Trinidad & Tobago Small Building Code (draft)

Content

FOREWORD

4

1 ADMINISTRATION OF THE CODE

5

1.1 Title

5

1.2 Scope

5

1.3 Application to build 1.3.1 General 1.3.2 Form of Application to Build 1.3.3 Approval in Part

5 5 5 7

1.4 Approvals

8

1.5 Inspections 1.5.1 Procedure

8 8

1.6 Special inspector

8

1.7 Completion certificate

9

1.8 Compliance

9

1.9 Alternate materials and types of construction 1.9.1 General 1.9.2 Standards 1.9.3 Application

10 10 10 10

2 TERMS AND DEFINITIONS

11

3 GENERAL CONSTRUCTION

12

3.1 Principle 3.1.1 Site preparation 3.1.2 Site clearance 3.1.3 Material storage 3.1.4 Batter boards 3.1.5 Driveways and paving 3.1.6 Earth works 3.1.7 Earthquake considerations 3.1.8 Hurricane considerations 3.1.9 Roofs. 3.1.10 Windows and doors

12 12 13 13 13 13 14 15 21 30 31

3.2 Design criteria 3.2.1 Conventional design 3.2.2 Engineered design. 3.2.3 Dead load.

35 35 37 39

3.2.4 3.2.5 3.2.6 3.2.7 3.2.8

Live load. Roof load. Lateral load design Load factors. Deflection.

39 41 41 44 45

3.3 Minimal requirements 3.3.1 Location on lot 3.3.2 Light 3.3.3 Ventilation 3.3.4 Minimum room areas 3.3.5 Ceiling height 3.3.6 Minimum passage 3.3.7 Sanitation 3.3.8 Toilet, bath and shower spaces 3.3.9 Glazing 3.3.10 Enclosed garages 3.3.11 Emergency escape and rescue openings 3.3.12 Exits 3.3.13 Landings on stairways 3.3.14 Pedestrian ramps 3.3.15 Stairways 3.3.16 Handrails 3.3.17 Guards 3.3.18 Foam plastic 3.3.19 Flame spread and smoke density 3.3.20 Insulation 3.3.21 Dwelling unit separation 3.3.22 Moisture vapour retarders 3.3.23 Protection against decay 3.3.24 Protection against termites 3.3.25 Site address 3.3.26 Flood resistant construction 3.3.27 Coastal high hazard areas.

46 46 46 47 48 52 52 54 54 59 61 61 62 65 65 65 70 72 72 74 74 74 76 77 81 81 81 83

3.4 Basic materials 3.4.1 Reinforced Concrete 3.4.2 Timber 3.4.3 Metal

85 85 90 90

4 FOUNDATIONS 4.1 General 4.1.1 Load bearing walls and columns 4.1.2 Reinforcement

92 92 92 92

5 VERTICAL STRUCTURES

98

5.1 Concrete and masonry 5.1.1 Masonry Block Walls 5.1.2 Columns, beams and shear panel structure 5.1.3 Framed structure See next edition to be published

98 98 116 119

5.2 Timber 5.2.1 Identification & Grade. 5.2.2 Exterior walls. 5.2.3 Interior load bearing walls. 5.2.4 Interior non-bearing walls. 5.2.5 Drilling and notching-studs.

121 121 121 124 124 124

5.2.6 5.2.7 5.2.8 5.2.9 5.2.10

Headers. Cripple walls. Wall bracing. Structure Cladding

125 125 126 129 129

5.3 Metal 5.3.1 MS beams and profiles

133 133

5.4 Mixed construction

133

6 FLOOR SYSTEMS

136

6.1 Concrete floor slabs 6.1.1 Layout 6.1.2 Finishing 6.1.3 Services

136 136 143 143

6.2 Timber 6.2.1 Identification & Grade. 6.2.2 General 6.2.3 Floor sheathing

145 145 145 149

6.3 Metal 6.3.1 MS steel beam

150 150

7 ROOF ASSEMBLIES

152

7.1 Roof structure 7.1.1 Concrete roof structure 7.1.2 Timber 7.1.3 Metal

152 152 152 162

7.2 Roof covering 7.2.1 Weather protection 7.2.2 Materials 7.2.3 Requirements for material roof covering

165 165 166 166

8 FIGURES

175

9 TABLES

178

10 NORMATIVE REFERENCES

179

FOREWORD 1.In the preparation of this code, extensive use has been made of the Parts of the Caribbean Uniform Building Code (CUBIC) which deals with small buildings. The CUBIC is at this time being considered for revision and the management Committee for the revision project has elected to make use of the International Code Council Inc., of the U.S.A. in the provision of base documentation for the revision of CUBIC. In like manner for this code use has been made of the I.C.C. year 2000. International Residential Code Final Draft 1998.

2.The drafting of the code document has been managed by the Board of Engineering of Trinidad & Tobago, sponsored by the Joint Consultative Council in the Construction Industry and the Interim National Physical Planning Commission with the support and active participation of the Trinidad & Tobago Bureau of Standards.

3.A committee has been meeting consistently for the past two years for the preparation of this Code and comprises the following members.

The Committee, which has prepared this code, is comprised of:-

Mr. Fenrick De Four Mr. Burnell Austin Mr. Stephen Basdeo Mr. Kenrick Bethelmy Mr. Jack Bynoe Mr. Peter Bynoe Dr. Richard Clarke Mr. J. Holgar Hackshaw Mr. Adul Latiff

National Physical Planning Commission (Chairman) Ministry of Local Government National Emergency Management Authority Trinidad and Tobago Fire Services Board of Architecture of Trinidad & Tobago Trinidad & Tobago Institute of Architects Board of Engineering of Trinidad & Tobago Land Settlements Agency John Donaldson Technical Institute

Dr. Jeffrey M. Phillips

Board of Engineering of Trinidad & Tobago

Mr. Jean M. Picchiottino

Board of Engineering of Trinidad & Tobago

Mr. Francis Pierre

Sangre Grande Regional Corporation, Ministry of Local Government

Mr. Edwin Yuk Low Mr. Ishmael A. Soobrattee

City Engineer, Port of Spain City Corporation Trinidad & Tobago Bureau of Standards (Secretary)

4.The first edition of this code [provides simple guidelines for the construction of small buildings (residential, office or light industrial) where use is made of concrete foundations, masonry block walls and timber frame roofing.

5.Future editions of this code will cover all types of small buildings constructed with concrete, masonry, timber, metal or any combination of these

1

Administration of the code

1.1 Title These provisions shall be known as the "Trinidad and Tobago Small Buildings Code" and shall referred to herein as "This code".

1.2 Scope 1.2.1 The provisions in this code shall apply to the construction, alteration, movement, enlargement, repair, equipment, use occupancy, location, maintenance, removal and demolition of buildings, for single or multiple family residential or general purpose use of not more than two stories in height and with a floor area of three hundred square metres or less. 1.2.2 This code is intended to provide minimum requirements to safeguard life, limb, health and public welfare. It calls for minimum requirements for building materials in common use and takes into consideration the need for protection against wind and earthquake. 1.2.3 Sufficient detail is provided to allow for the adequate preparation of plans for buildings under normal environmental conditions. Regulatory authorities would deal with approvals on the basis of adherence to the requirements of this code. 1.2.4 The builder/designer is advised to seek assistance from registered professionals in the design and construction of wind and earthquake resistant structures for buildings outside the scope of this code and/or for special application or other than normal environmental conditions.

1.3 Application to build 1.3.1

General

A person wishing to erect a building or structure, or to carry out a building operation of a small building as defined shall comply with the requirements of the Planning and Development of Land Act and also with the requirements of this Code. 1.3.2

Form of Application to Build

Three (3) sets of completed application forms and plans are to be provided. The plans shall include the following: (1)A location plan, showing the location of the lot sufficient to identify the site. Streets should be named and lots numbered where applicable. (2)A site plan, normally at a scale of 1/100, 1/125, 1/200 or 1/250 showing the dimensions of the site and its relationship to abutting lots, roads, public utilities and buildings grades and elevations as described in (3); and the location of the proposed building in relationship to the site boundaries, which are to be identified. (3)Existing and proposed contours and levels of the site are to be shown. The levels must show the relationship of the lowest floor of the building with the levels of the adjoining street and with the known datum. (4)

Building plans to include:

I. Floor Plan to Metric Scale 1/50 and/or 1/100 To show: - room sizes and designations (all dimensions finish to finish including plaster) - positioning of doors and windows - materials used in construction - thickness of each wall (including plaster)

II. Elevations and Sections to Metric Scale 1/50 and/or 1/100 To show: - roof heights (floor to ceiling) and pitch - height of floor above ground - positioning of doors and windows - materials used in construction

III. Foundation Plan to Metric Scale 1/50 and/or 1/100 To show: - foundation layout - cross sections - materials used in construction

IV. Structural details to Metric Scale 1/50 and/or 1/100 To show: - details of beams - details of columns - details of slabs - details of floors - details of all walls - all reinforcement details - roof design and construction details

V. Plumbing To show: - water and waste isometrics - location of inspection boxes - location and details of grease traps - sizes and slopes of the pipes used in the sewer lines - details of septic tanks and soakaway

VI. Site drainage To show: - storm surface and roof water disposal -All drawings shall be individually numbered for ease of reference. Revisions shall carry revision numbers. -All drawings, specifications and accompanying data shall bear the name and address of the person responsible for the preparation of the plans and documents.

1.3.3

Approval in Part

a)Where approval of a portion of a building is desired prior to the issuance of a permit for the whole project, application shall be made for the complete buildings, and detailed plans for the which immediate approval is desired shall be filed with the Chief Building Officer. b)Should a permit be issued for a part of a building, the holder of such permit may proceed with construction without the assurance that the permit for the entire building will be granted. The granting of such permit will depend on the approval of the application including all requirements.

1.4 Approvals 1.4.1All construction plans specifications and associated reports required by these rules should conformed to this code and shall be approved by the Chief Building Officer before construction commences. 1.4.2No construction shall commence until the Chief Building Officer has issued a permit or a written notice to proceed.

1.5 Inspections 1.5.1

Procedure

The Chief Building Officer is authorised to make the following inspections and either approve the portion of the works completed or shall notify the builder where such work does not meet with his approval: (i) SETTING OUT (ii) FOUNDATIONS BEFORE CONCRETING (iii) STRUCTURAL FRAME AND ROOF (iv) RING BEAMS FORM WORK AND REINFORCEMENT (v) PLUMBING (vi) SITE DRAINAGE (vii) FINAL INSPECTION (OCCUPANCY CERTIFICATE)

1.5.2 All inspections shall be carried out by persons authorised as Building Inspectors or by suitably qualified persons approved by the Chief Building Officer and appointed to carry out such inspections.

1.5.3 Work shall not be done on any part of a building or structure beyond the point indicated in each successive inspection without first obtaining the written approval of the Building Inspector. Such written approval shall normally be given only after an inspection shall have been made of each successive step in the construction as indicated by each of the foregoing inspections where appropriate.

1.5.4 If circumstances warrant, the Chief Building Officer in his discretion may waive inspection but this does not absolve the owner and builder from the responsibility of any construction in contravention of this Code.

1.5.5 Reinforcing steel or structural framework of any part of any building shall not be covered or concealed in any manner whatsoever without first obtaining the approval of the Building Inspector or the Special Inspector.

1.6 Special inspector When site conditions, size or complexity of the work warrants, the Chief Building Officer may impose a condition on the permit requiring the owner to employ a Special Inspector for the inspection of the structural framework, or any part thereof, and for the review of all plans relating to such work, as herein required.

(i) Buildings or structures or part thereof of unusual design or method of construction and with critical structural connections. (ii) Marine construction. (iii) Major foundations and/or pile driving. (v) Major site works. (vi) Drainage and waste disposal. Such Special Inspector shall be a Listed Professional with the relevant experience. The Special Inspector shall ensure compliance with this Code and shall submit regular progress reports and inspection reports to the Chief Building Officer. At the completion of the construction work or project, the Special Inspector shall submit a Certificate of Compliance to the Chief Building Officer stating that the work was done in compliance with this Code and in accordance with the approved plan or plans. His duties shall end with the submission of such certificate.

1.7 Completion certificate a) A new building shall not be occupied or a change made in occupancy or the nature of the use of a building or part of a building until after a Completion Certificate has been issued. b) Upon completion of a building erected in accordance with approved plans and after final inspection herein referred to, and - upon application, the Chief Building Officer shall issue a Certificate stating the nature of the occupancy permitted. c) A temporary Completion Certificate may be issued for a portion or portions of a building, which may safely be occupied prior to final completion of the building.

1.8 Compliance a) The issuance and granting of a permit shall not be deemed or construed to be a permit for, or an approval of, any violation of this Code. b) The issuance of a permit upon approval of plans and specifications, shall not prevent the Chief Building Officer from thereafter requiring the correction of errors on such plans and specifications, or from preventing building operations being carried on thereunder when in violation of this Code or any Regulations applicable thereto. c) When during the construction of the work carried out under the permit, from issuance of permit to issuance of the Completion Certificate, the Chief Building Officer reasonably believes that approved plans are in violation of this Code, he shall notify the permit holder and the permit holder shall correct the drawings or otherwise satisfy the Chief Building Officer that the design and/or working drawings are in compliance with this Code. d) Compliance with this Code is the responsibility of the permit holder until the issuance of a Completion Certificate; at which time it shall become the responsibility of the owner. e) The permit granted for the construction of the work shall be available at the construction site during normal working hours for inspection by the Building Inspector.

1.9 Alternate materials and types of construction

1.9.1

General

The provisions of this Code are not intended to prevent the use of types of construction or materials or methods of designs as alternates to the standards herein set forth. Such alternates shall be offered for approval and their consideration shall be as specified in this Section. 1.9.2

Standards

The types of Construction or materials or methods of design referred to in this Code shall be considered as standards of quality and strength. New types of construction or materials or methods of design shall be at least equal to these standards for the corresponding use intended.

1.9.3

Application

a) Any person desiring to use types of construction or materials or methods of design not specifically mentioned in this Code shall file with the Chief Building Officer proof in support of claims that may be made regarding the safety and sufficiency of such types of construction or materials or methods of design and request approval and permission for their use. b) The Chief Building Officer shall approve such alternate types of construction or materials or methods of design if it is clear that the standards of this Code are at least equalled. If, in the opinion of the Chief Building Officer, the standards of this Code will not be satisfied by the requested alternate, he shall refuse approval.

2

Terms and definitions

3

General construction

3.1

Principle

3.1.1 3.1.1.1

Site preparation Preliminary investigation

Before any construction work commences, it shall be determined whether planning permission and other approvals would be required from the competent (relevant) authorities. A preliminary inspection of the site shall be undertaken so that preparation may be made for any problems or difficulties that may arise. This time should also be used to plan how the site will be organised so that a logical layout may emerge. 3.1.1.2

Checklist for site conditions

Completion of the checklist below will provide enough information about the site and its conditions to permit construction to begin. a) Has planning permission been obtained? b) Is easy access to the site available? c) Is there a surveyor's or topological drawing of the site? d) Have the location of all boundary markers been found? e) Are water, sewage disposal facilities and an electricity supply available on site? f) Take note of the general topography of site and other physical conditions likely to cause hazards. g) Is there evidence of termite infestation in the soil or trees? h) Will there be a need for the removal of large trees? i) Is the area normally subject to land slippage? j) Is there adequate natural provision for the removal of storm water i.e. collection of water as a result of heavy rains or flooding. k) Will construction endanger any of the public utility services? l) Determine the height of the water table if appropriate. m) Determine whether the soil is suitable for the construction of a soak-away pit. n) Determine the ground floor datum. o) Determine the depth of the foundation stratum. q) Select suitable areas for stockpiling aggregate. r) Select an area for the location of a concrete mixer or for the hand-mixing of concrete. s) Select location of a materials storage shed. t) Are their existing structures to be removed or altered? Completion of the above checklist should highlight possible construction problems as well as the requirements of plant and materials. Where foundation problems are evident it is recommended that an engineer or any other appropriate professional be consulted.

3.1.2

Site clearance

3.1.2.1 Care should be taken to preserve any trees on the site. Where it is necessary to remove any trees, special care shall be taken to remove, totally, all roots and stumps of the felled trees as well as any of the other remains from the site.

NOTE There may be statutory limitations on the extent to which large trees may be removed. 3.1.2.2 The area where the building will be situated shall be stripped of topsoil. This material should be stock piled in a suitable area for later use during landscaping.

3.1.3

Material storage

3.1.3.1 Areas shall be allocated on the cleared site for the storage of materials. Coarse and fine aggregate for the mixing of concrete and mortar shall be placed in separate heaps in a location near to the concrete mixer or concrete mixing area. 3.1.3.2 Cement, nails and finished materials (groove ply, PVC pipe, galvanised sheeting etc.) requiring protected storage shall be stored in a shed, which is weather tight and has a wooden floor raised not less than four inches off the ground. 3.1.3.3 Reinforcement steel shall be stacked off the ground to reduce corrosion.

3.1.4

Batter boards

The building shall be properly set out on the site according to the building plan. Batter boards, which are horizontal boards parallel to the sides of the building and supported by vertical boards driven into the ground shall be erected in convenient locations near the four corners of the building, and to these boards should be transferred the building lines and levels for the project. 3.1.4.1 The floor level is usually marked on the batter boards and used as a permanent reference. All wall lines and levels shall be referred to these boards. Periodic checks shall be made to ensure that these boards have not been shifted from their intended positions.

3.1.5

Driveways and paving

3.1.5.1 The driveways and paving dealt with in this section are those suitable for use as driveways and parking areas for private cars and light goods vehicles only. Driveways shall be not less than 3m wide. 3.1.5.2 The choice of flexible (asphalt) or rigid (concrete) paving is largely influenced by the soil conditions at the site and the cost of driveway. Gravel driveways and paving are acceptable if adequate drainage is available and if the gravel or crushed rock is reasonably hard, free from clay, and would not be easily crushed by the light traffic. Adequate provision for drainage shall be made.

3.1.5.3 Where firm soils or rocks are present, any type of paving previously mentioned may be used. Where soft soils are present gravel or a flexible paving is recommended. 3.1.5.4 For all kinds of paving the topsoil shall be removed and replaced by a minimum of 150 mm of compacted, granular material. 3.1.5.5 For rigid paving, a concrete slab with a minimum thickness of 100 mm is required, reinforced by 2 welded wire mesh of minimum 100 mm /m wide in both directions, placed 25 mm below the slab surface. Construction joint shall be created every 5 m. Note: A98, A142 and 150x150X4.5 BRC are acceptable. 3.1.5.6 For flexible paving a minimum thickness of 50 mm of asphalt (cold or hot mix) shall be applied and compacted by roller on an approved and adequate sub base.

3.1.6

Earth works

3.1.6.1

Site topography

3.1.6.1.1 The natural topography of the land should be maintained and any excavation or back filling that must be carried out (and deemed as necessary) should be kept to a minimum. This is necessary to maintain the natural vegetation, prevent landslides and flooding and preserve in general the natural environment. 3.1.6.1.2 It is essential therefore that buildings should be constructed in such a manner to compliment the natural topography of the site and not vice-versa. 3.1.6.2

Soil conditions

3.1.6.2.1 The characteristics of the site soil conditions shall be ascertained. If necessary, compaction shall be carried out in order to improve the bearing value of the soil. 3.1.6.2.2 Where expansive clay is encountered or where problem conditions are present, professional advice shall be sought before planning the foundation. 3.1.6.3

Excavations

3.1.6.3.1 Excavations for foundations shall be carried out along the building lines to the depth of the foundation stratum identified as suitable. 3.1.6.3.2 Excavations not exceeding 1.5 m in depth may generally be without planking and strutting, which is a system of braced timber walls erected against the faces of the excavation to prevent collapse. For excavations exceeding 1.5 m the extent of planking and strutting necessary shall be determined by the nature of the soil and the location of the water table.

3.1.6.3.3 Where collapse of the side of excavation is anticipated, all excavation in excess of 1.5 m in depth shall be planked and strutted. 3.1.6.3.4 Where the foundation is in rock, it shall be excavated at least 50 mm to provide a key for the foundations. 3.1.6.3.5 The bottom of all excavations shall be level and firm. Where loose materials are encountered, foundation bottoms shall be compacted by ramming. 3.1.6.3.6 Where excavations have been carried beyond their generally required depth, either by accident or design, the deep areas shall be back filled with compacted, adequate material or with Grade E concrete (see table B-1).

3.1.6.4

Back filling

3.1.6.4.1 Back filling shall not be carried out in dry rivers, natural drains, where water flows after heavy rains and along thalwegs (lowest areas in valleys). 3.1.6.4.2 Back filling around foundation walls and under floor slabs shall be carried out using only suitable, selected materials. Unless the floor slab is reinforced to act as a suspended slab, the depth of fill shall not exceed 1 m. 3.1.6.4.3 Suitable fill material may be brought to the site or obtained from excavated material, provided always that such material is free of substantial amounts of clay or organic matter. 3.1.6.4.4 All backfill shall be well compacted in layers not exceeding 150 mm in thickness where compaction is by hand. Where mechanical compaction equipment is used, the thickness of layers may be increased to 225 mm. 3.1.6.4.5 Where back filling under floor slabs on grade has been effected using hard core, a 50 mm layer of sand shall be applied to the top of the compacted hard core to protect damp proof membranes from puncture.

3.1.7

Earthquake considerations

3.1.7.1

3.1.7.1.1

Earthquake resistant construction

General

Trinidad and Tobago is in an earthquake zone and has experienced varying degrees of damage due to earthquakes. It is therefore essential that buildings are designed and constructed so that they have some resistance to the shaking or lateral forces produced by earthquakes.

3.1.7.1.2

Effect of soil type

3.1.7.1.2.1 The type of soil at the site may have a significant effect upon the resistance of the building to an earthquake. However for buildings within the scope of this code the effect of the soil type is not so significant provided that the building is not constructed on loose saturated sands, which may liquefy during an earthquake and cause collapse of the building. 3.1.7.1.2.2 The earthquake may also, due to shaking of the ground, compact loose sand or fill material, and if a building is constructed on such material, the building will be damaged. 3.1.7.1.3

Effect of high seas

Buildings on coastal areas may suffer due to high waves produced by earthquakes, and therefore the siting of the building in relation to the sea level needs to be considered. Professional advice shall therefore be sought in such cases.

3.1.7.1.4

Building shape

3.1.7.1.4.1 The success with which a building survives an earthquake is greatly affected by its shape in plan, the way the building is tied together and the quality of construction. 3.1.7.1.4.2 Most buildings with a simple rectangular shape with no projections (or only short projections) perform well under earthquake conditions provided the construction is adequate. 3.1.7.1.4.3 Long narrow buildings should be avoided by limiting the length to three times the width. If the building must be longer, then it should be divided into separate blocks with adequate separation. Figure A1-1 illustrates desirable and undesirable plan shapes. 3.1.7.1.4.4 Rectangular buildings with well inter-connected cross walls are inherently strong and therefore desirable.

Separation of Blgs to improve resistance

Desirable plans Long undesirable plans

Fig A1-1 Plan of building proportion

Floor level

Not acceptable opening location

400

1 000

2 020

1 100

400

Floor level

1 800mm min Shear panel

Fig A1-2 Recommended location of wall opening

First floor

Ground level

First floor

Ground level

Fig A1-3 Recommended location of wall opening for tow storey building

3.1.7.1.5

Appendages

Where buildings have decorative or functional additions or appendages such as window hoods, parapets and wall panels etc. extreme care must be taken to ensure that they are securely fixed, since many of such items tend to fall easily and may cause damage during an earthquake. 3.1.7.2

Rules for the construction of earthquake resistant buildings

It is recommended that the following rules be followed for the construction of buildings: 3.1.7.2.1

Masonry buildings

An important factor contributing to the earthquake resistance of masonry buildings is the detailing and placing of steel reinforcement. A registered professional should undertake the design of a reinforced concrete frame building. The reinforcing guide given in this section therefore must only be used for simple single storey buildings constructed of approved quality masonry blocks. For the minimum quantities of reinforcing steel to be used refer to Clause Vertical Structures. 3.1.7.2.2

Timber buildings

There are two additional areas of concern with respect to timber buildings: All corners and intersections must be adequately braced. Earthquake and hurricane forces tend to remove timber buildings from their supports by shaking. Because of this sills shall be securely fastened to foundations. 3.1.7.2.3

Steel buildings

The natural ductility of steel protects the frame from severe damage. However, in many cases masonry block walls are used and the precautions already listed for these walls will apply. The wall reinforcement must now be anchored by welding to the steel columns and beams, or the steel frame encased in concrete in which case the wall reinforcement can be tied into the concrete cage encasing the steel frame.

3.1.7.3

Location of openings

3.1.7.3.1 The location and size of openings in walls have a significant effect upon the strength of a wall and its ability to resist earthquake forces. 3.1.7.3.2 Openings shall be located away from a corner by a clear distance of at least 1/4 of the height of the opening. It is recommended that the minimum distance be 400 mm. 3.1.7.3.3 The total length of the openings should not exceed 1/2 the length of the wall between consecutive cross walls (see figure A1-2). 3.1.7.3.4 The horizontal distance between two openings should not be less than 1/2 the height of the shorter opening (see figure A1-2). 3.1.7.3.5 For two storey buildings, the vertical distance from an opening to one directly above it shall not be less than 600mm, nor shall it be less than one half the width of the smaller opening.

