small building code 2004

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Trinidad & Tobago First editionSmall Building Code /179

File # Small building code 2004_draft Date 01 July, 2004

Trinidad and Tobago

Small Building Code





The Committee, which has prepared this code, include the followings :

Mr. Fenrick De Four National Physical Planning Commission (Chairman)

Mr. Zanim Ali Ministry of Works

Mr. Burnell Austin Ministry of Local Government

Mr. Stephen Basdeo National Emergency Management Authority

Mr. Kenrick Bethelmy Trinidad and Tobago Fire Services

Mr. Mohan Bholasingh Public health inspector - Chairman of Association

Mr. Robert Blache-Fraser Trinidad & Tobago Institute of Architects

Mr. Jack Bynoe Board of Architecture of Trinidad & Tobago

Mr. Peter Bynoe Trinidad & Tobago Institute of Architects

Dr. Richard Clarke Board of Engineering of Trinidad & Tobago

Mr. J. Holgar Hackshaw Land Settlements AgencyMr. Abdul Latiff John Donaldson Technical Institute

Mr. Alan Lodwick Ministry of Housing and Settlements – Town and Country Planning division

Mr. Jameel Mohammed Ministry of Local Government

Mr. Graham Montano Ministry of Works

Dr. Jeffrey M. Phillips Board of Engineering of Trinidad & Tobago

Dr. Jean M. Picchiottino Board of Engineering of Trinidad & Tobago

Mr. Francis Pierre Ministry of Local Government, Sangre Grande Regional Corporation

Mr. Richard Sahadath Ministry of Works

Mr. Madan Singh Public health inspector – Ministry of Health

Mr. Edwin Yuk Low City Engineer, Port of Spain City Corporation

Mr. Errol Rampaul Trinidad & Tobago Bureau of Standards (Secretary 1)

Mr. Ishmael A. Soobrattee Trinidad & Tobago Bureau of Standards (Secretary 2)

Mr. Aleksandar Brkovic Trinidad & Tobago Bureau of Standards (Secretary 3)





Content

1 SCOPE ........................................................................................................................................................................ 3

2 NORMATIVE REFERENCES ............................................................................................................................. 3

3 TERMS AND DEFINITIONS ................................................................................................................................ 3

4 GENERAL CONSTRUCTION........................................................................................................................... 3

4.1 PRINCIPLE ....................................................................................................................................................... 3 4.1.1 Site preparation ........................................................................................................................................... 3 4.1.2 Site clearance............................................................................................................................................... 3 4.1.3 Material storage .......................................................................................................................................... 3 4.1.4 Batter boards ............................................................................................................................................... 3 4.1.5 Driveways and paving ............................................................................................................................... 3 4.1.6 Earth works ................................................................................................................................................ 3 4.1.7 Earthquake considerations ........................................................................................................................ 3 4.1.8 Hurricane considerations ......................................................................................................................... 3 4.1.9 Roofs ........................................................................................................................................................... 3 4.1.10 Windows and doors .................................................................................................................................. 3

4.2 DESIGN CRITERIA.................................................................................................................................................. 3 4.2.1 Conventional design .................................................................................................................................. 3 4.2.2 Engineered design ..................................................................................................................................... 3 4.2.3 Dead load ................................................................................................................................................... 3 4.2.4 Live load..................................................................................................................................................... 3

COASTAL/TIDAL ........................................................................................................................................................... 3 4.2.5 Roof load. ................................................................................................................................................... 3 4.2.6 Lateral load design .................................................................................................................................... 3 4.2.7 Load factors ............................................................................................................................................... 3 4.2.8 Deflection ................................................................................................................................................... 3

4.3 MINIMAL REQUIREMENTS .................................................................................................................................... 3 4.3.1 Site address ................................................................................................................................................ 3 4.3.2 Light............................................................................................................................................................ 3 4.3.3 Ventilation.................................................................................................................................................. 3 4.3.4 Minimum room sizes.................................................................................................................................. 3 4.3.5 Ceiling height............................................................................................................................................. 3 4.3.6 Minimum passage...................................................................................................................................... 3 4.3.7 Sanitation ..................................................................................................................................................... 3 4.3.8 Toilet, bath and shower spaces................................................................................................................. 3 4.3.9 Glazing ....................................................................................................................................................... 3 4.3.10 Enclosed car ports .................................................................................................................................... 3 4.3.11 Emergency escape and rescue openings................................................................................................. 3 4.3.12 Exits ........................................................................................................................................................... 3 4.3.13 Landings on stairways.............................................................................................................................. 3 4.3.14 Pedestrian ramps...................................................................................................................................... 3 4.3.15 Stairways................................................................................................................................................... 3 4.3.16 Handrails .................................................................................................................................................. 3 4.3.17 Guards ....................................................................................................................................................... 3 4.3.18 Smoke detectors ........................................................................................................................................ 3 4.3.19 Foam plastic ............................................................................................................................................. 3 4.3.20 Flame spread and smoke density............................................................................................................. 3 4.3.21 Insulation .................................................................................................................................................. 3 4.3.22 Dwelling unit separation.......................................................................................................................... 3 4.3.23 Moisture vapour barriers......................................................................................................................... 3 4.3.24 Protection against decay.......................................................................................................................... 3 4.3.25 Protection against termites...................................................................................................................... 3





4.3.26 Flood resistant construction .................................................................................................................... 3 4.3.27 Coastal high hazard areas ....................................................................................................................... 3

4.4 BASIC MATERIALS................................................................................................................................................ 3 4.4.1 Reinforced Concrete.................................................................................................................................. 3 4.4.2 Timber ........................................................................................................................................................ 3 4.4.3 Metal........................................................................................................................................................... 3

4.5 ALTERNATE MATERIALS AND TYPES OF CONSTRUCTION ................................................................................... 3

4.5.1 General ....................................................................................................................................................... 3 4.5.2 Standards ................................................................................................................................................... 3

5 FOUNDATIONS .................................................................................................................................................... 3

5.1 GENERAL ............................................................................................................................................................. 3 5.1.1 Load bearing walls and columns.............................................................................................................. 3 5.1.2 Reinforcement ............................................................................................................................................ 3

6 VERTICAL STRUCTURES................................................................................................................................ 3

6.1 CONCRETE AND MASONRY ................................................................................................................................. 3 6.1.1 Masonry block walls .............................................................................................................................. 3 6.1.2 Columns, beams and shear panel structure............................................................................................. 3 6.1.3 Framed structure ....................................................................................................................................... 3

6.2 TIMBER ................................................................................................................................................................ 3

6.2.1 Identification and grade ............................................................................................................................ 3 6.2.2 Exterior walls............................................................................................................................................. 3 6.2.3 Interior load bearing walls....................................................................................................................... 3 6.2.4 Interior non-bearing walls........................................................................................................................ 3 6.2.5 Drilling and notching-studs ...................................................................................................................... 3 6.2.6 Headers ...................................................................................................................................................... 3 6.2.7 Cripple walls .............................................................................................................................................. 3 6.2.8 Wall bracing............................................................................................................................................... 3 6.2.9 Structure..................................................................................................................................................... 3 6.2.10 Cladding.................................................................................................................................................... 3

6.3 METAL.................................................................................................................................................................. 3 6.3.1 MS beams and profiles .............................................................................................................................. 3

6.4 MIXED CONSTRUCTION....................................................................................................................................... 3

7 FLOOR SYSTEMS................................................................................................................................................ 3

7.1 CONCRETE FLOOR SLABS.................................................................................................................................... 3 7.1.1 Layout ......................................................................................................................................................... 3 7.1.2 Finishing .................................................................................................................................................... 3 7.1.3 Services....................................................................................................................................................... 3

7.2 TIMBER ................................................................................................................................................................ 3 7.2.1 Identification & Grade .............................................................................................................................. 3 7.2.2 General ....................................................................................................................................................... 3 7.2.3 Floor sheathing.......................................................................................................................................... 3

7.3 METAL................................................................................................................................................................. 3 7.3.1 MS steel beam ............................................................................................................................................ 3

8 ROOF ASSEMBLIES........................................................................................................................................... 3

8.1 R OOF STRUCTURE ............................................................................................................................................... 3 8.1.1 Concrete roof structure ............................................................................................................................. 3 8.1.2 Timber ........................................................................................................................................................ 3 8.1.3 Metal........................................................................................................................................................... 3

8.2 R OOF COVERING ................................................................................................................................................. 3 8.2.1 Weather protection .................................................................................................................................... 3 8.2.2 Materials .................................................................................................................................................... 3 8.2.3 Requirements for material roof covering................................................................................................. 3

ANNEX « A » .................................................................................................................................................................. 3

A.1 APPLICATION TO BUILD ..................................................................................................................................... 3 A.1.1 General ...................................................................................................................................................... 3





A.1.2 Form of application to build .................................................................................................................... 3 A.1.3 Approval in part ........................................................................................................................................ 3

A.2 APPROVALS ........................................................................................................................................................ 3 A.3 I NSPECTIONS....................................................................................................................................................... 3

A.3.1 Procedure .................................................................................................................................................. 3 A.4 COMPLETION CERTIFICATE................................................................................................................................ 3 A.5 COMPLIANCE...................................................................................................................................................... 3

A.6 ALTERNATE MATERIALS AND TYPES OF CONSTRUCTION ................................................................................. 3 A.6.1 Application................................................................................................................................................. 3

Note:

All modifications on the next edition index “x” will be changed in ITALIC





FOREWORD

The Trinidad & Tobago Small building Code was declared a National Standard on ------------------, 2004

After the draft finalized by the Small Building Committee had been approved by the Trinidad & Tobago

Bureau of Standards.

The preparation of this code/standard arose out of the need to improve the quality of Trinidad andTobago’s house while assuring that the safety of the structure is maintained.

In the preparation of this code, extensive use has been made of the Parts of the Caribbean UniformBuilding Code (CUBIC) which deals with small buildings. The CUBIC is at this time being consideredfor revision and the management Committee for the revision project has elected to make use of theInternational 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.B.C. year 2000. InternationalResidential Code Final Draft 1998.

The small Building Code is a document which has been put together by several public and privateorganisations in Trinidad and Tobago to streamline the approval and construction of small, noncomplex building structures and ensure that work is completed in a manner that conforms toacceptable standards.

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 InterimNational Physical Planning Commission with the support and active participation of the Trinidad &Tobago Bureau of Standards.

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 or timber and metal frame or wooden roofing system.

Future editions of this code will cover all types of small buildings constructed with concrete, masonryblock walls, steels and timber, metal or any combination of these

Future editions of this code will cover also openings, floor, ceiling and wall finishing , burglar-proofing to

make with the plumbing and the electrical codes of Trinidad and Tobago a complete collection to cover

the Small Buildings.





1 Scope

1.1 These provisions shall be known as the “Trinidad and Tobago Small Building Code” and shell refer to

herein as “This Code”.1.2 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 grossfloor area of three hundred square metres (300m

2) or less.

1.3 This code is intended to provide minimum requirements to safeguard life, limb, health and publicwelfare. It calls for minimum requirements for building materials in common use and takes intoconsideration the need for protection against wind and earthquake.

1.4 Sufficient detail is provided to allow for the adequate preparation of plans for buildings under normalenvironmental conditions. Regulatory authorities would deal with approvals on the basis of adherence tothe requirements of this code. (see Annex A – Administration and Enforcement)

1.5 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.





2 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 referencenumber

Title Code reference

ASTM A 755M - 94 Specification for steel sheet, metalliccoated by the hot dip process and pre-painted

by the coil-coating process for exterior exposedbuilding products

Roof materials

ASTM B 101-96 Lead coated copper sheets Roof materials

ASTM C 34-96 Specification for structural clay load-bearing wall tile.

Hollow masonry blocks

ASTM C 406 - 89 Specification for roofing slate Roof materials

ASTM C 652-95a Specification for hollow brick (Hollowmasonry units made from clay or shale)


ASTM C 1167 - 94a Specification for clay roof tiles Roof materials

ASTM D 224 - 89 Specification for smooth surfaced asphaltroll roofing (Organic felt)

Roof materials

ASTM D 225-95 Asphalt shingles (Organic felt) surfacedwith mineral granules

Roof materials

ASTM D 226-94 Specification for asphalt-saturated organicfelt used in roofing and water proofing

Roof materials

ASTM D 227-97a Coal tar saturated organic felt used inroofing and waterproofing

Roof materials

ASTM D 249-89 (96) Specification for coal tar saturated organicfelt used in roofing and water proofing

Roof materials

ASTM D 312-84 Specification for asphalt used in roofing Roof materials

ASTM D 450-96 Coal tar pitch used in roofing, damp-proofing and waterproofing

Roof materials





ASTM D 1863-93 (96) Mineral aggregate used in built up roofs Roof materials

ASTM D 2178-97a Asphalt glass felt used in roofing andwaterproofing

Roof materials

ASTM D 2626-97a Asphalt saturated and coated organic feltbase sheet used in roofing

Roof materials

ASTM D 3462-97a Asphalt shingles made from glass felt andsurfaced with mineral granules

Roof materials

ASTM D 3909-97a Asphalt roll roofing (Glass felt) surfacedwith mineral granules

Roof materials

ASTM D 4601-97a Asphalt coated glass fibre base sheet usedin roofing

Roof materials

ASTM D 4869-88 Asphalt saturated organic felt underlayused in roofing

Roof materials

ASTM D 4897-97a Asphalt coated glass fibre venting basesheet used in roofing Roof materials

ASTM D 4990-97a Coal tar glass felt used in roofing andwaterproofing

Roof materials

ASTM E 84-91a Test method for surface burningcharacteristics for building materials

Foam plastic

Flame spread andsmoke density

Insulation

ASTM E 90-90 Test method for laboratory measurement

of airborne sound transmission loss of buildingpartitions

Dwelling unit separation

ASTM E 96-92 Standard test methods for water vapour transmission of materials

Moisture vapour barriers

ASTM E 119-88 Test methods for fire tests of buildingconstruction and materials


ASTM E 492-90 (96) Test method for laboratory measurementof impact sound transmission through floor ceiling assemblies using the tapping machine


ASTM E 814-94b Test method for fire tests of through

penetration fire stops


ASTM E 970-94a Standard test method for critical radiantflux of exposed attic floor insulation using aradiant heat energy source

Insulation

ASTM E 1300-97 Standard practice for determining theminimum thickness and type of glass requiredto resist a specified load

Glazing





AWPA

American Wood-Preservers Association

PO Box 5690

Granbury, Texas 76049



C1-90 All timber products- Preservativetreatment by pressure processes

Protection against termites

C15-90 Wood for commercial-residentialconstruction- Preservative treatmentby pressure processes

BS

British Standards



BS EN 490 : 1994 Concrete roofing tiles and fittings.Product specifications.

Roof materials

CPSC

Consumer Product Safety Commission

4330 East West Highway

Bethesda, MD 20814-4408



CPSC 16-CFR, part1201-77

Safety standard for architecturalglazing

Glazing

CPSC 16-CFR part1209-79

Interim safety standard for cellulose insulation

Insulation

CPSC 16-CFR part1404

Cellulose insulation Insulation





CUBIC



IRC

International Residential Code for One and Two Family Dwellings

Doubletree Hotel

3050 Bristol Street

Costa Mesa, CA 92626



ISO

Case postale 56

CH- 1211 Geneva, 20

Switzerland



STD Version 1 STD template for the preparationof normative-type documents.

Reference manual.

Presentation of the "Smallbuilding code".

TTS

Trinidad and Tobago Bureau of Standards

Trincity Industrial Estate

Macoya,

Tunapuna, Trinidad







TTS 16 80 400: 1991 Code of practice for the designand construction of septic tanks andassociated secondary treatment anddisposal system.

Sanitation

TTS 16 35 508 Specification for load bearingmasonry concrete units.


TTS 16 35 509 Specification for non load bearingconcrete masonry units.


TTS 587:2003 Hollow clay block –vertical core

TTS 588:2003 Hollow clay block –horizontal core

TTS 16 35 511: 1998 Specification for corrugatedgalvanised and aluzinc coated steelsheets for roofing and generalpurpose.

Roof materials

TTS 171 Electrical code Dwelling unit separation

TTS 583:2000 Carbon steel bars for thereinforcement of concrete -Specification

Basic materials

ULC

Underwriters Laboratories of Canada

7 Crouse Road

Scarborough, Ontario, Canada MIR 3A9

Standardreference number


S102.2 - M88 Standard method of test for surface burning characteristics of flooring, floor covering andmiscellaneous materials and assembly

Insulation





3 Terms and definitions

3.1 Addition

An extension or increase in floor area or height of the building or structure.

3.2 Anchor

Metal rod, wire, or strap that secures masonry or any structure to its structural support.

3.3 Approved

Acceptable to the building official

3.4 Attic

The space between the ceiling beams of the top story and the roof rafters.

3.5 Balcony

An exterior floor projecting from and supported by a structure without additional independent supports.

3.6 Basement

That portion of a building, which is partly or completely below grade.

3.7 Building

Any structure used or intended for supporting or sheltering any use or occupancy

3.8 Cement plaster

A mixture of Portland or blended cement, and hydrated lime, masonry cement or plastic cement andaggregate and other approved materials as specified in the code.

3.9 Cladding

The exterior surface of the building envelope that is directly loaded by the wind.

3.10 Column

A member with a ratio of height to least lateral dimension exceeding 3, used primarily to support axialcompressive load.

3.11 Concrete

A mixture of Portland cement or any other hydraulic cement, fine aggregate, coarse aggregate, and water,with or without admixture.





3.12 Construction documents

Written, graphic and pictorial documents prepared or assembled for describing the design, location andphysical characteristics of the elements of the project necessary for obtaining a building permit.Construction drawings shall be drawn to an appropriate scale.

3.13 Dead loads

Consist of the weight of materials of construction incorporated into building, including but not limited towalls, floors, ceilings, stairways, built in partitions, finishes, cladding and other similarly incorporatedarchitectural and structural items, and fixed service equipment, including the weight of cranes.

3.14 Diaphragm

A horizontal or nearly horizontal system acting to transmit lateral forces to the vertical resisting elements.When the term “diaphragm “ is used, it includes horizontal bracing systems.

3.15 Dwelling

A building, which contains one or two dwelling units used, intended or designed to be built, used, rented,leased, let or hired out to be occupied, or which are occupied for living purposes.

3.16 Dwelling unit

A single unit providing complete independent living facilities for one or more persons including permanentprovisions for living, sleeping, eating, cooking and sanitation.

3.17 Emergency escape and rescue opening

An openable window, door, or other similar device that provides for a means of escape and access for rescue of and emergency.

3.18 Fibreboard

A fibrous, homogeneous panel made from lignocelluloses fibres (usually wood or cane) and having adensity of less than 500kg/m3 and more than 160kg/m3.

3.19 Fire resistance

That property of material or their assemblies that prevents or retards the passage of excessive heat, hotgases or flames under conditions of use.

3.20 Fire resistance rating

The period of time a building or building component maintains the ability to confine a fire or continues toperform a given structural function or both.

3.21 Floor area (gross and net)

a) Gross

The floor area within the inside perimeter of the exterior walls of the building under consideration, exclusiveof vent shafts and courts, without deduction for corridor, stairways, closets, the thickness of the interior walls, columns or other features.





b) Net

The actual occupied area not including unoccupied accessory areas such as corridors, stairways andclosets.

3.22 Guard

A building component or a system of building components located at or near the open sides of elevatedwalking surfaces that minimise the possibility of a fall from the walking surface to a lower level.

3.23 Gypsum board

Gypsum wallboard, gypsum sheathing, gypsum base for gypsum veneer plaster, exterior gypsum soffitboard, pre-decorated gypsum board, or water- resistant gypsum baking board.

3.24 Habitable space

A space in a building for living, sleeping, eating or cooking. Bathrooms, toilet rooms, closets, hall, storage

or utility spaces and similar areas are not considered habitable spaces.

3.25 Handrail

A horizontal or sloping rail intended for grasping by the hand for guidance or support.

3.26 Header

A masonry unit that connect two or more adjacent withes of masonry.

3.27 Interior finish

Interior finish includes interior wall and ceiling finish and floor finish.

3.28 Interior floor finish

The exposed floor surfaces of buildings including coverings applied over a finished floor or stair, includingrisers.

3.29 Interlayment

A layer of felt or non-bituminous saturated felt not less than 450mm wide, shingled between each course of a wood shake roof covering.

3.30 Joint

The linear opening in or between adjacent fire resistance rated assemblies that is designed to allowindependent movement of the building, in any plane, caused by thermal, seismic, wind or any other loading.

3.31 Live loads

Those load produced by the use and occupancy of the building or other structure and d not includeconstruction or environmental load such as wind load, rain load, earthquake load, flood load or dead load.





3.32 Load factor

A factor that accounts for deviations of the actual load from the nominal load, for uncertainties in theanalysis that transforms the load into a load effect, and for the probability that more than one extreme loadwill occur simultaneously.

3.33 Lot A portion or parcel of land considered as a unit.

3.34 Masonry

A built up construction of building units or materials of clay, shale, concrete, glass, gypsum, stone, or other approved units bonded together with or without mortar or grout or other accepted method of joining.

3.35 Garage

Enclosed carport.

3.36 Mortar

A plastic mixture of approved cementations materials, fine aggregate and water used to bond masonry or other structural units.

3.37 Owner

Any person, agent, firm or corporation having a legal or equitable interest in the property.

3.38 Panel (part of the structure)

The section of a floor, wall, or roof comprised between the supporting frame of two adjacent rows of

columns and girder or column bands of floor or roof construction.

3.39 Permit

An official document or certificate issued by the authority having jurisdiction that authorizes performance of a specified activity.

3.40 Pile foundations

Pile foundations consist of concrete or steel structural elements either driven into the ground or cast inplace. Piles are relatively slender in comparison to their length, with lengths exceeding 12 times the leasthorizontal dimension. Piles derive their load carrying capacity through skin friction, through end bearing or a

combination of both.

3.41 Pier foundations

Pier foundations consist of isolated masonry or cast in place concrete structural elements extending intofirm materials. Piers are relatively short in comparison to their width, with lengths less than or equal to 12times the least horizontal dimension of the pier. Piers derive their load-carrying capacity through skinfriction, through end bearing or a combination of both.





3.42 Plain concrete

Structural concrete with no reinforcement or with less reinforcement than the minimum amount specified for reinforced concrete.

3.43 Plain masonry

Masonry in which the tensile resistance of the masonry is taken into consideration and the effect of stressesin reinforcement are neglected.

