary works, the costs of which shall be deemed to be included in the Contract prices for Pay Items.


(Consultant) MAINTENANCE OF TRAFFIC AND DETOURS 6.07 - Page 45 of 131

SECTION 6.07 MAINTENANCE OF TRAFFIC AND DETOURS 6.07.1 SCOPE A. The work covered in this section includes the supply of all materials, construction of detour roads, bridges and culverts where necessary and installing, operating and maintaining all required temporary lighting, signing, signals, pavement marking, barriers and other safety measures for the maintenance of vehicular and pedestrian traffic through and around the Works during the Contract Period. These works also include the removal of all unwanted temporary detour items and facilities at the end of the Contract and other related work as shown on the Drawings or directed by the Engineer. B. This section shall be read in conjunction with the relevant sections of the Safety, Health and Environmental Works contained in Volume 1. 6.07.2 MAINTENANCE AND PROTECTION OF TRAFFIC A. General Procedures

A.1 The Contractor shall ensure the free movement of vehicular and pedestrian traffic and shall maintain all highways including temporary detours and accesses in a clear and safe condition free from obstructions. Adequate access to the site shall be maintained at all times to ensure that traffic on existing roads is not impeded unnecessarily by traffic turning into the Site. A.2 In order to facilitate movement of traffic through or around construction and when and wherever required by the Engineer, the Contractor shall furnish, erect and maintain signs, traffic barricades and other facilities necessary for safe and efficient direction and handling of traffic at specified locations in or around the site to the satisfaction and approval of the Engineer. A.3 The Contractor shall, if detailed on the Drawings or instructed by the Engineer, provide flashing signal lights by night and provide sturdy barricades for the protection of workmen engaged on traffic control. A.4 Where required by the Contract Documents or the Engineer, the Contractor shall provide, erect, operate and maintain temporary traffic signals of the 3-colour type. Signals shall be capable of both automatic and manual operation as required. The timing device of any automatic traffic signal shall be accurate to within plus or minus two seconds. A.5 Manually operated "stop-go" signs shall only be used if approved by the Engineer.



A.6 Traffic signals, when used, shall be sited on the nearside of the travelled way in positions which shall be clearly visible to on-coming drivers for a distance consistent with safe stopping. Appropriate advance warning signs shall be provided and maintained in a clean condition. A.7 The Contractor shall, whenever necessary, provide flagmen at specified locations with the sole task of directing traffic through or around the site and shall provide and erect within or near the site any warning or directional signs the Engineer may require. A.8 All barriers, traffic signs, signals and other such devices shall be erected, maintained and removed when necessary, as directed by the Engineer.

B. One-Way Traffic Operation

B.1 Whenever it becomes necessary to operate one-way traffic along any stretch of road in or around the site, the Contractor shall, for the purpose of maintaining traffic, provide a detour with a traffic lane of not less than 3.5 m wide and shall keep it open to traffic. If construction work is proceeding at more than one location, the Contractor shall carry out his work so as to cause minimum obstruction and delay to traffic and shall be responsible for control of traffic using such detour lanes. B.2 At locations where traffic is handled along single lane sections and whenever required by the Engineer, movement of the Contractor's equipment from one part of the site to another shall be in accordance with the traffic regulations and by agreement with the concerned Authorities. Material spilt as a result of hauling operations along or across the highway shall be removed forthwith by the Contractor, failing which the Engineer shall arrange for its removal by others, at the Contractor's expense.

C. Half Width Construction of Highway

C.1 Where, in the opinion of the Engineer, construction of a detour is inappropriate, new construction shall be limited to half the highway width at a time. C.2 Details of half width stretches and the timing of construction of each shall be included in the Contractor's Programme for execution of the Works. C.3 Half width construction shall be kept to the minimum length possible.

6.07.3 DETOUR CONSTRUCTION AND MAINTENENCE A. The Contractor shall submit to the Engineer for approval, details of the layout, pavement construction, drainage, lighting, signing and marking of any detours, which he proposes. He shall give the Engineer at least 7 day’s notice of such proposals.



B. The standard of construction of each temporary detour shall be adequate in all respects for the class of traffic that will use it. Any utilities located below the detour shall be properly protected. The width of any detour shall be not less than that of the existing highway (including sidewalks), which it replaces unless otherwise provided for. The minimum width shall be 10.5 metres. C. Detours shall be properly drained at all times. D. The standard of lighting levels and uniformity for each detour shall be at least equivalent to that existing on the highway. In addition to lighting of detours, the Contractor shall provide and maintain illumination of all temporary traffic signs during the hours of darkness. E. All detours shall be signed, marked and furnished with traffic signals conforming to the requirements of the CDR Safety, Health and Environmental Regulations and LIBNOR "Signalisation et Equipments de la Route", and as shown on the Drawings. The Contractor shall also refer to the guidelines and best practices found in the ARROWS road safety study. F. Due to the high accident risk for drivers and construction work zone workers, signs with at least one class higher of retro-reflective sheeting than the equivalent permanent signs shall be used in advance of and within the construction work zone. Signs shall be mounted on backing boards with fluorescent colours and located on both sides of the road. G Any obstruction associated with detours, including ramps, variations of lane widths, siting of warning signs, etc., shall be marked by the use of cones, flashing beacons and warning lamps, appropriate to the location concerned. H. Detours shall be constructed in advance of the affected works. I. The Contractor shall monitor and maintain detours, providing 24 hour cover to ensure that all signs, lighting and barriers are in place and functioning and that the road surfaces and rights of way are maintained at all times. He shall liaise with the emergency services in order to provide emergency call out facilities to effect repairs in the event of accidents. J. Before any detour is opened to traffic, the Contractor shall obtain approval from the Engineer. The diversion of traffic on the day on which the detour is initially put into operation shall be carried out with the assistance and coordination of the Police Authorities. 6.07.4 REMOVAL OF DETOURS A. General

A.1 The Contractor shall ensure the free movement of vehicular traffic prior to the removal of any temporary detour road.



A.2 Removal of temporary detours shall be carried out at times determined by the Engineer during construction and at the end of the Contract.

B. Detours Outside of the Right of Way

B.1 Unwanted pavement furnished for temporary detours outside the right of way shall be removed. Unsurfaced areas shall be backfilled and graded to levels to match the surrounding lands. B.2 Grassed areas disturbed by the works shall be restored to their former condition after removing the temporary detours. B.3 All facilities furnished for temporary detours, including barricades, barriers, traffic signs, flashing signal lights and unwanted lighting devices, shall be removed at the end of the Contract as directed by the Engineer.

C. Detours Inside the Right of Way The Contractor shall remove all unwanted temporary detour items and facilities furnished inside the right of way at times approved by the Engineer and in line with the approved phased construction scheme. 6.07.5 MEASUREMENT Works required for the construction of detours shown on the Drawings or ordered by the Engineer shall be measured and paid for in accordance with the applicable sections of the Specification and the pay items set for such works in the Bill of Quantities. Works required for the construction and removal of detours but not listed in the Bill of Quantities shall not be measured for direct payment but shall be considered as subsidiary works; the cost of which shall be deemed to be included in the Contract prices for pay items.

PAY ITEMS UNIT OF MEASUREMENT

(6.7.1) Supply, install, maintain and dismantle temporary single post signs

Number (No)

(6.7.2) Reinstall, maintain and dismantle temporary single post signs

Number (No)

(6.7.3) Supply, install, maintain and dismantle temporary two post signs

Number (No)

(6.7.4) Reinstall, maintain and dismantle temporary two post signs

Number (No)

(6.7.5) Supply, install, maintain and dismantle temporary traffic barriers (type and size)

Number (No)

(6.7.6) Reinstall, maintain and dismantle temporary traffic barriers (type and size)

Number (No)



PAY ITEMS UNIT OF MEASUREMENT

(6.7.7) Supply, apply, maintain and remove ceramic road studs (type and purpose)

Number (No)

(6.7.8) Supply, install, maintain and dismantle flashing arrow warning signs, including power supply

Number (No)

(6.7.9) Reinstall, maintain and dismantle flashing arrow warning signs, including power supply

Number (No)

(6.7.10) Supply, install, maintain and dismantle warning lamps (type) including power supply and replacement of bulbs

Number (No)

(6.7.11) Reinstall, maintain and dismantle warning lamps (type) including power supply and replacement of bulbs

Number (No)

(6.7.12) Supply, apply, maintain and remove temporary traffic markings (type and size)

Square Metre (m2)


(Consultant) HIGHWAY SIGNING 6.08 - Page 50 of 131

SECTION 6.08 HIGHWAY SIGNING 6.08.1 SCOPE A. The work covered in this Section consists of furnishing and installing all road signs complete with footings, bases, posts, and all other parts and appurtenances necessary for installation in accordance with this Specification and Drawings and as directed by the Engineer. B. This section also covers furnishing and installing permanent regulatory overhead signs mounted on steel structures. 6.08.2 PRODUCTS A. The Contractor shall submit a written request to the Engineer for approval of all traffic sign materials, giving makes, types and specification details, including samples of complete traffic signs, to be used in the Works. B. The Contractor shall obtain approval of all sign materials before ordering any traffic signs. 6.08.3 MATERIALS A. Concrete Bases (for Road Signs) Sign base dimensions shall be as shown on the Drawings. Concrete shall be in accordance with the requirements of Section 5.01: Concrete, Materials and Testing using a 25 mm maximum aggregate size. The quality shall be that of reinforced concrete. B. Reinforcement Reinforcing steel shall conform to the relevant requirements of Section 5.03: Steel Reinforcement. C. Bolts Bolts, nuts and washers shall be of stainless steel conforming to ASTM A-276 chroming-nickel grade with a minimum yield strength of 2400 kg/cm2.



D. Ordinary and Break-Away Posts (for Road Signs)

D1. Posts shall be manufactured from one of the following materials:

- Steel in the form of structural hollow sections or rolled steel joists hot-dip galvanized after fabrication. The weight of the zinc-coating shall be a minimum of 450 g/m2.

- Aluminium in the form of drawn tubes complying with grades 6063 – TF or 6082 – TF of BS EN 573 or bars or extruded tubes or sections complying with grades 6063 – TF or 6082 – TF of BS 1474:1987

D2 . Posts shall have dimensions and thicknesses as shown and detailed on the Drawings The top of posts shall be closed or capped with a PVC cap.

E. Sign Plates

E1. Sign plates shall be constructed from one or more of the following materials: -

- Powder-coated sheet aluminium and sheet aluminium alloy of minimum thickness 3.0 mm for flat plate (non bent edge) signs or 2.5 mm for bent-edged stiffened signs

- Powder-coated steel of minimum thickness 1.0 mm

- Extruded aluminium and extruded plank sections complying with grades HE-9TF, HE9-TE or HE 30-TF of BS 1474:1987. Planks shall have a maximum length of 4 metres. 15 cm and 20cm wide planks shall have a minimum thickness of 2mm and 25 cm and 30 cm wide planks shall have a minimum thickness of 2.5 cm.

E2. All overhead sign plates and other signs with a face area of over 2 square metres shall be constructed from either extruded aluminium or bent-edged stiffened aluminium alloy. E3. Sign plates shall be non-porous, smooth, flat, rigid, weatherproof and shall not rust or deteriorate. They shall be cut and smoothed so that there are no sharp edges. The corners shall be rounded off to a minimum radius of 30 mm for road signs and 100 mm for overhead signs. Any trademark or other printing shall be carefully removed with a lacquer thinner.



6.08.4 SIGN SHEETING AND SIGN FACE CONSTRUCTION A. Unless otherwise shown on the drawings, sign faces shall be made with wide angle reflective high intensity sheeting which shall be processed onto the plate. The manufacturer’s trademark, identification or name, and sheeting grade shall be clearly shown as a non-removable built-in mark on the sheeting. Sheeting material shall be accompanied by a certificate of compliance listing its detailed specifications and identifying the standards to which it complies. The reflective sheeting used shall conform to EN 12899-1, Type RA2 or relevant ETA (European Technical Approval). Alternatively reflective sheeting shall comply to ASTM D 4596-01 Type IV or higher. For signs over 2 metres above road level in heavily trafficked and illuminated urban areas, ASTM D 4596-01 Type XI sheeting shall be used, unless otherwise shown on the Drawings.. B. The base of the sign shall be of white, blue, green or yellow wide angle high intensity reflective sheeting or as described in the foregoing paragraphs. The particular sign message shall be as indicated on the Drawings or instructed by the Engineer. C. Prior to the application of reflective film, the signs shall be cleaned and wax free. They shall be degreased by vapour or by alkaline immersion and etched by scrubbing with abrasive cleaners, such as medium fine steel wool. They shall be rinsed thoroughly and dried with hot air before applying any reflective material. D. The sheeting shall be cut by a band saw or power guillotine. The cutting tool shall be clean and sharp. The sheeting shall be cut from face side and held securely during cutting to avoid shattering and edge chipping. E. The sheeting after application to the sign base shall not come off the edges nor shall it peel off nor warp. The surface shall be smooth, flat and free from any bubbles, pimples, edge chipping or edge shattering. It shall be washable and weatherproof. F. The sheeting of different reflective colours shall have a life of 10 years after application to the face of the sign. G. The Contractor shall provide the Engineer with a 10 year warranty from the supplier. Within this period the product shall not fall below 70% of the originally specified minimum retro-reflective values and the product chromaticity coordinates, as defined in CIE Publication 15.2 1986 – Colourimetry and EN 12899-1 Clause 4, shall remain within the respective colourboxes for each colour. H. The back face of the sign plate shall be treated and painted to the colour specified in the Drawings or by the Engineer so that the life of the two faces remains the same. 6.08.5 LETTERING A. Sign lettering shall be in clear open letters of the English language and in “Al-Naskh” script in Arabic language.



B. The Contractor shall comply with lettering scripts and dimensions as described in the LIBNOR Standard “Signalisation et Equipments de la Route” published by the Committee of Lebanese Norms. 6.08.6 LOCATION OF SIGNS A. Signs shall be located as shown on the Drawings. These locations are subject to field adjustments by the Engineer. No sign shall be erected prior to the Engineer’s final approval of the location. 6.08.7 EXISTING SIGNS A. Where shown on the Drawings or ordered by the Engineer, the existing signs and, if so indicated, the sign structure shall be replaced or removed by the Contractor. Prior to any work the Contractor shall prepare a detailed inventory of existing erected signs showing their location, type, material, and physical condition. The Engineer shall revise and examine this inventory in order to determine whether existing signs shall be removed, relocated or replaced, either partially or entirely. 6.08.8 SIGN REMOVAL A. Where shown on the Drawings or ordered by the Engineer, existing signs shall be removed by the Contractor. Where indicated, the Contractor shall remove concrete pedestals to a minimum of 15 cm below finished grade and backfill the hole to the satisfaction of the Engineer. Where the existing sign post is located within a sidewalk area, the Contractor shall remove the post and finish the area so as to make the sidewalk continuous. Signs plates, posts and metal structural members shall remain the property of the owner and shall be stockpiled and stored at the location specified by the Engineer or shown on the Drawings. The Contractor shall dismantle all signs to leave them in a reusable condition.



6.08.9 SIGN REPLACEMENT A. Where shown on the Drawings or ordered by the Engineer, the Contractor shall remove and reinstall sections or all of the existing sign or furnish and install new components. Prior to installing the revised sign, the Contractor shall thoroughly clean the sign face and plug all existing rivet holes with aluminium blind rivets painted the same colour as the sign background. Modifications to the sign shall be completed during the same day in which work is commenced and while the sign is in place. All new materials necessary to accomplish this work shall be the same type and size as the existing components, and it shall be the Contractor’s responsibility to verify such component type and size. Materials damaged by the Contractor shall be replaced at his own expense. Existing materials not reinstalled shall become the property of the owner and shall be removed from the project as directed by the Engineer. 6.08.10 SIGN RELOCATION Where shown on the Drawings or instructed by the Engineer, the existing signs and the sign structures shall be relocated by the Contractor. Where the existing sign structure is mounted on concrete pedestals, the Contractor shall remove the pedestal to a minimum of 15 cm below finished grade, and backfill the remaining hole with material similar to that surrounding the hole. At the new sign location the Contractor shall provide the necessary materials, labour and hardware to erect and provide an operable unit to the satisfaction of the Engineer. All materials damaged by the Contractor shall be replaced at his own expense. 6.08.11 ERECTION OF SIGNS A. All signs shall be mounted at right angles to the direction of, and facing, the traffic they are intended to serve. B. For maximum effectiveness from reflective sheeting, the sign shall be faced 3 degrees away from the road. C. To avoid specular glare, the sign face shall be tilted back between two or three degrees. D. Signs shall be installed at the locations and in accordance with details shown on the Drawings and in accordance with the approved samples and materials. E. All sign components shall withstand a wind load of 150 kg per m2 of sign surface without permanent deformation. Sign plates not exceeding 1 metre in width shall be supported on single posts. Sign plates exceeding 1 metre in width shall be supported on double posts, with or without bracing. F. Sign plates shall be attached to the posts with stiffeners, bolts, and screws which shall be painted in the same colour as the corresponding area of the sign plate.



G. For single post-mounted signs a locking pin shall be incorporated into the sign plate attachment system to prevent rotation of the sign plate around the axis of the post. H. The exact location of the sign shall be designated by the Engineer. I. Holes for posts shall be provided to a depth permitting the installation of the post and the base to the depth indicated on the Drawings or required by the Engineer. All loose material shall be removed from the excavation and the bearing surface of footings and the excavation shall be cleaned and cut to an even surface prior to the placement of the concrete base. Approved backfill material shall be used. The adjacent surface shall be neatly graded and compacted. 6.08.12 GUARANTEE BY CONTRACTOR A. All signs shall be guaranteed by the Contractor against any defect in material and workmanship for a period of 1 year from the date of completion of the Works under the Contract. If any defect should arise due to material or workmanship, it shall be rectified by the Contractor at his own expense. B. If such a defect is rectified by other than the Contractor in accordance with the Employer’s instructions, the expense of such rectification shall be deducted from any monies due to the Contractor under the Contract.