3.1.8

Hurricane considerations

3.1.8.1 3.1.8.1.1

Hurricane resistant construction General

3.1.8.1.1.1 It is very important in Trinidad and Tobago to be ever conscious of the fact that the region lies in the hurricane belt. Because of this, hurricane resistant construction principles must be adhered to if safe buildings are to be erected. This section gives general principles for safe hurricane resistant design, and it is recommended that the details shown in these guidelines must be adhered in order to ensure safe construction. 3.1.8.1.1.2 For the buildings within the scope of this document the areas most vulnerable to hurricane forces are the roofs, windows, walls and appendages. 3.1.8.1.1.3 The underlying objective of hurricane resistant construction is to produce a building that will not collapse during a hurricane. The building must be standing and its occupants should be safe.

3.1.8.2 3.1.8.2.1

Rules for the construction of hurricane resistant buildings Building site

3.1.8.2.1.1 Buildings sited in exposed areas (e.g. on the brow of a hill or near coastal areas) are most vulnerable, while those sheltered by natural topography are less vulnerable. Buildings sited in gullies or riverbeds are very vulnerable as they are subject to severe damage by floods caused by the heavy rains, which often accompany a hurricane. 3.1.8.2.1.2 In siting the building, therefore, steep slopes and edge of cliffs should be avoided, as well as other conditions such as steep sided valleys where exceptionally high wind speeds are found. 3.1.8.2.1.3 Tie beams should be constructed to reduce the untied height of the columns to a maximum of 3 meters as shown in figure A1-6. It is advisable to seek professional assistance for such construction, unless otherwise designed for larger columns.

3.1.8.2.2

Timber buildings.

3.1.8.2.2.1 Because of the relatively light nature of a timber building, extra precautions shall be taken to prevent uplift. Care must therefore be taken to ensure that the entire structure is securely fastened to the foundations. 3.1.8.2.2.2 The spaces between the supporting columns or piers may be filled in to reduce the uplift forces (see figure A1-6).

3.1.8.2.2.3 As far as timber walls are concerned, in addition to bracing corners in both directions, diagonal braces or steel straps must be installed at the level of the top plate to provide rigidity of the corners at that level (see figures A1-7 and A1-8).

width of wall

roof level

roof reinforced concrete ring beam

frame of building floor level

Fig A1-4 Typical roof gable wall arrangement

roof level

roof reinforced concrete ring beam

frame of building floor level

200x300 r.c. tie beam 200mm thk. r.c. blockwall existing grade

r.c. strip footing 600 mm min

Ground slopes should be less than 15 degrees

roof level

roof reinforced concrete ring beam

frame of building

200x300 r.c. tie beam 300x300 mm min r.c. column

existing grade r.c. footing

3 000mm maximum

floor level

Steep slopes more than 15 degrees

Note: Those sketches don't show the shear panels

r.c. footing

900 mm min

and less than 30 degrees

Fig A1-5 Recommended method of construction on sloping sites

100 X 100 Timber sill

Grade

r.c. tie beam

200mm thick blockwork

Colomn may be 200 x 200mm reinforced concrete or block work filled with concrete and 4 - 12mm rods 8mm links - 200mm centers

Fig A1-6 In-fill panel between timber building supports

Horizontal bracing for corners at wall plate level

50 x 100 wall plate

Uprights

25 x 150 sheating

Wall sill

Brace corners by diagonal bracings

Fig A1-7 Timber framing showing bracing

Wall plate must be fastened and strapped to the top of uprights

Window opening Double uprights at openings Door opening

Wall sill is fixed to foundation wall by anchor bolts Wall sill

The uprights are fixed to the wall sill

Fig A1-8 Timber framing for wall

roof sheeting

roof battens 50 x 150 timber rafter at 600mm centers ceiling material

metal hurricane tie every other rafter

225

timber wall plate

r.c. ring beam

roof eave 900mm (max) facia board

150

Fig A1-9 Rafter/wall plate connections

50 x 100 timber wall plate

12mm anchor bolt at 1200mm centers (maximum) r.c. ring beam

Fig A1-10 Rafter/ ring beam connections

metal hurricane tie imbedded in ring beam

Timber rafter

Infill concrete Timber wall plate r.c. ring beam

metal hurricane tie

Timber wall plate

Timber wall plate

Mortise

Tenon Metal strap

Timber upright

Fig A1-11 Wall plate connections and hurricane ties

Timber upright

3.1.8.2.3

Steel buildings

The principles for the design and construction of hurricane resistant steel buildings are: 3.1.8.2.3.1 Ensure that there are adequate numbers and sizes of foundation holding down bolts, and that they are all in place and properly fixed. 3.1.8.2.3.2 Ensure that there is adequate lateral support provided by cross bracing or horizontal ties or by cast in place concrete or masonry walls. 3.1.8.2.3.3 Where concrete walls or concrete masonry is used, the connections between the steel frames and the walls shall be provided. 3.1.8.2.3.4 Ensure that the fabricator's recommendations with regards to the construction of the roof and roof covering are followed.

3.1.9

Roofs.

3.1.9.1 Roofs with pitch between 0 and 20° (or a slope between 0 % and 36 %) are more vulnerable to uplift forces. It is recommended that roofs be constructed with a pitch between 20° and 40° (or a slope between 36 % and 84 %). 3.1.9.2 The aptitude to reduce uplift forces is affected by the shape of the roof in the following order from the most effective to the least effective: a) Hip roof b) Gable c) Shed 3.1.9.3 Attention should be given to the location of fixings used for the roof cladding. It is necessary to provide additional fixings at the roof edges and ridge, since high-localised pressures are produced in these locations. 3.1.9.4 Roof overhangs also experience high local pressures and, where possible, these should be kept to a minimum or adequately strengthened. 3.1.9.5 Where buildings have covered patios or verandas, their roofs may be separate structures rather than extensions of the main building roof. A patio or veranda roof may be lost without endangering the safety of the main roof. 3.1.9.6 The main roof must be securely fixed to the ring beam and ridge beams and details for achieving this are shown in figures A1-9, and A1-10 and A1-11.

3.1.10 Windows and doors Special attention must be paid to the installation of doors and windows, since the loss of a door or window during a hurricane will greatly alter the internal pressure of the building, thus adversely affecting its safety. For this reason, glazed windows and doors may be fitted with shutters.

Masonry Suspended first floor slab Ground floor slab suspended or on grade

Masonry Suspended ground floor slab with crawl space

Columns, beams & shear panel structure Suspended first floor slab Ground floor slab suspended or on grade

Framed structure Suspended first floor slab Ground floor slab suspended or on grade

Columns, beams & shear panel structure Suspended ground floor slab with crawl space

Framed structure Suspended ground floor slab with crawl space

Columns, beams & shear panel structure Ground floor slab suspended or on grade

Framed structure Ground floor slab suspended or on grade

Shear panel

Masonry Ground floor slab suspended or on grade

Fig A2-1a Basic 1 or 2 level house type

Flat site 2 levels

First level masonry Ground level columns, beams & shear panel structure Suspended first floor slab Ground floor slab suspended or slab on grade

First level masonry Ground level framed structure Suspended first floor slab Ground floor slab suspended or slab on grade

First level masonry Crawl space columns, beams & shear panel structure Suspended ground floor slab

First level masonry Crawl space framed structure Suspended ground floor slab

Sloping site

Fig A2-1b Mixed 1 or 2 level house type

First level timber Suspended first floor slab Ground floor slab suspended or on grade

First level timber Suspended ground floor slab with crawl space

First level timber Ground level columns, beams & shear panel structure Suspended first floor slab

First level timber Ground level framed structure Suspended first floor slab

First level cold formed steel Crawl space columns, beams & shear panel structure Suspended ground floor slab

First level metallic structure Crawl space framed structure Suspended ground floor slab

Shear panel

One level timber Ground floor slab suspended or on grade

Fig A2-1c 1 or 2 level house, other combination

3.2 Design criteria

3.2.1

Conventional design

Buildings and structures, and all parts thereof, shall be constructed to support safely all loads, including dead loads. Where different construction methods and structural materials are used for various portions of a building, the applicable requirements of this part for each portion shall apply. 3.2.1.1

Conventional building

Conventional construction shall be considered as building with acceptable shape of the figures A2-1 (a to c) “1 and 2 level house type”. All conventional construction shall be designed in accordance with this code. 3.2.1.2

Irregular building

Irregular buildings shall have an engineered lateral-force resisting system designed in accordance with accepted engineering practice. A building shall be considered to be irregular when one or more of the following conditions occur: a) When exterior shear panels or reinforced frame is not in one plane vertically from the foundation to the uppermost story in which they are required. (See Framed structure) b) When a section of floor or roof is not laterally supported by shear panel or reinforced frame on all edges. c) When an opening in a floor or roof exceeds the lesser of 3.60m or 50% of the least floors or roofs dimension. d) When portions of a floor level are vertically offset. e) When shear panel or reinforced frame is do not occur in two perpendicular directions. f)

When shear panel or reinforced frame are constructed of dissimilar bracing systems on any onestory level above grade.

3.2.1.3

Limit of this code.

When a building of otherwise conventional construction contains structural elements, which exceed the limits of this code, those elements shall be designed in accordance with accepted engineering practice.

Fig A2-2 Trinidad & Tobago winds

3.2.2

Engineered design.

3.2.2.1

General

Buildings shall be constructed in accordance with the provisions of this code as limited by the provisions of this section. 3.2.2.2

Wind design.

The requirements in this document are based on design wind speed over open water at equivalent elevation of 10m average over 10 minutes with a recurrence of one in 50 year. (See figure A2-2 Trinidad and Tobago Winds)

Table 1 Design pressure for winds Design pressure

Trinidad

Trinidad

Tobago

Central

Coastal

Km/hr

72

92

101

Wall (horizontal load) 2 kN/m

0.70

0.90

1.00

1.00

1.30

1.45

Basic wind speed

2

Roof (uplift) kN/m

3.2.2.3

Seismic design.

All buildings shall be constructed in accordance with the provisions of this section.

3.2.2.3.1 3.2.2.3.1.1

Seismic design category. Ground acceleration

The requirements in this document are based on maximum ground acceleration associated with 10% probability of occurrence in 50 years.

For Trinidad & Tobago

2

(g refers to the gravity and g = 9.81m/s )

0.3 g

3.2.2.3.1.2

Amplification factor

Where the soil is 100% saturated (low land, reclaimed land, etc.) an amplification factor of 2 shall be applied to the ground acceleration. See calculation for shear load.

3.2.2.3.1.3

Soil liquefaction

To prevent any soil liquefaction on the same type of land than above a special attention shall be carried out with an engineer specialist for the choice of the appropriate type of foundation. See calculation for shear load.

3.2.2.3.2

Weights of applied finishes 2

2

Dead load finishes shall not exceed 1 kN/m for roofs or 0.5 kN/m for floors. Dead load finishes for walls above grade shall not exceed: a- light-frame walls 2

0.75 kN/m for exterior 2

0.50 kN/m for interior b- masonry walls. 2

2.50 kN/m for 150mm thick masonry wall. 2

3.80 kN/m for 200 mm thick masonry wall. c- concrete walls. 2

4.10 kN/m for 150 mm thick concrete walls. 3.2.2.3.3

Height limitations.

The design applied to any construction is limited to two stories with a maximum of 9m to the top of the building.

3.2.2.4

Flood plain construction.

Buildings and structures constructed in flood prone areas as established in Fig. A2-1 shall be designed and constructed in accordance with Clause Flood resistant construction and Clause Coastal high hazard areas of Part "Minimal requirements".

3.2.3

Dead load.

The actual weights of materials and construction shall be used for determining dead load with consideration for the dead load of fixed service equipment.

3.2.4

Live load.

The minimum uniformly distributed live load shall be as provided in Table 2. Table 2 Minimum uniformly distributed live loads Use Exterior balconies

2

Live loads (kN/m ) 5

Domestic floor / All rooms, stairs and corridors

1.5

Office floor

2.5

Small industrial and storage Use Guard rails and handrails

5 Horizontal loads (kN/m) 1

Fig A2-3 Trinidad flood prone areas

3.2.5

Roof load.

Roof shall be designed for the live load indicated in Table 3. Table 3 Minimum roof live loads (kN/m2) Tributary loaded area for any structural members

Roof slope

Area (m2) 0 to 20m2

20 to 55m2

over 55m2

1

0.75

0.6

Rise (20°) 33% to (45°) 100%

0.75

0.7

0.6

Rise greater than (45°) 100%

0.6

0.6

0.6

Flat or rise less than (20°) 33% slope

3.2.6

3.2.6.1

Lateral load design

Preamble

Wind and earthquake introduce horizontal loads in the superstructure that are transferred to the foundation. We have to consider 2 steps: a) Transfer of the horizontal load from - wind to vertical wall and roof - acceleration of mass located everywhere in the superstructure to the appropriated wall or framed structure. b) Transfer of the load from the top to the bottom of the wall or superstructure and the foundation. According to this code - horizontal transfer is done by horizontal diaphragm or horizontal beam - vertical transfer is one by shear panel, cross, or framed structure

3.2.6.2

Diaphragm

Floor, roof or ceiling assemblies may be constructed with the necessary stiffness and load path continuity to distribute lateral loads (wind and earthquake) to lateral support subsystems. In this role, floor, roof or ceiling surface act as horizontal beams (also called a diaphragm) spanning lateral supports points. Use of floor, roof or ceiling assembly, as a diaphragm requires both strength and stiffness properties and development of connections to transfer the diaphragm force.

Shear panel in 2 parts

Part elevation Minimum 800

In situ concrete

400

5 diam. 12

1 000

1 600

Shear panel in one part

ground level

Part elevation

400

In situ concrete

Part plan

In situ concrete 2 diam. 12 every 2 rows

Fig B6-1 Shear panel - Vertical core blocks

150mm min

1 800

Shear panel in two parts

ground level

Ring beam concrete and reinforcement

ground level

Part elevation

Part elevation L2 = 2400 mm - L1

L1 = 1000 min

Shear panel in one part 500

Ring beam concrete and reinforcement

Limit of opening location

4 dia. 12mm ground level

Part elevation

250mm min 150 min

1 800

200 115

2100 min

1600 max

6mm stirrup each 150mm

In situ concrete

In situ concrete

Fig B6-2 Shear panel - Horizontal core blocks

150mm m in

Part plan

3.2.6.3

Shear panel

3.2.6.3.1

Concrete wall

A shear panel (see figures B-6-1 and B-6-2 Shear panel) is a portion or section of a 150mm exterior wall that performs the function of resisting lateral earthquake or wind forces. 3.2.6.3.2

Timber

See paragraph "Wall bracing".

3.2.7

Load factors.

All structures shall resist combined loads as follows;

3.2.7.1

Gravity 1.40 D + 1.70 L

3.2.7.2

Earthquake

a) 0.75 (1.40 D + 1.70 L +/- 1.87 E) and b) 0.90 D +/- 1.43 E

3.2.7.2.1

Shear load calculation A simplified formula, for this code is

V = 0.05 x S x W

total shear in kN

Whereas : The 0.05 coefficient integrated the Z = ground acceleration, C = amplification factor due to structure frequency, I = Importance factor =1 in this code and Rw = Ductility factor related with respect to the column design reinforcement used in the normal practice formula.

S = site factor S=1

For good soil (rock, gravel)

S = 1.2 For softer material (clay, fill ) S = 1.5 For deep alluvial deposits S = 2.5 maximum for reclaimed land and saturated soils (due to the amplification factor)

W

=

total

load

in

kN

3.2.7.3

Wind 1.40 D + 1.70 L + 1.75 W

Note: D = dead load L = live load E = earthquake load W = wind load

3.2.8

Deflection.

The allowed deflection of any structural member under the live load shall not exceed the following values in Table 4 Table 4 – Maximum deflection authorised. Rafters and purlins

L/180

Interior walls and partitions

H/180

Floors and ceilings

L/360

All others structural members

L/240

NOTES: L = span length

H = span heigh

3.3 Minimal requirements

3.3.1

3.3.1.1

Location on lot

Exterior walls.

Exterior walls with a fire separation distance less than 1.25m shall have not less than a one-hour fire-resistive rating. The one-hour fire resistive rating of exterior walls with a fire separation distance less than 1.25m shall be rated for interior and exterior exposure. Projections beyond the exterior wall shall not extend more than 300mm into the fire separation distance. Projections extending into the fire separation distance shall have not less than one-hour fire-resistive construction on the underside. The above provisions shall not apply to walls, which are perpendicular to the line used to determine the fire separation distance. 3.3.1.2

Openings.

Openings shall not be permitted in the exterior wall of a dwelling with a fire separation distance less than 1.25m. This distance shall be measured perpendicular to the vertical plane of the opening.

3.3.2 3.3.2.1

Light Habitable rooms.

All habitable rooms shall be provided with an area to allow natural light to enter not less than 10 percent of the floor area of such rooms. 3.3.2.2

Adjoining rooms.

For purpose of determining requirements of light, any room shall be considered as a portion of an adjoining room when at least one-half of the area of the common wall is open and unobstructed and provides an opening of not less than 10% of the floor area of the interior room but not less than 2 2.50m . 3.3.2.3

Bathrooms.

Bathrooms, water closet compartments and other similar rooms shall be provided with an area to 2 allow natural light to enter not less than 0.25m . 3.3.2.4

Stairway illumination.

All interior and exterior stairways shall be provided with a means to illuminate the stairs, including the landings and treads. Interior stairs shall be provided with an artificial light source located in the immediate vicinity of each landing at the top and bottom of the stairs. Exterior stairs shall be provided with an artificial light source located in the immediate vicinity of the top landing of the stairs.

3.3.3

Ventilation

3.3.3.1

Natural ventilation

3.3.3.1.1

Habitable rooms.

Natural ventilation shall be provided in all habitable room through windows, louvres or other natural openings through the external wall to the outdoor air. The minimum area of ventilation shall be not less than 15 percent of the floor area of such rooms. 3.3.3.1.2

Adjoining rooms.

For purpose of determining ventilation requirements, any room shall be considered as a portion of an adjoining room when at least one-half of the area of the common wall is open and unobstructed and provides an opening of not less than 15% of the floor area of the interior room but not less than 2 2.50m . 3.3.3.1.3

Bathrooms.

Bathrooms, water closet compartments and other similar rooms shall be provided with a 2 ventilation area not less than 0.25m .

3.3.3.2

Mechanical ventilation

3.3.3.2.1

Habitable rooms. 3

All habitable rooms shall be provided with the minimum ventilation rates of 30m /hr for continuous 2 ventilation for every 12m of the floor area or part of such rooms. This ventilation shall be through windows, doors or other natural openings through the external 3 wall from the outdoor air through a special 30m /hr-air regulator. 3.3.3.2.2

Kitchen and bathrooms

All the air introduced into the house through the habitable rooms must be extracted in the rooms e.g. kitchen, bathroom, toilet, washing room and other similar rooms have to be maintained in depression to create an air flow through the house. The minimum exhaust airflow for each room is as follows 3

Kitchen

120 m /hr 3

Bathroom

60 m /hr

Shower

60 m /hr

Toilet (WC)

30 m /hr

Washing room and store room

30 m /hr

3 3 3

This ventilation air shall be exhausted permanently and directly outside.

3.3.3.2.3

Internal doors 2

All internal doors have to be provided with air passages not less than 150 cm . Note: These passages can be provided with a bottom gap of 2 or 2.5cm under the door. 3.3.3.2.4

Minimum global ventilation

For each house or apartment the minimum ventilation rate is one volume of the habitable part of the house per hour.

3.3.4

3.3.4.1

Minimum room areas

Minimum area.

Every dwelling unit shall have at least one habitable room (living, sleeping, eating or cooking 2 room), which shall be not less than 12m of floor area. 3.3.4.2

Other rooms. 2

Other habitable rooms shall have a gross area of not less than 7.50m . 3.3.4.3

Exception: 2

Kitchen

not less than 5m

Bathroom

not less than 3m and not less than 2m for the second one

Shower

not less than 1.5m

Toilet (WC)

not less than 1m

2

2

2

2

See figure A3-1 Minimum room sizes, A3-2 Typical furniture arrangement and A3-3 Typical 2 arrangement 7.5m room.

900mm min

1400mm min

1800mm min 1732mm square

2236mm

1667mm 2143mm 1732mm

2778mm 2236mm

Kitchen 5m2 min

Shower 1.5m2 min

Bath. 3m2 min

750mm min

1333mm

800mm

WC 1m2 min

2500mm minimum

3000mm

3464mm square

2500mm minimum

2739mm square

4800mm

4000mm 3464mm

Main room 12m2 min

Other room 7.5m2 min

3000mm 2739mm

Fig A3-1 Minimum room sizes

1250mm min

1800mm min

1400mm min

Bathroom 3m2 min 2143mm 2778mm

Kitchen 5m2 min

685mm

785mm

900mm mini

890mm

Entrance

Shower 1.5m2 min 1667mm

3000mm 685mm

750mm min

4000mm

Main room 12m2 min 1333mm

WC 1m2 min 685mm

Fig A3-2 Typical furniture arrangement

Other room 7.5m2 min

2500mm minimum

3000mm

2500mm minimum

3000mm

Fig A3-3 Typical furniture arrangement - 7.5 m2 room

3.3.4.4

Minimum dimensions.

Habitable rooms shall not be less than 2.50m in any horizontal dimension. Exception:

minimum

Kitchen

1.80m wide.

Bathroom

1.40m wide.

Shower

0.90m wide.

Toilet (WC)

0.75m wide and 1.25m long.

Corridor

1.00m wide.

Stair

1.00m wide.

3.3.4.5

Height effect on room area.

Portions of a room with a sloping ceiling measuring less than 1.50m or a furred ceiling measuring less than 2.15m from the finished floor to the finished ceiling shall not be considered as contributing to the minimum required habitable area for that room.

3.3.5

Ceiling height

3.3.5.1

Minimum height.

3.3.5.1.1

Habitable rooms

Habitable rooms (living, sleeping, eating or cooking room) and basement shall have a ceiling height of not less than 2.40m. See figures A3-4 Habitable room area 3.3.5.1.2

Other rooms

Other rooms e.g. corridors, bathrooms, toilet rooms and laundry shall have a ceiling height of not less than 2.15m. 3.3.5.1.3

Measurement

The required height shall be measured from the finish floor to the lowest projection from the ceiling.

3.3.6

Minimum passage

The minimum passage for the access to the dwelling and each room shall be as follows 3.3.6.1

Main entrance

Almost one access door from outside shall be not less than 900mm wide and 2000mm high. 3.3.6.2

Habitable rooms and secondary rooms e.g. Store and laundry

All passage for the access from another room or from the corridor shall be not less than 785mm wide and 2000mm high

3.3.6.3

Other rooms e.g. Bathroom and toilet

All passage for the access from another room or from the corridor shall be not less than 685mm wide and 2000mm high

Room total area

Habitable area

2.40m area

Nota: 2.40m area >= 80% of habitable area

2400mm

2150mm lowest habitable part

1500mm minimum

Fig A3-4 Habitable room area

3.3.7

Sanitation

3.3.7.1

Toilet facilities.

Every dwelling unit shall be provided with a water closet or privy, lavatory basin, and a bathtub or shower. 3.3.7.2

Kitchen.

Each dwelling unit shall be provided with a kitchen area and every kitchen area shall be provided with a sink. 3.3.7.3

Sewage disposal.

All plumbing fixtures shall be connected to a sanitary sewer or to an approved private sewage disposal system. 3.3.7.3.1

Septic tank

The capacity of the septic tank shall be calculated on the basis of 500 litres of sewage per person, full time user. The minimum capacity is 2,500 litres The water table must be a minimum of 1 metre deepest than the septic tank. See figure A3-11 for 2500 litres and A3-12 for 3200 litres septic tank. See also "Code of Practice for the Design and Construction of Septic Tanks and Associated Secondary Treatment and Disposal System" TTS 16 80 400: 1986. Note: The above figures complied with this code. 3.3.7.3.2

Soak-away pit

See figure A3-13 The water table must be a minimum of 1 metre deepest than the soak-away. 3.3.7.3.3

Draining trench

Where is impossible to make a soak-away, a draining trench shall be used See figure A3-14 3.3.7.4

Water supply to fixtures.

All plumbing fixtures shall be connected to an approved water supply. Kitchen sinks, lavatory basins, bathtubs, showers, bidets, laundry tubs and washing machine outlets shall be connected to the water supply system.

3.3.8

3.3.8.1

Toilet, bath and shower spaces

Space required.

Fixtures shall be spaced as per Figure A3-5 Toilet, bath and shower spaces required. 3.3.8.2

Bathtub and shower spaces.