3.44 Plywood

A wood structural panel comprised of plies of wood veneer arranged in cross-aligned layers. The plies arebonded with an adhesive that cures on application of heat and pressure.

3.45 Preservative (treated wood)

Wood including plywood impregnated under pressure with compounds, which reduce their susceptibility toflame, spread to deterioration caused by fungi, insects, or marine borers.

3.46 Ramp

A walking surface that has a running slope steeper than 5%.

3.47 Registered professional

An individual who is registered or licensed to practice their respective profession as defined by the statutoryrequirement of the professional registration laws of the country in which the project is to be constructed.

3.48 Reinforced concrete

Structural concrete reinforced with no less than the minimum amounts of pre-stressing tendons non-pre-stressed reinforcement.

3.49 Roof assembly

A system designed to provide weather protection and resistance to design loads.

3.50 Roof covering

The covering applied to the roof deck for weather resistance, fire classification or appearance.

3.51 Roof covering systemThe system consists of a roof covering and roof deck or a single component serving as both the roof covering and the roof deck.

3.52 Shear wall

a) Ordinary reinforced masonry shear wall.

A masonry shear wall designed to resist lateral forces considering stresses in reinforcement.





b) Wood

A wall designed to resist lateral forces parallel to the plane of the wall.

3.53 Stair

A change in elevation, consisting in one or more risers.

3.54 Stairway

One or more flights of stairs, either exterior or interior, with the necessary landings and platformsconnecting them, to form a continuous and uninterrupted passage from one level to another.

3.55 Stirrup

Reinforcement used to resist shear and torsion stresses in a structural member; typically bars, wires or welded wire fabric either single leg or bent into L, U or rectangular shapes and located perpendicular to or at an angle to longitudinal reinforcement.

3.56 Story

That portion of the building included between the upper surface of the floor and the upper surface of thefloor or roof next above.

3.57 Structure

That which is built or constructed.

3.58 Tile

A ceramic surface unit, relatively thin in relation to facial area, made from clay or a mixture of clay or other

ceramic materials.

3.59 Treated wood

Wood impregnated under pressure with compounds, which reduce their susceptibility to flame, spread or todeterioration caused by fungi, insects or marine borers.

3.60 Underlayment

One or more layers of felt, sheathing paper, non-bituminous saturated felt, or other approved materials over which a steep-slope roof covering is applied

3.61 Vapour barrier

A material having a good permeance rating such as foil, plastic sheeting, or insulation facing installed toresist the transmission of water vapour through the exterior envelope.

3.62 Ventilation

The natural or mechanical process of supplying conditioned or unconditioned air to, or removing such air from any space.





3.63 Wall (load bearing)

a) Any metal or wood stud that supports more than 1.50 kN/m of vertical load in addition to itsown weight.

b) Any masonry or concrete wall that supports more than 3 kN/m of vertical load in addition to itsown weight.

3.64 Wall (non load bearing)

Any wall that is not a load-bearing wall.





4 General construction

4.1 Principle

4.1.1 Site preparation

4.1.1.1 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 siteshall be undertaken so that preparation may be made for any problems or difficulties that may arise. Thistime should also be used to plan how the site will be organised so that a logical layout may emerge.

4.1.1.2 Checklist for site conditions

Completion of the checklist below will provide enough information about the site and its conditions to permitconstruction to begin.

4.1.1.2.1 Forms and documents

a) Has planning permission been obtained?

b) Is there a surveyor's or topographical drawing of the site?

4.1.1.2.2 Site

c) The shape and sizes of plot conform to those shown on the layout plan

d) Is easy access to the site available?

e) The site can be adequately drained?

f) Have the location of all boundary markers been found?

g) Are water, sewage disposal facilities and an electricity supply available on site?

h) Take note of the general topography of site and other physical conditions likely to cause hazards.

i) Is there evidence of termite infestation in the soil or trees?

j) Will there be a need for the removal of large trees?

k) Is the area normally subject to land slippage?

l) Is there adequate natural provision for the removal of storm water i.e. drainage of water as a resultof heavy rains or flooding.

m) Will construction endanger any of the public utility services?

n) Determine the height of the water table if appropriate.

o) Determine whether the soil is suitable for the construction of a soak-away pit.

p) Determine the ground floor datum.

q) Determine the depth of the foundation stratum, if feasible.

r) Select suitable areas for stockpiling aggregate.

s) Select an area for the location of a concrete mixer or for the hand-mixing of concrete.

t) Select location of a materials storage shed.

u) Are there existing structures to be removed or altered?

Completion of the above checklist should highlight possible construction problems as well as therequirements of plant and materials. Where foundation problems are evident it is recommended that anengineer or any other appropriate professional be consulted.





4.1.2 Site clearance

4.1.2.1 Care should be taken to preserve any trees on the site. Where it is necessary to remove anytrees, 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. Consult with the Ministry

of Agriculture for further clarification.

4.1.2.2 The area where the building will be situated shall be stripped of topsoil. This material should bestock piled in a suitable area for later use during landscaping.

4.1.3 Material storage

4.1.3.1 Areas shall be allocated on the cleared site for the storage of materials. Coarse and fineaggregate for the mixing of concrete and mortar shall be placed in separate heaps in a location near to theconcrete mixer or concrete mixing area.

4.1.3.2 Cement, nails and finished materials (groove ply, PVC pipe, galvanised sheeting etc.) requiringprotected storage shall be stored in a shed, which is weather tight and has a wooden floor raised not lessthan four inches off the ground.

4.1.3.3 Reinforcement steel shall be stacked off the ground to reduce corrosion.

4.1.4 Batter boards

The building shall be properly set out on the site according to the building plan. Batter boards, which arehorizontal boards parallel to the sides of the building and supported by vertical boards driven into theground shall be erected in convenient locations near the four (or more) corners of the building, and to theseboards should be transferred the building lines and levels for the project.

4.1.4.1 The floor level is usually marked on the batter boards and used as a permanent reference. Allwall lines and levels shall be referred to these boards. Periodic checks shall be made to ensure that theseboards have not been shifted from their intended positions.





4.1.5 Driveways and paving

4.1.5.1 The driveways and paving dealt with in this section are those suitable for use as driveways andparking areas for private cars and light goods vehicles only. Driveways shall be not less than 3m wide.

4.1.5.2 The choice of flexible (asphalt) or rigid (concrete) paving is largely influenced by the soilconditions at the site and the cost of driveway. Gravel driveways and paving are acceptable if adequatedrainage 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.

4.1.5.3 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.

4.1.5.4 For all kinds of paving the topsoil shall be removed and replaced by a minimum of 150 mm of compacted, granular material.

4.1.5.5 For rigid paving, a concrete slab with a minimum thickness of 100 mm is required, reinforced bywelded wire mesh of minimum 100 mm2/m wide in both directions, placed 25 mm below the top surface of the slab. Construction joints shall be created every 5 m.

Note: A98, A142 and 150x150X4.5 BRC are acceptable.

4.1.5.6 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.

4.1.6 Earth works

4.1.6.1 Site topography

4.1.6.1.1 The natural topography of the land should be maintained and any excavation or back fillingthat must be carried out (and deemed as necessary) should be kept to a minimum. This is necessary tomaintain the natural vegetation, prevent landslides and flooding and preserve in general the naturalenvironment.

4.1.6.1.2 It is essential therefore those buildings should be constructed in such a manner to complimentthe natural topography of the site and not vice-versa.

4.1.6.2 Soil conditions

4.1.6.2.1 The characteristics of the site soil conditions shall be ascertained. If necessary, compactionshall be carried out in order to improve the bearing value of the soil.

4.1.6.2.2 Where expansive clay is encountered or where problem conditions are present, professionaladvice shall be sought before planning the foundation.





4.1.6.3 Excavations

4.1.6.3.1 Excavations for foundations shall be carried out along the building lines to the depth of thefoundation stratum identified as suitable.

4.1.6.3.2 Excavations not exceeding 1.2 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 1.2 m the extent of planking and strutting necessary shall be determined by the

nature of the soil and the location of the water table.

4.1.6.3.3 Where collapse of the side of excavation is anticipated, all excavation in excess of 1.2 m indepth shall be planked and strutted.

4.1.6.3.4 Where the foundation is in rock, it shall be excavated at least 50 mm to provide a key for thefoundations.

4.1.6.3.5 The bottom of all excavations shall be level and firm. Where loose materials are encountered,foundation bottoms shall be compacted by ramming.

4.1.6.3.6 Where excavations have been carried beyond their generally required depth, either byaccident or design, the deep areas shall be back filled with compacted, adequate material or with Grade Econcrete (see Table 6).

4.1.6.4 Back filling

4.1.6.4.1 Back filling shall not be carried out in dry rivers, natural drains, where water flows after heavyrains and along thalwegs (lowest areas in valleys).

4.1.6.4.2 Back filling around foundation walls and under floor slabs shall be carried out using onlysuitable, selected materials. Unless the floor slab is reinforced to act as a suspended slab, the depth of fillshall not exceed 1m.

4.1.6.4.3 Suitable fill material may be brought to the site or obtained from excavated material, providedalways that such material is free of substantial amounts of clay or organic matter.

4.1.6.4.4 All backfill shall be well compacted in layers not exceeding 150 mm in thickness where

compaction is by manual methods. Where mechanical compaction equipment is used, the thickness of layers may be increased to 225 mm.

4.1.6.4.5 Where back filling under floor slabs on grade has been effected using hard core, a 50 mmlayer of sand shall be applied to the top of the compacted hard core to protect damp proof membranes frompuncture.





4.1.7 Earthquake considerations

4.1.7.1 Earthquake resistant construction

4.1.7.1.1 General

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

4.1.7.1.2 Effect of soil type

a) The type of soil at the site may have a significant effect upon the resistance of the building to anearthquake. However for buildings within the scope of this code the effect of the soil type is not sosignificant provided that the building is not constructed on loose saturated sands, which may liquefy duringan earthquake and cause collapse of the building.

b) 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.

4.1.7.1.3 Effect of high seas

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

4.1.7.1.4 Building shape

a) 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.

b) Most buildings with a simple rectangular shape with no projections (or only short projections)perform well under earthquake conditions provided the construction is adequate.

c) Long narrow buildings should be avoided by limiting the length to three times the width. If thebuilding must be longer, then it should be divided into separate blocks with adequate separation. Figure 1illustrates desirable and undesirable plan shapes.

d) Rectangular buildings with well inter-connected cross walls are inherently strong and thereforedesirable.





Fig 1 - Plan of building proportion

Separation of Blgs

to improve resistance

Long undesirable plans

Desirable plans





Fig 2 - Recommended location of wall openings

2020

1100

Floor level

Floor level1000

400400

1 800mm min Shear panel

Not acceptable opening location

Too narowToo narow

Not enought shear panel

Too many openings on the facade





Ground level

First floor 600mm

min

imum

First floor

Ground level

600

mm

minimum

Fig 3 - Recommended location of wall openings for two storey building





4.1.7.1.5 Appendages

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

4.1.7.2 Rules for the construction of earthquake resistant buildings

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

4.1.7.2.1 Masonry buildings

An important factor contributing to the earthquake resistance of masonry buildings is the detailing andplacing of steel reinforcement. A registered professional should undertake the design of a reinforcedconcrete frame building. The reinforcing guide given in this section therefore must only be used for simplesingle storey buildings constructed of approved quality masonry blocks. For the minimum quantities of reinforcing steel to be used refer to SECTION 5 Vertical Structures.

4.1.7.2.2 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.

4.1.7.2.3 Steel buildings

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

4.1.7.3 Location of openings

4.1.7.3.1 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.

4.1.7.3.2 Openings shall be located away from a corner by a clear distance of at least 1/4 of the heightof the opening. It is recommended that the minimum distance be 400 mm.

4.1.7.3.3 The total length of the openings should not exceed 1/2 the length of the wall between con-secutive cross walls (see Figure 2).

4.1.7.3.4 The horizontal distance between two openings should not be less than 1/2 the height of theshorter opening (see Figure 2).

4.1.7.3.5 For two storey buildings, the vertical distance from an opening to one directly above it shallnot be less than 600mm, nor shall it be less than one half the width of the smaller opening.





4.1.8 Hurricane considerations

4.1.8.1 Hurricane resistant construction

4.1.8.1.1 General

a) It is very important in Trinidad and Tobago to be ever conscious of the fact that the region lies inthe hurricane belt. Because of this, hurricane resistant construction principles must be adhered to if safebuildings are to be erected. This section gives general principles for safe hurricane resistant design, and itis recommended that the details shown in these guidelines must be adhered in order to ensure safeconstruction.

b) For the buildings within the scope of this document the areas most vulnerable to hurricane forcesare the roofs, windows, walls and appendages.

c) The underlying objective of hurricane resistant construction is to produce a building that will notcollapse during a hurricane. The building must be standing and its occupants should be safe.

4.1.8.2 Rules for the construction of hurricane resistant buildings

4.1.8.2.1 Building site

a) Buildings sited in exposed areas (e.g. on the brow of a hill or near coastal areas) are mostvulnerable, 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.

b) In sitting the building, therefore, steep slopes and edge of cliffs should be avoided, as well asother conditions such as steep sided valleys where exceptionally high wind speeds are found.

c) Tie beams should be constructed to reduce the untied height of the columns to a maximum of 3

meters as shown in Figure 5. It is advisable to seek professional assistance for such construction, unlessotherwise designed for larger columns.

4.1.8.2.2 Timber buildings

a) Because of the relatively light nature of a timber building, extra precautions shall be taken toprevent uplift. Care must therefore be taken to ensure that the entire structure is securely fastened to thefoundations.

b) The spaces between the supporting columns or piers may be filled in to reduce the uplift forces(see Figure 6).

c) As far as timber walls are concerned, in addition to bracing corners in both directions, diagonalbraces or steel straps must be installed at the level of the top plate to provide rigidity of the corners at that

level (see Figures 7 and 8).





Fig 4 - Typical roof gable wall arrangement

frame of building

concrete ring beamroof reinforced

floor level

roof level

width of wall

50m

m

minSection through concrete capping





Fig 5 - Recommended method of construction on sloping sites

Roof level

Reinforced concrete ring beam

Frame of building

Floor level

200mm thk.

r.c. blockwall

r.c. strip footing

200x300 r.c. tie beam

Ground slopes should be less than 15 degrees

Existing grade

600mm

min

900mm

min

Steep slopes more than 15 degrees

300x300 mm min

r.c. column

r.c. footing

frame of building

200x300 r.c. tie beam

existing grade

r.c. footing

3000mm

maximum

and less than 30 degrees

Note: Those sketches don't show the shear panels

Reinforced concrete ring beam

Roof level

Floor level





100 X 100 Timber sill

r.c. tie beam

150 mm thick blockwork

Grade

Colomn may be 200 x 200mm reinforced concrete or block work filled with concrete and 4 - 12mm bars8mm links - 200mm centers

Fig 6 - In-fill panel between timber building supports





Horizontal bracing for cornersat wall plate level

Wall plate

Uprights

Sheating

Wall sill Brace corners bydiagonal bracings

Fig 7 - Timber framing showing bracing

Fig 8 - Timber framing for wall

Wall sill

Door opening

Windowopening

Wall sill is fixed to foundationwall by anchor bolts

Wall plate must be fastened and strappedto the top of uprights

The uprights are fixed tothe wall sill

Double uprightsat openings





Fig 9 - Rafter/wall plate connections

Fig 10 - Rafter/ ring beam connections

roof sheeting

roof battens

ceiling material

fascia board

metal hurricane tie

every other rafter

timber wall plate

r.c. ring beam

150

200

50 x 150 timber rafter

at 600mm centers

roof eave 900mm (max)

50 x 100 timber wall plate

12mm anchor boltat 1200mm centers(maximum)

r.c. ring beam

100mm

min

T 6mm stirrups @ 200 cts





Fig 11 - Wall plate connections and hurricane ties

Timber rafter

Infill concrete

r.c. ring beam

metal hurricane tie

imbedded in ring beam

metal hurricane tie

Timber wall plate

Timber wall plate

Metal strap

Timber upright

Timber wall plate

Timber upright

Mortise

Tenon





4.1.8.2.3 Steel buildings

The principles for the design and construction of hurricane resistant steel buildings are:

a) Ensure that there are adequate numbers and sizes of foundation holding down bolts, and that theyare all in place and properly fixed.

b) Ensure that there is adequate lateral support provided by cross bracing or horizontal ties or by castin place concrete or masonry walls.

c) Where concrete walls or concrete masonry is used, the connections between the steel frames andthe walls shall be provided.

d) Ensure that the fabricator's recommendations with regards to the construction of the roof and roof covering are followed.

4.1.9 Roofs

4.1.9.1 Roofs with pitch between 0 and 20° (or a slope between 0 % and 36 %) are more vulnerable touplift forces. It is recommended that roofs be constructed with a pitch between 20° and 40° (or a slopebetween 36 % and 84 %).

4.1.9.2 The aptitude to reduce uplift forces is affected by the shape of the roof in the following order fromthe most effective to the least effective:

a) Hip roof

b) Gable

c) Shed

4.1.9.3 Attention should be given to the location of fixings used for the roof cladding. It is necessary toprovide additional fixings at the roof edges and ridge, since high-localised pressures are produced in these

locations.

4.1.9.4 Roof overhangs also experience high local pressures and, where possible, these should be keptto a minimum or adequately strengthened.

4.1.9.5 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 thesafety of the main roof.

4.1.9.6 The main roof must be securely fixed to the ring beam and ridge beams and details for achievingthis are shown in Figures 9, and 10 and 11.

4.1.10 Windows and doors

Special attention must be paid to the installation of doors and windows, since the loss of a door or windowduring 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.





Grou

ndfloorslabsuspend

ed

Shear

pa

nel

Masonry

Suspen

dedgroundfloorslab

withcrawlsp

ace

Groundfloorslab

suspended

orongrade

Suspended

firstfloorslab

Masonry

or

ongrade

Masonry

Grou

ndfloorslabsuspend

ed

or

ongrade

Columns,beams&shearp

anelstructure

Framedstructure

or

ongrade

Grou

ndfloorslabsuspend

ed

Columns,bea

ms&shearpanelstructure

Suspendedgroundfloo

rslab

withcrawlsp

ace

Columns,be

ams&shearpanels

tructure

Suspende

dfirstfloorslab

Groundfloorslabsuspended

orongrade

Suspende

dfirstfloorslab

Groundfloorslabsuspended

orongrade

Suspendedgroundfloo

rslab

withcrawlsp

ace

Framedstructure

Framed

structure

Fig 12 - Basic 1 or 2 level house type





Groundfloorslabs

uspendedors

lab

ongrade

Suspendedfirstfloorslab

Groundlev

elcolumns,beam

s&s

hearpanelst ru

cture

Firstlevelm

as

on

ry

Groundfloorsla

bs

uspendedorslab

ongrade

Groundlev

elfra

medstructur e

Firstlevelmaso

nry

Suspendedfirst

floorslab

Crawlsp

aceframedstructu

re

Suspendedgroundfloorsla

b

Crawlsp

acecolumns,beam

s&s

hearpanelstructure

Firstlevelmasonry

Suspend

edgroundfloorsla

b

Firstlevelmaso

nry

Slo

pingsite

Flat

site2levels

Fig 13 - Mixed 1 or 2 level house type





Suspendedgroundfloorslab

Crawlspacefram

edstructure

Fi rs

tlevelmetallicstructure

Gr o

undlevelframedstructure

Firstleveltimber

Suspe

ndedfirstfloorslab

Crawlspacecolum

ns,beams&shearpanels

truc

ture

Gr o

undlevelcolumns,beams&sh

earpanels

tructure

Fi rs

tlevelcoldformedsteel

Suspendedgroundfloorslab

Firstleveltimber

Suspe

ndedfirstfloorslab

Suspendedgroun

dfloorslab

One

level

timber

Groundfloorslabsuspende

d

or o

ngrade

Shearpanel

withcrawl

space

Firstle

veltimber

Susp

endedfirstfloor

slab

Grou

ndf lo

orslabsuspended

Firstleveltimb

er

oron

grade

Fig 14 - 1 or 2 level house, other combination





4.2 Design criteria

4.2.1 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 abuilding, the applicable requirements of this part for each portion shall apply.

4.2.1.1 Conventional building

--- Conventional construction shall be considered as building with acceptable shape of the Figures 12,13 and 14, “1 and 2 level house type”.

--- All conventional construction shall be designed in accordance with this code.

4.2.1.2 Irregular building

--- Irregular buildings shall have an engineered lateral-force resisting system designed in accordancewith 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 theuppermost 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 alledges.

c) When an opening in a floor or roof exceeds the lesser of 3.60m or 50% of the least floors or roofsdimension.

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 one-storylevel above grade.

--- Limit of this code:

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





4.2.2 Engineered design

4.2.2.1 General

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

4.2.2.2 Wind design.

The requirements in this document are based on design wind speed over open water at equivalentelevation of 10m average over 10 minutes with a recurrence of one in 50 years.

4.2.2.2.1 Minimum load

Table 1 - Design pressure for winds

Design pressure Trinidad Tobago

Wind zone (Consensus conference) Zone 2 Zone 3

Wall (horizontal load) kN/m² 0.80 1.00

Roof (minimum uplift) kN/m² 1.00 1.45

4.2.2.2.2 Site effect

--- The pressure above shall be modified to take in consideration the site effect in 3 categories.

Site types Protected Normal Exposed

Coefficients 0.80 1 1.35

--- It is considered as exposed , costal site until 5km from the sea or top of hill or ridge, E W valley andspecial site well now for this exposure.

--- It is considered as protected area small building in down town or in special valley N S (Thiscoefficient must be used with caution and the help of the Engineer).

4.2.2.3 Seismic design

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

Seismic design category:

4.2.2.3.1 Ground acceleration

The requirements in this document are based on maximum ground acceleration associated with 10%probability of occurrence in 50 years. Trinidad and Tobago in Zone 3 (Consensus conference).

for Trinidad 0.3 gfor Tobago 0.3 g

(g refers to the gravity and g = 9.81m/s2)

a) Amplification factor

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





b) Soil liquefaction

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

4.2.2.3.2 Weights of applied finishes

--- Dead load finishes shall not exceed 1 kN/m2

for roofs or 0.5 kN/m2

for floors.

