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COMMONWEALTH OF DOMINICA
STATUTORY RULES AND ORDERS NO. 12 2022.
REGULATIONS MADE by the Minister under section 63 of the Physical Planning Act, Chap. 63:05.
(Gazetted 31st March, 2022).
1. These Regulations may be cited as the –
BUILDING REGULATIONS 2022.
2. In these Regulations –
“Act” means the Physical Planning Act; “Building Code” means the Building Code set out in the Schedule.
3. (1) There is set out in the Schedule the Building Code.
(2) In accordance with section 63 of the Act, the Building Code applies with respect to the design and construction of buildings and the provision of services, fittings and equipment in or in connection with buildings.
(3) Each of the following persons shall comply with these Regulations in respect of a development being carried out by the person or otherwise under the responsibility of the person:
(a) the builder; (b) the owner or occupier of the land where the development has
been carried out, is being carried out or is to be carried out; (c) a person who carries out or takes steps to carry out the building
work on any land and any other person concerned in the management of the building work on the land; and
(d) a person who is engaged in or supervises the development, any
phase of the development or the supervision of a building and who is registered, licenced or otherwise authorised to carry out the performance of any such function under any enactment.
Interpretation. Chap. 63:05.
Building Code.
Short title.
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SCHEDULE
THE BUILDING CODE
Contents SECTION 1 ADMINISTRATION OF THE CODE
SECTION 2 DEFINITIONS
SECTION 3 GENERAL REQUIREMENTS
SECTION 4 MATERIALS AND CONSTRUCTION
STANDARDS
SECTION 5 PUBLIC HEALTH, ENVIRONMENT, ENERGY AND SAFETY
SECTION 6 PRECAUTIONS DURING BUILDING CONSTRUCTION
SECTION 7 WATER SUPPLY SERVICES
SECTION 8 SEWAGE AND WASTE WATER
DISPOSAL SECTION 9 PLUMBING
SECTION 10 SOLID WASTE DISPOSAL
SECTION 11 ELECTRICAL AND MECHANICAL
INSTALLATIONS SECTION 12 LOADS
SECTION 13 EXCAVATION AND FOUNDATIONS
SECTION 14 TIMBER CONSTRUCTION
SECTION 15 CONCRETE BLOCK MASONRY
SECTION 16 PLAIN AND REINFORCED CONCRETE
SECTION 17 STRUCTURAL STEEL
SECTION 18 SMALL BUILDINGS
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APPENDICES A BRITISH STANDARDS AND CODES APPLICABLE
B U.S. AGENCIES AND STANDARDS
C SHEET METAL GAUGES
D HAZARDOUS MATERIALS
E WEIGHTS OF BUILDING MATERIAL
F ACCESSIBILITY GUIDELINES FOR PERSONS WITH DISABILITIES
G GENERAL GUIDELINES FOR FIRE RESISTIVE CONSTRUCTION
H REQUIREMENTS OF GROUP OCCUPANCIES
I CLASSIFICATION BY TYPES OF CONSTRUCTION
J THE RAINFALL HAZARD
K SAFETY OF HOTEL OCCUPANTS
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HOW TO USE THIS CODE
1. Determine the building purpose and occupancy requirements - Table 3-1 and minimum areas for habitable rooms -Table 5.1 and Appendices H and I.
2. Determine Construction Type by Classification - Table 3-2.
3. Determine permissible heights and areas for specific classifications of buildings -Table 3-3.
4. Determine fire resistance ratings for buildings -Tables 3-4 to 3-7 and Appendix G.
5. Protection of structural plans required -Tables 4-1 to 4-3.
6. Design the structure to withstand loads -Section 12.
7. Determine specific requirements for small buildings such as size and spacing of floor
and roof members see Section 18 and Building Guidelines.
8. Design exit doors and windows - Section 5. Attention must be paid to 503.7 and 504.7 for the design of windows and doors to resist hurricane forces and of other non- structural items which may be affected by earthquake forces.
9. Arrangements for disabled persons - Appendix F.
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SOME CONVERSION FACTORS FOR THE UNITS USED IN BUILDING CONSTRUCTION.
METRIC TO IMPERIAL
a) LENGTH
I km = 0.621 371 mile 1m = 1.09361 yd
b) AREA
I km2 = 0.386 101 mile2 I ha = 2.471 04 acre 1m2 = 10.7639 ft2 I mm2 = 0.001 550 in2
c) MASS
1 kg = 2.204 62 Ib 1 metric ton = 1.102 31 ton (short 2000 Ib) 1g = 0.035 274 oz
d) MASS PER UNIT AREA
1 kg/m2 = 0.204 816 Ib/ft2 1 g/m2 = 0.029 494 oz/yd2
e) FORCE
1MN = 112.404 tonf (ton-force) 1 kN = 224.809 lbf (pound-force) 1N = 0.224 809 lbf
f) FORCE PER UNIT LENGTH
I N/m = 0.068 522 lbf/ft I K/m = 0.034 261 tonf/ft
g) PRESSURE. STRESS, MODULUS OF ELASTICITY
I Mpa = 145.038 lbf/in2 I kPa = 20.8854 lbf/ft2
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SECTION 1
ADMINISTRATION OF THE CODE
Contents 101 Title 102 Scope 103 Existing Buildings 104 Historic Buildings 105 Alternate Materials and Types of Construction 106 Work to Ensure Stability and Proper Operation 107 Application to Build 108 Certification of Plans 109 Plans 110 Approval in Part 111 Use of other Codes and Standards 112 Inspections 113 Inspections by Specialist Inspector 114 Check Consultant 115 Certificate of Completion 116 Certificate of Occupancy 117 Compliance 118 Unsafe Buildings
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ADMINISTRATION OF THE CODE
101 TITLE
This Code shall be cited as the Commonwealth of Dominica Building Code. 102 SCOPE
102.1 Subject to subsection 102.2, this Code applies to the design and construction of new
buildings and associated works including earth moving and hoarding, and the alteration, reconstruction, demolition, removal, relocation, change of use and occupancy of existing buildings or any appurtenances connected or attached to such buildings or structures.
102.2 The appendices included in this Code are not intended for enforcement unless specifically referenced in this Code text. The latest edition of referenced Standards and Codes shall be used where appropriate. The principal reference Code is the Caribbean Uniform Building Code (CUBiC) published by the CARICOM Secretariat, Georgetown, Guyana.
102.3 This Code is administered by the Physical Planning and Development Authority (in this Code referred to as “the Authority”).
102.4 Unless otherwise authorised by the Minister, this Code takes precedence over any building code or standard.
102.5 Subject to subsections 102.6 and 102.7, this Code applies to the following new and existing buildings –
(a) buildings with an area exceeding 2,500 square feet 230 square metres;
(b) buildings with more than 2 stories;
(c) multi-family residential buildings accommodating more than 2 units, regardless of floor area;
(d) all commercial, industrial and institutional buildings;
(e) site slopes exceeding 30%;
(f) any other building or development if in the opinion of an Authority, the soil type or the building configuration warrants;
(g) load bearing capacity below 3,000 lbs per square foot, 150 kPa.
102.6 Subject to subsection 102.7, new and existing buildings falling below the thresholds in subsection 102.5 are exempt from the requirements of this Code provided that such buildings or development conform to the building guidelines set out in Section 18.
102.7 This Code does not apply to the following classes of development –
(a) minor repairs that do not include the cutting away of any wall or partition, the removal or cutting of any structural beam or load-bearing support, or the removal or change of any required means of egress, or re-arrangement of parts of a structure affecting the egress requirements (not including addition to, alteration of, replacement or relocation of any standpipe, water supply, sewer, drainage, drain
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leader, gas, soil, waste, vent or similar piping, electric wiring systems or mechanical equipment or other work affecting public health or general safety), such repairs not to violate any provisions of the technical codes;
(b) temporary buildings or sheds used exclusively for construction purposes;
(c) farm storage sheds below 500 square feet (46 square metres).
102.8 Where an application is made to the Authority and if the Authority is satisfied that it is not reasonably practicable to comply with any provisions of this Code, the Authority may grant exemptions from any such provisions provided that no detriment would be caused to public health, safety and welfare.
102.9 Applicable legislation:
Owners and developers should be aware of and consult the following enactments:
1. Architecture Profession Act 4 of 2003;
2. Electricity Supply Act 10 of 2006;
3. Engineering Profession Act 22 of 2002;
4. Physical Planning Act 5 of 2002.
103 EXISTING BUILDINGS
103.1 Alterations, repair or rehabilitation work may be made to any existing building without
requiring the building to comply with all of the requirements of this Code provided that the alteration, repair or rehabilitation work conforms to the requirements of this Code for new construction to the extent determined by the Authority.
103.2 Alterations, repairs or rehabilitation work shall not cause an existing building to be weakened unless in its weakened state it complies with the structural requirements of this Code.
103.3 If the occupancy classification of an existing building is changed, the building shall be made to comply with the requirements of this Code for the new occupancy classification as established by the Authority.
103.4 Repairs and alterations, not covered by subsections 103.1, 103.2 and 103.3, restoring a building to its condition previous to damage or deterioration, or altering it in conformity with the provisions of this Code or in such manner as will not extend or increase an existing non-conformity or hazard, may be made with the same kind of materials as those of which the building is constructed; but not more than twenty-five percent of the roof covering of a building shall be replaced in any period of 12 months unless the entire roof covering is made to conform with the requirements of this Code for new buildings.
103.5 No building shall be removed or demolished without the approval of the Authority.
104 HISTORIC BUILDINGS
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Repairs, alterations and additions necessary for the preservation, restoration, rehabilitation or continued use of a building or structure may be made without conformance to all the requirements of this Code when authorised by the Authority, provided that:
(a) the building or structure has been listed by the official action of the legally constituted body as having special architectural, historical, traditional, cultural, archaeological or paleontological interest and the Authority has given approval for the work;
(b) the restored building or structure will be no more hazardous based on consideration of life, fire, sanitation and safety, than the original building;
(c) the owner has submitted for the approval of the Authority plans and specifications for the work to be carried out provided by an engineer or architect engaged by the owner and approved by the Authority;
(d) all necessary corrections in the interest of public health, safety and welfare are made to the satisfaction of the Authority before use and occupancy.
105 ALTERNATE MATERIALS AND TYPES OF CONSTRUCTION
105.1 This Code is not intended to prevent the use of types of construction or materials or methods of designs as alternates to the standards set out in this Code. Such alternates may be offered for approval and their consideration shall be as specified in this Section.
105.2 The types of construction materials or methods of designs referred to in this Code shall be considered as standards of quality and strength. New types of construction or materials or methods of design shall be at least equal to these standards for the corresponding use intended.
105.3 Any person desiring to use types of construction or materials or methods of design not specifically mentioned in this Code shall file with the Authority proof in support of claims that may be made regarding the safety and sufficiency of such types of construction or materials or methods of design, and request approval and permission for their use.
105.4 All tests required by the Authority to show that materials and methods of construction proposed by the owner meet the requirements of this Code shall be carried out by the owner at his or her expense. The testing agency to be used by the owner must be approved by the Authority.
105.5 The Authority shall approve such alternate types of construction or materials or methods of design if it is clear that the standards of this Code are at least equalled and if, in the opinion of the Authority, the standards of this Code will not be satisfied by the requested alternate, it shall refuse approval.
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106 WORK TO ENSURE STABILITY AND PROPER OPERATION
The Authority may require any work necessary to ensure the stability or the proper operation of an existing or proposed building or other development for the public safety, health and welfare.
107 APPLICATION TO BUILD
107.1 A person wishing to build shall apply for development permission in accordance with section 19 of the Act.
107.2 The plans to accompany an application shall be appropriate for the particular type of development project for which the development permission is applied for, as set out in Section 109.
107.3 Every drawing, specifications and accompanying data which accompanies an application for development permission shall be legibly signed by the maker thereof and shall bear his full address.
107.4 All drawings shall be individually numbered and revisions of drawings shall carry revision numbers.
107.5 Where an alteration or extension to an existing building is applied for, any part of the existing building to be demolished must be clearly indicated and distinguishable from the new construction.
108 CERTIFICATION OF PLANS
108.1 The plans to be submitted with an application for development permission under subsection 107 must be certified as being compliant with this Code as appropriate for the proposed development by a professionally qualified engineer or architect approved by the Authority.
108.2 Subject to subsection 108.4, all drawings and specifications must be stamped and signed by a relevant certifying profession including electrical, mechanical and structural professional as appropriate.
108.3 The Authority may require structural and other details, computations, stress diagrams, the basis of the calculations and other data necessary to describe the construction and they are to bear the signature of the person responsible for the design and shall state the qualifications of the person responsible.
108.4 All drawings and specifications for small buildings designed in accordance with Section 18 of this Code must be certified by the building practitioners who carried out or supervised the preparation of the building designs and plans that they comply.
109 PLANS
109.1 The plans to be submitted with an application for development permission are as set out in
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this Section, and must be submitted in hard copy in the number approved by the Authority, as well as in soft copy.
109.2 The plans described in subsections 109.3 to 109.9 are required to be submitted with an application for approval in principle.
109.3 Location Plan which must –
(a) where applicable show the location, name number of the lot; () be drawn –
- For towns, at a scale of 1:2500; - For villages and rural areas, at 1:500;
(b) show the name and location of existing roads and fixed and easily identifiable points including watercourses, public utilities, road junctions, bridges and nearby houses.
109.4 Site Plan
(a) which at the option of the applicant, may be drawn to a scale of 1:200 (1" to 20') or 1:500 (1" to 40') or 1:1000 (1" = 80') as may be appropriate; and
(b) which must show –
- the area, boundaries and principal dimensions of the land; - the size and position of existing buildings on the land and on the lands
immediately adjacent; - the location of any watercourses or significant geological features on
the land; - the location of any public right of way on the land; - the location, girth and spread of any existing mature trees on the land; - the size and position of any new proposed building or the building as
extended, and the relevant dimensions of appropriate setbacks; - the boundaries of the curtilage of the building, or the building as
extended, and the size, position and use of every other building or proposed building within that curtilage;
- such contours or spot levels as are necessary for determining the grade of any proposed road and for the proposed drainage;
- the width and position of any street existing and proposed on or within the boundaries of the curtilage of the building or the building as extended;
- existing drainage, and provision to be made for the drainage of the building or extension;
- water and sanitary drainage systems; - the proposed landscaping plan; - any land reserved for public access or for public use.
The Authority may waive or modify the requirement for a site plan when the application for approval to carry on building work is for alteration or repair or when otherwise warranted.
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109.5. Subdivision Plan
(a) The scale of subdivision plans shall be at least – - For subdivided areas of 1/2 acre or more, 1:1250; - For subdivided areas of less than 1/2 acre, 1:200.
(b) The subdivision plan must show –
- All relevant physical features related to the proposed development such as water courses, rock outcrops, trees, wetlands or other bodies of water, and existing buildings, roads and walkways;
- Public right of way; - Setbacks required from watercourses, coastlines, roadways, etc.; - Such contours or spot elevations as are necessary for determining the
grade of any proposed road and for proposed drainage; - The boundaries, area, and principal dimensions of the land; - At least one boundary must be connected to the trigonometrical control
station or alternatively, to identifiable points of detail on the national map sheets (scale 1:5000) available at the Survey and Mapping Section;
- The dimensions and area of each proposed subdivided lot; - The location of proposed building, if any; - the roads, walks, drainage and utility services proposed to be made
available to each lot; - The use to which each lot is proposed to be put, e.g. residential,
commercial or industrial purposes, or for churches, schools or parks. Residential lots shall be designated as high, medium, or low density;
- Any land reserved for public access or other public use; - The proposed location of fire hydrants.
109.6 Building Plans
Conceptual drawings which must include: (a) Floor Plan to Scale 1/4" to 1'0" (1:100 or 1:50), including –
- room sizes; - positioning of doors and windows; - materials used in construction;
- thickness of each wall;
- size of closets. (b) Elevations and Sections to Scale 1/4" to 1'0" (1:100 or 1:50), to show:
- roof heights (floor to ceiling) and pitch;
- height of main floor above ground;
- positioning of doors and windows.
109.7 Sewage disposal
(a) Where the work includes the construction of a new drain or private sewer a
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statement is required as to the approximate location of any proposed connection to be made to a sewer. If no connection is to be made to a sewer a statement as to the proposals for the discharge of the proposed drain or private sewer including the location of any septic tank and associated secondary treatment system or any wastewater treatment system is required.
(b) A statement of any local enactment relevant to the work and of the steps to be taken to comply with it is also required.
109.8 Water catchment
If the development is not or will not be on a public supply a statement on the type and location of catchment proposed.
109.9 In the case of an application for detailed approval for carrying out building –
109.10 In addition to the plans required for outline planning permission the plans and other documents described in subsections 109.11 to 109.18 must be submitted.
109.11 Foundation Plan – - general foundation type;
- type of soil on which the foundation will rest; - foundation layout;
- foundation fill and slab detail; - foundation cross section detail (including cover detail);
- foundation column callouts.
109.12 Structural Plan
To show – - masonry plan (showing positions of all doors, windows, openings, beams,
columns, and other structural elements);
- details of beams, columns and slabs (including rebar arrangement, applicable spacing and cover (top and bottom));
- details of all walls (including size, type, material used and reinforcement);
- roof design and construction details; - foundation details, piling etc.; - details of water cisterns and catchments where required; - details of septic tank, grease trap and soakaway, where required.
- details of building cross sections (minimum of two for buildings larger than 5000 sq. ft.);
- all reinforcement details (including cover detail).
109.13 Plumbing
To show:
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- location of inspection boxes, grease traps, cleanouts, etc.
- sizes and slopes of the pipes and vents used in the sewer lines; - location of shut-off valves;
- size and location of pumps.
109.14 Water Supply - sizes of water lines; - water storage (including storage capacity) and catchment details.
109.15 Sewerage - sizes of sewage lines;
- details of septic tanks and soakaways where needed.
109.16 Electricity
To show: - electrical layout; - amount of wires in conduit and wire gauges; - circuit numbers; - numbers of circuits; - panel sizes and locations.
109.17 Fire - Shop drawings for the fire protection systems shall be submitted to indicate
conformance with the Code. - Drawings shall show specified details of the means of egress in compliance
with the Code provisions. - Drawings for all buildings shall describe the exterior wall envelope in
sufficient detail to determine Code compliance. 109.18 Other
- Agricultural development on Crown Land requires authorization from the Permanent Secretary of the Ministry of Agriculture certifying its legitimacy as an agricultural undertaking.
- Topographic surveys are required for building sites with slopes exceeding 15%. - Any other plans which are necessary to show that the work would comply with
the Code are to be submitted. - The Authority may also require submission of all calculations for the
determination of sizes of structural members and walls, water catchments, sewage treatment, disposal facilities, and any other aspect of the proposed development.
- For complex, specialized or hazardous buildings, the Authority may require the submission of special inspection and structural observation programs, and other data.
- The Authority may require submission of a site management plan. - Environmental Impact Assessment for developments that require it in
accordance with the law.
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110 APPROVAL IN PART
110.1 If the approval to carry out building works for part of a building or other development is desired prior to the issuance of approval to carry out building work for the whole development, an application for approval in principle shall be made for the whole development in accordance with Section 18 of the Physical Planning Act 2002, and application for a development permission accordance with Article 19 of the Act for the part of the building or other development for which approval is desired shall be filed with the Authority.
110.2 If a development permission is granted for a part of a building or other development, the
holder of such development permission may proceed with construction of that part with the assurance only that approval in principle was granted for the entire building or other development.
111 USE OF OTHER CODES AND STANDARDS
111.1 The Authority shall require that the laws of any other regulatory body or authority having jurisdiction, where such laws are applicable and are known to the Authority, are satisfied before an approval to carry out building works is issued.
111.2 The Authority shall require such evidence, as in its opinion is reasonable, to show approval under other applicable laws but the Authority shall not be held responsible for enforcement of such laws that it is not specifically authorised to enforce.
111.3 The Authority shall publish in the Gazette a list of the standards approved for use in this Code, and the Authority shall make such lists available to the applicant.
112 INSPECTIONS
112.1 Information on the inspection stages required shall be provided as a condition of approval and the inspection stages may include the following:
(a) setting out; (b) foundations before concreting; (c) structural frame and roof; (d) ring beams casing and reinforcement; (e) other stages taking into account the nature and complexity of the work, ground
conditions, experience of the builder, etc.; (f) plumbing and drains; (g) electrical works; (h) mechanical installations; (i) fire safety; (j) public health; (k) granting of Certificate of Completion; (l) granting of Certificate of Occupancy.
112.2 In addition to scheduled inspections, the building inspector may enter at any reasonable
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time to inspect or to perform any duty imposed by this Code, including during the operations of the building.
112.3 All inspections shall be carried out by persons employed by the Authority as building inspectors or by suitably qualified persons approved by the Authority and appointed to carry out such inspection.
112. 4 A building inspector shall carry proper identification.
112. 5 The owner is required to raise the property boundaries before the setting out inspection.
112. 6 The owner is required to provide the Authority, Special Inspector and Check Consultant with 48 hours’ notice of requirement for inspection, exclusive of Saturdays, Sundays and declared Public Holidays.
112. 7 The owner is required to notify relevant authorities of inspections required to be made in accordance with other laws.
112. 8 The building inspector or the person approved by the Authority and appointed to carry out an inspection under subsection 112.3, upon notification from the owner, shall make the necessary inspection, and shall either approve the portion of the works completed and shall issue an inspection compliance certificate, or shall notify the owner in writing where such work does not meet with his approval.
112. 9 Approval as a result of an inspection is not to be construed as an approval of a contravention of the Code or other laws.
112. 10 Copies of the approved drawings, development permission, inspection compliance certificates and other statutory approvals are to be retained at the construction site during normal working hours for inspection by the building inspector and any other relevant authority.
112. 11 Work shall not be done on any part of a building or structure beyond the point indicated in each successive inspection without first obtaining an Inspection Compliance Certificate or written approval of the Authority, Check Consultant or Special Inspector where permitted to do so. Such written approval shall normally be given only after an inspection shall have been made of each successive step in the construction as indicated at each of the inspection stages listed in the development permission.
112. 12 Reinforcing steel or structural frame work of any part of any building shall not be covered or concealed in any manner without first obtaining the written approval of the Authority, Check Consultant, Special Inspector or building inspector responsible for the routine inspections.
112. 13 If circumstances warrant, the Authority in its discretion may waive the requirement for an inspection in writing to the owner, but this does not absolve the owner from the responsibility of any construction in contravention of the Act, Regulations made under the Act or this Code.
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113 INSPECTIONS BY SPECIAL INSPECTOR
113.1 A Special Inspector shall carry out inspections of construction for all buildings for which there is a legal requirement for a professional engineer or architect to provide supervisory services, or as determined by the Authority during the review of an application for development permission.
113. 2 The Special Inspector must be an architect or engineer employed by the owner and approved by the Authority.
113. 3 The Special Inspector must report to the Authority on the inspections carried out at the stages listed in subsection 112.1 and on any changes to the works or materials to be incorporated in the works.
113. 5 Where the Special Inspector carries out inspections in accordance with this Section, the Special Inspector assumes the responsibilities for the approval of construction standards and materials as required in Section 4.
113. 6 Upon completion, the Special Inspector must file with the Authority, an affidavit in the form approved by the Authority that the work supervised in accordance with his terms of reference has been completed in conformity to the plans and this Code.
113. 7 The Special Inspector must provide evidence of professional liability insurance to the Authority and the owner before commencing his duties.
113. 8 The Authority retains the authority to carry out an audit on any development which shall include a review of the design, analysis, detailing and material and construction specifications of any building for which an approval to carry out building work is requested and for any building under construction.
114 CHECK CONSULTANT
114.1 Where the proposed construction is complex or falls within the developments listed below, the Authority may impose a condition on the grant of detailed permission requiring the owner to employ a Check Consultant to perform the duties specified as part of the approval:
(a) buildings or structures, or part of a building or structure, of unusual design or method of construction;
(b) foundations and structural engineering for the installation of equipment such as elevators, power plants and water and sewage treatment plants;
(c) buildings accommodating congregations of more than 50 persons at any time for any purpose;
(d) institutional buildings with a dormitory function; (e) commercial and industrial buildings with a potential hazardous function; (f) structures exceeding 5000 sq. ft; (g) residential buildings accommodating more than 50 persons; (h) other buildings as considered necessary by the Authority; (i) major foundations and pile driving or both;
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(j) major site works; (k) any other building designated for that purpose by the approval to carry out building
work.
114.2 The Check Consultant shall be employed at the expense of the owner and with the approval of the Authority.
114. 3 The Check Consultant must be an experienced and professionally qualified engineer or architect of the relevant discipline for developments listed in subsection 114.1.
114. 4 The Check Consultants Terms of Reference may include –
(a) review and assessment of all designs (plans, calculations and specifications) relating to the development in accordance with this Code and acceptable building practices;
(b) review and agreement with the design team and the constructor on the systems of quality control to be employed during the construction stage;
(c) periodic checks during the construction stage to confirm that the agreed systems of quality control are being implemented;
(d) submission of a report to the owner and to the Authority on compliance of the design and construction quality control with the terms of the approval to carry out building work;
(e) any other requirement considered necessary by the Authority.
114. 5 The Check Consultant shall advise whether the aspects of the project assigned for his review and assessment are in compliance with this Code and shall submit periodic progress reports and inspection reports to the Authority and to the owner.
114. 6 At the completion of the construction work, the Check Consultant shall submit a Certificate of Compliance to the Authority if he considers that the work assigned for his review and assessment was done in compliance with the approval to carry out building work and this Code. His duties shall end with the submission of such certificate.
114. 7 The Check Consultant shall be an independent consulting engineer or architect chosen by the owner and approved by the Authority and shall not have been engaged in any capacity in the development for which he is being engaged as a Check Consultant.
114. 8 The owner shall supply the name and qualifications of the engineer or architect, where applicable, who will be employed as a Check Consultant and the Authority shall review the information submitted by the owner and if considered satisfactory shall approve the engagement of the Check Consultant.
114. 9 The Check Consultant must provide evidence of professional liability insurance to the Authority and the owner before commencing his duties.
114.10 Note: Approval to carry out building will not be granted until the designs have been reviewed by the Check Consultant if this is a requirement of his Terms of Reference, and a certificate has been granted to the effect that the designs conform to the requirements of this Code.
115 CERTIFICATE OF COMPLETION
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115.1 A Certificate of Completion may be issued by the Authority on application by the holder of an approval to carry out building work when all building work approved has been completed.
115. 2 A Certificate of Completion is a formal statement that the building work carried out under the approval to carry out building work complies with the conditions of approval.
115.3 The Certificate of Completion shall state whether a Certificate of Occupancy is required before the building can be occupied or put into use.
116 CERTIFICATE OF OCCUPANCY
116.1 A new building shall not be occupied or a change made in occupancy or the nature of the use of a building or part of a building until after the Authority has issued a Certificate of Occupancy.
116. 2 Subject to subsection 116.4, upon completion of a building erected in accordance with approved plans and after a final inspection by the Authority, and upon application therefor, the Authority shall issue a Certificate of Occupancy stating the nature of the occupancy permitted.
116. 3 A Temporary Certificate of Occupancy may be issued for a portion or portions of a building which may safely be occupied prior to final completion of the building and the Authority shall specify a time period for which the Temporary Certificate of Occupancy is valid.
116. 4 A Certificate of Occupancy shall not be issued until necessary certificates of approval have been issued by the Electrical Inspector, the Fire Service or other relevant authority in accordance with the applicable laws.
116. 5 A Certificate of Occupancy shall contain the following information –
(a) the approval number; (b) the address of the structure; (c) the name and address of the owner; (d) a description of the work for which the certificate is issued; (e) a statement that the described work has been inspected for compliance for the
occupancy and use for which the proposed occupancy is classified; (f) the edition of the Code under which the approval was issued; (g) the use and occupancy; (h) the type of construction; (i) the design occupant load; (j) if an automatic sprinkler system is provided, whether the sprinkler system is
required; (k) any special stipulations and conditions of the approval.