C. Reflectivity of the signs shall be tested prior to the issue of the Certificate of Completion and again prior to the Issue of the Defects Liability Certificate. Reflectivity shall also be assessed at any other time during the Defects Liability Period to ensure conformance with the manufacturers’ specifications. The Contractor shall provide assistance in terms of traffic management provision and support labour, testing equipment and materials for the duration of testing when requested by the Engineer.

6.08.13 MEASUREMENT A. Small signs (triangular, circular and rectangular signs up to 1 square metre in surface plate area) shall be measured by the number of such signs furnished and installed (excluding sign post supports) and accepted. B. Rectangular and Trapezoidal Signs over 1 square metre in surface plate area and intended for ground mounting, shall be measured by the square metre of surface area furnished, installed (excluding sign post supports) and accepted. Each sign area shall be measured to the nearest 0.01 square metre. C. Rectangular signs intended for mounting on overhead support structures, shall be measured by the square metre of surface area furnished, installed (including sign stiffening but excluding sign support brackets) and accepted. Each sign area shall be measured to the nearest 0.01 square metre.



D. Single and Multiple Post Sign Support Assemblies and Breakaway Post Sign Support Assemblies shall be measured by the number of each type of such assemblies furnished, installed and accepted. E. Overhead Sign Support Structures (sign gantries and cantilever) shall be measured by the number of each type and size of such structures furnished, installed (including sign support brackets but excluding sign panels and stiffening) and accepted. F. Removal and stockpiling of existing signs shall be measured by the number of signs and supports dismantled and transported to a location specified in the Contract or instructed by the Engineer. The rate shall include covering or disposal off site of the post foundations and reinstatement of the post foundation excavation all as specified in the Drawings or instructed by the Engineer. G. Relocation of existing signs shall be measured by the number of signs and supports re-erected at the location specified in the Contract or instructed by the Engineer. The rate shall include dismantling the sign from its original location, transportation and temporary storage, covering or disposal off site of the existing post foundations and reinstatement of the post foundation excavation as specified in the Drawings or by the Engineer, repairs to and rehabilitation of the existing sign plate, posts and mountings, replacement of defective components, the volume of concrete specified in bases installed and accepted and all equipment, labour, tools and incidentals necessary to complete the item. H. Illumination of signs shall be measured separately as prescribed in Section 7.09: Sign Illumination. I. Excavation, backfilling, concrete, reinforcement and other ancillary items shall not be measured for direct payment, but shall be considered as subsidiary work, the costs of which shall be deemed to be included in the Contract prices for the Pay Items.



PAY ITEMS UNIT OF MEASUREMENT (6.08.1) Traffic Signs (not exceeding 1sq.m in area) Number (No) (6.08.2) Large Ground Mounted Signs exceeding 1 sq. m

in area) Square Metre (m2) (6.08.3) Overhead Mounted Signs (specify dimensions) Square Metre (m2) (6.08.4) Single Post Sign Supports Number (No) (6.08.5) Single Post Breakaway Sign Supports Number (No) (6.08.6) Multiple Post Sign Support Assemblies (Specify

type or size) Number (No) (6.08.7) Multiple Post Breakaway Sign Support Assemblies (Specify type or size) Number (No) (6.08.8) Overhead Sign Support Structures (Sign Gantries)

(Each type) Number (No) (6.08.9) Overhead Sign Support Structure (Cantilever Sign) (Each type) Number (No) (6.08.10) Removal and Stockpiling of Existing Signs Number (No)

(6.08.11) Relocation of Existing Signs Number (No)


(Consultant) ROADWAY MARKINGS 6.09 - Page 58 of 131

SECTION 6.09 ROADWAY MARKINGS 6.09.1 SCOPE A. The work covered in this Section consists of the furnishing and application of

traffic markings to highway pavements for the guidance, control and safety of vehicular and pedestrian traffic.

B. White and yellow markings shall include centrelines, lane lines, border (edge) lines,

pedestrian crossing lines, stop lines, chevron striping (at gore areas), directional arrows, lettering and symbols using the following materials as appropriate and as shown on the Drawings.

- Thermoplastic Reflectorized Paint (TRP)

- Reflectorized Cold Paint (RCP)

- Preformed Reflectorized Thermoplastic Film

C. Cold paint applications shall be used for the following, or as indicated on the Drawings:

- For all markings on roads with slow moving traffic (design speed less than 30 kph).

- For markings on existing road pavements over one year old

- On roads in areas over 1200 metres above sea level, that are regularly snow-ploughed in winter.

- For temporary road markings

- For yellow painted kerbs adjacent to the pavement edge where parking is prohibited.

- On bituminous speed bumps

D. Preformed, reflectorized, thermoplastic film shall be used where appropriate and as shown on the Drawings or as instructed by the Engineer.

6.09.2 MATERIALS 6.09.2.1 Thermoplastic Reflectorized Paint (TRP) A. TRP shall consist of a homogenous mixture of thermoplastic binder, white or

yellow pigment, glass reflectorizing spheres and filler that is to be applied to the pavement in a molten state by mechanical means. Upon cooling to normal pavement temperature, this material shall produce an adherent, reflectorized paint line of specified thickness capable of resisting deformation.

B. White and yellow TRP shall conform to AASHTO M-249, except where stated

otherwise in paragraphs C to E below.



C. Unless otherwise specified on the Drawings, thermoplastic materials based on alkyd resins shall be used in urban settings with a minimum Shore A hardness at 45oC of 60, a Brookfield thermoseal viscosity of between 45 and 100 and a minimum flash point of 230 oC. The drying time at an ambient temperature of 32

oC shall be 5 minutes. D. For thin lines (1.2 mm thick or less) the minimum TiO2 content of the mix shall

be 10%. For other lines and markings with thicknesses over 1.2mm the minimum TiO2 content shall be 6%. In either case, daylight luminescence immediately after application shall be 75% minimum.

E. Pre-mixed glass spheres shall occupy a minimum of 30% by weight of the TRP

for thin lines (1.2 mm thick or less) and 20% for thick lines. Night retoreflectivity shall be a minimum of 150 mcd/ lux m2 after one year and shall conform with the following requirements: -

E1. Crushing Resistance: An 18 kg dead weight for No. 20 to No. 30 mesh spheres shall be the average resistance when tested in accordance with ASTM D-1213. E2. Roundness: A minimum of 75% shall be true spheres when tested in accordance with ASTM D-1155. Not less than 70% of the spheres of each sieve size shall be free from imperfections of all types, including film, scratches, pits, clusters, and opaqueness. E3 . Index of Refraction: The spheres mixed into the material shall have a minimum index of refraction of 1.65 when tested by the liquid immersion method at 25oC, and the spheres automatically applied to the surface of the TRP line shall have a minimum index of refraction of 1.5. E4. Gradation: When tested in accordance with ASTM D-1214, the spheres used in the TRP shall have the following gradation:

Standard Sieve Size % Passing by Weight

1.70 mm (No. 12) 100

0.180 mm (No. 80) 0 – 5 E5. Chemical Resistance: The glass spheres shall withstand immersion in water and acids without noticeable corrosion or etching, and shall not be darkened or otherwise decomposed by sulphides. A 3 to 5 gm sample shall be placed in each of 3 glass beakers or porcelain dishes, one covered with distilled water, the second with a 3 N solution of sulphuric acid and the third with a solution of 50% sodium sulphide, 48% distilled water and 2% aerosol 1B or similar wetting agent. No darkening, hazing, or other evidence of instability shall be noticeable in the glass spheres when examined microscopically, after one hour immersion. E6. Silica Content: The silica content (SiO2) of the spheres shall be 60% plus or minus 5% when tested in accordance with Federal Test Method 141a.



6.09.2.2 Cold Paint A. Traffic Paint shall consist of a ready mixture of binder, white or yellow pigment,

and filler specifically compounded for cold application and adhesion to finished paved areas. Paint shall be reflectorized by adding reflective spheres before the film dries or sets, using drop-on or pressurized methods.

B. Reflectorized white and yellow cold applied traffic paint shall conform to

AASHTO M-248, Type F. The surface application of glass spheres shall conform to AASHTO M 247, Type I.

6.09.2.3 Preformed Thermoplastic Reflectorized Film A. Preformed thermoplastic reflectorized film shall conform to the requirements of

EN 1790.

B. Preformed thermoplastic reflectorized film shall be homogenous, extruded prefabricated white or yellow, of the specified shape and capable of being affixed to bituminous or cement concrete surfaces. It shall contain reflective glass spheres uniformly distributed and bonded to the top surface of the material. The film shall be weather resistant and shall not show any appreciable fading, lifting, shrinkage, significant tearing, roll back or other signs of poor adhesion throughout its design life.

C. The thermoplastic film without adhesive shall be a minimum of 1.5 mm thick. D. The film as supplied shall be of good appearance, free from cracks and

discolorations and the edges shall be clean cut and well defined. It shall be supplied complete with a precoated factory-applied, pressure sensitive adhesive backing with a protective release paper or with separate adhesives as recommended by the manufacturer.

E. The adhesive shall allow the plastic film to be repositioned on the pavement surface to which it is to be applied before permanently fixing it in its final position.

F. The preformed thermoplastic film shall consist of the following: - Minimum % by Weight

Polymeric resins and plasticizers 20

Pigments 30

Reflective glass spheres 20

F. The pigments shall be selected and blended to provide a white or yellow marking film which conforms to standard highway colours throughout the design life of the film.



G. The plastic film shall be sufficiently flexible so that at a temperature of 26 – 28oC

an unmounted piece of material (without adhesive and paper backing) 75 mm by 150 mm, may be bent over a 25mm mandrel until the end faces are parallel and 25 mm apart without showing any fracture lines in the uppermost surface.

H. The plastic film (without adhesive and paper backing) shall have a minimum tensile

strength of 0.6 kg/ sq. cm when a specimen 150 mm by 25mm is tested in accordance with the requirements of ASTM D 638. The rate of pull of the test shall be 6 mm/ minute. The test shall be conducted at a temperature of 21 – 27oC. The elongation shall be no greater than 75%.

I. A 150 mm long by 25 mm wide section of the plastic film (without adhesive and

paper backing) shall support a dead weight load of 1.8 kg for not less than 5 minutes at a temperature of 21 – 27oC.

J. The plastic film shall have a maximum loss in weight of 0.25 grams in 500

revolutions when abraded according to Federal Test Method Standard No. 141, Method 6192, using H-18 calibrated wheels with a 1,000 gram load on each wheel.

6.09.3 APPLICATION AND INSTALLATION A. Equipment for Marking

A1. The equipment used for pavement marking shall consist of truck-mounted units, motorized equipment or manually operated equipment, depending on the type of markings required. The truck-mounted or motorized unit for centrelines, lane lines, and edge lines shall consist of a mobile, self-contained unit carrying its own material and capable of operating at a maximum speed of 10 km/h while applying paint. The hand application equipment shall be sufficiently manoeuvrable to install centrelines, lane and edge lines, gore striping, turn lines, crosswalks, stop lines, kerb lines, arrows and legends. A2. Spraying equipment shall be capable of satisfactorily applying the paint under pressure with a uniformity of feed through nozzles spraying directly on the pavement. Each paint tank shall be equipped with cut-off valves which will enable broken (skip) lines to be sprayed automatically. Each nozzle shall have a mechanical bead dispenser that will operate simultaneously with the spray nozzle and distribute the beads in a uniform pattern at the rate specified. Each nozzle shall also be equipped with suitable line guides and shall provide a method for cleaning the surface of dust just prior to paint application. A3. The spray machine for application of reflectorized paint lines and other markings shall have an attachment to accurately regulate the rate of application and a tachometer or other approved device to ensure uniform paint application at the designated rate. It shall be adjustable to ensure the painting of one or two adjacent lines simultaneously along the centreline. The paint shall be properly agitated while in operation.



A4 . Equipment for application of thermoplastic reflectorized paint lines and other markings shall deposit the plastic material in a hot molten state on the pavement, using either an extrusion or spray method. Equipment shall be capable of providing continuous mixing and agitation of the material which shall be maintained at the correct application temperature. The use of direct flame heat shall not be permitted. A5. An automatic glass sphere dispenser with a synchronized automatic cut-off shall be attached to the applicator machine. The dispenser shall utilize pressure type spray guns which will embed the spheres into the surface to at least 0.5 times the sphere diameter. The dispenser shall also be equipped with an automatic cut-off synchronized with the cut-off of the thermoplastic material. A6. Hand equipment shall be used only for painted markings, including arrows, pedestrian crossings, stop lines symbols, legends, kerb lines and short sections of linear markings where the use of motorised equipment is not practical. The hand equipment shall be capable of holding a minimum of 25 kg and a maximum of 100 kg of molten material unless otherwise agreed with the Engineer. A7. Pre-melting equipment shall provide for continuous mixing and indirect oil jacket heating of the material. Heating by direct flame shall not be permitted. The heating equipment shall be of such capacity to maintain the thermoplastic at the required temperatures as specified by the supplier. It shall be thermostatically controlled and fitted with safety devices ensuring combustion cut-off in case of defects. A8. Equipment for the application of thermoplastic shall have a material tank to the specification in A7 above. Spray application equipment shall have a pressurised tank and shall be fitted with a low pressure spray system. All spray lines and appurtenances leading from the heated pressure tank to the spray nozzle shall be fully insulated or suitably heated to allow the heated material to leave the spray gun at a minimum temperature of 225oC. Spray equipment shall have a low pressure spray system and screed equipment shall allow continuous control of line thickness regardless of speed. All spray lines and appurtenances leading from the heated pressure tank to the spray nozzle shall be fully insulated and/ or suitably heated to allow the heated material to leave the spray gun at the required temperature. Screed and spray line laying equipment shall be designed to simultaneously apply reflective glass beads in synchronisation with the thermoplastic material. A.9 Preformed reflectorized thermoplastic film for traffic markings shall be applied by manual or machine methods consistent with the type of markings and with the approval of the Engineer.



B. Setting Out and Pavement Preparation

B1. The Contractor shall set out all control points necessary for locating paint lines and markings. On irregular widths of highway, the locations of border (edge) lines shall be adjusted to provide a smooth alignment on the pavement surface. The locations of all painted markings and each location for raised pavement markers and studs shall be accurately established and shall be subject to approval by the Engineer before application and installation commence. Markers and studs shall not be located over longitudinal or transverse pavement joints. B2. The area of highway surface on which markings are to be applied shall be free of dirt, existing paint lines, curing compound, grease, oil, moisture, loose or unsound layers and any other material which could adversely affect the bond. The area shall be thoroughly cleaned (by sweeping and air blasting as necessary) to the satisfaction of the Engineer before proceeding with painting. B3. Pavement marking shall not proceed when there is moisture on the pavement surface or the air is misty or the surface temperature of the pavement is below 10°C; or when wind or other conditions may cause a film of dust to be deposited on the surface, or in other conditions that, in the opinion of the Engineer, could displace, damage, or adversely affect the bonding of the material to the pavement surface. Any markings damaged due to water or rain or suffering from lack of adhesion through any cause shall be removed and replaced at the Contractor’s expense.

C. Thermoplastic Reflectorized Paint (TRP) Application

C1. To ensure optimum adhesion, the thermoplastic paint shall be applied in a molten state within the temperature range recommended by the manufacturer. C2 Thermoplastic painted markings shall be applied by screed or spray to the following minimum thicknesses or as specified on the Drawings. Unless stated on the Drawings or elsewhere in the Contract Documents, the Engineer shall confirm the bi- directional daily traffic figures.

Bi- Directional Daily Traffic (PCU per Day) Method of Application <20000 20000-60000 60000>

Screed 2mm 2.5mm 3mm Spray* 2mm 2.5mm 3mm

* In two or more applications C3. The completed lines shall have a continuous and uniform cross-section, and shall have clean, sharp edges. The width of paint line specified shall be applied in one application. C4. Reflective beads shall be applied before the thermoplastic material has set by the automatic glass sphere dispenser attached to the painting machine. The sphere



dispenser shall embed at least 65% the sphere diameter into the surface. The application rate of spheres shall be a minimum of 0.3 kg/sq. m.

D. Cold Paint Application

D1. Cold paint shall be applied in 2 coats with a minimum of six weeks between each coat. D2. A glass sphere top dressing shall be applied to both paint applications immediately after placing using an automatic glass sphere dispenser attached to the painting machine. The sphere dispenser shall embed at least 65% of the sphere diameter into the surface. The application rate of spheres shall be a minimum of 0.3 kg/m2. D3. The markings shall be protected for a minimum of 20 minutes (or longer if necessary according to the manufacturer’s recommendations) to allow for drying and curing of the paint.

E. Kerb Paint Application

E1. The paint shall be sprayed to cover entirely the kerbstone between the pavement edge and tile edge (25 to 35 cm width depending on the existing condition of the kerb). Areas adjacent to those to be painted shall be protected and covered during paint application. The surface of the kerbstone shall be free of dirt, grease, oil, moisture loose or unsound layers and any other material which could adversely affect the bond or the colour. The area shall be thoroughly cleaned to the satisfaction of the Engineer before proceeding with painting.