--- Dead load finishes for walls above grade shall not exceed:

a - light-frame walls0.75 kN/m

2for exterior

0.50 kN/m2

for interior b - masonry walls

2.50 kN/m2

for 150mm thick masonry wall3.80 kN/m

2for 200 mm thick masonry wall

c - concrete walls4.10 kN/m

2for 150 mm thick concrete walls

4.2.2.3.3 Height limitations

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

4.2.2.4 Flood plain construction

Buildings and structures constructed in flood prone areas as established in Fig. 15 & 16 shall be designedand constructed in accordance with Clause - Flood resistant construction and Clause - Coastal high hazardareas of Part "Minimal requirements".

4.2.3 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.

4.2.4 Live load

The minimum uniformly distributed live load shall be as provided in Table 2.

Table 2 - Minimum uniformly distributed live loads

Use Live loads (kN/m

2)

Domestic floor - All rooms excepted above 1.5

Office floor – excepted above 2.5

Small industrial and storage 5

Exterior and interior balconies, Corridors & Stairs 5

Use Horizontal loads (kN/m)

Guard rails and handrails 1





Fig A2-3 Trinidad flood prone areas

Fig 15 – Trinidad flood prone area

SWAMP

HIGH

OCCASIONAL

SLIGHT

UNLIKELY





T O B A G O

S c a r b o r o u g h

#

#

R o x b o r o u g h

S t o r eB a y

#P ly m o u t hT ur t l e B each

# L o u i s D ' o r

#

#B u c c o o

# A rg y le

# L o w l a n d s

Pa r is he s

N

EW

S

Area Impact / Recurrenceinterval

Cause

Tobago north side Buccoo 9m of limestone cliff eroded

Flora 1953

Coastal/Tidal

Tobago south side

Tobago south side

Tobago north side

Tobago north side

Tobago north side

Tobago north side

Roxborough

Argyle

Plymouth

Turtle Beach

Grange Bay

Store Bay

Pigeon Point

1999 H. Lenny feeder band

Fig 16 - Tobago flood prone areas





4.2.5 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 structuralmembers

Area (m2)

Roof slope

0 to 20m2

20 to 55m2

over 55m2

Flat or rise less than (20°) 36% slope 1 0.75 0.6

Rise (20°) 36% to (45°) 100% 0.75 0.7 0.6

Rise greater than (45°) 100% 0.6 0.6 0.6

4.2.6 Lateral load design

4.2.6.1 Preamble

--- Wind and earthquake introduce horizontal loads in the superstructure that are transferred to thefoundation. We have to consider 2 steps:

a) Transfer of the horizontal load from:

i. wind to vertical wall androof.

ii. 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:

a) horizontal transfer is done by horizontal diaphragm or horizontal beam and slab.

b) vertical transfer is one by shear panel, cross, or framed structure.

4.2.6.2 Diaphragm

--- Floor, roof or ceiling assemblies may be constructed with the necessary stiffness and load pathcontinuity 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 propertiesand development of connections to transfer the diaphragm force.

This consideration is very important to complete the role and action of the shear panel.





Part plan

Part elevation

Part elevation

In situ concrete

In situ concrete

400

In situ concrete

ground level

1 800

400

1000

1600

Minimum L1=1000

2 diam. 12 every 2 rows

5 diam. 12

Shear panelin 2 parts

Shear panelin one part

150mm

min

L2 = 2400 - L1

ground level

Fig 17 - Shear panel - Vertical core blocks





Fig 18 - Shear panel - Horizontal core blocks

Part plan

Part elevation

In situ concrete

ground level

1 800

1600 max

2100 min

250mm min

Ring beam concrete and reinforcement 500

115

200

4 dia. 12mm

Part elevation

ground level

Ring beam concrete and reinforcement

Part elevation

ground level

150 min

Limit of openinglocation

6mm stirrup each 150mm

Shear panel in two parts

Shear panel in one part

L1 = 1000 min L2 = 2400 mm - L1

min





4.2.6.3 Shear panel

4.2.6.3.1 Concrete shear panel in wall

A shear panel (see Figures 17 and 18 - Shear panel) is a portion or section of a 150mm exterior wall that

performs the function of resisting lateral earthquake or wind forces.

4.2.6.3.2 Timber

See Section - Wall bracing.

4.2.7 Load factors

All structures shall resist combined loads as follows:

4.2.7.1 Gravity

1.40 D + 1.70 L

4.2.7.2 Earthquake

a) 0.75 (1.40 D + 1.70 L +/- 1.87 E)

and

b) 0.90 D +/- 1.43 E

4.2.7.2.1 Shear load calculation

--- A simplified formula, for this code is:

V = 0.05 x S x W x A total shear in kN

--- Whereas:

The 0.05 coefficient integrated the Z = ground acceleration, C = amplification factor due to structurefrequency, I = importance factor = 1 in this code and Rw = ductility factor related with respect to the columndesign 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

A = amplification factor





4.2.7.3 Wind

1.40 D + 1.70 L + 1.75 W

Note :

D = dead load

L = live load

E = earthquake load

W = wind load

4.2.8 Deflection

The allowed deflection of any structural member under the live load shall not exceed the following values inTable 4.

Table 4 – Maximum deflection authorised.

Floor slab, structural beam and ceilings L/360

All others structural members L/240

Rafters and purlins L/180

Interior walls and partitions H/180

Notes:

L = span length

H = span height





4.3 Minimal requirements

4.3.1 Site address

4.3.1.1 Premises identification

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

4.3.2 Light

4.3.2.1 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.

4.3.2.2 Adjoining rooms

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

2.

4.3.2.3 Bathrooms

Bathrooms, water closet compartments and other similar rooms shall be provided with an area to allownatural light to enter not less than 0.25m

2.

4.3.2.4 Stairway illumination

--- All interior and exterior stairways shall be provided with a means to illuminate the stairs, including thelandings 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.

--- For commercial building, emergency lighting shall be provided for power failure conditions.





4.3.3 Ventilation

4.3.3.1 Natural ventilation

4.3.3.1.1 Habitable rooms

--- Natural ventilation shall be provided in all habitable room through windows, louvers or other naturalopenings through the external wall to the outdoor air.

--- The minimum area of ventilation shall be not less than 15% of the floor area of such rooms, of whichof 5% shall be fix ventilation.

4.3.3.1.2 Adjoining rooms

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

2.

4.3.3.1.3 Bathrooms

Bathrooms, water closet compartments and other similar rooms shall be provided with a ventilation area notless than 0.25m

2.

4.3.3.2 Mechanical ventilation

4.3.3.2.1 Principle

--- The centralised ventilation system ensures air renewal to keep the occupants healthy and to protectthe building from being damaged by the moisture. A quiet and continuous ventilation of the house isprovides an incomparable indoor air quality to the house.

--- The system consists of a central extract unit connected to the exhaust grilles by spiral ductwork.Fresh air is introduced into bedroom and lounge through self balancing inlets. Fresh air inlets are fittedeither straight across the wall or as trickle vents. Stale air is extracted into the high moisture producingrooms (kitchen, bathrooms and toilets) through self balancing exhaust outlets.

--- The centrifugal fan unit is located on the roof or in the loft space and is connected to galvanised

metal ducting to outside.

Fig 19 - Mechanical ventilation - Principle






--- All habitable rooms shall be provided with the minimum ventilation rates of 30m3/hr for continuous

ventilation for every 12m2

of the floor area or part of such rooms.

--- This ventilation shall be through windows, doors or other natural openings through the external wallfrom the outdoor air through a special 30m

3/hr-air regulator.

4.3.3.2.3 Kitchen and bathrooms

--- All the air introduced into the house through the habitable rooms (e.g. Living, dining, bedroom,corridor and entrance) shall be extracted in the rooms e.g. kitchen, bathroom, toilet, washing room andother 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:

Kitchen 120 m3/hr

Bathroom 60 m3/hr

Shower 60 m3/hr

Toilet (WC) 30 m3/hr

Washing room and store room 30 m3/hr

--- This ventilation air shall be exhausted permanently and directly outside.

4.3.3.2.4 Internal doors

All internal doors have to be provided with air passages not less than 150 cm2.

Note: These passages can be provided with a bottom gap of 20 or 25mm under the door.

4.3.3.2.5 Minimum global ventilation

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





4.3.4 Minimum room sizes

4.3.4.1 Habitable rooms

--- Every dwelling unit shall have at least one habitable room (living or sleeping room), which shall benot less than 12m2 of floor area.

--- Other habitable rooms shall have a gross area of not less than7.50m2.

4.3.4.2 Other rooms

Kitchen not less than 5m2

Bathroom not less than 3m2and not less than 2m

2for the second one

Shower not less than 1.5m2

Toilet (WC) not less than 1m²

WC for handicapped people the minimum area must be3m²

See Figures: 20 - Minimum room sizes, 21 - Typical furniture arrangement and 22 - Typical arrangement7.5m

2room.





Fig 20 - Minimum room sizes

2500mm minimum

3000mm

3464mm square

4800mm

4000mm

3464mm

3000mm

2500mm minimum

2739mm square

2739mm

1800mm min

2778mm

2143mm

1400mm min900mm min

750mm min

1667mm

1333mm

1732mm square

1732mm

2236mm

2236mm

Main room12m2 min

Other room7.5m2 min

Kitchen5m2 min

Bath.

3m2 min

Shower 1.5m2 min

WC1m2 min

800mm

1250mm min





Fig 21 - Typical furniture arrangement (except for handicapped)

1333mm

1m2 min

12m2 min

Main room4000mm

WC

2143mm

1800mm min

5m2 minKitchen

2778mm

1667mm

750mm min

1.5m2 min

Shower

900mm mini

1400mm min

Bathroom

3m2 min

3000mm

890mm

785mm

685mm

685mm

685mm

Entrance





Fig 22 - Typical furniture arrangement - 7.5 m2 room

2500mm minimum

3000mm

Other room

7.5m2 min

2500mm minimum

3000mm





4.3.4.3 Minimum dimensions

Habitable rooms shall not be less than2.50m in any horizontal dimension.

Other rooms 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.

4.3.4.4 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 minimumrequired habitable area for that room.

4.3.5 Ceiling height

4.3.5.1 Minimum height


Habitable rooms (living or sleeping room) shall have a ceiling height of not less than 2.40m.

See Figure 23 - Habitable room area

4.3.5.1.2 Other rooms

Other rooms e.g. corridors, bathrooms, toilet rooms, utility room, storage and laundry etc shall have aceiling height of not less than 2.15m.

4.3.5.1.3 Measurement

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

4.3.6 Minimum passage

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

4.3.6.1 Main entrance

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

4.3.6.2 Habitable rooms and secondary rooms, e.g. store and laundry

All passage for access from another room or from the corridor shall be not less than 785mm wide and 2000mm high (except for handicapped people 900mm wide).





4.3.6.3 Other rooms e.g. Bathroom and toilet

All passage for access from another room or from the corridor shall be not less than 685mm wide and 2000mm high (except for handicapped people 900mm wide).

Fig 23 - Habitable room area

2400mm

1500mm

Habitable area

2.40m area

Room total area

2150mm lowest habitable part

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





4.3.7 Sanitation

4.3.7.1 Toilet facilities

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

--- Toilet access shall be not from kitchen or dining area.

4.3.7.2 Kitchen

--- Each dwelling unit shall be provided with a kitchen area and every kitchen area shall be providedwith adequate waste disposal system (e.g. sink).

--- In small commercial enterprise approval for this kitchen designs must be given by the Public HealthInspectorate.

4.3.7.3 Sewage disposal

All plumbing fixtures shall be connected to a sanitary sewer or to an approved private sewage disposalsystem. Approval shall be granted by WASA or other agency authorised to do so on their behalf.

4.3.7.3.1 Septic tank for single family house

Table 5 – Size ratio for septic tanks

Capacity All wastesRatio per person/full time user 500 litres/p

5 persons 2500 litres

8 persons 4000 litres

--- The capacity of the septic tank shall be calculated on the basis of the ratio above and the minimum capacity is 2,500 litres.

--- The water table must be a minimum of 1 metre deeper than the septic tank.

See Figures 25 for 2500 litres and 26 for 4000 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: 1991 or the latest version.Note: The above figures complied with this code.

4.3.7.3.2 Soak-away pit for single family house

See Figure 27

--- The water table must be a minimum of 1 metre deeper than the soak-away base.

4.3.7.3.3 Draining trench for single family house

Where is impossible to make a soak-away, a draining trench shall be used See Figure 28

4.3.7.4 Water supply to fixtures

--- All plumbing fixtures shall be connected to an approved water supply. Approval shall be granted by

WASA or other agency authorised to do so on their behalf.--- Kitchen sinks, lavatory basins, bathtubs, showers, bidets, laundry tubs and washing machine outlets

shall be connected to the water supply system.

4.3.8 Toilet, bath and shower spaces

4.3.8.1 Space required

Fixtures shall be spaced as per Figure 24 - Toilet, bath and shower spaces required.





4.3.8.2 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 50mm

Clearance min 600mm

Lavatories

Shower

Tub

Tub

Tub Water closet

or bidet

Wall

min 375mm min 300mm

Clearance in front of 900mm min

min 900mm

clearance mini. 600mm

min 100mm

opening 600mm min

min 100mmmin 100mm

min 375mm

Fig 24 - Toilet, bath and shower space required (except handicapped)





Ventilationpipe100

mm

Cleanout100m

m

Sewageinle

t

minslope2%

(1in50)

dia12mmev

ery200mm

dia12mme

very200mm

bothdir

ections

8dia10mm

6d

ia10mm

50

590

100

906

900

2150

150

100

2060

2365

900

4 5 °

408

900

1210

900

4dia12

x2000mmevery2r o

ws

All

concreteblocksfilled

withconcrete

1600

insidewater p

roofliner

500

1462

1192

400

Outlet

Tiebea

m

andt ie

beam

Recommend

edcover

min 400mm

min150mm

thi c

k

concrete

950

1500

1500

150

0mmminfrombuildi ng

orboundary

Fig 25 - Septic tank 2500 litres - 5 persons max





1600

408

4 5 °

900

150

2150

Allconc

reteblocksfilledwith

concrete

100

andtiebeam

4dia12x2500m

m

every2rows

bothdirections

dia12mm

ev

ery2

00mm

Tie b

eam

Outlet

100

insi d

ewaterproofliner

dia

12mm

every200mm

minslope2%

( 1in50)

Sewagei n

let

900

1192

550

1657

50

400

8dia12

mm

6 dia10mm

Cleano

ut100m

m

Ventilati

onpipe100m

m

1300

1604

22

95

26

00

1604

1300

550

520 9

50

9

50

concre

te

mjn 400mm

Reco

mmendedcover

min150mm

thick

1500

1500mm

min

from

buildingo

rboun

dary

1500

Fig 26 - Septic tank 4000 litres - 8 persons max





Inlet

Natural sandvein (porous layer)

25mm stone

50mm flat stone

2500m

m

minimum

dia. 1400mm

1700 square min

100

1100

800

800

90

0

min 1000mm to boundarymin 2500mm from face of building

Top soil and vegetation

Concrete slab

Fig 27 - Soak-away



Trinidad & Tobago Small Building Code

File # Small building code 2004_draft

Fig 28 - Draining trench

Inlet

Top soil and vegetation Perforated 100mm pipe

150

40

0

650

10 metres minimum

Natural sand vein

25mm stone

general slope 2% (1 in 50)

min 2500mm /building





4.3.9 Glazing

4.3.9.1 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 atype, which once applied cannot be removed without being destroyed.

4.3.9.1.1 Identification of multi-pane assemblies

Multi-pane assemblies having individual panes not exceeding 0.10m2

in exposed area shall have at least one panein the assembly identified. All other panes in the assembly shall be labelled.

4.3.9.2 Louvered windows or jalousies

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

4.3.9.2.1 Wired glass prohibited

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

4.3.9.3 Human impact loads

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

4.3.9.4 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-inclosets.

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 glazingis 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 a600mm arc of the door in a closed position and whose bottom edge is less than 1.50m above the floor or walkingsurface.

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:

7.1 Exposed area of an individual pane greater than 0.80m2.

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 structuralbaluster panels and non-structural in-fill panels.

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

--- Special solution my be required and not cover in this document.





4.3.9.5 Wind and dead loads on glass

4.3.9.5.1 Vertical glass

All glass sloped 15 degrees or less from vertical in windows, window walls, doors and other exterior applicationsshall be designed to resist the wind loads specified in Clause 4.2 - Design criteria, Table 1 - Design pressure for winds. Glazing designed in accordance with these provisions shall be firmly supported on all four edges.

4.3.9.5.2 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.

4.3.9.5.3 Thicker glass

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

4.3.9.6 Skylights and sloped glazing

4.3.9.6.1 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.

4.3.9.6.2 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 arealocated such that the highest point of the glass is not more than 3.60m above a walking surface or other accessiblearea; 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.

4.3.9.6.3 Screens general

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

4.3.9.6.4 Screens with multiple glazing

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

4.3.9.6.5 Screens not required

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

1. Glass area 1.50m2

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. Glass area greater than 1.50m2. 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.





4.3.9.6.6 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.

4.3.9.6.7 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 atleast 100mm above the plane of the roof unless otherwise specified in the manufacturer’s installation instructions.

4.3.10 Enclosed car ports

4.3.10.1 Opening protection

--- Openings from a private carport into a room used for sleeping purposes shall not be permitted.

--- Other openings between the carport and residence shall be equipped with either solid wood doors not less

than 35 mm in thickness or 30-minute fire-rated doors.

4.3.10.1.1 Duct penetration

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

4.3.10.2 Separation required

Enclosed carport shall be separated from the residence with 30 min. fire rated wall and/or slab.

4.3.10.3 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 movementof liquids to a drain or toward the main vehicle entry doorway.

4.3.11 Emergency escape and rescue openings

4.3.11.1 Emergency escape and rescue required

--- Basements with habitable space and every sleeping room shall have at least one openable emergencyescape 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 more1.10m above the floor. The net clear opening dimensions required by this section shall be obtained by the normaloperation of the window or door opening from the inside. Escape and rescue window openings with a finished sillheight below the adjacent ground elevation shall be provided with a window well.

4.3.11.1.1 Minimum opening area

All emergency escape and rescue openings shall have a minimum net clear opening of 0.50m2.

4.3.11.1.2 Minimum opening height

The minimum net clear opening height shall be 600mm.

4.3.11.1.3 Minimum opening width.

The minimum net clear opening width shall be 600mm.





4.3.11.2 Window wells

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

4.3.11.2.1 Ladder and steps

--- Window wells with a vertical depth greater than 1.10m below the adjacent ground level shall be equippedwith 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 andshall be spaced not more than 450mm on centre vertically for the full height of the window well.

--- Architectural internal provision must be made for physically challenged.

4.3.11.3 Bars, grills, covers and screens

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

4.3.12 Exits

4.3.12.1 Exit door required

--- Not less than one exit door conforming to this chapter shall be provided from each dwelling unit. Therequired exit door shall provide for direct access from the habitable portions of the dwelling to the exterior withoutrequiring travel through a garage or kitchen.

--- If the distance, measured centre of the corridor, between the house main entrance and the inside kitchendoor is more than 6m a second exit is required directly in the kitchen.

4.3.12.2 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.

4.3.12.3 Type and Size

--- The required exit door shall be a side-hinged door that allow a clear opening not less than 900mm in widthand 2025mm in height.

--- Other exterior hinged or sliding doors shall not be required to comply with these minimum dimensions.

4.3.12.4 Hallways

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

4.3.12.5 Exit facilities

Exterior exit balconies, stairs and similar exit facilities shall be positively anchored to the primary structure at notover 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.





900mm min 900mm min 900mm min

1m mini

2m min

2m min

12 risers maximum

Bottom landing

Intermediate landing

Top landing

Floor to floor

900mm

900mm min

1m min

1m min

Minimum clearance

2.15m min

2.15m min

minimum opening in slab

12 risers maximum

900mm min

1m min

900mm

1m min 900mm min

900mm min

1m min

1m min

900mm

900mm

1m min

1m min

Fig 29 - Stairs and landings





4.3.13 Landings on stairways

4.3.13.1 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 eachside of an exit door.

4.3.13.2 Size

See Figure 29 - Stairs and landings.

The width of each landing shall not be less than the stairway or door served. Every landing shall have a minimumdimension of 900mm measured in the direction of travel.

4.3.13.3 Location

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

4.3.13.4 Landing required

A minimum 1m by 900mm landing shall be provided:

1. At the top and bottom of ramps,

2 . Where ramps changes direction,

3. After no more than 12 high steps (or change of direction as shown on Figure 29).

4. Where doors open onto stairway the minimum size shall be 1.5m by 900mm.

4.3.14 Pedestrian ramps

See Figure 30 - Ramps and landings

4.3.14.1 Maximum slope

Ramps shall have a maximum slope of 10 percent.

4.3.14.2 Handrails required

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

4.3.14.3 Landing required

A minimum 1m by 1m landing shall be provided:

1. At the top and bottom of ramps,

2. Where ramps changes direction,

3. Where doors open onto ramps the minimum landing size shall be 1.5m by 900mm.

4.3.15 Stairways

4.3.15.1 Width

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

4.3.15.2 Treads and risers

--- The maximum riser height shall be 200mm and the minimum tread depth shall be 250mm. Rise and treadshould respect the formula 600mm < 2xRise + Tread < 640mm.

--- The riser height shall be measured vertically between leading edges of the adjacent treads. The tread depthshall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at aright 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. Thegreatest tread depth within any flight of stairs shall not exceed the smallest by more than 10mm.

--- The treads finishing should not be slippery.

1m minimum

Maximum slope 10%

1m minimum

1m minimum

1m minimum

1m minimum

1m minimum

1m minimum

1m minimum

1m minimum

1m minimum

1m minimum

Bottom landing



Top landing

Up

Up

Up

Up

Up

Top landing

Top landing

Bottom landing

Bottom landing

Bottom landing

1m minimum

Fig 30 - Ramps and landings





Fig 31 - Steps (Treads, risers and nosing)

tread depth 250mm min

riser height 200mm max

100mm max

250mm min

200mm maximum

30° max

R 10mm maximum

30° max

R 10mm max

Min 20mm / Max 32mm

Nosing

Open risers

Sloped risers





Fig 32 - Stair handrails

1m (+/- 10mm)

Handrail

1m minimum

900mm minimum

40mm minimum

32mm min/ 65mm max

900mm minimum

32mm min / 65mm max

40mm minimum 40mm minimum

Two handrails

One handrail

R mini = 5mm

2m min

F

Section F





4.3.15.2.1 Profile

--- The radius of curvature at the leading edge of the tread shall be no greater than 10mm.

See Figure 31 - 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 doesnot permit the passage of a 100mm sphere.