Bathtub and shower floors and walls shall be finished with a smooth, hard and non-absorbent surface. Such wall surfaces shall extend to a height of not less than 1.80m above the floor.

min 100mm

min 100mm

min 100mm

clearance mini. 600mm

Lavatories min 50mm

Wall

Tub Shower

min 900mm

900mm min

Clearance in front of opening 600mm min min 300mm

min 375mm

Tub Clearance min 600mm

Tub

Fig A3-5 Toilet, bath and shower space required

Water closet or bidet

Ventilation pipe 100mm Cleanout 100mm

590

6 dia 10mm

100

Inspection dia 300mm Tie beam

1210

400

900 1600

500

1462

45 °

408

inside waterproof liner

150

900

dia 12mm every 200mm

2 150

8 dia 10mm

1192

900

Sewage inlet slope 2.5% (1 in 40)

75

Outlet

900

4 dia 12x 2400mm every 2 rows and tie beam

121 0

dia 12mm every 200mm both directions

100

2059 min 1500mm

min 1500mm/building or boundary

2365

Fig A3-11 Septic tank 2500 litres - 5 persons maxi

All concrete blocks filled with concrete

Ventilation pipe 100mm Cleanout 100mm 6 dia 12mm

100

Inspection dia 300mm 652

Tie beam

1376

400

1072

1657

550

950

950 45 °

408

inside waterproof liner

150

900

dia 12mm every 200mm

1600

1192

8 dia 12mm

dia 12mm every 200mm both directions

4 dia 12x 2500mm every 2 rows and tie beam

min 1500mm

2295

1376

100

1072

550

min 1500mm/building or boundary

2150

900

Sewage inlet slope 2.5% (1 in 40)

75

Outlet

All concrete blocks filled with concrete

2600

Fig A3-12 Septic tank 3200 litres - 8 persons maxi

Top soil and vegetation min 2500mm /building

min 1000mm/boundary 1700 square dia. 1400mm

Inlet 50mm flat silica stone 25mm stone Natural sand vein (porous layer) 1100

FIG A3-13 Soak-away

min 2500mm /building

min 1000/boundary Perforated 100mm pipe

400

650

Inlet

1200

general slope 2% (1 in 50)

150

Top soil and vegetation

Natural sand vein 500

25mm stone 10 metres minimum

FIG A3-14 Draining trench

3.3.9

Glazing

3.3.9.1

Identification.

Each pane of glazing installed in hazardous locations shall be provided with a manufacturers or installers label, designating the type and thickness of glass and the safety glazing standard with which it complies, which is visible in the final installation. The label shall be acid etched, sandblasted, ceramic-fired, embossed mark, or shall be of a type, which once applied cannot be removed without being destroyed. 3.3.9.1.1

Identification of multipane assemblies. 2

Multipane assemblies having individual panes not exceeding 0.10m in exposed area shall have at least one pane in the assembly identified. All other panes in the assembly shall be labelled. 3.3.9.2

Louvered windows or jalousies.

Regular, float, wired or patterned glass in jalousies and louvered windows shall be no thinner than nominal 4.80mm and no longer than 1.20m. Exposed glass edges shall be smooth. 3.3.9.2.1

Wired glass prohibited.

Wired glass with wire exposed on longitudinal edges shall not be used in jalousies or louvered windows. 3.3.9.3

Human impact loads.

Individual glazed areas including glass mirrors in hazardous locations such as those indicated shall pass the test requirements of CPSC 16-CFR, Part 1201. 3.3.9.4

Hazardous locations.

The following shall be considered specific hazardous locations for the purposes of glazing: 1.Glazing in ingress and means of egress doors except jalousies. 2.Glazing in fixed and sliding panels of sliding (patio) door assemblies and panels in doors including walk-in closets. 3.Glazing in storm doors. 4.Glazing in all unframed swinging doors. 5.Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any part of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 1.50m measured vertically above any standing or walking surface. 6.Glazing, in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 600mm arc of the door in a closed position and whose bottom edge is less than 1.50m above the floor or walking surface. 7.Glazing in an individual fixed or operable panel, other than those locations described in Items 5 and 6 above, that meets all of the following conditions: 2

7.1 Exposed area of an individual pane greater than 0.80m . 7.2 Bottom edge less than 450mm above the floor. 7.3 Top edge greater than 900mm above the floor. 7.4 One or more walking surfaces within 900mm horizontally of the glazing. 8. All glazing in railings regardless of an area or height above a walking surface. Included are structural baluster panels and non-structural in-fill panels.

9. Glazing in walls and fences enclosing indoor and outdoor swimming pools where the bottom edge of the poolside is (1) less than 1.50m above a walking surface and (2) within 1.50m horizontally of the water’s edge. This shall apply to single glazing and all panes in multiple glazing. 3.3.9.5 3.3.9.5.1

Wind and dead loads on glass. Vertical glass.

All glass sloped 15 degrees or less from vertical in windows, window walls, doors and other exterior applications shall be designed to resist the wind loads specified in Clause 2.3 Design criteria Table 1 Design pressure for winds. Glazing designed in accordance with these provisions shall be firmly supported on all four edges. 3.3.9.5.2

Sloped glazing.

All glass sloped more than 15 degrees from vertical in skylights, sunspaces, sloped roofs and other exterior applications shall be designed to resist the most critical combinations of loads. 3.3.9.5.3

Thicker glass.

Allowable loads for glass thicker than 6.4 mm shall be determined in accordance with ASTM E 1300.

3.3.9.6 3.3.9.6.1

Skylights and sloped glazing. Definition.

Any installation of glass or other transparent or translucent glazing material installed at a slope of 15 degrees or more from vertical. Glazing materials in skylights, solariums, sunspaces, roofs and sloped walls are included in this definition. 3.3.9.6.2

Permitted materials.

The following types of glazing may be used: 1. Laminated glass with a minimum 0.40mm poly-vinyl-butyral interlayer for glass panes 1.50m2 or less in area located such that the highest point of the glass is not more than 3.60m above a walking surface or other accessible area; for higher or larger sizes, the minimum interlayer thickness shall be 0.80mm. 2. Fully tempered glass. 3. Heat-strengthened glass. 4. Wired glass. 5. Approved rigid plastics.

3.3.9.6.3

Screens general.

For fully tempered or heat-strengthened glass, a retaining screen shall be installed below the glass, except for fully tempered glass.

3.3.9.6.4

Screens with multiple glazing.

When the inboard pane is fully tempered, heat-strengthened, or wired glass, a retaining screen shall be installed below the glass. 3.3.9.6.5

Screens not required.

Screens shall not be required when fully tempered glass is used as single glazing or the bottom pane in multiple glazing and either of the following conditions is met:

2

1. Glass area 1.50m or less. Highest point of glass not more than 3.60m above a walking surface or other accessible area, nominal glass thickness not more than 4.80mm, and (for multiple glazing only) the other pane or panes fully tempered, laminated or wired glass. 2

2. Glass area greater than 1.50m . Glass sloped 30 degrees or less from vertical and highest point of glass not more than 3.00m above a walking surface or other accessible area. 3.3.9.6.6

Screen characteristics.

The screen and its fastenings shall 1 - be capable of supporting twice the weight of the glazing. 2 - be firmly and substantially fastened to the framing members, and 3 - have a mesh opening of no more than 25 mm by 25 mm.

3.3.9.6.7

Curbs for skylights.

All unit skylights installed in a roof with a pitch flatter than 25 percent slope shall be mounted on a curb extending at least 100mm above the plane of the roof unless otherwise specified in the manufacturer’s installation instructions. 3.3.10 Enclosed garages 3.3.10.1

Opening protection.

Openings from a private garage directly into a room used for sleeping purposes shall not be permitted. Other openings between the garage and residence shall be equipped with either solid wood doors not less than 35 mm in thickness or 20-minute fire-rated doors. 3.3.10.1.1

Duct penetration.

Ducts penetrating and installed in the walls or ceilings separating the dwelling from the garage shall be constructed of a minimum 0.50mm sheet steel and shall have no openings into the garage. 3.3.10.2

Separation required.

Enclosed garage shall be separated from the residence with ½ hr fire rated wall and/or slab. 3.3.10.3

Floor surface.

Garage and carport floor surfaces shall be of approved non-combustible material. The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway. Exception:

Asphalt surfaces shall be permitted at ground level in carports only.

3.3.11 Emergency escape and rescue openings

3.3.11.1

Emergency escape and rescue required.

Basements with habitable space and every sleeping room shall have at least one openable emergency escape and rescue window or exterior door opening for emergency escape and rescue. Where openings are provided as a means of escape and rescue they shall have a sill height of not more 1.10m above the floor. The net clear opening dimensions required by this section shall be obtained by the normal operation of the window or door opening from the inside. Escape and rescue

window openings with a finished sill height below the adjacent ground elevation shall be provided with a window well.

3.3.11.1.1

Minimum opening area. 2

All emergency escape and rescue openings shall have a minimum net clear opening of 0.50m . 3.3.11.1.2

Minimum opening height.

The minimum net clear opening height shall be 600mm. 3.3.11.1.3

Minimum opening width.

The minimum net clear opening width shall be 600mm. 3.3.11.2

Window wells.

The horizontal dimensions of a window well shall allow the emergency escape and rescue opening to be fully opened. The horizontal dimensions of the window well shall provide a minimum net clear area of 0.85m2 with a minimum horizontal projection and width of 900 mm. 3.3.11.2.1

Ladder and steps.

Window wells with a vertical depth greater than 1.10m below the adjacent ground level shall be equipped with a permanently affixed ladder or steps usable with the window in the fully open position. Ladders or rungs shall have an inside width of at least 300mm, shall project at least 75mm from the wall and shall be spaced not more than 450mm on centre vertically for the full height of the window well. 3.3.11.3

Bars, grills, covers and screens.

Bars, grills, covers, screens or other obstructions placed over emergency escape and rescue openings or window wells that serve such openings shall be releasable or removable from the inside without the use of a key, tool or special knowledge.

3.3.12 Exits 3.3.12.1

Exit door required.

Not less than one exit door conforming to this chapter shall be provided from each dwelling unit. The required exit door shall provide for direct access from the habitable portions of the dwelling to the exterior without requiring travel through a garage or kitchen. If the distance, measured centre of the corridor, between the house main entrance and the inside kitchen door is more than 6m a second exit is required directly in the kitchen.

3.3.12.2

Type of lock or latch.

All egress doors shall be readily openable from the side from which egress is to be made without the use of a key.

3.3.12.3

Type and Size.

The required exit door shall be a side-hinged door that allow a clear opening not less than 900mm in width and 2025mm in height. Other exterior hinged or sliding doors shall not be required to comply with these minimum dimensions.

3.3.12.4

Hallways.

The minimum width of a hallway or exit access shall be not less than 1m. 3.3.12.5

Exit facilities.

Exterior exit balconies, stairs and similar exit facilities shall be positively anchored to the primary structure at not over 2.40m on centre or shall be designed for lateral forces. Such attachment shall not be accomplished by use of toenails or nails subject to withdrawal.

minimum opening in slab 2m min

Top landing

2.15m min

12 highs maximum Intermediate landing

Minimum clearance

2m min

Floor to floor 2.15m min

12 highs maximum

Bottom landing

900mm min

900mm min

900mm min

1m mini

900mm min

1m min

1m min

900mm min

900mm

1m min

1m min

900mm

Fig A3-6 Stairs and landings

3.3.13 Landings on stairways 3.3.13.1

Landings required.

There shall be a floor or landing at the top and bottom of each stairway. There shall be a floor or landing on each side of an exit door. 3.3.13.2

Size.

See Figure A3-6 Stairs and landings The width of each landing shall not be less than the stairway or door served. Every landing shall have a minimum dimension of 900mm measured in the direction of travel. 3.3.13.3

Location.

The floor or landing shall be not more than 35mm lower than the top of the threshold. 3.3.13.4

Landing required.

A minimum 1m by 900mm landing shall be provided: 1. At the top and bottom of ramps, 2. Where doors open onto ramps, 3. Where ramps changes direction, 4. After no more than 12 high steps.

3.3.14 Pedestrian ramps See figure A3-7 Ramps and landings 3.3.14.1

Maximum slope.

Ramps shall have a maximum slope of 10 percent. 3.3.14.2

Handrails required.

Handrails shall be provided on at least one side of all ramps. 3.3.14.3

Landing required.

A minimum 1m by 1m landing shall be provided: 1. At the top and bottom of ramps, 2. Where doors open onto ramps, 3. Where ramps changes direction,

3.3.15 Stairways 3.3.15.1

Width.

Stairways shall not be less than 900mm in clear width at all point. 3.3.15.2

Treads and risers.

The maximum riser height shall be 200mm and the minimum tread depth shall be 250mm. Rise and tread should respect the formula 600mm < 2xRise + Tread < 640mm. The riser height shall be measured vertically between leading edges of the adjacent treads. The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread’s leading edge.

The walking surface of treads and landings of a stairway shall be sloped no steeper than 2 percent slope. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 5 mm. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 10mm. The treads finishing should not be slippery.

Top landing Bottom landing

Maximum slope 10%

1m minimum

1m minimum

1m minimum

1m minimum

Bottom landing 1m minimum

Up

Top landing

1m minimum

1m minimum

Bottom landing 1m minimum

Up

Intermediate landing Top landing

Up

1m minimum

1m minimum

Bottom landing 1m minimum

1m minimum

Up

Intermediate landing

Up

Top landing

Fig A3-7 Ramps and landings

tread depth 250mm min

R 10mm maximum

riser height 200mm max

250mm min

100mm max

200mm maximum

Open risers

Sloped risers

30° max

30° max

Min 20mm / Max 32mm R 10mm max

Nosing

Fig A 3-8 Steps (Treads, risers and nosing)

Section F 1m minimum 900mm minimum R mini = 5mm 2m min 32mm min/ 65mm max

Handrail

F

40mm minimum 1m (+/- 10mm)

One handrail

900mm minimum

32mm min / 65mm max 40mm minimum

Two handrails

Fig A 3-9 Stair handrails

40mm minimum

3.3.15.2.1

Profile.

The radius of curvature at the leading edge of the tread shall be no greater than 10mm. See figure A3-8 Steps (Treads, risers and nosing) When nosing is provided, shall be not less that 20mm but not more than 32 mm on stairways with solid risers. Bevelling of nosing shall not exceed 10mm. Risers shall be vertical or sloped from the underside of the leading edge of the tread above at an angle not more than 30 degrees from the vertical. Open risers are permitted, provided that the opening between treads does not permit the passage of a 100mm sphere. 3.3.15.3

Headroom.

The minimum headroom in all parts of the stairway shall not be less than 2.00m measured vertically from the sloped plane adjoining the tread nosing or from the floor surface of the landing or platform. See figures A3-6 and A3-9.

3.3.15.4

Winders.

Winders are permitted, provided that the depth of the tread at a point not more than 500mm from the side where the treads are narrower should be not less than the depth of tread of the other section. The continuous handrail required shall be located on the side where the tread is narrower. 3.3.15.5

Spiral stairs.

Spiral stairways are permitted, provided the minimum width shall be 700mm with each tread having a 200mm minimum tread depth at 350mm from the narrow edge. All treads shall be identical, and the rise shall be no more than 240mm. Minimum headroom of 2.00m shall be provided. 3.3.15.6

Circular stairways.

Circular stairways shall have a tread depth at a point not more than 350mm from the side where the treads are narrower of not less than 300mm and the minimum depth of any tread shall not be less than 150mm. Tread depth at any walking line, measured a consistent distance from a side of the stairway, shall be uniform. 3.3.15.7

Wooden stair protection.

Any enclosed accessible space under stairs shall have walls, under stair surface and any soffits protected on the enclosed side with 13mm gypsum board.

Note: All stairs shall be provided with illumination in accordance with Electrical Code.

3.3.16 Handrails 3.3.16.1

Handrails.

Handrails having minimum heights of 1.00m measured vertically from the nosing of the treads shall be provided on at least one side of stairways. All required handrails shall be continuous for the full length of any stairs with three or more risers. Ends shall be returned or shall terminate in newel posts or safety terminals. Handrails adjacent to a wall shall have a space of not less than 40mm between the wall and the handrail. See figures A3-9 Stair handrails and A3-10 Guards.

Stair with string Stair without string

Ø100mm min

1m (+/- 10mm)

1m (+/- 10mm)

String

Ø100mm min

Not acceptable

Ø100mm min

1m minimum Ø100mm min Not acceptable

height more than 750mm

Fig A3-10 Guards

3.3.16.2

Handrail grip size.

The handgrip portion of handrails shall have a cross section of 32mm minimum to 65mm maximum. Other handrail shapes, which provide an equivalent grasping surface, are permissible. Edges shall have a minimum radius of 3mm.

3.3.17 Guards 3.3.17.1

Guards required.

Porches, balconies or raised floor surfaces located more than 750mm above the floor or grade below shall have guards not less than 1.00m in height. Open sides of stairs with a total rise of more than 750mm above the floor or grade below shall have guards not less than 1.00m in height measured vertically from the nosing of the treads. See Figure A3-10 Guards 3.3.17.2

Guard rail-opening limitations.

Required guards on open sides of stairways, raised floor areas, balconies and porches shall have intermediate rails or ornamental closures which do not allow passage of a sphere 100mm or more in diameter. Required guards shall not be constructed with horizontal rails or other ornamental pattern that results in a ladder effect.

3.3.18 Foam plastic 3.3.18.1

General.

The provisions of this section shall state the requirements and uses of foam plastic as insulation, structural filling or decoration

3.3.18.2 3.3.18.2.1

Foam characteristics Internal characteristics 3

The minimum density shall be more than 3 kN/m . 3.3.18.2.2

Surface burning characteristics.

All foam plastic or foam plastic cores in manufactured assemblies used in building construction shall have a flame-spread rating of not more than 75 and shall have a smoke-developed rating of not more than 450 when tested for the maximum thickness intended for use in accordance with ASTM E 84.

3.3.18.3

Foam protection

All foam shall be protected from inside and outside by appropriated barrier to prevent damage from. 1- Vapour (humidity from hot air migrating from the hot side to the cold side of the wall, in this region from outside to inside) 2- Fire (both sides) 3- Rodent (rats, mice, etc.) 4- Termites

3.3.18.3.1

Thermal barrier

Foam plastic shall be separated from the exterior of the building by minimum vapour barrier as follows: Polythene 0.150 mm thick (included in the wall complex) or metallic cladding (corrosion resistant sheet of 0.50 mm minimum) or 25mm thickness of masonry or concrete

3.3.18.3.2

Fire barrier

To allow a minimal ignition protection of 15minutes a fire barrier shall be used as follows:

3.3.18.3.2.1

From outside

Metallic cladding (corrosion resistant sheet of 0.50 mm minimum) or 25mm thickness of masonry or concrete or 20mm structural wood or 25mm particleboard. 3.3.18.3.2.2

From inside

Metallic cladding or 25mm thickness of masonry or concrete or 20mm structural wood or 25mm particle board or 13mm gypsum board (the gypsum board shall be installed using a mechanical fastening system to ensure that the gypsum board will remain in place when exposed to fire). 3.3.18.3.3

Rodent damage (rats, mice, etc.)

All foam shall be externally protected against any destruction by rodents. This applies to the edge of the foam. 3.3.18.3.4

Termite damage.

The use of foam plastics in areas of termite infestation shall be in accordance with this code.

3.3.18.4 3.3.18.4.1

Specific requirements. Foam-filled doors.

Foam-filled doors are exempt from the requirements of this Section. 3.3.18.4.2

Interior trim.

Foam plastic trim defined as picture moulds, chair rails, baseboards, handrails, ceiling beams, door trim and window trim may be installed, provided that: 3

1. The minimum density is 3.50kN/m , 2. The maximum thickness of the trim is 13mm and the maximum width is 100mm, The trim constitutes no more than 10 percent of the area of any wall or ceiling, and The flame-spread rating does not exceed 75 when tested per ASTM E 84. The smoke-developed rating is not limited.

3.3.19 Flame spread and smoke density 3.3.19.1

Wall and ceiling.

Wall and ceiling finishes shall have a flame-spread classification of not greater than 200. 3.3.19.2

Smoke developed index.

Wall and ceiling finishes shall have a smoke developed index of not greater than 450.

3.3.19.3

Testing.

Tests shall be made in accordance with ASTM E 84.

3.3.20 Insulation 3.3.20.1

Insulation.

Insulation materials, including facings, such as vapour barriers or breather papers installed within floor-ceiling assemblies, roof-ceiling assemblies, wall assemblies, crawl spaces and attics shall have a flame-spread index not to exceed 25 with an accompanying smoke developed index not to exceed 450 when tested in accordance with ASTM E 84. 3.3.20.2

Loose-fill insulation.

Loose-fill insulation materials, which cannot be, mounted in the ASTM E 84 apparatus without a screen or artificial supports shall have a flame-spread rating not to exceed 25 with an accompanying smoke-developed factor not to exceed 450 when tested in accordance with CAN/ULC-SI02-M88. 3.3.20.3

Cellulose loose-fill insulation.

Cellulose loose-fill insulation shall comply with CPSC 16-CFR, Parts 1209 and 1404. Each package of such insulating material shall be clearly labelled in accordance with CPSC 16-CFR, Parts 1209 and 1404. 3.3.20.4

Exposed attic insulation.

All exposed insulation materials installed on attic floors shall have a critical radiant flux not less 2 than 1200 watt/m . 3.3.20.5

Testing.

Tests for critical radiant flux shall be made in accordance with ASTM E 970.

3.3.21 Dwelling unit separation 3.3.21.1

Multi-family dwellings.

Dwelling units in multi-family dwellings shall be separated from each other by wall and/or floor assemblies of not less than 1 hour fire-resistive rating when tested in accordance with ASTM E 119. Fire-resistive-rated floor-ceiling and wall assemblies shall extend to and be tight against the exterior wall, and wall assemblies shall extend to the underside of the roof sheathing. 3.3.21.1.1

Supporting construction.

When floor assemblies are required to be fire-resistive, the supporting construction of such assemblies shall have an equal or greater fire-resistive rating.

3.3.21.2

Townhouses.

Each townhouse shall be considered a separate building and separated by walls for exterior walls. A common 2-hour fire resistive wall is permitted for townhouses if such walls do not contain plumbing or mechanical equipment, ducts or vents in the cavity of the common wall. Electrical installations shall be installed in accordance with TTS 26 20 505 Electrical code. Penetrations of electrical outlet boxes shall be in accordance with this code. 3.3.21.2.1

Continuity.

The common wall for townhouses shall be continuous from the foundation to the underside of the roof sheathing, deck or slab and shall extend the full length of the common wall. 3.3.21.2.2

Parapets.

Where parapets are to be provided for townhouses as an extension of the common wall in accordance with the following: Where roof surfaces adjacent to the wall are at the same elevation, the parapet shall extend not less than 800mm above the roof surfaces. Where roof surfaces adjacent to the wall are at different elevations and the higher roof is not more than 800 mm above the lower roof, the parapet shall extend not less than 800mm above the lower roof surface.

3.3.21.2.3

Structural independence.

Each individual townhouse shall be structurally independent.

3.3.21.3

Exceptions:

Foundations supporting common walls. Structural roof and wall covering sheathing from each unit may fasten to the common wall framing. Non structural wall coverings. Flashing at termination of roof covering over common wall. Townhouses separated by a common two-hour fire-resistive wall.

3.3.21.4

Sound transmission.

Wall and floor-ceiling assemblies separating dwelling units shall provide airborne sound insulation for walls and both airborne and impact sound insulation for floor-ceiling assemblies. 3.3.21.4.1

Airborne sound.

Airborne sound insulation for wall and floor-ceiling assemblies shall meet a Sound Transmission Class (STC) of 45 when tested in accordance with ASTM E 90. 3.3.21.4.2

Structural-borne sound.

Floor/ceiling assemblies between dwelling units or between a dwelling unit and a public or service area within a structure shall have an impact insulation class ( IIC ) rating of not less than 45 when tested in accordance with ASTM E492. 3.3.21.5

Rated penetrations.

Penetrations of wall or floor/ceiling assemblies are required to be fire resistant or should be protected in accordance with this section.

3.3.21.5.1

Through penetrations.

Through penetrations of fire resistance rated wall or floor assemblies shall comply with this section.

Exception: Where the penetrating items are steel, ferrous or copper pipes or steel conduits, the annular space shall be permitted to be protected as follows: 1 In concrete or masonry wall or floor assemblies where the penetrating items is a maximum of 150mm nominal diameter and the opening is a maximum of 90 000mm2, concrete, grout or mortar shall be permitted where installed in the full thickness of the wall or floor assemblies. 2 The material used to fill the annular space shall prevent the passage of flame and hot gases at the location of the penetration for the time period equivalent to the fire resistance rating of the construction.

3.3.21.5.1.1

Fire resistance rated assembly.

Penetrations shall be installed as tested in the approved fire resistance rated assembly. 3.3.21.5.1.2

Penetration fire-stop system.

Penetrations shall be protected by an approved penetration fire-stop system installed as tested in accordance with ASTM E814, with a minimum positive pressure differential of 0.25mm of water (3 Pa) and shall have an F rating of not less than the required fire resistance rating of the wall or floor /ceiling assembly penetrated. 3.3.21.5.2

Membrane penetrations.

Where walls are required to have a minimum 1hour fire-resistance rating, recessed light fixtures shall be so installed such that the required fire resistance will not be reduced. 3.3.21.6

Non-rated penetrations.

Penetrations of horizontal assemblies without a required fire resistance rating shall comply with this section. 3.3.21.6.1

Non combustible penetrating items.

Non combustible penetrating items that connect not more than three stories are permitted provided that the annular space is filled with an approved non-combustible material or approved penetration fire-stop system.

3.3.21.6.2

Combustible penetrating items.

Combustible penetrating items that connect not more than two stories are permitted provided that the annular space is filled with an approved material to resist the free passage of flame and the products of combustion.

3.3.22 Moisture vapour retarders 3.3.22.1

Moisture control.

In all framed walls, floors and roof/ceilings comprising elements of the building thermal envelope, an approved vapour retarder having a maximum rating of 1.0 perm, when tested in accordance with ASTM E96-92, (Standard Test Methods for Water Vapour Transmission of Materials), shall be installed on the warm side of the insulation.

3.3.23 Protection against decay 3.3.23.1

Location required.