116. 6 The Authority may, in writing suspend or revoke a Certificate of Occupancy where the certificate is issued in error, or on the basis of incorrect information supplied, or where it is determined that the structure or portion of the structure is in contravention of this Code, the Act or Regulations made under the Act.
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117 COMPLIANCE
117.1 The issuance and granting of approval to build does not constitute a permission for, or an approval of, any contravention of this Code.
117. 2 The issuance of an application to build upon plans and specifications, shall not prevent the Authority from thereafter requiring the correction of errors on such plans and specifications, or from preventing building operations being carried on thereunder when in contravention of this Code or any applicable Regulations.
117. 3 If at any time after the issuance of approval for the carrying out of building work, the Authority reasonably believes that approved plans are in contravention of this Code, the Authority shall notify the holder of the approval to carry out building work and the holder shall correct the drawings or otherwise satisfy the Authority that the design or working drawings, or both are in compliance with this Code.
118 UNSAFE BUILDINGS
When any building, construction or excavation or part thereof is in an unsafe condition as a result of being open or unguarded, or because of danger from fire or risk of accident because of its ruinous or dilapidated state, faulty construction or otherwise, due notice to correct such condition shall be given by the Authority. When such notice has not been complied with the Authority may:
(a) demolish, remove or make safe such building, construction, excavation or part thereof at the expense of the owner; or
(b) take such other measures as it may consider necessary to protect the public.
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SECTION 2
DEFINITIONS
In the interest of brevity, words in singular where applicable, shall be construed to include the plural, and words in plural shall, where applicable, be construed to include the singular.
access Entrance or opening.
accessible Adequate clearance for inspection, service, repair, and replacement, and within physical reach.
accessory use A building or structure, the use of which is incidental to the main building structure.
accessible guestroom A guestroom which minimally meets internationally recognized accessible design guidelines which should be provided close to guest elevators and at lower floor levels. In the absence of any prevailing local codes, it is recommended that 1% of the total room count be incorporated as accessible rooms. Act The Physical Planning Act, 2002
addition Any extension or increase in floor area or height of a building or structure.
alley Any public space, or thoroughfare, 20' 0" or less in width, with public right of way.
alteration Any change or modification of construction, arrangement of space, and/or occupancy of a building; or change in the area of cubic contents; a change in equipment.
apartment One or more rooms occupied as a home or residence for an individual or a family or a household. The existence of, or the installation of sink accommodations and/or cooking facilities within a room or suite of rooms shall be deemed sufficient to classify such room or suite of rooms as an apartment.
apartment building A building which is used or intended to be used for human habitation as a residence for two or more families living in separate quarters.
application An application to the A u t h o r i t y for permission to carry out development or for an approval required by the A c t and any subsidiary legislation made thereunder, including the Building Code.
approved Approved by the Agency responsible for development control under the requirements of this Code, including the Director or other designated persons given jurisdiction by this Code.
architect A person technically qualified to design and supervise the construction of buildings in accordance with existing laws of the State.
area of storey The gross area of such storey measured from the internal faces of external walls or, where there are no walls, to the outside edge of floors.
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area of building The total of the areas of the storeys comprising that building, measured from inside the face of the external walls.
attic Shall be taken to mean any space immediately under the roof rafters and above the ceiling joists of the storey nearest to the roof.
Authority The Physical Planning and Development Authority referred to in section 4 of the Act.
automatic Applied to a door, window, or other opening. Not requiring manual operation.
awning A projecting canopy.
balcony That portion of a seating space of an assembly room, the lowest part of which is raised four feet or more above the level of the main floor. balcony exterior A landing or porch projecting from the wall of a building. Where serving as a required means of egress the long side shall be at least 50 percent open and the open area above the guard rail shall be so distributed as to prevent the accumulation of smoke or toxic gases.
basement Any storey or part of a storey where more than half of the height from the finished floor to the finished ceiling is below the average of associated finished ground levels at external walls.
boundary line A line dividing one site from another or from a street reservation or other publicly owned space.
Board See Agency responsible for development control.
building Includes any erection, structure or any part of a building erected on or made on or in or under any lands, and where the context so permits, includes the land on, in or under which the building is situated but does not include plant or machinery contained in a building.
Where a building is separated into two or more parts by fire division walls each part may be deemed a separate building for the purpose of this Code.
building line A line dividing one site from another or from a street reservation or other publicly owned space.
building operations Includes rebuilding operations, structural alterations of, or additions to buildings and any other operations normally undertaken by a person carrying on business as a builder.
bulkhead A part of a structure enclosing stairs, elevator machinery, or ventilating equipment; the part of an external wall immediately below a shop window; a retaining type structure.
canopy A covering to an entrance way or walkway, fixed to a building.
carbon Carbon dioxide emissions. Other gasses which contribute to global warming represented in terms of an equivalent carbon dioxide level.
car port A covering area for sheltering a motor vehicle, not fully enclosed by walls.
code The Building Code of Dominica.
combustible Any material that will ignite at or below a temperature of 1200 degrees F and which ignited will continue to burn or glow.
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condominium Multi-units with individual ownership of single units.
corridor An access connecting more than one room; a link at each floor level, open or covered.
construction Unit building or component assembly additive process; includes reconstruction and/or alteration and/or addition to building or structure.
court An open or occupied space enclosed at any level on two or more sides by the walls of a building or in the case of a rear court, enclosed on three sides by the boundaries of the site.
cubic content of a storey The volume of enclosed space measured w i t h i n a storey, from the internal faces of enclosing walls and from finished floor level to ceiling level, or where there is no ceiling to the average of the underside of the roof construction.
cubic content of a building
The total of the cubic content of the storeys comprising that building.
curtain wall Any prefabricated assembly of various components to enclose a building, usually supported externally from the structural frame, and passing all storeys.
dangerous building Any building which constitutes a danger to public safety or to the safety of the occupants or adjacent buildings.
dead load The weight of all walls, floors, roofs, partitions and other permanent construction.
deconstruction Disassembling a structure, allowing re-use of its component parts.
developer See owner.
development As defined in the Act.
dining room Any building or part thereof, in which food is dispensed or served.
disability Any physical or mental impairment which has a substantial and long- term adverse effect on a person's ability to carry out normal day-to- day activities. In the context of this Code, attention has frequently been directed at people who use wheelchairs. However, the design and management of safe accommodation must consider a l l forms of disability including impaired vision, hearing and mobility.
dormitory A room in which sleeping accommodation is provided for more than four persons.
duplex building A building providing two separate apartments with or without common entrance and/or exit facilities.
dwelling A building occupied exclusively for residential purposes; for the purposes of this Code, "dwelling" also includes any verandah or porch attached permanently to the building.
egress See Means of Egress.
elevator A lift or hoist; a device for carrying persons or goods up or down.
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embodied carbon Kilograms of carbon dioxide (CO2) released by generating energy
used to make, deliver, assemble, and dispose of a material, plus any other CO2 emissions associated with the process of manufacture (such as the CO2 released in producing cement).
engineer A person technically qualified to design and supervise the construction of building and civil engineering structures, electrical, mechanical and sanitary installations and systems, and who is registered to practice engineering in Dominica.
enclosed Bounded by walls or floors or roof or ceilings provided that, where a building is not fully enclosed by walls, the external face of the external frame is deemed to be the line of enclosure for the purpose of this Code.
equipment Fixtures, fittings, appliances or apparatus of any sort within or associated with a building whose installation is covered by the requirements of this Code.
erection In relation to buildings includes extension, alteration, and re-erection.
escalator A moving inclined stairway for persons or goods.
exit court A yard or court providing egress to a further place.
existing building Any building constructed or in the course of construction prior to the effective date of this Code.
fire assembly The assembly of a fire door, fire window, or fire damper, including all required hardware, anchorage, frames and sills.
fire assembly, automatic closing
A fire assembly which may remain in an open position and which will close automatically if subjected to either of the following:
(a) An increase in temperature;
(b) Products of combustion. Unless otherwise specified, the
closing device shall be one that is rated at a maximum temperature of 165 degrees F.
fire assembly, self- closing
A fire assembly which is normally kept in a closed position and is equipped with an approved device to ensure closing and latching after having been opened for use.
fire division A portion of a building so separated from the rest by fire-walls that it may be erected to the maximum height and area allowed for the governing Occupancy and the Type of Construction, independently of adjoining Occupancies or Types of Construction.
fire door A door and its assembly so constructed and placed as to give protection against the passage of fire.
fire escape A single or series of steel framed balconies attached to the exterior walls at windows or doors and connected to each other and to the ground by flights of steel stairs.
fire resisting Ability to resist fire and prevent its spread as regulated in this Code. Fire resistant.
fire retardant treated wood
Wood that has been treated to retard spread of flame.
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flame-proof The property of a material, usually decorative fabric, whether treated or not treated, to not burst into flames or support combustion when subjected to flames for a period of 30 seconds.
flooding An overflow of a large amount of water beyond its normal limits, especially over what is normally dry land. Floods and mudflows may be channeled through river valleys.
floor area, gross Gross floor area is the floor area within the perimeter of the out- side walls of the building with no deduction for corridors, stairs, closets, thickness of wall, columns, or other features.
floor area, net Net floor area is the actual occupied area, not including accessory unoccupied areas or thickness of walls.
formation level Finished ground level, see Grade.
foyer An area or space within a building located between a lobby and main entrance and the main floor.
gallery That portion of the seating capacity of a theatre or assembly room having a seating capacity of more than ten persons and located above a balcony.
garage A building, shed or enclosure, or part thereof, in which a motor vehicle containing flammable liquid in its fuel tank is housed or stored or repaired.
grade (a) The average elevation of the ground, paved or unpaved, adjoining a building or structure, at the centre of each exterior wall line.
(b) When used in connection with lumber, means a division of sawn lumber into quality classes with respect to its physical and mechanical properties, as defined by the association under whose rules the lumber is controlled.
(c) When used in connection with structural or reinforcing steel, means the quality and strength of the material as defined by the relevant ASTM or other recognised international standard.
ground floor area The total area of all storeys of the building including common halls, stairways, porches, overhanging balconies, and the thickness of walls.
ground floor The lowest storey or part of a storey of a building of which more than 50% of the floor area is above the average of associated finished ground levels at external walls and no part of the floor area is more than 2 feet below such associated ground levels.
habitable room A room in a residential unit used for living, eating, sleeping or cooking, but excluding baths, storage spaces or corridors.
head The individual responsible for the management of the agency responsible for development control.
height - building The vertical distance from grade to the highest finished roof surface of a flat roof or to the average level to a gable or hip roof.
height - storey The vertical distance from top to top of two successive floors or floor and roof.
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height - structure The height of a structure erected on the ground is the vertical distance from grade to the highest point thereof, and for roof structures is the vertical distance from the mean level of the roof to the highest point of such structure. In general the height of a structure shall be its overall height.
height of a wall The vertical dimension measured from top of foundation or beam, to top of highest course, with or without tie beam.
hazardous operation A hazardous operation is classified as one which is liable to give rise to fire and burning with extreme rapidity, or from which poisonous fumes or explosions are likely in the event of fire or leakage.
horizontal exit A means of passage from one building into another building occupied by the same tenant, or from one section of a building to another section of the same building occupied by the same tenant through a separation wall having a minimum fire resistance of 2 hours.
hotel Any building or group of buildings (including all structures appurtenant thereto or within the curtilage thereof) used or intended to be used for the accommodation of guests for gain or reward.
imposed load All loads other than dead loads.
incombustible A material, which in the form in which it is used, meets the following requirements:
(a) Material of which no part will ignite or burn when submitted to fire.
(b) Material having a structural base of incombustible material as defined in para. (a) above, with a surfacing not more than 3mm (1/8 inch) thick having a flame spread rating not greater than 50 when tested in accordance with the appropriate standards.
(c) Incombustible does not apply to surface finish materials or to materials required to be incombustible for reduced clearances to flues, heating appliances or other materials, or
(d) No material shall be classed as incombustible which is subject to increase of combustibility or flame spreading rating, beyond the limits herein established, through the effect of age, moisture or other atmospheric condition.
inspector A building inspector designated by the agency responsible for development control under the Act.
joists Secondary horizontal supporting members in floors, ceilings, or roof construction.
jurisdiction The m a n d a t e o f t h e Authority, or any body appointed by the Government for the administration of this Code.
landslide A movement of a mass of rock, earth or debris down a slope.
lintel The beam or girder placed over an opening in a wall which supports the construction above.
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live load Any load imposed or capable of being imposed on a structure
other than dead load or wind load.
lobby An enclosed vestibule directly accessible from the main entrance.
load bearing Any part of a building including foundations bearing a load other than that due to its own weight or wind pressure.
lot A portion or parcel of land shown on the land register or in a deed as a piece or parcel of land or an official subdivision.
lot line A line dividing one lot from another or from a street or other public space.
manhole Defined in Section 9.
masonry Brick, stone, plain concrete, hollow block, solid block or other similar materials or units bonded together with mortar. Reinforced concrete is not classified as masonry.
means of egress Continuous path of travel from any point in a building or structure to the open air outside at ground level.
(a) Exit is that portion of a means of egress which is separated by walls, floors, doors or other means from the area of the building from which escape is to be made.
(b) Note: An interior aisle, corridor, hallway or other means of travel used to reach an exit door is not an exit.
mezzanine An intermediate floor placed in any storey or room. When the total area of any such mezzanine floor exceeds 33-1/3 percent of the total floor area in that room or storey in which the mezzanine floor occurs, it shall be considered as constituting an additional storey. The clear height above or below a mezzanine floor shall not be less than 7 feet. mudflow A mudflow consists of soil and water, usually fine grained particles moving downslope. There is a specific type of mudflow made up of volcanic material of varying particle sizes.
multiple family As in a building, meaning more than two families or households living independently of each other and cooking within their living quarters; includes apartments, tenements and flats.
normal dimension The dimension or size in which such material, part or unit is usually manufactured or supplied.
non-combustible See incombustible.
non-conforming Applies to any building or structure which does not comply with the requirements set out in this Code, or amendments thereto.
occupant load The total number of persons that may occupy a building or portion thereof at any one time.
occupancy As used in this Code, pertains to and is the purpose for which a building is used or intended to be used. Occupancy is not intended to include tenancy or proprietorship.
occupied Shall be construed as though followed by the words "or intended, arranged, or designed to be occupied".
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open plan Open plan buildings are Group D Occupancy buildings having rooms
and corridors delineated by the use of furniture, or low (5 feet) partitions.
owner A purchaser, developer, property holder or any other person, firm or corporation having a vested or contingent interest, or in the case of leased premises, the legal holder of the lease contract, or his/her legal representative, assign or successor, or duly authorised agent of any of the aforesaid.
parapet That part of a wall entirely above the roof line.
parking garage Parking garages for passenger vehicles involving only the parking or storing of automobiles and not including automobile repair or service work or the sale of gasoline or oil.
partition A non-load bearing vertical separation between rooms or spaces. If such separating construction closes less than three-fourths of the area from wall to wall and floor to ceiling, it shall be considered a decorative separation and not a partition.
path of egress The course taken by an occupant to effect egress from a public space.
penthouse An enclosed one-storey structure extending above the roof of a building not exceeding 25 percent of the roof at the level on which such penthouse or penthouses are located.
permit A written authorisation by the Agency responsible for development control to proceed with construction, alteration, repair, installation or demolition.
permit holder The holder of a permit granted for the construction, alteration, repair, installation or demolition of a development.
person associated with hearing impairment
Includes people who are totally deaf or have some hearing impairment.
person associated with mobility impairment
Refers to people unable to use one or more of their extremities, or having a lack of strength to walk, grasp or lift objects. Such persons may use wheelchairs, crutches, walkers or other mechanical equipment to aid in mobility.
person associated with vision impairment
Includes people who are totally blind or partially sighted.
planning permission Development permission. Permission granted under the Act.
platform A portion of an assembly room which may be raised above the level of the assembly floor and which may be separated from the assembly space by a wall and proscenium opening provided the ceiling above the platform shall not be more than 5 ft. above the proscenium opening.
prefabricated Pre-engineered, fabricated prior to installation or erection.
primary member A structural member, such as a column, beam, girder or truss, that carries dead, live and/or wind loads to the foundation.
private stair A stairway serving one tenant only and not for general use.
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public space For the purpose of determining allowable floor areas and/or
egress from buildings, such open spaces as public parks, rights-of- way, waterways, public beaches and other permanent unobstructed yards or courts having access to a street and a width of not less than set out herein for required units of exit width may be considered a public space.
rafters Secondary inclined supporting members in roof construction.
required Required under this Code.
repair The making good to or replacement of existing construction in a similar manner to and of similar materials to the original construction. room Any enclosed part of a building not being a lavatory, corridor, hallway, foyer, staircase, escalator, ramp, service area or store.
sanitary facilities The facilities provided in a lavatory in accordance with the requirements of this Code.
site A portion of land registered by title as a unit.
semi-ambulant person A person who can walk, either unaided with difficulty, or only with assistance.
solar water heater A system which converts sunlight into heat for water heating using a solar thermal collector. In tropical areas the hot water storage tank can be horizontally mounted immediately above the solar collector(s) and no pumping is required.
storey That portion of a building between the upper surface of a floor and the upper surface of the floor next above it, and if there is no floor above it, that portion between the top of that floor and ceiling above it. value Applied to a building or structure means the estimated cost of construction of such building or structure at the date of valuation.
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SECTION 3
GENERAL REQUIREMENTS
Contents
301 GROUP CLASSIFICATION BY USE AND OCCUPANCY
301.1 Basis of Classification 301.2 Group A Public Buildings 301.3 Group B Institutional Buildings 301.4 Group C Commercial and Industrial Buildings 301.5 Group D Office, Administrative and Retail Service Buildings 301.6 Group E Residential Buildings 301.7 Group F Hazardous Occupancy Buildings
302 OCCUPANCY CONTENT OF A BUILDING
302.1 Basis of Calculation
Table 3-1 Occupancy Content of a Building
303 TYPE CLASSIFICATION BY CONSTRUCTION
303.1 Abbreviations 303.2 Basis of Classification
304 PERMISSIBLE AREAS AND HEIGHTS
304.1 Abbreviations 304.2 Basis of Determination
305 FIRE RESISTANCE RATINGS FOR BUILDINGS
305.1 Basis of Determination
306 SPECIAL PROVISIONS
306.1 Interpretation 306.2 General Occupancy 306.3 Hazardous Occupancy 306.4 Areas, Heights and Volumes 306.5 Special Fire Resistance Ratings
Table 3-2 Type Classification by Construction
Table 3-3 Permissible Areas and Heights
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Table 3-4 Fire Resistance Ratings for Buildings within 10'0 of Site Boundaries
Table 3-5 Fire Resistance Ratings of Buildings between 10'0" and 20'0" of Site Boundaries
Table 3-6 Fire Resistance Ratings of Buildings over 20'0" from Site Boundaries and more than 35'0" high
Table 3-7 Fire Resistance Ratings for Buildings over 20' from Site Boundaries and up to 35'0" high
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SECTION 3
GENERAL REQUIREMENTS
301
GROUP CLASSIFICATION BY USE AND OCCUPANCY
301.1 Basis of Classification
Certificates of use and occupancy shall be based on the following group classification subject to the special provisions of 306 of this Code and provided that:
(a) Any building having a use or occupancy not specifically mentioned shall be classified in the group it most nearly resembles.
(b) Different buildings on the same property shall be certified
separately for use and occupancy even when constructed under one permit.
(c) Adjoining parts of the same building may be certified separately
for different use and occupancy provided the division between them satisfies the fire resistance requirements of this Code for the most restrictive use.
(d) More than one use and occupancy shall be permitted in any
building without division provided the building conforms to the requirements of this Code for the most restrictive use.
301.2 Group A. Public Buildings
Being buildings in which 50 or more persons regularly congregate for civic, educational, religious, social or recreational purposes and including:
Assembly halls Auditoria Cinemas City and town halls Clubs, excluding residential accommodation Court-houses Dance halls Permanent exhibition buildings Games buildings Lecture halls Passenger assembly buildings Public baths Public art galleries, libraries and museums Restaurants seating 50 or more persons Religious buildings of all types Teaching facilities of all types Theatres
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301.3 Group B. Institutional Buildings
Being buildings in which patients’, residents’ or inmates' liberties are restricted for civic, medical, charitable or correctional purposes including:
(a) Asylums
Hospitals Infirmaries Old and handicapped persons’ homes Sanatoria
(b) Prisons
Reformatories
301.4 Group C. Commercial and Industrial Buildings
Being buildings used for manufacture, assembly, servicing, repair and factory operations or for the storage except for display purposes of materials or finished products where no hazardous processes or materials are involved and including:
(a) Aeroplane hangers
Cold storage buildings Freight depots Parking Garages Warehouses
(b) Factories
Commercial laboratories Laundries Processing plants Power stations Telephone exchanges Workshops
301.5 Group D. Office, Administrative and Retail Service Buildings
Being buildings used for business or professional transactions or the display or sale of materials or finished products and including:
(a) Banks
Civic administration buildings Radio stations Restaurants seating less than 50 persons Television stations Office buildings
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(b) Markets, Supermarkets Shops Showrooms Stores
301.6 Group E. Residential Buildings
Being all buildings in which sleeping accommodation is a necessary or major provision, except buildings classified under Group B in 301.3 of this Code and including:
(a) Apartment buildings containing less than 10 apartments.
Guest houses accommodating less than 25 persons. Private residences and duplex buildings. Residential club accommodation for less than 25 persons. Terrace houses.
(b) Apartment buildings containing 10 or more apartments.
Guest houses accommodating 25 or more persons. Halls of residence. Hotels. Motels. Residential club accommodation for more than 25 persons.
(c) Tenement buildings.
Dormitories.
301.7 Group F. Hazardous Occupancy Buildings
Being buildings or parts of buildings for the storage or handling or use or processing of any of the hazardous materials or for the housing or carrying out of any of the hazardous processes listed in Appendix D, or buildings used for any other purpose which, in the opinion of the Chief Physical Planner, creates hazardous or noxious conditions.
302 OCCUPANCY CONTENT OF A BUILDING
302.1 Basis of Calculation
(a) Table 3-1 shall determine the number of persons occupying a building or part of a building subject to the special provisions of 306 of this Code, and except the building or part of the building be planned for a greater number of persons than that determined from Table 3-1 then the greater number shall be used, and any enclosed space or room which 50 or more persons regularly congregate shall be considered a place of public assembly regardless of the group classification of the building.
(b) Appendix H provides information on the specific requirements
of the Occupancy Groups. This Appendix H is included for guidance to designers. However Table 3-1 must be used to determine the minimum occupancy content of buildings. Designers of
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public buildings should apply to the Chief Physical Planner for permission to alter any of the minimum areas given in the Table 3-1, where there is mixed occupancy or doubt as to the appropriate area to be used.
Table 3-1
Occupancy Content of a Building
Building or part of building Occupancy content
Places of public assembly in any building
1 person for each seat (7 sq.ft required).
For the occupancy content of other assembly buildings see Appendix H (1) Section 5.
Group A.
Public buildings generally
Restaurants, night clubs
1 person for each 100 sq. ft of floor area.
1 person for each 12 sq. ft. (net).
Group B.
Institutional buildings generally
Hospital surgical and obstetrical areas
Group B (b): 1 person for each 100 sq. ft of floor area.
1 person for each 120 sq. ft. of floor area.
Group B.
Institutional buildings: open wards and dormitories
1 person for each 50 sq. ft. of area.
Group C.
Commercial and industrial buildings
Group C (a): 1 person for each 200 sq. ft. of floor area for the first 5 persons and 1 person for each 1,000 sq. ft of floor area thereafter.
Group C (b): 1 person for each 50 sq. ft. of floor area for the first 10 persons, 1 person for each 100 sq. ft. of floor area for the next 10 persons, and 1 person for each 500 sq. ft. of floor area thereafter.
Group D.
Offices, administrative and retail service buildings
Group D (a): 1 person for each 100 sq. ft of floor area.
Group D (b): 1 person for each 50 sq. ft of sales floor area plus 1 person for each 100 sq. ft. of non sales floor area.
Group E.
Residential
Group E (a): 1 person for each 300 sq. ft of floor area.
Group E (b): 1 person for each 150 sq. ft. of floor area.
Group E (c): 1 person for each 50 sq. ft. of floor area.
Group F.
Hazardous occupancy
1 person for each 50 sq. ft. of floor area for the first 10 persons, 1 person for each 500 sq. ft. of floor area thereafter.
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303 TYPE CLASSIFICATION BY CONSTRUCTION
303.1 General
(a) The requirements of Types of Construction in this subsection are minimums for the various Types of Construction and are intended to represent varying degrees of public safety and resistance to fire. For the purpose of this Code, Type I shall be deemed to be the most fire-resistive and Type 5 the least fire- resistive Type of Construction.
(b) All buildings and structures shall be classified into one of the
following Types of Construction:
Type I Buildings: Fire Resistive
Type 2 Buildings: Semi-fire Resistive
Type 3 Buildings: Ordinary Masonry (Protected and Unprotected)
Type 4 Buildings: Noncombustible
Type 5 Buildings: Wood Frame
Appendix I provides more information on the specific requirements for each Type.
(c) In order that a building or structure may be classified in any
specific Type of Construction, it is necessary that all the requirements for that Type shall be at least equaled. No building or portion thereof shall be required to conform to the details of a Type of Construction higher than that Type for which the minimum requirements based on Occupancy are met even though certain features of such building actually conform to a higher Type of Construction.
(d) Where specific materials, Types of Construction or fire-resistive
protection are required, such requirements shall be the minimum requirements, and any materials, Types of Construction or fire- resistive protection which will afford equal or greater public safety or resistance to fire, as specified in this Code, may be used, subject to the requirements of subsections 401 and 402 covering alternate materials and construction standards.
(e) Where two or more Types of Construction occur in the same
building and are separated by firewalls as required in the Classes of Occupancy, each portion so separated may be classified as of the Type of Construction to which it conforms. If firewalls are not provided as required in subsection 406.3, the whole building shall be classified as the least fire-resistive Type of Construction used and shall be subject to the restrictions imposed upon that Type.
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(f) The structural frame shall be considered to be the columns and the girders, beams, trusses and spandrels having direct connections to the columns and all other members which are essential to the stability of the building as a whole. The members of floor or roof panels which have no connection to the columns shall be considered secondary members and not a part of the structural frame.
(g) Minor accessory buildings of unprotected non-combustible
materials not exceeding 10 percent of the ground floor of the primary building, nor 1,500 square feet, whichever is larger, may subject to the specific approval of the Authority, where separated from the primary building as required in the Code, be constructed without changing the fire-resistive classification of the primary building based on Type of Construction.
303.2 Existing Buildings
An existing building which by its construction cannot be definitely classed as of Type I, 2, 3, 4 or 5 as defined in this Code shall be defined for the purpose of this Code, by the Chief Physical Planner.
303.3 Abbreviations
For the purpose of 303 and in interpretation of Table 3-2 the following abbreviations shall have the meanings given to them hereunder:
FRC Fire resistance rated construction containing
combustible materials
FRTW Fire resistance rated and fire retardant treated wood
FRW Fire resistance rated wood
N/A Not applicable
NFR Fire resistance rated construction of non-combustible materials
NM Non-combustible materials
PS Fire resistance rated protected structural steel
RC Fire resistance rated reinforced concrete
TW Fire retardant treated wood
W Unrated untreated wood
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303.4 Basis of Classification
Table 3-2 shall be used to establish Type classification by construction of a building subject to the special provisions of 306 of this Code and provided that where any building does not clearly fall into one of the five Types defined it shall be classified under the most restrictive of the Type it resembles.