F. Protection of Markings

F1. Immediately following the application of paint lines and other markings on pavements open to traffic, traffic cones or other approved devices shall be placed alongside or over the paint at intervals not exceeding 10 metres and shall remain in place until the paint has dried. F2. Traffic shall be prevented from crossing wet paint lines and the Contractor shall use sufficient numbers of flagmen, barricades, or other protection, particularly at crossings, to prevent traffic from crossing wet paint. Sections of paint which have been damaged by traffic before the paint has cured shall be repaired and the pavement outside the painted area cleaned at the Contractor’s expense. F3. Temporary barricades and signs as specified, or required by the Engineer, shall be erected at the beginning and end of the highway section on which the Contractor proposes to apply paint markings or install markers or studs. On completion, the temporary barricades and cones shall be moved ahead to the next section. Barricades and cones shall not be left in place overnight. The equipment shall be operated so that it will be unnecessary for public traffic to cross the newly placed material behind the equipment in order to safely pass the equipment.



F4. Protective and traffic warning devices shall be approved by the Engineer before any placement.

G. Tolerances and Finish

G1. A tolerance of 12 mm over or 3 mm under the specified line width shall be allowed, provided the variation is gradual and does not detract from the general finished appearance of the line. Segments of broken line may vary up to 30 mm from the specified length. Segments shall be square at each end without mist or distortion. Deviations from the control line of up to 25 mm on tangents and 50 mm on curves shall be accepted, provided the deviation does not increase or decrease at a rate of more than 15 mm in 10 m. Lines that do not meet these tolerances shall be removed and replaced at the Contractor’s expense. G2. When it is necessary to remove paint, this shall be carried out using a method satisfactory to the Engineer and shall not damage the underlying pavement surface. When it is necessary to correct a deviation which exceeds the permissible tolerance in alignment, the affected length of line shall be removed plus an additional 5 metres in each direction, and a new line painted. G3. All pavement markings shall maintain a minimum retro-reflectivity of 100 millicandellas up to the end of the defects liability period following completion of the final application of paint.

6.09.4 SAMPLING AND TESTING A. All material shall be shipped to the job site in undamaged, sealed original packaging, clearly identifying each material by name, colour, manufacturer, batch number and date of manufacture. All material shall be accompanied by certified test results verifying compliance with all specified physical and chemical requirements conforming to latest versions of AASHTO M-247, M-248 and M-249. The Contractor shall be fully responsible for providing all materials conforming to the required specifications. B. All paint products and other materials designated by the Engineer shall be available for testing. Sampling shall be performed by the Contractor in the presence of the Engineer. Materials shall be sampled in their original containers and the containers resealed as approved by the Engineer. All samples shall be packaged for shipment as approved by the Engineer. Samples shall be transported to an independent laboratory as directed and approved by the Engineer. Paint materials shall not be used until approved by the Engineer. C. If instructed by the Engineer, the Contractor shall install, at his own expense, at a designated test site, strips of samples of materials proposed for all types of pavement markings for verification and testing for compliance with the Specifications.



D. The following road stripe and marking characteristics shall be tested prior to the issue of the Certificate of Completion and again prior to the Issue of the Defects Liability Certificate. The characteristics shall also be assessed at any other time during the period from the application of test markings to the end of the defects liability period, if instructed by the Engineer:

- Reflection in daylight or under road lighting

- Retroreflection under vehicle headlamp illumination

- Colour (luminance and/or chromaticity)

- Skid resistance E. The Contractor shall provide assistance in terms of traffic management provision and support labour, testing equipment and materials for the duration of testing as and when requested by the Engineer.

6.09.5 GUARANTEE BY CONTRACTOR A. All marking and painting shall be guaranteed by the Contractor against any defect in material, workmanship, performance during the whole defect liability period. If any defect should arise due to material or workmanship, it shall be rectified by the Contractor at his own expense. B. If such a defect is rectified by other than the Contractor the expense of such rectification shall be deducted from any monies due on this Contract. C. The Contractor shall furnish copies of manufacturers’ warranties and guarantees. 6.09.6 TYPES OF PAVEMENT MARKINGS A. Continuous White Line ( Type MR1)

A continuous longitudinal white line 20 cm wide B. Continuous White Line (Type MR1-A)

A continuous longitudinal white line 15 cm wide. C. Emergency Stop Lane Line (Type MR1´) A broken longitudinal white line 20cm wide. The broken or “skip” pattern shall be

based on 48.0 m units consisting of a 36 m line and a 12 m gap. D. Continuous Yellow Line (Type MR2 and MR2-A)

A continuous longitudinal yellow line, 20 cm wide.

E. Continuous Double Yellow Line (Type MR2-2) Two continuous longitudinal yellow lines, each 20 cm wide, separated by a 10 cm

space.



F. Broken White Line (Type MR3) A broken longitudinal white line, 15 cm wide. The broken or “skip” pattern shall be based on 6 m unit consisting of 4m line and 2 m gap.

G. Broken White Line (Type MR3’)

A broken longitudinal white line, 25 cm wide. The broken or “skip” pattern shall be based on a 5.33 m unit consisting of 4m line and 1.33 m gap.

H. Broken White Line (Type MR3A)

As MR3 but with a width of 12 cm.

I. Broken White Line (Type MR3’-A) As MR3 but with a width of 20 cm.

J. Double Broken White Line (Type MR3A – 3A) Two broken longitudinal yellow lines, each 12 cm wide and 10 cm apart. The

broken or “skip” pattern shall be based on 6 m unit consisting of 4m line and 2 m gap.

K Broken White Line (Type MR3’- B)

A broken longitudinal white line, 20 cm wide. The broken or “skip” pattern shall be based on a 4 m unit consisting of 3 m line and 1 m gap.

L. Broken White Line (Type MR4)

A broken longitudinal white line, 15 cm wide. The broken or “skip” pattern shall be based on a 16 m unit consisting of 4m line and 12 m gap.

M. Broken White Line (Type MR5)

A broken longitudinal white line, 12 cm wide. The broken or “skip” pattern shall be based on a 12 m unit consisting of 3 m line and 9 m gap.

N. Broken White Line (Type MR5-A) A broken longitudinal white line, 20 cm wide. The broken or “skip” pattern shall be

based on a 6 m unit consisting of a 1.5m line and 4.5 m gap. O. Broken White Line (Type MR5 - 5) Two broken longitudinal yellow lines, each 12 cm wide. The broken or “skip”

pattern shall be based on a 12 m unit consisting of 3 m line and 9 m gap. P. Broken White Line (Type MR6) A broken white line, 20 cm wide. The broken or “skip” pattern shall be based on a

6 m unit consisting of 3 m line and 3 m gap. Q. Broken White Line (Type MR6 - A) A broken longitudinal white line, 25 cm wide. The broken or “skip” pattern shall be

based on an 8 m unit consisting of 4 m line and 4 m gap. R. White “Stop” Line (Type MR7) A transverse solid white line, 50 cm wide.



S. Broken White “Give Way” Line (Type MR8)

A transverse broken white line, 40 cm wide. The broken or “skip” pattern shall be based on a 1 m unit, consisting of a 0.5 m line and a 0.5 m gap.

T. Broken White Line (Type MR9)

A transverse broken white line, 15 cm wide used transversely to delineate the stopping point at traffic signals. The broken or “skip” pattern shall be based on a 1 m unit, consisting of a 0.5 m line and a 0.5 m gap.

U. Broken White Line (Type MR9 -A) A transverse broken white line, 10 cm wide used at junctions, crossroads and

roundabouts. The broken or “skip” pattern shall be based on a 1 m unit, consisting of a 0.5 m line and a 0.5 m gap.

V. Continuous White Line ( Type MR10)

A continuous longitudinal white line 12 cm wide.

W. Continuous Double Yellow Line (Type MR10 -10) Two continuous yellow lines, each 12 cm wide, separated by a 10 cm space. X. Continuous Mixed Yellow Line (Type MR10 – 3A) Two longitudinal yellow lines, both 12 cm wide, one continuous and the other

based on a 4.5 m unit , consisting of a 3 m line and a 1.5 m gap. Y. Continuous Yellow Line (Type MR11)

A continuous longitudinal yellow line 12 cm wide solid white line, 40 cm wide unless noted otherwise in the Drawings.

Z. Continuous White Line ( Type MR12)

A continuous longitudinal white line 25 cm wide.

AA. Traffic Arrow A white marking conforming to details shown on the Drawings.

BB. Pedestrian Crossing 50 cm x 300 or 400 cm white lines, with 50 cm gaps between them, as shown on

the Drawings. CC. Gore Stripes {Chevrons}

A solid white line, 50 cm wide, used to delineate turn lanes from through lanes, for traffic islands, and for hash marks, and shall be as shown on the Drawings.



6.09.7 MEASUREMENT

A. Painted Pavement Lines and Painted and Preformed Film Markings shall be measured by the square metre of painted area furnished for each application, applied, cured and accepted. B. Painted Kerbstones shall be measured by the linear metre of kerb painted, cured and accepted.

6.09.8 PAYMENT PAY ITEMS UNIT OF MEASUREMENT (6.9.1) Painted Pavement Lines (each type of paint/colour) Square metre (m2) (6.9.2) Painted Pavement Markings (each type of paint/ colour) Square metre (m2) (6.9.3) Preformed Film Markings (each colour) Square metre (m2) (6.9.4) Painted Kerbstones (each colour) Linear metre (m)


(Consultant) RAISED PAVEMENT MARKERS 6.10 - Page 70 of 131

SECTION 6.10 RAISED PAVEMENT MARKERS 6.10.1 SCOPE

The work covered in this Section consists of furnishing raised pavement markers as specified and at the locations indicated on the Drawings or where designated by the Engineer. The colour of raised pavement markers shall conform to the colour of the markings for which they supplement, substitute for, or serve as a positioning guide for. 6.10.2 MATERIALS Raised pavement markers (RPM) consist of: -

• Mountable Aluminium Alloy Casting with 1 or 2 reflective surfaces (Type I)

• Circular, non-reflective, ceramic raised markers (Type II)

• Other types as indicated on the Drawings The reflective markers shall be of a permanent type intended to provide reflectivity for at least three years under normal traffic conditions. The marker housing shall contain reflective faces as shown on the Drawings to reflect incident light from either a single or opposite directions. 6.10.3 PHYSICAL PROPERTIES 6.10.3.1 General A. The markers shall be 10 cm in width, but not more than 15 cm in length and not more

than 2 cm in height. B. The outer surface of the marker housing shall be smooth. C. The base of the markers shall be substantially free from gloss or substances that may

reduce its bond to the adhesive. 6.10.3.2 Optical Requirements: Reflective Markers A. Definitions:

Horizontal Entrance Angle means the angle in the horizontal plane between the direction of incident light and the normal to the leading edge of the marker.

Observation Angle means the angle at the reflector between the observer’s line of sight and direction of the light incident on the reflector.

Specific Intensity (S.I.) means the candlepower of the returned light at the chosen observation and entrance angles for each foot-candle of illumination at the reflector on a plane perpendicular to the incident light.



B. Optical Requirements:

The specific intensity of each reflecting surface at 0.2 degrees observation angle shall be not less than the following when the incident light is parallel to the base of the marker.

Horizontal Entry Angle Specific Intensity

0 3.0

20 1.2 Yellow reflectors shall be not less than 60 percent and red reflectors not less than 25 percent of the above values.

C. Optical Testing Procedure:

A random lot of markers shall be selected by the Engineer for testing. These markers shall be placed with the centre of the reflecting face at a distance of 1.5 m from a uniformly bright light source having an effective diameter of 5 mm. The photocell width shall be 1.25 mm. It shall be shielded to eliminate stray light. The distance from light source centre to the photocell centre shall be 5 mm. If a test distance of other than 1.5 m is used, the source and receiver dimensions and the distance between source and receiver shall be modified in the same proportion as the test distance. Failure of more than 4 percent of the samples shall be cause for rejection of the batch.

6.10.3.3 Strength Requirements

Markers shall support a load of 1000 Kg as applied as follows: A marker shall be centred over the open end of a vertically positioned hollow metal cylinder. The cylinder shall be 2.5 cm high with an internal diameter of 7.5 cm and wall thickness of 6 mm. The load shall be slowly applied to the top of the marker through a 2.5 cm diameter by 2.5 cm high metal plug centred on the top of the marker. Failure shall constitute either a breakage or significant deformation of the marker at any load of less than 1000 Kg.



6.10.3.4 Adhesive for Lane Markers

A. Description The adhesive shall be furnished as two components, each packaged separately. The components shall have the following composition:

Package A Parts by Mass

Epoxy Resin1 87.00

Aliphatic Glycidyl Ether2 13.00

Titanium Dioxide (ASTM D 476 Type I or Type II) 3.00

Talc3 30.00

Fibrillated Polyethylene Fiber4 4.00 *

Silicone Anti-Foam. Type DB100. 100% Solids 0.005

Package B

N-Aminoethyl Piperazine5 23.16

Nonyphenol6 52.00

Furnace Black7 0.10

Talc3 70.00

Fibrillated Polyethylene Fiber4 0.70 *

Silicone Anti-Foam. Type DB100. 100% Solids 0.005

* A range of 3.0 to 5.0 parts is permitted in Package A and 0.5 to 1.0 parts in package B to achieve the required viscosity and shear ratios

1 Di-glycidyl ether or bisphenol A: Brookfield Viscosity, 10 – 16 Pa/s (100 –160 poise) at 25oC: epoxide equivalent 180 – 200: colour Gardner 1933, 3 max

2 Aliphatic mono functional reactive glycidal ether, derived from an alipatic alcohol: Brookfield viscosity at 25oC, 1-15 MPa/s (1-15 Centipoise); epoxide equivalent 220 – 250; specific gravity 0.88 – 0.95.

3 Specific Gravity: 2.68 to 2.86

Oil Absorption, (ASTM D 281) 33 to 39

pH 8.1 to 8.6

Hegman Rating 4 to 6

Particle Shape Platey

Maximum Particle Size, Microns 55

Percent passing 45-µm (U.S. No. 325) Screen, minimum 99

Dry Brightness, minimum 86



4 High density, fluff dried, pure fibrillated polyethylene; melting point 120oC -130oC; specific gravity 0.915 - 0.965; molecular mass, 30000 – 150000; fibre size, average length, 0.90 mm diameter, 10 microns; fibre strength, 31.4 – 39.2 MPa; elongation at rupture, 45 – 57 percent; moisture content, less than 2%. 5 Colour (APHA), 100 maximum; amine value based on titration which reacts with the 3 nitrogens in the molecule (1250 – 1350); appearance, clear and substantially free of suspended matter. 6 Colour (APHA), 100 maximum; hydroxyl number , 245 – 255; water (Karl Fischer) 0.05 percent maximum 7 Surface area, 115 – 130, m2/g; particle diameter, 18 – 30 millimicrons; pH 7.0 –8.5; fixed carbon (moisture free) 96 – 98%; volatile matter, 1 –4%; oil absorption, stiff paste endpoint, 0.80 – 0.90 mL/g. At the time of use, the contents of packages A and B shall be thoroughly dispersed by mixing. One volume or weight of Package A shall be mixed with one volume or weight of Package B until a uniform grey colour is achieved. The maximum acceptable variation in mix ratio shall be five from the 50/50 ratio (45A to 55B or 55A to 45B). The mix ratio shall be determined by analysis for Nitrogen percentage in the mixed and cured adhesive.

B. A blend of 1 part of component A and 1 part of component B shall exhibit the following properties:

Gel time (150 g. Batch): 5 - 10 minutes

Tensile strength: 1.6 mm film between steel blocks, cured 24 hours at 20ºC and tested at 20ºC:

1,000 psi (7 N/mm2) Minimum

Shore D Hardness: Tested at 20ºC 70-80 (Cured 24 hours at 20ºC)

Shore D Hardness: Tested at 50ºC (Min.) 30

Deformation Temperature (Min.) 50ºC

Viscosity of Mixed Adhesive 1,000 - 2,000 poise

C. The Engineer’s approval for the adhesive for lane markers shall be based on the Manufacturer’s Certificate of Compliance. The manufacturer shall certify that each batch of adhesive conforms to the above specifications.

D. The lot or batch number shall appear on the certificates, on all samples and on all lots

of adhesives delivered.

6.10.4 CONSTRUCTION REQUIREMENTS A. All sand, dirt, and loose extraneous material shall be swept or blown away from the

marker location and the cleaned surface prepared as follows:



A.1 All surface dirt within areas to receive markers shall be removed using sandblasting, steam cleaning or power brooming as necessary to accomplish complete removal. Application of markers shall not proceed until final authorization is received from the Engineer.

A.2 The pavement shall be surface dry and in cool weather shall be heated by intense

radiant heat (not direct flame) for a sufficient length of time to warm the pavement areas of marker application to a minimum of 20ºC.

A.3 Markers shall if necessary be warmed prior to setting by heating to a maximum

temperature of 45ºC for a maximum of 10 minutes. A.4 The adhesive shall be maintained at a temperature of 15ºC to 30ºC before use and

during application. A.5 Component A shall be added to component B just before use and mixed to a smooth

uniform blend. The unused mixed adhesive shall be discarded when polymerization has caused stiffening and a reduction in workability.

A.6 The marker shall be affixed to the prepared pavement area with sufficient adhesive to

squeeze out a small bead of adhesive around the entire periphery of the marker. The required amount of adhesive per marker shall be in the range of 20 to 40 grams unless otherwise agreed with the Engineer.

A.7 The sequence of operations shall be as rapid as possible. Adhesive shall be in place

and the marker seated in not more than 30 seconds after the removal of the pavement preheat or warm air blast. The marker shall not have cooled more than one minute before seating.

A.8 The length of the pavement preheating or warming shall be adjusted to ensure

bonding of the marker in not more than 15 minutes. Bonding shall be considered satisfactory when adhesive develops a minimum bond strength in tension of not less than 1.3 N/cm² or a total tension strength of 130 N.