4.3.15.3 Headroom

The minimum headroom in all parts of the stairway shall not be less than 2.00m measured vertically from thesloped plane adjoining the tread nosing or from the floor surface of the landing or platform.

See Figures 29 and 32.

4.3.15.4 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.

4.3.15.5 Spiral stairs

--- Spiral stairways are permitted, provided the minimum width shall be 700mm with each tread having a200mm minimum tread depth at 350mm from the narrow edge. All treads shall be identical, and the rise shall be nomore than 240mm. Minimum headroom of 2.00m shall be provided.

--- Spiral stairs are not to be considered as fire escapes.

4.3.15.6 Circular stairways

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

4.3.15.7 Wooden stair protection

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

4.3.15.8 Stair illumination

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

4.3.16 Handrails

4.3.16.1 Handrails

Handrails having minimum heights of 1.00m measured vertically from the nosing of the treads shall be provided onat 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 awall shall have a space of not less than 40mm between the wall and the handrail.

See Figures 32 - Stair handrails and 33 - Guards.

Fig 33 - Guards

height more than 750mm

1m minimum

1m (+/- 10mm)

Stair without string

1m (+/- 10mm)

Stair with string

String

Not acceptable

Not acceptable

Ø100mm min

Ø100mm min

Ø100mm min

Ø100mm min





4.3.16.2 Handrail grip size

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

4.3.17 Guards

4.3.17.1 Guards required

Porches, balconies or raised floor surfaces located more than 750mm above the floor or grade below shall haveguards 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 33 – Guards.

4.3.17.2 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 shallnot be constructed with horizontal rails or other ornamental pattern that results in a ladder effect.

4.3.18 Smoke detectors

--- No requirement for smoke detector except:

a) In all wooden house where smoke detector shall be installed in each bedroom, outside each separatesleeping area in the immediate vicinity of the bedrooms and on each additional storey of the dwelling, includingbasement.

b) In all two-storied (multi-storied) buildings with only one internal stairway.

--- Detectors are not required in crawl space and uninhabitable attics.

4.3.19 Foam plastic

4.3.19.1 General

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

4.3.19.2 Foam characteristics

4.3.19.2.1 Internal characteristics

The minimum density shall be more than 3 kN/m3.

4.3.19.2.2 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.





4.3.19.3 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 fromoutside to inside)

2- Fire (both sides)

3- Rodent (rats, mice, etc.)

4- Termites

4.3.19.3.1 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.

4.3.19.3.2 Fire barrier

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

a) From outside

- Metallic cladding (corrosion resistant sheet of 0.50 mm minimum)

- or 25mm minimum thickness of masonry or concrete

- or 20mm minimum of structural wood

- or 25mm minimum particleboard.

b) From inside

- Metallic cladding

- or 25mm minimum thickness of masonry or concrete

- or 20mm minimum of structural wood

- or 25mm minimum 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).

4.3.19.3.3 Rodent damage (rats, mice, etc.)

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

4.3.19.3.4 Termite damage

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

4.3.19.4 Specific requirements

4.3.19.4.1 Foam-filled doors

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





4.3.19.4.2 Interior trim

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

1. The minimum density is 3.50kN/m3.

2. The maximum thickness of the trim is 13mm and the maximum width is 100mm.

3. The trim constitutes no more than 10 percent of the area of any wall or ceiling.

4. The flame-spread rating does not exceed 75 when tested per ASTM E 84.

--- The smoke-developed rating is not limited.

4.3.20 Flame spread and smoke density

4.3.20.1 Wall and ceiling

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

4.3.20.2 Smoke developed index

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

4.3.20.3 Testing

Tests shall be made in accordance with ASTM E 84.

4.3.21 Insulation

4.3.21.1 Insulation

Insulation materials, including facings, such as vapour barriers or breather papers installed within floor-ceilingassemblies, 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.

4.3.21.2 Loose-fill insulation

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

4.3.21.3 Cellulose loose-fill insulation

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

4.3.21.4 Exposed attic insulation

All exposed insulation materials installed on attic floors shall have a critical radiant flux not less than 1200 watt/m2.

4.3.21.5 Testing

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





4.3.22 Dwelling unit separation

4.3.22.1 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, andwall assemblies shall extend to the underside of the roof sheathing.

4.3.22.1.1 Supporting construction

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

4.3.22.2 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 171 Electrical code.

--- Penetrations of electrical outlet boxes shall be in accordance with this code.

4.3.22.2.1 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.

4.3.22.2.2 Parapets

--- Where parapets are to be provided for townhouses as an extension of the common wall in accordance withthe following:

--- Where roof surfaces adjacent to the wall are at the same elevation, the parapet shall extend not less than 600mm 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.

4.3.22.2.3 Structural independence

Each individual townhouse shall be structurally independent.

4.3.22.3 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.





4.3.22.4 Sound transmission

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

4.3.22.4.1 Airborne sound

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

4.3.22.4.2 Structural-borne sound

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

4.3.22.5 Rated penetrations

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

4.3.22.5.1 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 150mmnominal diameter and the opening is a maximum of 90 000mm2, concrete, grout or mortar shall be permitted whereinstalled 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 locationof the penetration for the time period equivalent to the fire resistance rating of the construction.

a) Fire resistance rated assembly

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

b) 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.

4.3.22.5.2 Membrane penetrations

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

4.3.22.6 Non-rated penetrations

Penetrations of horizontal assemblies without a required fire resistance rating shall comply with this section.4.3.22.6.1 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.

4.3.22.6.2 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.





4.3.23 Moisture vapour barriers

4.3.23.1 Moisture control

In all framed walls, floors and roof/ceilings comprising elements of the building thermal envelope, an approvedvapour barrier 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.

4.3.24 Protection against decay

4.3.24.1 Location required

--- In areas subject to decay damage the following locations shall require the use of an approved species andgrade of lumber, pressure preservatively treated, or decay-resistant.

See Table 6 - 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, separatedfrom such slab by an impervious moisture barrier.

--- The ends of wood girders entering exterior masonry or concrete walls having clearances of less than 15mmon tops, sides and ends.

--- Wood siding, sheathing and wall framing on the exterior of a building have a clearance of less than 150mmfrom 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 wallsor concrete walls below grade except where an approved vapour barrier is applied between the wall and the furringstrips or framing members.





Table 6 - Timber names for use in Trinidad & Tobago (part 1)

Furniture FlooringExternal

joinery

Internal

joineryStructure

Roofing

shingleDecay Term ites

Local woods

Angelia 0.80 X

Balata 1.05 X X X beefwood

Bamboo scaffolding

Bois gris 0.95 X X resist to "Capricorn"

Boya mulatre or bois mulatre 0.80 fineleaf

Cajuca 0.48

Caribbean pine 0.80

Cedar 0.50 X X

Crabwood or Crappo 0.70 X X X X

Determa 0.62 - X X X Laurier

Fiddlewood (black) 0.80

Fiddlewood (white) 0.72

Galba or Santa Maria 0.64

Gommier 0.56

Guatecare 1.04

Gumbo limbo see Gommier

Hog plum 0.48

Lay lay

Mahoe 0.56

Mahoe or sterculia 0.60 X X maho cochon

Mahogany

Mangrue (ye llow) or Manni 0 .70 X X X X X X

Milkwood 0.56

Mora or Muru 0.96 X X

Nargus ta or white oli ver 0.80 X X X X

Ol ivier mangue or Po irier 0.80

Pink poui or apam ate 0.56

Podocarp or W ild pine 0.56

Poui (black) 1.12

Purple heart 0.88

Redwood X

Resclu or Water wood X

Saman 0.56

Sandbox 0.45 X must be treated

Sardine 0.80

Silk cotton tree 0.38 packaging

Simarouba 0.45 X X acajou blanc

Snakewood or Galia 1.15 art craft

Tabebuia white or Calabash X

Tapana 0.80

Tapanare or Suradam 0.70 X X X

Teak 0.65 X X X X X

Tonka 1.08 X X X art craft

Recommended use

Comments

Resistant to

T n T local name

Normal

density

at 12%





Table 6 - Timber names for use in Trinidad & Tobago (part 2)

Furniture FlooringExternal

joinery

Internal

joineryStructure

Roofing

shingleDecay Termites

Imported woods

Tropical

An gelique 0.80 X X X X X X basralocust

Babeon 0.47 X

Bagasse 0.82 X X X X X X

Cajuca 0.48

Eastern red cedar X

Gommier X

Green heart 1.04 X X

Gronfoeloe 0.70 X X x

Kopie 0.82 X X X X bois caca

Locust or Courbarli 0.85 X X X X locust

Manbarklak 1.02 X X

Pakuri 0.83 X X X X

Wacapou 0.90 X X X brown heart

Wallaba 0.85 X X

Wamara 1.20 X iron wood

0.58 X X X X

0.50 X bois lait or bois vache

0.85 X X

Non tropical

Douglas fir 0.61 X X X X from W Canada & USA

Pitchpine 0.52 X X

References

TTS 16 40 000:1978 1978

USDA web site 2000

Magazine 2000

Les bois de Guyane 1990

Construire en bois de Guyane 1990Prinicipaux bois indigènes et

exotiques 1975

Resistant to

Comments

Normal

density

at 12%

Recommended use

T n T local name





4.3.24.1.1 Ground contact

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

4.3.24.1.2 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 structuralsupports of buildings, balconies, porches, or similar permanent building appurtenances when such members areexposed to the weather without adequate protection from a roof, eaves, overhang or other covering which wouldprevent 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.

4.3.24.1.3 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 be approved pressure preservatively treatedwood suitable for ground contact use.

4.3.24.1.4 Wood columns

--- Wood columns shall be approved timber of natural decay resistance or approved pressure preservativelytreated wood.

--- Posts or columns must be supported by piers or metal pedestals projecting 50mm minimum above the floor or finish grade and are separated there from by an approved impervious moisture barrier.

4.3.24.2 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.

4.3.24.2.1 Required information

The required quality mark on each piece of pressure preservatively treated lumber or plywood shall contain thefollowing 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.

4.3.24.3 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 byend labelling not less than 25 percent of the pieces of a bundled unit.





4.3.24.4 Fasteners

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

4.3.25 Protection against termites

4.3.25.1 Subterranean termite control

In areas susceptible to termite damage, methods of protection shall be by chemical soil treatment; pressurepreservatively treated wood in accordance with the AWPA standards, naturally termite-resistant wood or physicalbarriers (such as metal or plastic termite shields), or any combination of these methods.

4.3.25.2 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.

4.3.25.3 Pressure preservatively treated and naturally resistant wood

See Table 6 -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 abarrier.

4.3.25.3.1 Field treatment

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

4.3.26 Flood resistant construction

4.3.26.1 General

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

4.3.26.1.1 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 floodelevation.

4.3.26.1.2 Flood resistant construction

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

4.3.26.1.3 Establishing the design flood elevation

The design flood elevation shall be used to define areas prone to flooding, and shall describe, at a minimum, thebase 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 bythe physical planning standards

4.3.26.1.4 Lowest floor

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





4.3.26.1.5 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 designflood elevation for location of such items in wet locations.

--- Ducts and duct installation shall not be installed below the design flood elevation.

4.3.26.1.6 Protection of water supply and sanitary sewage systems

--- New and replacement water supply systems shall be designed to minimise infiltration of flood waters into thesystems in accordance with the plumbing provisions of this code.

--- New and replacement sanitary sewage systems shall be designed to minimise infiltration of floodwaters intosystems and discharges from systems into floodwaters.

4.3.26.1.7 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 6 - Timber names for use in Trinidad & Tobago

4.3.26.1.8 As-built elevation certifications

A licensed land surveyor or registered design professional shall certify that the building or structure is in compliancewith the elevation required.

4.3.26.2 Flood hazard areas

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

4.3.26.2.1 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 least600mm 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.

4.3.26.2.2 Enclosed area below design flood elevation

Enclosed areas, including crawl spaces, that are below the design flood elevation shall:

a) Be used solely for parking of vehicles, building access, or storage, and

b) Be provided with flood openings, which shall meet the following criteria:

- There shall be a minimum of two openings on different sides of each enclosed area; if a building has morethan one enclosed area below the design flood elevation, each area shall have openings on exterior walls.

- The total net area of all openings shall be at least 1/150 of enclosed area.

- The bottom of each opening shall be 300mm or less above the adjacent ground level.

- Openings shall be at least 75mm in diameter.

- Any louvers, screens or other opening covers shall allow the automatic flow of floodwaters into and out of theenclosed area.

- 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.





4.3.27 Coastal high hazard areas

--- Areas, which have been determined to be subject to wave heights in excess of 900mm or subject to highvelocity 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 inaccordance with this Sections.

4.3.27.1 Elevation requirements

1. All buildings and structures erected within coastal high hazard areas shall be elevated so that the lowestportion of all structural members supporting the lowest floor, with the exception of mat or raft foundations, piling, pilecaps, 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.

4.3.27.2 Foundations

--- All buildings and structures erected in coastal high hazard areas shall be supported on pilings or columnsand shall be adequately anchored to such pilings or columns. Piling shall have adequate soil penetrations to resistthe combined wave and wind loads (lateral and uplift). Water loading values used shall be those associated withthe design flood. Wind loading values shall be those required by this code. Pile embedment shall includeconsideration 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 thatindicate that soil material under the mat, raft, or other foundation is subject to scour or erosion from wave-velocityflow conditions.

4.3.27.3 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:

a) Are constructed with insect screening or open lattice, or

b) Designed to break away or collapse without causing collapse, displacement or other structural damage tothe elevated portion of the building or supporting foundation system.

c) Such walls, framing, and connections shall have a design safe loading resistance of not less than 0.50kN/m

2and no more than 1.00 kN/m

2; or

d) Where wind loading values of this code exceed 1.00 kN/m2, a registered design professional shall certify

the following:

i. Collapse of walls and partitions below the design flood elevation shall result from a water load less than thatwhich would occur during the design flood, and

ii. 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 thedesign flood. Wind loading values used shall be those required by this code.

4.3.27.4 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.





4.4 Basic materials

4.4.1 Reinforced Concrete

4.4.1.1 Materials

Concrete shall be manufactured from ordinary Portland or approved cement, sand, gravel and water.

4.4.1.1.1 The cement shall be fresh and contained in unopened bags, which have been well protected frommoisture and stored above the ground.

4.4.1.1.2 The sand shall be clean (i.e. free of clayey lumps, organic materials and broken shells), natural sharpsand, preferably taken from an inland source. Beach sand shall not be used.

4.4.1.1.3 The coarse aggregate shall be of crushed stone or gravel with a size between 10 and 25mm. Theaggregate shall be free of dust coating. In areas where only broken stone is available, care shall be taken to usestone as near to 20 mm as practicable.

4.4.1.1.4 Only clean fresh water of a potable standard shall be used for the mixing of concrete.

4.4.1.2 Mixing

4.4.1.2.1 A concrete mix producing concrete with minimum compressive cube strength of 21 N/mm2

at 28 daysor 16.8 N/mm

2at 7 days shall be used. The approximate proportions normally required to produce such a mix are

42 kg (1 bag) of cement, 0.056 m3

(1 wheelbarrow) of sand, and 0.084 m3

(1½ wheelbarrow) of aggregates andapproximately 18 l of water.

Note: any moisture affects the maximum amount of water required, which may be present in the aggregate. The quality istherefore reduced when the aggregate is wet.

4.4.1.2.2 The cement shall be added by the bag. The fine and coarse aggregates shall be measured in cubicmetre (m

3) and the water shall be measured in litre (l).

4.4.1.2.3 For coastal environment conditions the mix shall be upgraded to 42 kg (1 bag) of cement, 0.056 m3

(1wheelbarrow) of sand, 0.056 m

3(1 wheelbarrow) of aggregate and approximately 15 l of water.

4.4.1.2.4 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.





Number of

bag of

Number of

wheelbarrow

of

N

wh

Sand Gravel

Grade "E" 150 4 335 665 nscr nscr 1 - 3 - 6 1 1.5

Grade "D" 250 6 400 600 nscr nscr 1 - 2 - 4 1 1

Grade "C" 300 7 335 665 23,000 15,000 1 - 2 - 3 1 1

Grade "B" 350 8 335 665 27,000 18,000 1 - 2 - 2 1 1

Grade "A" 400 10 335 665 30,000 20,000 2 - 3 - 4 2 1.5

Note :Volume of wheelbarrow 57 litres equivalent 2 in the type of concrete

Type of

concrete

Cement Sandcontrolled

concrete

concrete

without any

control

litrelitrekg

kN/m2

Trinidad and Tobago

Cement

Proportion for one cubic metre (1m3)

Metric system

Compression at 28 days

42 kg bag

Table 7 - Concrete composition





4.4.1.3 Form work

4.4.1.3.1 The form work into which the concrete is to be placed shall be strongly constructed of straight timber or any adequate materials so braced that no movement or deformation is caused by the wet concrete under normalconstruction loads

4.4.1.3.2 The form work shall have close fitting joints so that no fine aggregate, cement or water is lost throughleakage.

4.4.1.4 Reinforcement

4.4.1.4.1 The minimum requirement for reinforcement steel shall be bars of grade 250 i.e. plain mild steel barsof 250 N/mm

2(minimum yield) stress. This section is based on grade 250 bars; however, higher grades of plain or

deformed bars may be used.

4.4.1.4.2 Bar bending

The minimum pin diameter size for steel bar bending in accordance with TTS 583:2000 must be as shown in

Table 8.

Table 8 - Recommended minimum size bending

Steel gradeBar size " d " In mm

250 420

6 to 16mm 2.5d (15 to 40mm) 4d (20 to 64mm)

20 & 25mm Not applicable 5d (100 or 125mm)

32 & 40mm Not applicable 7d (225 or 300mm)

4.4.1.4.3 Bar welding

Welding is not allowed.

4.4.1.4.4 Reinforcement steel, which shall be free of loose mill scale (rust), shall be properly tied together bymild steel tying wire. The whole assembly shall be positioned within the form work with appropriately sized concretespacers so that the correct concrete cover to the steel is maintained.

4.4.1.4.5 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. Thepractice of vibrating the concrete shall therefore be used with caution.

4.4.1.4.6 The recommended concrete covers for normal conditions and coastal environmental conditions aregiven in Table 9.





Table 9 — Recommended concrete cover

Type Concrete cover in mm

Normalconditions

Coastalenvironmental

conditions

Slabs 25 35

Beams 30 40

Columns 30 40

Surfaces In contactwith earth

75 95

Note:

The recommended concrete cover for coastal environmental conditions is basedon an increase of 25 % for normal conditions.

4.4.1.5 Placing Concrete

4.4.1.5.1 Form work shall be thoroughly cleaned to remove sawdust, bits of wood, wire and other debris beforeplacing concrete in it.

4.4.1.5.2 Transporting the concrete over long distances (unless special equipment is used) shall be avoided toprevent segregation of its components.

4.4.1.5.3 All runways and routes between the mixer and the area where the concrete is to be used should beset up beforehand and kept clear, so that the placing of concrete can proceed smoothly without interruptions.

4.4.1.5.4 The poured concrete shall be compacted in the form work by vibration or rodding, so that denseconcrete is obtained. Where necessary, chutes shall be used to place concrete in tight areas such as column forms.

4.4.1.5.5 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.

4.4.1.6 Curing

4.4.1.6.1 The optimum concrete strength shall be obtained by proper curing. To achieve this, the curingconcrete shall be kept moist by wetting with water for four (4) days after it is poured.

4.4.1.6.2 Proprietary curing compounds may be used in accordance with the manufacturer’s instructions.

4.4.1.7 Stripping of form work

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





4.4.2 Timber

4.4.2.1 Type of wood

Walls, floors and roofs can be constructed of approved structural timber.

See Table 6.

4.4.2.2 Preservatively treated lumber

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

4.4.2.3 Moisture

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

4.4.3 Metal

4.4.3.1 Structural steel

Material conforming to one following standard specifications (latest date of issue) is approved for use under thiscode:

- Structural steel, ASTM A36 is the all purpose carbon steel used in building construction.

- Welded and seamless steel pipe, ASTM A53, grade B.

4.4.3.2 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 depthand weight.

- HP bearing pile shapes 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.

4.4.3.3 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.





4.5 Alternate materials and types of construction

4.5.1 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 Annex A – Administration and Enforcement.

4.5.2 Standards

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





Fig 34 - Foundation-types

grade

minimum150mm blockwork

150mm blockwork

r.c. tie beam

600mm min

300mm minimum

100mm slab minimum

well compacted gravel or marl in 100mm layers

0.15mm polythene damp proof course

50mm sand blinding

450

Local thickening 100 x 100mm min

Fig 35 - Details of ground floor slab on grade

Pad footing

Strip footing

On pile

300mm min

450

Suspended slab

300mm min

600mm

Slab on grade 100mm min

1000mm min

Slab on grade 100mm min.

450

300

Raft

300mm min

600mm

125mm min

Crawl space 300mm min300mm min

125mm min

Crawl space 300mm min

Slab on grade

Suspended slab





5 Foundations

5.1 General

5.1.1 Load bearing walls and columns

5.1.1.1

--- 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

d) Raft

--- The above reinforced concrete footings are shown in Figure 34 - Foundations types.

--- The two last solutions shall be engineered design.

5.1.1.2 Interior walls shall be supported by thickening the slab under the wall and suitably reinforcing it. Thefoundation should be located on a layer of soil or rock with good bearing characteristics. Such soils include densesands, marl, other granular materials and stiff clays.

5.1.1.3 The foundation shall be cast not less than 600 mm below ground, its thickness not less than 225 mm andits width not less than 450 mm or a minimum of three times the width of the wall immediately supported by it (seeFigures 36 - Arrangement of strip footing).

5.1.1.4 When separate reinforced concrete columns or concrete block columns are used they shall be supportedpreferably by square footings not less than 600 mm per side, 225 mm thick and 1000mm depth (see Figure 37 -Typical spread footing detail).

5.1.1.5 When the ground is subject to drying (cracks or fissures) the minimum depth above should be increasedunder the advice of a professional engineer.

--- To avoid this increase in depth, the foundation should be protected by surface paving.





5.1.2 Reinforcement

5.1.2.1 For strip footings, the minimum reinforcement shall consist of a minimum of three 10 mm diameter barsplaced longitudinally and 10 mm diameter bars placed transversely no more than 600 mm between their centres

(see Figure 36).

5.1.2.2 For column footings, the minimum reinforcement shall be 12 mm diameter bars at 150 mm betweencentres in both directions forming a mesh (see Figure 37).