304 PERMISSIBLE AREAS AND HEIGHTS
304.1 Abbreviations
For the purpose of 304 and in interpretation of Table 3-3 the following abbreviations shall have the meaning given to them hereunder:
Group: Group classification by use and occupancy under 301 of this Code
NL: No limit NP: Not permitted Type: Type classification by construction under 303 of this Code. SS: Single storey MS: Multi storey
304.2 Basis of Determination
Table 3-3 shall determine the maximum permitted area and height of a building subject to the special provisions of this Code and provided that where two or more parts of a building are separated from one another by divisions satisfying the fire resistance requirements of this Code for the most restrictive use, then the maximum permitted areas may be applied to each part so divided.
305
305.1
FIRE RESISTANCE RATING FOR BUILDINGS
Basis of Determination
Tables 3-4 to 3-7 inclusive shall determine the minimum fire resistance ratings for the component parts of a building subject to the special provisions of 306 of this Code and provided that the permitted fire resistance ratings of various materials and combinations of materials shall be established in accordance with this Code.
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306
306.1
SPECIAL PROVISIONS
Interpretation
The requirements of 306 are to be read and interpreted with 301 to 305 of this Code provided that if the requirement of two or more sections should appear contradictory when applied to a particular building, the more restrictive requirement shall apply.
306.2 General Occupancy
(a) Any building with an occupancy content of more than 1,000 persons as calculated from Table 3-1 shall be of Type 1 construction.
(b) No building of Group A: Table 3-1 with an occupancy content of
more than 250 persons as calculated from Table 3-1 shall be of Type 4 or 5 construction.
306.3 Hazardous Occupancy
(a) Buildings used to store highly combustible or highly
inflammable materials or liquids shall be of Type 1 or 2 construction, not more than 12' 0" in storey height, not closer than 50' 0" to a site boundary or to an adjacent building on the same site and divided by fire division walls into separate parts, each part not exceeding 5,000 sq. ft. in floor area.
(b) Buildings housing processes using combustible or inflammable
liquids with a flash point lower than 190 degrees F shall be of Type 1 or 2 single storey construction not closer than 50' 0" to a site boundary or to an adjacent building on the same site and shall be separated by fire division walls into separate parts, each part not exceeding 10,000 sq.ft. in floor area.
306.4 Areas, Heights and Volumes
(a) A building of Type 1 construction more than 100'-0" high may
be required to have higher fire resistance rating for any or all of the component parts and the whole or any part of the building shall be equipped with wet and/or dry risers if required by the Chief Physical Planner. These risers and fittings shall be subjected to an acceptance test and be certified by the Chief Physical Planner.
(b) The permissible areas given in Table 3-3 may be increased by
25 percent for any building having clear access to public streets on two sides.
(c) The permissible area given in Table 3-3 may be increased by 50
percent for any building having clear access to public streets on three or more sides.
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(d) The permissible areas given in Table 3-3 may be increased by 100 percent for any multi storey building equipped with an approved automatic sprinkler system where such system is not specifically required by this Code.
(e) The permissible areas given in Table 3-3 may be increased by
200 percent for any single storey building equipped with an approved automatic sprinkler system where such system is not specifically required by this Code.
(f) Any building more than 250,000 cu.ft. in volume shall, unless
equipped with an approved automatic sprinkler system be divided by fire division walls, fire division floors, and or ceilings, into parts not exceeding 250,000 cu.ft.in. volume.
306.5 Special Fire Resistance Ratings
(a) In buildings of Groups A, C, D and E, not more than 50'0" high
and not closer than 50'0" to a site boundary or to an adjacent building on the same site, non-load-bearing exterior walls may be of non-rated combustible materials.
(b) Suspended ground floors with less than 3'0" clearance need not
be of fire resistance rated construction for Groups A and E. For Types 1, 2 and 4, construction shall be of non- combustible materials.
(c) Roofs, where every part of the structural framework is more than
20'0" above the highest part of any floor, need not be of fire resistance rated construction, but for Groups A and F, and for Types 1, 2 and 4 construction shall be of non-combustible materials.
(d) Untreated wood or other combustible materials may be used only
for wall and floor finishes, skirtings, window sills, wall trims, staircase handrails and other minor non-structural decorative purposes.
NOTE: Untreated wood should not be used as wall finishes or handrails on escape routes.
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Table 3-2
Type Classification by Construction
Item Type 1 Fire resistant
Type 2. Semi-fire resistant
Type 3. Ordinary Masonry
Type 4. Non- combustible
Type 5. Wood frame
Exterior structural RC or PS RC or PS RC or PS NFR, FRTW NFR
Interior structural frame
RC or PS RC or PS NFR or FRTW
NM NM or TW
Exterior load bearing walls
NFR NFR NFR NFR NFR or FRTW
Exterior non-load bearing walls
NFR FRC or NFR FRW NFR FRC or FRW
Interior load bearing walls
NFR NFR NFR or FRTW
NM NM or FRW
Party walls and fire division walls
NFR NFR NFR NFR NFR or FRW
Interior walls enclosing vertical openings in buildings more than 1 storey high
NFR OR FRTW
NFR or FRTW
FRC or FRTW
NFR FRC or FRW
Interior walls and/or doors facing on to a means of escape
NFR OR FRTW
NFR FRC or FRTW
NFR or FRW FRC or FRW
Fire division floors NFR NFR NFR NFR NFR or FRW
Other floors NFR NFR OR FRTW
Group C: NFR or FRW Other Groups: NM OR TW
NM NM or W
Roofs NFR OR FRTW
NFR OR FRTW
NFR OR FRTW
NM NFR OR FRTW
Cantilivered projections
NFT NFR OR FRTW
NFR OR FRTW
NFR NFR OR FRTW
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Table 3-3
Permissible Areas and Heights
Group Areas and Heights
Type 1. Fire resistant
Type 2. Semi-fire resistant
Type 3. Ordinary masonry
Type 4. Non- combusti
Type 5. Wood frame
Group A Area per storey (sf)
NL 15,000 10,000 10,000 10,000
Height (ft) 100 60 SS SS SS
Group B Area per storey (sf)
NL 10,000 7,500 NP NP
Height (ft) 100 60 35 NP NP
Group C Area per storey (sf)
NL NL for SS 20,000 for MS
15,000 15,000 10,000
Height (ft) 100 60 35 SS SS
Group D Area per storey (sf)
NL 20,000 15,000 15,000 10,000
Height (ft) 100 60 35 SS SS
Group E Area per storey (sf)
NL 15,000 10,000 7,500 7,500
Height (ft) 100 60 35 25 25
Group F Area per storey (sf)
15,000 10,000 7,500 5,000 NP
Height (ft) 60 25 SS SS NP
Note: Read this Table with 306 of this Code. For abbreviations used see 304.1 3-13
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Table 3-4
Fire resistance ratings in hours for buildings within 10'0" of site boundaries or adjacent buildings on the same site
Item Type 1. Fire resistant
Type 2. Semi-fire resistant
Type 3. Ordinary Masonry
Type 4. Non- combustible
Type 5. Wood frame
Exterior structural frame
4 3 2 2 1
Interior structural frame
3 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Exterior load bearing walls
4 2 2 2 1
Exterior non-load bearing walls
3 2 2 1 1
Interior load bearing walls
2 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Party walls 4 3 3 3 2
Fire division walls 3 2 2 2 1
Interior walls enclosing vertical openings in buildings more than 1 storey high
2 1 1 1 1
Interior walls and/or doors facing on to means of escape
1 1/2 1/2 1/2 1/2
Interior walls not otherwise described
Groups A & D only: 1/2
Groups A & D only: 1/2
0 0 0
Fire division floors and/or ceilings
3 2 2 2 1
Other suspended floor and/or ceilings
2 1 1 1 1
Roofs 2 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Cantilevered projections 3 2 2 1 1
Fire check doors 1 1/2 1/2 1/2 1/2
Note: See 303.3 for abbreviations used
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Table 3-5 Fire resistance rating in hours for buildings between 10'0" and 20'0" from
site boundaries or adjacent buildings on the same site
Item Type 1. Fire resistant
Type 2. Semi-fire resistant
Type 3. Ordinary masonry
Type 4. Non- combustible
Type 5. Wood frame
Exterior structural frame
3 2 1 1 1
Interior structural frame
2 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Exterior load bearing walls
3 2 1 1 1
Exterior non-load bearing walls
2 1 1 1 1
Interior load bearing walls
2 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Fire division walls 3 2 1 1 1
Interior walls enclosing vertical opening in buildings more than 1 storey high
2 1 1 1 1
Interior walls facing on to means of escape
1 1/2 1/2 1/2 1/2
Interior walls not otherwise described
Groups A & D only: 1
Groups A & D only: 1/2
0 0 0
Fire division floors and/or ceilings
3 2 1 1 1
Other suspended floors and/or ceilings
2 1 1 1 1
Roofs 2 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Cantilevered projec- tions
2 1 1 1 1
Fire check doors 1/2 1/2 1/2 1/2 ½
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Table 3-6
Fire resistance ratings in hours for buildings over 20'0" from site boundaries or adjacent buildings on the same site and more than 35 '0" high
Item Type 1. Fire resistant
Type 2. Semi-fire resistant
Type 3. Ordinary masonry
Type 4. Non- combustible
Type 5. Wood frame
Exterior structural frame
2 2 N/A N/A N/A
Interior structural frame
2 1 N/A N/A N/A
Exterior load bearing walls
2 2 N/A N/A N/A
Exterior non-load bearing walls
2 1 N/A N/A N/A
Interior load bearing bearing walls
2 1 N/A N/A N/A
Fire division walls 2 2 N/A N/A N/A
Interior walls enclosing vertical opening in buildings more than 1 storey high
1 1 N/A N/A N/A
Interior walls not other- wise described
Groups A & D only: 1/2
Groups A & D only: 1/2
N/A N/A N/A
Fire division floors and/or ceilings
2 1 N/A N/A N/A
Roofs 2 1 N/A N/A N/A
Fire check doors 1/2 1/2 N/A N/A N/A
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Table 3-7
Fire resistance ratings in hours for buildings over 20'0" from site boundaries or adjacent buildings on the same site and up to 35' 0' high
Item Type 1. Fire resistant
Type 2. Semi-fire resistant
Type 3. Ordinary masonry
Type 4. Non- combustible
Type 5. Wood frame
Exterior structural frame
2 1 1 1 1
Interior structural frame
1 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Fire division walls 2 2 1 1 1
Interior walls enclosing vertical openings in buildings more than 1 storey high
1 1 1 1 1
Interior walls facing on to a means of escape
1/2 1/2 1/2 1/2 1/2
Fire division floors and/or ceilings
2 2 1 1 1
Other suspended floors and/or ceilings
1 1 1 1 1
Roofs 1 1 1 SS: 1/2 MS: 1
SS: 1/2 MS: 1
Cantilevered projections
1 1 0 0 0
Fire check doors 1/2 1/2 1/2 1/2 1/2
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SECTION 4
MATERIALS AND CONSTRUCTION STANDARDS
Contents
401 SCOPE
402 MATERIALS STANDARDS
402.1 Approval for Use 402.2 Form of Application 402.3 Storage and Use 402.4 Re-use of Used Material 402.5 Required Standards of Materials
403 CONSTRUCTION STANDARDS
403.1 Approval for Use 403.2 Form of Application 403.3 Required Standards for Construction 403.4 Applicable Codes of Practice
404 FIRE RESISTANCE RATINGS FOR MATERIALS
404.1 Scope 404.2 Basis of Ratings
405 FIRE RESISTIVE ASSEMBLIES FOR PROTECTION OF OPENINGS
405.1 General 405.2 Fire Doors 405.3 Hardware and Frames 405.4 Glazed openings in Fire Doors and Windows 405.5 Fire Windows
406 REQUIRED SEPARATION OF CONSTRUCTION
406.1 Separation Between Buildings 406.2 Vertical Separation 406.3 Party Walls and Fire Walls 406.4 Openings in Party Walls and Fire Walls
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407 FIRE BARRIERS IN CEILING AND ROOF SPACES
Table 4-1 Minimum Protection of Structural Parts
Table 4-2 Rated Fire Resistive Periods for various Walls and Partitions
Table 4-3 Minimum Protection for Floor and Roof Systems
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SECTION FOUR
MATERIALS AND CONSTRUCTION STANDARDS
401 SCOPE
(a) This Section sets out the requirements for use of materials and construction methods to conform to the minimum standards provided in the Code.
(b) The construction standards are based on the ability of buildings
to resist fire hazards and to accommodate safely the imposed dead and live loads including the hurricane and earthquake loads. This Section provides Tables of fire resistance of various materials and assemblies and gives the requirements for minimum protection of floor and roof systems.
(c) This Section must therefore be read with the following:
Section 3 - General Requirements Section 12 - Dead and Live Loads Appendix G - Fire Safety Requirements. Appendix H - Requirements of Groups A to F Appendix I - Classification by Types of Construction
402
402.1
MATERIALS STANDARDS
Approval for Use
The requirements of this Code are not intended to exclude the use of any material not specifically described or recognised herein. Any such material shall be approved provided it can be shown to be satisfactory for the purpose intended and be at least equal to the requirements of this Code for quality, strength, effectiveness, fire resistance rating, durability and safety where applicable, and provided that if special knowledge or experience is required in its use it shall only be used by an approved specialist.
402.2 Form of Application
Any person desiring to use a material not recognised in this Code shall make application to the Authority for permission to use such material. The application shall be adequately supported by evidence that the material is at least equal to the standards required by this Code and the Authority shall have power to require additional tests to be made if in its opinion these are necessary for proper consideration of the application.
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402.3 Storage and Use
All materials shall be stored on site in such a way as to prevent deterioration or impairment of their quality or strength or effectiveness and no material which has been seriously damaged or permitted to deteriorate shall be used in/for construction.
402.4 Re-use of Used Material
The re-use of used material shall be permitted provided that it can be clearly shown to the satisfaction of the Chief Physical Planner that such material is suitable for the purpose intended and fully meets the requirements of this Code for quality, strength, effectiveness, fire resistance rating, durability and safety.
402.5 Required Standards of Materials
All materials used in construction shall conform to the requirements of this Code and shall be at least equal to the requirements of the applicable standards, the list of which is in Appendices A and B.
403
403.1
CONSTRUCTION STANDARDS
Approval for Use
The requirements of this Code are not intended to exclude the use of any method of construction not specifically described or recognised herein. Any such method of construction shall be approved provided it can be shown to be satisfactory for the purpose intended and at least equal to the requirements of this Code for quality, strength, effectiveness, fire resistance rating, durability and safety and provided that if special knowledge is required in its use, it shall only be used by an agency- approved specialist.
403.2 Form of Application
Any person desiring to use a method of construction not specifically described in or recognised by this Code shall make application to the Authority for permission to use such method. The application shall be adequately supported by evidence that the method proposed is at least equal to the standards required by this Code and the Authority shall have power to require additional tests to be made at the expense of the applicant, if in its opinion it is necessary for proper consideration of the application.
403.3 Required Standards for Construction
Standards of construction shall be in accordance with the requirements of this Code and shall at least be equal to the requirements of the list of standards attached to this Code as Appendices A and B or to any other standard or Code approved by the Authority.
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403.4 Applicable Codes of Practice A list of codes of practice applicable to standards of construction is
Attached to this Code as Appendices A and B.
404 FIRE RESISTANCE RATINGS FOR MATERIALS
404.1 Scope
This subsection provides information on the fire resistance of materials and construction assemblies. The information provided must be with the Use and Occupancy Tables in Section 3 in order to determine the appropriate type of structure and the appropriate materials of construction that should be used.
404.2 Basis of Ratings
(a) The fire resistance ratings for materials and combinations of materials recognised by this Code are based on standard ratings presented by recognised international agencies such as British Standards Institution (BSI) and The American Society for Testing and Materials (ASTM).
(b) The requirements of this Section constitute the minimum
functional performance standards for fire protection purposes, and are not intended to indicate the structural strength of materials or assemblies. It is the responsibility of the architect or engineer to ensure that a building is constructed in a manner which would limit the spread of a fire and that exits are adequately designed in accordance with Section 5 of the Code, and at the same time to ensure that the building is structurally adequate to safely accommodate the imposed loads.
(c) Tables 4-1 to 4-3 give fire ratings of various materials and
assemblies commonly used in construction in the OECS. Other materials and assemblies may be used provided that tests show that the fire-resistive ratings of the materials are acceptable for the uses intended, and provided the materials or assemblies are used in accordance with the conditions of this Code.
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405 FIRE-RESISTIVE ASSEMBLIES FOR PROTECTION OF OPENINGS 405.1 General
(a) The design and construction of fire-resistive assemblies and
openings shall be carried out in accordance with this Code and in accordance with Section 6 Part 3 of CUBiC.
(a) Where required by this Code (Table 3-2) for fire protection of
openings, fire-resistive assemblies shall comply with the standards set forth in the relevant ASTM or BSI standard for fire tests of building materials.
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(b) All fire assemblies required to have fire-protection rating of one- half hour or more shall bear a label or other identification showing the rating thereof, issued by an approved testing agency.
405.2 Fire Doors
(c) Approved fire door assemblies shall be constructed of any material or assembly of component materials which meets the test requirements of the ASTM or BSI, and the fire resistance ratings required by this Code.
(d) The identification, testing hardware, frames, glazing and
installation of fire doors shall be as set forth in paragraph 3.617 of Section 6, Part 3 of CUBiC.
(e) A three-fourths-hour labelled fire assembly door may be used
where a one-hour rating is required provided the door is tested, together with the frame and type of hardware as set forth in this Code, for a period of three-fourths hour in accordance with the standard set forth in Section 4 subsection 404.2 (a).
(f) Doors from patient rooms of Group B (a) Occupancy, shall have
a minimum one hour fire protection rating. The corridor through which the patients have to exit shall be constructed of materials and assemblies with minimum fire resistant ratings of not less than 1 hour.
405.3 Hardware and Frames (a) Every fire assembly required to have a half hour, three-fourths
hour, one hour, one and a half hour, or three hour fire protection rating shall be automatic or self-closing type.
(b) Exit doors shall have closing devices as provided in Section 5
subsection 503.7.
(c) Where required to be a rated fire assembly, doors shall be equipped with approved steel frames or such frames shall be of the material as used in the test assembly.
(d) Heat-activated devices used in automatic fire assemblies shall be
installed, one on each side of the wall at the top of the opening or one on each side of the wall at ceiling height where the ceiling is more than three feet above the opening.
(e) Devices detecting products of combustion shall meet the
approval of the Authority as to installation and location and shall be subject to such periodic tests as may be required by the Authority. The tests must be carried out by an experienced testing laboratory approved by the agency.
405.4 Glazed Openings in Fire Doors and Windows
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(a) Glazed openings in a fire assembly shall conform to the following:
i) Where the door serves as a horizontal exit, the self-
closing swinging doors may be provided with a wired glass vision panel, preferably vertical, made of 1/4" thick wired glass labelled for fire protection purposes.
ii) The panel shall be not more than 100 square inches,
without either dimension exceeding 12 inches.
iii) The developer shall provide the Chief Physical Planner with test results from a recognised testing laboratory or institution showing that the fire assembly would have the fire resistance required.
(b) Wired glass vision panels may be used in fire doors of 1-1/2 hour
fire-resistance rating intended for use in fire separation walls, provided that the glass panels are not greater than 100 square inches in area.
(c) The area of glazed openings in a fire door required to have 1-1/2
hour or one-hour fire-resistive ratings shall be limited to 100 square inches with a minimum dimension of four inches.
(d) Where both leaves of a pair of doors have vision panels, the total
area of the glazed openings shall not exceed 100 square inches for each leaf.
(e) Glazed openings shall be limited to 1200 square inches in wood
and plastic faced composite or hollow metal doors, per light, when fire-resistive assemblies are required to have a 3/4 hour fire-resistive rating.
(f) Windows required to have a 3/4 hour fire-resistive rating may
have an area not greater than 84 square feet with neither width nor height exceeding 12 feet.
405.5 Fire Windows
Where windows are provided in openings required by this Code to be protected by a fire-resistive assembly having a 3/4 hour fire-protection rating, such window shall be labelled and shall be as follows:
(a) Windows shall have frames and sash of solid steel section or of
hollow steel or iron shapes and be fabricated by pressing, riveting, interlocking, welding, or crimping together, but not by the use of solder or other fusible alloy.
(b) Wire glass and glazing shall comply with acceptable standards
for fire resistive assemblies.
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(c) Maximum height of hollow-metal-frame window shall be 10 feet.
(d) Maximum width of hollow-metal-frame window shall be six feet for double-hung, counter-weighted, counter-balanced, and fixed- sash type windows and shall be five feet for all other types.
(e) Solid-section-frame windows shall have a maximum area of 84
square feet with neither width nor height exceeding 12 feet, except that, when used with unprotected steel mullions, the width shall not exceed seven feet.
(f) Solid-section mullions, where used in lengths exceeding 12 feet,
shall be fire-protected.
406
REQUIRED SEPARATION OF CONSTRUCTION
406.1 Separation Between Buildings
(a) Where two or more buildings are joined or adjoin, the combined
building must comply with the fire resistive requirements and with the height and floor area requirements of this Code and,
(b) the buildings must be separated by fire walls having the fire
resistivity specified for adjoining classifications of the higher ratings as per Table 3-2.
406.2 Vertical Separation
With the exception of open deck public garages, openings in the external wall in successive storeys in an unsprinklered building required to be Type 1 construction (Fire resistive), must be separated by at least 3 ft. with a spandrel or other member having the same fire rating as required for the wall.
406.3 Party Walls and Fire Walls
Party walls and fire walls separating buildings and compartments must:
(a) have sufficient structural stability to allow collapse or burn out
of the contents of compartments on the other side of the wall without collapse of the wall.
(b) be extended as necessary to the underside of a non-combustible
roof covering, with the gap between the top of the wall and the roof covering adequately fire stopped.
(c) be extended a minimum of 20 inches above the roof line, if the
covering is combustible (e.g. asphalt or wood shingles).
(d) have the greater of the fire ratings prescribed in Tables 3-4 to 3-7 for the adjoining occupancy classification.
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(e) Where the roofs of adjoining buildings or of fire compartments are at different levels, the wall must be extended at least 3' 0" above the lower roof, if any part of the lower roof within 20 feet from the wall does not have a fire resistance rating of at least 2 hours.
407 406.4 Openings in Party Walls and Fire Walls
Doorways and other openings in party walls or fire walls between buildings or fire compartments must:
(a) not exceed 100 square feet in area at any one opening.
(b) not be greater in aggregate width of all openings in any one
storey, than 25% of the length of the wall in that storey.
407 FIRE BARRIERS IN CEILING AND ROOF SPACES
(a) Except where the floor/ceiling or roof/ceiling assembly is of non- combustible construction, enclosed roof and ceiling spaces must have fire barriers to divide the space into areas of not more than 3,000 square feet.
(b) Fire barriers in roof and ceiling spaces must be of non-
combustible construction and located directly above the tenancy separation walls, if the walls do not extend to the floor space above.
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Table 4-1
Minimum Protection of Structural Parts Based on Time Periods for Various Incombustible Insulating Materials
(Minimum thickness of insulating material given in inches)
A.
Structural part to be protected. Steel Columns and all Members of Primary Trusses
4 Hr.
3 Hr.
2 Hr.
1 Hr.
Grade A concrete, members 6" x 6" or greater (not including sandstone, granite, and siliceous gravel).
2 -1/2
2
1-1/2
1
Grade A concrete, members 8" x 8" or greater, (not including sandstone, granite, and siliceous gravel).
2
2-1/2
1
1
Grade A concrete, members 12" x 12" or greater (not including sandstone, granite and siliceous gravel).
1-1/2
1
1
1
Grade B concrete and Grade A concrete excluded above. Members 8" x 8" or greater.
2-1/2
2
1
1
Grade B concrete and Grade A concrete excluded above. Members 12" x 12" or greater.
2
1
1
1
Portland cement plaster over metal lath wired to 3/4 "cold- rolled vertical channels with No. 18 gauge wire ties spaced 3" to 6" on centre. Plaster mixed 1:2 1/2 by volume, cement to sand.
-
-
2-1/2
7/8
Multiple layers of 1/2" gypsum wallboard adhesively secured to column flanges.
-
-
2
1
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Table 4-1 (Cont'd)
Minimum Protection of Structural Parts
B.
Structural part to be protected: Wide flanges of steel beams and girders
4 Hr. 3 Hr. 2 Hr. 1 Hr.
Grade A concrete (not including sandstone, granite and siliceous gravel) with 3" or finer metal mesh placed 1" from the finished surface anchored to the top flange and providing not less than .025 square inch of steel area per foot in each direction.
2 1-1/2 1 1
Grade B concrete and Grade A concrete excluded above with 3" or finer metal mesh placed 1" from the finished surface anchored to the top flange and providing not less than .025 square inch of steel area per foot in each direction.
2-1/2 2 1-1/2 1
Portland cement plaster on metal lath attached to 3/4" cold rolled channels with No. 18 gauge wire ties spaced 3" to 6" on centre. Plaster mixed 1:2-1/2 by volume, cement to sand.
- - 2-1/2 7/8
C.
Structural part to be protected: Bonded Tendons in pre- stressed concrete
4 Hr. 3 Hr. 2 Hr. 1 Hr.
Grade A Concrete:
Beams or girders Solid slabs
4 -
3 2
2-1/2 1-1/2
1-1/2 1
D.
Structural Part to be Protected: Reinforcing steel in reinforced columns, beams, girders and trusses
4 Hr. 3 Hr. 2 Hr. 1 Hr.
Grade A concrete, members 12" or larger, square or round (Size limit does not apply to beams and girders monolithic with floors)
1-1/2 1-1/2 1-1/2 1-1/2
Grade B concrete, members 12" or larger, square or round (Size limit does not apply to beams and girders monolithic with floors)
2 1-1/2 1-1/2 1-1/2
Table 4-1 (Cont'd)
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Minimum Protection of Structural Parts
E.
Structural Part to be Protected: Reinforcing steel in reinforced concrete joists.
4 Hr. 3 Hr. 2 Hr. 1 Hr.
Grade A concrete 1-1/4 1-1/4 1 3/4
Grade B concrete 1-3/4 1-1/4 1 3/4
F.
Structural Parts to be Protected: Reinforcing steel and tie rods in floor and roof slabs
4 Hr. 3 Hr. 2 Hr. 1 Hr.
Grade A concrete 1 1 3/4 3/4
Grade B concrete 1-1/4 1 1 3/4
Notes to Table 4.1:
Re-entrant parts of protected members to be filled solidly.
An approved adhesive qualified under the standards for fire resistive materials.
Cover for end anchorages shall be twice that shown for the respective ratings. Where lightweight Grade A concrete aggregates producing structural concrete having an over-dried weight of 110 pounds per cubic foot or less are used, the tabulated minimum cover may be reduced 25 percent.
For Grade B concrete increase tendon cover 20 percent.
Adequate provisions against spalling shall be provided by U-shaped or hooped stirrups spaced not to exceed the depth of the member with a clear cover of one inch.
Prestressed slabs have a thickness not less than required in Table 4-3 for the respective fire-resistive time period.
Thickness of material for concrete members applies to bottom steel in slabs and to bottom and side cover over bottom steel in beams and joists.
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Table 4-2
Rated Fire-resistive Periods for Various Walls and Partitions (Thickness of units in inches)
A. Concrete Masonry Units
4 Hr.
3 Hr.
2 Hr.
1 Hr.
Expanded slag or pumice
4-3/4
4
3-1/4
2-1/8
Expanded clay or shale
5-3/4
4-7/8
3-7/8
2-5/8
Limestone
6
5
4
2-3/4
Calcareous gravel
6-1/4
5-3/8
4-1/4
2-7/8
B. Solid Concrete
4 Hr.
3 Hr.
2 Hr.
1 Hr.
Horizontal reinforcement not less than 0.25 percent and
6-1/2
6
5
3-1/2
vertical reinforcement not less than 0.15 percent. (Three-fourths as much for welded wire fabric).