A.9 Markers shall be spaced and aligned as shown in the Drawings and as specified by

the Engineer. A displacement of not more than 1 cm left or right of the established guideline shall be permitted. The Contractor shall remove and replace at no expense to the Contract all improperly placed markers.

A.10 Markers shall not be placed over longitudinal or transverse joints in the pavement

surface. A.11 On roadway sections that are not open to public traffic, the preheating of the markers

by dry heating before setting shall not be required provided the adhesive develops the required bond strength of 1.3 N/cm² in less than three hours. If the roadway section is carrying public traffic during the installation of the markers, the 15 minute set-to-traffic provision shall be enforced, and necessary flagging and traffic control shall be required. In this case markers shall be protected from all traffic for at least 3 hours after placement.



6.10.5 MEASUREMENT A. Measurement of markers shall be by the unit for each type of marker furnished and

set in place. B. The unit contract price per unit shall include for all labour, materials, and equipment

necessary for furnishing and installing the markers in accordance with these Specifications.

PAY ITEM UNIT OF MEASUREMENT (6.10.1) Ceramic Non-Reflective Pavement

Markers (Each Type) Number (No) (6.10.2) Plastic Non-Reflective Raised Pavement

Markers (Each Type) Number (No) (6.10.3) Plain Prismatic Reflective Pavement Markers (Each Type) Number (No) (6.10.4) Aluminium Encased Prismatic Reflective

Pavement Markers (Each Type) Number (No) (6.10.5) Raised Reflective Pavement Studs

(3-cluster type) Number (No) (6.10.6) Raised Reflective Pavement Studs

(5-cluster type) Number (No)


(Consultant) SPEED BUMPS AND RUMBLE STRIPS 6.11 - Page 76 of 131

SECTION 6.11 SPEED BUMPS AND RUMBLE STRIPS 6.11.1 SCOPE Thee work covered in this section includes furnishing materials for and the construction of speed bumps, concrete rumble strips, ceramic marker rumble strips and scored shoulder rumble strips at the locations shown on the Drawings. 6.11.2 MATERIALS A. Tack Coat Liquid asphalt for tack coat shall be rapid curing type cutback grades RC-250 or RC-3000 as directed, and shall conform to the relevant requirements of Section 4.02: Bituminous Prime and Tack Coats. B. Bituminous Mix The bituminous mix for speed bumps shall conform to the relevant requirements of Section 4.03: Bituminous Binder and Wearing Courses for a wearing course mix unless otherwise shown on the Drawings. C. Concrete Unless otherwise shown on the Drawings, Portland cement concrete, for concrete rumble strips shall be Class 210/20 and shall conform to the relevant requirements of Section 5.01: Concrete Mixes and Testing. D. Reinforcement Steel mesh for concrete rumble strips shall be of the sizes shown on the Drawings and shall conform to the relevant requirements of Section 5.03: Steel Reinforcement. E. Ceramic Raised Pavement Markers Ceramic raised pavement markers for rumble strips shall be of the size shown on the Drawings. Ceramic markers and the epoxy adhesives shall conform to the relevant requirements of Section 6.10: Raised Pavement Markers. F. Visibility Unless otherwise shown on the Drawings, yellow reflectorized paint shall be used to distinguish the speed bumps in patterns instructed by the Engineer. The paint shall conform to the relevant requirements of Section 6.09: Roadway Markings. 6.11.3 CONSTRUCTION AND INSTALLATION A. Speed Bumps

A.1 Prior to the application of the tack coat, the bituminous surface shall be cleaned free of all dirt, dust and other foreign substances which, in the opinion of the Engineer, would prevent proper bonding of the tack coat.



A.2 Immediately after the surface has been cleaned and approved by the Engineer the tack coat shall be applied by pressure distributor, or by hand-spraying equipment in a uniform mist type coverage without blotches or streaks. The rate of application shall be between 0.2 and 0.3 litres per square metre unless otherwise required by the Engineer. A.3 When the tack coat has set and has been approved by the Engineer, the Contractor shall place the speed bump form in position. The hot bituminous mix shall be placed in the forms and consolidated by hand flush with the top of the form. A.4 After the bituminous mix has been placed in the form and consolidated, the form shall be carefully lifted and removed and rolling operations shall commence. Rolling shall be performed with a suitable type of pneumatic roller initially travelling parallel to the roadway centreline and finally at right angles to the centreline until the speed bump is compacted to the required cross section. The height of speed bumps above the pavement surface shall not exceed 100mm. A.5 The finished surface of the speed bump shall be painted with yellow reflectorized paint in accordance with the relevant requirements of Section 6.09 - Roadway Markings.

B. Concrete Rumble Strips

B.1 Concrete rumble strips shall be installed after completion of the bituminous wearing course. Locations shall be marked as shown on the Drawings or as ordered by the Engineer. Saw cutting shall be performed to a minimum depth of 200 mm. Underlying subgrade or base material shall be compacted to 100% AASHTO TI80 maximum density and moistened immediately prior to placing of concrete. B.2 Concrete shall be placed, vibrated and screeded in accordance with the relevant requirements of Section 5.05: Concrete Pavement. Machine placing and finishing is not required. The installation shall be checked with a full width straightedge before texturing. B.3 Immediately after initial texturing, the rumble texture shall be achieved using a template which shall produce the size, shape and pattern of scalloped depressions shown on the Drawings. Depression moulds shall be vibrated or forced into the surface of the fresh concrete. The template shall form uniform depressions 20 mm to 30 mm deep, and 75 mm between peaks. B.4 Moulds shall be withdrawn on completion without damaging the edges of the depression. The Contractor shall periodically check the top surface of the concrete with a straightedge and ensure the template is not displacing the concrete. B.5 Concrete edges shall be properly finished and the concrete shall be cured in accordance with the relevant requirements of Section 5.02: Concrete Handling, Placing and Curing. If a curing compound is approved for use, additional care shall be taken to ensure that all vertical surfaces of depressions are adequately coated.



C. Ceramic Marker Rumble Strips Raised ceramic pavement markers for rumble strips shall be installed in the appropriate geometric patterns as shown on the Drawings and in accordance with the relevant requirements of Section 6.10: Raised Pavement Markers. D. Scored Shoulder Rumble Strips

D.1 Scored shoulder rumble strips shall consist of a series of depressions as shown on the Drawings, extending transversely across the paved shoulder, except for a 300 mm strip adjacent to the travelled way and a 300 mm strip at the outside edge. Each depression shall be the shape of a semi-circular cylinder of 25 mm diameter. Depressions shall be 10 mm to 15 mm deep and spaced 0.2 m or 0.25 m apart longitudinally. D.2 Scored shoulder rumble strips shall be installed to the required dimensions using a specially constructed steel wheel roller with ridges added to the roller drive drum of the length, spacing, and cross section appropriate to the required scoring. D.3 Rolling of the depressions shall be performed in lieu of, or immediately following, breakdown rolling of the bituminous shoulder material. The Contractor shall select the weight and sequence of rollers to achieve the required depressions and the required density of the finished pavement. D.4 The required minimum density of the bituminous course used for the shoulders shall be compatible with the construction of the scored shoulder rumble strips.

6.11.4 MEASUREMENT A. Bituminous Speed Bumps, Concrete Rumble Strips, and Scored Shoulder Rumble Strips shall be measured by the square metre of each type constructed, completed, and accepted. B. Ceramic Marker Rumble Strips shall be measured by the number of ceramic raised pavement markers; furnished, installed, completed, and accepted. C. Unless shown as Pay Items in the Bills of Quantities, all other Works prescribed in this Section shall not be measured for direct payment, but shall be considered as subsidiary works the costs of which shall be deemed to be included in the Contract prices for Pay Items.



PAY ITEM UNIT OF MEASUREMENT (6.11.1) Bituminous Speed Bumps (each type) Square Metre (m2) (6.11.2) Concrete Rumble Strips (each type) Square Metre (m2) (6.11.3) Ceramic Marker Rumble Strips (each type) Number (No) (6.11.4) Scored Shoulder Rumble Strips (each type) Square Metre (m2)


(Consultant) DELINEATORS, MARKER POSTS AND MONUMENTS 6.12 - Page 80 of 131

SECTION 6.12 DELINEATORS, MARKER POSTS AND MONUMENTS 6.12.1 SCOPE A. The work covered in this section consists of the furnishing and installation of post-mounted or barrier-mounted reflective delineators, reflective marker posts and concrete monuments at the locations shown on the Drawings. B. Delineators are post-mounted or barrier-mounted reflector units located at regular intervals along the side of the highway in selected locations to indicate the highway alignment. C. Marker posts include kilometre posts and posts marking obstructions and hazards within or adjacent to the highway such as bridge or underpass piers and abutments, culvert headwalls, abrupt changes in alignment, discontinuations or abrupt narrowing of shoulders. D. Right-of-Way (ROW) monuments are precast concrete posts permanently installed at predetermined intervals along both ROW boundaries. E. Survey and reference monuments are concrete posts semi-permanently (or permanently) installed within the ROW at predetermined and accurately surveyed points required for construction setting out and related works. 6.12.2 MATERIALS A. Concrete Unless otherwise shown on the Drawings, concrete shall be Class 210/20 for ROW monuments and Class 170/60 for post footings. All concrete shall conform to the relevant requirements of Section 5.01: Concrete Mixes and Testing. B. Reinforcement Reinforcing steel shall conform to the requirements of Section 5.03: Steel Reinforcement. C. Steel Posts Steel posts for delineators and marker posts shall be hot-dip galvanized to AASHTO M111 standard and shall conform to the steel post requirements in Section 6.08: Highway Signing. D. Metalwork, Nuts and Bolts

D.1 Hardware, steel plates, and pipe shall be furnished or fabricated as shown on the Drawings. Where galvanizing is specified the metalwork shall be hot-dipped galvanized to AASHTO M111 standard. D.2 Nuts, bolts and washers for posts shall be hot-dip galvanized to AASHTO M232 standard.



D.3 Self-locking nuts, bolts and washers for sign panels shall be stainless steel conforming to ASTM A276.

E. Sheet Metal for Panels Sheet metal for delineator panels and marker post panels shall be either steel sheet or aluminium alloy sheet as shown on the Drawings and conforming to the relevant requirements of Section 6.08: Highway Signing. F. Reflective Sheeting Reflective sheeting shall be a "low intensity" type unless shown otherwise on the Drawings and shall conform to the relevant requirements in Section 6.08: Highway Signing. G. Delineators

G.1 Post-mounted and barrier-mounted delineators shall be made from highly durable moulded plastic with prismatic reflectors of the colours specified on the Drawings that are capable of clearly retroreflecting light under normal atmospheric conditions from a distance of 300m when illuminated by the undipped beams of standard automobile lights. Retroreflective elements shall have a minimum dimension of 75mm unless otherwise shown on the Drawings. G.2 Where reflectorized paint is specified in lieu of, or in association with, prismatic reflectors, the paint material shall be of the type as shown on the Drawings and shall conform to the relevant requirements of Section 6.09: Roadway Markings.

6.12.3 INSTALLATION A. All posts for delineators, object and marker posts, survey and ROW monuments, shall be installed at the locations shown on the Drawings. B. Construction of concrete footings, installation of steel posts and erection of panels, reflective sheeting and reflectors, shall be in accordance with the relevant requirements of Section 6.08: Highway Signing. C. Reflectorized paint for marker posts shall be as shown on the drawings and in accordance with the relevant requirements of section 6.06: Painting of Structures. D. Concrete monuments shall be installed in the correct positions, truly vertical and complete with inset steel plates or other indented or painted identification markings, as shown on the Drawings for each type of monument. E. Backfilling with approved material shall be in accordance with the relevant requirements of Section 2.09: Structural Excavation and Backfill.



6.12.4 MEASUREMENT A. Delineators shall be measured by the number including furnishing and erection of posts. B. Marker Posts shall be measured by the number furnished and erected including reflective signs and reflectorized painting, completed, and accepted. C. Monuments shall be measured by the number of each type furnished, installed, completed, and accepted. D. Excavation, backfilling and other ancillary items shall not be measured for direct payment, but shall be considered as subsidiary work; the costs of which shall be deemed to be included in the Contract prices for the Pay Items. PAY ITEMS UNIT OF MEASUREMENT (6.12.1) Post-Mounted Delineators Number (No) (6.12.2) Barrier-Mounted Delineators Number (No) (6.12.3) Marker Posts (Each type) Number (No) (6.12.4) Right of Way Monuments Number (No) (6.12.5) Survey Monuments Number (No)


(Consultant) STEEL GUARDRAIL AND CONCRETE SAFETY BARRIERS 6.13 - Page 83 of 131

SECTION 6.13: STEEL GUARDRAILS AND CONCRETE SAFETY BARRIERS 6.13.1 SCOPE The work covered in this Section consists of the furnishing, construction and erection of steel guardrails, concrete barriers, impact attenuators and glare screens as and where shown on the Drawings. 6.13.2 MATERIALS A. Metal Beam Guardrail

A.1 The Contractor shall construct all guard rails complete with posts as shown on the Drawings, in accordance with these specifications and in conformity with the lines and grades as directed by the Engineer. The Contractor shall submit to the Engineer for his review and approval shop drawings complete with all details of the type of corrugated steel beams and rails proposed for use on the Project. A.2 Rail elements and backup plates for W-Beam rail shall conform to AASHTO M180, Class A type 2 galvanized. Rail elements for triple corrugated beam rails used in Guard Rail Energy Absorbing Terminal (G.R.E.A.T.) proprietary impact attenuators shall conform to AASHTO M180, Class B, Type 2 galvanized. Rail element joints shall be fabricated to lap by not less than 300 mm and be bolted. A.3 Galvanized beam elements and end sections shall be marked at the point of fabrication with the manufacturer’s name or trademark, gauge or thickness and with the coating date or coating lot reference. Each reference shall be readily identified. The identification markings shall be placed where they will not be obscured by posts or laps after erection. No markings, except die stamping approved by the Engineer, shall be placed on the traffic face of the beam. Marking materials used shall resist obliteration during handling. A.4 All galvanized materials for guardrail shall be carefully handled to avoid damage to surfaces. Any galvanized material on which the smelter coating has been bruised or broken shall be rejected or repaired by a method approved by the Engineer. A.5 The Contractor shall furnish the Engineer with the manufacturer’s certification (Certificates of Guarantee) in triplicate, which states that the materials supplied conform to the requirements of these Specifications. The certification shall include, or have attached, specific results of laboratory tests for specified physical and chemical properties as determined from representative samples of the material which verify conformance to the specifications. The Engineer shall check at random weights and characteristics of guard rail elements for correct conformance. This testing shall be at the expense of the Contractor.



A.6 Rail metal shall withstand a cold bend without cracking of 180 degrees around a mandrel of a diameter equal to 2.5 times the thickness of the sheet metal plate. . A.7 Rail elements to be erected on a radius of 45 m or less shall be shaped in the shop. The radius of curvature shall be stencilled on the back of each section of rail. A.8 Rail elements shall be designed to be spliced at intervals not exceeding 4 metres and such splices shall be made at posts, unless otherwise shown on the Drawings.

B. Box Beam Guardrail

B.1 Box beam guardrails shall be hot-formed welded and seamless carbon steel structural tube or cold-formed welded. Posts, splice tongues and plates shall conform to ASTM A 36. Rails shall conform to ASTM A 500, Grade A or B, or ASTM A 501. B.2 Mill transverse welds shall not be permitted on rail sections. Longitudinal welds shall be made by the resistance, gas shielded arc, submerged arc or plasma arc welding processes and shall be sound, free from defects and shall not be repaired. The welded joint in cold and hot-formed welded rails shall have a minimum tensile strength specified for the railing when subjected to the tensile strap test specified in ASTM E8M (metric). B.3 Rail sections for tangent runs shall be not less than 6 metres in length. Rail splices shall be a minimum of 400 mm from the centreline of any post.

C. Wire Rope

C.1 Wire rope for cable guardrail, cable guardrail anchor terminals and metal beam guardrail anchor terminals shall conform to AASHTO M 30, Type II, Class A. Equivalent galvanized wire rope with a minimum breaking strength of 19,400 kg shall be acceptable, if approved by the Engineer. C.2 Wire rope restraining cable for G.R.E.A.T. Hi-Dro and Hi-Dri impact attenuators shall be minimum 22 mm nominal diameter galvanized wire rope conforming to ASTM A 603, Class A. C.3 Pull-out and secondary cable for Hi-Dro and Hi-Dri impact attenuators shall be minimum 9.5 mm nominal diameter galvanized wire rope conforming to ASTM A 603, Class A.

D. Pedestrian Guardrail

Pedestrian Guardrail shall be welded structural hot dipped galvanized steel complying with the requirements of AASHTO M 232 (ASTM A 153) zinc coating (hot dip) on iron and steel hardware.