5.1.2.3 Bars may be suitably cranked bent or lapped at the ends. Lapped or cranked lengths shall be a minimumof 40 times the diameter of the bars being joined. Table 10 gives the minimum lap lengths for steel reinforcement.

Table 10 — Minimum lap lengths for steel reinforcement

Bar diameter

mm

Minimum lap length

mm

6 300

8 350

10 400

12 600

16 750

Mesh 150 or one square, whichever is greater





Fig 36 - Arrangement for strip footing 150mm and 200mm vertical core blocks

Fig 37 - Typical pad footing details

225

600mm minimum

75 75mm minimum

75

600mm minimum

12mm rods 150mm crs.

r.c. column

75

30

300 mm

1000 min

450mm minimum

225

600mm mini

150mm blockworkminimum

r.c. tie beam

150mm blockwork

125mm slab minimum

grade

225

125mm slab minimum

150mm blockwork

600mm min

if 200mm blockwork

3 times 200mm

75

75

75

1000

300 mm min crawl space

75

grade

Crawl space





Shea

rpanel

Suspendedgroundflo

orslab

R.C./

Masonry

n o t a c c e p t a b l e

withcrawlspace

R.C./Masonry

Suspendedfirs

tfloorslab

withcrawlspa

ce

Suspendedgrou

ndfloorslab

Masonry

Mason

ry

Suspendedfirs

tfloorslab

Ground

floorslabsuspended

Mason

ry

Groundfloorslabsuspend

ed

orongrade

orongrade

F

lats

ite

Slopi n

gsite

Fig 38 - 1 and 2 level house type





152 203

102102

290

190

190

390

390

190

190

390

152190

190

390

390

190

152

152

or

or

390

190

102

Filledw

ithconcrete

152

Load

bearingblocks

Non

loadbearingbloc k

s

Clayblocks

Clayblocks

Con

creteblocks

Con

creteblocks

Fig 39 - Load & non load bearing clay or concrete blocks





150mm blockwork

Crawl space 300 mm minimum

150mm blockwork

Minimum slab thickness see table B4

Ring beam 200mm minimum

Ring beam 200mm minimum

Maximum span see table B4

See details figures B14 and/or B 15-1

First floor

Ground level

Fig 40 - 2 level house - Typical cross section masonry blocks





6 Vertical structures

6.1 Concrete and masonry

6.1.1 Masonry block walls

6.1.1.1 General

This section outlines the requirements for structural masonry construction using shear panels for single and twostorey structures as configured in Figure 38 - 1or 2 level house type.

6.1.1.2 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 4.4.1.5 shall be adhered to.

6.1.1.3 Hollow masonry blocks

6.1.1.3.1 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. SeeTTS 587:2003 and TTS 588:2003.

--- Grade 3 clay blocks cannot be considered as structural.

6.1.1.3.2 Load bearing concrete masonry block units shall conform to the latest edition of TTS 16 35 508Specification for Load Bearing Concrete Blocks.

6.1.1.3.3 Non-load bearing interior walls or partitions may be constructed using blocks with a thickness of 100mm or less. Concrete masonry block units for such application shall conform to the latest edition of TTS 16 35 509Specification for Non-load Bearing Concrete Blocks.

6.1.1.3.4 Figure 39 shows the various types of load bearing and non-load bearing masonry blocks.

6.1.1.4 Shear panels

6.1.1.4.1 A shear panel (see Figures 17 and 18 - Shear panel) is a portion or section of a 150mm exterior wallthat performs the function of resisting lateral earthquake or wind forces.

6.1.1.4.2 Where masonry is used there shall be a shear wall on each exterior wall of every house.

6.1.1.4.3 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 17 & 18).

--- Figures 41 & 42 shows the various configurations and applications of a shear panel, vertical stiffeners andopenings:





Fig 41 - Typical external wall arrangement - vertical core blocks

horizo

ntalreinforcemen

t

every

threerows

Forven

tilationblocks

Alternativeforventila

tionintegra

tedtotheopening

Shearpanel

Max180

0mm

Max1800mm

M

in400mm





Fig 42 - Typical external wall arrangement - horizontal core blocks

horizon

talre

inforcement

everythreerow

s

Forventilationblocks

Alternativef o

rventilationintegratedto

theopening

Shearpane

l

Max1800mm

Max1800mm

Min

400mm

Stiffen

erever y

1800mm

Sh

earpanelof1800mm

Sh

earpanelof1800mm





6.1.1.5 Block laying

6.1.1.5.1 Blocks shall be laid in half bond courses which have been aligned using lines and levels (see Figures41 & 42).

6.1.1.5.2 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.

6.1.1.5.3 Horizontal and vertical mortar joints shall be a minimum thickness of 12 mm and shall be properlyfilled with mortar.

6.1.1.6 Mortar

6.1.1.6.1 Mortar shall be made using, by volume, 1 part of ordinary Portland cement and a maximum of 4 partsof clean sifted plastering sand.

6.1.1.6.2 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.

6.1.1.6.3 Mortar shall be mixed in appropriate amounts so it is completely used within 2 hours.


6.1.1.7.1 Shear panel

See Figures 17 and 18 with vertical and horizontal core blocks.

a) Vertical reinforcement

i. With vertical core blocks

Shear panels shall be vertically reinforced using 12 mm diameter bars placed a distance of 400 mm betweencentres in solid grouted cells. A 1.8 m shear panel would then have five 12 mm diameter bars vertically placed. See

Figure 17.

ii. With horizontal core blocks

Shear panels shall be vertically reinforced using a frame of 2 vertical columns 250mm x 150 mm minimum with 4 x12 mm diameter bars placed vertically and 6mm diameter bar stirrup each 150 mm in solid concrete. See Figure18.

b) Vertical reinforcement bars shall be adequately lapped and secured to hook dowels anchored both in thefoundation and the ring beam.

c) Horizontal reinforcement shall be provided using masonry mesh 50 mm × 50 mm × 3 mm (2 in × 2 in × 10G) or an equivalent every two rows. (See Figures 46 & 47).





2 dia. 12mm bar

2 dia. 12mm bar

2 dia. 12mm bar

2 dia. 10mm bar

2 dia. 12mm bar

2 dia. 12mm bar

Window Door

Ground level

Max 1800mm

Fig 43 - Openings and lintels





Fig 44 - Typical wall corner & intersection - vertical core blocks

Part plan

Part elevation

Vertical reinforcement

In situ concrete

In situ concrete


Part plan

Part elevation





Fig 45 - Typical wall corner & intersection - horizontal core blocks

Part plan

Part elevation


In situ concrete

In situ concrete


Part plan

Part elevation

200mm

min

200 mm min

200mm

min

250 mm min





Fig 46 - Typical wall reinforcement and phasing construction

Horizontal core blocks

Foundation

dia12mm

Phase

0

Phase1B

locklayingandhorizontalreinfor cem

ent

1

2

Horizontalreinfo

rcement

every

threerows

Acceptableho

rizontalre

inforcem

ent

1800

zont a

lreinforcement

rythreerows

1800

Verticalstiffener

locations

Pha

se2Verticalreinforce

mentandformwork

Phase3

Concreting

Formwork

1dia.12

mm

vertical

1dia.10mm

hor iz

ontal

3





dia12mm

x100

0mm

Foundation

dia

12mm

Concrete

Phase0

Concrete

Phase1

Phase2

LastPhase

Phase"n"

12

14

13

1

2

1

2

3

4

1

2

3

4

5

68

7

40mm

2

1

4

35

6

ConcreteP

hase3

Horizontalr e

inforce

ment

everytwocourse

Acceptablehorizon

talre

inforcement

Fig 47 - Typical wall reinforcement and phasing construction

Vertical core blocks





6.1.1.8 Openings

6.1.1.8.1 All openings of 600 mm or greater in any direction shall be reinforced both horizontally and verticallywith a minimum of two 10 mm diameter bars. All bars shall extend a distance not less than 600 mm beyond eachcorner of the opening or otherwise anchored by a 300 mm bend inside the concrete frame (see Figure 43 -Openings and lintels).

6.1.1.8.2 Lintels with a span of 600 mm or less shall be horizontally reinforced with two 10 mm diameter bars.

6.1.1.8.3 Lintels with a span ranging from 1.2 m to 1.8 m shall be horizontally and vertically reinforced with two12 mm bars.

6.1.1.8.4 For large openings refer to Clause - Lintels.

6.1.1.9 Load bearing walls (external and internal)

6.1.1.9.1 Masonry walls other than those described above shall be reinforced as follows:

a) Three 10 mm diameter bars placed vertically at corners (see Figures 44 & 45).

b) Four 10 mm diameter bars placed vertically at intersections (see Figures 44 & 45).

c) Two 10 mm diameter bars placed vertically at jambs of doors and windows (see Figure 43).

d) For vertical wall reinforcement (stiffener) 12 mm diameter bars shall be used spaced 1.8m apart (see Figures46 & 47).

e) Horizontal reinforcement every three rows (see Figures 46 & 47).

6.1.1.10 Non-load bearing walls (internal walls)

The recommended minimum reinforcement for non load bearing walls with concrete block construction (refer toFigures 48 & 49) 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.

6.1.1.11 Concrete in fill

6.1.1.11.1 Vertical core blocks

a) Load bearing walls shall be filled with 1:2:4 nominal mix (refer to Table 7) into the block cores. The concreteshall be properly compacted, with concrete being added after every two courses of block erection (see Figure 47).

b) Non-load bearing walls shall be filled with grout or fine aggregate concrete as the work proceeds (seeFigure 47).





c) Pouring of concrete into vertical block cores shall be stopped 40 mm below the top of the block in order toform a key at joints (see Figure 47).

d) The wall reinforcement shall be securely anchored in the wall footing and the ring beam. Horizontalreinforcement shall be embedded in mortar and shall be continuous through intersections and corners (seeFigure 47).

Ring beam

Stifener each 2.50m maximum

Frame Frame

External wall

150mm minimum

2.50m maximum 2.50m maximum

Fig 48 - Internal wall arrangement and reinforcement - Vertical core





Ring beam

Stifener each 2.50m maximum

Frame Frame

External wall150mm minimum

2.50m maximum 2.50m maximum

Fig 49 - Internal wall arrangement and reinforcement - Horizontal core

100mm

150mm

100mm

Ring beam - corner reinforcement

4 dia. 12mm bars

300mm

2 x 3 dia 12mm/1m angles

Dia 6mm stirrup details

2 x 2 dia 12mm/1m angles

100mm

Ring beam - junction reinforcement

Concrete beam 150mm min x 200mm min

Concrete grade "B" or "C" min

150mm min

200mm

mi n

Fig 50 - Ring beam reinforcement





6.1.1.11.2 Horizontal core blocks

a) Vertical stiffeners and columns integrated in the wall shall be filled with 1:2:4 nominal mix (refer to table B1) into the form work. The concrete shall be properly poured and compacted after total block erection in order toinsure a good wall interlocking (see Figure 46).

b) The wall reinforcement shall be securely anchored in the wall footing and the ring beam. Horizontalreinforcement shall be embedded in mortar and shall be continuous through intersections and corners (seeFigure 46).

6.1.1.12 Ring beams

6.1.1.12.1 All walls shall be finished at the top by a reinforced concrete ring beam not less than 200 mm indepth.

6.1.1.12.2 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 (seeFigure 50).

6.1.1.12.3 The corners of ring beams shall be reinforced as shown in Figure 50.

6.1.1.13 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:

i. The minimum column reinforcement shall be four 12 mm diameter bars with 6 mm diameter stirrups placed150 mm between centres.

ii. Isolated columns may be formed by 200 x 200 x 200mm concrete blocks filled and reinforced as requiredabove.

d) Round columns:

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





6.1.1.14 Lintels

6.1.1.14.1 Reinforced concrete lintels shall span all door and window openings and shall extend beyond the jambs by not less than 150 mm.

6.1.1.14.2 The lintel shall be 200 mm deep for openings not greater than 2.5 m in width and 300mm deep for greater span between 2.5m and 4m.

6.1.1.14.3 The reinforcement of the lintel shall be four 12 mm diameter bars and 6 mm diameter stirrups placed200 mm between centres. Reinforcement bars shall be placed in lintels ditto as shown in Figure 50 for ring beam.

6.1.1.15 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 thewalls are plastered and then filled with concrete. No chasing of structural members shall be permitted.

6.1.1.16 Services

6.1.1.16.1 Services shall not be carried through shear panels.

6.1.1.16.2 Where services through a structural member other than a shear panel are unavoidable, a sleeve,preferably metallic, shall be provided during the casting operation. The maximum external diameter of the sleeveshall be 25 mm. The minimum spacing between sleeves shall be 150 mm.





See details figures B14 and/or B 15-1

Crawl space 300 mm minimum

150mm blockwork see shear panel

Minimum slab thickness see table B4

Ground level

First floor

Section on shear panel

Beam see table B7

Section on beam only

Fig 51 - 2 level house Typical cross section columns, beams and shear panel





6.1.2 Columns, beams and shear panel structure

6.1.2.1 General

This section outlines the requirements for structural columns and beams construction using shear panels for single

and two storey structures as configured in Figures 12 and 13 for 1or 2 level house type.

6.1.2.2 Shear panels

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

6.1.2.3 Columns

Columns construction shall be as follows:

6.1.2.3.1 Sizes

Minimum dimensions shall be 250 mm × 250 mm.

6.1.2.3.2 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.

6.1.2.3.3 Reinforcement

a) Square columns

The minimum column reinforcement shall be four 12mm diameter bars with 6mm diameter stirrups placed 150 mmbetween 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.

6.1.2.3.4 Concrete

--- Columns shall be filled with 1:1:1 nominal mix (refer to Table 7).

--- The concrete shall be properly compacted and poured at one time with no joints present for any height of column.

6.1.2.4 Beams

Where beams are used, construction shall be as follows:

6.1.2.4.1 Dimensions- Maximum span 5000mm

- Minimum section

- See Tables 11, 12, 13, 14

- Total height not less than 1/12 span with 300mm minimum. (see Tables 11, 12, 13, 14)





Table 11 - Typical reinforcement for concrete beams - 2 ways slab and MS steel grade250

Live Load

Width Total height 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) mini maxi

Domestic floor 3.00 250 300 100 12 2 16 2 594 12 2 12 1 330 5 2 50 210 23

2.00 kN/m2 4.00 250 400 125 12 2 16 4 944 12 2 16 2 524 5 4 50 250 27

5.00 350 450 150 12 2 16 7 1,608 12 2 16 4 894 5 4 50 250 33

Office floor 3.00 200 350 100 12 2 16 2 518 12 2 12 1 288 5 2 50 250 20

2.50 kN/m2 4.00 350 400 125 12 2 16 4 1,016 12 2 16 2 565 5 4 50 250 27

5.00 400 500 150 12 2 16 7 1,540 12 2 16 4 856 5 4 50 250 33

Small industrial floor and storage

5 kN/m2 2.50 250 300 100 12 2 12 2 465 12 2 10 1 258 5 2 50 220 19

3.50 300 400 125 12 2 16 3 856 12 2 12 3 476 5 4 50 250 23

4.50 400 500 150 12 2 16 6 1,410 12 2 16 3 783 5 4 50 250 30

Horizontal span

Roof 3.00 250 300 100 12 2 12 3 542 12 2 10 1 301 5 2 50 220 22

1kN/m2 4.00 300 400 125 12 2 16 3 876 12 2 12 3 264 5 4 50 250 27

5.00 350 500 150 12 2 16 6 1,326 12 2 16 3 736 5 4 50 250 33

Live Load

Width Total height Dia. 1 Number Dia. Number Total Dia. 1 Number Dia. 2 Number Total Dia.


Domestic floor 3.00 150 350 100 12 2 10 2 384 12 2 214 5 2 50 250 20

2.00 kN/m2 4.00 200 400 125 12 2 12 4 691 12 2 12 2 384 5 2 50 250 27

5.00 250 500 150 12 2 16 4 1,008 12 2 16 2 560 5 2 50 250 33

Office floor 3.00 150 350 100 12 2 10 2 394 12 2 219 5 2 50 250 20

2.50 kN/m2 4.00 200 400 125 12 2 12 5 712 12 2 12 2 395 5 2 50 250 27

5.00 250 500 150 12 2 16 4 1,039 12 2 16 2 577 5 4 50 250 33Small industrial floor and storage

5 kN/m2 2.50 150 300 100 12 2 12 1 342 12 2 190 5 2 50 220 19

3.50 200 400 125 12 2 16 2 593 12 2 12 1 329 5 2 50 250 23

4.50 250 500 150 12 2 16 4 923 12 2 12 3 513 5 2 50 250 30

Horizontal span

Roof 3.00 150 300 100 12 2 12 2 429 12 2 10 1 238 5 2 50 220 22

1kN/m2 4.00 200 400 125 12 2 12 4 650 12 2 10 2 239 5 2 50 250 27

5.00 250 500 150 12 2 16 4 944 12 2 12 3 524 5 2 50 250 33

Live Load



Domestic floor 3.00 250 300 100 12 2 12 2 393 12 2 10 2 328 5 2 50 220 22

2.00 kN/m2 4.00 250 400 125 12 2 16 2 629 12 2 12 3 524 5 4 50 250 27

5.00 350 450 150 12 2 16 4 1,072 12 2 16 3 894 5 4 50 250 33

Office floor 3.00 200 350 100 12 2 12 1 343 12 2 10 1 286 5 2 50 250 20

2.50 kN/m2 4.00 350 400 125 12 2 16 3 677 12 2 12 3 565 5 4 50 250 27

5.00 400 500 150 12 2 16 4 1,027 12 2 16 3 856 5 4 50 250 33Small industrial floor and storage

5 kN/m2 2.50 250 300 100 12 2 10 1 309 12 2 10 1 257 5 2 50 220 19

3.50 300 400 125 12 2 12 3 568 12 2 12 2 473 5 4 50 250 23

4.50 400 500 150 12 2 16 4 940 12 2 16 3 783 5 4 50 250 30

Horizontal span

Roof 3.00 250 300 100 12 2 10 2 360 12 2 10 1 300 5 2 50 220 22

1kN/m2 4.00 300 400 125 12 2 12 3 581 12 2 12 3 257 5 4 50 250 27

5.00 350 500 150 12 2 16 4 884 12 2 16 3 736 5 4 50 250 33

Live Load



Domestic floor 3.00 150 350 100 12 2 10 1 256 12 2 214 5 2 50 250 20

2.00 kN/m2 4.00 200 400 125 12 2 12 3 461 12 2 12 2 384 5 2 50 250 27

5.00 250 500 150 12 2 16 3 672 12 2 16 2 560 5 4 50 250 33

Office floor 3.00 150 350 100 12 2 12 1 264 12 2 220 5 2 50 250 20

2.50 kN/m2 4.00 200 400 125 12 2 16 2 477 12 2 12 2 398 5 4 50 250 27

5.00 250 500 150 12 2 16 3 693 12 2 16 2 577 5 4 50 250 33Small industrial floor and storage

5 kN/m2 2.50 150 300 100 12 2 223 12 2 186 5 2 50 220 19

3.50 200 400 125 12 2 10 2 392 12 2 10 2 327 5 2 50 250 23

4.50 250 500 150 12 2 12 4 613 12 2 12 3 511 5 4 50 250 30

Horizontal span

Main reinforcement

Main reinforcement

Main reinforcement

Top steel on bearing




Beam # 2

Beam # 3

Beam # 4

Beam # 1

Slab

thick.

Slab

thick.

Slab

thick.Beam maximum

span (metres)

Beam section

Nb vert.

Bar/stir.

Space (mn) Total

stirrup

Vert. stirrups

Vert. stirrups

Nb vert.

Bar/stir.

Space (mn) Total

stirrup

Beam maximum

span (metres)

Beam section

Space (mn)

Vert. stirrups

Nb vert.

Bar/stir.

Main reinforcementSlab

thick. Total

stirrup

Beam maximum

span (metres)

Beam section

Beam maximum

span (metres)

Beam section Vert. stirrups

Nb vert.

Bar/stir.

Space (mn) Total

stirrup





Table 12 - Typical reinforcement for concrete beams - 1 ways slab and MS steel grade250

W idth To tal heigh t D ia. Nu m ber D ia. Num ber D ia. Num ber

(m m ) (m m ) (m m ) (m m ) m in . (m m ) m in . (m m ) m in .

Dom est ic f loor 3.00 250 300 100 1 6 4 1 2 4 6 20

1.50 kN/m 2 4.00 300 400 125 1 6 8 1 6 4 6 25

5.00 400 500 150 S e e ta ble B 7 -4 6 30

Office f loor 3.00 250 350 100 1 6 4 1 2 3 6 20

2.50 kN/m 2 4.00 350 450 125 1 6 8 1 6 4 6 25

5.00 400 500 150 S e e ta ble B 7 -4 6 30Sma ll industrial f loor a nd stora ge

5 kN/m 2 2.50 250 300 100 1 6 4 1 2 3 8 20

3.50 300 400 125 1 6 8 1 6 4 8 30

4.50 400 500 150 S e e ta ble B 7 -4 8 35

Horizontal span

R o o f 3.00 250 300 100 1 6 4 1 2 3 6 15

1k N/m 2 4.00 300 400 125 1 6 7 1 6 4 6 20

5.00 350 500 150 S e e ta ble B 7 -4 6 25

W id th To tal heigh t D ia. Nu m ber D ia. Num ber D ia. Num ber

(m m ) (m m ) (m m ) (m m ) (m m ) (m m )

Dom est ic f loor 3.00 150 350 100 1 2 3 1 2 1 6 20

1.50 kN/m 2 4.00 150 400 125 1 6 5 1 6 2 6 25

5.00 200 500 150 1 6 8 1 6 4 6 25

Office f loor 3.00 150 350 100 1 6 2 1 2 2 6 20

2.50 kN/m 2 4.00 150 400 125 1 6 5 1 2 4 6 25


5 kN/m 2 2.50 150 300 100 1 6 2 1 2 1 6 20

3.50 200 400 125 1 6 5 1 6 2 6 30

4.50 200 500 150 1 6 8 1 6 4 6 25

Horizontal span

R o o f 3.00 150 300 100 1 6 2 1 2 1 6 15

1kN/m 2 4.00 150 400 125 1 6 4 1 2 3 6 20

5.00 200 500 150 1 6 7 1 6 4 6 25


(m m ) (m m ) (m m ) (m m ) m in . (m m ) m in . (m m ) m in .