In areas subject to decay damage the following locations shall require the use of an approved species and grade of lumber, pressure preservatively treated, or decay-resistant. See Table C1 Timber names for use in Trinidad & Tobago. Wood joists or the bottom of a wood structural floor when closer than 450mm or wood girders when closer than 300mm to exposed ground in crawl spaces or un-excavated area located within the periphery of the building foundation. All sills or plates, which rest on concrete or masonry exterior walls and are less than 200mm from exposed ground. Sills and sleepers on a concrete or masonry slab, which is in direct contact with the ground unless, separated from such slab by an impervious moisture barrier. The ends of wood girders entering exterior masonry or concrete walls having clearances of less than 15mm on tops, sides and ends. Wood siding, sheathing and wall framing on the exterior of a building have a clearance of less than 150mm from the ground. Wood structural members supporting moisture-permeable floors or roofs which are exposed to the weather, such as concrete or masonry slabs, unless separated from such floors or roofs by an impervious moisture barrier. Wood furring strips or other wood framing members attached directly to the interior of exterior masonry walls or concrete walls below grade except where an approved vapour retarder is applied between the wall and the furring strips or framing members.

T n T local name

Normal density at 12%

Recommended use Furniture

Flooring

External joinery

x

x

Internal joinery

Resistant to Structure

Roofing shingle

Comments Decay

Termites

Local woods Angelia Balata Bamboo Bois gris Boya mulatre or bois mulatre Cajuca Caribbean pine Cedar Crabwood or Crappo Determa Fiddlewood (black) Fiddlewood (white) Galba or Santa Maria Gommier Guatecare Gumbo limbo Hog plum Lay lay Mahoe Mahoe or sterculia Mahogany Mangrue (yellow) or Manni Milkwood Mora or Muru Nargusta or white oliver Olivier mangue or Poirier Pink poui or apamate Podocarp or Wild pine Poui (black) Purple heart Redwood Resclu or Water wood Saman Sandbox Sardine Silk cotton tree Simarouba Snakewood or Galia Tabebuia white or Calabash Tapana Tapanare or Suradam Teak Tonka Yellow poui or Bethabara

0.80 1.05 0.95 0.80 0.48 0.80 0.50 0.70 0.62 0.80 0.72 0.64 0.56 1.04

x x x

x x -

x x x

x x

beefwood scaffolding resist to "Capricorn" fineleaf

X

x Laurier

X

see Gommier 0.48 0.56 0.60 0.70 0.56 0.96 0.80 0.80 0.56 0.56 1.12 0.88

x

x

x

x

x

x

x

x x

x

x

x

maho cochon x x

X x 0.56 0.45 0.80 0.38 0.45 1.15

must be treated

x

x

packaging acajou blanc art craft

x

x 0.80 0.70 0.65 1.08 1.12

x x x

x x x

x

x x

x

X x x

x

Table C1 Timber names for use in Trinidad & Tobago (first part)

art craft green heart?

T n T local name

Normal density at 12%

Recommended use

Resistant to Roofing shingle

Comments

Furniture

Flooring

External joinery

Internal joinery

Structure

x

x

x

x

X

x

x

x

x x x

x

X

Decay

Termites

Imported woods Tropical An gelique Babeon Bagasse Cajuca Eastern red cedar Gommier Green heart Gronfoeloe Kopie Locust or Courbarli Manbarklak Pakuri Wacapou Wallaba Wamara

0.80 0.47 0.82 0.48

basralocust

X x 1.04 0.70 0.82 0.85 1.02 0.83 0.90 0.85 1.20 0.58 0.50 0.85

x

x

x x

x

x

x x x

x x

x x

x

x x

x x

x x

x

x

x x

X x x x X x X x x

bois caca locust

brown heart iron wood

x bois lait or bois vache

x

Non tropical Douglas fir Pitchpine

0.61 0.52

x

x x

References TTS 16 40 000:1978 USDA web site

1978 2000

Magazine Les bois de Guyane Construire en bois de Guyane Prinicipaux bois indigènes et exotiques

2000 1990 1990 1975

Table C1 Timber names for use in Trinidad & Tobago (second part)

from W Canada & USA

3.3.23.1.1

Ground contact.

All wood in contact with the ground and which supports permanent structures intended for human occupancy shall be approved pressure preservatively treated wood suitable for ground contact use.

3.3.23.1.2

Geographical areas.

In geographical areas where experience has demonstrated a specific need, approved naturally durable or pressure preservatively treated wood shall be used for those portions of wood members which form the structural supports of buildings, balconies, porches, or similar permanent building appurtenances when such members are exposed to the weather without adequate protection from a roof, eaves, overhang or other covering which would prevent moisture or water accumulation on the surface or at joints between members. Such members may include: Horizontal members such as girders, joists and decking. Vertical members such as posts, poles and columns. Both horizontal and vertical members.

3.3.23.1.3

Post, poles and columns.

Posts, poles, and columns supporting permanent structures which are embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather shall he approved pressure preservatively treated wood suitable for ground contact use.

3.3.23.1.4

Wood columns.

Wood columns shall be approved woods of natural decay resistance or approved pressure preservatively treated wood. Posts or columns must be supported by piers or metal pedestals projecting 50mm minimum above the floor or finish grade and are separated therefrom by an approved impervious moisture barrier. 3.3.23.2

Quality mark.

Lumber and plywood required to be pressure preservatively treated shall bear the quality mark of an approved inspection agency which maintains continuing supervision, testing and inspection over the quality of the product. 3.3.23.2.1

Required information.

The required quality mark on each piece of pressure preservatively treated lumber or plywood shall contain the following information: Identification of the treating plant. Type of preservative. The minimum preservative retention. End use for which product was treated. Standard to which product was treated. Identity of the approved inspection agency. The designation “Dry,” if applicable.

3.3.23.3

Exception:

Quality marks on lumber less than 25 mm nominal thickness, or lumber less than nominal 25mm by 125mm or 50mm by 100mm or lumber 900mm or less in length shall be applied by stamping the faces of exterior pieces or by end labelling not less than 25 percent of the pieces of a bundled unit. 3.3.23.4

Fasteners.

Fasteners for pressure preservative and fire-retardant-treated wood shall be of hot-dipped galvanised steel, stainless steel, silicon bronzes or copper.

3.3.24 Protection against termites 3.3.24.1

Subterranean termite control.

In areas susceptible to termite damage, methods of protection shall be by chemical soil treatment; pressure preservatively treated wood in accordance with the AWPA standards, naturally termiteresistant wood or physical barriers (such as metal or plastic termite shields), or any combination of these methods. 3.3.24.2

Chemical soil treatment.

The concentration, rate of application and treatment method of the termiticide shall be consistent with and never less than the termiticide label. 3.3.24.3

Pressure preservatively treated and naturally resistant wood.

See Table C1 Timber names for use in Trinidad & Tobago for the list of naturally termite resistant wood. Pressure preservatively treated wood and naturally termite-resistant wood shall not be used as a physical barrier unless a barrier can be inspected for any termite shelter tubes around the inside and outside edges and joints of a barrier. 3.3.24.3.1

Field treatment.

Field cut ends, notches and drilled holes of pressure preservatively treated wood shall be retreated in the field.

3.3.25 Site address 3.3.25.1

Premises identification.

Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property.

3.3.26 Flood resistant construction 3.3.26.1

General.

All buildings and structures erected in areas prone to flooding and classified as either flood hazard areas or coastal high hazard areas shall be constructed and elevated as required by the provisions contained in this section. 3.3.26.1.1

Structural systems.

All structural systems of all buildings and structures shall be designed, connected and anchored to resist flotation, collapse or permanent lateral movement due to structural loads and stresses from flooding equal to the design flood elevation.

3.3.26.1.2

Flood resistant construction.

All buildings and structures erected in flood hazard zones shall be constructed by methods and practices that minimise flood damage. 3.3.26.1.3

Establishing the design flood elevation.

The design flood elevation shall be used to define areas prone to flooding, and shall describe, at a minimum, the base flood elevation at the depth or peak elevation of flooding (including wave height) which has a 1-percent (100-year flood) or greater chance of being equated or exceeded in any given year. This level should be determined by the physical planning standards 3.3.26.1.4

Lowest floor.

The lowest floor shall be the floor of the lowest enclosed area, including basement, but excluding any unfurnished flood-resistant enclosure that is useable solely for vehicle parking, building access, or limited storage provided that such enclosure is not built so as to render the building or structure in violation of this Section. 3.3.26.1.5

Protection of mechanical and electrical systems.

New and replacement electrical equipment, ventilating, air conditioning plumbing connections, and other service equipment shall be located at or above the design flood elevation. Electrical wiring and outlets, switches, junction boxes and panels shall be elevated to or above the design flood elevation for location of such items in wet locations. Ducts and duct installation shall not be installed below the design flood elevation. 3.3.26.1.6

Protection of water supply and sanitary sewage systems.

New and replacement water supply systems shall be designed to minimise infiltration of flood waters into the systems in accordance with the plumbing provisions of this code. New and replacement sanitary sewage systems shall be designed to minimise infiltration of floodwaters into systems and discharges from systems into floodwaters. 3.3.26.1.7

Flood resistant materials.

Building materials used below the design flood elevation shall comply with the following: All wood, including floor sheathing shall be pressure preservatively treated, or decay-resistant for the list of foreign and local woods See Table C1 Timber names for use in Trinidad & Tobago 3.3.26.1.8

As-built elevation certifications.

A licensed land surveyor or registered designed professional shall certify that the building or structure is in compliance with the elevation required.

3.3.26.2

Flood hazard areas.

All areas, which have been determined to be prone to flooding but not subject to high velocity wave action shall be designated as flood hazard areas.

3.3.26.2.1

Elevation requirements.

Buildings and structures shall have lowest floors elevated to or above the design flood elevation; In areas of shallow flooding, buildings and structures shall have the lowest floor (including basement) elevated at least as high above the highs natural adjacent grade as the depth number specified in metre, or at least 600mm if a depth number is not specified; Basement floors that are below grade on all sides shall be elevated to or above the design flood elevation.

3.3.26.2.2

Enclosed area below design flood elevation.

Enclosed areas, including crawl spaces, that are below the design flood elevation shall; Be used solely for parking of vehicles, building access, or storage; and Be provided with flood openings, which shall meet the following criteria; a. There shall be a minimum of two openings on different sides of each enclosed area; if a building has more than one enclosed area below the design flood elevation, each area shall have openings on exterior walls. b. The total net area of all openings shall be at least 1/150 of enclosed area. c. The bottom of each opening shall be 300mm or less above the adjacent ground level. d. Openings shall be at least 75mm in diameter. e. Any louvers, screens or other opening covers shall allow the automatic flow of floodwaters into and out of the enclosed area. f. Openings installed in doors and windows, which meet requirement (a) through (e), are acceptable; however, doors and windows without installed openings do not meet the requirement of this section.

3.3.27 Coastal high hazard areas. Areas, which have been determined to be subject to wave heights in excess of 900mm or subject to high velocity wave action or wave induced erosion, shall be designated as coastal high hazard areas. All buildings and structures erected in coastal high hazard areas shall be designated and constructed in accordance with this Sections

3.3.27.1

Elevation requirements.

1. All buildings and structures erected within coastal high hazard areas shall be elevated so that the lowest portion of all structural members supporting the lowest floor, with the exception of mat or raft foundations, piling, pile caps, columns, grade beams and bracing, is located at or above the design flood elevation. 2. Basement floors that are below grade on all sides are prohibited. 3. The use of fill for structural support is prohibited, 4. The placement of fill beneath buildings and structures is prohibited.

3.3.27.2

Foundations.

All buildings and structures erected in coastal high hazard areas shall be supported on pilings or columns and shall be adequately anchored to such pilings or columns. Piling shall have adequate soil penetrations to resist the combined wave and wind loads (lateral and uplift). Water loading values used shall be those associated with the design flood. Wind loading values shall be those required by this code. Pile embedment shall include consideration of decreased resistance capacity caused by scour of soil strata surrounding the piling. Mat, raft, or other foundations, which support columns, shall not be permitted where soil investigations that indicate that soil material under the mat, raft, or other foundation is subject to scour or erosion from wave-velocity flow conditions.

3.3.27.3

Walls below design flood elevation.

Walls and partitions are permitted below the elevated floor, provided that such walls and partitions are not part of the structural support of the building or structure and; 1. Are constructed with insect screening or open lattice; or 2. Designed to break away or collapse without causing collapse, displacement or other structural damage to the elevated portion of the building or supporting foundation system. Such walls, framing, and connections shall have a design safe loading resistance of not less than 2 2 0.50 kN/m and no more than 1.00 kN/m ; or 2

3. Where wind loading values of this code exceed 1.00 kN/m , a registered design professional shall certify the following: A. Collapse of walls and partitions below the design flood elevation shall result from a water load less than that which would occur during the design flood; and B. The elevated portion of the building and supporting foundation system shall not be subject to collapse, displacement, or other structural damage due to the effects of wind and flood loads acting simultaneously on all building components (structural and non-structural). Water loading values used shall be those associated with the design flood. Wind loading values used shall be those required by this code.

3.3.27.4

Enclosed areas below design flood elevation.

Enclosed areas below the design flood elevation shall be used solely for parking of vehicles, building access, or Storage.

3.4 Basic materials

3.4.1

Reinforced Concrete

3.4.1.1

Materials

Concrete shall be manufactured from ordinary Portland cement, sand, gravel and water. 3.4.1.1.1 The cement shall be fresh and contained in unopened bags, which have been well protected from moisture and stored above the ground. 3.4.1.1.2 The sand shall be clean (i.e. free of clayey lumps, organic materials and broken shells), natural sharp sand, preferably taken from an inland source. Beach sand shall not be used. 3.4.1.1.3 The coarse aggregate shall be of crushed stone or gravel with a size between 15 and 25mm. The aggregate shall be free of dust coating. In areas where only broken stone is available, care shall be taken to use stone as near to 20 mm as practicable. 3.4.1.1.4 Only clean fresh water shall be used for the mixing of concrete.

3.4.1.2

Mixing

3.4.1.2.1 2

A concrete mix producing concrete with a minimum compressive cube strength of 21 N/mm at 28 2 days or 16.8 N/mm at 7 days shall be used. The approximate proportions normally required to 3 3 produce such a mix are 42 kg (1 bag) of cement, 0.056 m (1 wheelbarrow) of sand, and 0.084 m (1½ wheelbarrow) of aggregates and approximately 18 l of water.

NOTE: any moisture affects the maximum amount of water required, which may be present in the aggregate. The quality is therefore reduced when the aggregate is wet. 3.4.1.2.2 The cement shall be added by the bag. The fine and coarse aggregates shall be measured in 3 cubic metre (m ) and the water shall be measured in litre (l). 3.4.1.2.3 For coastal environment conditions the mix shall be upgraded to 42 kg (1 bag) of cement, 0.056 3 3 m (1 wheelbarrow) of sand, 0.056 m (1 wheelbarrow) of aggregate and approximately 15 l of water. 3.4.1.2.4 The concrete shall be mixed by hand or preferably by machine until there are no visible areas of unmixed materials and a uniform colour is obtained.

Metric system

Trinidad and Tobago Compression at 28 days

Number of bag of

Proportion for one cubic metre (1 m3) Cement

Sand

Gravel

Type of concrete

kN/m2

kg

42 kg bag

litre

litre

controlled concrete

concrete without any control

Grade "E"

150

4

335

665

nscr

nscr

Grade "D"

250

6

400

600

nscr

Grade "C"

300

7

335

665

Grade "B"

350

8

335

Grade "A"

400

10

335

Note : Volume of wheelbarrow

57

Number of Number of wheelbarrow wheelbarrow of of

Cement

Sand

Gravel

1-3-6

1

1.5

3

nscr

1-2-4

1

1

2

23,000

15,000

1-2-3

1

1

1.5

665

27,000

18,000

1-2-2

1

1

1

665

30,000

20,000

2-3-4

2

1.5

2

equivalent

2

litres

Table B-1 Concrete composition

in the type of concrete

3.4.1.3

Form work

3.4.1.3.1 The form work into which the concrete is to be placed shall be strongly constructed of straight timber so braced that no movement or deformation is caused by the wet concrete under normal construction loads. 3.4.1.3.2 The form work shall have close fitting joints so that no fine aggregate, cement or water is lost through leakage.

3.4.1.4

Reinforcement

3.4.1.4.1 The minimum requirement for reinforcement steel shall be bars of grade 250 i.e. plain mild steel 2 bars of 250 N/mm (minimum yield) stress. This section is based on grade 250 bars; however, higher grades of plain or deformed bars may be used. 3.4.1.4.2

Bar bending

The minimum pin diameter size for steel bar bending in accordance with TTS583: 2000 must be as shown in table B-8 Table B-8 Recommended minimum size bending Bar size " d " In mm

Steel grade 250

420

5 to 16mm

2.5d (12.5 to 40mm)

4d (20 to 64mm)

20 & 25mm

Not applicable

5d (100 or 125mm)

32 & 40mm

Not applicable

7d (225 or 300mm)

3.4.1.4.3 Reinforcement steel, which shall be free of loose meal scale (rust), shall be properly tied together by mild steel tying wire. The whole assembly shall be positioned within the form work with appropriately sized concrete spacers so that the correct concrete cover to the steel is maintained. 3.4.1.4.4 Concrete shall not be vibrated by direct contact between the vibrating instrument and reinforcing bar. The practice of vibrating the form work shall also not be permitted as this may displace the steel fixings. The practice of vibrating the concrete shall therefore be used with caution. 3.4.1.4.5 The recommended concrete covers for normal conditions and coastal environmental conditions are given in table B-2.

Table B-2 — Recommended concrete cover Type

Concrete Cover in mm Normal conditions

Coastal environmental conditions

Slabs

25

35

Beams

30

40

Columns

30

40

Surfaces In Contact With Earth

75

95

NOTEThe recommended concrete cover for coastal environmental conditions is based on an increase of 25 % for that of normal conditions.

3.4.1.5

Placing Concrete

3.4.1.5.1 Form work shall be thoroughly cleaned to remove sawdust, bits of wood, wire and other debris before placing concrete in it. 3.4.1.5.2 Transporting the concrete over long distances (unless special equipment is used) shall be avoided to prevent segregation of its components. 3.4.1.5.3 All runways and routes between the mixer and the area where the concrete is to be used should be set up beforehand and kept clear, so that the placing of concrete can proceed smoothly without interruptions. 3.4.1.5.4 The poured concrete shall be compacted in the form work by vibration or rodding, so that dense concrete is obtained. Where necessary, chutes shall be used to place concrete in tight areas such as column forms. 3.4.1.5.5 Where floor slabs or roof slabs cannot be poured in one operation, construction joints shall be used. Professional assistance shall be sought on the proper placing of the construction joints in suspended slabs.

3.4.1.6

Curing

3.4.1.6.1 The optimum concrete strength shall be obtained by proper curing. To achieve this, the poured concrete shall be kept moist by wetting with water for two days after it is poured. 3.4.1.6.2 Proprietary curing compounds may be used in accordance with the manufacturer’s instructions.

3.4.1.7

Stripping of form work

The side form work of beams and columns may be removed from the fresh concrete after 24 hours. The bottom form work and props for suspended beams and slabs shall remain in place for not less than 10 days.

3.4.2 3.4.2.1

Timber Type of wood

Walls, floors and roofs can be constructed of approved structural timber. See Table C1. 3.4.2.2

Preservatively treated lumber Only treated timber should be used and shall also be identified.

3.4.2.3

Moisture

The timber should be sound, straight and well seasoned timber with moisture content between 15% and 20%.

3.4.3 3.4.3.1

Metal Structural steel

Material conforming to one following standard specifications (latest date of issue) is approved for use under this code. - Structural steel, ASTM A36 is the all purpose carbon steel used in building construction - Welded and seamless steel pipe, ASTM A53, grade B 3.4.3.2

Structural shapes All shapes are published in the ASTM A6 and the principals used are:

-W shapes have essentially parallel flange surfaces. The profile of a W shape of a given nominal depth and weight. - HP bearing pile shape have essentially parallel flange surfaces and equal web and flange thickness. - S beam and C channel have a slope on their flange surfaces. - L angles shape with equal and unequal leg. - Pipe and structural tubing. 3.4.3.3

Bolts

Steel bolts shall conform to one of the following standard specification - Low carbon steel externally and internally threaded standard fasteners, ASTM A307 - High strength bolts for structural steel joints, ASTM A325 - Quenched and tempered steel bolts and nuts, ASTM A449

100mm Slab on grade

Suspended slab

300mm min 600mm

Crawl space 300mm min

450

1000mm min

300mm min

Strip footing Pad footing

Fig B-1 Foundation types

On pile

4

Foundations

4.1 General 4.1.1

Load bearing walls and columns

4.1.1.1 All loads bearing walls and columns shall be supported on any of the following reinforced concrete footings: a) Pad footing b) Strip footing c) On pile The above reinforced concrete footings are shown in figure B-1 Foundations types. 4.1.1.2 Interior walls shall be supported by thickening the slab under the wall and suitably reinforcing it. The foundation should be located on a layer of soil or rock with good bearing characteristics. Such soils include dense sands, marl, other granular materials and stiff clays. 4.1.1.3 The foundation shall be cast not less than 600 mm below ground, its thickness not less than 225 mm and its width not less than 450 mm or a minimum of three times the width of the wall immediately supported by it (see figures B-2-1a and B-2-1b Arrangement of strip footing) 4.1.1.4 When separate reinforced concrete columns or concrete block columns are used they shall be supported preferably by square footings not less than 1000 mm per side and 225 mm thick (see figure B-3 Typical spread footing detail). 4.1.1.5 When the ground is subject to drying (cracks or fissures) the minimum depth above should be increased under the advice of a professional engineer. To avoid this increase in depth, the foundation should be protected by surface paving.

4.1.2

Reinforcement

4.1.2.1 For strip footings, the minimum reinforcement shall consist of three 10 mm diameter bars placed longitudinally and 10 mm diameter bars placed transversely no more than 600 mm between their centres (see figures B-2-1 and B-2-2). 4.1.2.2 For column footings, the minimum reinforcement shall be 12 mm diameter bars at 150 mm between centres in both directions forming a mesh (see figure B-3). 4.1.2.3 Bars may be suitably cranked bent or lapped at the ends. Lapped or cranked lengths shall be a minimum of 40 times the diameter of the bars being joined. Table A-3 gives the minimum lap lengths for steel reinforcement.

Table B-3 — Minimum lap lengths for steel reinforcement Bar diameter mm

Minimum lap length mm

6

300

10

400

12

600

16

750

Mesh

150 or one square, whichever is greater

1000

150mm blockwork

150mm blockwork

100mm slab minimum

r.c. tie beam

100mm slab minimum grade

grade

300

75

75

150mm blockwork minimum

600mm mini

225

if 200mm blockwork

225 75

75

450mm minimum

600mm min 3 times 200mm

Fig B2-1a & 1b Arrangement for strip footing 150mm and 200mm vertical core blocks

30

75 300 mm

r.c. column

75

75mm minimum

1000 min 600mm minimum 225 75

600mm minimum

Fig B3 Typical spread footing details

12mm rods 150mm crs.

Sloping site

R.C./ Masonry Suspended ground floor slab with crawl space

Flat site

R.C./ Masonry Suspended first floor slab

Shear panel

Masonry Suspended ground floor slab with crawl space

Masonry Suspended first floor slab Ground floor slab suspended or on grade

Fig B4 1 and 2 level house type

Masonry Ground floor slab suspended or on grade

Load bearing blocks

Non load bearing blocks

390

390

390

190

190

or

190

102 152

152

Filled with concrete

390

190

190

290 152

Clay blocks

or

190

152

102

Clay blocks

390

190

390 152

190

102

203

Concrete blocks

Concrete blocks

Fig B5 Load & non load bearing clay or concrete blocks

Ring beam 200mm minimum

First floor

Minimum slab thickness see table B4

Ring beam 200mm minimum

Maximum span see table B4

Ground level

150mm blockwork

Crawl space 300 mm minimum

See details figures B14 and/or B 15-1

Fig 17-1

2 level house - Typical cross section masonry blocks

150mm blockwork

5

Vertical structures

5.1 Concrete and masonry 5.1.1

Masonry Block Walls

5.1.1.1

General

This section outlines the requirements for structural masonry construction using shear panels for single and two storey structures as configured in figure B-4 1or 2 level house type. 5.1.1.2

Workmanship

Cavities shall be clean and substantially free from mortar droppings. Reinforcement shall be placed centrally and/or properly spaced from the masonry. Reinforcement shall be adequately lapped and secured. The procedure for applying concrete as outlined in clause 3.7.5 shall be adhered to.

5.1.1.3

Hollow Masonry Blocks

5.1.1.3.1 Hollow clay block units shall conform to the latest edition of the ASTM C652-95a Hollow Brick (Hollow Masonry Units Made from Clay or Shale) and/or ASTM C34-96 Structural Clay Load-Bearing Wall Tile. Grade 3 clay blocks cannot be considered as structural. 5.1.1.3.2 Load bearing concrete masonry block units shall conform to the latest edition of TTS 16 35 508 Specification for Load Bearing Concrete Blocks. 5.1.1.3.3 Non-load bearing interior walls or partitions may be constructed using blocks with a thickness of 100 mm or less. Concrete masonry block units for such application shall conform to the latest edition of TTS 16 35 509 Specification for Non-load Bearing Concrete Blocks. 5.1.1.3.4 Figure B-5 shows the various types of load bearing and non-load bearing masonry blocks.

5.1.1.4

Shear Panels

5.1.1.4.1 A shear panel (see figures B-6-1 and B-6-2 Shear panel) is a portion or section of a 150mm exterior wall that performs the function of resisting lateral earthquake or wind forces. 5.1.1.4.2 Where masonry is used there shall be a shear wall on each exterior wall of every house. 5.1.1.4.3 A shear panel should be 1.8 m in horizontal dimension along the face of the wall and a minimum of 150 mm in block and wall thickness extending from floor to ring beam, with no openings or penetrations. If the shear panel must be divided in two part the total of horizontal dimension increase to 2.4m with a minimum of 1000mm for the smallest part. (See figures B-6-1 & B-6-2)

Figures B-7-1& B-7-2 shows the various configurations and applications of a shear panel, vertical stiffeners and openings.