Grade A Concrete
Grade B Concrete 7-1/2 6-1/2 5-1/2 4
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Table 4-2 (Cont'd)
Rated Fire-resistive Periods for Various Walls and Partitions
C. Incombustible Studs-Interior Partition with Plaster Each Side
4 Hr.
3 Hr.
2 Hr.
1 Hr.
3-1/4 by No. 18 gauge steel studs spaced 24" on centre 5/8" gypsum plaster on metal lath each side mixed 1:2 by weight, gypsum to sand aggregate.
-
-
-
4-3/4
3-5/8" No. 16 gauge approved nailable studs spaced 24" on centre. 5/8" neat gypsum wood fibred plaster each side over 3/8" rib metal lath nailed to studs 8" on centre. Nails driven1-1/4" and bent over.
-
-
5-5/8
-
2-1/2" steel studs 16" on centre formed with No. 16 gauge wire diagonals. 3/8" perforated gypsum lath attached to the studs each side with No. 12 gauge wire clips at horizontal and vertical joints. 1/2" gypsum plaster applied each side mixed 1:2 by weight, gypsum to sand aggregate.
-
-
-
4-1/4
2-1/2" steel studs 16" on centre formed with No. 16 gauge angle flanges and No.7 gauge wire diagonals. 3/8" perforated gypsum lath attached to the studs each side with No. 12 gauge approved steel wire clips. End joints of lath held by approved end joints clips. 3/4 perlite or vermiculite gypsum plaster applied each side.
-
-
4-3/4
-
D. Incombustible Studs-Interior Partition with Gypsum Wallboard Each Side
4 Hr.
3 Hr.
2 Hr.
1 Hr.
No. 25 gauge channel-shaped studs 16" on centre with one hull- length layer of 5/8" Type "X" gypsum wallboard applied vertically attached with 1" long No. 6 drywall screws to each side.
-
4-7/8
-
-
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Table 4-2 (Cont'd)
Rated Fire-resistive Periods for Various Walls and Partitions
E. Wood studs-Interior Partition with Gypsum Wallboard Each Side
4 Hr.
3 Hr.
2 Hr.
1 Hr.
2" x 4" wood studs 16" on centre with two layers 3/8" regular gypsum wallboard each side.First layers applied full length vertically, second layer applied horizontally or vertically.
-
-
-
5-1/8
2" x 4" wood studs 16" on centre with space between filled with mineral wool batts nailed to studs and full-length 1/2" regular gypsum wallboard applied vertically.
-
- - 5-5/8
2" x 4" wood studs 16" on centre with two layers 1/2" regular gypsum wallboard applied vertically or horizontally each side, joints staggered. Nail base layer with 5 cooler nails at 8" on centre, face layer with 8 cooler nails at 8" on centre.
-
-
-
5-5/8
2" x 4" wood studs 16" on centre with 5/8" Type "X" gypsum wallboard applied vertically or horizontal nailed with 6" nails 7" on centre with end joints on nailing members.
-
-
-
4-7/8
2" x 4" fire-retardant treated wood studs spaced 16" on centre with one layer of 5/8" thick Type "X" gypsum wallboard applied with face paper grain (long dimension) parallel to studs.
-
-
4-7/8
-
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Table 4-2 (Cont'd)
Rated Fire Resistive Periods for Various Walls and Partitions
F. Exterior or Interior Walls
4 Hr.
3 Hr.
2 Hr.
1 Hr.
2" x 4" wood studs 16" on centre with two layers 5/8" Type "X" gypsum wallboard each side. Base layers applied vertically or horizontally and nailed 7" on centre. Face layers applied with coating of approved wallboard adhesive and nailed 12" on centre.
-
-
6-1/8
-
3/4" drop siding or 3/8" exterior type plywood over 1/2" gypsum sheathing on 2" x 4" wood studs at 16" on centre, or exterior surface with interior surface treatment as required for one-hour rated extension, or interior 2" x 4" wood stud partitions.
-
-
-
Varies
2" x 4" wood studs 16" on centre with 1/2" metal lath and 3/4" exterior cement plaster on each side.
-
-
-
5
2" x 4" wood studs 16" on centre with 7/8" exterior cement plaster (measured from the face of studs) on the exterior surface with interior surface treatment as required for interior wood stud partitions in this Table. Plaster mix 1:2 scratch coat and 1:3 brown coat, by weight, cement to sand.
-
-
-
Varies
3-5/8" No. 16 gauge incombustible studs 16" on centre with 7/8" exterior cement plaster (measured from the face of the studs) on the exterior surface with interior, non-bearing, incombustible stud partition. Plaster mix 1:2 for scratch coat and 1:3 for brown coat.
-
-
-
Varies
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Table 4-3
Minimum Protection for Floor and Roof Systems
A. Concrete (Excluding Expanded Clay Shale or Slag)
Construction and Minimum Thickness of Floor (ins)
4 Hr.
3 Hr.
2 Hr.
1 Hr.
No ceiling required
6-1/2
5-1/2
4-1/2
3-1/2
B. Reinforced Concrete Joists
Construction and Minimum Thickness of Floor (ins). No ceiling required.
4 Hr.
3 Hr.
2 Hr.
1 Hr.
Slab with suspended ceiling of gypsum plaster over metal lath attached to 3/4" cold- rolled channels spaced 12" on centre. Ceiling located 6" minimum below joists.
3
2
-
-
C. Steel Joist Construction with a Reinforced Concrete Slab on Top Poured on a Metal Lath Form
Construction and Minimum Thickness of Floor (ins)
4 Hr.
3 Hr.
2 Hr.
1 Hr.
Portland cement plaster over metal lath attached to the bottom chord of joists with single No. 16 gauge or doubled No.18 gauge wire ties.
2-1/4
2
-
-
Minimum Thickness of Ceiling
Ceiling of 5/8" Type "X" wallboard attached to 7/8" deep by 2- 5/8" by No. 25 gauge furring channels 12" on centre.
- - 5/8 5/8
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Table 4-3 (Cont'd)
Minimum Protection for Floor and Roof Systems
D. Plywood Stressed Skin Panels
Construction and Minimum Thickness of Floor/Ceiling (ins)
4 Hr.
3 Hr.
2 Hr.
1 Hr.
1/2" thick wood fibreboard weighing 15 to 18 lbs. per cu.ft. installed with long dimension parallel to stringers. Second layer of 5/8" Type "X" gypsum wallboard applied with long dimension perpendicular to joints.
-
-
-
-
Minimum Thickness of Ceiling
-
-
-
3/4
E. Wood Trusses Spaced a Maximum of 24 inches on Centres, Sheathed with a Minimum of one-half-inch Plywood and Covered with Approved Roofing Materials
Construction and Minimum Thickness of Floor/Ceiling (ins)
4 Hr. 3 Hr. 2 Hr. 1 Hr.
1" x 3" furring 16" o.c.; flat expanded metal lath (3.4 lbs. per sq.yd.) and 3/4" sanded vermiculite or perlite gypsum plaster.
-
-
-
-
Minimum Thickness of Ceiling
-
-
-
3/4
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SECTION 5
PUBLIC HEALTH ENVIRONMENT, ENERGY AND SAFETY
Contents
501 SCOPE
502 MINIMUM STANDARDS
502.1 Basis of Requirement a) General b) Persons With Disabilities c) Ventilation d) Resistance to Transmission of heat e) Resistance to Transmission of Sound
503 FIRE, HEALTH AND SAFETY REQUIREMENTS
503.1 Requirements for Applications 503.2 Requirements for Fire Safety in Buildings 503.3 Requirements for Building Sites 503.4 Service Provisions 503.5
503.6
Minimum Areas, Widths and Heights of Habitable Rooms and Lavatories Light and Ventilation
Table 5-1 Minimum Areas and Dimensions of Habitable Rooms
503.7 Windows 503.8 Skylights 503.9 Enclosed Courts 503.10 Rear Courts 503.11 Rodent Proofing 503.12 Sanitation 503.13 Storage of Hazardous Materials
503 MEANS OF ESCAPE AND EXITS
504.1 Basis of Requirement 504.2 Definitions 504.3 Basis of Calculation 504.4
Table
5-2
Number of Means of Escape and Exits
Minimum Number of Means of Escape and Exits Required per Storey
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504.5 Maximum Distance of Travel to Exits 504.6 Width of Means of Escape and Exits 504.7 Exits and Fire Check Doors
Table 5-3 (a) Maximum Permitted Distance of Travel to and from Exit
Table 5-3 (b) Exit Capacities
Table 5-4 Minimum Required Widths of Means of Escape and Exit
504.8 Internal Staircases and Ramps used as Means of Escape 504.9 Fixed Seating in Place of Public Assembly
505 STAIRCASES AND RAMPS
505.1 Definitions 505.2 Basis of Requirements 505.3 Private Stairways 505.4 Common Stairways
Table 5-5 Tread and Riser Sizes/Dimensions
505.5 Open Riser Stairways 505.6 Tapered Steps 505.7 Guarding of Stairway and Landings 505.8 Guarding of Balconies and External Areas 505.9 Ramps 505.10 Landings
506 FIRE SUPPRESSION SYSTEMS
506.1 Basis of Provisions 506.2 Special Provisions 506.3 General Requirements 506.4 Approval of Installation
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SECTION 5
PUBLIC HEALTH, ENVIRONMENT, ENERGY AND SAFETY
501 SCOPE1
This Section provides information on the design parameters for provision of buildings which will be environmentally acceptable, energy efficient and which if constructed in accordance with this Code provide reasonable fire resistance of critical elements and allow persons in the building time to evacuate safely.
502 MINIMUM STANDARDS Basis of Requirement
(a) General
All buildings intended for human use or occupancy shall conform to the requirements of this Section. An energy management system shall be considered in any building exceeding 3,700 m2 (39,828 ft2) in gross floor area.
Preference shall be given to natural lighting and ventilation but provided that where artificial lighting and/or ventilation are permitted as an alternative they shall also conform with the pertinent requirements of Section 11 of this Code.
If artificial cooling or air conditioning is provided or planned, the building shall conform with the requirements of Section 502.1.d, 503.6.c, 503.7 and Section 11.
Orientation of the building with longer facades facing South and North and shorter facades to West and East is the most effective measure to avoid unnecessary heating from sunlight. By taking into consideration some other (less important with regard to energy efficiency) aspects, i.e. direction of winds for natural ventilation, all efforts shall be made to find the optimal orientation (with regard to fenestration see 503.7).
(b) Persons With Disabilities (PWD's)
Provisions for persons with disabilities must be made in accordance with Appendix F.
1 Note: The C h i e f F i r e O f f i c e r shall be consulted when arrangements are being made for the construction of buildings accessible to the public and for any fixed or unfixed seating arrangements.
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(c) Ventilation
Every building and its several compartments shall be adequately naturally ventilated having regard to the use for which the building and its individual compartments are intended. An adequate amount of open space shall be provided at the front and back of every building and on any side which includes a door, window or other opening.
(d) Resistance to Transmission of Heat
For every building used or intended to be used for human occupation, the building envelope (external walls, the roof, or roof in conjunction with the ceiling of the topmost storey, and the floor nearest the ground), shall be of such materials and be so constructed as to offer adequate resistance to the trans- mission of heat from the outside of the building to the inside. In this regard the building shall conform with the following requirements:
- Low-sloped roofs, with a slope less than 2 units vertical
in 12 horizontal shall be either shaded (i.e. by a photovoltaic system or by a second roof both naturally well aerated) to more than 75%, or shall provide an “Initial solar reflectance index” of 75.
- If artificial cooling or air conditioning is provided or planned, the insulation of the building envelope shall comply with the following requirements:
External walls: Insulated to a minimum U-Factor of
Btu/h*ft²*F = 0.273 W/m²*K
Vertical windows: double glazed with a minimum U- Factor of 0.5 Btu/h*ft²*F = 2.839 W/m²*K (see also subsection 503.7)
Roof: If not shaded (see above) insulation shall be provided to a minimum U-Factor of 0.048 Btu/h*ft²*F = 0.273 W/m²*K
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(e) Resistance to Transmission of Sound
Every building shall be sufficiently protected against the transmission of sound from adjoining buildings or from adjoining parts of the same building, according to the use for which the building is intended.
(f) Reducing Danger from Fire
i) For the purpose of reducing the danger of the out-
break of fire in a building, and having regard to the risk inherent in the use to which a building or part thereof is intended, the size of the building and its proximity to other buildings, every building and its several parts shall be so designed and constructed as to:
(aa) reduce sufficiently the risk of ignition of any part of the building and the spread of fire within the building to other buildings.
(bb) withstand the effects of fire for a sufficient period to avoid such collapse of the building as would increase the risk of the spread of fire.
ii) Every building shall be so designed and constructed
that in the event of an outbreak of fire in the building, every person therein may leave the building and its precincts safely.
iii) All heat- and flame-producing appliances in a
building together with their necessary accessories, shall be so constructed and installed as to prevent the ignition of any combustible material forming part of the building, or any combustible material which may be placed against the surface of any wall, or other part of the building enclosing or adjacent to the appliance.
iv) All exterior doors installed in buildings to which the
public will have access shall be so hung as to open outwards.
503
503.1
FIRE AND SAFETY REQUIREMENTS
Requirements for Applications
Applications for building permits for buildings intended for public use are required to satisfy the requirements of this Code. The applicant
must demonstrate through the information provided in the application, and included on the appropriate drawings in the plans, elevations and sections, that the design and construction of the building or buildings being the subject of this application conform in principle to this Code and to the latest edition of the National Fire Protection Association Life Safety Code, 1981, NFiPA 101, and Amendments.
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503.2 Requirements for Fire Safety in Buildings
(a) All buildings other than private residences or apartment houses referred to in Group E(a) Residential Buildings, shall be provided with approved fire appliances in accordance with the requirements of this Code; the provision of, and the installation of, such appliances shall be approved in writing by the Chief Fire Officer.
(b) All buildings of more than 4 storeys and over 50 feet (15.2 m)
in height shall be provided with one or more wet rising mains, as the Authority shall determine; such mains shall be exclusively for fire-fighting purposes.
c) The requirements of subsections 505 and 506 of this Code
shall, in particular apply to any part of any building more than 10,000 sq.ft. (929 sq m) in area of any type of occupancy as listed in Table 3-1, where such part is used for, or intended for the use of, the bulk storage of combustible materials or products (See Appendix D).
(d) Where automatic fire extinguishing protection is provided in
other than High Hazard Occupancies, the fire-resistance requirements may be reduced by one hour in the area or portion of the buildings so protected, provided that such a building is not more than 50 feet (15.2 m) or 4 storeys in height.
(e) The installation of fire protection systems shall be carried out
in accordance with Part 3 Section 7 of the Caribbean Uniform Building Code.
503.3 Requirements for Building Sites
No building shall be erected on a site which:
(a) Consists in whole or part of harmful or offensive animal or
vegetable matter until such matter shall have been removed and the site made good to the satisfaction of the Chief Physical Planner.
(b) Cannot be put into such a condition as to prevent any harmful
effect to the building or to its occupants by storm or flood waters.
(c) Has an average site elevation of less than 4' 0" (1220 mm)
above mean sea level.
Adequate provision shall be made for the disposal of storm water so that the effect of increased run-off from the site will not materially affect adjoining sites.
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503.4 Service Provisions
Every building shall, having regard to its use or intended use, be provided with:
(a) Adequate natural light and ventilation (See 503.6, 503.7,
503.8 and Section 11). (b) A sufficient supply of suitable water. At a reasonable demand
of warm/hot service water, a solar water heater shall be considered in accordance with Section 9.
(c) Adequate arrangements for the sanitary storage of solid waste
(refuse and garbage) (See Section 10). (d) Adequate facilities for the removal, and where necessary the
treatment and disposal of all waste products, in such a way as not to affect public health, safety and welfare (See Section 10).
(e) Efforts shall be made to equip all Public Buildings in Group
A and Institutional Buildings in Group B with access ramps and adequately wide entrances and exits for use by persons in wheel chairs (For other provisions for persons with disabilities see Appendix F).
503.5 Minimum Areas, Widths and Heights of Habitable Rooms
Table 5-1 shall determine the minimum areas, widths and heights of habitable rooms and lavatories provided that:
(a) The areas given in Table 5-1 shall be measured between the
structural faces of walls permitted for such individual uses.
(b) No habitable room used for two or more purposes shall be divided by any wall, partition, screen or fitting into areas less than the minimum areas permitted for such individual uses, unless such division or partition is not more than 4'0"(1220 mm) high.
(c) Any open kitchen recess shall have a minimum floor area of
30 sq.ft. (9.14 m). (d) Every building or apartment of group E(a) shall provide
living, dining and sleeping accommodation, together with suitable cooking and sanitary facilities, and adequate storage facilities.
(e) In any building or apartment of group E(a) providing only
one habitable room, the area of such a room shall not be less than 200 sq.ft. (18.6 sq m).
(f) Where any building of group E(a) or group E(c) is used or
intended to be used for the letting or renting of individual
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rooms or apartments with common cooking and/or sanitary facilities, the area of any such shall be determined in accordance with the following:
(i) If shared by two (2) apartments only, the area of the
facility shall be not less than 100 sq.ft. (9.3 sq m).
(ii) If shared by more than two apartments the area of the facility shall not be less than 65 sq.ft. (6.0 sq m) per unit of accommodation sharing the facility.
(g) Any room used as a place of public assembly for more than 50
persons shall have a minimum height of 10' 0" (3.05m), except that the minimum clear height under a gallery or balcony or mezzanine of less than 500 sq.ft. (46.5 sq m) may be reduced to 8 ft. (2.4m) provided that the space under the gallery or mezzanine is not separately enclosed.
(h) Where ceiling fans are erected, the minimum height from the
floor to the ceiling should not be less than 9'0" (2.7 m).
Note: The minimum areas provided in Table 5-1 may be altered by the Authority to conform to the normal custom provided that the minimum area of any habitable room is approved by the Ministry responsible for health.
503.6 Light and Ventilation
(a) All efforts shall be made to provide natural lighting and
natural ventilation to each space in the building in such a way that artificial lighting and/or ventilation is not necessary or reduced to a minimum.
(b) To provide enough light and ventilation but prevent excessive
solar heat infiltration a habitable room shall be provided with one or more windows or skylights, having an area or combined area of not less than 10 percent of the floor area of the room. Not less than 50 percent of the total area of such window or skylights shall open to permit the free unobstructed passage of fresh air. The vertical fenestration area (not including opaque doors and opaque spandrel panels) shall not exceed 25 percent of the gross above-grade wall area facing South, West or East and shall not exceed 40 percent facing North.
(c) In the case of buildings provided with mechanical ventilation
systems, artificial cooling or air conditioning then the envelope of the treated air space shall be well sealed and be constructed as an air barrier to provide infiltration of warm resp. not conditioned air. Fully air-conditioned buildings shall be considered to be tested with regard to the air leakage rate of the building envelope (See also Section 11 and IECC C402.4.1.2.3).
(d) In the case of usable rooms or spaces in buildings without
natural light and ventilation, then artificial lighting and full
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mechanical ventilation systems or air conditioning must be provided in accordance with design and installation requirements of Section 11.
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Table 5-1.
Minimum Areas and Dimensions of Habitable Rooms
Description of Room Area (sq.ft.) Min. Width or Length
Min. Height
Living Room 120 (11.15 sq m) 10' 0" (3.05m) 8' 0" (2.4m) Bedrooms 90 (8.4 sq m) 8' 0" (2.4m) 8' 0" (2.4m) Dining room 80 (7.4 sq m) 8' 0" (2.4m) 8' 0" (2.4m) Kitchen 40 (3.8sq m) 5' 0" (1.5m) 8' 0" (2.4m) Living/dining/bedroom 200 (18.6sq m) 10' 0' (3.05m) 8' 0" (2.4m) Living/dining/kitchen 180 (16.7sq m) 10' 0" (3.05m) 8' 0" (2.4m) Living/bedroom 180 (16.7sq m) 10' 0" (3.05m) 8' 0" (2.4m) Living/dining room 160 (16.7sq m) 10' 0" (3.05m) 8' 0" (2.4m) Dining room/Kitchen 100 (9.3sq m) 8' 0" (2.4m) 8' 0" (2.4m) Any other habitable room 80 (7.4 sq m) 7' 0" (2.1m) 8' 0" (2.4m) Lavatory (W.C. bath & basin) 35(3.2sq m) 4' 6"(1.4m) 7' 6 (2.3m) Lavatory (W.C. & shower & basin) 30 (2.8sq m) 4' 0"(1.2m) 7' 6" (2.3m) Lavatory (bath & basin) 25 (3.2sq m) 3' 4" (1.0m) 7' 6" (2.3m) Lavatory (W.C. & shower) 20 (1.9sq m) 2' 8" (0.81m) 7' 6" (2.3m) Lavatory (Shower & basin) 20 (1.9sq m) 2' 8" (0.81m) 7' 6" (2.3m) Lavatory (W.C. & basin) 20 (1.9sq m) 2' 6" (0.76m) 7' 6" (2.3m) W.C. compartment 12.5 (1.6sq m) 2' 8"(0.81m) 7' 6" (2.3m) Shower compartment 7.5 (0.7sq m) 2' 6" (0.76m) 7' 6" (2.3m)
Note: The dimensions of any room should be confirmed by the Chief Physical Planner before completing the plan of the building.
503.7 Windows
a) Windows shall be located in an external wall and in such a position that
light and fresh air are not substantially excluded by adjacent walls of the building or by the walls of adjoining buildings.
b) Windows within toilet facilities shall normally be located 4' 0" (1.22 m)
minimum above floor level. The minimum height from the floor to the window head shall be 6' 8" (2.0 m).
c) All windows or glazed parts of vertical walls not oriented within 45
degrees of True North shall be either (preferred) protected from direct sun by an overhang, eave, or permanently attached shading device or providing spectrally selective low-E (low-emissivity) or reflective coating on glazing or tinted glass.
d) Windows in rooms provided with mechanical ventilation systems,
artificial cooling or air conditioning shall be well sealed, double glazed and providing an U-factor not less than 0.5 Btu/h*ft²*F = 2.839 W/m²*K.
e) To ensure resistance to hurricane forces, the design and installation of
window assemblies for buildings in Groups A, B, C and F shall be
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certified by a structural engineer. This certification shall be based on the requirements of Section 12 and in accordance with Part 2 Section 2 of CUBiC.
503.8 Skylights
Skylights used for provision of natural light or ventilation shall be located in a clear area of roof and shall be designed to prevent the entry of rain water when closed. Where glass is used it shall be safety glass or shall be screened internally with a high tensile steel mesh of area not more than I sq. in. To prevent excessive solar heat infiltration the maximum skylight area shall not exceed 3 percent of the gross roof area.
503.9 Enclosed Courts
Any court enclosed on three or more sides and serving windows providing natural light and ventilation shall have an area for its full height of not less than 150 sq.ft (14 sq m) for each 10' 0" (3.04 m) of its height, and a width of not less than 10' 0"(3.04 m); nor less than 5' 0" (1.5 m)for each 10' 0" (3.04 m) of its height up to 60' 0" (18.3 m), plus 2' 6" (762mm) for each 10' 0" (3.04 m) of its height above 60' 0" (18.3m).
503.10 Rear Courts
Any building of Group E(a) on a site where the rear boundary is a common boundary with an adjoining site shall have a rear court of the full length of such boundary and of a width not less than 10' 0" (3.04 m) nor less than 2' 6" (762 mm) for each 10' 0" (3.04 m) of building on the line of such court.
503.11 Rodent Proofing
Special precautions are required for restaurants, buildings where food is prepared, food storage premises and slaughter houses. Applicants for building permits are required to contact the Department of Environmental Health for minimum requirements with respect to the type of surfaces of walls, floors and ceiling and the screening necessary.
503.12 Sanitation
(a) Toilet facilities accessible to the public shall be provided on
each floor for each sex for all types of building, except that in a building of two floors and occupied by a single tenant, the combined toilet facilities required may be located on either floor.
(b) Where common sanitary facilities are provided in buildings of
Group E(c) used by more than 10 persons, then at the least, separate facilities shall be provided for males and females, and such facilities shall be so located that they are accessible under cover from all of the habitable rooms they serve.
(c) A toilet shall preferably not open directly onto a room
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intended primarily for human habitation, other than a bedroom or dressing room and never onto any area used for the manufacture, preparation or storage of food for human consumption.
(d) The floor and walls of public toilet facilities, to a height of 5
feet (1.5 m), shall be of tile or other smooth, cleanable, impervious materials.
(e) Shower compartments shall have floors and walls constructed
of smooth, corrosion resistant and non-absorbent water resistant materials to a height of not less than 70 inches (1778 mm) above the compartment floor.
f) Tables 3-8 and 3-9 give the number of lavatory fixtures
required for various occupancies.
503.13 Storage of Hazardous Material
a) Buildings constructed for the storage and use of hazardous material (Appendix D) must be sited and constructed in accordance with Part 3 Section 7 of CUBiC or in accordance with any other Code or Standard approved by the Authority.
b) Part 3 Section 7 of CUBiC provides information on the
following:
• Explosion hazards
• Volatile flammables
• Liquefied petroleum gases
• Pyroxylin plastics
• Use and storage of flammable film
• Use and storage of combustible fibres
• Combustible dusts, grain processing and storage
• Paint spraying and spray booths
• Dry cleaning establishments
• Private garages
• Public garages
• Motor fuel service stations
• Motor vehicle repair shops
• Places of public assembly
• Public assembly and other theatres
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504
504.1
MEANS OF ESCAPE AND EXITS
Basis of Requirement
All new buildings as well as existing buildings for which a certificate of use and occupancy has been issued, shall be provided with adequate means of escape and exits in accordance with the requirements of this Code. Where the change of use and occupancy of an existing building requires additional or improved means of escape and/or exit, and the exact requirements of this Code cannot reasonably be met, the Authority shall have power to approve alternative proposals for providing adequate means of escape and/or exits, so long as such alternative proposals are also submitted to and approved by the Chief Physical Planner.
504.2 Definitions
For the purposes of this Code the following special definitions shall apply:
(a) "Means of escape" shall include any corridor, hallway, lobby, staircase, escalator or ramp by use of which the occupants of a building may proceed safely from within a building to an exit.
(b) "Door" shall include any shutter, cover or other form of
protection to an opening in any wall of floor of a building or in the structure surrounding a protected shaft, whether the door is comprised of one leaf or several.
(c) "Exit" shall be a means of egress and shall include:
(i) Any doorway in the ground storey leading directly to
a street or to an open space providing free access to a street.
(ii) Any doorway in an upper storey fitted with fire
resisting doors and leading through a fire resisting lobby directly to an external staircase terminating at ground level in an open space providing free access to a street.
(iii) Any doorway in an upper storey leading directly to an
external balcony or flat roof from which there is further means of escape.
(iv) Any doorway in an upper storey or basement storey,
leading directly to an enclosed internal staircase separated from all the storeys through which it passes by fire resisting doors, provided that such staircase leads directly to a ground storey exit, or a ground storey fire-resisting lobby from which there is a further means of escape.
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(d) "Fire resisting door" shall mean any door with a fire resistance rating in accordance with the requirements of an approved agency, and which is fitted in such a way that it cannot reasonably be fixed in an open position, and is provided with an approved automatic closing device.
(e) "Fire resisting lobby" shall mean a lobby used or intended to
be used as a means of escape in which all of the doors are either fire resistive doors or exits leading directly to open air.
504.3 Basis of Calculation
The occupancy content of a building or a storey of a building used in determining the number and width of means of escape and exits shall be calculated in accordance with Table 3-1 of this Code and it shall be an offence to occupy any building with a greater number of persons than the means of escape and exits provide for.
504.4 Number of Means of Escape and Exits
Table 5-2 shall determine the minimum number of means of escape and exits required for each storey of a building provided that:
(a) The requirements for exits in this clause shall not apply to a
single family residence which shall be supplied with at least two doors, preferably on opposite sides of the building.