E. Posts and Miscellaneous Hardware

E.1 Unless otherwise shown on the Drawings, all steel posts, plates, angles, channels, brackets and anchor assembly units shall conform to ASTM A 36. Cold rolled post sections shall conform to ASTM A 446, Grade B. E.2 The swaged fittings for anchor terminals shall be machined from hot-rolled carbon steel conforming to ASTM A 576, Grade 1035 and shall be annealed using a method suitable for cold swaging. A lock pinhole shall be drilled through the swage fitting head to accommodate a 7 mm, plated, spring steel pin to retain the stud in the correct position. The stud shall be steel conforming to ASTM A 449. Prior to galvanizing, a 10 mm slot for the locking pin shall be milled into the stud end. The swaged fitting, stud and nut shall develop the full breaking strength of the wire cable. E.3 Anchor rod eyes shall be hot forged or formed with full penetration welds. After fabrication, anchor rods with eyes that have been formed with any part of the eye below 870 oC during the forming operation or with eyes that have been closed by welding shall be thermally stress relieved prior to galvanizing. The completed anchor rod, after galvanizing, shall develop a strength of 23,000 kilograms. E.4 Clevises shall be drop forged galvanized steel and shall develop the full specified breaking strength of the wire cable. E.5 The concrete insert assembly for Type 4 anchor terminals (beams of corrosion resistant steel - AASHTO M180) shall be fabricated as shown on the Drawings. Ferrules shall be steel conforming to ASTM A 108, Grade 12 L 14. Inserts shall be tapped to the dimensional requirements specified in ASTM A 563 for nuts receiving galvanized bolts. Insert assembly wires shall conform to ASTM A 510, Grade 1030, and have a minimum tensile strength of 686 MN/m2 (7,000 kg/cm2). Welded attachments of wires to ferrules shall develop the full tensile strength of the wire. E.6 Turnbuckles shall be steel of commercial quality and shall have a minimum breaking strength of 1,500 kilograms. Turnbuckles shall be galvanized in accordance with ASTM A 153. Compensating and non-compensating cable ends shall be cast steel conforming to ASTM A 27 or malleable iron conforming to the requirements of ASTM A 47M (metric). Compensating devices shall have spring constants of 8,000 kg/m plus or minus 500 kg/m and permit a travel of 150 mm plus or minus 25 mm. All elements shall be galvanized. E.7 Cable connecting hardware shall develop the full strength of the wire rope. At all locations where the cable is connected to a cable end with a wedge type connection, one wire of the wire rope shall be crimped over the base of the wedge to hold the cable firmly in place. E.8 Restraining chains for G.R.E.A.T. impact attenuators shall be 12 mm nominal size and shall conform to ASTM A 413, Grade 28.



F. Glare Screens

F.1 Glare screen fabric shall be chain link mesh conforming to ASTM A 491 or ASTM A 392. Mesh sizes and wire diameters shall be as specified on the Drawings. F.2 Posts shall be galvanized steel pipe conforming to ASTM A 153 and of the diameter shown on the Drawings. Posts shall be furnished with galvanized watertight caps. F.3 Tension wire shall conform to ASTM A 641M (metric) - Class 1, Hard Temper, with a minimum diameter of 4.5 mm. F.4 Tension cable shall conform to ASTM A 474 or A 475, 6 mm minimum diameter, high strength grade. F.5 All hardware shall be typical of the types shown on the Drawings and shall be galvanized in accordance with ASTM A 153. F.6 If shown on the Drawings, the fence fabric, posts and all exposed galvanized hardware shall be coated with a minimum 0.25 mm coating of bonded PVC. PVC shall be applied by the thermal extrusion process and shall withstand a minimum exposure of 1,500 hr at 62oC without any deterioration when tested in accordance with ASTM D 1499. F.7 Slats, when required, shall be either wood or plastic and of the dimensions shown on the Drawings. Wood slats shall be treated with a suitable preservative. F.8 Plastic slats shall be tubular polyethylene, colour pigmented material consisting of high density polyethylene and colour pigments designed to retard ultraviolet penetration. The material shall have a minimum wall thickness of 0.7 mm and shall remain flexible without distortion and without becoming brittle through a temperature range of 0oC to 60oC. F.9 Plastic slats shall be retained in place by means of U-shaped retainer members at the bottom and top of the glare screen. Retainer members shall be of the same material as the slats. F.10 Samples for the colour of plastic slats shall be submitted for approval before use.

G. Bolts, Nuts, and Other Fittings

G.1 All bolts shall conform to ASTM A 307, except those designated on the Drawings as high strength, which shall conform to ASTM A 325 or A 449. G.2 All nuts shall conform to ASTM A 563, Grade A or better, except those designated on the Drawings as high strength, which shall conform to ASTM A 563, Grade C or better.



H. Galvanizing

H.1 All of the exposed materials for guardrails, guardrail anchor terminals, impact attenuators, glare screens and delineators which consist of steel or iron shall be galvanized after fabrication unless otherwise specified. Whenever a galvanizing requirement is not included in the Specifications, it shall be in accordance with ASTM A 123 or ASTM A 153 as appropriate. H.2 All components shall be fabricated and galvanized for installation without additional drilling, cutting or welding. When field modifications are approved by the Engineer or when minor damage to the galvanized coating occurs, the exposed surface shall be repaired by thoroughly cleaning and applying 2 applications of zinc dust-zinc oxide primer, as specified in Section 6.06: Painting of Structures.

I. Concrete

I.1 All concrete shall conform to the relevant requirements of Section 5.01: Concrete Mixes and Testing. I.2 Unless otherwise shown on the Drawings classes of concrete shall be as follows:

- Concrete for post supports, buried footings and anchors shall be Class 170/60.

- Concrete for New Jersey concrete barriers and terminal sections shall be Class 360/20.

- All other concrete shall be Class 210/20.

J. Reinforcement

Reinforcing steel shall be of the size and type shown on the Drawings and shall conform to the requirements of Section 5.03: Steel Reinforcement. K. Other Materials

Other materials shall be as shown on the Drawings. Special materials for impact attenuators shall be as specified by the manufacturer. 6.13.3 CONSTRUCTION AND INSTALLATION A. Metal Beam and Cable Guardrail

A.1 Guardrail of the kind and type shown on the Drawings shall be constructed at the locations shown thereon and as determined by the Engineer. A.2 All posts shall be set vertically in holes with the designated diameters and in the positions shown on the Drawings. Post holes shall be backfilled with cement mortar or concrete tamped into place as shown on the Drawings and when required by the Engineer.



A.3 Steel rail sections shall be cut, punched and/or drilled in the shop prior to galvanizing. Special detail holes shall only be cut in the field when necessary and if approved by the Engineer. A.4 All nicks, gouges and scratches in the galvanized surface of the railing shall be painted with a high zinc content paint. The railing and posts shall be painted as described in Section 6.06: Painting of Structures. A.5 Posts shall be installed by driving plumb to the required elevations or set in concrete, as shown on the Drawings. A.6 If ground conditions are such that pilot holes are necessary to prevent damage to posts during driving, all space around steel posts after driving shall be filled with dry sand or fine gravel. A.7 When posts are set in concrete, the concrete shall be placed against the face of the excavation unless otherwise approved by the Engineer. A.8 Continuous lengths of rail or cable shall be installed and alignment checked and adjusted before final tightening of bolts. Unless otherwise specified, bolted connections shall be torqued to between 6 and 7 kg-m. Lapped rails shall be installed with the exposed ends away from the stream of traffic.

B. Pedestrian Guardrails

B.1 All prefabricated or ready-assembled pedestrian guardrails shall be welded in accordance with Section 5.16: Structural Steelwork and Metal Components B.2 When directed by the Engineer and before fabrication has commenced, welding procedure trials shall be carried out using representative samples of materials to be used in the work. B.3 During guardrail erection all members shall be securely held in their positions until the post fixings have gained sufficient strength to withstand the design load required. The assessment of the strength of the post fixing shall be subject to the Engineer's agreement. Finished guardrails shall be true to line throughout their length. B.4 The rails and posts of pedestrian guardrails shall be closed sections presenting no visible seam welds or exposed bolt heads. The exact shape of the posts and rails shall be in accordance with the Drawings and to the approval of the Engineer.

C. Guardrail Anchor Terminals

C.1 Guardrail anchor terminals shall be installed as and where shown on the Drawings.



C.2 Posts, anchors and footings shall be driven or installed in concrete as required. Concrete shall be placed against the excavated earth unless otherwise approved by the Engineer. C.3 Bolted connections shall be torqued as for guardrail bolts. C.4 Cable guardrail end assemblies shall be attached to the breakaway anchor angle and turnbuckles tightened to provide the spring compression as shown on the Drawings. Backfill above the tops of concrete anchor footings shall not be placed before cables are tensioned. Cables shall be uniformly tensioned prior to bending tabs on end post caps.

D. New Jersey Concrete Barriers and Terminal Sections.

D.1 Concrete barriers shall present a smooth, continuous, uniform appearance in their final position, conforming to the horizontal and vertical lines shown on the Drawings and shall be free of lumps, sags, or other irregularities. The top and exposed faces of the barrier shall not vary by more than 6 millimetres between any 2 contact points when tested with a 4 metre straightedge laid on the surfaces. D.2 Concrete barriers may be precast, cast in situ with fixed forms or extruded with slip forms. Concrete barriers constructed by casting in situ using fixed forms shall conform to the relevant requirements of Section 5.06: Reinforced Concrete Structures. D.3 Unless otherwise shown on the Drawings, traverse expansion joints of 10 mm thick premolded filler shall be provided in all cast in-situ concrete barriers at a spacing not exceeding 15 metres centre to centre. D.4 If concrete barriers are constructed using an extrusion machine or other similar type of equipment, the concrete shall be thoroughly compacted and the exposed surfaces shall conform to the relevant requirements of Section 5.06: Reinforced Concrete Structures and as specified herein. D.5 The Contractor shall furnish evidence of successful operation of the proposed extrusion machine or other equipment by constructing a trial section of barrier or by other evidence acceptable to the Engineer. D.6 Concrete shall be fed to the extrusion machine at a uniform rate. The machine shall be operated under sufficient uniform restraint to forward motion to produce a thoroughly consolidated mass of concrete free from surface pitting larger than 20 mm in diameter and requiring no further finishing. The concrete shall be of such consistency that, after extrusion, it maintains the shape of the barrier without support. The grade for the top of the concrete barrier shall be indicated by an approved offset guide line.



D.7 The forming portion of the extrusion machine shall be readily adjustable vertically during the forward motion of the machine to conform to the predetermined grade line. A grade line gauge or pointer shall be attached to the machine so that a continual comparison can be made between the barrier being placed and other established grade lines as indicated by the offset guide line. Other means of controlling barrier grades shall only be used if approved by the Engineer. D.8 Expansion joints shall be constructed in the extruded concrete by sawing through the barrier section to its full depth. If sawing is carried out before the concrete has hardened, the adjacent portions of the barrier shall be firmly supported with close fitting shields. When sawing is carried out after the application of curing compound, the exposed faces of the barrier in the vicinity of the joint shall be treated with curing compound after sawing the joint. D.9 If stationary forms for concrete barriers are used, they shall be removed as soon as possible after the concrete has set sufficiently to maintain the shape of the barrier without support. The surface shall be free from pits larger than 20 mm in diameter and shall be given a final soft brush finish with strokes parallel to the line of the barriers. Finishing with a brush application of grout shall not be permitted. D.10 Concrete surfaces shall be finished as necessary to produce smooth, even surfaces of uniform texture and appearance, free of bulges, depressions and other imperfections. The use of power sanders, carborundum stones shall be used to remove bulges or other imperfections. D.11 Exposed surface of concrete barriers shall be cured by membrane curing as specified in Section 5.02: Concrete Handling, Placing and Curing.

E. Impact Attenuators Impact attenuators shall be installed as and where shown on the Drawings and in accordance with the manufacturer's recommendations and instructions. A copy of these recommendations and instructions shall be submitted to the Engineer upon delivery of the impact attenuator materials and before any installation commences. F. Glare Screens

F.1 Glare screen fabric shall be placed on the face of the posts designated by the Engineer. On curves, the fabric shall be placed on the face of the posts on the outside of curves. F.2 The fabric shall be stretched taut and securely fastened to posts as shown on the Drawings. Fabric shall be cut and attached independently at all pull and brace posts. Rolls of wire fabric shall be joined by weaving a single strand into the end of the rolls to form a continuous mesh between pull posts.



6.13.4 TESTING A. Copies of all Certificates of Guarantee and test reports for all manufactured items shall be submitted to the Engineer. B. Precast and in-situ concrete in foundations, New Jersey barriers and terminal sections shall be sampled and tested in accordance with Section 5.01: Concrete Mixes and Testing. C. The Engineer may request additional sample materials for testing for strength, galvanizing, or other parameters. D. Post fixing tests shall be carried out in accordance with manufacturer’s recommendations, detailed on the Drawings or as instructed by the Engineer. 6.13.5 MEASUREMENT A. Steel Guardrail, New Jersey Concrete Barrier and Glare Screen shall be measured by the linear meter furnished, installed completed and accepted. Measurements shall be based on the dimensions as shown on the Drawings. Terminal and Transition Sections shall not be measured for direct payment, but shall be considered as subsidiary works; the costs of which shall be deemed to be included in the Contract prices for Pay Items. B. Impact Attenuators shall be measured by the unit of each type furnished, constructed or installed, completed and accepted. C. Excavation, backfilling, concrete footings, anchors, lifting device, dowel bars and other ancillary items, shall not be measured for direct payment, but shall be considered as subsidiary work; the costs of which shall be deemed to be included in the Contract prices for Pay Items. PAY ITEMS UNIT OF MEASUREMENT (6.13.1) Steel Guardrail (specify type) Linear Metre (m) (6.13.2) New Jersey Concrete Barrier (specify type) Linear Metre (m) (6.13.3) Glare Screen (specify height/ type) Linear Metre (m) (6.13.4) Impact Attenuators (specify type) Number (No)


(Consultant) CONCRETE BLOCK PAVEMENT 6.14 - Page 92 of 131

SECTION 6.14 CONCRETE BLOCK PAVEMENT 6.14.1 SCOPE The work covered in this Section consists of supplying the constituent materials and constructing concrete block pavement to the correct line and level. 6.14.2 DEFINITIONS For the purposes of this Specification the following definitions apply: Formation: The surface of the subgrade in its final shape after completion of earthworks. Laying Course: A layer of material on which the paving blocks are bedded. Surface Course: A layer of interlocked paving blocks which act as the wearing course and a major structural element of the pavement. Edge Restraint: A device which serves to prevent sideways movement of the blocks and to prevent loss of material from the laying course. Paving Blocks: Precast concrete elements which comply with this Specification. Block Wearing Surface: The surface or surfaces of paving blocks. Plan Area: The area bounded by the block pavement wearing surface. Squareness: The normality between block sides and the wearing surface and the parallelism of the wearing surface and the opposite face. Laying Face: The working edge of the paving at which the laying of blocks is taking place. Interlock: The effect of frictional forces between blocks which prevent one block moving in isolation. Herringbone: A laying pattern of paving blocks (refer to BS 6717:2001: Part 3) Stretcher Bond: A laying pattern of paving blocks (refer to BS 6717:2001: Part 3) Acid-Soluble Material: Material identified using the test method for determination of the acid-soluble portion of fine aggregates.



6.14.3 MATERIALS A. Base Course

Materials for base course shall be as specified in Section 3 Granular Bases. B. Laying Course

B.1 Laying course material shall be naturally occurring sand or crushed rock fines either washed or unwashed. B.2 Laying course material shall contain no more than 3% by weight of clay and silt and the materials shall be free from deleterious salts or contaminants. Use of dune sand is not permitted. B.3 The grading shall be: ASSHTO/ASTM Sieve Percentage Passing

3/8 in (9.5mm) 100

No. 4 (4.76 mm) 90-100

No. 8 (2.36 mm) 75-100

No. 16 (1.18 mm) 55-90

No. 30 (0.60 m) 35-70

No. 50 (0.30 mm) 8-35

No. 100 (0.15 mm) 0-10

No. 200 (0.075mm) 0-3 B.4 In locations where a degree of rigidity is required in the pavement surface is indicated on the Drawings or directed by the Engineer, 5-6% by weight of ordinary Portland cement shall be incorporated into the laying course material.

C. Paving Blocks

C.1 Concrete for paving blocks shall satisfy the requirements of section 5.01: Concrete Mixes and Testing. C.2 Fine aggregate (material passing No. 4 sieve) shall not contain more than 25% by mass of acid-soluble material in either the fraction retained on or the fraction passing No. 30 (0.60 mm) sieve when tested as described in BS 812-119:1985. C.3 The cement content of the compacted concrete shall be not less than 380 kg/m3. C.4 Material used in the manufacture of paving blocks which has been exposed to temperatures below 0oC shall not be used until it has been completely thawed. The



temperature of the mould itself shall be above 0oC and the temperature of the concrete at the time of casting shall be at least 5oC.

C.5 Appropriate measures shall be taken to prevent the temperature of the concrete from falling below 0oC during the first 24 hours after manufacture. C.6 After manufacture the blocks shall be appropriately stored to prevent undue loss of moisture. C.7 The average compressive strength of the blocks on delivery, when sampled and tested in accordance with BS 6717:2001, shall be not less than 49 N/mm2. If the average strength of the first four blocks tested is over 54 N/mm2, the sample shall be deemed to comply and the remaining twelve blocks from the sample need not be tested. C.8 No individual block strength shall fall below 40 N/mm2. The compressive strength of each block specimen shall be calculated by dividing the maximum load by the block plan area and multiplying by the appropriate factor from Table 6.14.1. The strength shall be expressed to the nearest 0.1 N/mm2.

C.9 Finishes

C.9.1 Natural Colour Blocks: A block described as 'natural colour' shall not contain pigment. C.9.2 Surface Finishes: Surface finishes, including colour, shall be as detailed on the Drawings or instructed by the Engineer. The surface layer shall be formed as an integral part of the block and shall be not less than 5mm thick. C.9.3 Pigmented Blocks: When pigmented blocks are specified, the colour shall be agreed with the Engineer at the time of placing the order.

TABLE 6.14.1: THICKNESS AND CHAMFER CORRECTION FACTORS FOR COMPRESSIVE STRENGTH

Compressive Strength Correction Factors

Block Thickness (mm) Plain Block Chamfered Block

60 or 65 1.00 1.06

80 1.12 1.18

100 1.18 1.24



C.10 Dimensions

Standard rectangular blocks shall be manufactured with a nominal length of 200 mm and nominal width of 100 mm. Alternative sizes and shapes shall have a ratio of length to width on plan of not less than 1½ or greater than 2½; the width shall not be less than 80 mm or greater than 115 mm. Paving block thicknesses shall be 60 mm for sidewalks and 80 or 100 mm for roads as detailed on the Drawings or as instructed by the Engineer.