Alternative for ventilation integrated to the opening

Shear panel

For ventilation blocks horizontal reinforcement every second course

Max 1800mm

Max 1800mm

Min 400mm

Fig B7-1 Typical external wall arrangement - vertical core blocks

For ventilation blocks

Shear panel

horizontal reinforcement every second course

Shear panel of 1800 mm

Max 1800mm

Max 1800mm

Min 400mm

Fig B7-2 Typical external wall arrangement - horizontal core blocks

5.1.1.5

Block Laying

5.1.1.5.1 Blocks shall be laid in half bond courses which have been aligned using lines and levels (see figures B-7-1 & B-7-2). 5.1.1.5.2 Walls at junctions and corners shall be bonded to each other by reinforcement and also interlocked in half bond. All walls shall be tied to columns or to reinforced corners at every second course. 5.1.1.5.3 Horizontal and vertical mortar joints shall be a minimum thickness of 12 mm and shall be properly filled with mortar.

5.1.1.6

Mortar

5.1.1.6.1 Mortar shall be made using, by volume, 1 part of ordinary Portland cement and a maximum of 4 parts of clean sifted sand. 5.1.1.6.2 Mortar shall be mixed by hand or preferably by a machine until the ingredients are thoroughly mixed (not less than 3 minutes by machine). A minimum amount of water shall be added to the dry mixture to allow for workability. There shall be no re-mixing of mortar. 5.1.1.6.3 Mortar shall be mixed in appropriate amounts so it is completely used within 1 hour.

5.1.1.7 5.1.1.7.1

Reinforcement Shear panel

See figures B-6-1 and B-6-2 with vertical and horizontal core blocks. 5.1.1.7.1.1

Vertical reinforcement

5.1.1.7.1.1.1

With vertical core blocks

Shear panels shall be vertically reinforced using 12 mm diameter bars placed a distance of 400 mm between centres in solid grouted cells. A 1.8 m shear panel would then have five 12 mm diameter bars vertically placed. See figure B-6-1. 5.1.1.7.1.1.2

With horizontal core blocks

Shear panels shall be vertically reinforced using a frame of 2 vertical columns 250mm x 150 mm minimum with 4 x 12 mm diameter bars placed vertically and 6mm diameter bar stirrup each 150 mm in solid concrete. See figure B-6-2. 5.1.1.7.1.2 Vertical reinforcement bars shall be adequately lapped and secured to hook dowels anchored both in the foundation and the ring beam. 5.1.1.7.1.3 Horizontal reinforcement shall be provided using masonry mesh 50 mm 50 mm 3 mm (2 in 2 in 10 G) or an equivalent every two rows. (See figures B-11-1 & B-11-2)

2 dia. 12mm bar 2 dia. 12mm bar

2 dia. 12mm bar

Max 1800mm 2 dia. 12mm bar

2 dia. 12mm bar 2 dia. 10mm bar Ground level

Window

Fig B8 Openings and lintels

Door

Part elevation Vertical reinforcement

In situ concrete

Part plan

Part elevation Vertical reinforcement

In situ concrete

Part plan

Fig B9-1 & 10-1 Typical wall corner & intersection - vertical core blocks

20 0 mm mi n

Part elevation Vertical reinforcement 200 mm min

In situ concrete

Part elevation 250 mm min

200 mm min

Part plan

Vertical reinforcement

In situ concrete

Part plan

Fig B9-2 & 10-2 Typical wall corner & intersection - horizontal core blocks

Last Phase

14

Phase "n" 13

12

Acceptable horizontal reinforcement 8 7 6

Horizontal reinforcement every two course

5 4 3 2 1

Phase 1

Phase 2

Phase 3 Concrete

6 Concrete 5

Phase 0

dia 12mm x 1 000mm 4

4

Concrete 3

40mm 2

2 1

3 2

1

1

dia 12mm

Foundation

Fig B11-1 Typical wall reinforcement and phasing construction Horizontal core blocks

Last Phase Phase 3 Concreting Phase 2 Vertical reinforcement and formwork 14

Phase "n" 13

Form work

Acceptable horizontal reinforcement

12

1 dia.10mm horizontal

Acceptable horizontal reinforcement 8 7

Horizontal reinforcement every two course Horizontal reinforcement every two course

6 5 4 3 2 1

1 dia.12mm vertical 1 Block laying and horizontal PhasePhase 1 Phasereinforcement 2

Phase 3

Vertical stiffener locations

1800

Horizontal reinforcement every two course

Concrete

1800

6

Concrete 5

Phase 0

dia 12mm x 1 000mm 4

Phase 0

Concrete

2 1

2

4 3

40mm 2

3 2

dia 12mm

1

Foundation

1

1

dia 12mm

Foundation

Fig B11-2 Typical wall reinforcement and phasing construction Vertical core blocks

5.1.1.8

Openings

5.1.1.8.1 All openings of 600 mm or greater in any direction shall be reinforced both horizontally and vertically with a minimum of two 10 mm diameter bars. All bars shall extend a distance not less than 600 mm beyond each corner of the opening or otherwise anchored by a 300 mm bend inside the concrete frame (see figure B-8 Openings and lintels). 5.1.1.8.2 Lintels with a span of 600 mm or less shall be horizontally reinforced with two 10 mm diameter bars. 5.1.1.8.3 Lintels with a span ranging from 1.2 m to 1.8 m shall be horizontally and vertically reinforced with two 12 mm bars. 5.1.1.8.4 For large openings refer to clause Lintels

5.1.1.9

Load bearing walls (external and internal)

5.1.1.9.1 Masonry walls other than those described above shall be reinforced as follows: Three 10 mm diameter bars placed vertically at corners (see figures B-9-1 & B-1-2). Four 10 mm diameter bars placed vertically at intersections (see figures B-10-1 & B-10-2). Two 10 mm diameter bars placed vertically at jambs of doors and windows. (See figure B-8) For vertical wall reinforcement (stiffener) 12 mm diameter bars shall be used spaced 1.8m apart (see figures B-11-1 & B-11-2). Horizontal reinforcement every two rows (see figures B-11-1 & B-11-2). 5.1.1.10

Non-load bearing walls (internal walls)

The recommended minimum reinforcement for non load bearing walls with concrete block construction (refer to figures B-12-1 & B-12-2) shall be as follows: a)

One 10 mm diameter bar shall be placed vertically at corners.

b)

One 10 mm diameter bar shall be placed vertically at junctions.

c)

For vertical wall reinforcement 10 mm bars shall be spaced at a maximum of 2.5 m apart.

5.1.1.11

Concrete in fill

5.1.1.11.1

Vertical core blocks

5.1.1.11.1.1 Load bearing walls shall be filled with 1:2:4 nominal mix (refer to table B 1) into the block cores. The concrete shall be properly compacted, with concrete being added after every two courses of block erection (see figure B-11-1).

5.1.1.11.1.2 Non-load bearing walls shall be filled with grout or fine aggregate concrete as the work proceeds (see figure B-11-1). 5.1.1.11.1.3 Pouring of concrete into vertical block cores shall be stopped 40 mm below the top of the block in order to form a key at joints (See figure B-11-1). 5.1.1.11.1.4 The wall reinforcement shall be securely anchored in the wall footing and the ring beam. Horizontal reinforcement shall be embedded in mortar and shall be continuous through intersections and corners (see figure B-11-1).

Ring beam

2.50m maximum

Frame

2.50m maximum

Frame

External wall 150mm minimum

Stifener each 2.50m maximum

Fig B12-1 Internal wall arrangement and reinforcement - Vertical core

Ring beam

2.50m maximum

Frame

2.50m maximum

Frame

External wall 150mm minimum

Stifener each 2.50m maximum

Fig B12-2 Internal wall arrangement and reinforcement - Horizontal core

Ring beam - junction reinforcement 2 x 2 dia 12mm/1m angles

Dia 6mm stirrup details

150mm 100mm 100mm

Ring beam - corner reinforcement 2 x 3 dia 12mm/1m angles

100mm 4 dia. 12mm bars

300mm

Fig B13 Ring beam reinforcement

5.1.1.11.2

Horizontal core blocks

5.1.1.11.2.1 Vertical stiffeners and columns integrated in the wall shall be filled with 1:2:4 nominal mix (refer to table B 1) into the form work. The concrete shall be properly poured and compacted after total block erection in order to insure a good wall interlocking (see figure B-11-2). 5.1.1.11.2.2 The wall reinforcement shall be securely anchored in the wall footing and the ring beam. Horizontal reinforcement shall be embedded in mortar and shall be continuous through intersections and corners (see figure B-11-2).

5.1.1.12

Ring beams

5.1.1.12.1 All walls shall be finished at the top by a reinforced concrete ring beam not less than 200 mm in depth. 5.1.1.12.2 The minimum ring beam reinforcement shall be four 12 mm diameter bars with 6 mm diameter stirrups placed 300 mm between centres. The beam width shall be a minimum of 150 mm without plaster (see figure B-13). 5.1.1.12.3 The corners of ring beams shall be reinforced as shown in figure B-13. 5.1.1.13

Isolated Columns

Where columns are required for porches, carports etc., construction shall be as follows: a)

Minimum dimensions shall be 200 mm 200 mm.

b) Columns shall be formed by form work on four sides or form work on two sides with block work on the other two. c)

Square columns,

The minimum column reinforcement shall be four 12 mm diameter bars with 6 mm diameter stirrups placed 150 mm between centres. d)

Round columns,

Round columns with varying cross-section (fancy columns) shall have a minimum section of 200mm diameter and shall be reinforced with six (6) 12mm diameter bars with 6mm diameter round stirrups placed 150mm between centres.

5.1.1.14

Lintels

5.1.1.14.1 Reinforced concrete lintels shall span all door and window openings and shall extend beyond the jambs by not less than 150 mm. 5.1.1.14.2 The lintel shall be 200 mm deep for openings not greater than 2.5 m in width.

5.1.1.14.3 The reinforcement of the lintel shall be four 12 mm diameter bars and 6 mm diameter stirrups placed 200 mm between centres. Reinforcement bars shall be placed in lintels as shown in figure B-8.

5.1.1.15

Chasing

The chasing of walls for the installation of services shall be carefully controlled. Horizontal chases at any one level shall be restricted to 0.7 m in length and only one side of the wall shall be chased. Chasing shall be done before the walls are plastered and then filled with concrete. No chasing of structural members shall be permitted.

5.1.1.16

Services

5.1.1.16.1 Services shall not be carried through shear panels. 5.1.1.16.2 Where services through a structural member other than a shear panel is unavoidable, a sleeve, preferably metallic, shall be provided during the casting operation. The maximum external diameter of the sleeve shall be 25 mm. The minimum spacing between sleeves shall be 150 mm.

Section on shear panel

First floor

Beam see table B7

Minimum slab thickness see table B4

Ground level

150mm blockwork see shear panel

Crawl space 300 mm minimum

See details figures B14 and/or B 15-1

Fig 17-2 panel

2 level house Typical cross section columns, beams and shear

5.1.2

Columns, beams and shear panel structure

5.1.2.1

General

This section outlines the requirements for structural columns and beams construction using shear panels for single and two storey structures as configured in figure A2-1a and A2-1b for 1or 2 level house type.

5.1.2.2

Shear panels

Ditto "Shear panels" in previous paragraph "Masonry block walls" and "Reinforcement".

5.1.2.3

Columns

Columns construction shall be as follows: 5.1.2.3.1

Sizes

Minimum dimensions shall be 250 mm 250 mm. 5.1.2.3.2

Form work

Columns shall be formed by form-work on four sides or form-work on two sides with block work on the other two. 5.1.2.3.3 a)

Reinforcement

Square columns,

The minimum column reinforcement shall be four 12mm diameter bars with 6mm diameter stirrups placed 150 mm between centres. b)

Round columns,

Where round columns are used, or round columns with varying cross-section (fancy columns) shall have a minimum section of 250mm diameter and shall be reinforced with six (6) 12mm diameter bars with 6mm diameter round stirrups placed 100mm between centres. 5.1.2.3.4

Concrete

Columns shall be filled with 1:1:1 nominal mix (refer to table B 1). The concrete shall be properly compacted and poured at one time.

5.1.2.4

Beams

Where beams are used, construction shall be as follows: 5.1.2.4.1

Dimensions

Maximum span 5000mm Minimum section See table B-7 (1 to 4) Total height not less than 1/12 span with 300mm minimum. (See table B7)

Beam # 1 Beam section

Live Load Beam maximum span (metres)

Main reinforcement

Top steel on bearing

Width

Total height

Slab thick.

(mm) 300 400

(mm) 100 125

(mm) 12 12

basic bar 2 2

(mm) 16 16

min. 2 4

mm2 570 902

Vert. stirrups

Dia. 1

Number

Dia. 2

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm) basic bar 12 2 12 2

(mm) 12 16

min. 1 2

mm2 317 501

(mm) 5 5

Nb vert. Bar/stir.

Space (mn)

Domestic floor 1.50 kN/m2

3.00 4.00

2 4

mini 50 50

Office floor 2.50 kN/m2

5.00 3.00 4.00

350 200 350

450 350 400

150 100 125

12 12 12

2 2 2

16 16 16

7 2 4

1,537 518 1,016

12 12 12

2 2 2

16 12 16

4 1 2

854 288 565

5 5 5

4 2 4

50 50 50

250 250 250

33 20 27

5.00 Small industrial floor and storage 5 kN/m2 2.50 3.50

400

500

150

12

2

16

7

1,540

12

2

16

4

856

5

4

50

250

33

250 300

300 400

100 125

12

2 2

12

2 3

465 856

12

2 2

10

1 3

258 476

5

2 4

50 50

220 250

19 23

4.50 Horizontal span 3.00

400

500

150

6

1,410

3

783

4

50

250

30

250

300

100

1

301

50

220

22

300 350

400 500

125 150

3 3

264 736

5 5 5

2

4.00 5.00

4 4

50 50

250 250

27 33

Nb vert. Bar/stir.

Roof 1kN/m2

12 12 12 12 12

16 16

2 2

12 16 16

2 2

3

542

3 6

876 1,326

12 12

12 16

2

12 12 12

2

10 12 16

2 2

5 5

maxi 210 250

Total stirrup

(mm) 250 250

23 27

Beam # 2 Beam section

Live Load Beam maximum span (metres)

Width

Total height

Slab thick.

(mm) 350 400

(mm) 100 125

Main reinforcement

Vert. stirrups

Number

Dia.

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm) 12

basic bar 2 2

(mm) 10

min. 2 4

mm2 374 670

(mm) basic bar 12 2 2 12

(mm)

min.

(mm) 5

2

4 2 5

976 394 712

12 16

mm2 208 372

1,039

12 16

542 219 395

4

12 12

2 2

577

5 5

Domestic floor 1.50 kN/m2

3.00 4.00

(mm) 150 200

Office floor 2.50 kN/m2

5.00 3.00 4.00

250 150 200

500 350 400

150 100 125

5.00 Small industrial floor and storage 5 kN/m2 2.50

250

500

150

12 12

150

300

100

3.50 4.50 Horizontal span

200 250

400 500

125 150

3.00 4.00 5.00

150 200 250

300 400 500

100 125 150

Roof 1kN/m2

Top steel on bearing

Dia. 1

12 12 12

2 2 2

12 16 10

12 12

2 2 2

2

5 5 5

Space (mn)

Total stirrup

2 2

mini 50 50

maxi 250 250

2 2 2

50 50 50

250 250 250

33 20 27

4

50

250

33

20 27

2

12 16

12

2

12

1

342

12

2

190

5

2

50

220

19

12 12

2 2

16 16

2 4

593 923

12 12

2 2

12 12

1 3

329 513

5 5

2 2

50 50

250 250

23 30

12 12 12

2 2 2

12 12 16

2 4 4

429 650 944

12 12 12

2 2 2

10 10 12

1 2 3

238 239 524

5 5 5

2 2 2

50 50 50

220 250 250

22 27 33

Nb vert. Bar/stir.

2

Beam # 3 Live Load

Beam section Beam maximum span (metres)

Main reinforcement

Top steel on bearing

Vert. stirrups

Width

Total height

Slab thick.

Dia. 1

Number

Dia.

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm) 300

(mm) 100

(mm) 12

basic bar 2

(mm) 12

min. 2

mm2 377

(mm) basic bar 12 2

(mm) 10

min. 2

mm2 314

(mm) 5

Space (mn)

Domestic floor

3.00

2

mini 50

1.50 kN/m2

4.00 5.00 3.00

250 350 200

400 450 350

125 150 100

12 12 12

2 2 2

16 16 12

2 4 1

601 1,025 343

12 12 12

2 2 2

12 16 10

3 3 1

501 854 286

5 5 5

4 4 2

50 50 50

250 250 250

27 33 20

4.00 5.00 Small industrial floor and storage

350 400

400 500

125 150

12 12

2 2

16 16

3 4

677 1,027

12 12

2 2

12 16

3 3

565 856

5 5

4 4

50 50

250 250

27 33

5 kN/m2

2.50 3.50 4.50 Horizontal span

250 300 400

300 400 500

100 125 150

12 12 12

2 2 2

10 12 16

1 3 4

309 568 940

12 12 12

2 2 2

10 12 16

1 2 3

257 473 783

5 5 5

2 4 4

50 50 50

220 250 250

19 23 30

Roof 1kN/m2

3.00 4.00

250 300

300 400

100 125

12 12

2 2

10 12

2 3

360 581

12 12

2 2

10 12

1 3

300 257

5 5

2 4

50 50

220 250

22 27

5.00

350

500

150

12

2

16

4

884

12

2

16

3

736

5

4

50

250

33

Nb vert. Bar/stir.

Office floor 2.50 kN/m2

maxi 220

Total stirrup

(mm) 250

22

Beam # 4 Live Load

Beam section

Domestic floor 1.50 kN/m2 Office floor 2.50 kN/m2

Main reinforcement

Top steel on bearing

Vert. stirrups

Width

Total height

Slab thick.

Dia. 1

Number

Dia.

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm)

(mm)

(mm)

(mm)

basic bar

(mm)

min.

mm2

(mm) basic bar

(mm)

min.

mm2

(mm)

3.00 4.00 5.00 3.00

150 200 250 150

350 400 500 350

100 125 150 100

12 12 12

10 12 16

1 3 3 1

250 447 650 264

2 2

208 372 542 220

5 5 5

4.00 5.00

200 250

400 500

125 150

2 3

477 693

12 12 12

2 2 2 2

12 16

12 12 12

2 2 2 2

2 2

12 16

2 2

398 577

5 5 5

150

300

100

12

223

12

186

5

Beam maximum span (metres)

Small industrial floor and storage 5 kN/m2 2.50

2 2 2

12 16 16

12 12 12

2

Space (mn)

Total stirrup

mini

maxi

2 2 4 2

50 50 50 50

250 250 250 250

20 27 33 20

4 4

50 50

250 250

27 33

2

50

220

19

Table B7-1 Typical reinforcement for concrete beams - 2 ways slab and MS steel grade 250

Beam # 1 Live Load

Beam section Beam maximum span (metres)

Main reinforcement

Top steel on bearing

Vert. stirrups

Width

Total height

Slab thick.

Dia. 1

Number

Dia. 2

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm)

(mm)

(mm)

(mm)

basic bar

(mm)

min.

mm2

(mm)

basic bar

(mm)

min.

mm2

(mm)

10

2

187 297

5 5

Nb vert. Bar/stir.

Space (mn)

Total stirrup

mini

maxi

2 4

50 50

220 250

22 27

Domestic floor 1.50 kN/m2

3.00 4.00

250 250

300 400

100 125

12 12

2 2

12 12

2 3

337 534

12 12

2 2

5.00 3.00 4.00

350 250 300

450 300 350

150 100 125

12 12 12

2 2 2

16 12 12

4 2 4

915 365 677

12 12 12

2 2 2

16

2

Office floor 2.50 kN/m2

12

2

508 203 376

5 5 5

4 2 4

50 49 50

250 220 250

33 22 27

5.00 Small industrial floor and storage

350

450

150

12

2

16

4

1,000

12

2

16

2

555

5

4

50

250

33

5 kN/m2

2.50 3.50 4.50

250 300 350

300 350 400

100 125 150

12 12 12

2 2 2

10 12 16

1 3 4

276 580 1,033

12 12 12

2 2 2

12 16

1 2

153 322 574

5 5 5

2 4 4

50 50 50

220 250 250

19 23 30

Horizontal span 3.00 4.00

250 300

300 350

100 125

12 12

2 2

12 12

1 3

323 592

12 12

2 2

12

1

179 440

5 5

2 4

50 50

220 250

22 27

5.00

350

400

150

12

2

16

4

979

12

2

16

2

544

5

4

50

250

33

Nb vert. Bar/stir.

Roof 1kN/m2

Beam # 2 Beam section

Live Load Beam maximum span (metres)

Main reinforcement

Top steel on bearing

Vert. stirrups

Width

Total height

Slab thick.

Dia. 1

Number

Dia.

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm) 350

(mm) 100

(mm) 12

basic bar 2

(mm)

min.

mm2 219

(mm) 12

basic bar 2

(mm)

min.

mm2 122

(mm) 5

Space (mn)

Domestic floor

3.00

2

mini 50

1.50 kN/m2

4.00 5.00 3.00

200 250 150

400 500 350

125 150 100

12 12 12

2 2 2

12 12

2 4

399 578 231

12 12 12

2 2 2

12

1

222 321 128

5 5 5

2 2 2

50 50 50

250 250 250

27 33 20

4.00 5.00

200 250

400 500

125 150

12 12

2 2

12 12

2 4

424 616

12 12

2 2

10 12

1 1

235 342

5 5

2 4

50 50

250 250

27 33

111 195

5 5

2 2

50 50

220 250

19 23

12

1

304

5

2

50

250

30

Office floor 2.50 kN/m2

Small industrial floor and storage 5 kN/m2 2.50 3.50

Roof 1kN/m2

maxi 250

Total stirrup

(mm) 150

20

150 200

300 400

100 125

12 12

2 2

10

2

199 350

12 12

2 2

4.50 Horizontal span 3.00

250

500

150

12

2

12

3

547

12

2

150

350

100

12

2

213

12

2

119

5

2

50

250

20

4.00 5.00

200 250

400 450

125 150

12 12

2 2

12 12

2 4

387 618

12 12

2 2

359 343

5 5

2 2

50 48

250 250

27 34

Nb vert. Bar/stir.

12

1

Beam # 3 Live Load

Beam section

Office floor 2.50 kN/m2

Vert. stirrups

Total height

(mm)

(mm)

(mm)

(mm)

basic bar

(mm)

min.

mm2

(mm)

basic bar

(mm)

min.

mm2

(mm)

3.00 4.00 5.00

250 250 350

300 400 450

100 125 150

12 12

2 2 2

12

2 4

220 356 607

12 12

12

1 3

183 297 506

5 5

3.00 4.00

250 300

300 350

100 125

1 2

243 451

12 12 12

2 2 2

12

12 12 12

2 2

12

2

202 376

5 5 5

350

450

150

3

667

12

2

12

4

555

250

300

100

180

12

2

150

3.50 4.50 Horizontal span

300 350

350 400

3.00 4.00

250 300

5.00

350

5.00 Small industrial floor and storage 5 kN/m2 2.50

Roof 1kN/m2

Top steel on bearing

Width

Beam maximum span (metres) Domestic floor 1.50 kN/m2

Main reinforcement

Slab thick.

Dia. 1

Number

Dia.

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

Space (mn)

Total stirrup

mini

maxi

2 4 4

50 50 50

220 250 250

22 27 33

2 4

49 50

220 250

22 27

5

4

50

250

33

5

2

50

220

19

2 2

12 10 12

12

2

16

12

2

125 150

12 12

2 2

10 12

2 4

386 685

12 12

2 2

10 12

2 3

321 571

5 5

4 4

50 50

250 250

23 30

300 350

100 125

12 12

2 2

10

3

210 393

12 12

2 2

12

1

175 358

5 5

2 4

50 50

220 250

22 27

400

150

12

2

12

4

649

12

2

12

3

541

5

4

50

250

33

Nb vert. Bar/stir.

Beam # 4 Live Load

Beam section Beam maximum span (metres)

Width

Total height

Slab thick.

(mm) 350 400

(mm) 100 125

Main reinforcement Dia.

Number

Total

Dia. 1

Number

Dia. 2

Number

Total

Dia.

(mm) 12

basic bar 2 2

(mm)

min.

(mm) 12

min.

2

386 154

12 12 12

mm2 122 221

(mm) 5

1

basic bar 2 2

(mm)

10 12

mm2 146 265

2 2

12

1

321 128

5 5 5

10 12

1 3

282 411

12 12

2 2

10 12

1 1

235 342

133

12

2

111

Domestic floor 1.50 kN/m2

3.00 4.00

Office floor

5.00 3.00

250 150

500 350

150 100

12 12 12

4.00 5.00 Small industrial floor and storage

200 250

400 500

125 150

12 12

2 2

5 kN/m2

150

300

100

12

2

2.50

Vert. stirrups

Number

(mm) 150 200

2.50 kN/m2

Top steel on bearing

Dia. 1

2 2

Space (mn)

Total stirrup

2 2

mini 50 50

maxi 250 250

4 2

50 50

250 250

33 20

5 5

4 4

50 50

250 250

27 33

5

2

50

220

19

20 27

Table B7-3 Typical reinforcement for concrete beams - 2 ways slab and HR steel grade 420

5.1.2.4.2

Form-work

Beams shall be formed by form-work on three sides. The bottom form-work must be rigid enough to support the weight of the structure, the two other sides and the rigours. This bottom form support shall remain in place 4weeks minimum. 5.1.2.4.3

Reinforcement

For horizontal and vertical reinforcement see table B-7 (1 to 4) and Figures B-17 to 21. 5.1.2.4.4

Concrete

Beams shall be filled with 1:1:1 nominal mix (refer to table B 1). The concrete shall be properly compacted and poured at one time.