(b) Exits shall be located as remotely as practicable from one
another and shall be reasonably distributed throughout the building.
(c) All corridors, halls or foyers used as a means of escape shall
lead directly to an exit from the storey.
(d) Every enclosed space of more than 1,000 sq.ft (93 sq m) with an occupancy content of more than 5 persons shall have at least two means of escape or exits.
(e) Two or more means of escape may serve the same or
communicating corridors, halls or foyers provided that the capacity of such corridors, halls or foyers is not less than the capacity of the two nearest exits.
(f) In places of public assembly accommodating more than 500
persons, means of escape or exits shall be provided on at least 3 sides and where fixed seating is provided such means of escape or exits shall be served by permanent aisles and cross aisles.
(g) Half of the required main floor exit widths shall be
proportioned to the side exits and when more than one side exit is required, shall be equally divided in full units of unit width to each side.
(h) The number of side exits shall be not less than that required by
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distance limitations and as set forth in the following:
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Number of Persons Number of Side Exits
0 - 600 1 601 - 999 2 1,000 or More 4
(i) Where one or two side exits on each side are required, one of such exits on each side shall be located at the front of the assembly space, remote from the main-floor exits. And where four or more exits on each side are required, the additional exits shall be proportionally spaced along the length of the side walls.
(j) No two means of escape from one place of public assembly
shall use a common staircase.
(k) No open staircase from a basement or lower ground floor shall be considered a means of escape unless it leads directly to a ground storey exit or to a ground storey hall or foyer from which there is an exit.
(l) Stairways from the basement to ground floor should be
separated from staircases serving upper floors.
Table 5-2
Minimum Number of Means of Escape and Exits Required per Storey
Occupancy content of floor
Means of Escape
Exits
1-10 1 1
11-100 1 2
101-500 2 3
501-1000 3 4
1000 or more 4 5
504.5 Maximum Distance of Travel to Exits
Table 5-3(a) shall determine the greatest permitted distance from any point in a storey measured along the line of travel to the nearest exit from the storey provided that:
(a) Where an area is subdivided into rooms not exceeding 250
sq.ft (23.2 sq m) in individual area the permitted distance may be measured from any door of such room which opens directly to a corridor, hall or foyer.
(b) No dead end of a corridor shall be more than 20'0" (6.0 m)
from an exit or from a means of escape leading to at least two exits.
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504.6 Widths of Means of Escape and Exits
Table 5-4 shall determine the minimum widths of means of escape and exits provided that in places of public assembly where fixed seats are provided, no means of escape or exit shall be less wide than any aisle leading directly to it.
504.7 Exits and Fire Check Doors
(a) Exit doors shall be kept clear of obstruction at all times.
(b) Exit doors shall be so located that they open only in the
direction of escape a full 90 degree swing unobstructed by cross traffic, provided that doors regularly used for entry and fitted with glazed observation panels may also open in reverse to a full 180 degree swing.
(c) Exit doors provided only for emergency use may be fitted with
approved internal panic bolts but shall not be fitted with any other locking or closing device.
(d) Fire check doors including doors to enclosed internal stair-
cases, shall be so located that they open in the direction of escape with a full 90 degree swing unobstructed by cross traffic routes and fitted with glazed observation panels; they may also open in reverse to a full 180 degree swing. No fire check door shall be fitted with any kind of latch or automatic locking device. Fire check doors shall be self-closing.
(e) Glazed observation panels in fire check doors shall be 1/4"
(6 mm) wired glass, or toughened safety glass of equal and approved performance.
(f) To ensure resistance to hurricane forces, the design and
installation of exit door assemblies for buildings in Groups A, B, C and F shall be certified by a structural engineer. This certification shall be based on the requirements of Section 12 of the Code and in accordance with Part 2 Section 2 of CUBiC.
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Table 5-3(a)
Maximum Permitted Distance of Travel to an Exit (ft.) (Without fire suppression system)
Building Occupancy Group
Type 1 Fire-resistant
Type 2 Semi-fire resistant
Type 3 Ordinary Masonry
Type 4 Non- combustible
Type 5 Wood Frame
Groups A, C.D, E(a), E(c) 150 150 100 75 75
Groups B & E(b) 100 100 75 N/A N/A
Group E (except E(b) 75 75 50 50 N/A
Group F2 300 300 N/A N/A N/A
Table 5-3(b)
Exit Capacity: Number of Persons per Unit of Exit Width (22 inches) (559 mm)
(Without fire suppression system)
Occupancy Group
Level Travel (corridors, doors,
Stairs
Group A: Public Buildings 100 75
Group B: Institutional Buildings (Generally) 30 22
Group C: Commercial and Industrial 100 60
Group D: Offices, Administrative and Retail Service Buildings
100 60
Group E: Residential Buildings 100 75
Group F3: Hazardous Occupancy 100 60
See also Tables 3.500 and 3.510 of CUBiC Part 3 Section 5.
Table 5-4
Minimum Required Widths of Means of Escape and Exit Doors
Capacity in Number of Persons
Corridors, Halls and Foyers
Staircases and ramps clear between hand- rails
Exit doors and fire check doors between jambs
1 - 10 3' 4" (1016mm) 3' 0" (914mm) 3' 0" (914mm)
11 - 200 4' 0 (1220mm) 4' 0" (1220mm) 3' 8" (1116mm)
201 - 500 6' 0" (1830mm) 6' 0" (1830mm) 5' 8" (1725mm)
501 or more 8' 0" (2430mm) 8' 0" (2430mm) 7' 8" (2336mm)
2 With fire suppression system 3 With fire suppression system
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504.8 Internal Staircases and Ramps used as Means of Escape
Internal staircases and ramps used as means of escape shall be designed and constructed in accordance with the following requirements:
(a) They shall be considered as enclosed vertical openings and the
enclosing structure shall be of fire resistance rating construction in accordance with the requirements of Section 4.
(b) They shall be designed in accordance with the requirements of
Section 4 and constructed of non-combustible materials.
(c) Flights shall preferably run straight from landing to landing without winders or tight spiral sections.
(d) The number of risers in one flight from landing to landing
shall not exceed 16.
504.9 Fixed Seating in Places of Public Assembly
In places of public assembly with fixed seating arrangements, the seating shall be separated into blocks by aisles in accordance with the following requirements:
(a) The maximum number of seats in a row between two aisles
shall be 14 and in a row served by only one aisle shall be 7.
(b) Where bench seats without dividing arms are provided they shall not be longer than 21' 0" (6.4 m) between two aisles or 10' 6" (3.2 m) when served by only one aisle.
(c) The spacing of seats shall not be less than 2' 3" (686 mm) back
to back nor less than 1' 0" (305 mm) clear from the back of one seat to the front of the seat immediately behind it.
(d) The maximum number of rows of seats in one block shall be
21 and blocks shall be separated by cross aisles.
(e) The number of seats in a row may be increased to 100 where seats are so spaced that there is an unobstructed space of not less than 18" horizontal projection between the rows of seats, and doorways leading directly to exit corridors are provided along each side of the place of assembly at the rate of one doorway for every 3 rows of seats.
(f) Every aisle shall lead directly to a means of escape or to an
exit or to a cross aisle.
Aisles serving up to 50 seats shall be not less than 2' 6" (762 mm) wide.
(g) Aisle serving more than 50 seats shall be not less than 3' 0" 914 mm) wide when serving seats on one side only, and not less than 3' 6" (1066 mm) wide when serving seats on both sides.
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(h) Aisles leading directly to a means of escape or an exit shall
not be less than 4'0" (1220 mm) wide.
(i) Every cross aisle shall lead directly to a means of escape or to an exit.
(j) Every ramped aisle shall have a non-slip walking surface.
(k) No ramped aisle shall have an average slope of more than 1 in
10 or a maximum slope of more than 1 in 5. No aisle or cross aisle shall be ramped across its widths.
(l) In stepped aisles the risers shall extend the full width of the
aisle and each riser shall be illuminated. Treads and risers shall conform with the requirements of subsection 504.
505 STAIRCASES AND RAMPS
505.1 Definitions
(a) Private stairway shall mean a stairway of steps intended to be used by only one dwelling.
(b) Common stairway shall mean a stairway of steps which is
intended for common use.
(c) The width of a stairway shall mean:
(i) the horizontal distance between the centre lines of handrails, in the case of a stairway with handrails on both sides.
(ii) the horizontal distance between the centre line of
handrail and any wall, screen or extremity on the other side of the step, where there is a handrail on one side only.
(iii) the width of the narrowest part if tapered.
(d) Pitch line shall mean a notional line drawn to connect all the
nosings of the treads in a particular flight of stairs.
(e) The going of a step shall mean the distance measured on plan between the nosing of its tread and the nosing of the tread of the step or landing next above it.
(f) Parallel step shall mean a step of which the nosing is parallel
to the nosing of the steps or landing above it.
(g) Tapered step shall mean a step, the nosing of which, is not parallel to the nosing of the step or landing next above it.
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505.2 Basis of Requirements
(a) Staircases and ramps shall be designed and constructed in accordance with the requirements of subsection 504 and when used as a means of escape they shall also conform to the pertinent requirements of subsection 503 of this Code.
(b) Buildings providing an electric lift or elevator shall also
provide staircases for common use (not only as a mean of escape) for a minimum of the first five storeys, easily visible and accessible beside the elevator.
505.3 Private Stairways
Any private stairway shall be so constructed that:
(a) Between consecutive floors there is an equal going for each parallel step and an equal rise for every step and landing.
(b) Over the whole width of the stairway there is:
(i) headroom of not less than 6' 6" (1981 mm), measured vertically above the pitch line.
(ii) clearance of not less than 5' 0" (1.5 m) measured at
right angles to the pitch line.
(c) The dimensions of treads and risers conform to Table 5-5.
(d) The pitch of the stairway is not more than 42 degrees.
(e) Tapered steps conform to the requirements of subsection 504.6.
505.4 Common Stairways
Any common stairway shall be so constructed that: (a) It complies with Table 5-5 for the relevant category of use.
(b) The pitch of the stairway is not more than 38 degrees.
(c) The stairway has not more than 16 risers in any flight.
(d) Tapered steps must conform to the requirements of
subsection 504.6.
(e) The sum of the going plus twice the rise should not be less than 24" (610 mm) nor more than 26" (660 mm).
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Table 5-5
Tread and Riser Sizes/Dimensions
Occupancy Group
Maximum for Risers (inches)
Minimum for Treads4 (inches)
Group A - Public Buildings 7-1/2 (190.5mm) 10 (254mm)
Group B - Institutional Buildings 7-1/2 (190.5mm) 10 (254mm)
Group E - Residential Buildings 8-1/4 (210mm) 9 (227mm)
All others 8 (203mm) 9 (227mm)
505.5 Open Riser Stairways
(a) Stairways which have no risers below the treads and landings shall conform in all respects to the requirements of subsections 504.3 and 504.4 as appropriate.
(b) The nosing of each tread and landing shall overlap on plan, the
back edge of the tread of the step below it by not less than 5/8" (16 mm).
505.6 Tapered Steps
(a) In the application of requirements subsections 504.3, 504.4
and 504.5 to tapered steps, the going and pitch of tapered steps shall be measured in the vertical planes of the pitch lines connecting the nosings of consecutive steps at a distance of 10-1/2" (267 mm) from the extremities of the width of such steps.
(b) The sum of the going plus twice the rise shall be:
(i) Not less than 22-1/2" (572 mm).
(ii) Not more than 25" (635 mm) where the angle of taper
is 10 degrees or less or 28" (711 mm) in all other cases.
505.7 Guarding of Stairways and Landings
(a) Any private or common stairway shall be guarded on each side by a wall, a securely fixed screen, balustrade or railing extending to a height of not less than 2' 9" (838 mm) measured vertically above the pitch line.
(b) The side of any landing or similar space forming part of a
stairway or directly overlooking a stairwell shall be guarded by a wall, securely fixed screen, balustrade or railing extending to
4 Excluding nosings
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a height above the floor of such landing or space, in the case of private stairways 3' 0" (914 mm) and in the case of common stairways 3' 6" (1066 mm).
(c) Any flight of steps with an aggregate rise of more than 2' 0" (610 mm) shall have a continuous handrail fixed securely at a height of not less than 2' 9" (838 mm) nor more than 2' 11" (889 mm) measured vertically above the pitch line, one on each side if the stairway is more than 3' 6" (1066 mm) wide or on one side only if the width is less.
(d) Easy to grasp handrails with 1-1/2" (38 mm) clearance from a
wall shall extend 1'6" (457 mm) at top and bottom of stairs with ends turned down to floor or into walls, but not to create a safety hazard.
(e) All handrailing should have intermediate vertical or
longitudinal rails or latticework which would prohibit the passage of a 6" (152 mm) diameter sphere, except for industrial buildings where the intermediate rails or latticework should prohibit the passage of a 12" (304 mm) sphere.
505.8 Guarding of Balconies and External Areas
(a) Any balcony, platform, roof or other external area which is
2'0" (610 mm) or more above ground and to which a person habitually has access other than for maintenance and repair shall have a balustrade, parapet or railing not less than 3' 6" (1066 mm) high and of such extent, construction and material as to afford safety to persons using the balcony, platform, roof or external area.
(b) Balustrades, parapets and railings on balconies and platforms
for single family dwellings only shall not be less than 3' 0" (914 mm) high.
(c) For the structural design of handrails and balustrades see
1201.6
505.9 Ramps
No ramp shall be steeper than 1:10 nor more than 40" (1016 mm) wide between handrails, nor more than 8' 0" (2.4 m) wide without a centre handrail and the whole of the walking surface shall be finished with a non-slip material. Minimum headroom for a ramp shall be 6' 6" (2032 mm) measured at right angles to the slope of the ramp.
505.10 Landings
Landings shall be at least as deep as the widest staircase, flight or ramp served, and such depth shall be clear of any door swing or other obstruction to free passage. However, for straight staircases landings shall be a minimum of 3 ft (914 mm) deep.
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506
506.1
FIRE SUPPRESSION SYSTEMS
Basis of Provision
When fire suppression systems such as automatic sprinkler systems are installed in accordance with the requirements of this Code or on the advice of the Chief Physical Planner they shall be maintained to the satisfaction of the Chief Physical Planner. Reference should be made to CUBiC Part 3 Section 7 for the choice of a suitable suppression system for the building.
506.2 Special Provisions
Special precautions, and fire protection systems, e.g. halogenated installations, shall be provided if so required by the Authority in any building, or part of a building.
506.3 General Requirements for Fire Protection and Extinguishing Systems
All automatic sprinkler or other type of systems shall be of proprietary manufacture. The installation shall be carried out by an experienced specialist contractor and both design and installation shall be in accordance with recognised standards of good practice at least equal to the standard recommended in the latest edition of NFiPA Standards 13, 13A, 13D, 13R and 14 as may be appropriate for the class of building and availability of water supply. Fire protection and extinguishing systems shall consist of any of the following:
(a) Automatic Sprinkler System.
Shall be a fully zoned system covering all internal areas and kept pressurized at all times. Pumps are activated when the system pressure falls to a predetermined setting as sensed by pressure switches. Each fire zone shall be provided with a zone shut off valve, valve monitor switch and indicating water flow switch. The location of the Fire Department Connection (FDC), also known as the Siamese Connection, must be coordinated with the local Fire and Ambulance Services.
(b) Standpipe System.
Shall be supplied from a dedicated pre-piped water supply fire protection reserve equal to a minimum of two hours operating capacity. All hose reels to be provided in lockable cabinets at intervals not exceeding 100 feet (30 m) throughout all internal and external covered areas. Where required, dry risers may be provided in addition to a standpipe system and the minimum distance between dry risers situated on the same floor shall not exceed 165 feet (50 m).
(c) Automatic Extinguishers.
Provide each specialized functional area including service and equipment rooms, with an automatic extinguishing system,
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completely integrated with the fire alarm system.
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(d) Portable Extinguishers.
Provide portable extinguishers in each fire hose reel cabinet and in every recessed cabinet, throughout all public areas within the building suited to the class of fire risk in each area.
506.4 Approval of Installation
The installation of any required fire protection and extinguishing system shall be approved by the Authority in writing on completion; no Certificate of Occupancy shall be issued by the Chief Physical Planner until a copy of such approval has been provided.
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SECTION 6
PRECAUTIONS DURING BUILDING CONSTRUCTION
Contents
601 GENERAL
Scope Erection of Scaffolds and Safeguards Electricity Lines and other Hazards
Underground Utilities
602 DEMOLITION AND DECONSTRUCTION
603 EXCAVATION
604 SIDEWALKS, SHEDS AND FENCES
604.1 Sheds 604.2 Construction Fences 604.3 Exceptions
605 STORAGE OF MATERIAL
General
Hazardous Material
606 HOISTING MACHINERY
607 DERRICKS AND CRANES
607.1 General 607.2 Visibility 607.3 Compliance 607.4 Exceptions
608 CABLES, ROPES, CHAINS AND BLOCKS
609 PLATFORM HOISTS
610 HOIST TOWERS
611 TEMPORARY FLOORING
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612 FLOOR OPENINGS
613 RUNWAYS AND RAMPS
614 TEMPORARY STAIRWAYS
615 LADDERS
616 SCAFFOLDS
617 SAFEGUARDS
617.1 Railings 617.2 Toeboards
618 TEMPORARY LIGHTING AND ENERGY EFFICIENCY
620 SANITATION AND WATER SUPPLY
621 WELDING AND CUTTING
622 OPEN FIRES
623 FIRE PROTECTION
624 SPECIAL HURRICANE PRECAUTIONS
625 ADAPTATION TO TEMPERATURE RISE
626 SITE WASTE DISPOSAL
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SECTION 6
PRECAUTIONS DURING BUILDING CONSTRUCTION
601. GENERAL
601.1 Scope
(a) The provisions of this Section shall apply to all work in connection with erection, alteration, repair, removal and demolition of buildings and structures. It is the duty of all builders to make every effort to provide a safe working environment for workers on building sites. On sites on which more than 30 persons are working the use of hard hats may be enforced by the Authority.
(b) The Authority will issue an order to stop work if any
provision of the Section is violated. Work will not be allowed to recommence until the owner has complied with the provisions of the Section to the satisfaction of the Authority.
601.2 Erection of Scaffolds and Safeguards
(a) The construction, erection, alteration and removal of
scaffolds and the application, installation and setting up of safeguards and equipment devices shall be done by skilled workmen under the supervision of a person qualified by experience and training for such work.
(b) A safeguard, device or piece of equipment which is
unsafe shall be reported to the superintendent or foreman, who shall take immediate steps to remedy such condition or remove such safeguard, device or equipment.
(c) Scaffolds, ladders stairs, fuel gas tanks and other devices
or equipment regulated by this Section shall be maintained in a good, safe and usable condition as long as they are in use.
(d) No ladders, scaffold, railing or other devices or
equipment required or regulated by this Section, or any part thereof, shall be removed, altered or weakened when required by the work, unless so ordered by the superintendent or foreman in charge.
(e) Scaffolds, temporary floors, ramps, stairway landings, stair
treads, and all other walkway surfaces shall be kept free from protruding nails and splinters. They shall be kept free from necessary obstructions so that the workers may move about safely.
(f) Protruding nails and tie wire ends shall be removed,
hammered in or bent in a safe condition.
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601.3 Electricity Lines and other Hazards
(a) Electric lines, moving ropes and cable gears, or similar
hazards with which a worker might come in contact, shall be encased or guarded.
(b) No person, firm or corporation, either personally or through an employee or agent of another, shall operate or move any machine, equipment, material, scaffolds or assembly closer than six feet to any energized high-voltage overhead electrical facilities except with the approval of the Electrical Inspector.
601.4 Underground Utilities
Prior to making an excavation, drilling or otherwise disturbing the ground, the person doing the work, or causing such work to be done, shall contact all public utility organizations to determine the possible location of underground facilities, to avoid the hazard to public safety, health and welfare caused by inadvertent disruption of such facilities.
601.5 Duty of Care It is the responsibility of the builder to ensure that all operatives in his/her employ are appropriately trained and that they can operate the equipment safely. It is also his/her responsibility to ensure that no member of the public is exposed to a hazardous act.
602 DEMOLITION AND DECONSTRUCTION
Deconstruction is preferred to demolition because it mitigates climate change. Deconstruction shall be employed if there is sufficient quantity of material in such good condition that it can be re-used and if the components can be safely and easily separated. Refer to subsection 402.4 for approval of re-used material.
For reasons of safety, hand demolition methods shall be avoided.
(a) Before commencing the work of demolition of a building
or structure, all gas, electric, water and other meters shall be removed and the supply lines disconnected, except such as are especially provided or required for use in connection with the work of demolition.
(b) Glazed sashes and glazed doors shall be removed before the start of demolition operations.
(c) No wall, chimney or other construction shall be allowed to
fall in mass, except under competent supervision.
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Scaffolds or stagings shall be erected for workers if walls or other elements of the structure are too thin or too weak to work on. Heavy structural members, such as beams or columns, shall be carefully lowered and not allowed to fall freely.
(d) Chutes for the removal of materials and debris shall be
provided in all parts of demolition operations which are more than 6m (20 feet) above the point from which material is to be removed.
(e) Chutes shall be completely enclosed and shall be equipped,
at intervals of 7.6m (25 feet) or less, with substantial stops to prevent descending material from attaining dangerous speeds.
(f) The bottom of each chute shall be equipped with an
adjustable gate or stop, for regulating the flow of materials. A danger sign shall be placed at the discharge end of every chute; and except for the discharge of materials, the gate or stop shall be kept closed.
(g) Proper tools shall be provided and kept available to
loosen material or debris jammed in the chute. Chutes, floors, stairways and other places shall be effectively wet down, at frequent intervals, when the dust from such operations would cause a menace of hardship to adjoining buildings or premises.
(h) Stairs and stair railings shall be kept in place and in
usable condition as long as is practicable, and steps and landings shall be kept from debris.
(i) Floor openings, unless covered or otherwise protected,
shall be provided with guard rails and toe boards.
(j) All areas of danger in demolition operations shall be properly enclosed and danger signs posted. Sufficient watchmen shall be provided to warn workers of impending dangers, and all unauthorised persons shall be excluded from places where demolition in progress.
603 EXCAVATION
(a) The sides of every excavation in connection with
building operations, including trenches for pipes or for any purposes, shall be sheet-piled, braced or shored when necessary to prevent the soil from caving in on persons engaged in work within such excavation.
(b) Where workers are employed adjacent to an excavation on work other than that directly connected with the excavation, substantial railings or fences shall be provided
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to prevent such workers from falling into the excavation.
(c) Every trench, 1.5m (5 feet) or more in depth, shall have suitable means of exit or escape at least every 7.6m (25 feet) of its length.
(d) Excavations shall be drained and kept clear of excess water and debris to the satisfaction of the Ministry of Health.
(e) The need for all excavations and the probable depths of
the excavations and the time such excavations shall be in place shall be reported to the Chief Physical Planner for approval before the work commences. It is the duty of the permit holder to ensure that the excavations are completed and covered within the time frame reported to the Chief Physical Planner.
604 SIDEWALK SHEDS AND FENCES
604.1 Sheds
(a) Where buildings, which exceed 13.7m (45 feet) in height,
are to be erected or demolished closer than 3m (10 feet), or buildings which exceed 7.6m (25 feet) in height are to be erected or demolished closer than 1.5m (5 feet), to a street line, there shall be erected and maintained, during such work adjacent to the street line, a shed of sufficient strength and stability to sustain safely the weight of materials that may be placed thereon, and to withstand the shocks incident to the handling of such materials or their preparation for use, and accidental jars from trucks passing or delivering materials.
(b) When the roof of such shed is used for the storage of
materials or for the performance of work of any kind, substantial railings not less than three feet high and solid toe boards not less than 150mm (6 inches) high shall be placed along the open sides and ends of such roof.
(c) Such shed shall be constructed to afford unobstructed
walkways, not less than 2.4m (8 feet) high and 1.5m (5 feet) wide. The street side shall be kept open for a height of not less than 2.1m (7 feet) above the curb, and the sheds shall be properly lighted at night with not less than one 100-watt bulb every 6m (20 feet) of its length and at each change of grade or elevation of the sidewalk surface.
(d) Such shed shall remain in place until the building is enclosed, or if being demolished, until the building is reduced to 6m (20 feet) in height.
604.2 Construction Fences
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Buildings which are erected or demolished closer than 1.5m (5 feet) to a street line and which are not required to have a sidewalk shed shall be provided with protection on the street sides in the form of a substantial fence not less than 2.4m (8 feet) high. Such fence shall not restrict the sidewalk to less than 1.5m (5 feet) in width and shall be built solid for its full length, except for such openings as may be necessary for a proper execution of the work.
604.3 Exceptions
The Chief Physical Planner may waive, or may vary, any or all of the provisions of subsection 604 where the safety of the public may otherwise be protected.
605 STORAGE OF MATERIAL
605.1 General Scheduling an efficient flow of materials will allow full utilization of freight vehicles and minimize storage on site. The sustainable approach is one that favours just-in-time deliveries.
(a) Materials to be stored at or near locations where workers are employed or on any public property shall be piled or stacked in an orderly manner to avoid toppling over or being otherwise displaced.
(b) No material shall be piled or stacked to a greater height
than 1.8m (6 feet) except in yards or sheds intended especially for storage. When piles exceed 1.2m (4 feet) in height, the material shall be so placed that the sides and ends of the piles taper back.
(c) The placing of construction materials in a building or
structure during building operations shall be done with due consideration of the effect of such loads on the structural members, and such loads shall, in general, be placed as near to the points of support of the structural members as possible. Such loadings shall not cause stresses in any structural member beyond the design stresses.
(d) Waste material rubbish resulting from building operations
shall be removed as rapidly as possible and shall not be allowed to accumulate on the premises or adjacent thereto. Refer to section 626 on site waste disposal.
605.2 Hazardous Materials
(a) When storing hazardous materials (e.g. flammable,
explosive or toxic materials) the manufacturer's recommendations shall be followed. In any event the owner and builder shall construct and maintain safe storage areas in accordance with the requirements given in Part 3 Section 3 of CUBiC.
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(b) In general hazardous materials should be stored in well
ventilated, shaded areas away from naked flames, water courses and high traffic areas. The plans and drawings for such storage areas must be submitted to the Chief Physical Planner.
606 HOISTING MACHINERY
The use of oversized machinery shall be avoided. Efficient use of construction plant and appropriate levels of power for different applications will minimize the embodied carbon of construction.
(a) Every hoisting engine shall be provided with adequate
breaks, capable of holding the maximum load at any point of travel.
(b) Guards shall be provided for exposed gears and other
moving parts and around hoisting cables at all points to prevent workers from tripping or getting clothing caught.
(c) Ample room shall be provided around hoisting engines,
motors or other machinery or apparatus for the free and safe movement of those who operate or otherwise attend such engines, motors or other machinery apparatus.
(d) Hoisting machinery shall be enclosed to exclude
unauthorised persons and if placed outside the building, further protection against falling objects shall be provided.
(e) When hoisting machinery is set on an elevated platform,
such platform shall be of substantial construction, and guard rails and toe boards shall be provided along all open sides platform.
607 DERRICKS AND CRANES
607.1 General
(a) Derricks shall be so designed and assembled that no part shall be stressed beyond the safe-working stress for the material, as specified in this Code, under maximum-rated load in any possible position. Such maximum-rated load shall be conspicuously posted on each derrick.
(b) The foot-block of every derrick shall be firmly secured
against motion in any direction. (c) Guy derricks shall have the top of the mast held by not
less than six steel guy cables secured by firm anchorages and so placed that the angle of the guy with the mast shall be as large as possible.
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(d) The moving parts of derricks and cranes shall be kept well lubricated, and all parts shall be inspected at least every other day.
607.2 Visibility
Masts and booms of derricks and cranes, where higher than 45m (150 feet) above ground, shall have installed:
(a) At the top in a manner to ensure unobstructed visibility of
at least one beacon and one flag from any angle, one or more flashing 300 mm beacons, each equipped with two lamps and aviation colour filters and rectangular flag markers of solid colour not less than two feet on a side.