C.11 Tolerances

C.11.1 Length: The length of all blocks from the sample shall be within ±2 mm of the specified length. C.11.2 Width: The width of all blocks from the sample shall be within ±2 mm of the specified width. C.11.3 Thickness: The thickness of all blocks from the sample shall be within ±3 mm of the specified thickness. C.11.4 Squareness: Each side of the blocks within the sample shall be tested for squareness and shall be normal to the wearing surface and the opposite face. The wearing surface face shall be parallel to the opposite face. A side shall be considered normal to the block faces and the faces parallel if the difference between the two readings does not exceed 2 mm. Where the design of a block includes profiled sides, the profile of the block shall not deviate from the manufacturer's specification by more than 2 mm.

C.12 Manufacturer's Certificate The Contractor shall forward to the Engineer a certificate from the manufacturer indicating the type and frequency of testing. C.13 Samples for Approval Samples for each type of concrete blocks shall be submitted to the Engineer for approval prior to placing the order with the manufacturer. 6.14.4 LAYING OF PRECAST CONCRETE BLOCKS A. Laying Patterns Unless otherwise shown on the Drawings or approved by the Engineer in writing, the laying pattern shall be herringbone in accordance with BS 6717:2001. The Contractor shall prepare shop drawings for all pattern layouts and submit these drawings to the Engineer for approval.



B. Surface Levels of Pavement Layers The surface levels of the various layers of pavement construction should not deviate from the design levels by more than the following:

- Formation/subgrade +20mm/ -30mm

- Sub-base ±20mm

- Base course ±15mm

- Pavement surface (but see Clause C below) ± 6mm C. Surface Levels Adjacent to Drainage Furniture

C.1 The surface level of the paving blocks immediately adjacent to gullies, surface drainage channels and outlets shall not deviate from the design level by more than + 6 mm and -0 mm. C.2 The permissible deviation for the upper level of drainage inlets and channels should be +0, -10mm to ensure positive drainage.

D. Deviations in Surface Levels The deviation from the design profile measured under a 3 metre straightedge shall not exceed 10mm. E. Levels of Adjacent Blocks The levels of any two adjacent blocks shall not differ by more than 2mm. F. Crossfalls and Gradients Unless otherwise shown on the Drawings or directed by the Engineer, a minimum crossfall of 2.5% and a minimum longitudinal gradient of 1% shall be adopted. G. Laying Course

G.1 The surface on which the laying course is to be placed shall be structurally sound, free from contamination and true to line and level within the tolerances given in Clause B above. G.2 The moisture content of the laying course shall be uniform and moist without being saturated. Where material is to be stockpiled it shall be covered. G.3 The laying course material shall be spread at a moisture content within 1% of optimum. The optimum moisture content can be determined in accordance with BS 1377-9:1990.



G.4 The laying course shall form a nominally uniform layer, 50 mm thick, below the blocks unless otherwise indicated. It shall be laid in accordance with either of the following alternative methods:

- The material shall be spread loose in a uniform layer and screeded to a thickness required to give a nominal 50 mm layer after completion of the paving.

- The material shall be spread in a loose uncompacted layer to approximately 2/3 of the required final thickness. This layer shall then be lightly compacted by a vibrating plate compactor. A further layer of about 15mm thick loose material shall be spread and screeded to create a loose surface onto which the blocks can be placed.

G.5 The Contractor shall take measures to avoid localized disturbance of the prepared laying course by pedestrian or wheeled traffic prior to the placing of blocks. The area of laying course prepared shall be not more than one metre from the position of the laying face at the end of the working period. Areas of laying course material shall be re-screeded immediately prior to laying the block paving.

H. Surface Course

H.1 Edge Restraints

H.1.1 Edge restraints shall be provided along the perimeter of all paved areas to support traffic loads and prevent the escape of laying course material from beneath the paved surface. Edge restraints shall be formed and matured before compacting adjacent areas. Edge restraint concrete haunching shall be founded on the underside of the laying course. H.1.2 If not detailed on the Drawings the Contractor shall provide the Engineer with details of the proposed edge restraints to be used for his approval.

H.2 Laying Block Paving

H.2.1 The blocks shall be laid hand-tight, in the design pattern, working from an existing laying face edge restraint wherever possible. Mechanical force shall not be used to obtain tight joints. Block shapes designed to assist with the formation of boundaries and with changes in direction shall be incorporated as appropriate. H.2.2 Full blocks shall be laid first; followed by closure units. The area to be laid shall be completed as far as possible in entire block units. Infilling to boundaries and obstructions shall proceed as the same time as laying of the surface course and shall be completed before compaction commences. H.2.3 The alignment of the blocks shall be checked periodically and adjustments made where necessary. H.2.4 The Contractor shall prepare a sample of block laying for each pattern to be executed on site. Paving works shall proceed only after approval of the trial area by the Engineer.



H.3 Trimming

H.3.1 Blocks shall be trimmed to shape and size in order to form boundaries and to work around obstructions. H.3.2 Where trimming of blocks is necessary, portions of less a third of an entire block shall be avoided. H.3.3 Where it is not possible to fit blocks neatly around an obstruction, the obstruction shall be surrounded with concrete of adequate strength to form a more regular shape. Blocks shall then be cut to about this concrete collar. H.3.4 Wherever in-situ concrete is used, careful selection of fine aggregate and/or pigmented admixtures shall be used to achieve an adequate colour match.

H.4 Compaction of Block Paving

H.4.1 The surface course shall be compacted by three passes of a plate compactor. Other compaction methods shall only be used if prior approval is obtained from the Engineer. H.4.2 Plate compactors shall have a plan area of not less than 0.25 m2 and shall transmit an effective force of 75-100 KN per square metre of plate area; the frequency of vibration shall be within the range of 75-100 Hz. H.4.3 Trimming shall be completed before an area is compacted. H.4.4 Compaction shall not be carried out within one metre of the laying face. All other areas of paving shall be compacted by completion of the day's work.

H.5 Joint Filling

H.5.1 Following compaction of the surface course, sand or crushed rock fines shall be spread over the surface and brushed into the joints. The joint filling shall meet the following gradation:

Sieve size, mm Jointing sand, % passing

4.76 100

2.36 95-100

1.18 90-100

0.600 55-100

0.300 15-50

0.150 0-15

0.075 0-3



H.5.2 The Contractor shall avoid the use of sand filler which may stain the pavement surface. The sand shall not contain deleterious salts or other contaminants. H.5.3 On completion of the application of sand filling, the block paved area shall be recompacted to consolidate the sand filling of the joint. Top filling with sand and final compaction shall be completed as soon as practicable after laying and in any case prior to the termination of work on that day.

H.6 Early Trafficking

H.6.1 Immediately after the finishing pass of the plate compactor, traffic shall be permitted to use the pavement. H.6.2 If, during the early trafficking period, any movement of the surface course occurs the units shall be removed, the cause established and the area re-laid immediately.

6.14.5 METHOD OF MEASUREMENT A. Concrete block pavement shall be measured by the square metre of precast paving blocks of the stated thickness in place and accepted. B. Sub-base and base courses shall be measured by the cubic metre of compacted materials in place and accepted as specified in Specification Part 3: Granular Bases. C. Laying courses shall not be measured for direct payment, but shall be considered as subsidiary works; the costs of which shall be deemed to be included in the Contract prices for the Pay Items. D. No measurement or payment will be made for testing, sampling, measuring, joint filling, compaction, in-situ concrete used round obstructions and repair to damaged surfacing course due to early trafficking.

PAY ITEM UNIT OF MEASUREMENT (6.14.1) Concrete Block Pavement (each type) Square Metre (m2)


(Consultant) SITE INVESTIGATION 6.15 - Page 100 of 131

SECTION 6.15: SITE INVESTIGATION 6.15.1 SCOPE The work covered in this Section consists of the organization and execution of a site investigation survey, the testing and analysis of samples and the production of a comprehensive site investigation report. 6.15.2 PARTICULAR REQUIREMENTS A. Type of Investigation and Report Required: A geotechnical investigation and report giving a full description of subsurface conditions, results of in situ and laboratory testing and recommendations. A detailed description of the surface conditions and features within the site shall be provided. B. Site Description: The Contractor is responsible for his own interpretation of the geological site conditions within the project region. C. Boreholes: Boreholes shall be drilled to the required depth specified by the Engineer on site. If rock is encountered, continuous coring shall be carried for a minimum of 7.5 m into good quality rock or as directed by the Engineer. Good quality rock is defined as rock with rock quality designation (RQD) value more than 75% for a core run of 1.0 m and a core recovery of not less than 90%. D. Test Pits: Test pits shall be excavated to the required dimensions specified by and in the presence of the Engineer on site. Samples shall be taken for analysis and testing as directed by the Engineer. E. In Situ Tests: Standard Penetration Tests are to undertaken in boreholes and test pits at the frequency or locations directed by the Engineer .



F. Laboratory Tests: The following tests shall be carried out as frequently as required, subject to the Engineer's approval, to describe adequately the natural variability in the soil deposit moisture content.

- Sieve analysis for granular materials.

- Mechanical analysis by sedimentation for fine materials.

- Dry and bulk densities of cemented and cohesive soil.

- Plasticity indices.

- Specific gravity.

- Chemical analysis of soil and ground water.

- Calcium carbonate content of soil or rock.

- Unconfined compression tests on cohesive soils.

- Unconsolidated undrained triaxial compression tests on cohesive soils.

- Consolidated undrained triaxial compression tests on cohesive soils.

- Consolidated drained direct shear (or triaxial) compression tests on cohesive soils.

- One dimensional consolidation tests on cohesive soils.

- Uniaxial compression tests on rock cores.

- Point load index of rock samples. G. Responsibility: The Contractor is responsible for:

- The true and proper setting out of boreholes, test pits and test locations in relation to permanent reference points or bench marks.

- Accuracy of levels of boreholes and test pits.

- Accuracy of depth records to given bench marks on or near the site.

- Accuracy of his observations generally and for his reports on the observations.

- Accuracy of his calculations and interpretation. H. Quality Assurance – Codes And Standards: The Contractor shall comply with provisions of following codes, specifications, and standards, except where more stringent requirements are shown or specified: BS EN ISO 14688-1:2002, BS EN ISO 14688-2: 2004, BS EN ISO 14689-1: 2003, BS EN ISO 22476-2: 2005 and BS EN ISO 22476-3: 2005. I. Quality Assurance – Responsibility: When calculations, interpretations and recommendations are made the Contractor shall provide the names, qualifications and details of experience of those responsible and their position within the Contractor's organization.



J. Quality Assurance – Supervision: The Contractor's representative for the Site Investigation shall be a soils engineer, engineering geologist or geotechnical engineer fully experienced in site investigation work. This specialist shall be on site full time for the duration of the site investigation readily available to attend to both the site investigation operatives and the Engineer. K. Project Conditions – Services And Structures: Prior to excavation or drilling, where underground services or structures are believed to exist in the immediate vicinity of a borehole position or test pit, exploratory pits shall be excavated to such a depth to ensure that all underground services and structures are uncovered. The location of services and structures shall be clearly identified and sufficient clearance allowed for in a no-drilling zone to avoid damage. L. Project Conditions – Pollution: The Contractor shall take sufficient measures to prevent fouling of the atmosphere, any river, stream, watercourse or sewer as a result of his activities. Provision shall be made for discharge or disposal from the work or temporary work of water waste products and spoil however arising. Methods of disposal shall be to the satisfaction of the Engineer and any other authority or person having an interest in any land or watercourse over or in which water and waste products may be discharged. The requirements of this clause shall not limit any of the Contractor's statutory obligations or liabilities. M. Position of Boreholes: The Contractor shall reference positions of boreholes and standpipes as installed from features of the site and record their co-ordinates in the Investigation Report. N. Obtaining and Storing Samples: Methods of sampling and subsequent handling, labelling and storage of samples shall be in accordance with the applicable procedures described BS EN 14688-1:2002. O. Submittals – Daily Borehole Records: daily borehole records shall be submitted to the Engineer not later than noon on the following day. P. Daily Test Pit Records shall be submitted to the Engineer not later than noon on the following day. Q. Daily Reports shall include weather conditions, work progress, difficulties and any other significant event. R. Programme of Laboratory Testing: A programme of laboratory testing shall be submitted to the Engineer for approval within 48 hours of completion of drilling and sampling for each borehole. S. Geological Maps: The Contractor shall submit a detailed engineering geological map showing surface deposits whether naturally occurring or man-made and at a scale agreed by the Engineer.



T. Draft Report: Two copies of the Draft Report in English including all the requirements detailed in Clause 6.15.3 below shall be submitted to the Engineer for approval at least six days before the end of the Investigation Period. The Engineer shall inform the Contractor of any corrections or amendments within three working days of receipt of the draft. U. Final Report: Four bound copies and one unbound copy of the accepted report, describing the work shall be produced in A4 size and shall contain the following factual information:

- Exploratory borehole records.

- In situ test records.

- Plots of all laboratory and in situ test results against depth.

- Laboratory test records and summaries.

- Plans with location of exploratory holes.

- Plans showing surface deposits/rock outcrops, fill and geological features.

- Bearing capacity, settlements and recommendations for slopes and foundations (including type and level).

- Schedule of contents.

- Independently bound appendix of colour photographs of all rock cores, test pits and trenches and any other features relevant to the text and observations.

- Geological cross section(s) of the site.

- Sections through the boreholes showing the interpreted geological conditions.

- A description of the work undertaken with notes on any special situations or conditions relative to the work recommendations for foundation design and construction.

- Detailed design calculations and methods. Soft copies using Excel version 5.0 or a later version shall be submitted in CD format which shall include:

- All laboratory testing, in tabular and graphical form

- Summary tables of the laboratory testing results

- Soil and rock classification. Soft copies of boreholes and test pit logs shall be submitted in Excel or other program acceptable to the Engineer. The soft copy of the text of the report shall be submitted in Microsoft Word Version 6.0 or a later version.



6.15.3 BORING AND SAMPLING A. Boring Method

A.1 Boreholes shall be supported with casing as necessary to prevent collapse of the sides. Bentonite may be used subject to the approval of the Engineer as long as it does not interfere with sampling of soil or in-situ testing. A.2 The Contractor shall take all necessary measures to ensure that groundwater levels over the site are not affected by the borehole works and precautions shall be taken to prevent surface water entering boreholes. A.3 Boring in soil shall be to a minimum diameter of 112 mm, unless otherwise directed by the Engineer, and undertaken either by shell and auger (cable percussion), wash boring or rotary power hollow stem auger methods to enable samples of at least 100 mm diameter to be obtained using open or piston samplers. Other drilling methods shall only be used if approved by the Engineer. A.4 Unless otherwise specified for in-situ tests in boreholes, cores of not less than 76 mm diameter shall be obtained when drilling in rock by rotary coring methods. A.5 Use of rotary percussion methods of drilling (down the hole hammer) or wash boring shall only be allowed with the approval of the Engineer. A.6 Drilling fluid shall be fresh water, or a mixture of water and bentonite if it is agreed with the Engineer that it is necessary to keep borehole sides stable. Use of sea water, air or air entrained foam or other fluids shall only be allowed with the approval of the Engineer and when it is the only means to obtain good quality samples.

A.7 When drilling over water, the Contractor shall provide a stable platform such as a stand up barge or floating platform and drill boreholes through guide pipes spanning between the working platform and the water bed. The design of staging, towers and platforms shall take into account fluctuating water levels due to tides, waves and swell conditions. Such construction shall be sufficiently strong for boring operations to resist waves, tidal flow, other currents and floating debris. Due consideration shall be given to safety requirements, navigational warnings and regulations of governmental departments and other authorities. Necessary readings of water levels and tidal gauges shall be made to enable sea bed elevations at locations of over-water boreholes to be referred to chart datum and elevations of various strata to be determined accurately. A.8 If an obstruction is encountered which prevents further progress in boring by shell and auger or rotary power auguring, the Contractor shall attempt to break through the obstruction by chiselling. If the size or composition of the obstruction is such that little or no progress is made by chiselling, the Contractor shall inform the Engineer and, if instructed or agreed, rotary coring methods shall be used to drill through and obtain cores of the obstruction of not less than 76 mm diameter.



A.9 If boring shows that the obstruction is bedrock, rotary core drilling shall be continued to the depth and diameter required by the Engineer to prove continuity and the engineering characteristics of formation. A.10 If the boring shows that the obstruction is a boulder, ledge of rock or other object underlain by soil, the Contactor shall inform and agree with the Engineer the use of one of the following courses of action:

- Chisel out the cored borehole through the obstruction sufficient to allow shell and auger boring, in situ sampling and testing to continue below the obstruction

- Continue boring by rotary core drilling to the required depth and diameter of borehole and agree with the Engineer as to whether or not it is necessary to obtain undisturbed samples of soils in a nearby borehole at levels beneath the obstruction.