Dom est ic f loor 3.00 200 300 100 1 2 4 1 2 3 6 20

1.50 kN/m 2 4.00 250 400 125 1 6 5 1 6 4 6 25

5.00 300 500 150 S e e ta ble B 7 -4 6 30

Office f loor 3.00 200 350 100 1 2 4 1 2 3 6 20

2.50 kN/m 2 4.00 250 400 125 1 6 6 1 6 5 6 25


5 kN/m 2 2.50 250 300 100 1 2 4 1 2 3 6 20

3.50 300 400 125 1 6 5 1 6 4 6 30

4.50 350 500 150 S e e ta ble B 7 -4 6 35

Horizontal span

R o o f 3.00 200 300 100 1 2 4 1 2 3 6 15

1kN/m 2 4.00 250 400 125 1 6 5 1 6 4 6 20

5.00 300 500 150 1 6 7 1 6 6 6 25


(m m ) (m m ) (m m ) (m m ) m in . (m m ) m in. (m m ) m in .

Dom est ic f loor 3.00 200 300 100 1 2 2 1 2 2 6 20

1.50 kN/m 2 4.00 250 400 125 1 2 5 1 2 4 6 25

5.00 300 500 150 1 6 5 1 6 4 6 30

Office f loor 3.00 200 350 100 1 2 2 1 2 1 6 20

2.50 kN/m 2 4.00 250 400 125 1 6 3 1 2 4 6 25

5.00 300 500 150 16 5 1 6 4 6 30

Sma ll industrial f loor a nd stora ge

5 kN/m 2 2.50 250 300 100 12 2 1 2 1 6 20

3.50 300 400 125 12 5 1 2 4 6 30

4.50 350 500 150 16 5 1 6 4 6 35

Horizontal span

R o o f 3.00 200 300 100 12 2 1 2 1 6 15

1kN/m 2 4.00 250 400 125 12 4 1 2 3 6 20

5.00 300 500 150 16 4 1 6 4 6 25

Slab

thickness

Slab

thickness

Main reinforcement

T o p c e nt er s t ee l V e rt . s ti rr u p s

B eam # 5

Live LoadBeam maximum

span (metres)

Beam section Vert. stirrupsTop s teel on bearing

B eam # 6


span (metres)

Beam section Main rein forcem en t

B eam # 7

Slab

thickness

Top s t ee l on bear ing Ver t. s t ir rups


span (metres)


B eam # 8

Slab

thickness

Top s t ee l on bear ing Ver t. s t ir rups


span (metres)






Table 13 - Typical reinforcement for concrete beams - 2 ways slab and HR steel grade420

Live Load

Width Total height Dia. 1 Number Dia. 2 Number Total Dia. 1 Number Dia. 2 Number Total Dia.


Domestic floor 3.00 250 300 100 12 2 12 2 337 12 2 187 5 2 50 220 22

1.50 kN/m2 4.00 250 400 125 12 2 12 3 534 12 2 10 2 297 5 4 50 250 27

5.00 350 450 150 12 2 16 4 915 12 2 16 2 508 5 4 50 250 33

Office floor 3.00 250 300 100 12 2 12 2 365 12 2 203 5 2 49 220 22

2.50 kN/m2 4.00 300 350 125 12 2 12 4 677 12 2 12 2 376 5 4 50 250 275.00 350 450 150 12 2 16 4 1,000 12 2 16 2 555 5 4 50 250 33


5 kN/m2 2.50 250 300 100 12 2 10 1 276 12 2 153 5 2 50 220 19

3.50 300 350 125 12 2 12 3 580 12 2 12 1 322 5 4 50 250 23

4.50 350 400 150 12 2 16 4 1,033 12 2 16 2 574 5 4 50 250 30

Horizontal span

Roof 3.00 250 300 100 12 2 12 1 323 12 2 179 5 2 50 220 22

1kN/m2 4.00 300 350 125 12 2 12 3 592 12 2 12 1 440 5 4 50 250 27

5.00 350 400 150 12 2 16 4 979 12 2 16 2 544 5 4 50 250 33

Live Load



Domestic floor 3.00 150 350 100 12 2 219 12 2 122 5 2 50 250 20

1.50 kN/m2 4.00 200 400 125 12 2 12 2 399 12 2 222 5 2 50 250 27

5.00 250 500 150 12 2 12 4 578 12 2 12 1 321 5 2 50 250 33

Office floor 3.00 150 350 100 12 2 231 12 2 128 5 2 50 250 20

2.50 kN/m2 4.00 200 400 125 12 2 12 2 424 12 2 10 1 235 5 2 50 250 27

5.00 250 500 150 12 2 12 4 616 12 2 12 1 342 5 4 50 250 33


5 kN/m2 2.50 150 300 100 12 2 199 12 2 111 5 2 50 220 19

3.50 200 400 125 12 2 10 2 350 12 2 195 5 2 50 250 23

4.50 250 500 150 12 2 12 3 547 12 2 12 1 304 5 2 50 250 30

Horizontal span

Roof 3.00 150 350 100 12 2 213 12 2 119 5 2 50 250 20

1kN/m2 4.00 200 400 125 12 2 12 2 387 12 2 359 5 2 50 250 27

5.00 250 450 150 12 2 12 4 618 12 2 12 1 343 5 2 48 250 34

Live Load



Domestic floor 3.00 250 300 100 12 2 220 12 2 183 5 2 50 220 22

1.50 kN/m2 4.00 250 400 125 12 2 12 2 356 12 2 12 1 297 5 4 50 250 27

5.00 350 450 150 12 2 12 4 607 12 2 12 3 506 5 4 50 250 33

Office floor 3.00 250 300 100 12 2 10 1 243 12 2 202 5 2 49 220 22

2.50 kN/m2 4.00 300 350 125 12 2 12 2 451 12 2 12 2 376 5 4 50 250 27

5.00 350 450 150 12 2 16 3 667 12 2 12 4 555 5 4 50 250 33


5 kN/m2 2.50 250 300 100 12 2 180 12 2 150 5 2 50 220 19

3.50 300 350 125 12 2 10 2 386 12 2 10 2 321 5 4 50 250 23

4.50 350 400 150 12 2 12 4 685 12 2 12 3 571 5 4 50 250 30

Horizontal span

Roof 3.00 250 300 100 12 2 210 12 2 175 5 2 50 220 22

1kN/m2 4.00 300 350 125 12 2 10 3 393 12 2 12 1 358 5 4 50 250 27

5.00 350 400 150 12 2 12 4 649 12 2 12 3 541 5 4 50 250 33

Live Load



Domestic floor 3.00 150 350 100 12 2 146 12 2 122 5 2 50 250 20

1.50 kN/m2 4.00 200 400 125 12 2 10 1 265 12 2 221 5 2 50 250 27

5.00 250 500 150 12 2 12 2 386 12 2 12 1 321 5 4 50 250 33

Office floor 3.00 150 350 100 12 2 154 12 2 128 5 2 50 250 20

2.50 kN/m2 4.00 200 400 125 12 2 10 1 282 12 2 10 1 235 5 4 50 250 27

5.00 250 500 150 12 2 12 3 411 12 2 12 1 342 5 4 50 250 33Small industrial floor and storage

5 kN/m2 2.50 150 300 100 12 2 133 12 2 111 5 2 50 220 19

3.50 200 400 125 12 2 10 1 233 12 2 195 5 2 50 250 23

4.50 250 500 150 12 2 12 2 365 12 2 12 1 304 5 4 50 250 30

Horizontal span

Vert. stirrups

Nb vert.

Bar/stir.

Space (mn) Total

stirrup

Beam maximum

span (metres)

Beam section

Beam maximum

span (metres)

Beam section

Slab

thick. Total

stirrup

Beam maximum

span (metres)

Beam section

Space (mn)

Vert. stirrups

Nb vert.

Bar/stir.

Main reinforcement

Vert. stirrups

Nb vert.

Bar/stir.

Space (mn) Total

stirrup

Beam # 1

Slab

thick.

Slab

thick.

Slab

thick.Beam maximum

span (metres)

Beam section

Nb vert.

Bar/stir.

Space (mn) Total

stirrup

Vert. stirrupsMain reinforcement

Main reinforcement

Main reinforcement





Beam # 2

Beam # 3

Beam # 4





Table 14 - Typical reinforcement for concrete beams - 1 ways slab and HR steel grade420

Width To tal height Dia. Number Dia. Num ber Dia. Num ber

(m m) (mm ) (m m ) (m m ) m in. (m m) min. (m m) m in.

Dome stic f loor 3.00 250 350 100 12 3 1 0 1 6 20

2.00 kN/m 2 4.00 300 450 125 16 5 1 2 3 6 25

5.00 400 550 150 20 5 1 6 4 6 30

Office floor 3.00 250 350 100 12 3 1 0 1 6 20

2.50 kN/m 2 4.00 350 450 125 16 4 1 2 3 6 25

5.00 400 550 150 20 5 1 6 4 6 30Small industrial floor and storage

5 kN/m2 2.50 250 300 100 12 3 1 0 1 8 20

3.50 300 450 125 16 4 1 2 3 8 30

4.50 400 550 150 20 5 1 6 4 8 35

Horizontal span

Roof 3.00 250 300 100 12 3 6 15

1kN/m2 4.00 300 450 125 16 3 1 2 2 6 20

5.00 350 550 150 20 4 1 6 3 6 25


(m m) (mm ) (m m ) (m m ) (m m) (mm )

Dome stic f loor 3.00 200 350 100 10 1 6 20

2.00 kN/m 2 4.00 250 400 125 12 4 1 0 1 6 25

5.00 300 500 150 16 4 1 2 3 6 25

Office floor 3.00 200 350 100 10 1 6 20

2.50 kN/m 2 4.00 250 400 125 12 4 1 2 1 6 25

5.00 300 550 150 16 4 1 2 3 6 25Small industrial floor and storage

5 kN/m2 2.50 200 300 100 10 1 6 20

3.50 250 400 125 12 4 1 0 1 6 30

4.50 300 500 150 16 4 1 2 3 6 25

Horizontal span

Roof 3.00 200 300 100 10 1 6 15

1kN/m 2 4.00 250 400 125 12 3 1 0 1 6 20

5.00 300 500 150 16 4 1 2 2 6 25


(m m) (m m ) (m m ) (m m ) min. (m m) m in. (mm ) min.

Dome stic f loor 3.00 200 300 100 12 2 1 0 1 6 20

2.00 kN/m 2 4.00 250 400 125 16 3 12 3 6 25

5.00 300 500 150 16 5 16 4 6 30

Office floor 3.00 200 350 100 10 2 10 1 6 20

2.50 kN/m 2 4.00 250 400 125 16 3 16 3 6 25

5.00 300 500 150 16 5 16 4 6 30Small industrial floor and storage

5 kN/m2 2.50 250 300 100 10 1 10 1 6 20

3.50 300 400 125 16 3 12 3 6 30

4.50 350 500 150 16 5 16 4 6 35

Horizontal span

Roof 3.00 200 300 100 10 1 6 15

1kN/m 2 4.00 250 400 125 12 3 12 2 6 20

5.00 300 500 150 16 4 16 3 6 25

Width Total height Dia. Num ber Dia. Num ber Dia. Number

(mm ) (m m ) (m m ) (m m) min. (mm ) m in. (mm ) min.

Dome stic f loor 3.00 200 300 100 6 20

2.00 kN/m2 4.00 250 400 125 10 2 10 1 6 25

5.00 300 500 150 12 4 12 3 6 30

Office floor 3.00 200 350 100 6 20

2.50 kN/m2 4.00 250 400 125 10 3 10 2 6 25

5.00 300 500 150 16 3 12 3 6 30


5 kN/m2 2.50 250 300 100 6 20

3.50 300 400 125 10 2 10 1 6 30

4.50 350 500 150 12 4 12 3 6 35

Horizontal span

Roof 3.00 200 300 100 6 15

1kN/m 2 4.00 250 400 125 10 2 10 1 6 20

5.00 300 500 150 12 3 12 2 6 25

Slab

thickness

Slab

thickness

Main reinforcement

T o p c en te r s te el V er t. s ti rr u ps

Beam # 5


span (metres)

Beam section Vert. s tirrupsTop steel on bearing

Beam # 6


span (metres)

Beam section Main reinforcem ent

Beam # 7

Slab

thickness

Top s t ee l on bear ing Vert . s t ir rups


span (metres)


Beam # 8

Slab

thickness

Top s t ee l on bear ing Vert . s t ir rups


span (metres)






6.1.2.4.2 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 not less than 10 days minimum.


For horizontal and vertical reinforcement see Tables 11, 12, 13, 13 and Figures 40, 51, 59, 66, 67, 68, 69.

6.1.2.4.4 Concrete

Beams shall be filled with 1:1:1 nominal mix (refer to Table 7). The concrete shall be properly compacted andpoured at one time.

6.1.3 Framed structure

To be published with next edition.





H=Height

H=Height

1 roof load

1 roof load

1 floor load

Fig 52 - Wall height

6.2 Timber

6.2.1 Identification and grade

See characteristics in paragraph "Basic Materials/Timber".

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

6.2.2.1 Stud spacing

In bearing walls, studs, which are not more than 3m in height, shall be spaced not more than is specified in thefollowing Table 15.





Table 15 - 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

6.2.2.2 Top plate

--- Wood stud walls shall be capped with a double top plate installed to provide overlapping at comers andintersections with bearing partitions (see Figure 54).

--- Any joints in top plates shall be offset at least 600 mm.

6.2.2.3 Bearing studs

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

1.5mm metal tie

across and to each

side of the notch

Exterior or bearing wall

Pipe

Top plates

Notch greater than 50%

Fig 53 - Top plate framing to accommodate piping





First storey

Rafters and ceiling joistsor approved roof truss

Top plate

Wall studSee drilling and andnotching provisions

Bottom plate

Band joist or blocking

Top plate

1/3 span 1/3 span

Joist may be cutor notched between

these limits

Joist nailed to stud

Bearing wall

Bottom plate

Crawl space or basement foundation

Slab on gradefoundation

Subfloor Lap joists 75mmminimum

Joist

Sill plate

Platform framing Balloon framing

Floor joistSee drilling and and

notching provisions

Fig 54 - Typical wall, floor and roof framing





6.2.2.4 Stud length

Table 16 - Maximum allowable length of wood studs

On centre spacingHeight

(m)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 50 x 150mm 50 x 150mm 50 x 150mm 50 x 150mm

6.2.2.5 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.

6.2.3 Interior load bearing walls

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

6.2.4 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.

6.2.5 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 40percent of the stud width, the edge of the hole is no closer than 20mm to the edge of the stud, and the hole is notlocated in the same section as a cut or notch.





6.2.5.1 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 cuttingof 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 16dnails.

6.2.6 Headers

For header spans see Tables on floor section.

6.2.6.1 Wood structural panel box headers

Wood structural panel box headers shall be constructed in accordance with following Table 17.

Table 17 - Maximum spans for wood structural panel box header

House depth in mHeader construction

Header depth

In mm7.5m 8m 8.5m 9m 9.5m

225mm 1.2m 1.2m 0.9m 0.9m -Woodstructuralpanel one

side450mm 1.5m 1.5m 1.2m 0.9m 0.9m

225mm 2.1m 1.5m 1.5m 1.2m 0.9mWoodstructuralpanel both

sides450mm 2.4m 2.4m 2.1m 2.1m 1.8m

6.2.6.2 Non-bearing walls

--- Load-bearing headers are not required in interior or exterior non-bearing walls. A single flat 50mm by100mm member may be used as a header in interior or exterior non bearing walls for openings up to 2.4m in widthif 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.

6.2.7 Cripple walls

Foundation cripple walls shall be framed of studs not less in size than the studding above. When exceeding 1.2min height, such walls shall be framed of studs having the size required for an additional story (see figure 55).

6.2.7.1 Bracing

--- Cripple walls shall be braced with an amount and type of bracing as required for the wall above plus anadditional 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 woodstructural panel that is fastened to both the top and bottom plates, or the cripple walls shall be constructed of solidblocking. Cripple walls shall be supported on continuous foundations.





6.2.8 Wall bracing

Braced wall panels, exterior walls, and required interior braced wall lines shall be constructed in accordance withthis Section. The braced wall panels in the braced wall lines in each story of the building shall be constructed of aseries of one or more braced wall panels.

6.2.8.1 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 offsetdimension in any braced wall line is not more than 2400mm. Braced wall panels shall begin no more than 2400mmfrom each end of a braced wall line.

Sill plate

Floor joist

Sub floor

Foundation wall studs

Anchor bolts embedded in foundation

FoundationCripple wall

Wall sruds

Jack studs or trimmers

Header- see table

Single or doubletop plate

Fireblockaround pipe

Stagger joints 100mmor use splice plates

Botto

m

plate

Solidbloc

king

Corner and partition posts

25x 100mm diagonal bracelet into studs

Fig 55 - Framing details





Table 18 - Adjustment of bracing amounts for interior braced wall lines according to braced wall linespacing

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.

6.2.8.1.1 Sheathing attachment

--- Fastening of braced wall panel sheathing shall be nailed with 8d minimum.

--- Adhesive attachment of wall sheathing is not permitted.

6.2.8.2 Braced wall panel construction methods

The construction of braced wall panels shall be in accordance with one of the following methods:

a) Nominal 25mm by 100mm continuous diagonal braces let in to the top and bottom plates and the interveningstuds 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 thehorizontal.

b) Wood boards of 16mm net minimum thickness applied diagonally on studs spaced a maximum of 600mm oncentre.

c) Wood structural panel sheathing with a thickness not less than 8mm for 400mm stud spacing and not lessthan 10mm for 600mm stud spacing.

d) 13mm or 19mm thick structural fibre board sheathing applied vertically on studs spaced a maximum of 400mm on centre.

6.2.8.3 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 wherestuds are spaced 600mm on centre.

6.2.8.4 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.





6.2.8.5 Connection

--- Braced wall panel sole plates shall be fastened to the floor framing and top plates shall be connected to theframing 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 linewith the braced wall panel.

6.2.8.6 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 plateand the nut.

6.2.8.6.1 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 amaximum of 150mm on centre.

2. Top plate laps shall be face nailed with at least 8-16d nails on each side of the splice

6.2.9 Structure

See figures 7 and 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 x100mm 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 x100mm 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 x225mm x 6mm secured with 4 # 10mm diameter coach screws not less than 65mm long.

f) Alternatively, bracing may maybe affected by 50mm x 100mm diagonal timber struts in all corners. It isimportant 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 thatthe wall framing as designed is adequately supported and can withstand the horizontal imposed loads includingwind and earthquakes.

6.2.10 Cladding

a) The cladding of all external walls must be of approved weatherproof material. All cladding must be nailedsecurely to each framing member.

b) Where plaster is used as the cladding, it should consist of not less than two coats applied to metal lathswhich shall be securely fastened to the weather proof backing.

c) The metal laths may consist of expanded metal sheets, "Hirib" or other standard materials. Such materialmust be used in accordance with the manufacturer's instructions.

d) The first or scratch coat of plaster shall be not less than 12mm thick.

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 rafter

25mm

thickgrout

Steel beam profiles

Anchors Anchors

Fig 56 - Steel frame typical





Moment splice at ridge(Field bolted)

Stiffener if required

Bolted moment splice

Shear splices

Shear connections

Erection seat

Fig 57 - Beam framing





F

inishcol.

F

inishcol.

Shop weld

or bolt F

inish

col.

or bolt

Shop weld

Finishc

ol.

Weld as required

Erection clearance

Erectionpin hole(optional)

Shim asrequired

Finish

col.

F

inish

col.

Fig 58 - Column base plates and connection





6.3 Metal

6.3.1 MS beams and profiles

6.3.1.1 General

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

6.3.1.1.1 Masonry walls

a) When concrete walls are used, the information given in Section "Masonry block wall" is applicable. Thereare some minor differences concerning the anchoring of the wall reinforcement. The vertical steel is anchored to thefooting in the normal manner and anchored at the top by welding to the longitudinal beam, or fixed to a concretebeam 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 tohurricane winds.

d) It is however, sometimes necessary to install a flexible joint between the block wall and the steel columnwhere the walls have not been used to provide lateral stability. In this event the steel frame must be adequatelybraced to accommodate the lateral loads without collapse.

6.3.1.1.2 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 hurricaneresistance.

c) Care must be taken to prevent leaks.

6.4 Mixed construction

--- See Figures 12 for Basic 1 or 2 level house, and 13 for Mixed 1 or 2 level house and typical arrangement.

--- Details are on Figures 40 and 51 for typical cross sections.





Fig 59 - Slabs and beams typical arrangements (1 way or 2 ways)

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#2

Beam

#3

Beam

#4

B

eam

#3

B

eam

#4

Beam

#3

Beam

#2

Beam

#2

Beam

#1

Beam

#1

Beam

#2

Beam

#4

Beam

#3

B

eam

#3

Beam

#3

Beam

#4

Beam

#3

Beam

#3

Beam

#3

Beam

#6

Beam

#5

Beam

#6

Beam

#8

Beam

#7

Beam

#7

Beam

#2

Beam

#4

Beam

#2

Beam

#4

B

eam

#4

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#1

Beam

#3

B

eam

#3

Beam

#3

B

eam

#4

Beam

#4

Beam

#2

Beam

#4

B

eam

#4

Beam

#2

Beam

#8

Beam

#8

Beam

#6

Beam

#6

Beam

#8

Beam

#8

Beam

#6

Beam

#8

Beam

#8

Beam

#8

Beam

#6

Beam

#8

Beam

#8

Beam

#8

Beam

#6

Beam

#5

Beam

#7

Beam

#7

Beam

#5

Beam

#7

Beam

#7

Beam

#6

2waysupportedslab

1w

aysupportedslab(e. g

.joists&blocks)





7 Floor systems

7.1 Concrete floor slabs

7.1.1 Layout

7.1.1.1 Slab on grade

For slab on grade (see Figure 35) 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 bemore than 900 mm deep and be of well compacted selected granular material.

b) Where fills greater than 900 mm are required, the floor shall be constructed as a suspended reinforcedconcrete 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 asloping site, the floor shall be at least 300 mm above the ground at any point at the nearest point relative to thefloor.

7.1.1.2 Damp proof course

7.1.1.2.1 A damp proof course shall be provided to prevent rising water through the floor slab and load bearing

walls. 7.1.1.2.2 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 notbe less than 150 mm.

7.1.1.2.3 Alternative damp proof course applications:

a) Asphalt

b) Concrete screed


7.1.1.3.1 The floor slab on grade shall be reinforced with welded wire mesh 150 mm× 150 mm × 3 mm. Themesh shall be located 25 mm below the top surface of the slab and care shall be taken during pouring that thislocation is maintained.