(b) Along the height of the mast or boom, a pair of lamps of
at least 100 watts each, enclosed in aviation-red obstruction light globes, on opposite sides or corners at regular intervals not to exceed 15.2m (50 feet) and, rectangular flag markers of solid colour aviation-surface- orange, not less than two feet on a side at regular intervals not to exceed 15.2m (50 feet).
(c) Where masts and booms are within 15.2m (50 feet),
measured horizontally of existing buildings which exceed the maximum heights of such masts or booms, light and flags may be omitted.
607.3 Compliance
(a) Compliance with this Section shall not be construed as
satisfying the zoning height requirements or any special provisions needed for safety of flying aircraft etc.
(b) Compliance can be achieved by contacting the Chief
Physical Planner.
608 CABLES, ROPES, CHAINS AND BLOCKS
(a) Cables, ropes, chains and blocks shall be of such size that the maximum load supported by them will not exceed one sixth of their breaking strength.
(b) Blocks designed for use with manila ropes shall not be
used for steel cables. Blocks used at or near floors or in other exposed places to change the direction of cables shall be enclosed or otherwise effectively guarded.
(c) All ropes and cables used in connection with
scaffolds, derricks and hoisting apparatus shall be tested before being put to use and at least once every 30 days while in use, to insure their safety and suitability for the purpose to which they are to be put. Any rope or cable found to be unsafe or unfit shall not be used.
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(d) Chains shall not be used for slings, bridles or other
similar purposes, but shall be restricted to only such purposes as require a straight pull.
(e) Hooks shall not be used for hoisting buckets, cages or skips.
609 PLATFORM HOISTS
(a) No person shall be permitted to ride on any platform
hoist unless it has been designed and constructed for passenger service. Elevators used for the transportation of workers during construction shall comply with the requirements of Section 11.
(b) Platform hoists for the handling of materials within
buildings under construction shall have the car substantially constructed and provided with covers, either solid or wire mesh. Sections of the cover may be arranged to swing upward for the handling of bulky materials, or the covers may be omitted if suitable overhead protection is provided.
(c) Hoists shall be equipped with a broken-rope safety device. (d) Where wheel barrows or buggies are used for handling
material on platform hoists, cleats shall be nailed to the platform to fix the proper position so that handles shall not project beyond platform edges.
(e) Supports for the overhead sheave shall be designed to carry
no more than the hoist and its maximum load.
610 HOIST TOWERS
(a) Hoist towers, erected in connection with building construction shall be substantially constructed, and all members shall be so proportioned that the stresses shall not exceed those specified for that material, when carrying the dead load of the tower plus two times the weight of the platform or bucket. Hoist towers shall not be used unless the design and construction of the tower is approved by the Chief Physical Planner.
(b) Every hoist tower shall rest on a sufficiently solid
foundation to prevent injurious settlement or distortion of its framework.
(c) Every hoist tower shall be secured in not less than four
directions against swaying or tipping, at intervals of not more than 9.75m (32 feet) in its height, by steel cable guys adequately anchored or by other satisfactory means. Such towers which are constructed adjacent to buildings shall be secured to the building frame at each floor as the
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building progresses.
(d) Landing platforms in hoist towers or platform connecting a hoist tower to a building or other structure shall be provided with guard rails and toe boards.
(e) The bottom of every hoist tower shall be screened or
other- wise protected on all sides to a height of not less than 1.8m (6 feet).
(f) Hoist towers erected within the building, but not
occupying the entire opening through which they pass, shall be completely enclosed on all sides and shall be provided with doors at the unloading points unless the platform hoist is solidly enclosed on all sides to the height to which material is to be loaded or unloaded.
611 TEMPORARY FLOORING
(a) In buildings of skeleton construction, the permanent floor,
except for necessary hoistway openings, shall, when possible, be constructed as the building progresses. There shall be not more than three unfilled floors above the highest permanent floor.
(b) In buildings of skeleton construction, the entire working
floor shall be planked over, except spaces required for construction work, for raising or lowering materials, and for stairways or ladders. Planks shall be placed so that they cannot tip under the weight of a worker at any point and secured so that they cannot slip out of place.
(c) In buildings of wood joist construction, the underfloor shall
be laid for each floor as the building progresses.
612 FLOOR OPENINGS
(a) All floor openings, used as hoistways or elevator shaftways, shall be guarded on all sides, except the side being used for loading or unloading. Guards shall be barricades not less than 1.2m (4 feet) high along or near the edges of such openings, or guard rails not less than 1m (3 feet high), placed not less than 600mm (2 feet) distant at all points from the edges of such openings. If guard rails are used, toe boards shall be provided along the edges of the openings. Sides left open for loading or unloading shall be guarded by similar solid doors or gates.
(b) All floor openings used as stairways, or for the
accommodations of ladders or runways, shall be guarded by railings and toe boards.
(c) All other floor openings shall be guarded on all sides by
solid barriers not less than three feet high, or by railings
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and toe boards or shall be planked over or otherwise covered over by temporary construction capable of sustaining safely such loads as are likely to come thereon.
(d) Barriers for the guarding of openings used as hoistways
or elevators shall be constructed so that workers cannot thrust head, arm or legs through them, and loose material cannot fall or be pushed into the shaftway.
(e) Barriers and guard rails around floor openings shall remain in place until permanent enclosures or protection are otherwise provided.
613 RUNWAYS AND RAMPS
(a) Runways and ramps in connection with scaffolds or extending from story to story or otherwise located and maintained for an extended period of time or for the transfer of bulky material shall be constructed of at least three 250mm wide planks laid closely side by side and substantially supported and braced to prevent unequal deflection and springing action.
(b) Runways and ramps shall have a slope not steeper than one
in three, and the total rise of a runway or ramp between landings shall not exceed 3.65m (12 feet).
(c) When the rise is steeper than one in six, or when the rise
is more than six feet and steeper than one in eight, runways or ramps shall be provided with cleats spaced not more than eight inches apart.
(d) Runways and ramps, having a total rise of more than 1.8m
(6 feet), or passing over or near floor openings, high- tension wires or other dangerous places, shall be provided with guard rails and toe boards.
614 TEMPORARY STAIRWAYS
(a) In all buildings, the permanent stairways shall be installed
as soon as conditions will permit. When the work on a building has progressed to a height in excess of 11m (36 feet) and it has not been practicable to install the permanent stairways, at least one temporary stairway shall be provided for the full height and continued upward as rapidly as the work progresses.
(b) Stairs and stairways shall be of sufficient strength to
support a load of at least 4.8kPa (100 pounds per square foot), and all stairways shall be guarded on all open sides with hand rails and toe boards.
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(c) Temporary stairs shall be constructed so that treads and risers are uniform in width and height in any one flight. The sum of the height of the two risers and the width of one tread shall be not less than 610mm nor more than 660mm. Temporary stairways shall be not less than 914mm (36 inches) wide. Landings shall be not less than 760mm (30 inches) long.
(d) No flight of stairs of a temporary stairway shall have a
vertical rise in excess of 3.65m (12 feet), and when necessary, intermediate landings shall be provided.
(e) Temporary and permanent stairways shall be adequately
lighted as set forth in 618. (f) No door shall open directly onto a flight of stairs, but a
landing equal to at least the width of the door shall be provided between the door and the stairs. Temporary doors higher than 1371mm (4 ft. 6 ins) shall be fitted with wire glass panels.
(g) Permanent stairs that are to be used during construction and
on which treads are to be filled in later shall have wooden treads firmly fitted in place for the full area of the tread. The top surface of the temporary treads shall be maintained above the tops of the risers or nosings.
(h) The storage of materials on stairs or in stairways or adjacent
to stair openings shall not be permitted.
615 LADDERS
(a) Except where either permanent or temporary stairways or runways are required, ladders shall be provided to give access to all floors, stagings or platforms where work is being done more than five stories above ground or above a permanent or temporary floor.
(b) Ladders required by this Code shall be left in place until
the permanent stairways are ready for use or until temporary stairways are installed, and stairways shall be erected as soon as the building exceeds 18.2m (60 feet) in height.
(c) All ladders, when in use, shall be set up in a manner to
be secure and to prevent slipping; and ladders, except stepladders or other self-supporting ladders, shall be securely fastened to a permanent support at the top, and if necessary, at the bottom, and braced to prevent swaying, bending or shaking.
(d) Ladders, leading to floors, stagings or platforms, shall
extend at last three feet above the level of such floors, stagings or platforms.
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(e) No single ladder shall exceed 6m (20 feet) in length.
When greater heights are to be reached, intermediate platforms shall be erected. Ladder landings shall be at least 1.2m (4 feet) square and equipped with handrails and toe boards.
(f) Ladder rungs shall be spaced uniformly as near to 300mm
(12 inches) as is practicable. (g) When used temporarily, in place of stairways or runways,
ladders serving traffic in both directions simultaneously shall be at least 1m wide. If separate ladders are provided for going up and coming down, they shall be marked "UP" and "DOWN" respectively at each floor and platform level.
(h) Ladders, other than sectional or extension ladders, shall not
be extended by joining two or more together. (i) Ladders shall not be placed or used in shafts of
operative elevators or hoists except by workers engaged in the erection, construction, alteration or repair or any such shafts, hoistways or equipment.
(j) Ladders shall not be painted, but may be oiled or
otherwise treated with preservative so as to permit the detection of faults. Every ladder shall be inspected by the superintendent or foreman in charge before being put to use on a building operation and thereafter at least once every 30 days while continued in use. Broken or weak ladders with weak or missing rungs, shall not be used or permitted to remain on the site of building operations, but shall be repaired and made safe or destroyed.
(k) The angle of any access ladder shall be at not less than
60 degrees nor more than 80 degrees to the horizontal.
616 SCAFFOLDS
(a) Properly constructed scaffolds shall be provided for all work which cannot be done safely by workmen standing on permanent or solid construction, except when such work can be done safely from ladders. All such scaffolds shall be substantially constructed, to support at least four times the maximum load and shall be secured to prevent swaying.
(b) Planks used in the construction of stationary scaffolds shall
be not less than 50mm (2 inches) nominal thickness. Where such planks overlap at the ends, the overlap shall be not less than 150mm (6 inches).
(c) Planks shall be so placed that they cannot tip under the
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weight of the worker at any point. Nails used in the construction of scaffolds shall be of ample size and length to carry the loads they are intended to support, and all nails shall be driven full length. No nails shall be subject to direct pull.
(d) Ropes, cables and blocks used in the support of swinging
scaffolds shall be of sufficient size and strength to sustain at least six times the maximum loads to which they will be subject. Where acids are likely to come into contact with them, ropes shall not be used in the support of scaffolds, but steel cables properly protected by grease or oil or other effective method shall be used instead.
(e) Every scaffold, the platform level of which is more than
1.8m (6 feet) above the ground or above a permanent or temporary floor, other than iron workers' scaffolds and carpenters' bracket scaffolds, shall be provided with guard rails and toe board extending the full length of the scaffold and along the ends except where ramps or runways connect with them, unless otherwise enclosed or guarded. On suspended, swinging and pole scaffolds, the space between guard rails and toe boards shall be fitted with wire mesh screens securely attached.
(f) Where objects are likely to fall on a scaffold from above,
a substantial overhead protection shall be provided. Not more than 3m (10 feet) above the scaffold platform, and at doorways, passageways or other points where workers must pass under scaffolds, a substantial overhead protection shall be provided. No materials or equipment, other than required by the workers, shall be placed on scaffold platforms.
(g) Roof brackets, roof scantling, crawling boards and similar
forms of support shall be substantial in construction and securely fastened in place when in use.
(h) Barrels, boxes or other similar unstable objects shall not
be used as supports for planking intended as scaffolds or places of work.
(i) When used over public sidewalks or other places of
public use, scaffolds used for minor building repairs, alterations, or painting shall be equipped with drop cloths to effectively prevent the falling of paint or debris.
(j) Scaffolds used for sandblasting and guniting operations
shall be entirely and effectively enclosed, and the determination of effective enclosure shall be the complete absence of particles of material of operation in the air at a horizontal distance of 15.2m (50 feet) from the point of operation.
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617 SAFEGUARDS
617.1 Railings
(a) Railings, where required during construction, shall comply with the Standards of the Occupational Safety and Health Administration (OSHA), Part 1926, or as provided herein.
(b) The top rail of such railings shall be not less than 1066mm (42 inches) above walking surfaces.
(c) Such railings shall be provided with an intermediate rail
midway between the walking surface and the top rail and shall be constructed to resist a load of 0.73kN/m (50 pounds per lineal foot) at the top rail.
617.2 Toeboards
Toeboards, where required during construction, shall comply with the Standards, referenced in 617.1 (a) herein, or any approved alternate design.
618 TEMPORARY LIGHTING AND ENERGY EFFICIENCY
(a) All parts of buildings under construction, or other operations covered by the general provision of this Section, and all sheds, scaffolds, covered walks, other work or storage areas, and equipment in connection with such operations shall have sufficient light to ensure safety and protection of life and property. In passageways, stairways and corridors, the average light intensity measured at the floor level shall not be less than 21.5 lumen/sqm (two foot candles).
(b) At locations where tools and/or machinery are used, the
average light intensity measured at the floor level shall not be less than 53.8 lumen/sqm (five foot candles). Natural or artificial illumination shall be provided in such a manner that glare and shadows will not adversely affect the safety protection of workers and property.
(c) Temporary wiring for light, heat and/or power shall be adequately protected against mechanical or overcurrent failures. All conductive materials enclosing fixed or portable electrical equipment, or forming a part of such equipment, shall be grounded by one or more of the methods permitted by Section 11.
(d) Temporary electric service poles shall be self-supporting
or adequately braced or guyed at all times. (e) The installation of temporary lighting and power must be
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done in accordance with the electricity supply regulations of the State. The developer must obtain a permit for this installation from the Electrical D i v i s i o n before electricity can be supplied to the site.
(f) Early connection to the grid shall be sought after for
reasons of climate change mitigation. (g) Site accommodation shall be constructed to be energy
efficient5. Where mechanically cooled accommodation is provided the building shall be properly sealed and insulated.
(h) Maximise the use of renewable energy sources, and
utilise waste heat, to reduce the consumption of fossil fuels.
5Motion sensors and energy efficient lights can contribute to efficiency. Refer to section 5 and section 11 of this code for further guidance.
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619 FIRST AID
(a) On every building operation, arrangements shall be made for prompt medical attention in case of accidents, and an ample supply of suitable antiseptic solution and sterile gauze bandages shall be provided and maintained in a clean, sanitary cabinet, and at all times available under the direction of the superintendent or a person designated by him.
(b) Unless competent medical attention is otherwise quickly available, where more than 200 workers are employed, a properly equipped first-aid room or field hospital shall be provided, and a physician or nurse shall be available on call.
620 SANITATION AND WATER SUPPLY
(a) Adequate toilet facilities, maintained in a clean, sanitary
condition, shall be provided as set forth in Section 9. (b) An adequate supply of pure, drinking water shall be
provided for workers during hours of employment, and adequate, sanitary washing facilities shall be provided for workers within reasonable access.
(c) Grey water re-use and rainwater harvesting shall contribute
to non-potable water supplies on site. Special precautions shall be taken to prevent the breeding of mosquitoes and cross contamination between potable and non-potable water supplies. A rainwater first flush device shall be installed on rainwater harvesting systems providing clean water. Where water closets and sinks are installed, low flow specifications shall be chosen.
621 WELDING AND CUTTING
(a) Gas welding and cutting and arc welding in building construction and demolition operations shall be restricted to experienced workers acceptable to the Chief Physical Planner. Suitable goggles or helmets and gloves shall be provided for and worn by workers engaged in gas welding or cutting or welding.
(b) Incombustible shields shall be provided to the worker
when exposed to falling hot metal or oxide. (c) Unless unavoidable, gas welding or cutting or arc
welding shall not be done above other workers. When unavoidable, an incombustible shield shall be provided
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between the work and the workers below; or a watchman shall be stationed to give warning at places where workers, in the course of their employment are likely to pass under a gas welding or cutting or an arc welding operation.
(d) Unless unavoidable, gas welding or cutting shall not be
carried on in any place where ample ventilation is not provided, or from which quick escape is difficult. When unavoidable, workers engaged in such work in confined spaces shall be allowed frequent access to fresh air and a relief worker shall be stationed close at hand to assist the worker in case of accident and to shut off the gases.
(e) Tanks of fuel gas shall not be moved or allowed to stand
for any extended period when not in use unless the caps of such tanks are place. Suitable cradles shall be used for lifting or lowering oxygen or fuel tanks, to reduce to a minimum the possibility of dropping tanks. Ordinary rope slings shall not be used.
(f) Tanks supplying gasses for welding or cutting shall be
located at no greater distance from the work than is necessary for safety. Such tanks shall be securely fastened in place and in an upright position. They shall be stored, or set in place for use, so that they are not exposed to the direct rays of the sun or to high temperature.
(g) Before steel beams or other structural shapes or elements
of construction are cut by means of a gas flame, they shall be secured by cables or chains to prevent dropping or swinging.
622 OPEN FIRES
(a) Open fires, for the purposes of disposing of waste
materials, the heating of roofing or other materials, or for any other purpose whatsoever, shall not be allowed except with the permission of the Chief Physical Planner.
(b) Wherever any enclosed flame heaters or open fires are used, there shall be a workman in constant attendance, whose duty it shall be to have such heater or fire under proper control at all times.
623 FIRE PROTECTION
(a) Storage of combustible material shall not be permitted
under or near welding operations. No part of the building shall be used for the storage of combustible materials until such fireproofing of the part has been installed.
(b) In every building of reinforced concrete construction, forms
of combustible materials shall be stripped from the
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concrete and removed from the building as soon as practicable. No part of the building shall be used for the storage of combustible materials until such forms have been removed in that part of the building.
(c) In every building operation wherever a tool house,
storeroom or other shanty is placed, or a room or space is used for storage, dressing room or workshop, at least one approved hand pump, tank or portable chemical extinguisher shall be provided and maintained in an accessible location.
(d) During building operations, free access from the street to
fire hydrants where installed and to outside connections for stand pipes, sprinklers or other fire-extinguishing equipment, whether permanent or temporary, shall be provided and maintained at all times.
(e) No material or construction equipment shall be placed
within ten feet of such hydrant or connection, nor between it and the central line of the street.
624 SPECIAL HURRICANE PRECAUTIONS
(a) During such periods of time as are designated by the
Government being a hurricane watch, all construction materials or equipment shall be secured against displacement by wind forces; provided that where a full complement of personnel is employed or otherwise in attendance, or engaged for such protection purposes, normal construction procedures or use of materials or equipment may continue allowing such reasonable times as may be necessary to secure such materials or equipment before winds of hurricane force, as advised by the Government, are anticipated.
(b) Construction materials and equipment shall be secured by
guying and shoring, and by tying down loose materials, equipment and construction sheds.
625 ADAPTATION TO TEMPERATURE RISE
Additional care shall be exercised in ventilating the temporary works in light of rising temperatures due to climate change.
Certain construction materials are vulnerable to high temperatures, particularly adhesives, fuel and asphaltic material. These shall be maintained and installed or used at the manufacturer’s recommended temperatures.
626 SITE WASTE DISPOSAL
Processing of site waste is carbon intensive. Mitigation of climate change requires that the amount of site waste shall be minimized,
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and its transportation shall be limited to the nearest suitable site for disposal, recycling or reuse.
(a) Excavated spoil shall be re-used whenever this is feasible,
either on the same site or at a nearby location.
(b) Sediment contained in stormwater run-off shall be filtered or otherwise contained within the site boundaries.
(c) Packaging materials and off cuts shall be separated for recycling purposes wherever possible.
(d) Consider setting up a centralized, off-site, materials
handling facility to remove packaging and arrange for recycling6. Using pre-cut materials (e.g. cut and bent reinforcement for concrete) is also a part of this strategy.
A building site generates pollution, which for health, safety and welfare of both the public and site employees needs to be controlled. This includes the contribution of the site to the heat island effect in urban areas.
6 The approach facilitates just in time deliveries and reduces the storage of materials generally, and especially flammable materials, on the site.
SECTION 7
WATER SUPPLY SERVICES
Contents
701 SCOPE
702 ADEQUACY, DESIGN AND CONSTRUCTION OF THE WATER SUPPLY SYSTEM
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SECTION 7
WATER SUPPLY SERVICES
701 SCOPE
This Section provides guidance to persons who are submitting development proposals to the Authority and outlines the requirements for the provisions of water supply services for these developments. It is recommended that persons wishing to construct developments for buildings used by the public or housing developments of more than 10 units contact the Ministry of Health for advice on the appropriate regulations affecting such developments in addition to the requirement of this Section.
702 ADEQUACY, DESIGN AND CONSTRUCTION OF THE WATER SUPPLY SYSTEM
a) The developer is responsible for providing an adequate and
potable water supply to his development. This will include the provision, as may be necessary, of a source(s) of supply, treatment facilities, pipeline system and storage facilities.
b) Developers shall be fully responsible for the design and
construction of water supply systems for their developments and all work shall be carried out in accordance with the requirements of the Environmental Health Services Act, Water and Sewerage Act and Regulations made under these Acts.
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SECTION 8
SEWAGE AND WASTE WATER DISPOSAL
Contents
801 PROVISION OF SEWERAGE FACILITIES
801.1 General 801.2 Design and construction of the system
802 DEVELOPER TO MEET TOTAL COST OF THE WORK
803 NEEDS OF TOTAL DEVELOPMENT
804 JOINT SYSTEMS
805 CONFORMITY WITH BUILDING CODE
806 POWER SUPPLY AND EMERGENCY POWER FACILITIES
807 ENVIRONMENTAL FACTORS
808 PERCOLATION TESTS
809 EFFLUENT QUALITY
810 RE-USE OF THE EFFLUENT
811 DISPOSAL OF TREATED EFFLUENT BY SEA OUTFALLS
812 DETAILS OF THE TREATMENT SYSTEM
813 DISCUSSION OF ALTERNATIVES
814 IMPACT OF CLIMATE CHANGE
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801 PROVISION OF SEWERAGE FACILITIES
General
a) Every building intended for human habitation, or in which human beings are to be employed shall be designed to provide for an appropriate sewerage system of a design to be approved by the Ministry responsible for h e a l t h and the agency responsible for water and sewerage.
b) For any development, the developer shall provide a system or systems to fully satisfy the need for sewage collection, treatment and disposal of effluent and sludge.
801.2 Design and construction of the system
Plans for the treatment system proposed should be developed in consultation with the Ministry responsible for h e a l t h and the agency
responsible for water and sewerage prior to formal submission of the plans for approval of the Authority.
In particular the developer shall satisfy the Ministry responsible for environmental health quality of the effluent from the system meets
with the standards accepted by the Ministry7. The construction of the system must be approved by the Ministry responsible for e n v i r o n m e n t a l h e a l t h .
The system proposed shall direct special attention to the layout of the development, roadways, the proposed use of the land inside and outside of the development and the location of treatment plants and outfalls.
802 DEVELOPER TO MEET TOTAL COST OF THE WORK
The total cost of the work associated with the development of the sewerage system shall be payable by the developer.
803 NEEDS OF TOTAL DEVELOPMENT
Where the development is phased, the system proposed for sewage and waste water disposal shall address the needs of the total development to ensure an orderly solution to those problems.
804 JOINT SYSTEMS
(a) Where two or more developments are adjacent or in close
proximity to each other, consideration shall be given to a joint system in order that sewage disposal facilities may be
7 Guidance on effluent quality given below.
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integrated without detriment to any of the developments.
(b) In any event, the proposed sewage disposal system shall not adversely affect adjoining developments particularly with respect to the location of treatment facilities and outfalls.
805 CONFORMITY WITH BUILDING CODE
The arrangement for collection and disposal of sewage and waste water from buildings is subject to this Code and to any additional requirements imposed by the Authority.
806 POWER SUPPLY AND EMERGENCY POWER FACILITIES Wherever possible the plant shall be powered by a renewable energy source for normal operation. This includes the use of components such as solar water pumps.
Subject to the Electricity Supply Act 2006 in force and unless specifically exempted by the Authority, all treatment plant and pumping stations shall be provided with an alternate source of electricity to allow continuity of operation during power failure.
807 ENVIRONMENTAL FACTORS (a) All systems shall be located and constructed so that with
proper maintenance the systems will function in a sanitary manner, will not create sanitary nuisance or health hazards, and do not endanger the safety and water quality of any fresh ground water lens or surface water supply.
(b) Arrangements for the management and treatment of sewerage and waste water shall take into account the best use of the topography, the ecology, the nature of the sub-soils, and the relative locations of the sea, surface waters and ground water sources.
808 PERCOLATION TESTS (a) Percolation tests shall be carried out if required by the
Authority whenever it is planned to use absorption pits or septic tanks with soakaways or land drains to dispose of the sewerage. The approval of the Authority for the use of such systems will depend on the percolation rates found.
(b) The percolation criteria8 to be used in determining whether
8Percolation criteria for soakaways are given in Table 8-2 of section F of the Building Guidelines.
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soakaways can be efficient in a given area must be based on the rate of absorption of liquid waste and the area of the absorption surface. In general, soils with absorption rates of less than 1 inch in 30 minutes are unsuitable for soakaways.
809 EFFLUENT QUALITY
The quality of the effluent after treatment shall satisfy the following minimum criteria:
(a) BOD not to exceed 20 milligrams per litre based on effluent samples collected in a period of 7 consecutive days.
(b) Suspended solids not exceeding 30 milligrams per litre based on samples collected in a period of 7 consecutive days.
(c) Coliform content not exceeding 400 per 100 millilitres based on effluent samples collected in a period of 7 consecutive days.
(d) Other standard criteria as may be required by the Authority and Ministry of Health and depending on the environment in which the effluent will be placed.
810 RE-USE OF THE EFFLUENT (a) This code encourages treatment of the effluent from an
activated sludge plant or from an intermittent sand filter with the appropriate chlorine dosage to reduce the B.O.D to acceptable proportions for re-use in gardens or water closets. Alternatively the code provides for disposal of the treated effluent into tile drains, or by means of a properly designed sea outfall.
(b) The re-use of effluent can mitigate climate change and is part of a water conservation strategy. Such effluent shall be treated to reduce both suspended solids and the E.coli bacteria to an approved standard.
(c) The Ministry responsible for health must approve the plans for re-use of effluent.
811 DISPOSAL OF TREATED EFFLUENT BY SEA OUTFALLS
(a) The type, location, and design of the sea outfalls shall be
based on a detailed study of the character of the sea in which the outfall is placed, the current flows, the present ecology of the area, the predicted effects of climate change particularly on sea level rise and the chemical composition of the effluent. Effluent shall not have a detrimental effect on the ecology of the buffer zone, including mangroves, coastal vegetation, reefs and sea grass beds.
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(b) The approval of the Authority is required for the disposal of effluent by sea outfall. The study shall be carried out at the expense of the Developer by experienced professionals, and the result of the study shall be forwarded to the Authority. Conditions imposed by the Authority based on the recommendations of the study shall be implemented, so that construction of the outfall meets the requirements of the Authority.
812 DETAILS OF THE TREATMENT SYSTEM
The design and construction of all treatment plants (including package plants, septic tanks and disposal facilities) shall be capable of producing an effluent to the standards in this Code and to the standards required by the Ministry responsible for health.
The treatment system includes the pipe system, treatment facilities, manholes, and effluent disposal facilities. The choice of an appropriate sewerage system for a building or group of buildings depends on the amount of sewerage to be treated and the economics of the treatment process.
Complete data on the proposed treatment system must accompany all applications, including:
(i) engineer’s report. (ii) detailed drawings of the plant. (iii) specifications of equipment. (iv) data sheet giving full details of design loading i.e.: flows, hydraulic
loading and organic loading.