- Abandon the borehole and drill another one nearby to obtain the necessary samples. B. Groundwater Observations

B.1 When groundwater is encountered in a borehole, the Contractor shall immediately cease boring and observe and record any movement in level of groundwater after half an hour. A standpipe or piezometer shall be installed on completion of borehole if specified or instructed by the Engineer. B.2 In deeper aquifers the Contractor shall observe and record changes in water level, making records of groundwater levels, referring to the datum used for the work. B.3 If casing is used and this forms a seal against entry of groundwater, the Contractor shall record the depth at which no further entry or only insignificant infiltration of water occurs. B.4 If it is necessary to add water to the borehole to facilitate boring, it shall be used sparingly and shall not prevent accurate observation of groundwater conditions in the borehole. B.5 The Contractor shall install standpipes in boreholes to the number and depths required by the Engineer. Standpipes shall comprise a rigid polyvinyl chloride or galvanized iron pipe of 45 mm minimum diameter, having at its lower end an approved porous filter element or perforated for a length of at least 500 mm. The filter or bottom of pipe shall have a surround of sand or a graded sand and gravel mix to prevent entry of soil particles into the pipe. A layer of the graded mix shall be placed in the bottom of the borehole prior to lowering the stand-pipe and before withdrawing the borehole casing. A screwed cap to the top of the standpipe, not less than 150 mm below ground level shall be provided. The cap shall be protected with a short length of 150 mm diameter pipe set vertically with the upper end covered by a paving slab set flush with the ground surface.



B.6 When instructed by the Engineer, the Contractor shall fill the borehole above the filter with a layer of bentonite-cement grout. A plug of stiff bentonite shall be dropped into the borehole and carefully tamped into place, followed by pumped bentonite-cement grout to fill the borehole to a level of at least 0.5 metres above the filter or as instructed by the Engineer. A plug of bentonite-cement of a stiff plastic consistency shall be carefully tamped into place below the level of the standpipe to form a seal against the upward flow of groundwater into the standpipe from a deeper aquifer, if instructed by the Engineer.. Daily readings of water levels in all standpipes shall be taken. The frequency and duration of the readings shall be directed by the Engineer.

C. Soil Sampling

C.1 Undisturbed soil samples shall be obtained in all cohesive soils and mixed soils having sufficient cohesion at one metre depth intervals. The 200 mm of soil immediately above the level of soil to be sampled shall be removed without the casing being lowered. Boreholes shall be carefully cleaned before sampling. C.2 Undisturbed samples shall be taken in seamless sampling tubes of not less than 100 mm internal diameter and 450 mm long designed so that samples can be sent to the laboratory without removal. The area ratio of sampling tubes shall be less than 15%. C.3 The undisturbed sampling tool shall be lined with a coating of oil inside and out. The tool shall be sunk into the soil by jacking or, when this is not possible, by careful hammer driving. Care shall be taken when driving the tool to prevent soil becoming compressed in the sampler. Double tube or piston samplers shall be used if these prove to be the only means of obtaining acceptable samples. In soft clays particular care shall be taken to avoid disturbance to samples. In hard clays or cemented soils a Denison sampler or similar equipment approved by the Engineer shall be used. C.4 Immediately after taking undisturbed samples from the boreholes a 25 mm thick layer from each end shall be removed and the ends sealed with a thick coating of paraffin wax or other wax approved by the Engineer. The 25 mm thick layers shall be transferred and stored in an airtight container for classification testing. The samples shall be sent to the laboratory suitably packed to prevent damage or disturbance. The samples shall be numbered and labelled so that all samples can be identified giving borehole, soil stratum, depth and date. C.5 Standard penetration tests shall be undertaken as specified by the Engineer to recover a disturbed sample of soil at intervals of not more than one metre in the top five metres and at intervals of 1.5 metres or at the change of each strata thereafter.



C.6 Where undisturbed soil samples and standard penetration test samples are not obtained, disturbed samples of soils shall be recovered from boring tools. Disturbed samples shall be obtained at such spacing to ensure that samples from the borehole either in the form of undisturbed samples, standard penetration test samples or disturbed samples are obtained for every 1 metre depth bored. The minimum weight of disturbed samples shall be as specified in BS EN ISO 14688. C.7 Where bulk soil samples are required for compaction tests, the minimum weight of sample shall be 50 kg, unless otherwise instructed by the Engineer.

D. Coring

D.1 Continuous cores of all cemented material shall be extracted carefully to obtain a good recovery of weakly cemented material. The core barrel shall be fitted with a coring bit most suited to the formations being drilled and which yields the best recovery. D.2 For coring in marl or other material that may be sensitive to water, compressed air shall be used as drilling fluid to obtain good samples. D.3 Coring runs shall be limited to not more than 2 metres. If the core recovery is less than 80% the run shall be reduced until an acceptable recovery for subsurface conditions is obtained, as approved by the Engineer.

E. Rock Sampling

E.1 Where boreholes are drilled using rotary coring methods, rock cores of not less than 76 mm diameter shall be extracted, unless otherwise directed by the Engineer. After being brought to the surface, cores shall be removed from the core barrel by methods designed to cause the least possible further disturbance. E.2 Where split inner core barrels are not in use, cores shall be extracted by steadily applied pressure. Extraction by hammering the barrel or explosive extrusion under high air or water pressures shall not be permitted. After extrusion cores shall be placed in a purpose made core box.

E.3 Cores shall be safely preserved, photographed and logged. E.4 Core storage boxes be of sound, robust, watertight construction able to withstand the weight of cores and any full boxes which may subsequently be placed upon them. They shall be purpose made to hold the size of core being obtained tightly and to be placed in rows separated by wooden slats. Boxes shall have strong metal hinged lids fitted with padlocks, hasps and staples for closing and end ropes for handling. The top and bottom of boxes shall be reinforced by cross straps to aid stacking and retrieval. Boxes shall be constructed of wood, marine plywood or other material approved by the Engineer.



E.5 Cores shall be laid in the core box with the shallowest core to the left and the deepest to the right. The highest core sample shall be placed nearest to the lid hinge. Boxes shall be identified inside and outside by the site name, borehole number, core box number, depth of top and bottom of core, the Contractor's name and the date. This information shall be either painted on box or stamped on metal labels waxed and nailed to the box. E.6 The depth of the top and bottom of the total core and separate core runs shall be painted on blocks of wood or other material approved by the Engineer made to fit between dividing slots. E.7 In order that zones of core loss can be readily identified, wooden dowels cut to appropriate lengths and suitably identified shall be inserted either by the sections where loss occurred or at the base of the core runs. E.8 Sections of core which are weak and friable, formed of rocks or soils which are likely to dry out or otherwise altered with time shall be sealed with aluminium foil and subsequently covered with wax before placing in core box. E.9 All cores shall be photographed as soon as possible after extraction. Photographs shall be free from distortion and shall include a scale and colour chart. All boxes shall be clearly labelled and show the depth to the top and bottom of each core run. Photographs and representative soil and core samples such as SPT or core shall be taken after extraction and prior to placing in plastic bags or core boxes. The samples shall be clearly labelled as described above. E.10 Samples of soil and cores of rock shall be carefully transported from the site to the testing laboratory.

F. Soil and Rock Description All soil and rock descriptions shall be in accordance with BS 5930:1999. G. Groundwater Sampling Samples of groundwater shall be taken as soon as sufficient water has entered the borehole after boring has reached groundwater level.

G.1 If water has been added to borehole before reaching groundwater level, all water in the borehole shall be extracted and uncontaminated groundwater allowed to seep back into the borehole before a sample is taken. G.2 Where the groundwater is sealed by a borehole casing and a lower aquifer is encountered, a sample of water shall be taken from this and any succeeding aquifers. G.3 Samples of groundwater shall be at least 500 ml in volume and placed in clean jars or bottles already rinsed with the water to be sampled, labelled and stored as described in BS 5930:1999.



6.15.4 COMPLETION AND BACKFILLING OF BOREHOLES A. Backfilling of boreholes shall only commence after approval to proceed has been given by the Engineer. Backfilling shall consist of soil placed in the borehole in one metre layers, each successive layer being tamped by boring tools. B. Backfilling shall be completed as the borehole casing is withdrawn. C. When instructed by the Engineer, boreholes shall be backfilled with concrete having a cement content of not less than 250 kg/m3. D. When instructed by the Engineer, boreholes shall be backfilled with a bentonite /cement mix of an approved consistency. E. When instructed by the Engineer, boreholes shall be plugged where they might otherwise penetrate an artesian basin and lead to contamination of water in an aquifer. F. Where boreholes are to be backfilled in areas of present or future underground water supplies, the Contractor shall obtain advice from water authority concerned on the particular measures required to prevent pollution. 6.15.5 BOREHOLE RECORDS A. The Contractor shall supply to the Engineer with a journal of each day’s boring not later than noon on the following working day.



B. Where boring is to be completed by shell and auger or rotary power auger the journal shall state:

- Job name.

- Dates and times of boring.

- Borehole number.

- Ground level at position of boring.

- Type of plant used and method of boring.

- Diameter of boring.

- Diameter and depth of casings.

- All water levels encountered including measurements of fluctuation of adjacent tidal waters, lakes or rivers.

- Depths at which groundwater was sealed off.

- Level at which groundwater was standing at commencement and termination of working day (where a boring is on land but is near tidal waters the level of those waters shall be recorded at hourly intervals throughout the day).

- Level at which water, if any, was added to borehole.

- Levels of water in standpipes.

- Depths of the base of each stratum from ground level and a preliminary description of the stratum.

- Records of in-situ tests made and instrumentation installed.

- Time taken for chiselling through obstructions and the weight of the chisel.

- Other relevant remarks.



C. Where boring is to be completed by rotary coring methods the journal shall state:

- Job name.

- Date and times of boring.

- Borehole number.

- Ground level at position of boring.

- Type of plant used and method of operation including details of type of flushing.

- Type of core barrel and bit.

- Depths of holes at start and end of each working day or shift

- Depth of start and finish of each core run.

- Core diameter and changes in core size.

- State of bit before and after drilling.

- Time to drill each core run.

- Character and proportion of each flush return.

- Level at which groundwater was standing at commencement and termination of the working day (where a boring is on land but is near tidal waters the water level shall be recorded at hourly intervals throughout the day).

- Depths of base of each stratum from ground level and a preliminary description of strata.

- Total core recovery (TCR) defined as percentage of the rock recovered during a single core run, with information as to the possible location of core loss.

- Rock Quality Designation (RQD) of each run (RQD is the ratio expressed as a percentage of aggregate length of core pieces over 100mm in a run divided by the length of run).

- Solid core recovery defined as percentage of the full diameter core recovered during a single core run.

- Fracture Index defined as the number of fractures per unit metre.

- Details of in-situ tests and instrumentation installed

- Other relevant remarks.



D. Where boring is conducted on marine craft remarks shall also include:

- The level to which borehole data are to be referred.

- Time and height of high and low water at a tide gauge and tidal heights at intervals as directed by the Engineer.

- Time and height of water levels at the borehole position at intervals as directed by the Engineer.

- Details of movement of water levels within the borehole in relation to fluctuation of water levels at borehole locations.

- Detailed records of delays due to reasons other than failure of boring equipment (e.g. craft dragging anchors, mist, shipping movements and broken drilling tubes).

- Detailed records of movements, vibration and oscillation of drilling tubes

- Detailed records of bowing of drilling tubes due to waves, tidal currents etc. E. After completion of all soil tests and visual examination of all samples in the laboratory, the Contractor shall prepare final borehole logs to include grid or topographical references and details similar to those in borehole records but corrected in the light of all information finally available and with descriptions by a qualified soils engineer or engineering geologist. F. Where cores have been obtained by rotary drilling methods the final borehole logs shall state in addition to information given in borehole records:

- The condition of each core run in terms of percentage recovery and rock quality designation, i.e. percentage of solid core recovered in pieces longer than 100 mm.

- Definition of each rock type, its altered state and relative strength; details of natural discontinuities and rock structure and the nature of joint or fracture infilling.

G. The Engineer shall examine the borehole logs and shall, if he considers it necessary, instruct changes in the number, location and depth of boreholes. The Contractor shall not be entitled to modify his unit prices as a result of such changes.



6.15.6 IN-SITU TESTING Standard Penetration Test A. The Standard Penetration Test shall be performed at 1 metre intervals in the top 5 metres and at intervals of 1.5 metres and at the change of each stratum thereafter. If gravelly soil is encountered the standard penetration tool shall be fitted with a cone at its tip and the test carried out as normal. The standard penetration test sampler shall have an internal diameter of 35mm and an external diameter of 50 mm and shall be driven with a 63.5 kg hammer dropped through 0.76 metres. The hammer shall be dropped using a free-drop trigger release mechanism allowing control of the 0.76 metre drop. The bottom of the casing, if used, shall be stopped at test level, the borehole cleaned down to bottom of the casing and testing shall start from that level down. Casings shall not be lowered during execution of the Standard Penetration Test. B. The Standard Penetration Test shall be performed in accordance with BS EN ISO 22476-3:2005. Notwithstanding all precautions specified to avoid carrying out tests in loosened soil, if there is good reason to believe that unrealistically low results are being obtained or soil flows into the borehole preventing testing being carried out, the Contractor shall report the matter to the Engineer and obtain his instruction regarding whether an alternative test is to be undertaken. 6.15.7 LABORATORY TESTING A. The programme of laboratory testing shall be oriented towards obtaining data pertinent to the work. The programme and type of laboratory testing shall be submitted by the Contractor to the Engineer for approval. B. Laboratory tests on soils shall be carried out in accordance with BS EN ISO 14688 or an approved equivalent where applicable and if agreed with the Engineer. C. The Contractor shall submit a report on laboratory tests containing the data required by the Specification for each test. D. The Moisture Content Determination shall be expressed as a percentage of the dry weight of the soil to two significant figures. E. The Sieve Analysis submittals shall include:

- The cumulative percentage by weight of soil passing test sieves after wet sieving and drying, plotted on a particle size analysis diagram

- The weight of samples tested.



F. The Particle Size Analysis By Sedimentation submittals shall include::

- The cumulative percentages as for sieve analysis plus percentages less than 0.2 mm, 0.006 mm and 0.002 mm plotted on a particle size analysis sheet.

- The loss of pretreatment to the nearest 1%.

- The weight of the sample tested. G. The Density Test submittals shall include the bulk density and maximum and minimum density tests to be reported in Mg/m3 to two decimal places H. Plasticity Indices test submittals shall include::

- The history of the sample, i.e. the natural state, air dried or oven dried.

- The method used to obtain results.

- The percentage of material passing the ASTM sieve no. 40.

- The liquid limit expressed to the nearest 1%

- The plastic limit expressed to the nearest 1%

- The Plasticity Index.



I. The Unconsolidated Undrained Triaxial Compression Test: submittals shall include::

- The method used

- Whether the specimens were undisturbed or remoulded and the method of specimen preparation.

- The depth and orientation of specimen within the original sample.

- Initial and final dimensions of test specimens (mm).

- Descriptions of samples

- The bulk density (mg/m3) to two decimal places.

- The natural moisture content to the nearest 1%.

- The cell pressure (kN/m2).

- The rate of compressive strain to the nearest 1%.

- The thickness and type of membrane used and the correction applied.

- The maximum principal stress difference (kN/m2).

- Time to failure.

- Deviator stress/strain curves.

- Mohr's Circle diagram for each set of three tests and the shear strength parameters.

- Orientation of the specimen with respect to the vertical.

- Sample description.

- Plasticity Index.

- Sketches to show modes of failure of specimens.



J. The Consolidated Undrained Triaxial Compression Test: submittals shall include::

- The method used

- Whether specimens were undisturbed or remoulded and the method of specimen preparation.

- Depth and orientation of the specimen within the original sample.

- Initial and final dimensions of test specimens (mm).

- Bulk density (Kg/m3) to two decimal places.

- A description of each sample.

- Whether side drains were fitted.

- Method of saturation and the pore pressure and the value of pore pressure coefficient B at the end of saturation.

- Cell pressure, back pressure pore pressure dissipation at the end of consolidation.

- Pore pressure and percentage pore pressure dissipation at the end of the consolidation phase.

- A plot of volume change, cm3 (or volumetric strain) versus the square root of time for the consolidation phase.

- Rate of axial displacement applied to the specimen (mm/min or %/hr).

- Pore pressure and effective stress at the start of the compression stage.

- The failure criterion adopted.

- Axial strain, deviator stress, pore pressure and effective major and minor principal stresses at failure.

- Effective principle stress ratio at failure.

- A sketch of the specimen after testing, indicating mode of failure.

- Details and magnitude of corrections applied.

- Final density and moisture contents.

- Curves of deviator stress versus axial strain.

- Curves of pore pressure versus axial strain.

- Curves of effective principle stress ratio versus axial strain.

- Elastic modulus

- Mohr's Circle for each set of three tests and effective and the total shear strength parameters.



K. The Consolidated Drained Triaxial Compression Test samples shall be drained during shear and the rate of shearing is to be such that no excess pore pressure is generated during the shearing. The submittals shall include:: - The method used. - Specific gravity. - Initial water content. - Final water content. - Initial thickness. - Final thickness. - Specimen thickness change. - Whether undisturbed or remoulded specimens and the method of specimen preparation. - Depth and orientation of specimen within the original sample. - Initial and final dimensions of test specimens (mm). - Bulk density (Kg/m3) to two decimal places. - Description of sample. - Description of types of shear devices (including whether side drains are fitted). - Method of saturation and pore pressure and value of pore pressure coefficient B at the

end of saturation. - Cell pressure, back pressure pore pressure dissipation at the end of the consolidation. - Pore pressure and percent pore pressure dissipation at the end of the consolidation

phase. - Plot of volume change, cm3 (or volumetric strain) versus the square root of time for

consolidation phase. - Rate of axial displacement applied to the specimen (mm/min or %/hr) - Pore pressure and effective stress at the start of the compression stage - Failure criterion adopted. - Axial strain, deviator stress, pore pressure and effective major and minor principal

stresses at failure. - Effective principle stress ratio at failure. - A sketch of the specimen after test, indicating mode of failure. - Details and magnitude of corrections applied. - Final density and moisture content - Curve of deviator stress versus axial strain. - Curve of pore pressure versus axial strain. - Curve of effective principle stress ratio versus axial strain - Elastic modulus. - Mohr’s Circles for each set of three tests and effective shear strength parameters.