7.1.1.3.2 The mesh shall be tied to the ground beams where such beams are used. Minimum laps in the meshshall be 150 mm.





7.1.1.4 Suspended Slab

7.1.1.4.1 Solid concrete suspended slab

--- For concrete suspended slab (see Figure 34) the following shall be observed:

a) The concrete floor slab shall be a minimum of 125 mm thick and conform to Table 19.

b) The maximum span shall conform to Table 19.

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

Table 19 - Typical reinforcement for two way slabs

Maximum span Slab thickness

Dia. Space Dia. Spacing Dia. Spacing

(mm) (mm) (mm) (mm) (mm) (mm)

Domestic floor 3.00 100 10 150 10 250 10 2501.50 kN/m2 4.00 125 12 150 12 250 10 250

5.00 150 12 120 12 240 10 250

Office floor 3.00 100 10 150 10 250 10 250

2.50 kN/m2 4.00 125 12 150 12 250 10 250

5.00 150 12 120 12 240 10 250


5 kN/m2 2.50 100 10 120 10 240 10 250

3.50 125 12 120 12 240 10 2504.50 150 12 100 12 200 10 250

Horizontal span

Roof 3.00 100 10 200 10 250 10 250

1kN/m2 4.00 125 10 150 10 250 10 250

5.00 150 12 150 12 250 10 250

Note: 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. 2000mm min

Top edge steel lengh = 1.2m min. 200mm 1000mm min

Top edge steelTop center steelSlab location

Live Load (metres) (mm)

Main reinforcement (2 ways)





7.1.1.4.2 Joist and block suspended slab

This type of slab, with concrete joists and different types of blocks is very popular world wide because it is easy torealise slab in the housing with a minimum of concrete to be poured on the job site. The dead load of this type of slab depends only of the type of block used.

a) Joist types

Two types of joist exists :

- One with heavy pre-stressed concrete that can span 3.6m easily without any temporary support for completion.

- One light concrete bottom base necessary to be supported every 1.20m maximum.

b) Joist length

The joist length equal span + 100mm min.

Different types of support:

a) Concrete or Clay masonry blocks wall

Fig 60 - Joist and blocks slab on masonry wall





b) Metal beam structure

Fig 61 - Joist and blocks slab on metal structure beam.

c) Block types

Many types of blocks exists for the two series of joists from very light solution with styrofoam to heavy concreteblocks. Blocks can be used independently with the two types of joists.

Fig 62 - Joist and blocks products





d) Availability of products

For the moment only the 120mm block is available in Trinidad but slab fabricators must develop other thickness as80mm and more for big span more than 3.5m and right treatment of details (see after).

e) Slab thickness

--- The slab thickness is composed by the block and the concrete topping.

--- Generally the range of blocks available is 80, 120, 150 or 160, 200 and 250mm

--- The concrete topping thickness varies from the minimum of 40mm to 50 or 60mm.

--- To prevent too much deflection, and without any calculation for justification, the total thickness must be more than span/22.5.

Example : span = 4.50m minimum thickness =200mm and can be 160 + 40 or 150 + 50

Note : If services (e.g. electricity conduct) must be installed in the concrete, the minimum topping thickness must beincrease by 25mm min.

Example : span = 4.50m with electrical conduct in slab minimum thickness 200 + 25 = 225mm composed by

160+65 or 150+75.

--- With the use of Clay block n°2 or foam the duct can pass inside the block and the extra thickness is notrequired.

f) Reinforcement:

--- Joist reinforcement

The fabricator will reinforce the joists based on your slab drawings and live load required.

--- Joist additional reinforcement

- Joist on edge must be able to absorb a negative moment of 20% of the free span moment and a min of 10mmHT bar x 1.20m is required.

- Joist in continuity on internal wall to prevent cracks on top of the slab must be able to absorb a negativemoment of 60% of the free span moment and a min of 12mm HT bar x 2.00m is required.

--- Concrete topping reinforcement

The topping shall receive the reinforcement of BRC installed across the joist.

--- Special stiffener

When the slab span is more than 3.60m a central stiffener made with 80mm blocks is required. The reinforcementis done with 2 diameter 10mm in continuity.

--- Slab belt

The same reinforcement that other slab apply.

g) Slab opening

We consider two types of opening :

i. Small opening less than 1.10m across joist

This opening is contain inside two joists and just a small integrated beam must be made and connected at eachend to a minimum of two joists. Only one joist is cut.

ii. Large opening more than 1.10m wide

In this case several joist are cut and a complete reinforced concrete solution must be done.





Fig 63 - Joist and blocks slab with small opening

Fig 64 - Joist and blocks slab with large opening





h) Balcony

--- The load of the balcony or stair must be compensated with concrete inside the slab and a certain quantity of 80mm blocks used for that.

--- This additional concrete will allow to the anchorage of the top reinforcement of the balcony slab even thebalcony span in the same direction or across joist.

--- Balcony minimum thickness

--- The utile thickness = 1/10 of span or more

--- The total thickness = utile thickness + reinforcement coverage (see Table 9)

Fig 65 - Balcony section details

Table 20 - Balcony reinforcement

Top reinforcement Long.Reinforcement

Maxispan

In m

Min. totalthickness

In mm

Type of reinforcement

HT = hightensile

Bar DiamIn mm

MinlengthIn m

Nb/m Bar DiamIn mm

Nb/m

1.00 125 HT 10mm 2.00 7 bars/m 10 6

1.20 145 HT 10mm 2.50 9 bars/m 10 61.50 175 HT 12mm 3.00 9 bars/m 10 6

Important note : When heavy concrete stair is connected and supported by balcony, the above table not apply andEngineer is required.





Fig 66 - Beam reinforcement - Typical arrangement Mild Steel

2 rods

3 rods

4 rods

5 rods

6 rods

Basic 6mm dia. stirrup

and 4x12mm bar

Additionnal stirrup if 3 barsto be maintained

Additionnal bar to be maintained

7 rods

8 rods

9 rods

or

Additionnal bar See tables

1 bar as Table

2 bars as Table

3 bars as Table

4 bars as Table

5 bars as Table

6 bars as Table

7 bars as Table

no bar added as Table





Fig 67 - Beam reinforcement - Typical arrangement HR Steel

or 4 rods

no bar added as Table

Additionnal bar See tables

2 rods

3 rods2 bars as Table

1 bar as Table

7 rods

5 rods

6 rods

5 bars as Table

4 bars as Table

3 bars as Table

Additionnal bar to be maintained

to be maintained Additionnal stirrup if 3 bars

Basic 6mm dia. stirrup

and 4x10mm bar





Fig 68 - Concrete beams (Middle & Side)

Span

Total height

Width

Width

min 75mm

max. 200mmTotal number stirrups

Ass

emblyrods

Mainre

inforcement

Midletopreinfor c

ement

Type

ofstirr

up

Column 250mm min

45°

R

od

details

minimum lap see table B-3





Column 250mm min

Width

Total height

Width

Fig 69 - Beam sections


The minimum requirement for the reinforcement shall conform to Table 19.

7.1.2 Finishing

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

7.1.3 Services

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

Note: Most structures within the scope of these guidelines would have floor slabs on compacted granular material; but onsloping 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.





Double joist under bearing

partitions

Foundation

Sill plate

Solid blocking

Band, rim or header joist

Wood structural panel

Optional finish floor

Botom wall plate

Studs

Subfloor or floor sheating

Sill plates

Joists

pipe in partition

Bridging

Fig 70 - Timber flooring & supports

7.2 Timber 7.2.1 Identification & Grade

See characteristics in paragraph "Basic Materials/Timber".

7.2.2 General

7.2.2.1 Design and construction

Floors shall be designed and constructed in accordance with the provisions of this chapter and Figure 70.





7.2.2.2 Allowable joist spans

Spans for floor joists shall be in accordance with Table 21.

Table 21 - Floor joist span for common lumber species

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

50x150mm 50x200mm 50x250mm 50x300mm

Joist spacing

Maximum floor joist spans in metre

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

7.2.2.3 Joists under bearing partitions

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

7.2.2.4 Allowable header spans

The allowable spans of headers shall not exceed the values set forth in Tables 22 and 23.

Table 22 - Header spans for exterior bearing walls

Building width in metre

< or = 6m 6m < < 8.5m 8.5m < < 11mHeaders

supportingNumber and sizes

of header

Maximum header span in metre

2 - 50x100mm 1m 0.9m 0.8m

2 – 50x150mm 1.6m 1.4m 1.2mRoof and

ceiling

2 – 50x200mm 1.9m 1.7m 1.6m

2 - 50x100mm 0.9m 0.8m 0.7m

2 – 50x150mm 1.3m 1.2m 1.1mRoof,

ceiling & 1

centre bearingfloor

2 – 50x200mm 1.7m 1.5m 1.35m

2 - 50x100mm 0.8m 0.7m 0.6m

2 – 50x150mm 1.15m 1.1m 0.9mRoof,

ceiling & 1clear span floor 2 – 50x200mm 1.5m 1.3m 1.15m





Table 23 - Header spans for interior bearing walls

Building width in metre

< or =6m

6m < <8.5m

8.5m < <11m

Headers andgirders supporting

Number andsizes of header

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




L/3 L/3

L

D

no notchespermited

D/6maxi

D/6maxi

D

D/4maxi

D/4maxi

D

maxi D from supportD/3

maxi

DD / 3

m a x i

50

mm

min

i

50mm

mini

Floor joist - center cuts

Floor joist - end cuts

Rafter/ceiling joists

Drilling

Fig 71 - Joist cutting, notching and drilling





7.2.2.5 Bearing

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

7.2.2.5.1 Floor systems

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

7.2.2.5.2 Joist framing

Joists framing into the side of a wood header shall be supported by approved framing anchors or on ledger stripsnot less than nominal 50mm by 50mm.

7.2.2.6 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 lateralsupport to prevent rotation.

7.2.2.6.1 Bridging

Joists exceeding a nominal 50mm x 150mm shall be supported laterally by solid blocking, diagonal bridging (woodor metal), or a continuous 25mm by 75mm strip nailed across the bottom of joists perpendicular to joists at intervalsnot exceeding 2400mm.

7.2.2.7 Drilling and notching

Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. SeeFigure 71.

7.2.2.7.1 Engineered wood products

Cuts, notches and holes bored in trusses, laminated veneer lumber, glue-laminated members or I-joists are notpermitted unless the effect of such penetrations are specifically considered in the design of the member.

7.2.2.8 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.

7.2.2.9 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 samesize as the floor joist. Single trimmer joists may be used to carry a single header joist that is located within 900mmof 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 theheader joist to trimmer joist connections when the header joist span exceeds 1800mm.

7.2.2.10 Wood trusses

7.2.2.10.1 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, NationalDesign Standard for Metal Plate Connected Wood Truss Construction.

7.2.2.10.2 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.

7.2.2.10.3 Alterations to trusses

--- Truss members and components shall not be cut, notched, spliced or otherwise altered in any way withoutthe approval of a registered design professional.

--- Alterations resulting in the addition of load (e.g. HVAC equipment, water heater, water tank etc.), thatexceeds the design load for the truss shall not be permitted without verification that the truss is capable of supporting the additional loading.

7.2.3 Floor sheathing

7.2.3.1 Lumber sheathing

--- Maximum allowable spans for lumber used, as floor sheathing shall conform to the following Table 24.

Table 24 - Minimum thickness of floor sheathing

Minimum net thicknessJoist or beam spacing in

mm 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 edgesshall be tongue and grove or blocked.

7.2.3.1.1 End joints

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

7.2.3.2 Wood structural panel sheathing

7.2.3.2.1 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.





7.2.3.2.2 Wood structural panel

--- Where used, wood structural panels shall be of one of the grades specified in Table 24.

--- When sanded plywood is used as combination sub-floor underlay, the grade shall be as specified in Table 24.

7.2.3.3 Particleboard

7.2.3.3.1 Identification and grade

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

7.2.3.3.2 Particle board panel

Where used, particleboard panels shall be of one of the grades specified in Table 24.

7.3 Metal

7.3.1 MS steel beam

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





Fig 72 - Typical hip roof construction

facia board

jack rafter

hip rafter ridge board

r.c. ring beam

facia board

jack rafter

hip rafter

ridge board

rafters

m a x i m u m s e e t a b l e s





8 Roof assemblies

8.1 Roof structure

8.1.1 Concrete roof structure

Ditto paragraph “Concrete floor slabs".

8.1.2 Timber

8.1.2.1 Layout

8.1.2.1.1 Roofs are generally constructed as one of three common types. These are:a) hip roofs;

b) gable roofs; or

c) mono roof. (lean-to)

8.1.2.1.2 The gable roof consists of a structural frame made up of a ridge board and (with) rafters.

8.1.2.1.3 The minimum sizes of roof members shall be 25 mm× 150 mm for the ridge board and 50 mm× 100mm for the rafters at 800 mm between centres. The same size rafters shall be used for mono-pitched (shed) roofs.

8.1.2.1.4 In the case of the hip roof, hip rafters are introduced into the structural frame as shown in Figure 72.

8.1.2.1.5 The minimum size of the hip rafters shall be 50 mm× 150 mm. Table 25 gives rafter sizes of mainmembers constructed of pitch pine.

8.1.2.1.6 The use of timber other than pitch pine at the minimum recommended sizes for pitch pine isacceptable 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. (See Table 6 for specifying different types of timber).

8.1.2.1.7 The timber roof ceiling is generally constructed using 25 mm× 150 mm tongue-and-groove boarding,16 mm plywood or other patented boarding.

8.1.2.1.8 Sheeting may be replaced by a secondary frame of 50 mm× 50 mm or 50 mm × 100 mm battens fixedto the rafters.

8.1.2.2 Fixings

8.1.2.2.1 The rafters shall be securely fixed to the ring beam at the top of the walls on a wall plate and to theridge board at the crown of the roof.

8.1.2.2.2 The use of patented hurricane clips (rafter ties) for fixing rafters to plates; purlins and ridge boardsshall be used.





50x100 50x150 50x200 50x250 50x100 50x150 50x200 50x250 50x

Calculation based on minimum wood stress of 7,500.00 kN/m2

Maximum length of wood 6.00 m minimum calculated span authorised more than

Rough material

Solut ion 1 minimum live load = 0.60 kN/m2

400mm span 3.40 5.10 2.80 4.20 5.60

600mm span 2.80 4.10 5.50 2.30 3.40 4.60 5.70

800mm span 2.40 3.60 4.80 2.00 3.00 4.00 4.90

Solution 2 normal live or climatic load = 1 kN/m2

400mm span 2.90 4.30 5.80 2.50 3.80 5.00

600mm span 2.40 3.50 4.70 5.90 2.00 3.10 4.10 5.10

800mm span 2.00 3.10 4.10 5.10 1.80 2.70 3.50 4.40

Solution 3 climatic load = 1.5 kN/m2

400mm span 2.50 3.80 5.00 2.20 3.40 4.50 5.60

600mm span 2.00 3.10 4.10 5.10 1.80 2.70 3.70 4.60

800mm span 1.80 2.70 3.50 4.40 1.60 2.40 3.20 4.00

How to use the table

a) choose the coloumns with the type of roof (dead load)

b) choose the lignes with the type of exposure (climatic load) and type of wood (rough or dressed)

c) with the span required choose the righ solution (rafter spacing and size)

rafter spacing in the left coloumn

size on top of the table

Ro

Dead load = 1.00 kN/m2

Semi light roof with suspended ceiling and asphalt

shingleRafter

spacingSolutions


Light roof with galvanized sheeting

Table 25 - Maximum roof span for rafter (first part)





50x100 50x150 50x200 50x250 50x100 50x150 50x200 50x250 50x100

Calculation based on minimum wood stress of 7,500.00 kN/m2

Maximum length of wood 6.00 m minimum calculated span authorised more than

Dressed material loss of 12mm in all direction in rough sizing of the material

exact sizes 38x88 38x138 38x188 38x238 38x88 38x138 38x188 38x238 38x88

Solution 11 minimum live load = 0.60 kN/m2

400mm span 2.60 4.10 5.50 2.10 3.40 4.60 5.80 1.

600mm span 2.10 3.30 4.50 5.70 1.80 2.70 3.70 4.70 1.

800mm span 1.80 2.90 3.90 4.90 1.50 2.40 3.20 4.10

Solution 12 live or climatic load = 1.00 kN/m2

400mm span 2.20 3.50 4.70 6.00 1.90 3.00 4.10 5.20 1.

600mm span 1.80 2.80 3.90 4.90 1.60 2.50 3.30 4.20

800mm span 1.60 2.50 3.30 4.20 2.10 2.90 3.70

Solution 13 climatic load = 1.50 kN/m2

400mm span 1.90 3.00 4.10 5.20 1.70 2.70 3.70 4.60 1.

600mm span 1.60 2.50 3.30 4.20 1.40 2.20 3.00 3.80

800mm span 2.10 2.90 3.70 1.90 2.60 3.30

How to use the table

a) choose the coloumns wi th the type of roof (dead load)

b) choose the lignes with the type of exposure (climatic load) and type of wood (rough or dressed)

c) with the span required choose the righ solution (rafter spacing and size)rafter spacing in the left coloumn

size on top of the table

Roof wit


Semi light roof with suspended ceiling and asphalt

shingleRafter

spacingSolutions


Light roof with galvanized sheeting

Table 25 - Maximum roof span for rafter (second part)





8.1.2.2.3 Plywood decking shall be fastened to the purlins or rafters at a spacing of not less than 600 mm.

8.1.2.2.4 Where timber boards are used as decking, the timber shall be secured at each purlin by at least twogalvanised head clout nails at least 40 mm long.

Sag steel rod

Z purlin orientation

Fixation type 1 Fixation type 2

s p a c i n g

Metal sheet (see paragraph " Metal sheeting"

Clay or concrete tile Asphalt shingle

Decking (plywood or closeboard)

Solution 1

Solution 2 Solution 3 Solution 4

(slope <10° & span <2m) (slope >10° and/or span >2m)

Decking (plywood or closeboard) 16mm thickness

Underlay

Exception C replace ZOK

@ 10 or 12 mm diam

for purlins or battens spacing )

Metal sheet (see paragraph " Metal sheeting"for decking)

Fig 73 - Z purlin details





Type ridge

for purlins or battens spacing)

Decking (plywood or closeboard)

Metal sheet (see paragraph "Metal sheeting"

Fixation type 1

Solution 1

Fixation type 2

Decking (plywood or closeboard) 16mm thickness

Underlay

for decking)Metal sheet (see paragraph "Metal sheeting"Solution 2

Clay or concrete tileSolution 3 Asphalt shingle

Solution 4

On ring beam

Rafter

Spacing 400mm or 600mm or 800mm

Horiz. span

S l o p

e

Fig 74 - Z or C steel profile used as rafter





Horizontal beam span

Cantilever

Slope in °

Beam section

Beam type 1

Slope in °

Horizontal beam span

Cantilever

Beam type 2

H p r o f i l e

2H

profile

Wall or concrete beam

Wall or concrete beam

3dminimum

Typical combinations

Typical assembly for beam more than 150mm

Fig 75 - Beam framing





Table 27 - MS beam type 1

Frame spacing in meter 3.00 3.60 4.20 3.00 3.60 4.20 3.00 3.60 4.20 3.00 3.60 4.20

Horizontal beam span in meter 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60

S 3x5.7 (75mm x 60mm) 8.48 Yes

S 4x7.7 (102mm x 68mm) 11.45 Yes Yes Yes Yes Yes Yes Yes Yes Yes

S 5x10 (127mm x 76mm) 14.87 Yes Yes Yes Yes

W 4x13 (106mm x 103mm) 19.33 Yes Yes

W 6x12 (153mm x 102mm) 17.85

W 8x13 (204mm x 102mm) 19.33


S 3x5.7 (75mm x 60mm) 8.48

S 4x7.7 (102mm x 68mm) 11.45 Yes Yes Yes Yes Yes Yes

S 5x10 (127mm x 76mm) 14.87 Yes Yes Yes Yes Yes Yes Yes Yes

W 4x13 (106mm x 103mm) 19.33 Yes Yes Yes Yes Yes Yes

W 6x12 (153mm x 102mm) 17.85 Yes Yes

W 8x13 (204mm x 102mm) 19.33


S 3x5.7 (75mm x 60mm) 8.48

S 4x7.7 (102mm x 68mm) 11.45 Yes

S 5x10 (127mm x 76mm) 14.87 Yes Yes Yes Yes Yes Yes Yes

W 4x13 (106mm x 103mm) 19.33 Yes Yes Yes Yes Yes Yes Yes Yes


W 8x13 (204mm x 102mm) 19.33 Yes Yes


S 3x5.7 (75mm x 60mm) 8.48

S 4x7.7 (102mm x 68mm) 11.45

S 5x10 (127mm x 76mm) 14.87 Yes Yes Yes Yes Yes Yes


W 6x12 (153mm x 102mm) 17.85 Yes Yes Yes Yes Yes Yes Yes

W 8x13 (204mm x 102mm) 19.33 Yes Yes Yes Yes Yes


S 3x5.7 (75mm x 60mm) 8.48

S 4x7.7 (102mm x 68mm) 11.45

S 5x10 (127mm x 76mm) 14.87 Yes Yes

W 4x13 (106mm x 103mm) 19.33 Yes Yes Yes


W 8x13 (204mm x 102mm) 19.33 Yes Yes Yes Yes Yes Yes Yes Yes

Note: Maximum strengh limited to 175 N/mm2

Acceptable solution for profile Yes

Base on design criteria of

Trinidad & Tobago Building Code

Concrete or clay tile

Beam type 1

Solution 1 Solution 2 Solution 3 Solution 4Weight

in kg/mGalvanized >0.5mm Galvanized <0.5mm Asphalt shingle





Table 28 - MS beam type 2

Frame spacing in meter 3.00 3.60 4.20 3.00 3.60 4.20 3.00 3.60 4.20 3.00 3.60 4.20


S 4x7.7 (102mm x 68mm) 11.45 Yes

S 5x10 (127mm x 76mm) 14.87 Yes Yes Yes Yes Yes Yes Yes


W 6x12 (153mm x 102mm) 17.85 Yes Yes Yes Yes Yes

W 8x13 (204mm x 102mm) 19.33 Yes Yes

W10x15 (254mm x 102mm) 22.31


S 5x10 (127mm x 76mm) 14.87 Yes Yes Yes Yes Yes Yes



W 8x13 (204mm x 102mm) 19.33 Yes Yes Yes Yes

W10x15 (254mm x 102mm) 22.31 Yes


S 5x10 (127mm x 76mm) 14.87 Yes Yes




W10x15 (254mm x 102mm) 22.31 Yes Yes Yes


W 4x13 (106mm x 103mm) 19.33 Yes



W10x15 (254mm x 102mm) 22.31 Yes Yes Yes Yes Yes


W 4x13 (106mm x 103mm) 19.33



W10x15 (254mm x 102mm) 22.31 Yes Yes Yes Yes Yes Yes Yes Yes


W 4x13 (106mm x 103mm) 19.33

W 6x12 (153mm x 102mm) 17.85 Yes

W 8x13 (204mm x 102mm) 19.33 Yes Yes Yes Yes

W10x15 (254mm x 102mm) 22.31 Yes Yes Yes Yes Yes


W 4x13 (106mm x 103mm) 19.33

W 6x12 (153mm x 102mm) 17.85

W 8x13 (204mm x 102mm) 19.33 Yes Yes YesW10x15 (254mm x 102mm) 22.31 Yes Yes Yes Yes Yes

Note: Maximum strengh limited to 175 N/mm2for limitation of deflection to 1/240

Acceptable solution for profile Yes

Base on design criteria of Trinidad

& Tobago Building Code

Concrete or clay tile

Beam type 2

Solution 1 Solution 2 Solution 3 Solution 4Weight

in kg/mGalvanized >0.5mm Galvanized <0.5mm Asphalt shingle





8.1.3 Metal

8.1.3.1 MS steel beam

8.1.3.1.1 Roof structure

--- See Figure 75 for details and combinations

--- See Tables 27 MS beam type 1 and 28 MS beam type 2 for recommended sections.