5.1.3

Framed structure See next edition to be published

H = Height

Fig C1 Wall height

H = Height

1 roof load 1 floor load

1 roof load

5.2 Timber 5.2.1

Identification & Grade.

See characteristics in paragraph "Basic Materials/Timber". 5.2.2

Exterior walls.

Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter. 5.2.2.1

Stud spacing.

In bearing walls, studs, which are not more than 3m in height shall be, spaced not more than is specified in the following Table C-10 Table C-10 Maximum stud spacing Stud size

Supporting roof and ceiling only

Supporting on floor, roof and ceiling

Supporting one floor only

50 x 100mm

600mm

400mm

600mm

50 x 150mm

600mm

600mm

600mm

75 x 100mm

600mm

600mm

600mm

5.2.2.2

Top plate.

Wood stud walls shall be capped with a double top plate installed to provide overlapping at comers and intersections with bearing partitions. See figure C-3. Any joints in top plates shall be offset at least 600 mm 5.2.2.3

Bearing studs.

Where floor or roof framing members is spaced more than 400mm on centre and the bearing studs below are spaced 600mm on centre, such members shall bear within 120mm of the studs beneath.

Exterior or bearing wall

Notch greater than 50%

Top plates

1.5mm metal tie across and to each side of the notch

Pipe

Fig C2 Top plate framing to accommodate piping

Rafters and ceiling joists or approved roof truss

Top plate

First storey Wall stud See drilling and and notching provisions Floor joist See drilling and and notching provisions

Bottom plate Band joist or blocking

Joist may be cut or notched between these limits

1/3 span

1/3 span

Top plate Joist nailed to stud

Platform framing

Bearing wall

Lap joists 75mm minimum Bottom plate

Sill plate

Balloon framing

Subfloor

Joist

Crawl space or basement foundation

Fig C3 Typical wall, floor and roof framing

Slab on grade foundation

5.2.2.4

Stud length Table C-11 Maximum allowable length of wood studs

Height (m)

On centre spacing 600m

400mm

300mm

200mm

Supporting a roof only >3m

50 x 100mm

50 x 100mm

50 x 100mm

50 x 100mm

3.6m

50 x 150mm

50 x 100mm

50 x 100mm

50 x 100mm

4.2m

50 x 150mm

50 x 150mm

50 x 150mm

50 x 100mm

Supporting one floor and a roof >4.2m

50 x 150mm

50 x 150mm

50 x 150mm

50 x 150mm

Supporting two floors and a roof >4.2m

5.2.2.5

50 x 150mm

50 x 150mm

50 x 150mm

50 x 150mm

Bottom (sole) plate.

Studs shall have full bearing on a nominal 40mm or larger plate or sill having a width at least equal to the width of the studs.

5.2.3

Interior load bearing walls.

Interior load-bearing walls shall be constructed, framed and fire-stopped as specified for exterior walls.

5.2.4

Interior non-bearing walls.

Interior non-bearing walls shall be permitted to be constructed with - 50mm by 75mm studs spaced 600 mm on centre or, when not part of a braced wall line, - 50mm by 100mm flat studs spaced at 400mm on centre. Interior non-bearing walls shall be capped with at least a single top plate.

5.2.5

Drilling and notching-studs.

Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in non bearing partitions may be notched to a depth not to exceed 40 percent of a single stud width. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no greater than 40 percent of the stud width, the edge of the hole is no closer than 20mm to the edge of the stud, and the hole is not located in the same section as a cut or notch.

5.2.5.1

Drilling and notching of top plate.

When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating a cutting of the top plate by more than 50 percent of its width, a galvanised metal tie not less than 1.37 mm thick (16 gage) and 40mm wide shall be fastened to each plate across and to each side of the opening with not less than six 16d nails.

5.2.6

Headers.

For header spans see Tables on floor section. 5.2.6.1

Wood structural panel box headers.

Wood structural panel box headers shall be constructed in accordance with following Table C-12 Table C-12 Maximum spans for wood structural panel box header Header construction

Header depth

House depth in m 7.5m

8m

8.5m

9m

9.5m

In mm Wood structural panel one side

225mm

1.2m

1.2m

0.9m

0.9m

-

450mm

1.5m

1.5m

1.2m

0.9m

0.9m

Wood structural panel both sides

225mm

2.1m

1.5m

1.5m

1.2m

0.9m

450mm

2.4m

2.4m

2.1m

2.1m

1.8m

5.2.6.2

Non-bearing walls.

Load-bearing headers are not required in interior or exterior non-bearing walls. A single flat 50mm by 100mm member may be used as a header in interior or exterior non bearing walls for openings up to 2.4m in width if the vertical distance to the parallel nailing surface above is not more than 600mm. For such non bearing headers, no cripples or blocking are required above the header.

5.2.7

Cripple walls.

Foundation cripple walls shall be framed of studs not less in size than the studding above. When exceeding 1.2m in height, such walls shall be framed of studs having the size required for an additional story. See figure C4. 5.2.7.1

Bracing.

Cripple walls shall be braced with an amount and type of bracing as required for the wall above plus an additional 15 percent of braced wall length or a maximum braced wall panel spacing to 5.5m. Cripple walls with a stud height less than 350mm shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates, or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations.

5.2.8

Wall bracing.

Braced wall panels, exterior walls, and required interior braced wall lines shall be constructed in accordance with this Section. The braced wall panels in the braced wall lines in each story of the building shall be constructed of a series of one or more braced wall panels. 5.2.8.1

Braced wall lines.

Braced wall lines shall consist of braced wall panels, which meet the requirements for location, method and amount of bracing specified in following table. Braced wall panels which are counted as part of a braced wall line shall be in line, except that offsets out-of-plane of up to 1200mm shall be permitted between adjacent wall panels, provided that the total out-to-out offset dimension in any braced wall line is not more than 2400mm Braced wall panels shall begin no more than 2400mm from each end of a braced wall line.

Single or double top plate

Fireblock around pipe

Wall sruds

Stagger joints 100mm or use splice plates

Header- see table

Sub floor

Solid blocking

Bottom plate

Jack studs or trimmers

Floor joist Foundation Cripple wall

Sill plate

Foundation wall studs Anchor bolts embedded in foundation

Corner and partition posts

25x 100mm diagonal brace let into studs

Fig C4 Framing details

Table C-13 ADJUSTMENT OF BRACING AMOUNTS FOR INTERIOR BRACED WALL LINES ACCORDING TO BRACED WALL LINE SPACING Braced Wall Line Spacing

Multiply Bracing Amount by:

Meter

Coefficient

4.5m or less

0.6

6m

0.8

7.5m

1.0

9m

1.2

10.5m

1.4

Exterior braced wall lines shall have a braced wall panel located at each end of the braced wall line. 1. Linear interpolation is permissible. 2. The adjustment is limited to the larger spacing between braced wall lines to either side of an interior braced wall line. 5.2.8.1.1

Sheathing attachment.

Fastening of braced wall panel sheathing shall be nailed with 8d minimum. Adhesive attachment of wall sheathing is not permitted. 5.2.8.2

Braced wall panel construction methods.

The construction of braced wall panels shall be in accordance with one of the following methods: 1. Nominal 25mm by 100mm continuous diagonal braces let in to the top and bottom plates and the intervening studs or approved metal strap devices installed in accordance with the manufacturer's specifications. The let-in bracing shall be placed at an angle not more than 60 degrees or less than 45 degrees from the horizontal. 2. Wood boards of 16mm net minimum thickness applied diagonally on studs spaced a maximum of 600mm on centre. 3. Wood structural panel sheathing with a thickness not less than 8mm for 400mm stud spacing and not less than 10mm for 600mm stud spacing. 4. 13mm or 19mm thick structural fibre board sheathing applied vertically on studs spaced a maximum of 400mm on centre.

5.2.8.3

Length of braced panels.

For methods 2,3 and 4 above, each braced wall panel shall be at least 1200mm in length, covering a minimum of three stud spaces where studs are spaced 400mm on centre and covering a minimum of two stud spaces where studs are spaced 600mm on centre.

5.2.8.4

Panel joints.

All vertical joints of panel sheathing shall occur over studs.

Horizontal joints in braced wall panels shall occur over blocking of a minimum of 40mm thickness. 5.2.8.5

Connection

Braced wall panel sole plates shall be fastened to the floor framing and top plates shall be connected to the framing above. Sills shall be fastened to the foundation or slab. Where joists are perpendicular to the braced wall lines above, blocking shall be provided under and in line with the braced wall panel. 5.2.8.6

Wall anchorage.

Braced wall line sills shall be anchored to concrete or masonry foundations. Plate washers, a minimum 6mm x 50mm x 50mm in size, shall be provided between the foundation sill plate and the nut. 5.2.8.7

Interior Braced wall panel

Interior braced wall lines shall be fastened to floor and roof framing. 1. Floor joists parallel to the top plate shall be toe nailed to the top plate with at least 8d nails spaced a maximum of 150mm on centre. 2. Top plate laps shall be face nailed with at least 8-16d nails on each side of the splice

5.2.9

Structure See figures. A1-7 and A1-8

a) No timber frame members should be less than 100mm in width. b)At all corners and intersections, uprights should be not less than 100mmx 100mm or 2 members of 50mm x 100mm each bolted together. The posts should be fixed to the sills or floor beams by dowel or metal cleats. c)Intermediate uprights should be not less than 100mm x 50mm and spaced at not more than 600mm. d)The corners of all rooms and intersections should be braced with timber members not less than 50mm x 100mm and shall be jointed to the upright in such a manner as to leave the upright whole. e)The upper sills and wall plates at the outer corners and intersections can be tied with straps at least 225mm x 225mm x 6mm secured with 4 # 10mm diameter coach screws not less than 65mm long. f)Alternatively, bracing may maybe effected by 50mm x 100mm diagonal timber struts in all corners. It is important to have a tight connection between the wall plates and posts. (g)The clear height of a wall should not be greater than 3m on the basis of structural calculations showing that the wall framing as designed is adequately supported and can withstand the horizontal imposed loads including wind and earthquakes. 5.2.10 Cladding a)The cladding of all external walls must be of approved weatherproof material. All cladding must be nailed securely to each framing member. b)Where plaster is used as the cladding, it should consist of not less than two coats applied to metal laths which shall be securely fastened to the weather proof backing. c)The metal laths may consist of expanded metal sheets, "hyrib" or other standard materials. Such material must be used in accordance with the manufacturer's instructions. d) The first or scratch coat of plaster shall be not less than 12mm thick and shall be kept moist by e) Interior walls may be covered by any approved kind of interior partition boards or with plaster as described above.

Steel haunch

Steel column

Steel beam profiles

Anchors

Fig D1-1 Steel frame typical

Anchors

Shear connections

Erection seat

Shear splices

Bolted moment splice

Moment splice at ridge (Field bolted)

Stiffener if required

Fig D1-3 Beam framing

Shop weld or bolt

Weld as required

Shim as required

Erection clearance

Erection pin hole (optional)

Fig D1-4 Column base plates and connection

Shop weld or bolt

5.3 Metal

5.3.1

MS beams and profiles

5.3.1.1

General

For steel framed buildings, two systems are generally used for walls. These are hollow concrete block walls or metal cladding.

5.3.1.1.1

Masonry walls

a) When concrete walls are used, the information given in Section "Masonry block wall" is applicable. There are some minor differences concerning the anchoring of the wall reinforcement. The vertical steel is anchored to the footing in the normal manner and anchored at the top by welding to the longitudinal beam, or fixed to a concrete beam constructed on top of the walls. b) The horizontal reinforcement is welded to the web of the columns. If the columns are encased in concrete the reinforcement can be carried to the face of the steel column. c) Care must be taken to fix these walls to the steel frames so as to provide lateral continuity to the walls and to prevent the wall from collapsing either under the shaking from an earthquake or from the pressures due to hurricane winds. d) It is however, sometimes necessary to install a flexible joint between the block wall and the steel column where the walls have not been used to provide lateral stability. In this event the steel frame must be adequately braced to accommodate the lateral loads without collapse.

5.3.1.1.2

Metal Cladding

a) Where metal cladding is used, Z-purlins are attached to the columns with suitable fixing. b) The vertical siding, as the sheeting is then called, is attached to the Z-purlins in the normal manner employed for roofs. Fixings made in the valleys rather than on the crowns would provide greater hurricane resistance. c) Care must be taken to prevent leaks.

5.4 Mixed construction See figure A2-1a for Basic 1 or 2 level house, and A2-1b for Mixed 1 or 2 level house and typical arrangement.

Details are on Figures B-17 (1 and 2) for typical cross sections.

150mm blockwork

150mm blockwork

r.c. tie beam

0.15mm polythene damp proof course

100mm slab minimum (see tab

100mm slab minimum 50mm sand blinding

300mm minimum grade

well compacted gravel or marl in 100mm layers

Crawl space 300 mm minim

200mm blockwork

150mm blockwork minimum

600mm min

600 mm minimum

450

Fig B14 & B15 Details of ground floor slab on grade and suspended ground floor slab.

Beam #2

Beam #4

Beam #1

Beam #2

Beam #1

Beam #2

Beam #4

Beam #1

Beam #3

Beam #1

Beam #1

Beam #3

Beam #1

Beam #4

Beam #4

Beam #2

Beam #4

Beam #4

Beam #1

Beam #1

Beam #1

Beam #3

Beam #3

Beam #8

Beam #8

Beam #5

Beam #7

Beam #7

Beam #6

Beam #8

Beam #8

Beam #6

Beam #8

Beam #8

Beam #5

Beam #7

Beam #7

Beam #1

Beam #5

Beam #7

Beam #7

Beam #6

Beam #8

Beam #8

Beam #6

Beam #3

Beam #8 Beam #3

Beam #4

Beam #1

Beam #2

Beam #3

Beam #3

Beam #1

Beam #2

Beam #3

Beam #3

Beam #1

Beam #4

Beam #3

Beam #1

Beam #4

Beam #8

Beam #6

Beam #4

Beam #3

Beam #6

Beam #6

Beam #1

Beam #2

Beam #2

Beam #4

Beam #6

Fig B18 Slabs and beams typical arrangements

Beam #8

6

Floor systems

6.1 Concrete floor slabs 6.1.1

Layout

6.1.1.1

Slab on grade For slab on grade (see figure B-14) the following shall be observed: -

a) The concrete floor shall be a minimum of 100 mm thick and supported on not less than 200 mm of compacted hardcore, gravel or approved granular material. It is recommended that the fill material needed not be more than 900 mm deep and be of well compacted selected material. b) Where fills greater than 900 mm are required, the floor shall be constructed as a suspended reinforced concrete slab. This procedure will prevent cracking of the concrete floor slab due to imperfectly compacted fill. c) The finished surface of the floor shall be located not less than 300 mm above finished ground level. On a sloping site, the floor shall be at least 300 mm above the ground at any point at the nearest point relative to the floor. 6.1.1.2

Damp proof course

6.1.1.2.1 A damp proof course shall be provided to prevent rising water through the floor slab and load bearing walls. 6.1.1.2.2 Where polythene is used it shall be at least 0.15 mm thick and shall be laid over the compacted floor foundation. This material shall be used with caution as it easily broken. Laps in the damp proof membrane shall not be less than 150 mm. 6.1.1.2.3 Alternative damp proof course applications a)

Asphalt

b)

Concrete screed

6.1.1.3

Reinforcement

6.1.1.3.1 The floor slab on grade shall be reinforced with welded wire mesh 150 mm 150 mm 3 mm. The mesh shall be located 25 mm from the top of the slab and care shall be taken during pouring that this location is maintained. 6.1.1.3.2 The mesh shall be tied to the ground beams where such beams are used. Minimum laps in the mesh shall be 150 mm.

6.1.1.4 6.1.1.4.1

Suspended Slab Suspended slab For suspended slab (see figure B-15) the following shall be observed: -

a)

The concrete floor slab shall be a minimum of 100 mm thick and conform to table B-4.

b)

The maximum span shall conform to table B-4.

c) As a protection against flooding, the finished surface of the floor shall be located no less than 300 mm above ground level. On a sloping site, the floor shall be at least 300 mm above the ground at any point at the nearest point relative to the floor.

Maximum span

Slab thickness

(metres)

(mm)

Domestic floor 1.50 kN/m2

3.00 4.00 5.00

100 125 150

Office floor 2.50 kN/m2

3.00 4.00 5.00

100 125 150

10 12 12

150 150 120

10 12 12

250 250 240

10 10 10

250 250 250

100 125 150

10 12 12

120 120 100

10 12 12

240 240 200

10 10 10

250 250 250

100 125 150

10 10 12

200 150 150

10 10 12

250 250 250

10 10 10

250 250 250

Slab location Live Load

Small industrial floor and storage 5 kN/m2 2.50 3.50 4.50

Roof 1kN/m2

Note:

Horizontal span 3.00 4.00 5.00

Main reinforcement (2 ways) Dia. Space (mm) (mm) 10 150 12 150 120 12

Top center steel Dia. Spacing (mm) (mm) 10 250 12 250 240 12

Top edge steel Dia. Spacing (mm) (mm) 10 250 10 250 250 10

Steel rods are MS rods and Concrete is Grade "C" (see Table B1) Ratio (Slab Lengh / Slab Width) between 0.8 to 1.25

Slab thickness min 100mm Top center steel lengh = 2 m min. Top edge steel lengh = 1.2m min.

200mm

Table B-4 Typical reinforcement for two way slabs

2000mm min 1000mm min

Basic 6mm dia. stirrup and 4x12mm bar

Additionnal stirrup if 3 bars to be maintained Additionnal bar to be maintained

9 rods

7 bars as Table 8 rods

6 bars as Table 7 rods

5 bars as Table 6 rods

4 bars as Table 5 rods

3 bars as Table 4 rods 3 rods

or

2 bars as Table 1 bar as Table

2 rods

no bar added as Table Additionnal bar See table B 7-1 or B 7-2

Fig B19-1 Beam reinforcement - Typical arrangement Mild Steel

Basic 6mm dia. stirrup and 4x10mm bar

Additionnal stirrup if 3 bars to be maintained Additionnal bar to be maintained

7 rods

5 bars as Table 6 rods

4 bars as Table 5 rods

3 bars as Table 4 rods 3 rods

or

2 bars as Table 1 bar as Table

2 rods

no bar added as Table Additionnal bar See table B 7-3 or B 7-4

Fig B19-2 Beam reinforcement - Typical arrangement HR Steel

Total height

Column 250mm min

Span

Width

Total number stirrups

min 75mm minimum lap see table B-3

max. 200mm

Midle top reinforcement 45°

Type of stirrup

Main reinforcement

Assembly rods

Rod details

Fig B20 Concrete beams (Middle & Side)

Width

Fig B21 Beam sections

6.1.1.4.2

Reinforcement

The minimum requirement for the reinforcement shall conform to table B-4. 6.1.2

Finishing

The slab shall be floated immediately after pouring as this produces a durable surface. Alternatively, a sand cement screed not less than 20 mm thick may be applied to roughened surface of the concrete. The surface shall be cleaned and washed before applying the screed. A screed of proportions of 1 part cement to 4 parts sand (by volume) is acceptable.

6.1.3

Services

All pipes and conduits for services shall be laid and arranged so that the required concrete cover to the reinforcement is maintained.

NOTE Most structures within the scope of these guidelines would have floor slabs on compacted granular material; but on sloping sites, floor slabs may have to be suspended. The reinforcement set out above will provide a safe suspended floor or roof. Professional assistance should be sought on the size and placement of reinforcement for situations other than those described.

Botom wall plate Studs

Subfloor or floor sheating

Sill plates

Optional finish floor

Band, rim or header joist

Joists Wood structural panel Bridging

Solid blocking

Sill plate

Foundation Double joist under bearing partitions pipe in partition

Fig C5 Floor construction

6.2 Timber 6.2.1

Identification & Grade.

See characteristics in paragraph "Basic Materials/Timber". 6.2.2

General

6.2.2.1

Design and construction.

Floors shall be designed and constructed in accordance with the provisions of this chapter and figure C5. 6.2.2.2

Allowable joist spans.

Spans for floor joists shall be in accordance with Table C-2

Table C-2 Floor joist span for common lumber species Joist spacing

Dead load = 1kN/m2 and Live load 1.5kN/m2 50x150mm

50x200mm

50x250mm

50x300mm

Maximum floor joist spans in metre

6.2.2.3

300mm

3.3m

4.2m

5.1m

6m

400mm

3m

3.6m

4.5m

5.2m

500mm

2.6m

3.3m

4m

4.6m

600mm

2.3m

3m

3.6m

4.2m

Joists under bearing partitions.

Joists under parallel bearing partitions shall be doubled or a beam of adequate size to support the load shall be provided. Double joists, which are separated to permit the installation of piping or vents, shall be full depth solid blocked with lumber not less than 50mm in nominal thickness spaced not more than 1200mm on centre. 6.2.2.4

Allowable header spans.

The allowable spans of headers shall not exceed the values set forth in Table C-3.

Table C-3 Header spans for exterior bearing walls Headers supporting

Number and sizes of header

Building width in metre < or = 6m

6m < 8.5m

<

8.5m <

< 11m

Maximum header span in metre Roof and ceiling

Roof, ceiling & 1 centre bearing floor Roof, ceiling & 1 clear span floor

2 - 50x100mm

1m

0.9m

0.8m

2 – 50x150mm

1.6m

1.4m

1.2m

2 – 50x200mm

1.9m

1.7m

1.6m

2 - 50x100mm

0.9m

0.8m

0.7m

2 – 50x150mm

1.3m

1.2m

1.1m

2 – 50x200mm

1.7m

1.5m

1.35m

2 - 50x100mm

0.8m

0.7m

0.6m

2 – 50x150mm

1.15m

1.1m

0.9m

2 – 50x200mm

1.5m

1.3m

1.15m

Table C-4 Header spans for interior bearing walls Headers and girders supporting

Number and sizes of header

Building width in metre < or = 6m

6m < 8.5m

<

8.5m <

< 11m

Maximum header span in metre One floor only

2 - 50x100mm

0.95m

0.8m

0.7m

One floor only

2 – 50x150mm

1.35m

1.15m

1.05m

One floor only

2 – 50x200mm

1.75m

1.5m

1.35m

One floor only

2 – 50x250mm

2.1m

1.8m

1.55m

One floor only

2 – 50x300mm

2.4m

2.1m

1.9m

L no notches permited

L/3

D/4 maxi

D

D/ 4 ma xi

Floor joist - center cuts

D/6 ma xi

D/6 maxi

D

L/3

D/3 maxi

Floor joist - end cuts

D

maxi D from support

D

50m m min i

Rafter/ceiling joists

50mm min i

D

/3

m

ax i

Drilling

Fig C6 Joist cutting, notching and drilling

6.2.2.5

Bearing.

The ends of each joist, beam or header shall have not less than 50mm of bearing on wood or metal and not less than 75mm on masonry or concrete. 6.2.2.5.1

Floor systems.

Joists framing from opposite sides over a bearing support shall lap a minimum of 75 mm and shall be nailed together. A wood or metal splice with strength equal to or greater than that provided by the nailed lap is permitted. 6.2.2.5.2

Joist framing.

Joists framing into the side of a wood header shall be supported by approved framing anchors or on ledger strips not less than nominal 50mm by 50mm. 6.2.2.6

Lateral restraint at supports.

Joists shall be supported laterally at the ends by full-depth solid blocking not less than 50mm nominal in thickness; or by attachment to a header, band or rim joist, or to an adjoining stud; or shall be otherwise provided with lateral support to prevent rotation. 6.2.2.6.1

Bridging.

Joists exceeding a nominal 50mm x 150mm shall be supported laterally by solid blocking, diagonal bridging (wood or metal), or a continuous 25mm by 75mm strip nailed across the bottom of joists perpendicular to joists at intervals not exceeding 2400mm 6.2.2.7

Drilling and notching.

Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure C-6. 6.2.2.7.1

Engineered wood products.

Cuts, notches and holes bored in trusses, laminated veneer lumber, glue-laminated members or Ijoists are not permitted unless the effect of such penetrations are specifically considered in the design of the member. 6.2.2.8

Fastening.

Floor framing shall be nailed or screwed. Where posts and beam or header construction is used to support floor framing, positive connections shall be provided to ensure against uplift and lateral displacement. 6.2.2.9

Framing of openings.

Openings in floor framing shall be framed with a header and trimmer joists. When the header joist span does not exceed 1200mm, the header joist may be a single member the same size as the floor joist. Single trimmer joists may be used to carry a single header joist that is located within 900mm of the trimmer joist bearing. When the header joist span exceeds 1200mm, the trimmer joists and the header joist shall be doubled and of sufficient cross section to support the floor joists framing into the header. Approved hangers shall be used for the header joist to trimmer joist connections when the header joist span exceeds 1800mm.

6.2.2.10 6.2.2.10.1

Wood trusses. Design.