L. The Consolidated Drained Direct Shear Compression Test submittals shall include: - The method used. - Specific gravity. - Initial water content. - Final water content. - Initial thickness. - Final thickness. - Specimen thickness change. - Whether undisturbed or remoulded specimens, and the method of specimen

preparation. - Depth and orientation of specimen within original sample. - Initial and final dimensions of test specimens (mm). - Bulk density (Mg/m3) to two decimal places. - Description of sample. - Description of type of shear device. - Specific gravity. - Initial water content. - Final water content. - Initial thickness. - Final thickness. - Specimen thickness change. - Void ratio. - Normal stress/ shear displacement. - Shear resistance value. - A plot of the maximum shear stress verses normal stress for each sample. - A plot of the shear stress and specimen thickness change verses shear displacement. - If any departure from procedure outline was performed (such as special loading

sequence or wetting etc). M. The Unconfined Compression Test on Soil submittals shall include: - The method used: - Dimensions of specimen (mm) - Bulk density (Mg/m3) - Moisture content to nearest 1%. - Compressive strength to the nearest 2 kN/m2 for values up to 50 kN/m2, to the nearest 5

kN/m2 for values of 50-100 kN/m2 and to the nearest 10 kN/m2 for values over 100 kN/m2

- Shear strength (kN/m2) to two decimal places.



N. Consolidation Test submittals shall include:

- The method used:

- Initial and final thickness of specimen to nearest 0.002 mm.

- Initial moisture content.

- Initial bulk density (Mg/m3) to two decimal places.

- Specific gravity of soil particles.

- Graph of the voids ratio versus the logarithm of applied effective stress.

- Graph of compression (mm) versus the square root of time or logarithm of time (min).

- Coefficient of compressibility (m2/MN) for a minimum of four pressure increments including at least one pressure greater than the pressure increment from expected loading.

- Compression ratios and the coefficient of consolidation (m2/year) for a minimum of four pressure increments including at least one pressure greater than the pressure increment from expected loading.

- Orientation of the specimen with respect to the vertical

- A detailed description of the specimen. O. Specific Gravity of Soil Particles test submittals shall include:

- The method used:

- The specific gravity of soil particles to the nearest 0.01. P. For the Sulphate Content of Soil test, the Contractor shall submit the water soluble sulphate content of soil expressed as the percentage of sulphur trioxide or in grammes per litre when determined from a 1:1 aqueous extract. Q. For the Calcium Carbonate Content of Soil test, the Contractor shall submit the calcium carbonate content to nearest 1% by weight of the original direct sample. R. For the pH Value of Soil the Contractor shall submit the pH values accurate to 0.1. S. For the Chloride Content of Groundwater the Contractor shall submit the concentration expressed in mg/1. T. For the Sulphate Content of Groundwater: the Contractor shall submit the sulphate content of groundwater expressed as parts per million. U. For the Chloride Content of Groundwater: the Contractor shall submit the chloride content of groundwater expressed as parts per million. V. For the pH Value of Groundwater the Contractor shall submit pH values accurate to 0.1.



W. The Uniaxial Compression Test for Rock submittals shall include:

- Physical descriptions of samples including rock types, location and orientation of apparent weakness planes, bedding planes, large inclusions or homogeneities.

- Dimensions of specimens (mm).

- General indication of moisture condition of samples at time of test.

- Type and location of failures.

- Uniaxial compressive strengths to the nearest 50 kN/m2. X. Point Load Test submittals shall include point load strengths corrected to that of a 50 mm core to the nearest 50 kN/m2, raw data, dimensions of specimens, correction procedures and correlations used to deduce the unconfined compression strengths. Y. The standards and equipment used for other laboratory tests required shall be agreed with the Engineer as well as the procedures and results to be submitted. 6.15.8 MEASUREMENT A. GENERAL Unless otherwise stated in Bill of Quantities or herein, the costs of the following are deemed to be included with the work, as applicable. Rates and prices inserted by the Contractor against the work items in the Bill of Quantities, shall be deemed to cover such costs:

- Labour and all costs in connection therewith.

- Materials, products, goods, supplies, consumables and all costs in connection therewith.

- Contractor's equipment, including but not limited to: plant, machinery, tools, vehicles and all costs in connection therewith.

- Temporary works and all cost in connection therewith, including but not limited to: installing, maintaining, adapting, clearing away and making good as necessary.

- Work at any location or depth.

- Work in small, isolated quantities.

- Protection of all work.

- Protection of all existing structures, utilities, site improvements, trees and vegetation, features, pavements and other facilities on and adjacent to the site, which are to remain upon completion of the work.

- All other enabling tasks, associated and subsidiary components and items of work, which are indicated or reasonably inferred from the Drawings and/or the Specification, and which are necessary to perform and complete the work described.

- Establishment costs, overhead charges and profit.

- On-site and off-site supervision and management.



- Site administration and security.

- Insurances, bonds and guarantees.

- Water for the works

- Lighting and power for the works.

- Temporary access, hard standings, crossings and the like.

- Temporary fencing, hoardings, screens, foot-ways and the like.

- Giving notices and making applications, including the payment of fees and charges in connection therewith.

- Safety, health and welfare of workpeople.

- Compliance with traffic regulations.

- Maintenance of public and private roads, services and adjoining property.

- Control of noise and pollution, prevention of fire and compliance with all other statutory and general obligations.

- Clearance and removal from the site of all Contractor's rubbish, debris and surplus excavated material, and upon completion of the Works, the reinstatement and restoration of the site to its original condition.

- Providing equipment for testing.

- Preparation and submittal of reports, drawings, records, certificates, notices, proposals, designs, details, calculations and other information and data required by the Specification.

- Compliance with all other requirements, provisions, responsibilities and obligations contained in the Contract Documents.

B. SUBSURFACE INVESTIGATION

B.1 Mobilization

B.1.1 If there is no separate rate for Mobilization in the Bill of Quantities either for on-shore and off-shore works then the associated costs are deemed to be included in the rates for the other associated work items. Rates and prices inserted by the Contractor against the work items in the Bill of Quantities shall be deemed to cover for such work.



B.1.2 The rate for Mobilization, if included in the Bill of Quantities, is deemed to include:

- Bringing to and providing on-site all Contractor's equipment, accommodation, messing facilities and temporary works materials necessary to undertake the works.

- Carrying out enabling tasks and providing all temporary works and services necessary to commence, perform and complete the Works.

- Demobilizing the site upon completion of the Works, including but not limited to: removing from site all Contractor's Equipment and temporary works materials, clearing and removing from the site all Contractor's rubbish, debris and surplus excavated material, and reinstating and restoring the site to the original condition.

B.2 Drilling and Coring

B.2.1 Drilling and coring boreholes items shall be measured in metres. Drilled lengths are measured from the top to the bottom, along the axis of the relevant borehole. The top of the borehole is the natural ground or the sea bed.



B.2.2 Work is deemed to include:

- Accessing borehole locations.

- Setting out borehole locations and providing coordinates.

- Excavating exploratory pits to determine the existence or otherwise of any underground services, utilities or structures at, or in the vicinity of borehole locations.

- Backfilling exploratory pits.

- Erecting drilling rig and equipment at borehole locations, including but not limited to; assembling, maintaining and adapting as necessary; dismantling upon completion and moving from location to location as required.

- In-situ testing (refer to Clause 6.15.6)

- Drilling or coring vertical or inclined boreholes.

- Providing temporary support for sides of boreholes.

- Drilling through any material (except rock), including artificial obstructions.

- Coring through rock.

- Taking both disturbed and undisturbed soil samples and photographs.

- Taking continuous core samples.

- Observing ground water levels and taking ground water samples, carrying out standard penetration, and pocket penetrometer tests, backfilling boreholes upon completion of the work, providing daily records and borehole logs.

- Installing standpipe equipment, materials, filters, screens and instruments, etc., and maintaining for as long as is necessary.

- Monitoring water levels at intervals as directed

- Taking water samples as directed.

- On completion of the work, reinstatement of the borehole working area and access routes thereto, to the original condition and to the satisfaction of the Engineer.

B.3 Test Pits

B.3.1 Excavation of test pits is measured per number excavated. The dimensions of the excavation shall be measured from the top surface to the base of the excavation as specified on the Drawings, indicated in the Bill of Quantities or instructed by the Engineer. The top surface is the natural ground level. Additional excavation in test pits due to overbreak of rock or other reason shall not be paid for separately and the costs shall be deemed to be included in the rate for excavation.




- Accessing test pit locations.

- Setting out test pit locations and providing coordinates.

- Excavation to the depths and dimensions specified.

- Over- excavation and overbreak

- Providing temporary support for the sides of the excavations.

- Excavation though rock using cutting and breaking tools as necessary

- Taking measures to protect services uncovered through excavation, including temporary supports, repairs and reinstatement to the satisfaction of the service provider

- Taking both disturbed and undisturbed soil samples and photographs.

- Dewatering of excavation

- Carrying out standard penetration, and pocket penetrometer tests

- Backfilling excavations upon completion of the work

- Providing daily records and test pit logs.

- Monitoring water levels at intervals as directed

- Taking water samples as directed.

- On completion of the work, reinstatement of the test pit working area and access routes thereto, to the original condition and to the satisfaction of the Engineer



B.4 Laboratory Testing

B.4.1 Laboratory testing includes mechanical and chemical tests. These tests are enumerated, and the types are listed below:

Mechanical Tests

(1) Sieve analysis (including moisture content determination)

(2) Particle size analysis by sedimentation for fine materials (including moisture content determination)

(3) Specific gravity /density testing

(4) Plasticity indices

(5) Unconsolidated undrained triaxial compression tests on cohesive soils

(6) Consolidated undrained triaxial compression tests on cohesive soils

(7) Consolidated drained triaxial compression tests on cohesive soils

(8) Consolidated drained direct shear compression tests on cohesive soils

(9) Unconfined compression tests on soils

(10) One dimensional consolidation tests on cohesive soils

(11) Uniaxial compression tests on rock cores, including bulk density, moisture content, and Young’s Modulus determination

(12) Point load index of rock samples

(13) Optimum moisture content

(14) California Bearing Ration

Chemical Tests (Analysis of Soils and Groundwater)

(15) Sulphate content

(16) Chloride content

(17) PH value

(18) Calcium carbonate content of soil or rock




- Moving test equipment from location to location as required.

- Setting up test equipment, carrying out tests and recording the data.

- Providing the data.

- Handling, packing, protecting and transporting soil, rock and water samples to the laboratory.

- Carrying out specified tests in accordance with an approved programme.

- Reporting of tests results.

B.4.3 Laboratory tests shall be measured by number of the aforementioned listed tests, completed as directed submitted and accepted.

B.5 Report

B.5.1 Work is deemed to include the preparation and submittal of a complete and full report document(s), incorporating drawings, records, results, certificates all other information and data required by the Specification; including but not necessarily limited to:

- Reporting of all excavation and drilling and of on site and laboratory testing.

- Borehole logs.

- Production of engineering geological maps and cross-sections.

- Bearing capacity, settlements and recommendations for slopes and foundations (type, level).

- Providing hard and soft copies as specified.

- Photographs. B.5.2 Preparation and submittal of each report shall be measured per item, incorporating all the draft and final copies specified or as instructed by the Engineer.



PAY ITEM UNIT OF MEASUREMENT

6.15.1 Boreholes and Test Pits

(6.15.1.1) Mobilization Lump Sum

(6.15.1.2) Drilling Boreholes in any Material Except Rock Linear metre (m)

(6.15.1.3) Drilling and Coring Boreholes in Rock Linear metre (m)

(6.15.1.4) Excavation of Test Pits (state dimensions) Number (No)

6.15.2 Laboratory Testing

(6.15.2.1) (state test type) Number (No)

6.15.3 Report Submission

(6.15.3.1) Submission of (state title) Report Item


(Consultant) MASONRY AND CONCRETE BLOCK WALLS 6.16 - Page 128 of 131

SECTION 6.16 MASONRY AND CONCRETE BLOCK WALLS 6.16.1 SCOPE A. The work covered in this Section consists of the furnishing of all materials and the construction of mortared masonry walls and mortared concrete block masonry, including stone cladding to existing walls, as and where shown on the Drawings. 6.16.2 MATERIALS A. Stones

A.1 Stones for masonry walls and stone cladding shall consist of field stones furnished in broad flat shapes to the maximum extent practicable. All stone shall be hard, sound, durable, highly resistant to weathering and shall be suitable as protection material for the intended purpose. A.2 Samples of the stone material proposed for use in the Works shall be submitted to the Engineer for approval prior to its use. A.3 The minimum apparent specific gravity shall be 2.5 and the maximum absorption shall be 6% when tested in accordance with AASHTO T 85. The stone shall have an abrasion loss not greater than 45% when tested in accordance with AASHTO T 96.

B. Mortar

B.1 Mortar for mortared masonry walls shall consist of 1:3-4 cement: sand mortar by volume with a compressive strength at 28 days of 5 MPA. Water added shall be the least amount which will yield a mix of suitable consistency to ensure proper mortaring of masonry. Sand and cement shall conform to the relevant requirements of Section 5.01 -Concrete Mixes and Testing. B.2 Mortar for concrete block masonry walls shall be composed of 300 kg of cement to one cubic metre of sand and shall be thoroughly mixed prior to the addition of water.

C. Concrete Blocks

C.1 Concrete Blocks: unless otherwise specified, are to be to BS EN 771-3:2003, nominal size 400 x 200 mm and to the thicknesses shown on the Drawings. The minimum average net-area compressive strength shall be 10N/mm2 (10 MPa). C.2 Concrete masonry units shall be manufactured from ordinary Portland cement to BS EN 197-1:2000 and natural aggregates to BS EN 12620:2002. Concrete facing blocks shall have true undamaged surfaces and clean and sharp arises.



C.3 Mortar joint thicknesses for units less than 100mm wide shall be not less than 20mm. C.4 Mortar joint thicknesses for units 150mm wide shall be not less than 25mm. C.5 Mortar joint thicknesses for units 200mm wide and over shall be not less than 35mm. C.6 For units in walls supporting stone cladding, mortar joint thicknesses shall be not less than 40mm.

6.16.3 CONSTRUCTION A. Preparation of Surfaces

A.1 The surfaces upon which foundations and bases are to be placed shall be excavated and compacted to the required grades and lines. Subgrade or base shall be firm or compacted as shown on the Drawings or as directed by the Engineer.

B. Mortared Masonry Walls and Stone Cladding

B.1 The construction of mortared masonry walls and stone cladding shall be carried out in layers perpendicular to the vertical wall surface and no layer shall be started before completion of the previous layer.

B.2 Stones in mortared masonry walls and stone cladding shall be laid on a full even bed of cement mortar with joints between stones filled and not less than 12 mm wide. Bonding stones of two thirds the thickness of the wall shall be installed, on each side of the wall and staggered. Expansion joints shall be constructed at every 10 metres or at the intervals or places shown on Drawings.

B.3 Cross drains shall be formed in masonry walls as shown on the Drawings. Approved granular materials shall be filled behind masonry retaining walls to a width of 300 mm and to the full depth of the wall or as shown on the Drawings or as directed by the Engineer.

B.4 Cross drains in stone cladding shall be formed to connect with the drains in the existing wall and shall be of the same dimensions and crossfall.



C. Concrete Blocks

C.1 The Contractor shall observe the following:

- Autoclaved concrete bricks or blocks shall not be used when still warm from the manufacturing process,

- Non-autoclaved concrete bricks or blocks shall not be used until at least four weeks after casting,

- Wet concrete bricks or blocks shall not be used before laying

- A water-retaining admixture approved by the Engineer shall be used in the mortar to counteract suction.

C.2 All materials shall be fully bonded or tied together to ensure compliance with the design requirements for stability and strength as relevant. C.3 Walls and partitions shall be bonded, tied or dowelled to one another at angles and junctions. Where it is necessary for a partition to be connected to an adjacent wall or column, this should be completed by toothing or block bonding unless otherwise specified on the Drawings.

C.4 The block walling shall be attached to concrete structural elements with metal ties fit for the purpose.

C.5 The Contractor shall protect newly erected masonry from rain and at completion of each day's work with suitable covering.

C.6 The Contractor shall construct both sides of cavity walls concurrently in order that no side is more than 1.2 m higher than the other at any time, racking back between levels. The Contractor shall not carry up work higher than 1.5 m in one day.

C.7 The Contractor shall lay blocks on a full bed of mortar with joints filled to consistent thicknesses of not more than 12 mm.

C.8 The Contractor shall lay hollow blocks with the cavity downwards. Cavities in hollow blocks shall not be filled. Cut or pre-shaped blocks shall be used to make up courses and to piece-in.

6.16. 4 MEASUREMENT A. Masonry walls shall be measured by the cubic metre furnished, installed, completed and accepted. Dimensions shall be as shown on the Drawings. B. Concrete block walls shall be measured by the square metre, separately for each thickness, furnished, completed and accepted.

C. Stone cladding to existing walls shall be measured by the square metre, separately for each thickness, furnished, completed and accepted.



D. Excavation, backfilling, furnishing, transporting, storing, surface preparation, cyclopean concrete, weep holes, ties and other ancillary items shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which shall be deemed to be included in the Contract prices for Pay Items. E. Permeable drainage layers behind retaining walls (permeable backing) shall be measured and paid for separately as specified in Section 2.09: Structural Excavation and Backfill. PAY ITEMS UNIT OF MEASUREMENT

(6.16.01) Masonry Walls Cubic Metre (m3)

(6.16.02) Concrete Block Walls (specify thickness) Square Metre (m2)

(6.16.03) Stone cladding to existing (specify type) wall (specify thickness)

Square Metre (m2)