(v) maintenance schedule. (vi) method of disposal of effluent.
(a) Soakaways or absorption pits9 are acceptable for the final
disposal of grey water (i.e. water that does not contain any hazardous or faecal waste). These systems shall not be constructed unless approved by the Ministry responsible for health.
(b) Septic tanks shall be used to provide primary treatment to sewage from buildings with sewage flows of no greater than 10,000 Imperial gallons (45461 litres) per day.
Sewerage may be discharged into a septic tank linked with a biological filter or with land drains or soakaway pit provided that:
(i) The system is connected to a proprietary tank or disposal system discharging an effluent approved
9Absorption pits have a low embodied carbon.
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by the Ministry responsible for health. Such effluent may be discharged directly from such tank or system and recycled for approved use as noted above.
OR
(ii) The system is connected into land drains or soakaway pits constructed in accordance with the requirements of the Ministry responsible for health.
Septic soakaways shall not be placed where there is a likelihood of contaminating underground water supplies, fresh water lenses, or surface water sources. The soakaway shall be located downstream of any nearby water cistern, and the area selected for construction of a soakaway shall be large enough to allow for additional pits in the event of a failure.
(c) For flows above 15,000 Imperial gallons (68191 litres) per day, the owner shall examine another system (such as an Upflow Anerobic Sludge Blanket or a proprietary aerobic treatment plant).
Facilities shall be provided for the removal of grit and debris prior to the effluent entering a pumping station or treatment plant. Pumps shall be equipped with strainers capable of removing solids greater than provided for in the design of down-stream processes.
(d) Detailed plans and technical data will be reviewed by the Ministry responsible for health. Approval of the Authority for the installation of the sewerage treatment system will be given only if all of the technical data supplied by the owner is satisfactory, and if satisfactory arrangements have been made for the maintenance and repair of the system. The Authority shall require that standby systems for major components such as power plant be supplied and maintained.
813 DISCUSSION OF ALTERNATIVES
(1) Sewage may be discharged into a septic tank linked with a biological filter or with land drains or a soakaway pit as noted above. The capacity of sand filters for treating the discharge of septic tanks which collect household waste is estimated at 50,000 gallons per acre.
(2) It can be seen from Table 8-1 that for large systems and where there are no special requirements such as disposal of hazardous substances, nuclear waste and the like, the conventional activated sludge treatment preceded and followed by plain sedimentation will provide a significant reduction in B.O.D., suspended solids and E. coli.
(3) Intermittent sand filtration will yield slightly better results. About ninety- eight per cent of the E. coli bacteria are removed along with ninety to ninety- five per cent of the suspended solids.
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(4) Chlorination of raw sewerage does not remove suspended solids but removes ninety to ninety-five per cent of E. coli bacteria. (5) The use of chemical precipitation (mixing chemicals such as ferric chloride with the sewerage) removes seventy to ninety per cent of the suspended solids and forty to eighty per cent of the E. coli bacteria.
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TABLE 8-1 Approximate Efficiencies of Sewerage Systems and Plants10
Treatment, Operation or process Per cent removal B.O.D. Suspende
d solids E. coli,
(coliform ) Fine screening 5 – 10 2 – 20 10 – 20
Chlorination of raw or settled sewerage 15 – 30 – 90 – 95
Plain sedimentation 25 – 40 40 – 70 25 – 75
High rate trickling filtration preceded and followed by plain sedimentation
65 – 95 65 – 92 80 – 85
Low-rate tricking sedimentation preceded and followed by plain sedimentation
80 – 95 70 – 92 90 – 95
Conventional activated sludge treatment preceded and followed by plain sedimentation
75 – 95 85 – 95 90 – 98
Intermittent sand filtration 90 – 95 85 – 95 95 – 98
Chlorination of biologically treated sewerage – – 98 – 99
814 IMPACT OF CLIMATE CHANGE
Climate change mitigation has resulted in the installation of low flow sanitary facilities. Design of treatment facilities and pipework shall be functional in spite of reduced liquid flows in the system. This particularly relates to pipe gradients in gravity systems and the alternative operation of networks with pumps or suction.
The buoyancy of buried pipework will be increased by rising sea levels and rising ground water levels. Design of buried pipework shall provide adequate anchorage against buoyancy for present conditions11 and expected conditions over the design life of the system.
More intense rain storms will increase the load on drainage systems. Stormwater from roofs, basement and foundation drains, and surface run-off shall be excluded from entering septic tanks (as large volumes of clear water will stir up the con- tents, reduce the retention time and carry solids to the disposal field). Soakaways may be used for the disposal of excess rainwater or run off from buildings that is not of a septic nature.
10 From Data Book for Civil Engineers, Third Edition – Elwyn E. Seelye. 11 Appendix J contains the latest available rainfall hazard information.
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SECTION 9 PLUMBING
Contents
901 SCOPE
902 GENERAL REQUIREMENTS
902.1 Prohibited Fittings and Connections 902.2 Dead Ends 902.3 Changes in Directions 902.4 Supports and Hangers 902.5 Service Water Heater
903 SOIL AND WASTE PIPES
903.1 General 903.2 Pipe Materials 903.3 Pipe Sizes 903.4 Fixture Unit Ratings 903.5 Workmanship 903.6 Gradients and Self Cleaning Velocities 903.7 Joints and Connections
904 PLUMBING FIXTURES
904.1 General 904.2 Water Closets 904.3 Flushing Cisterns 904.4 Lavatory Basins/Sinks 904.5 Shower Baths 904.6 Drinking Fountains 904.7 Traps 904.8 Water Seals 904.9 Clean-outs 904.10 Venting Systems 904.11 Floor Drains 904.12 Number of Sanitary Fixtures Required
905 PIPES UNDER FLOORS AND WALLS
Table 9-1 Capacity of Pipes in Fixture Units
Table 9-2 Fixture Unit Ratings
Table 9-3 Minimum Sizes of Traps
Table 9-4 Number of Sanitary Facilities Required for Employees
Table 9-5 Minimum Requirements for Sanitary Facilities for General Use
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SECTION 9
PLUMBING
901 SCOPE
This Section sets out the requirements for plumbing and drainage in buildings and the disposal of waste to a septic tank or main sewer where this exists.
902 GENERAL REQUIREMENTS
902.1 Prohibited fittings and connections
(a) No soil or waste pipe shall be fitted with double hubs, double tees or double y's (without an access door).
(b) No waste pipe shall discharge into a bend attached to a
water closet bowl.
902.2 Dead Ends
(a) Wherever a dead end exists or is proposed for a soil or waste system it shall be laid so as to prevent any accumulation of waste.
(b) All unconnected openings in a drainage system with the
exception or a vent pipe shall be properly capped so as to be both air and water tight.
902.3 Changes in Direction
(a) All horizontal changes in direction of soil or waste pipes shall
be provided with an accessible inspection chamber or clean out.
(b) 22-1/2 degree bends and sanitary tees shall be used for
changes in direction of flow in the horizontal plane.
(c) Bends, tees, y's and crosses may be used to effect changes in direction in vent and water distribution pipes.
902.4 Supports and Hangers
(a) All vertical piping shall be supported, anchored and
adequately fixed with spacing not exceeding 5 feet.
(b) All horizontal piping shall be supported, anchored and adequately fixed to prevent sagging at each hub. For cast iron and copper piping, this shall be at 6 foot intervals, and for PVC and pitch fibre piping through-out its length.
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(c) Pipe hangers shall be fixed to stone, brick work, block work or concrete by means of expansion type plugs.
(d) Hangers shall be of the same material as the pipe, or if of
different material be insulated at areas of contact with the pipe to prevent electrolysis.
(e) Drains laid in unstable ground shall be adequately supported
so as prevent fracture of the pipe or loosening of the joints in the event of ground movement.
902.5 Service Water Heater
(a) Solar
Buildings in which the demand of warm/hot service water is on average more than 10 gallons (45 l) per day shall provide a solar water heating equipment at an adjusted size to serve not less than 75% of the average hot water demand of one day. Exemptions are only permitted by providing an economical evaluation that shows the economic disadvantage of such.
(b) Pipe Insulation
If service water is permitted to be heated by using electricity or gas (see 902.5 a)) all hot water piping and equipment shall be insulated with not less than 1 inch (25 mm) of insulation.
903 SOIL AND WASTE PIPES
903.1 General
Soil and waste pipes shall be located and fixed in accordance with the following requirements:
(a) Branch pipes shall be located to provide for drainage of sanitary fixtures into vertical stacks or directly into manholes.
(b) Vertical stacks shall be located to provide for drainage from
branch pipes directly to manholes.
(c) Connections to pipes shall be located to prevent cross flow from one connection to the other.
(d) Connections to pipes and between pipes shall be made in
direction of the flow.
(f) Open ends shall terminate not less than one foot above the building eaves level nor less than three feet above the head of any window ten feet away or less and shall be protected with a wire balloon of durable material.
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(g) Pipes shall be fixed with suitable brackets or straps and at a minimum distance of 6 inches from the wall surface. At least one fixing shall be provided for each unit length of pipe.
(h) Sufficient cleaning eyes and access points shall be provided to
enable all pipe work to be cleaned by rodding. They shall be located to allow proper clearance for the easy entry of cleaning roads and be provided with suitable tight covers.
903.2 Pipe Materials
(a) Generally these shall be of suitable material, hard, smooth, impervious and non-corrosive, such as copper, PVC, cast iron or other material which may be approved by the Authority if there is evidence that the material is suitable.
(b) Black iron, galvanised iron or concrete pipes are not
recommended for use as soil pipes.
903.3 Pipe Sizes
(a) The diameter of pipes shall be consistent with the maximum load, but soil pipes shall not be less than 3 inches (75 mm) in diameter.
(b) Waste water pipes shall not be less than 1-1/4 inches (32 mm)
in diameter.
(c) Table 9-1 establishes the maximum fixture unit load permitted for a given size of waste pipe under various conditions and shall be used to determine the required size of waste or soil pipe provided that:
(1) The total unit load on the pipe is calculated from
Table 9-2.
(2) Not more than one WC shall be connected to any one 3" diameter soil pipe.
(3) No branch pipe shall be smaller than the size of the
fixture trap that it serves.
(4) No vertical stack shall be smaller than the largest branch pipe that it serves.
(5) The gradient of a branch pipe shall be not less than 1
in 48.
(6) Not more than 4 WCs shall be connected to a branch pipe of diameter less than 4 inches (100 mm) with a gradient less than 1 in 12.
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(7) Not more than 4 WCs shall be connected to any 3" (75 mm) diameter branch pipe or vertical stack.
(8) Not more than 50% of the maximum discharge unit
load permitted for vertical stacks serving more than 2 storeys shall be discharged into the stack from any one branch pipe or in any one storey height.
903.4 Fixture Unit Ratings
Table 9-2 establishes the relative load value of various fixture units and shall be used in determining the required size of pipes for the fixtures being served.
903.5 Workmanship
(a) All plumbing shall be installed in a workmanlike manner.
(b) After laying, soil and ventilating pipes shall be capable of
withstanding smoke or air tests under pressure, have no bends, except where unavoidable, in which case bends shall be as obtuse as possible so as not to reduce the internal diameter of the pipe.
(c) Soil/waste pipes shall not discharge effluent so as to cause
dampness to any foundation or wall of a building.
903.6 Gradients and Self Cleaning Velocities
(a) Soil pipes shall be laid at a minimum gradient of 1:48 for 4 inch (100 mm) pipes and 1:60 for 6 inch pipes (150 mm).
(b) Waste pipes shall be laid at a minimum gradient of 1:30.
(c) Self- cleaning velocities would be achieved if velocities are
approx. 2.5 feet (7.6 m) per second with the pipe flowing 1/4 full.
903.7 Joints and Connections
(a) All joints and connections shall be of the same material as the
main pipe and shall be air and water tight. They shall be constructed so as to allow the free flow of waste, and before commissioning, be swabbed and cleaned inside to avoid obstructions of the bore.
(b) In joining soil pipes the spigot or plain end of the pipe shall be
laid in the direction of the flow or downstream.
(c) Joints to soil pipes shall be as follows:
i) for lead - wiped or burned.
ii) for cast iron - socket made with hemp or yarn and metallic lead properly caulked.
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iii) for pitch fibre - tapered couplings.
iv) for PVC - with a suitable rubber joint fitting or welded with solvent cement.
v) for vitrified clay/salt glazed ware - socket made with
tarred hemp or gasket and the remaining space filled with cement/sand mixture.
(d) No coating or paint shall be applied before testing.
(e) Where waste pipes are connected to soil pipes, all pipes are to
be constructed in the same way as specified for soil pipes.
904 PLUMBING FIXTURES
904.1 General
Generally these shall be of smooth, hard, durable impervious and corrosion resistant materials free from flaws and blemishes.
904.2 Water Closets
(a) Water closet bowls shall be of vitreous china, vitreous glazed earthenware or other suitable material.
(b) Water closet bowls shall be attached to the floor and/or wall
and be fitted with a seat of smooth non-absorbent material.
(c) The use of a separate well flushing system will reduce the use of fresh water from the cistern. All components of the salt water system shall be plastic or other suitable material non- corrosive.
904.3 Flushing Cisterns
Water closet systems shall have flush valves which are easily accessible for repairs, and flush pipes of not less than 1-1/4 inches (32mm) in diameter. When low level cisterns are used, larger flush pipes are necessary.
904.4 Lavatory Basin/Sinks
(a) The top edge of every lavatory basin or sink shall be fixed at a
height above finished floor level suitable for the persons using the fixtures.
(b) Fixtures for special use, such as for handicaps and for
children, shall be mounted at the appropriate height for the particular application.
(c) Every lavatory basin shall be provided with an overflow,
connected to the building or inlet side of the trap.
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904.5 Shower Baths
Shower and tub outlets must be not less than 1-1/2 inches (38 mm) in diameter and be fitted with removable strainers. Shower outlets are normally 2" (50 mm). The use of "water saver" shower heads is encouraged.
904.6 Drinking Fountains
Drinking fountains shall have orifices located above the highest overflow level of the receptacle and be shielded so that the drinker cannot put his/her lips on the orifice.
904.7 Traps
(a) Traps forming an integral part of plumbing fixtures shall be
supplied with the fittings to which they are to be attached.
(b) All fixtures connected to foul drainage shall be trapped as closely as possible to the fixture outlet.
(c) No trap with partitions shall be used, and crown venting off the
upper curve of an "S" trap is not permitted as this results in accumulations in the vent.
904.8 Water Seals
All traps shall have a minimum water seal of 3 inches (75 mm) for soil and 2 inches (50 mm) for waste and be not less than 3 inches (75 mm) diameter for soil fixtures and 1-1/4 inches (32 mm) for waste water.
904.9 Clean-outs
Every clean-out shall be equal in wall thickness to that of the pipe, be readily accessible, shall open opposite to the direction of flow or at right angles to it, and shall provide adequate space for cleaning.
904.10 Venting Systems
(a) All water closets shall have a vent pipe of not less than 1-1/2
inches (38 mm) in diameter. Vent pipes shall also be used when two or more waste fittings are connected to a soil or waste pipe.
(b) Vent pipes shall be installed in accordance with 903.1(f) or
extend to a greater distance as may be prescribed by the Chief Physical Planner for unusual situations such as roof gardens. Vent pipes shall be connected above the flood level rim of the highest fixture served and graded to drip back to the soil or waste pipe.
(c) Venting systems shall be in accordance with the National
Plumbing Code approved by the American Standards Association ASA A 40-8-1955 or any other Code approved by the Authority.
(d) Flashings at vent terminals shall be water tight. Vents shall
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preferably be fitted with a wire cage so as to permit free passage of air.
(e) Drains shall be ventilated to prevent the accumulation of foul
air and to maintain equal pressure inside and outside the system.
904.11 Floor Drains
Floor drains connected to sanitary sewers shall be equipped with extra deep traps to prevent the seal from drying out. Drains in seldom used areas shall be equipped with an automatic filling device to keep the trap filled with water.
904.12 Number of Sanitary Fixtures Required
Tables 9-4 and 9-5, shall determine the minimum number of sanitary fittings required in a building provided that:
(a) Where separate facilities are required for employees and
public use the total number of persons to be provided for shall be proportioned on the most realistic basis possible.
(b) The number of public facilities to be provided by drive in
cinemas, drive-in restaurants or similar establishments shall be based on 3 persons for each parking bay.
(c) For any residence or apartment the minimum provision shall
be l water closet (WC), l lavatory basin and 1 bath or shower and 1 kitchen sink or tub.
(d) For any building providing sleeping accommodation the
minimum provision shall be l WC, l lavatory basin and 1 bath or shower for each 10 beds or each 10 persons accommodated.
(e) For any building where the use or occupancy involves the
employment of staff, facilities shall be provided for employees in accordance with Table 9-4 except that where the total number of employees is less than 10 the minimum provision shall be for 1 WC and 1 L.B. serving both sexes where facilities are accessible only through private offices and shall be additional to the required minimum provision.
(f) Where facilities for the public are required they shall be
additional to and separate from facilities required for employees, and shall be provided and maintained in clean condition in accordance with Table 9-5 for:
(i) Any place of public assembly as defined in Section
2.
(ii) Any building or part of a building where the major
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use or occupancy is the regular provision of food or drink for consumption by the public on the premises or on drive - in service system.
(iii) Any shop, store or market with more than 5,000 sq.ft
(465 sq m) of sales area.
(iv) Any building providing more than 500 sq.ft (46 sq m) of public waiting space.
(v) Gas stations with 4 or more service pumps.
(g) In any building of Group A,B,D,E,(b) and E(c) (Table 3-1) of
more than 5,000 sq.ft. (465 sq m) in total area, at least one cleaner's sink shall be provided for each floor of more than 2,500 sq.ft (232 sq m) in area.
(h) For buildings of Group B such additional facilities shall be
provided as may be required by the Public Health Department.
(i) For buildings of Group C such additional facilities shall be provided as may be required by the Public Health Department.
(j) For schools, colleges or other educational buildings such
additional facilities shall be provided as may be required by the Public Health Department.
(k) Except for private residences a minimum of one facility for
male and one for female must be provided for handicapped persons.
905 PIPES UNDER FLOORS AND WALLS
(a) No part of a drain shall be laid under a building unless approved by
the Authority. (b) Where a drain is laid under a floor, not being a suspended floor, it
shall be laid in a straight line for its entire length beneath the building. But in no case shall the drain under the building be longer than 40 ft (12 m).
(c) Where drains are laid on piers, care must be taken to ensure that the
piers are on sound foundation and be spaced not more than eight feet (2.4 m) apart.
(d) Rodding and flushing eyes shall be easily accessible, shall open
opposite to the direction of flow, and adequate space for rodding and flushing shall be provided.
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Table 9-1
Capacity of Pipes in Fixture Units
Size of pipe (diameter in inches)
Each horizontal branch (capacity)
Each vertical stack serving 2 storeys in height
Each vertical stack serving more than 2 storeys in height
1 - 1/4 (32mm) 1 2 - 1 -1/2 (38mm) 4 4 - 2 (50mm) 8 10 20 2 - 1/2 (64mm) 12 20 40 3 (75mm) 24 30 60 4 (100mm) 200 240 500 5 (127mm) 400 540 1,100 6 (150mm) 800 960 1,900
Table 9-2
Fixture Unit Ratings
Description of Fixture
Unit Rating
Description of Fixture
Unit Rating
Bathtub (with or without shower) 2 Lavatory basin (over 1-1/4"/32mm trap) 2 Bidet 2 Showers (per shower head) 2 Drinking fountain 1 Urinal (flush valve operated) 6 Flushing sink (cistern operated) 3 Water closet (cistern operated) 4 Floor Drain 3 Water closet (flush valve operated) 6 Kitchen sink (up to 1-1/2"/38mm trap) 1-1/2 Washing machine (domestic) 4 Kitchen sink (commercial) 2 Continuous flow fixture for each gal. per
min (0.06L/sec). 2
Laundry tub 2 Unspecified to 2" (50mm) trap or drain 3 Lavatory basin (up to 1-1/4"/32mm) trap) 1 Unspecified to 3" (75mm) drain or tap 5
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Table 9-3.
Minimum Sizes of Traps (inches)
Bathtub 1-1/2 (38mm) Shower (with accessible trap) 1-1/2 (38mm)
Bidet 1-1/2 (38mm) Shower (with concealed trap) 2 (50mm) Drinking fountain 1-1/4 (32mm) Shower stall (2 to 4 heads) 2-1/2 (64mm) Flushing sink 3 (75mm) Shower stall 5 to 12 heads 3 (75mm) Floor drain 3 (75mm) Shower stall (over 12 heads) 4 (100mm) Kitchen sink 1-1/2 (38mm) Urinal 2 (50mm) Kitchen sink (commercial) 2 (50mm) Water closet (siphonic action) 3 (75mm) Laundry tub 1-1/2 (38mm) Water closet (wash down bowl) 3-1/2 (89mm) Lavatory basin (domestic) 1-1/2 (38mm) Washing machine 1-1/2 (38mm) Lavatory basin (commercial) 1-1/2 (38mm)
Table 9-4
Number of Sanitary Fixtures Required for Employees in offices, shops, factories and other non-domestic premises used as place of work
A. Male Employees
Number of employees WCs Urinals Lavatory Basins Showers 1 -15 1 - 1 1 - 16 - 30 2 1 2 - 31 - 45 2 2 4 1 46 - 60 3 2 6 1 61 - 75 3 3 7 1 76 - 90 4 3 9 1 91 - 100 4 4 10 1
Above 100 1 urinal for each additional 1 to 50 males; 1 WC for each additional 1 to 50 males; 1 lavatory basin for each additional 1 to 50 males.
2
B. Female Employees
Number of employees WCs Lavatory Basins Showers 1 - 5 1 1 1 6 - 25 2 2 2 26 - 50 3 3 3 51 - 75 4 4 4 76 - 100 6 6 5 Above 100 1 WC for each additional 1 to 30 females;
1 lavatory basin for each additional 1 to 60 females.
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Table 9-5
Minimum Requirements for Sanitary Facilities
A. General use or occupancy (males)
Number WCs Urinals Lavatory Basins 1 - 30 1 1 1 31 - 120 2 2 1 121 - 240 3 3 2 241 - 360 4 3 3 361 - 480 4 4 4
Above 480 1 urinal for each additional 1 to 200 males; 1 WC for each additional 1 to 200 males; 1 Lavatory basin for each additional 1 to 300 males.
B. General use or occupancy (females)
Number WCs Lavatory Basins 1 - 15 1 1
16 - 30 2 2
31 - 120 4 3
121 - 240 5 3
241 - 360 6 3
Above 360 1 WC for each additional 1 to 100 females; 1 lavatory basin for each additional 1 to 200 females.
C. Service of food or drink (males)
Number WCs Urinals Lavatory Basins 1 - 30 1 - 1 31 - 60 1 1 2 61 - 90 2 2 2 91 - 120 3 3 3 120 - 180 3 3 3
Above 180 1 Urinal for each additional 1 to 240 persons; 1 WC for each additional 121 to 240 persons; 1 Lavatory basin for each additional 1 to 240 persons.
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Table 9-5 (Cont'd)
Minimum Requirements for Sanitary Facilities
D. Service of food or drink (females) Number WCs Lavatory Basins 1 - 15 1 1 16 - 30 2 1 31 - 60 2 2 61 - 90 3 2 91 - 120 4 3 121 - 180 5 3 Above 180 1 WC for each additional 1 to 120 females;
1 Lavatory basin for each additional 1 to 240 persons.
E. Shops, Stores, Shopping Malls and Markets (males)
Area of sales space in square feet (sq m) WCs Urinals Lavatory Basins
PWD's Baby Changing Facilities
1,000 - 10,000 (93 - 930 sq m) 1 1 1 unisex compartment unit
- 10,000 - 15,000 (930 - 1,394 sq m) 1 1 1 15,000 - 20,000 (1,394 - 1,858sq m) 2 1 1 Above 20,000 (1,858sq m) 2 2 2 1
F. Shops, Stores, Shopping Malls and Markets (females)
Area of sales space in square feet (sq m) WCs Lavatory
Basins PWD's Baby
Changing Facilities
1,000 - 10,000 (93 - 930 sq m) 1 1 1 unisex compartment unit.
- 10,000 - 15,000 (930 - 1,394 sq m) 2 1 15,000 - 20,000 (1,394 - 1,858sq m) 3 2 1 Above 20,000 (1,858sq m) 4 2 1
G. Gas Stations (males)
Equipment WCs Lavatory basins PWD's 2 or more pumps 1 1 1 compartment unit.
H. Gas Stations (females)
Equipment WCs Lavatory basins PWD's 2 or more pumps 1 1 1 compartment unit.
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Table 9-5 (Cont'd)
Minimum Requirements for Sanitary Facilities
I. Restaurants, Cafés, Canteens and Fast-food Outlets (Assume 50%-50% male/female)
Sanitary Fixtures Provisions for Male Customers Provisions for Female Customers
WC's 1 per 100 up to 400; Above 400 – 1 for each additional 1 to 250.
2 per 50 up to 200; Above 200 - 1 for each additional 1 to 100.
Urinals 1 per 50 - Lavatory Basins 1 per WC and in addition 1 per 5
urinals 1 per WC
PWD's Suites 1 unisex compartment shall be within close proximity to public washrooms but may be shared by other facilities including retail shop units,
Janitor's Sinks Allow adequate provision, in close proximity to public washrooms, preferably within washroom area. Shall include area for cleaner's sink and storage of mop buckets, cleaning supplies and equipment.
J. Licensed Bars (Assume 75%-25% male/female)
Sanitary Fixtures Provisions for Male Customers Provisions for Female Customers
WC's 1 for up to 150 males plus 1 for each additional 150
1 for up to 12 females plus 1 for each additional 25
Urinals 2 for every 75 plus 1 for each additional 75 -
Lavatory Basins 1 per WC and in addition 1 per 5 urinals
1 per every 2 WC's
PWD's Suites 1 unisex compartment shall be within close proximity to public washrooms.
Janitor's Sinks Allow adequate provision, in close proximity to public washrooms, preferably within washroom area. Shall include area for cleaner's sink and storage of mop buckets, cleaning supplies and equipment.
K. Theatres, Cinemas, Multiplexes and Concert Halls (Assume 50%-50% male/female)
Sanitary Fixtures Provisions for Male Patrons Provisions for Female Patrons WC's 1 for up to 250 plus 1 for each
additional 500 1 for up to 40; 3 for 41-70; 4 for 71- 100; plus 1 for each additional 40
Urinals 2 for every 75 plus 1 for each additional 75 -
Lavatory Basins 1 per WC and in addition 1 per 5 urinals
1 plus 1 per every 2 WC's
PWD's Suites 1 unisex compartment shall be within close proximity to public washrooms.
Janitor's Sinks Allow adequate provision, in close proximity to public washrooms, preferably within washroom area. Shall include area for cleaner's sink and storage of mop buckets, cleaning supplies and equipment.
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Table 9-5 (Cont'd)
Minimum Requirements for Sanitary Facilities
L. Stadia and Sporting Facilities (Assume 50%-50% male/female)
Sanitary Fixtures Provisions for Male Spectators Provisions for Female Spectators
WC's 1 for up to 600 but min. of 2 per toilet area
1 for up to 35 but min. of 2 per toilet area
Urinals 1 for every 70 - Lavatory Basins 1 for up to 300 but min. of 2 per toilet
area 1 for up to 70 but min. of 2 per toilet area
PWD's Suites 1 unisex compartment shall be provided for every 12-15 spectators with disabilities. Compartments shall be within 40m travel distance of each other.
Janitor's Sinks Allow adequate provision, in close proximity to public washrooms, preferably within washroom area. Shall include area for cleaner's sink and storage of mop buckets, cleaning supplies and equipment.