Wood trusses shall be designed in accordance with approved engineering practice. The design and manufacture of metal plate connected wood trusses shall comply with ANSI/TPI 1, National Design Standard for Metal Plate Connected Wood Truss Construction.

6.2.2.10.2

Bracing.

Trusses shall be braced to prevent rotation and provide lateral stability in accordance with the requirements specified in the construction documents for the building and on the individual truss design drawings. 6.2.2.10.3

Alterations to trusses.

Truss members and components shall not be cut, notched, spliced or otherwise altered in any way without the approval of a registered design professional. Alterations resulting in the addition of load (e.g. HVAC equipment, water heater, water tank etc.), that exceeds the design load for the truss shall not be permitted without verification that the truss is capable of supporting the additional loading.

6.2.3

Floor sheathing

6.2.3.1

Lumber sheathing.

Maximum allowable spans for lumber used, as floor sheathing shall conform to the following Table C-5 Table C-5 Minimum thickness of floor sheathing Joist or beam spacing in mm

Minimum net thickness Perpendicular to joist

Diagonal to joist

400mm

16mm

16mm

600mm

19mm

19mm

Plywood continuous over two or more spans and face grain perpendicular to supports. Unsupported edges shall be tongue and grove or blocked.

6.2.3.1.1

End joints.

End joints in lumber used, as flooring shall occur over supports.

6.2.3.2 6.2.3.2.1

Wood structural panel sheathing. Identification and grade.

Wood structural panel sheathing used for structural purposes shall be identified by a grade mark of certificate of inspection issued by an approved agency.

6.2.3.2.2

Wood structural panel

Where used, wood structural panels shall be of one of the grades specified in Table C-5 When sanded plywood is used as combination sub-floor underlay, the grade shall be as specified in Table above.

6.2.3.3

Particleboard.

6.2.3.3.1

Identification and grade.

Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency. 6.2.3.3.2

Particle board panel.

Where used, particleboard panels shall be of one of the grades specified in Table C-5

6.3 Metal

6.3.1

MS steel beam

MS steel beam structure shall be engineered based on values given by the Design criteria and other characteristics of this code by recognised professional.

ridge board hip rafter

jack rafter

m axi m

um se e ta ble B

-6

facia board

facia board

hip rafter r.c. ring beam

jack rafter

ridge beam

rafters

Fig B16 Typical hip roof construction

7

Roof assemblies

7.1 Roof structure

7.1.1

Concrete roof structure Ditto paragraph "Concrete floor slabs".

7.1.2

Timber

7.1.2.1

Layout

7.1.2.1.1 Roofs are generally constructed as one of three common types. These are: a) hip roofs; b) gable roofs; or c) mono roof. (lean-to) 7.1.2.1.2 The gable roof consists of a structural frame made up of a ridge board and (with) rafters. 7.1.2.1.3 The minimum sizes of roof members shall be 25 mm 150 mm for the ridge board and 50 mm  100 mm for the rafters at 800 mm between centres. The same size rafters shall be used for monopitched (shed) roofs. 7.1.2.1.4 In the case of the hip roof, hip rafters are introduced into the structural frame as shown in figure B-16. 7.1.2.1.5 The minimum size of the hip rafters shall be 50 mm 150 mm. Table B-5 gives rafter sizes of main members constructed of pitch pine. 7.1.2.1.6 The use of timber other than pitch pine at the minimum recommended sizes for pitch pine is acceptable only if it is a stronger timber. Professional advice shall be sought if smaller sizes are used for stronger timber or if weaker timber is used. (Table specifying for different types of timber). 7.1.2.1.7 The timber roof sheeting is generally constructed using 25 mm 150 mm tongue-and-groove boarding, 16 mm plywood or other patented boarding. 7.1.2.1.8 Sheeting may be replaced by a secondary frame of 50 mm 50 mm or 50 mm 100 mm battens fixed to the rafters.

7.1.2.2

Fixings

7.1.2.2.1 The rafters shall be securely fixed to the ring beam at the top of the walls on a wall plate and to the ridge board at the crown of the roof. 7.1.2.2.2 The use of patented hurricane clips (rafter ties) for fixing rafters to plates; purlins and ridge boards shall be used.

Rafter spacing

Solutions

Dead load = 1.00 kN/m2 Semi light roof with suspended ceiling and asphalt shingle

Dead load = 0.50 kN/m2 Light roof with galvanized sheeting 50x100

50x150

Calculation based on minimum wood stress of Maximum length of wood

50x200

50x250

7,500.00 kN/m2 6.00 m

50x100

50x150

50x200

50x250

Dead load = 1.50 kN/m3 Roof with ceiling and ordinary clay or cement tiles 50x100

minimum calculated span authorised more than

50x150

50x200

50x250

1.50 m

Rough material Solution 1 400mm 600mm 800mm

minimum live load = 0.60 kN/m2 span 3.40 5.10 span 2.80 4.10 span 2.40 3.60

Solution 2 400mm 600mm 800mm

normal span span span

Solution 3 400mm 600mm 800mm

span span span

Dressed material exact sizes

5.50 4.80

2.80 2.30 2.00

4.20 3.40 3.00

5.60 4.60 4.00

5.70 4.90

2.40 2.00 1.70

3.70 3.00 2.60

4.90 4.00 3.50

5.00 4.30

2.20 1.80 1.60

3.40 2.70 2.40

4.50 3.70 3.20

5.60 4.60 4.00

2.00 1.70

3.10 2.50 2.20

4.10 3.30 2.90

5.10 4.20 3.60

live or climatic load = 1 kN/m2 2.90 4.30 5.80 2.40 3.50 4.70 2.00 3.10 4.10

5.90 5.10

2.50 2.00 1.80

3.80 3.10 2.70

5.00 4.10 3.50

5.10 4.40

climatic load = 1.5 kN/m2 2.50 3.80 2.00 3.10 1.80 2.70

5.10 4.40

2.20 1.80 1.60

3.40 2.70 2.40

4.50 3.70 3.20

5.60 4.60 4.00

5.00 4.10 3.50

loss of 12mm in all direction in rough sizing of the material 38x88

38x138

38x188

Solution 11 minimum live load = 0.60 kN/m2 400mm span 2.60 4.10 600mm span 2.10 3.30 800mm span 1.80 2.90

38x238

5.50 4.50 3.90

5.70 4.90

38x88

38x138

38x188

38x238

38x88

38x138

38x188

38x238

2.10 1.80 1.50

3.40 2.70 2.40

4.60 3.70 3.20

5.80 4.70 4.10

1.90 1.50

2.90 2.40 2.10

4.00 3.30 2.80

5.10 4.10 3.60

Solution 12 400mm 600mm 800mm

span span span

live or climatic load = 1.00 kN/m2 2.20 3.50 4.70 1.80 2.80 3.90 1.60 2.50 3.30

6.00 4.90 4.20

1.90 1.60

3.00 2.50 2.10

4.10 3.30 2.90

5.20 4.20 3.70

1.70

2.70 2.20 1.90

3.70 3.00 2.60

4.60 3.80 3.30

Solution 13 400mm 600mm 800mm

span span span

climatic load = 1.50 kN/m2 1.90 3.00 1.60 2.50 2.10

5.20 4.20 3.70

1.70 1.40

2.70 2.20 1.90

3.70 3.00 2.60

4.60 3.80 3.30

1.60

2.50 2.00 1.70

3.30 2.70 2.40

4.20 3.50 3.00

How to use the table a) b) c)

4.10 3.30 2.90

choose the coloumns with the type of roof (dead load) choose the lignes with the type of exposure (climatic load) and type of wood (rough or dressed) with the span required choose the righ solution (rafter spacing and size) rafter spacing in the left coloumn size on top of the table

Table C5 Maximum roof span for rafter

Rafter or truss spacing

Solutions

Dead load = 0.50 kN/m2 Light roof with galvanized sheeting 100x25 50x50

100x50

Dead load = 1.00 kN/m2 Semi light roof with suspended ceiling and asphalt shingle

50x100 50x150 100X150 50x25

Calculation based on minimum wood stress of 7,500.00 kN/m2 Maximum span of wood 30 times wood height (to prevent flexion) 750 1500 1500 3000 4500 4500 Rough material Maximum space for Maximum space for purlins battens Solution 1 minimum live load = 0.60 kN/m2 400mm batten space 600mm batten space 800mm batten space 0.90 1.80 1000mm batten space 0.60 1.10 1250mm batten space 0.40 0.70 1.50 1500mm batten space 0.50 1.00 1800mm batten space 1.40 3.20 2000mm batten space 1.10 2.60 5.10 2500mm batten space 0.70 1.60 3.30 3000mm batten space 1.10 2.30 4000mm batten space 0.60 1.30 Solution 2 400mm 600mm 800mm 1000mm 1250mm 1500mm 1800mm 2000mm 2500mm 3000mm 4000mm

normal live or climatic load = 1 kN/m2 batten space batten space 1.20 batten space 0.70 1.30 batten space 0.80 1.70 batten space 0.50 1.10 batten space 0.40 0.70 batten space batten space batten space batten space batten space

Solution 3 400mm 600mm 800mm 1000mm 1250mm 1500mm 1800mm 2000mm 2500mm 3000mm

exposed climatic load = 1.5 kN/m2 batten space 2.00 batten space 0.90 1.70 batten space 0.50 1.00 batten space 0.60 1.30 batten space 0.40 0.80 batten space 0.30 0.60 batten space batten space batten space batten space

How to use the table a) b) c)

750

2.30 1.90 1.20 0.80

1.20 0.50 0.30

2.50 1.70 1.40 0.90

1500

100x50 50x100 50x150 100X150 50x25 100x25 50x50

1500

1.10 0.60

0.90 0.50

1.20 0.80 0.50 0.30

1.00 0.60 0.40 0.30

3.50 2.80 1.80 1.30

0.70 0.40

3000

4500

4500

Maximum space for purlins

750

1.60 1.00 0.70

2.00 1.40 1.00 0.80

2.20 1.80 1.10 0.80

1.60 1.10 0.80 0.60

2.50 1.70 1.40 0.90 0.60

1.00 0.60 0.40

1.30 0.90

2.00 1.40 1.10

choose the columns with the type of roof (dead load) choose the paragraph with the type of exposure (climatic load) and type of space between rafters or trusses with the span required choose the righ solution (batten spacing and sizes)

Table C6 Maximum roof span for battens and joist

1500

0.80 0.50

0.90 0.60 0.40 0.30

1.20 0.80 0.50

0.70 0.40

0.80 0.50 0.30

1.00 0.60 0.40

3.50 2.80 1.80 1.30 0.70

0.70 0.30 0.80 0.50 0.30

1500

4.30 3.50 2.30 1.60 0.90

0.30 0.20 1.30 0.80 0.60

750

100x50 50x100 50x150

Maximum space for battens

0.40 0.20

3.80 2.40 1.70 0.90

0.80 0.30 0.20 1.60 1.10 0.80

750

50x50

Maximum space for battens

1.00 0.40 0.20 2.10 1.50 1.00 0.80

100x25

Dead load = 1.50 kN/m3 Roof with ceiling and ordinary clay or cement tiles

4.00 2.80 2.30 1.40 1.00

1.30 0.60 0.30

1.20 0.70 0.40 0.30

1.30 0.80 0.50 0.40

3000

4500

Maximum space for purlins

1.50 1.10 0.70 0.60

1.30 0.90 0.60

2.60 1.70 1.10 0.70 0.50

2.40 1.70 1.30 0.90 0.60

2.00 1.40 1.10 0.70

2.40 1.70 1.20 0.90

7.1.2.2.3 Plywood decking shall be fastened to the purlins or rafters at a spacing of not less than 600 mm. 7.1.2.2.4 Where timber boards are used as decking, the timber shall be secured at each purlin by at least two galvanised head clout nails at least 40 mm long.

Solution 2 Metal sheet less than 0.50mm thickness (26G, 28G and more)

Solution 3 Asphalt shingle

Solution 4 Clay or concrete tile

Underlay

Decking (plywood or closeboard) 16mm thickness

Decking (plywood or closeboard) 20mm thickness

Solution 1 Metal sheet more than {steel 0.50mm (24G) & aluminium 0.60mm thickness}

c spa

ing

OK

Sag steel rod

Z purlin orientation

Exception for the orientation

Fixation type 1 (slope <15° & span <2m)

Fig D1-2 Z purlin details

Fixation type 2 (slope >15° and/or span >2m)

Solution 2 Metal sheet less than 0.50mm thickness (26G, 28G and more)

Solution 3 Asphalt shingle

Solution 4 Clay or concrete tile

Underlay

Decking (plywood or closeboard) 16mm thickness

Decking (plywood or closeboard) 20mm thickness

Solution 1 Metal sheet more than {steel 0.50mm (24G) & aluminium 0.60mm thickness}

Fixation type 2 Type ridge Rafter

Spacing 400mm or 600mm or 800mm Fixation type 1 On ring beam

Fig D1-6 Z or C steel profile used as rafter

Beam type 1

Wall or concrete beam Beam section Slope in °

Horizontal beam span

Hp rofi le

3 d minimum

2 H profil e

Cantilever

Typical assembly for beam more than 150mm

Beam type 2

Slope in °

Horizontal beam span Cantilever

Typical combinations

Fig D1-3 Beam framing

Wall or concrete beam

Beam type 1 Base on design criteria of Trinidad & Tobago Building Code

Weight in kg/m

Frame spacing in meter Horizontal beam span in meter S 3x5.7 (75mm x 60mm) S 4x7.7 (102mm x 68mm) S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm)

8.48 11.45 14.87 19.33 17.85 19.33

Horizontal beam span in meter S 3x5.7 (75mm x 60mm) S 4x7.7 (102mm x 68mm) S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm)

8.48 11.45 14.87 19.33 17.85 19.33

Horizontal beam span in meter S 3x5.7 (75mm x 60mm) S 4x7.7 (102mm x 68mm) S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm)

8.48 11.45 14.87 19.33 17.85 19.33

8.48 11.45 14.87 19.33 17.85 19.33

Horizontal beam span in meter S 3x5.7 (75mm x 60mm) S 4x7.7 (102mm x 68mm) S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm)

Note: Maximum strengh limited to Acceptable solution for profile

Solution 2

Solution 3

Solution 4

Galvanized >0.5mm

Galvanized <0.5mm

Asphalt shingle

Concrete or clay tile

3.00

3.60

4.20

3.00

3.60

4.20

3.00

3.60

4.20

3.00

3.60

4.20

3.60

3.60

3.60

3.60

3.60

3.60

3.60

3.60

3.60

3.60

3.60

3.60

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes Yes

Yes Yes

4.20

4.20

4.20

4.20

4.20

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

4.20

4.20

4.20

4.20

4.20

Yes

Yes

Yes

Yes

Yes

Yes

4.20

Yes Yes

Yes

4.80

4.80

4.80

4.80

4.80

4.80

4.80

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes Yes

Yes

Yes Yes

4.80

4.80

4.80

4.80

Yes Yes

Yes Yes

Yes

Yes

Yes

Yes

5.40

5.40

Yes

5.40

5.40

5.40

5.40

5.40

Yes Yes

Yes Yes

Yes Yes

Yes Yes

Yes Yes

Yes

6.00 8.48 11.45 14.87 19.33 17.85 19.33

Yes

4.20

Yes

4.80

Horizontal beam span in meter S 3x5.7 (75mm x 60mm) S 4x7.7 (102mm x 68mm) S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm)

Solution 1

6.00

6.00

Yes Yes

175 N/mm2 Yes

Table D2 MS beam type 1

Yes

6.00

5.40

5.40

5.40

5.40

5.40

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

6.00

Yes Yes Yes

Yes

6.00

6.00

6.00

6.00

6.00

6.00

6.00

Yes Yes

Yes Yes

Yes Yes

Yes Yes

Yes

Yes

Yes

Yes Yes Yes

Yes Yes Yes

Yes

Beam type 2 Base on design criteria of Trinidad & Tobago Building Code

Weight in kg/m

Frame spacing in meter Horizontal beam span in meter S 4x7.7 (102mm x 68mm) S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

Note: Maximum strengh limited to Acceptable solution for profile

3.60

4.20

3.00

3.60

4.20

3.00

3.60

4.20

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.80

Asphalt shingle

Concrete or clay tile

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

5.40

5.40

Yes

Yes

Yes Yes

5.40

5.40

5.40

5.40

5.40

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

5.40

5.40

5.40

5.40

5.40

Yes

Yes

Yes

Yes

Yes

Yes Yes Yes

Yes

Yes

6.00

6.00

Yes Yes

6.00

6.00

6.00

6.00

6.00

Yes

Yes

Yes

Yes

Yes

Yes

Yes

6.00

6.00

6.00

Yes

Yes

Yes

6.00

Yes Yes Yes

Yes Yes

Yes

Yes

19.33 17.85 19.33 22.31

6.60

6.60

6.60

6.60

Yes

Yes

Yes

Yes

Yes

Yes

6.60

6.60

6.60

6.60

6.60

Yes

Yes

6.60

6.60

Yes Yes

7.20

7.20

Yes

Yes

19.33 17.85 19.33 22.31

Yes

7.20

Yes

7.20

19.33 17.85 19.33 22.31

7.80

Yes Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

7.80

7.80

7.80

7.80

7.80

7.80

7.80

7.80

7.80

Yes

Yes Yes

Yes

8.40

8.40

8.40

8.40

Yes Yes

Yes

Yes

7.80

Horizontal beam span in meter W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

3.00

6.60

Horizontal beam span in meter W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

Galvanized <0.5mm

4.20

14.87 19.33 17.85 19.33 22.31

Horizontal beam span in meter

Solution 4

3.60

6.00

Horizontal beam span in meter

Solution 3

3.00

14.87 19.33 17.85 19.33 22.31

Horizontal beam span in meter

Solution 2

Galvanized >0.5mm

11.45 14.87 19.33 17.85 19.33 22.31

Horizontal beam span in meter S 5x10 (127mm x 76mm) W 4x13 (106mm x 103mm) W 6x12 (153mm x 102mm) W 8x13 (204mm x 102mm) W10x15 (254mm x 102mm)

Solution 1

7.80

Yes Yes

Yes Yes

8.40

8.40

Yes

Yes

19.33 17.85 19.33 22.31

Yes

Yes

8.40

8.40

8.40

8.40

Yes Yes

Yes

Yes

175 N/mm2 for limitation of deflection to 1/240 Yes

Table D3 MS beam type 2

Yes

Yes

8.40

8.40

7.1.3

Metal

7.1.3.1 7.1.3.1.1

MS steel beam Roof structure

See figure D1-5 for details and combinations See tables D-2 MS beam type 1 and D-3 MS beam type 2 for recommended sections.

7.1.3.2

Cold formed steel

Cold formed steel is composed of galvanised steel sheet 1mm to 1.5mm thickness for C, U and Z sections roll formed profiles. 7.1.3.2.1

Roof structure

Cold formed steel shall be used for purling and rafter as shown in figure D1-2 and D1-6 See tables D-1 Z purlins and D-4 Z or C rafters for recommended sections.

Metal steel Z purlins Base on design criteria of Trinidad & Tobago Building Code

100 mm Z purlin - 1.5mm thickness Spacing (m) 0.600 0.800 1.000 1.200 Spacing (m) 0.600 0.800 1.000 1.200 Spacing (m) 0.600 0.800 1.000 1.200

150mm Z purlin - 1.5mm thickness Spacing (m) 0.600 0.800 1.000 1.200

Sol 1

Sol 2

Sol 3

Sol 4

Galvanized >0.5mm

Galvanized <0.5mm

Asphalt shingle

Concrete or clay tile

Maximum calculated span for slope between 0 and 15° 3.80 3.20 2.90 2.70

4.00 3.90 3.40 3.40 3.10 3.00 2.80 2.80 between 15 and 30°

3.40 2.90 2.60

3.30 2.90 2.60

3.50 3.40 3.00 3.00 2.70 2.70 2.50 between 30 and 45°

3.00 2.60

3.10 2.70

3.30 2.80 2.50

2.80

3.20 2.80 2.50

Maximum calculated span for slope between 0 and 15° 4.60 4.00 3.50 3.20

4.80 4.80 4.20 4.10 3.80 3.70 3.40 3.40 between 15 and 30°

4.10 3.60 3.20 2.90

Spacing (m) 0.600 0.800 1.000 1.200

3.90 3.40 3.00 2.80

4.10 4.10 3.60 3.50 3.20 3.10 2.90 2.90 between 30 and 45°

3.50 3.10 2.70 2.50

Spacing (m) 0.600 0.800 1.000 1.200

3.60 3.10 2.80 2.50

3.80 3.30 2.90 2.70

3.20 2.80 2.50

175mm Z purlin - 1.5mm thickness Spacing (m) 0.600 0.800 1.000 1.200

3.70 3.20 2.90 2.60

Maximum calculated span for slope between 0 and 15° 4.90 4.30 3.80 3.50

5.20 5.10 4.50 4.40 4.00 4.00 3.70 3.60 between 15 and 30°

4.50 3.90 3.50 3.20

Spacing (m) 0.600 0.800 1.000 1.200

4.20 3.60 3.20 2.90

4.40 4.30 3.80 3.70 3.40 3.30 3.10 3.10 between 30 and 45°

3.80 3.30 2.90 2.70

Spacing (m) 0.600 0.800 1.000 1.200

3.80 3.30 2.90 2.70

4.00 3.50 3.10 2.80

3.40 2.90 2.60

Note : On site limit span to 4.80 m

Table D1 Z purlins

3.90 3.40 3.00 2.80

Metal steel Z or C rafters Base on design criteria of Trinidad & Tobago Building Code

Sol 1

Sol 2

Galvanized >0.5mm Galvanized <0.5mm

100 mm Z or C rafter - 1.5mm thickness Spacing (m) 0.400 0.600 0.800

Sol 3

Sol 4

Asphalt shingle

Concrete or clay tile

Maximum calculated horizontal span for slope between 15 and 30° 4.20 3.40 2.90

4.40 3.60 3.10

4.40 3.60 3.10

3.80 3.10 2.70

between 30 and 45° Spacing (m) 0.400 0.600 0.800

3.40 2.80 2.40

3.60 2.90 2.50

3.60 2.90 2.50

3.10 2.60 2.20

between 45 and 60° Spacing (m) 0.400 0.600 0.800

150mm Z or C rafter - 1.5mm thickness Spacing (m) 0.400 0.600 0.800

2.40

2.50 2.10

2.50 2.10

2.20

Maximum calculated horizontal span for slope between 15 and 30° 5.50 4.50 3.90

5.70 4.70 4.10

6.10 5.00 4.30

5.30 4.40 3.80

between 30 and 45° Spacing (m) 0.400 0.600 0.800

4.40 3.60 3.10

4.60 3.80 3.30

5.00 4.10 3.50

4.80 3.90 3.40

between 45 and 60° Spacing (m) 0.400 0.600 0.800

175mm Z or C rafter - 1.5mm thickness Spacing (m) 0.400 0.600 0.800

3.10 2.50 2.20

3.20 2.60 2.30

3.40 2.70 2.40

3.70 3.00 2.60

Maximum calculated horizontal span for slope between 15 and 30° 6.10 5.00 4.30

6.40 5.20 4.50

6.80 5.60 4.80

5.90 4.90 4.20

between 30 and 45° Spacing (m) 0.400 0.600 0.800

4.90 4.00 3.50

5.10 4.20 3.60

5.50 4.50 3.90

5.40 4.40 3.80

between 45 and 60° Spacing (m) 0.400 0.600 0.800 Note : On site limit span less than 35 profile height

Table D4

Z or C rafters

3.50 2.80 2.50

3.60 2.90 2.50

3.70 3.10 2.70

4.10 3.40 2.90

7.2 Roof covering

7.2.1

Weather protection

7.2.1.1

General

7.2.1.1.1 Roof decks shall be covered with approved roof coverings secured to the building or structure in accordance with the provisions of this chapter. 7.2.1.1.2 Roof coverings shall be designed and installed in accordance with this code and the approved manufacturer's installation instructions such that the roof covering shall service to protect the building or structure. 7.2.1.2

Flashing.

Flashiness shall be installed in such a manner as to prevent moisture entering the wall through the joints in the coping, through moisture permeable material, at intersections with the roof plane or at parapet wall penetrations. 7.2.1.2.1

Locations.

Flashiness shall be installed at wall and roof intersections; wherever there is a change in roof slope or direction; and around roof openings. Where flashing is of metal, the metal shall be corrosionresistant with a thickness of not be less than 0.50mm. 7.2.1.3

Coping.

Parapet walls shall be properly coped with non-combustible, weatherproof materials of a width no less than the thickness of the parapet wall. 7.2.1.4

Roof drainage.

Unless roofs are sloped to drain over roof edges, roof drains shall be installed at each low point of the roof. Where required for roof drainage, scuppers shall be placed level with the roof surface in a wall or parapet. The scupper shall be located as determined by the roof slope and contributing roof area.

7.2.1.5

Overflow drains and scuppers.

Where roof drains are required, overflow drains having the same size as the roof drains shall be installed with the inlet flow line located 50mm above the low point of the roof, or overflow scuppers having three times the size of the roof drains and having a minimum opening height of 100mm may be installed in the adjacent parapet walls with the inlet flow located 50mm above the low point of the adjacent roof. Overflow drains shall discharge to an approved location and shall not be connected to roof drain lines.

7.2.2

Materials

7.2.2.1

Scope.

The requirements set forth in this section shall apply to the application of roof covering materials specified herein. Roof coverings shall be applied in accordance with this chapter and the manufacturer's installation instructions. Installation of roof coverings shall comply with the applicable provisions of this 7.2.2.2

Compatibility of materials.