8.1.3.2 Cold formed steel

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

8.1.3.2.1 Cold formed steel fasteningCold formed steel must be fastened be self tapping screws or bolt and nuts.

Welding is not allowed.

8.1.3.2.2 Roof structure

--- Cold formed steel shall be used for purling and rafter as shown in Figures 73 and 74.

--- See Tables 29 & 30 - Z purlins and 31 & 32 - Z or C rafters for recommended sections.





Sol 1 Sol 2 Sol 3 Sol 4

Galvanized >0.5mm Galvanized <0.5mm Asphalt shingle Concrete or clay t ile

Z purlin 100mm x 1mm thickness

Spacing (m)

0.600 2.70 2.90 2.80 2.400.800 2.30 2.50 2.40 2.10

1.000 2.10 2.20 2.20 1.90

1.200 1.90 2.00 2.00 1.70

Spacing (m)

0.600 2.30 2.50 2.40 2.10

0.800 2.00 2.20 2.10 1.80

1.000 1.80 1.90 1.90 1.60

1.200 1.70 1.80 1.70 1.50

Spacing (m)

0.600 2.20 2.30 2.20 2.00

0.800 1.90 2.00 1.90 1.70

1.000 1.70 1.80 1.70 1.50

1.200 1.50 1.60 1.60 1.40

Z purlin 150mm x 1mm thickness

Spacing (m)

0.600 3.10 3.30 3.20 2.80

0.800 2.70 2.80 2.80 2.40

1.000 2.40 2.50 2.50 2.20

1.200 2.20 2.30 2.30 2.00

Spacing (m)

0.600 2.60 2.70 2.70 2.30

0.800 2.20 2.30 2.30 2.00

1.000 2.00 2.10 2.10 1.80

1.200 1.80 1.90 1.90 1.60

Spacing (m)

0.600 2.30 2.40 2.40 2.10

0.800 2.00 2.10 2.10 1.80

1.000 1.80 1.90 1.80 1.60

1.200 1.60 1.70 1.70 1.50

Note : On site limit span to2.50 m

Base on design criteria of Trinidad &

Tobago Building Code

Maximum calculated span for slope

between 0 and 15°

between 15 and 30°

Metal steel Z purlins (20G)


between 0 and 15°

between 15 and 30°

between 30 and 45°

between 30 and 45°

Table 29 - Z purlins 1mm thickness (0.96)






Galvanized >0.5mm Galvanized <0.5mm Asphalt shingle Concrete or clay t ile

Z purlin 100mm x 1.5mm thickness

Spacing (m)

0.600 3.20 3.40 3.30 2.900.800 2.80 2.90 2.90 2.50

1.000 2.50 2.60 2.60 2.20

1.200 2.30 2.30 2.00

Spacing (m)

0.600 2.80 2.90 2.90 2.50

0.800 2.40 2.50 2.50 2.20

1.000 2.10 2.30 2.20 1.90

1.200 2.00 2.10 2.00 1.80

Spacing (m)

0.600 2.50 2.70 2.60 2.30

0.800 2.20 2.30 2.30 2.00

1.000 2.00 2.10 2.00 1.80

1.200 1.80 1.90 1.90 1.60

Z purlin 150mm x 1.5mm thickness

Spacing (m)

0.600 3.70 3.90 3.80 3.30

0.800 3.20 3.40 3.30 2.90

1.000 2.80 3.00 2.90 2.60

1.200 2.60 2.70 2.70 2.30

Spacing (m)

0.600 3.00 3.20 3.10 2.70

0.800 2.60 2.80 2.70 2.40

1.000 2.30 2.50 2.40 2.10

1.200 2.10 2.30 2.20 1.90

Spacing (m)

0.600 2.70 2.90 2.80 2.40

0.800 2.30 2.50 2.40 2.10

1.000 2.10 2.20 2.20 1.90

1.200 1.90 2.00 2.00 1.70

Note : On site limit span to 3.00 m

between 30 and 45°




between 0 and 15°

between 15 and 30°

Metal steel Z purlins (16G)


between 0 and 15°

between 15 and 30°

between 30 and 45°

Table 30 - Z purlins 1.5mm thickness






Galvanized >0.5mm Galvanized <0.5mm Asphalt shingle Concrete or clay tile

Z or C rafter 100 mm x 1mm thickness

Spacing (m)

0.400 3.70 3.90 3.90 3.40

0.600 3.00 3.20 3.20 2.80

0.800 2.60 2.80 2.80 2.40

Spacing (m)

0.400 3.00 3.20 3.20 2.80

0.600 2.50 2.60 2.60 2.30

0.800 2.10 2.30 2.30

Spacing (m)

0.400 2.10 2.30 2.300.600

0.800

Z or C rafter 150mm x 1mm thickness

Spacing (m)

0.400 4.80 5.00 5.40 4.70

0.600 3.90 4.10 4.40 3.80

0.800 3.40 3.60 3.80 3.30

Spacing (m)

0.400 3.90 4.10 4.40 4.20

0.600 3.20 3.30 3.60 3.50

0.800 2.80 2.90 3.10 3.00

Spacing (m)

0.400 2.70 2.80 3.00 3.20

0.600 2.20 2.30 2.40 2.60

0.800 2.10 2.30

Note : On site l imit span less than 35 profi le height The 1mm thickness measure exactly 0.96mm

Base on design criteria of Trinidad & Tobago

Building Code

Maximum calculated horizontal span for slope

between 15 and 30°

Metal steel Z or C rafters (20G)


between 15 and 30°

between 30 and 45°

between 45 and 60°

between 30 and 45°

between 45 and 60°

Table 31 - Z or C rafters 1mm thickness






Galvanized >0.5mm Galvanized <0.5mm Asphalt shingle Concrete or clay tile

Z or C rafter 100 mm x 1.5mm thickne

Spacing (m)

0.400 4.60 4.90 4.90 4.30

0.600 3.80 4.00 4.00 3.50

0.800 3.30 3.50 3.50 3.00

Spacing (m)

0.400 3.80 4.00 4.00 3.50

0.600 3.10 3.30 3.30 2.80

0.800 2.70 2.80 2.80 2.50

Spacing (m)

0.400 2.70 2.80 2.80 2.50

0.600 2.20 2.30 2.30

0.800

Z or C rafter 150mm x 1.5mm thicknes

Spacing (m)

0.400 6.00 6.30 6.70 5.90

0.600 4.90 5.10 5.50 4.80

0.800 4.20 4.50 4.80 4.10

Spacing (m)

0.400 4.90 5.10 5.50 5.30

0.600 4.00 4.10 4.50 4.30

0.800 3.40 3.60 3.90 3.70

Spacing (m)

0.400 3.40 3.50 3.70 4.00

0.600 2.80 2.90 3.00 3.30

0.800 2.40 2.50 2.60 2.90

Z or C rafter 175mm x 1.5mm thicknes

Spacing (m)

0.400 5.20 5.50 5.80 5.10

0.600 4.30 4.50 4.80 4.20

0.800 3.70 3.90 4.10 3.60

Spacing (m)

0.400 4.20 4.40 4.70 4.60

0.600 3.50 3.60 3.90 3.80

0.800 3.00 3.10 3.40 3.30

Spacing (m)

0.400 3.00 3.10 3.20 3.50

0.600 2.40 2.50 2.60 2.90

0.800 2.10 2.20 2.30 2.50

Note : On site limit span less than 35 profile height

between 45 and 60°

between 30 and 45°

between 30 and 45°


between 15 and 30°

between 45 and 60°




between 15 and 30°

Metal steel Z or C rafters (16G)

Maximum calculated horizontal span for slopebetween 15 and 30°

between 30 and 45°

between 45 and 60°

Table 32 - Z or C rafters 1.5mm thickness





8.2 Roof covering

8.2.1 Weather protection

8.2.1.1 General

8.2.1.1.1 Roof decks shall be covered with approved roof coverings secured to the building or structure inaccordance with the provisions of this chapter.

8.2.1.1.2 Roof coverings shall be designed and installed in accordance with this code and the approvedmanufacturer's installation instructions such that the roof covering shall service to protect the building or structure.

8.2.1.2 Flashing

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

8.2.1.2.1 Locations

Flashing shall be installed at wall and roof intersections; wherever there is a change in roof slope or direction; andaround roof openings. Where flashing is of metal, the metal shall be corrosion-resistant with a thickness of not lessthan 0.50mm.

8.2.1.3 Coping

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

8.2.1.4 Roof drainage

Unless roofs are sloped to drain over roof edges, roof drains shall be installed at each low point of the roof. Whererequired 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.

8.2.1.5 Overflow drains and scuppers

--- Where roof drains are required, overflow drains having the same size as the roof drains shall be installedwith the inlet flow line located 50mm above the low point of the roof, or overflow scuppers having three times thesize of the roof drains and having a minimum opening height of 100mm may be installed in the adjacent parapetwalls 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.





8.2.2 Materials

8.2.2.1 Scope

--- The requirements set forth in this section shall apply to the application of roof covering materials specifiedherein.

--- Roof coverings shall be applied in accordance with this chapter and the manufacturer's installationinstructions.

--- Installation of roof coverings shall comply with the applicable provisions of this code.

8.2.2.2 Compatibility of materials

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

8.2.2.3 Material specifications and physical characteristicsRoof 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 shallbe required by the code official to determine the character, quality and limitations of application of the materials.

8.2.2.4 Product identification

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

8.2.2.5 Roof covering application

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

8.2.3 Requirements for material roof covering

8.2.3.1 Metal sheeting

8.2.3.1.1 Steel sheeting

--- Where the cladding is protected steel sheeting its thickness shall not be less than:

i. 0.625 mm (24G) when timber battens or purlins shall be used as supporting members with span no more

than 1000mm.

ii. 0.475 mm (26G) when timber battens or purlins shall be used as supporting members with span no morethan 750mm.

--- Any thickness when close board or 16mm plywood sheathing shall be used as support.

--- If the plywood is supported by purlins or rafters with span no more than 810mm, the thickness of theplywood can be reduced to 13mm.





8.2.3.1.2 Aluminium sheeting

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

8.2.3.1.3 Fastening systems

--- Protected steel sheeting shall be fastened to battens, purlins or decking using galvanised screws that are atleast 50mm long. (Galvanised head twisted shank nails are not llowed.)

--- Where corrugated sheeting is used, the nails or screws shall be driven through the crown of the corrugation.

--- The minimum fastening density of screws shall be as follow:

i. Centre of the roof minimum of 3 fixings per square meter with edge fixation of the sheet.

ii. Roof edges eaves and ridges almost one fixing every 250mm maximum.

8.2.3.2 Metal roof panels

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

8.2.3.2.1 Deck requirements

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

8.2.3.2.2 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 10°.

8.2.3.2.3 Material standards

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

--- Metal-sheet roof coverings installed over structural decking shall comply with Table 33.

Table 33 – Metal roof coverings

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 AlloyCoated Steel

TTS 16 35 511: 1988

Lead-coated copper ASTM B101

Copper 4.9 kg/m2

Hard lead 9.8 kg/m2

Soft lead 14.6 kg/m2

Aluminium 0.60mm minimum thickness





8.2.3.2.4 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 beused:

a) Galvanised fasteners shall be used for galvanised roofs.

b) Hard copper or copper allow shall be used for copper roofs.

c) Stainless steel fasteners are acceptable for metal roofs.

8.2.3.3 Asphalt shingles

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


Asphalt shingles shall be fastened to solidly sheathed decks.

8.2.3.3.2 Slope

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

8.2.3.3.3 Underlay

--- For roof slopes from 17% (10°), up to 35% (20°), underlay shall be two layers applied in the followingmanner.

--- Apply a 480mm strip of underlay felt parallel with and starting at the eaves, fastened sufficiently to hold inplace. Starting at the eaves, apply 900mm wide sheets of underlay overlapping successive sheets 480mm andfastened 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 fastenedsufficiently 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.


--- 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.

8.2.3.3.5 Fasteners

--- Asphalt shingles shall be fixed to the decking using the proper adhesives in accordance with themanufacturer’s instructions. (Galvanised extra large head clout nails may also be used for fastening asphaltshingles

--- 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 thesheathing, 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 shingleor two fasteners per individual shingle.

--- Where the roof slope exceeds 166% (60°), special methods of fastening is required.





8.2.3.3.6 Flashing

Flashing for asphalt shingles shall comply with this section.

a) 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.

b) Valleys

--- Valley linings shall be installed in accordance with manufacturer's installation instructions before applyingshingles.

--- Valley linings of the following types shall be permitted:

i. For open valley (valley lining exposed) lined with metal, the valley lining shall be at least 600mm wide andof any of the corrosion-resistant metals.

ii. For open valleys, valley lining of two plies of mineral surface roll roofing, complying with ASTM D249, shallbe permitted. The bottom layer shall be 450mm and the top layers a minimum of 900mm wide.

iii. For closed valleys (valley covered with shingles), valley lining of one ply of smooth roll roofing complyingwith ASTM D 224 Type II or Type III and at least 900mm wide or valley lining as described in paragraphs 1 and 2above shall be permitted.

--- Speciality underlay complying with ASTM D 1970 may be used in lieu of the lining material.

Table 34 – Valley lining material

8.2.3.3.7 Crickets and saddles

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

8.2.3.4 Metal roof shingles

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


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

8.2.3.4.2 Deck slope

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

8.2.3.4.3 Underlay

Not required.

Valley lining materialMaterial Minimum thickness Weight/m2

Copper 5 kg/m2 Aluminium 0.60 mmStainless steel 0.40 mmGalvanised steel 0.63 mm

Zinc alloy 0.70 mmLead 12 kg/m2






--- 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.

8.2.3.4.5 Application

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

installation instructions.

8.2.3.4.6 Flashing

--- The roof valley flashing shall be provided of not less than 0.40mm corrosion-resistant metal, which shallextend at least 200mm from the centre line each way and shall have a splash diverter rib not less than 20mm highat 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.

8.2.3.5 Slate shingles

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


Slate shingles shall be fastened to solidly sheathed roofs.


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

8.2.3.5.3 Underlay

Not required.


Slate shingles shall comply with ASTM C406.


--- Minimum head-lap for slate shingles shall be in accordance with the Table 35.

--- Slate shingles shall be secured to the roof with two fasteners per slate. Slate shingles shall be installed inaccordance with this chapter and the manufacturer's installation instructions.

Table 35 – Slate shingle head-lap

Slate shingle head-lap

Slope Head-lap

50% (26°) < slope < 70% (35°) 100mm

70% (35°) < slope < 173% (60°) 75 mm

Slope < 173% (60°) 50 mm





8.2.3.5.6 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 plasticcement. The felt shall extend over the base flashing 50mm.

8.2.3.6 Clay and concrete tile

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


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


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

8.2.3.6.3 Underlay

Unless otherwise noted, required underlay shall conform to: ASTM D226, Type 11; ASTM D2626, Type I; or ASTMD249 mineral surfaced roll roofing.

a) Low slope roofs

For roof slopes from 25% (15°), up to 35% (20°), underlay shall be a minimum of two layers underlay applies asfollows:

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.

ii. Starting at the Eaves, apply 900mm wide sheets of underlay felt overlapping successive sheets 450mm andfastened sufficiently in place.

b) High slope roofs

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

c) Underlay and high wind

Underlay applied in areas subject to high wind (greater than 145 km/h) shall be applied with corrosion-resistantnails in accordance with manufacturer's installation instructions. Fasteners are to be applied along the overlap notfarther apart then 900mm on centre.

8.2.3.6.4 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.

8.2.3.6.5 Fasteners

Nails shall be corrosion-resistant and not less than 3.5mm, 8mm head, and of sufficient length to penetrate thedeck 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 lessthan 900mm from either side of hips or ridges and edges of eaves and gable rakes.





Table 36 – Clay and concrete tile attachment

Clay and concrete tile attachment

Sheathing Roof slope Number of fasteners

Solid without battens All One per tile

Spaced or solid withbattens

Slope < 40% (22°) Not required

40% (22°)< slope <100% (45°) One per tile/every other rowSpaced sheathing withoutbattens

100% (45°)< slope < 200% (64°) One per tile


--- Tile shall be applied in accordance with this chapter and the manufacturer's installation instructions, basedon the following:

a) Roof Slope

b) Underlay system

c) Type of tile being installed

--- Clay and concrete roof tiles shall be fastened in accordance with this section and the manufacturer'sinstallation instructions. Perimeter tiles shall be fastened with a minimum of one fastener per tile. Tiles withinstalled weight less than 45kg/m

2require 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 appliedin areas where the winds speed exceeds 130km/hr and on buildings where the roof is located more than 12mabove grade. In all other areas, clay and concrete roof tiles shall be attached.

8.2.3.6.7 Flashing

--- At the juncture of the roof vertical surfaces, flashing and counter flashing shall be provided in accordancewith this chapter and the manufacturer's installation instructions, and where of metal, shall not be less than0.50mm corrosion resistant metal.

--- The valley flashing shall extend at least 300mm from the centreline each way and have a splash diverter ribnot 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.





ANNEX « A »

(informative)

- Administration and Enforcement –

A.1 Application to build

A.1.1 General

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

A.1.2 Form of application to build

i. All drawings shall be individually numbered for ease of reference. Revisions shall carry revision numbers anupdated date.

ii. All drawings, specifications and accompanying data shall bear the name and address of the personresponsible for the preparation of the plans and documents.

iii. All documents of the application shall be full size A4 (or folded A4 = 210mm x 297mm).

--- Three (3) sets of completed application forms and plans are to be provided. The plans format A1 (840mm x594mm) or A3 (420 x 294mm) shall include the following:

a) A location plan, showing the location of the lot sufficient to identify the site. Streets should be named andlots numbered where applicable.

b) 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 c); and thelocation of the proposed building in relationship to the site boundaries, which are to be identified.

c) Existing and proposed contours and levels of the site are to be shown. The levels must show the relationshipof the lowest floor of the building with the levels of the adjoining street and with the known datum.

d) Building plans to include:

I. Architectural 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


III. Structural foundation plan to metric scale 1/50 and/or 1/100

To show:

- foundation layout

- cross sections


IV. Structural details to metric scale 1/20 and/or 1/50

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. Water supply and waste disposal

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, soak away and privy.

VI. Site drainage

To show:

- storm surface and roof water disposal

VII. Site organisation works

To show:

- selected area for stockpiling aggregates.

- selected area for the location of a concrete mixer or for the hand mixing of concrete

- selected location of a materials storage shed (or not)

- selected phases when is necessary (demolition and or construction)

- temporary construction for workers accommodations (sanitary WC, shower and hand basin, lockers,changing room, and lunch area)





A.1.3 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 immediate approval is desired shallbe 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 constructionwithout the assurance that the permit for the entire building will be granted. The granting of such permit will dependon the approval of the application including all requirements.

A.2 Approvals

A.2.1 All construction plans specifications and associated reports required by these rules should conform to this

code and shall be approved by the Chief Building Officer before construction commences.

A.2.2 No construction shall commence until the Chief Building Officer has issued a permit or a written notice toproceed.

A.3 Inspections

A.3.1 Procedure

The Chief Building Officer is authorised to make the following inspections and either approve the portion of theworks completed or shall notify the builder where such work does not meet with his approval:

Nb Step Buildinginspectors

Public healthinspectors

I SETTING OUT X

II FOUNDATIONS BEFORE CONCRETING X

III STRUCTURAL FRAME AND ROOF X

IV RING BEAMS FORM WORK AND REINFORCEMENT X

V WATER SUPPLY AND WASTE DISPOSAL X X

VI SITE DRAINAGE X X

VII MITIGATION MEASURES X X

VIII FINAL INSPECTION (OCCUPANCY CERTIFICATE) X X

A.3.2 All inspections shall be carried out by persons authorised as Building Inspectors, Public Heath Inspectorsor where required by suitably qualified persons approved by the Chief Building Officer and appointed to carry outsuch inspections.

A.3.3 Work shall not be done on any part of a building or structure beyond the point indicated in eachsuccessive inspection without first obtaining the written approval of the Chief Building Officer. Such writtenapproval shall normally be given only after an inspection shall have been made of each successive step in theconstruction as indicated by each of the foregoing inspections where appropriate.




A.3.4 If circumstances warrant, the Chief Building Officer in his discretion may waive inspection but this doesnot absolve the owner and builder from the responsibility of any construction in contravention of this Code.

A.3.5 Reinforcing steel or structural framework of any part of any building shall not be covered or concealedin any manner whatsoever without first obtaining the approval of the Building Inspector.

A.4 Completion certificate

a) A new building shall not be occupied or a change made in occupancy or the nature of the use of a buildingor 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 hereinreferred to, and upon application, the Chief Building Officer shall issue a Certificate stating the nature of theoccupancy permitted.

c) A temporary Completion Certificate may be issued for a portion or portions of a building, which may safelybe occupied prior to final completion of the building.

A.5 Compliance

a) The issuance and granting of a permit shall not be deemed or construed to be a permit for or an approval

small building code 2004

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