Roofs and roof coverings shall be of materials that are compatible with each other and with the building or structure to which the materials are applied. 7.2.2.3

Material specifications and physical characteristics.

Roof covering materials shall conform to the applicable standards listed in this chapter. In the absence of applicable standards or where materials are of questionable suitability, testing by an approved testing agency shall be required by the code official to determine the character, quality and limitations of application of the materials. 7.2.2.4

Product identification.

Roof covering materials shall be delivered in packages bearing the manufacturer's identifying marks and approved testing agency labels when required. The manufacturer shall accompany with the same information issued in the form of a certificate or on a bill of lading bulk shipments of materials. 7.2.2.5

Roof covering application.

Roof coverings shall be applied in accordance with the applicable provisions of this section and the manufacturer's installation instructions.

7.2.3

Requirements for material roof covering

7.2.3.1

Metal sheeting

7.2.3.1.1

Steel sheeting

Where the cladding is protected steel sheeting its thickness shall not be less than 0.625 mm (24G) when timber battens or purlins shall be used as supporting members with span no more than 1200mm. 0.475 mm (26G) when close board or 16mm plywood sheathing shall be used as support.

7.2.3.1.2

Aluminium sheeting

Aluminium sheeting is not recommended unless 0.60mm (22G) sheeting is available and unless the fixings supplied have been tested to withstand hurricane force winds. 7.2.3.1.3

Fastening systems

Protected steel sheeting shall be fastened to battens, purlins or decking using galvanised head twisted shank nails that are at least 65 mm long or galvanised screws that are at least 50mm long. Where corrugated sheeting is used, the nails or screws shall be driven through the crown of the corrugation. The minimum fastening density of nails or screws shall be as follow

Centre of the roof minimum of 3 fixings per square meter with edge fixation of the sheet. Roof edges eaves and ridges almost one fixing every 250mm maximum. 7.2.3.2

Metal roof panels

The installation of metal roof panels shall comply with the provisions of this section. 7.2.3.2.1

Deck requirements.

Metal roof panel roof coverings shall be applied to a solid or spaced sheathing, except where the roof covering is specifically designed to be applied to spaced supports. 7.2.3.2.2

Slope.

The minimum slope for lapped, non-soldered seam metal roofs shall be 25% (14°). The minimum slope for standing seam roof systems shall be 2.5%.(1/40) 7.2.3.2.3

Material standards.

Metal-sheet roof covering systems that incorporate supporting structural members shall be designed in accordance with the code.

Metal-sheet roof coverings installed over structural decking shall comply with table.

Metal roof coverings standards and installation Roof covering type

Standard application

Rate / thickness

Galvanised steel

TTS 16 35 511: 1988

0.63mm thick minimum

Pre-painted steel

ASTM A755

Aluminium Zinc Alloy Coated Steel Lead-coated copper

TTS 16 35 511: 1988 ASTM B101

Copper

4.9 kg/m

2

Hard lead

9.8 kg/m

2

Soft lead

14.6 kg/m

Aluminium

0.60mm minimum thickness

7.2.3.2.4

2

Attachment.

Metal roofing shall be installed in accordance with this chapter and the manufacturer's installation instructions. Approved fasteners shall attach metal roofing fastened directly to steel framing. The following fasteners shall be used: 1. Galvanised fasteners shall be used for galvanised roofs. 2. Hard copper or copper allow shall be used for copper roofs. 3. Stainless steel fasteners are acceptable for metal roofs.

7.2.3.3

Asphalt singles The installation of asphalt shingles shall comply with the provisions of this section.

7.2.3.3.1

Deck requirements.

Asphalt shingles shall be fastened to solidly sheathed decks. 7.2.3.3.2

Slope.

Asphalt shingles shall only be used on roof slopes of 17% (10°) or greater. 7.2.3.3.3

Underlay.

For roof slopes from 17% (10°), up to 35% (20°), underlay shall be two layers applied in the following manner. Apply a 480mm strip of underlay felt parallel with and starting at the eaves, fastened sufficiently to hold in place. Starting at the eaves, apply 900mm wide sheets of underlay overlapping successive sheets 480mm and fastened sufficiently to hold in place. For roof slopes of 35% (20°) or greater, underlay shall be one layer applied in the following manner. Underlay shall be applied shingle fashion, parallel to and starting from the Eva and lapped 50mm fastened sufficiently to hold in place. End laps shall be offset by 1.80m. Underlay applied in areas subject to high winds (greater than 145km/hr) shall be applied with corrosion-resistant nails in accordance with manufacturer's installation instructions. Fasteners are to be applied along the overlap not farther apart than 900mm on centre. 7.2.3.3.4

Material standards

Unless otherwise noted, required underlay shall conform to ASTM D226, Type 1, or ASTM D 4869, Type 1. Asphalt shingles shall have self-seal strips or be interlocking, and comply with ASTM D225 or D3462. 7.2.3.3.5

Fasteners.

Asphalt shingles shall be fixed to the decking using the proper adhesives in accordance with the manufacturer’s instructions. (Galvanised extra large head clout nails may also be used for fastening asphalt shingles Corrosion resistant nails minimum 3.5mm, 10mm head, or approved corrosion-resistant staples, minimum 2mm x 24mm crown width. Fasteners shall be long enough to penetrate into the sheathing 20mm or through the thickness of the sheathing, wherever is less. Asphalt shingles shall have the type and minimum number of fasteners required by the manufacturer. For normal application, asphalt shingles shall be secured to the roof with not less than four fasteners per strip shingle or two fasteners per individual shingle. Where the roof slope exceeds 166% (60°), special methods of fastening is required.

7.2.3.3.6

Flashing.

Flashing for asphalt shingles shall comply with this section. 7.2.3.3.6.1

Base and cap flashing.

Base and cap flashing shall be installed in accordance with manufacturer's installation instructions.

Base flashing shall be of either corrosion-resistant metal of minimum nominal 0.50mm thickness or mineral surface roll roofing weighing a minimum of 3.75kg/m2. Cap flashing shall be corrosion resistant metal of minimum nominal 0.50mm thickness. 7.2.3.3.6.2

Valleys.

Valley linings shall be installed in accordance with manufacturer's installation instructions before applying shingles. Valley linings of the following types shall be permitted. 1. For open valley (valley lining exposed) lined with metal, the valley lining shall be at least 600mm wide and of any of the corrosion-resistant metals. 2. For open valleys, valley lining of two plies of mineral surface roll roofing, complying with ASTM D249, shall be permitted. The bottom layer shall be 450mm and the top layers a minimum of 900mm wide. 3. For closed valleys (valley covered with shingles), valley lining of one ply of smooth roll roofing complying with ASTM D 224 Type II or Type III and at least 900mm wide or valley lining as described in paragraphs 1 and 2 above shall be permitted. Speciality underlay complying with ASTM D 1970 may be used in lieu of the lining material.

Valley lining material Material

Minimum thickness

Copper

5 kg/m2

Aluminium

0.60 mm

Stainless steel

0.40 mm

Galvanised steel

0.63 mm

Zinc alloy

0.70 mm

Lead

7.2.3.3.7

Weight/m2

12 kg/m2

Crickets and saddles.

A cricket or saddle shall be installed on the ridge side of any chimney greater than 750mm wide. Cricket or saddle coverings, shall be sheet metal or of same material as roof covering.

7.2.3.4

Metal roof shingles

The installation of metal roof shingles shall comply with the provisions of this section. 7.2.3.4.1

Deck requirements.

Metal roof shingles shall be applied to a solid or closely fitted deck, except where the roof covering is specifically designed to be applied to spaced sheathing. 7.2.3.4.2

Deck slope.

Metal roof shingles shall not be installed on roof slopes below 17% (10°). 7.2.3.4.3

Underlay. . Not required

7.2.3.4.4

Material standards.

Metal roof shingle roof coverings of galvanised steel shall be 0.40mm minimum thickness. Metal roof shingle roof coverings of aluminium shall be of 0.60mm minimum thickness.

7.2.3.4.5

Application.

Metal roof shingles shall be secured to the roof in accordance with this chapter and the approved manufacturer's installation instructions. 7.2.3.4.6

Flashing.

The roof valley flashing shall be provided of not less than 0.40mm corrosion-resistant metal, which shall extend at least 200mm from the centre line each way and shall have a splash diverter rib not less than 20mm high at the flow line formed as part of the flashing. Sections of flashing shall have an end lap of not less than 100mm. The metal valley flashing shall have a 900mm wide underlay directly under it consisting of one layer of underlay running the full length of the valley, in addition to underlay required for metal roof shingles.

7.2.3.5

Slate shingles

The installation of slate shingles shall comply with the provisions of this section. 7.2.3.5.1

Deck requirements.

Slate shingles shall be fastened to solidly sheathed roofs. 7.2.3.5.2

Deck slope.

Slate shingles shall only be used on slopes of 50% (26°) or greater. 7.2.3.5.3

Underlay. Not required

7.2.3.5.4

Material standards.

Slate shingles shall comply with ASTM C406. 7.2.3.5.5

Application.

Minimum head-lap for slate shingles shall be in accordance with the following table. Slate shingles shall be secured to the roof with two fasteners per slate. Slate shingles shall be installed in accordance with this chapter and the manufacturer's installation instructions.

Slate single head-lap

7.2.3.5.6

Slope

Head-lap

50% (26°) < slope < 70% (35°)

100mm

70% (35°) < slope < 166% (60°)

75 mm

Slope < 166% (60°)

50 mm

Flashing.

Flashing and counter-flashing shall be made with sheet metal. Valley flashing minimum of 400mm wide. Valley and flashing metal shall be a minimum uncoated thickness of 0.50mm zinc coated. Chimneys, stucco or brick walls shall have a minimum of two plies of felt for a cap flashing consisting of 100mm wide strip of felt set in plastic cement and extending 25mm above the first felt and a top coating of plastic cement. The felt shall extend over the base flashing 50mm.

7.2.3.6

Clay and concrete tile.

The installation of clay and concrete shall comply with the provisions of this section. 7.2.3.6.1

Deck requirements.

Concrete and clay tile shall be installed only over solid sheathing or spaced structural sheathing boards. 7.2.3.6.2

Deck slope.

Clay and concrete roof tile shall be installed on roof slopes of 25% or greater. For roof slope 25% to 35%, double underlay application is required. 7.2.3.6.3

Underlay.

Unless otherwise noted, required underlay shall conform with: ASTM D226, Type 11; ASTM D2626, Type I; or ASTM D249 mineral surfaced roll roofing. 7.2.3.6.3.1

Low slope roofs.

For roof slopes from 25% (15°), up to 35% (20°), underlay shall be a minimum of two layers underlay applies as follows: I. Apply a 450mm strip of underlay felt parallel with and starting at the eaves fastened sufficiently in place. End laps shall be offset by 1.80m. 2. Starting at the Eaves, apply 900mm wide sheets of underlay felt overlapping successive sheets 450mm and fastened sufficiently in place. 7.2.3.6.3.2

High slope roofs.

For roof slopes of 35% (20°), or greater, underlay shall be a minimum of one layer of underlay felt applied shingle fashion, parallel to, and starting from the eaves and lapped 50mm, fastened sufficiently in place. 7.2.3.6.3.3

Underlay and high wind.

Underlay applied in areas subject to high wind (greater than 145 km/h) shall be applied with corrosion-resistant nails in accordance with manufacturer's installation instructions. Fasteners are to be applied along the overlap not farther apart then 900mm on centre. 7.2.3.6.4

Tile standards.

Clay roof tile shall comply with ASTM C 1167 Concrete roof tile shall comply with BS EN 490 Concrete roofing tile and fittings 7.2.3.6.5

Fasteners.

Nails shall be corrosion-resistant and not less than 3.5mm, 8mm head, and of sufficient length to penetrate the deck a minimum of 20mm or through the thickness of the deck, whichever is less. Attaching wire for clay or concrete tile shall not be smaller than 2.00mm. Perimeter fastening areas include three tile courses but not less than 900mm from either side of hips or ridges and edges of eaves and gable rakes.

Clay and concrete tile attachment Sheathing

Roof slope

Number of fasteners

Solid without battens

All

One per tile

Spaced or solid with battens

Slope < 40% (22°)

Not required

Spaced sheathing without battens

7.2.3.6.6

40% (22°)< slope <100% (45°)

One per tile/every other row

100% (45°)< slope < 200% (64°)

One per tile

Application.

Tile shall be applied in accordance with this chapter and the manufacturer's installation instructions, based on the following: 1. Roof Slope 2. Underlay system 3. Type of tile being installed Clay and concrete roof tiles shall be fastened in accordance with this section and the manufacturer's installation instructions. Perimeter tiles shall be fastened with a minimum of one 2 fastener per tile. Tiles with installed weight less than 45kg/m require a minimum of one fastener per tile regardless of roof slope. Clay and concrete roof tile attachment shall be in accordance with the manufacturer's installation instructions where applied in areas where the winds speed exceeds 130km/hr and on buildings where the roof is located more than 12m above grade. In all other areas, clay and concrete roof tiles shall be attached. 7.2.3.6.7

Flashing.

At the juncture of the roof vertical surfaces, flashing and counter flashing shall be provided in accordance with this chapter and the manufacturer's installation instructions, and where of metal, shall not be less than 0.50mm corrosion resistant metal. The valley flashing shall extend at least 300mm from the centreline each way and have a splash diverter rib not less than 25mm high at the flow line formed as part of the flashing. Sections of flashing shall have an end lap of not less than 100mm. For roof slopes of 25% (15°) and over, the valley flashing shall have a 900mm wide underlay of one layer of Type I underlay running the full length of the valley, in addition to other required underlay.

7.2.3.7

Built-up roofs.

The installation of built-up roofs shall comply with the provisions of this section. 7.2.3.7.1

Slope.

Built-up roofs shall have a design slope of a minimum of 2.5% for drainage, except for coal-tar built-up roofs that shall have a design slope of a minimum 1%. 7.2.3.7.2

Material standards.

Built-up roof covering materials shall comply with the standards in table.

BUILT-UP ROOFING MATERIAL STANDARDS MATERIAL STANDARD

STANDARD

Aggregate surfacing

ASTM D1863

Asphalt-coated glass fibber base sheet

ASTM D4601

Asphalt glass felt

ASTM D2178

Asphalt-saturated and asphalt-coated organic felt base sheet

ASTM D2626

Asphalt-saturated organic felt (perforated)

ASTM D226

Asphalt used in roofing

ASTM D312

Coal-tar saturated organic felt

ASTM D227

Coal-tar used in roofing

ASTM D450, Types I or II

Glass mat, coal tar

ASTM D4990

Glass mat, venting type

ASTM D4897

Mineral-surfaced inorganic cap sheet

ASTM D3909

7.2.3.7.3

Application.

Built-up roofs shall be installed according to this chapter and the manufacturer's installation instructions.

8

Figures In AutoCAD 14 Principle Fig A1-1 Plan of building proportion

X

Fig A1-2 Recommended location of wall openings

X

Fig A1-3 Recommended location of wall opening for two storey building

X

Fig A1-4 Typical roof gable wall arrangement

X

Fig A1-5 Recommended method of construction on sloping sites

X

Fig A1-6 In-fill panel between timber building supports

X

Fig A1-7 Timber framing showing bracing

X

Fig A1-8 Timber framing for wall

X

Fig A1-9 Rafter/wall plate connections

X

Fig A1-10 Rafter/ring beam connections

X

Fig A1-11 Wall plate connections and hurricane ties

X

Design criteria Fig A2-1a Basic 1 or 2 level house type

X

Fig A2-1b Mixed 1 or 2 level house type

X

Fig A2-1c 1 or 2 level house, other type of combination

X

Fig A2-2 Trinidad & Tobago Winds

X

Fig A2-3 Trinidad flood prone areas

X

Fig A2-4 Tobago flood prone areas

Not available

Minimal requirement Fig A3-1 Minimum room sizes

X

Fig A3-2 Typical furniture arrangement

X

Fig A3-3 Typical furniture arrangement, 7.5m2 room

X

Fig A3-4 Habitable room area

X

Fig A3-5 Toilet, bath and shower space required

X

Fig A3-6 Stairs and landings

X

Fig A3-7 Ramps and landings

X

Fig A3-8 Steps (Treads, risers and nosing)

X

Fig A3-9 Stair handrails

X

Fig A3-10 Guards

X

Fig A3-11 Septic tank 2500 litres 5 persons maxi

X

Fig A3-12 Septic tank 3200 litres 8 persons maxi

X

Fig A3-13 Soak-away

X

Fig A3-14 Draining trench

X

Foundations Fig B-1 Foundation types

X

Fig B-2-1a Arrangement for strip footing 150mm vertical core blocks

X

Fig B-2-1b Arrangement for strip footing 200mm vertical core blocks

X

Fig B3 Typical spread footing details

X

Masonry Fig B-4 1 and 2 level House type

X

Fig B-5 Load & non load bearing clay or concrete blocks

X

Fig B-6-1 Shear panel - Vertical core blocks

X

Fig B-6-2 Shear panel - Horizontal core blocks

X

Fig B-7-1 Typical external wall arrangement

X

Fig B-7-2 Typical external wall arrangement

X

Fig B-8 Openings and lintels

X

Fig B-9-1 Typical wall corner details - Vertical core blocks

X

Fig B-9-2 Typical wall corner details - Horizontal core blocks

X

Fig B-10-1 Typical wall intersection details- Vertical core blocks

X

Fig B-10-2 Typical wall intersection details- Horizontal core blocks

X

Fig B-11-1 Typical wall reinforcement and phasing construction-Vertical core

X

Fig B-11-2 Typical wall reinforcement and phasing construction- horizontal core

X

Fig B-12-1 Internal wall arrangement and reinforcement-vertical core

X

Fig B-12-2 Internal wall arrangement and reinforcement-horizontal core

X

Fig B-13 Ring beam reinforcement

X

Fig B-14 Detail of ground floor slab on grade

X

Fig B-15 Detail of suspended ground floor slab

X

Fig B-16 Typical hip roof construction

X

Fig B-17-1 2 level house - Typical cross section masonry blocks

X

Fig B-17-2 shear panel

2 Level house - Typical cross section columns, beams and

Fig B-17-3 2 Level house - Typical cross section framed structure

X Next edition

Fig B-18 Slabs and beams typical arrangements

X

Fig B-19-1 Beam reinforcement - Typical arrangement Mild Steel

X

Fig B-19-2 Beam reinforcement - Typical arrangement HR steel

X

Fig B-20 Concrete beams (Middle and Side)

X

Fig B-21 Beam sections

X

Timber Fig C-1 Wall height

X

Fig C- 2 Top plate framing to accommodate piping

X

Fig C -3 Typical wall, floor and roof framing

X

Fig C- 4 Framing details

X

Fig C- 5 Floor construction

X

Fig C- 6 Joist cutting, notching and drilling

X

Metal steel

X

Fig D1-1 Steel frame typical

X

Fig D1-2 Z purlin details

X

Fig D1-3 Beam framing

X

Fig D1-4 Column base plates

X

Fig D1-5 Roof beam details

X

Fig D1-6 Z or C steel profile used as rafter

X

9

Tables Tables not in the Word text.

Concrete Table B-1 Concrete composition

X

Table B-4 Typical reinforcement for two way slabs

X

Table B-7-1 Typical reinforcement for concrete beams-

X

2 way slab and MS Steel grade 250 Table B-7-2 Typical reinforcement for concrete beams-

Next edition

1 way slab and MS Steel grade 250 Table B-7-3 Typical reinforcement for concrete beams-

X

2 way slab and HR Steel grade 420 Table B-7-4 Typical reinforcement for concrete beams-

Next edition

1 way slab and HR Steel grade 420

Timber Table C-1 Timber names for use in Trinidad & Tobago

X (2 pages)

Table C-5 Maximum roof span for rafter

X

Table C-6 Maximum roof span for battens and joists

X

Steel structure Table D-1 Z purlins

X

Table D-2 MS beam type 1

X

Table D-3 MS beam type 2

X

Table D-4 Z or C rafters

X

10 Normative references This chapter lists the standards that are referenced in various sections of this document.

ASTM American Society for Testing and Materials 100 Barr Harbor Drive West Conshohocken, PA 19428

Standard reference number ASTM A 755M - 94

ASTM B 101-96 ASTM C 34-96

ASTM C 406 - 89 ASTM C 652-95a

ASTM C 1167 -

Title

Code reference

Specification for steel sheet, metallic coated by the hot dip process and pre-painted by the coil-coating process for exterior exposed building products Lead coated copper sheets Specification bearing wall tile.

for

structural

Roof materials

Roof materials clay

load-

Specification for roofing slate Specification for hollow brick (Hollow masonry units made from clay or shale) Specification for clay roof tiles

Hollow masonry blocks

Roof materials Hollow masonry blocks

Roof materials

94a ASTM D 224 - 89

Specification for smooth surfaced asphalt roll roofing (Organic felt)

Roof materials

ASTM D 225-95

Asphalt shingles with mineral granules

(Organic felt) surfaced

Roof materials

ASTM D 226-94

Specification for asphalt-saturated organic felt used in roofing and water proofing

Roof materials

ASTM D 227-97a

Coal tar saturated organic felt used in roofing and waterproofing

Roof materials

ASTM D 249-89

Specification for coal tar saturated organic felt used in roofing and water proofing

Roof materials

Specification for asphalt used in roofing

Roof materials

(96) ASTM D 312-84

ASTM D 450-96

Coal tar pitch used in roofing, dampproofing and waterproofing

Roof materials

ASTM D 1863-93

Mineral aggregate used in built up roofs

Roof materials

ASTM D 2178-97a

Asphalt glass felt used in roofing and waterproofing

Roof materials

ASTM D 2626-97a

Asphalt saturated and coated organic felt base sheet used in roofing

Roof materials

ASTM D 3462-97a

Asphalt shingles made from glass felt and surfaced with mineral granules

Roof materials

ASTM D 3909-97a

Asphalt roll roofing (Glass felt) surfaced with mineral granules

Roof materials

ASTM D 4601-97a

Asphalt coated glass fibre base sheet used in roofing

Roof materials

ASTM D 4869-88

Asphalt saturated organic felt underlay used in roofing

Roof materials

ASTM D 4897-97a

Asphalt coated glass fibre venting base sheet used in roofing

Roof materials

ASTM D 4990-97a

Coal tar glass felt used in roofing and waterproofing

Roof materials

ASTM E 84-91a

Test method for surface characteristics for building materials

Foam plastic

(96)

burning

Flame spread smoke density

and

Insulation ASTM E 90-90

Test method for laboratory measurement of airborne sound transmission loss of building partitions

ASTM E 96-92

Standard test methods for water vapour transmission of materials

ASTM E 119-88

Test methods for fire tests of building construction and materials

Dwelling unit separation

ASTM

Test method for laboratory measurement of impact sound transmission through floor ceiling assemblies using the tapping machine

Dwelling unit separation

Test method for fire tests of through penetration fire stops

Dwelling unit separation

E

492-90

(96)

ASTM E 814-94b

Dwelling unit separation

Moisture retarders

vapour

ASTM E 970-94a

Standard test method for critical radiant flux of exposed attic floor insulation using a radiant heat energy source

Insulation

ASTM E 1300-97

Standard practice for determining the minimum thickness and type of glass required to resist a specified load

Glazing

AWPA American Wood-Preservers Association PO Box 5690 Granbury, Texas 76049

Standard reference number

Title

C1-90

All timber products- Preservative treatment by pressure processes

C15-90

Wood for commercial-residential construction- Preservative treatment by pressure processes

Code reference

Protection against termites

BS British Standards

Standard reference number BS EN 490 : 1994

Title

Concrete roofing tiles and fittings. Product specifications.

Code reference

Roof materials

CPSC Consumer Product Safety Commission 4330 East West Highway Bethesda, MD 20814-4408

Standard reference number CPSC part 1201-77

16-CFR,

CPSC 16-CFR part 1209-79

Title

Code reference

Safety standard for architectural glazing

Glazing

Interim safety cellulose insulation

Insulation

CPSC 16-CFR part 1404

standard

for

Cellulose insulation

Insulation

Title

Code reference

CUBIC Standard reference number

IRC International Residential Code for One and Two Family Dwellings Doubletree Hotel 3050 Bristol Street Costa Mesa, CA 92626

Standard reference number

Title

Code reference

ISO Case postale 56 CH- 1211 Geneva, 20 Switzerland

Standard reference number STD Version 1

Title

Code reference

STD template for the preparation of normative-type documents.

Presentation of the "Small building code".

Reference manual.

TTS Trinidad and Tobago Standard Trincity Industrial Estate Macoya, Tunapuna, Trinidad

Standard reference number TTS 16 80 400: 1991

Title

Code reference

Code of practice for the design and construction of septic tanks and associated secondary treatment and disposal system.

Sanitation

TTS 16 35 508

Specification for load masonry concrete units.

bearing

Hollow masonry blocks

TTS 16 35 509

Specification for non load bearing concrete masonry units.

Hollow masonry blocks

TTS 16 35 511: 1998

Specification for corrugated galvanised and aluzinc coated steel sheets for roofing and general purpose.

Roof materials

TTS 26 20 505 TTS 583:2000

Electrical code Carbon steel bars for the reinforcement of concrete Specification

Dwelling unit separation Basic materials

ULC Underwriters Laboratories of Canada 7 Crouse Road Scarborough, Ontario, Canada MIR 3A9

Standard reference number S102.2 - M88

Title

Standard method of test for surface burning characteristics of flooring, floor covering and miscellaneous materials and assembly

Code reference

Insulation