M. Swimming Pool Facilities (Assume 50%-50% male/female users)
Sanitary Fixtures Provisions for Male Users/Spectators Provisions for Female Users/Spectators
WC's 2 for up to 100; plus 1 for each additional 100
1 per 5 up to 50 plus 1 for every additional 10
Urinals 1 for every 20 - Lavatory Basins 1 per WC and in addition 1 per 5
urinals 1 plus 1 per every 2 WC's
Shower Stalls 1 for every 10 1 for every 10 PWD's Suites 1 unisex compartment shall be within close proximity to public
washrooms. Janitor's Sinks Allow adequate provision, in close proximity to public washrooms,
preferably within washroom area. Shall include area for cleaner's sink and storage of mop buckets, cleaning supplies and equipment.
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SECTION 10
SOLID WASTE DISPOSAL
Contents
1001 SCOPE
1002 GENERAL
1003 COLLECTION SYSTEM
1004 STORAGE
1005 DISPOSAL
1006 HAZARDOUS WASTE
1007 GRANTING THE PERMIT
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SECTION 10
SOLID WASTE DISPOSAL
1001 SCOPE
This Section provides general guidelines to developers and builders on the disposal of solid waste (garbage and constructor's waste material) from building sites and from new developments. This Section is not intended to replace existing Regulations for the handling and disposal of waste.
1002 GENERAL
(a) The developer shall submit proposals for the provision of solid waste storage, collection, transportation and disposal. Such proposals shall conform to the environmental health standards established by the Ministry responsible for health and those of the community.
(b) Every building in which garbage or trash is produced or from
which solid, liquid, or gaseous waste is issued which in the opinion of the Authority, may be detrimental to the environment of the neighbourhood, shall provide a system of disposal satisfactory to the Authority.
1003 COLLECTION SYSTEM
The developer is responsible for providing an adequate system for the collection, transportation and disposal of garbage and other solid wastes from the development. In areas where there are public collection systems the developer should make proper arrangements with the relevant agency for the collection and disposal of solid waste.
1004 STORAGE
Adequate facilities must be established to the satisfaction of the Solid Waste Management Corporation for the storage of garbage on site prior to collection. The facility for garbage storage must be shown on the plans which accompany the application for development permission.
1005 DISPOSAL
Garbage and solid wastes must be disposed of at locations specified or approved by the Ministry responsible for health and the Solid Waste Management Corporation.
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(a) Waste should be disposed of at a properly established waste disposal facility and not by ordinary dumping.
(b) Disposal shall be carefully carried out and in a manner
which avoids creation of a nuisance through breeding of files and vermin. The dump should not present an unsightly appearance.
1006 HAZARDOUS WASTE
(a) The handling of hazardous waste must be carried out in an environmentally sound manner to the approval of the Ministry responsible for health and the Solid Waste Management Corporation.
(b) Special attention must be paid to the storage, treatment,
transport and disposal of hazardous waste. In the application for development permission, the developer should provide details of the equipment that will be used in the collection of hazardous waste and the manner in which such waste will be collected, stored, treated, transported and disposed of.
1007 GRANTING THE PERMIT
No permit for construction of the development will be issued unless the plans show adequate arrangements for the storage of all waste, and unless the developer undertakes to make arrangements satisfactory to the Solid Waste Management Corporation for the disposal of waste at sites approved by the Ministry responsible for health.
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SECTION 11
ELECTRICAL AND MECHANICAL INSTALLATIONS
Contents
1101 GENERAL
1102 INSTALLATION OF EQUIPMENT
1102.1 Air Conditioning 1102.2 Elevators and Escalators 1102.3 Service Water Heater
1103 EQUIPMENT IDENTIFICATION AND INSTALLATION
1104 DUCTS
1104.2 Basis of Requirement 1104.2 Service Ducts 1104.3 Air Ducts
1105 ARTIFICIAL LIGHTING
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SECTION 11
ELECTRICAL AND MECHANICAL INSTALLATIONS
1101 GENERAL
(a) All electrical installations must be carried out in accordance with the electricity regulations in force and in accordance with good practice as required by the latest edition of the standards fixed by the Regulations for the Electrical Equipment in Buildings issued by the Institution of Electrical Engineers of Great Britain.
(b) All electrical installations must be certified by the electrical
inspector in accordance with the relevant regulations in force.
1102
1102.1
INSTALLATION OF EQUIPMENT
Air Conditioning
Air Conditioning and other mechanical ventilating systems shall be done in accordance with the manufacturers' instructions and in accordance with recognised practice. The standard of installation must be equal to that approved by the American Society of Heating, Refrigeration and Air Conditioning Engineers (ASHRAE) Handbook of Fundamentals, and in accordance with the requirements of the “2012International Energy Conservation Code” (IECC 2012) or other Code approved by the Authority.
The design, installation and operation requirements of mechanical systems for building interiors including heating, ventilation, and air conditioning (HVAC) are:
(a) To provide a building environment that is safe, energy- efficient, cost-effective, healthy and comfortable.
(b) To be sustainable, energy efficient, conserve water, minimize
waste and reduce harmful emissions into the environment.
(c) To ensure the requisite space to install, upkeep and replace all parts of the system according to manufacturer's specifications.
(d) The interior design temperature used for cooling load
calculations shall be a minimum of 75°F (24°C).
(e) In case of artificial cooling or air conditioning is provided or planned to provide the entire envelope of the treated space or building must be sealed and insulated in accordance to subsections 503.6 c) and 502.1 d).
(f) At least 2 complete air changes per hour shall to be induced for
any normally occupied room or enclosed space.
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(g) At least 3 complete air changes per hour shall to be induced
f or any internal lavatory or bathroom and at least 12 complete air changes per hour for any kitchen, and in both cases the ventilating systems shall be separate and distinct from any other ventilating system installed in the building.
(h) Extract systems shall to be capable of handling at least 75
percent of the total fresh air supply per hour.
(i) Ensure that all equipment shall to be installed in such a way that it is readily accessible for inspection and repair, and all refrigerant condensers and/or receivers installed in association with systems containing more than 10 lb. (4.5 kg) of refrigerant shall be supplied with relief valves of adequate size ventilating to open air at a suitable protected point.
1102.2 Elevators and Escalators
(a) Requirement
All electric lifts, elevators and escalators shall be of proprietary manufacture. The installation shall be carried out by an approved specialist contractor and the construction, installation and maintenance shall be in accordance with recognised standards of good practice and shall conform with the "Standard Safety Code for Elevators, Dumb- waiters, Escalators, and Moving Sidewalks - ANSI A 17.1", except as may otherwise be approved by the Authority. Buildings providing an electric lift or elevator shall also provide staircases for common use (not only as a mean of escape) for a minimum of the first five storeys, easily visible and accessible beside the elevator.
(b) Design and Construction Requirements
(i) Lift well enclosures, pits and machine rooms shall form part of
the building construction and shall provide for the clearance and other requirements shown on the manufacturer's drawings.
(ii) No lift well shall form part of a ventilating system or
accommodate any services other than those ancillaries to the installation and operation of the lift.
(iii) Lift well enclosures shall extend from structural floor to
structural ceiling and shall be constructed in accordance with the fire resistance rating requirements of Section 3.
(iv) A smoke escape vent shall be provided within 1ft. (305 mm) of
the highest point of each lift well enclosure leading directly to open air.
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(v) Where a machine room is located on the roof of a building more than 60' 0" (18.3 m) high, provision shall be made for lightning protection.
(vi) Escalators shall not be less than 2'0" (610 mm) in clear width
and shall have horizontal treads. They shall have solid balustrades on both sides, each balustrade being furnished with a handrail moving at the same speed as the escalator. The maximum angle of inclination of the escalator with the horizontal shall be 30 degrees and emergency stop buttons shall be located at the top and bottom landings of each escalator flight.
1102.3 Service Water Heater
(c) Requirement
Use of an electrical (or gas-fueled) service water heater is not permitted in buildings in which the demand of warm/hot service water is on average more than 10 gallons (45 l) per day (see Section 9).
1103 EQUIPMENT IDENTIFICATION AND INSTALLATION
1103.1 General
(a) All equipment shall be provided with a legible and securely
attached permanent sign giving the names and addresses of the manufacturer and the installing contractor.
(b) All equipment shall be installed in such a way that it is readily
accessible for inspection, servicing and repair.
1104 DUCTS
1104.1 Basis of Requirement
No void or concealed space within a building shall be used as an integral part of a duct system unless it conforms fully with the requirements of this Code.
1104.2 Service Ducts
(a) All service ducts passing through floors and walls other than
chases and pipe sleeves of not more than 50 sq. in. (323 sq cm) in area shall conform with the fire resistance requirements of Section 3 for such floors and walls unless the whole of the free space within the duct is filled to the thickness of the floor or wall with non-combustible barrier material to give a fire resistance rating not less than that of the floor or wall through which the duct passes.
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(b) Common ducts may be used for the accommodation of different services provided that adequate precautions are taken in the location of services in relation to one another and pro- vided that the spacing and arrangements of pipes and cables is such that one does not interfere with access to another.
(c) All service ducts shall be large enough to give adequate access
to all cleaning eyes, stop cocks and other controls, for the inspection modification or repair of all services accommodated.
1104.3 Air Ducts
(d) All air ducts shall be constructed of non-combustible materials
with no openings other than those essential to the proper functioning and servicing of the system.
(e) Any air duct passing through fire division walls or fire
division floors and/or ceilings shall be provided with automatic fire doors or shutters having a fire resistance rating not less than that of the wall or floor through which the duct passes.
1105 ARTIFICIAL LIGHTING
a) Artificial lighting where required shall be in accordance with
the requirements of the electricity regulations in force.
b) Each area enclosed by walls or partitions with walls higher than 50 percent of the ceiling height shall have at least one manual control for the lighting serving that area. The required controls shall be located within the area served by the controls or be a remote switch that identifies the lights served and indicates their status.
c) In addition to the control just specified in (b) one control
shall be provided for each principal task location assigned an area of 14 sq m or more. For spaces with more than one task, the ask area need not exceed 50% of the total area of the space.
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SECTION 12
LOADS
Contents
1201 GENERAL
1201.1 Definitions 1201.2 Basis of Design 1201.3 Unit Dead Loads 1201.4 Unit Live Loads 1201.5 Special Loads 1201.6 Parapets, Balcony Handrails and Balustrades 1201.7 Roof Live Loads 1201,8 Live and Dead Load Reductions 1201.9 Posting of Live Loads
1202 WIND LOADS
1202.1 Basis of Design 1202.2 Wind Pressure 1202.3 Overturning Moment and Uplift 1202.4 Stresses due to Wind Loading
1203 EARTHQUAKE LOADS
1203.1 Basis of Design 1203.2 Building Response Data from Future Earthquakes
1204 TESTS
1204.1 Conditions Requiring Load Tests 1204.2 Acceptability Criteria
Table 12-1 Floor Loads Table 12-1(A) Minimum Concentrated Loads Table 12-2 Design Loads for Stairs and Landings Table 12-3 Roof Live Loads Table 12-4 Reductions of Total Imposed Floor Loads on Columns Table 12-5 Main Differences between Wind and Earthquakes
1205 DIFFERENCES BETWEEN WIND AND EARTHQUAKES
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SECTION 12
LOADS
1201 GENERAL
1201.1 Definitions
(a) Corridor means a path of egress connecting more than one room or occupied space on any floor - a hallway.
(b) Dead load means the weight of walls, floors, roofs, partitions and other permanent constructions.
(c) Flat roof means a roof having no inclination or having an inclination of not more than 10 degrees with the horizontal.
(d) Live loads means all loads other than dead loads, wind loads and earthquake loads.
(e) Load bearing means any part of a building (including the foundation) bearing a load other than that due to its own weight.
(f) Pitched roof means a roof having an inclination of more than 10 degrees with the horizontal.
(g) Class of Load defines the minimum uniformly distributed load
to be applied for floors with the occupancy as stated for each particular class.
1201.2 Basis of Design
(a) Any system or method of design or construction shall admit
of a rational analysis in accordance with well established principles of mechanics and sound engineering practices.
(b) All buildings and structures and all parts thereof shall be
designed and constructed to be of sufficient strength to support the estimated or actual imposed dead, live, wind and any other loads both during construction and after completion of the structure, without exceeding the stresses for the various materials specified in this Code. The designer shall consider the possibility of extraordinary concentrated loads being applied to the system.
(c) All floor and roof systems shall be designed and
constructed to transfer horizontal forces to such parts of the structural frame as are designed to carry these forces to the foundations.
1201.3 Unit Dead Loads
The unit weights of basic materials used in the calculation of dead
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loads shall preferably be based on properly substantiated information. Where this is not available, the values given in the latest addition of BS 648 "Schedule of weights of building materials" or an equivalent authoritative standard shall be used. Appendix E provides the approximate weight of building material commonly used in the Caribbean. It should be noted that the weight of concrete block, plain and reinforced concrete varies with the type of aggregate and with the amount of reinforcement used.
1201.4 Unit Live Loads
Table 12-1 shall be used to determine the minimum live loads to be imposed on various types of floors. These loads shall be applied in such a manner as to produce the most severe stresses.
In designing floors of classes 30 and 40, provision shall be made for a concentrated load of 315 lbs. placed on any 1 ft. square area wherever this load will produce stresses greater than those caused by the uniformly distributed load.
1201.5 Special Loads
(a) No building or part thereof shall be designed for live loads
less than the loads specified in 1201.4.
(b) The live loads set forth therein shall be assumed to include ordinary impact but where loading involves unusual impact the necessary allowance shall be made by increasing the assumed live load.
(c) Provisions shall be made in designing office floors and
class 50 garage floors for a load of 2,000 lb. placed upon any area 2' 6" square wherever this load upon an otherwise unloaded floor would produce stresses greater than those caused by a uniformly distributed load of 50 lbs per sq.ft.
(d) In designing floors, not less than the actual live load to be
imposed shall be used in the design. Special provision shall be made for machine or apparatus loads. Consideration should be given in the design of living rooms where crowded conditions are likely to occur during parties and dances.
(e) Tanks and their contents should normally be treated as
dead load.
(f) Where partitions are shown on the plans their actual weights should be included in the dead load. To provide for partitions where their positions are not shown on the plans, the beams and the floor slabs where these are capable of effective lateral distribution of the load, should be designed to carry in addition to other loads, a uniformly distributed load per sq.ft. of not less than 10 percent of the weight per foot run of the finished partition,
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but not less than 20 lb. per sq.ft. if the floor is used for office purposes. Where such effective distribution is not provided (e.g. in the case of precast slabs without topping concrete) special provisions shall be made.
(g) Floors in garages or portions of buildings used for the storage
off motor vehicles shall be designed for the uniformly distributed live loads shown in Table 12-1 or the following concentrated loads: (See Table 12- 1(A). From ANSI A 58.1 1982)
(i) for passenger cars accommodating not more than nine
passengers, 2,000 lbf acting on an area of 20 sq.in.
(ii) mechanical parking structures without slab or deck, passenger cars only, 1,500 lbf per wheel.
(iii)for trucks or buses, maximum axle load on an area of 20 sq.in.
(h) Corridors and balconies shall normally be designed for the same class of loading as the floor or other space to which they give access.
(i) Table 12-2 shall be used to determine design live loads
on stairs and landings.
1201.6 Parapets, Balcony Handrails and Balustrades
(a) The minimum specified load applied horizontally and normal to the span at the top of every required guard shall be:
USE Horizontal Load lb/ft run
Light access stairs, gangways and the like not more than 2 ft. wide 15
Light access stairs, gangways and the like more than 2 ft. wide, stairways, landings and balconies
40 plus concentrated load of 60 lbs
All other stairways, landings and balconies and all para-pets and handrails to roofs
40 to 60 (exits and stairs)
Grandstands and stadia 250
(b) For the loading on vehicle barriers for car parks, see 2.109 of CUBiC.
(c) In all cases, the wind load, if greater in effect, must be
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allowed for.
1201.7 Roof Live Loads12
(a) Table 12-3 shall be used to determine roof live loads for design purposes. A part of the roof (not oriented north) shall be constructed as to withstand the load of the solar water heater equipment (including the tank) adjusted to the size of it as described in Section 9.
(b) The combined effect of dead and live loads on roofs shall be taken
into account. (c) Roof covering. To provide for loads incidental to maintenance, all
roof covering (other than glass) at a slope less than 45 degree should be capable of carrying load of 200 lb. concentrated on any 8" square at normal stress.
1201.8 Live and Dead Load Reductions
(a) Table 12-4 shall be used to determine the permitted reductions in assumed total live floor loads to be taken in design of columns, piers, walls, their sup- ports and foundations, except as provided for in (b) and (c).
(b) No reduction should be made for floors of factories and workshops
designed for less than 100 lb. per sq.ft. live loading or for any buildings for storage purposes, warehouses and garages. For factories and workshops designed for 100 lb. per sq. ft. or more, the reductions shown in Table 12-4 may be taken provided that the loading assumed for any column, etc. is not less than it would have been if all the floors had been designed for 100 lb/sq.ft with no reductions.
(c) Where a single span of a beam or girder supports not less than 500
sq. ft of floor at one general level the live load taken in the design on the beam or girder may be reduced by 5 percent for each 500 sq.ft supported, subject to a maximum reduction of 25 percent. This reduction or that given in Table 12-3, whichever is greater, may be taken into account in the design of columns etc. supporting such beam but should not be made where the floors are used for storage purposes nor in the weight of any plant or machinery which is specifically allowed for.
1201.9 Posting of Live Load Notices
In all cases of Group A buildings (301.2) the Chief Physical Planner may require the owner(s) to fix in a conspicuous position on each floor, plaques stating the permitted live load and the permit- ted occupancy intent of that floor or of that part of that floor.
12 Note: Live loads do not include wind and earthquake loads.
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1202 WIND LOADS
1202.1 Basis of Design
(a) Buildings and structures shall be designed and constructed to resist the forces due to wind pressure. The forces exerted by the wind on a building are the result of a combination of factors such as wind speed, corresponding velocity pressure, exposure factor, aerodynamic shape of the structure, and dynamic response factor.
(b) Such forces shall be applied with all possible combination of loadings, such combinations shall include the case of dead loads plus wind loads, live loads and rain loads. In the special case of roofs, in no case shall any roof be designed for live loads less than those specified in Table 12-3 but the said live load need not be considered to act simultaneously with the wind load.
(c) Structural systems shall be designed and constructed to transfer wind forces to the ground.
1202.2 Wind Pressure
(a) The effect of wind pressure on buildings and structures
and parts thereof shall be determined from Part 2 Section 2 of the Caribbean Uniform Building Code. In using CUBiC Part 2 Section 2 the following values shall replace those in Table A200.1:
Wind Pressure (kPa) Wind Speed
(m/sec) qref q100 Vref
Grenada 0.89 1.06 38
St Vincent 0.90 1.09 38
St Lucia 0.90 1.11 38
Montserrat 0.97 1.11 40
Dominica 0.93 1.08 39
St. Kitts and Nevis
0.97 1.06 40
Antigua and Barbuda
0.94 1.03 40
Anguilla 1.00 1.14 41
British Virgin Islands
1.05 1.19 42
(b) The design engineer may utilise a design based on other
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internationally recognised and accepted information on the effects of wind on structures subject to the approval of the Chief Physical Planner.
(The standard “Wind Loads for Structural Design” has been widely used by Caribbean engineers since it was first published by the Barbados Association of Professional Engineers (BAPE) in 1970 on behalf of the Council of Caribbean Engineering Organisations. The later edition in 1981 was a publication of the BAPE and the National Council for Science& Technology, funded by the Organisation of American States. This became designated as BNS CP28 and later BNS/DPC2010-001.)
When using BNS/DPC2010-001 the following values shall be adopted for the Basic Wind Speed V: Grenada 54 metres/sec St Vincent 55 metres/sec St Lucia 55 metres/sec Montserrat 57 metres/sec Dominica 56 metres/sec St. Kitts and Nevis 58 metres/sec Antigua and Barbuda 57 metres/sec Anguilla 58 metres/sec British Virgin Islands 60 metres/sec
(It is likely that the CDB-CROSQ Caribbean building standards project will base its wind load provisions on the American Society of Civil Engineers “Minimum Design Loads for Buildings and Other Structures” ASCE 7-05.) When using ASCE 7-05 the following values shall be adopted for the Basic Wind Speed V for Category II Buildings: Grenada 122 miles/hour St Vincent 122 miles/hour St Lucia 123 miles/hour Montserrat 127 miles/hour Dominica 126 miles/hour St. Kitts and Nevis 129 miles/hour Antigua and Barbuda 126 miles/hour Anguilla 130 miles/hour British Virgin Islands 134 miles/hour and for Category III and IV Buildings: Grenada 133 miles/hour St Vincent 135 miles/hour St Lucia 136 miles/hour Montserrat 136 miles/hour Dominica 136 miles/hour St. Kitts and Nevis 134 miles/hour Antigua and Barbuda 133 miles/hour Anguilla 139 miles/hour British Virgin Islands 142 miles/hour which includes the Importance Factor I.
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(ASCE -05 has now been replaced by ASCE 7-10.) When using ASCE 7-10 the following values shall be adopted for the Basic Wind Speed V for Category II Buildings: Grenada 154 miles/hour St Vincent 155 miles/hour St Lucia 155 miles/hour Montserrat 161 miles/hour Dominica 159 miles/hour St. Kitts and Nevis 163 miles/hour Antigua and Barbuda 160 miles/hour Anguilla 165 miles/hour British Virgin Islands 169 miles/hour and for Category III and IV Buildings: Grenada 168 miles/hour St Vincent 171 miles/hour St Lucia 172 miles/hour Montserrat 172 miles/hour Dominica 172 miles/hour St. Kitts and Nevis 179 miles/hour Antigua and Barbuda 168 miles/hour Anguilla 176 miles/hour British Virgin Islands 180 miles/hour (The above values are 700-year return period for Category II Buildings and 1700-year return period for Category III and IV Buildings.)
(c) In order to take into account climate change, all of the wind
speeds listed in 1202.2 (a) and (b) shall be increased by factors of: (i) 1.13 for most buildings or for Category II
Buildings when using ASCE 7 (= factor of 1.28 for pressures)
(ii) 1.10 for critical facilities or for Category III and IV Buildings when using ASCE 7 (= factor of 1.21 for pressures)
1202.3 Overturning Moment and Uplift
(a) Where the overturning moment on a building or other structure exceeds two-thirds of the moment of stability computed from dead load only, anchorage to resist the excess over two- thirds of the dead load moment of stability shall be provided.
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(b) Where the uplift on a building or other structure, or portion thereof, exceed two-thirds of the dead load only, anchorage to resist the excess uplift over two-thirds of the dead load shall be provided.
1202.4 Stresses due to Wind Loading
For members carrying wind stresses only, and for combined stresses due to wind and other loads, the allowable unit stresses and the allowable loads on connections may be in- creased by one-third of the maximum working stress specified in this Code for the materials used, except for the provisions of Section 16 - Plain and Reinforced Concrete. Such increases shall not apply to towers, cantilevered projections or metal sheathing where vibrating or fluttering action could be anticipated. In no case shall the section be less than required if the wind stresses be neglected. The special case of pre-stressed concrete structures is dealt with under Section 16. When using load standards other than CUBiC Part 2 Section 2 (e.g. ASCE 7) the requirements for increased allowable stresses due to wind loads shall comply with those in the alternative standards.
1203 EARTHQUAKE LOADS
1203.1 Basis of Design
(a) The record of seismic activity within the last 100 years shows that there have been earthquakes which have created significant damage in some of the islands in the Eastern Caribbean. In the past fifty years Islands such as Antigua, St. Kitts, Montserrat, Guadeloupe, Dominica and Martinique have experienced earthquakes which have caused damage to buildings and other property.
(b) It is necessary therefore that every building and structure and every portion thereof be designed and con- structed in accordance with Part 2 Section 3 of the Caribbean Uniform Building Code (CUBiC) or in accordance with any other Code or Standard approved by the Chief Physical Planner.
In CUBiC Part 2 Section 3 Table 2.305.1the Z VALUES shall be: Grenada – 0.64 St Vincent – 0.51 St Lucia – 0.56 Montserrat – 0.75 Dominica – 0.73 St. Kitts and Nevis – 0.71 Antigua and Barbuda – 0.17 Anguilla – 0.71 British Virgin Islands – 0.63
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(It is likely that the CDB- CROSQ Caribbean building standards project will base its earthquake load provisions on the American Society of Civil Engineers “Minimum Design Loads for Buildings and Other Structures” ASCE 7-05.) When using ASCE 7-05 the following values shall be adopted for the seismic hazard:
Spectral Accelerations
(with a 2% probability of exceedance in 50 years)
0.2 sec 1.0 sec
Grenada 1.441 0.414
St Vincent 1.113 0.367
St Lucia 1.227 0.393
Montserrat 1.643 0.485
Dominica 1.556 0.473
St. Kitts and Nevis 1.494 0.453
Antigua and Barbuda 1.513 0.457
Anguilla 1.508 0.449
British Virgin Islands 1.326 0.458
In CUBiC Part 2 Section 3 CT = 0.035 for steel frames.
In CUBiC Part 2 Section 3 equation 13 in Clause 2.306.8 is: Wm = [∑wj vim]2 _________ ∑wj vim2
(c) For the design of small buildings to resist seismic forces
see Section 18 and the Building Guidelines.
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1203.2 Building Response Data from Future Earthquakes
In order to develop earthquake resistant de- sign recommendations more specific to each of the Eastern Caribbean States, building response data must be obtained from future earthquakes. The installation of at least three strong motion accelerographs is recommended in all buildings six storeys or more in height. Where provided, accelerographs are to be distributed between ground and roof.
1204 LOAD TESTS
1204.1 Conditions Requiring Load Tests
Whenever there is insufficient evidence of compliance with the provisions of this Code or evidence that any material or any construction does not conform to the requirements of this Code, or in order to substantiate claims for alternate materials or methods of construction, tests as proof of compliance shall be made by an agency approved by the Authority and at the expense of the owner.
1204.2 Acceptability Criteria
(a) Where there is no recognised standard test procedure for the material or assembly in question, the material or assembly under dead plus live vertical load shall deflect not more than 1/240 of the span, nor more than 1/360 where required to support a plaster ceiling or brittle partitions, and that the material or assembly shall sustain dead plus twice the live load for a period of 24 hours, with a recovery of at least 80 percent.
(b) Where elements, assemblies or details of structural
members are such that calculation of their load-carrying capacity, deformation under load or deflection cannot be made by rational analysis, their structural performance shall be established by tests in accordance with test procedure as developed by the design engineer based on consideration of all probable conditions of loading.
1205 DIFFERENCES BETWEEN WIND AND EARTHQUAKES
Table 12-5 shows the main differences between wind and earthquakes on the design of a building. It will be noticed that the predict- ability of loads from wind pressures is usually good, while the loads from earthquakes can- not be readily assessed. The building frames to accommodate earthquake loads must be provided with ductility while for wind the buildings do not have to be designed on the basis of the same criteria.
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Table 12-1 Floor Loads Loading Class Number
Types of Floors Minimum Imposed Loads
Alternative Imposed Loads (lb)
Slabs Beams Beams
lb. per sq.ft. of floor area
Uniformly distributed over span, per ft width
Uniformly distributed over span
30 Floors in dwelling houses of not more than 2 storeys
30 240 1,920
40 Floors (other than those of class 30) for residential purposes including dwelling houses of more than one occupation: residential flats; hospital wards; hotel bedrooms and sitting rooms; rest rooms institutional establishments of Group B occupancy.
40 320 2,560
50 Floors of light work rooms without storage; floors of garage for passenger cars with gross weight not exceeding 2-1/2 tons.
50 As required by 1201.5 (c)
As required by 1201 (c)
60 Floors of school class rooms; office ground floor and office floors below ground floor; floors of banking halls; floors of library reading rooms: marques, hospital operating theatres
60 480 3,840
70 Office floors 70 560 4,480
80 Shop floors used for the display and sale of light merchandise; workrooms generally; garages for vehicles exceeding 21 tons gross weight; places of assembly with fixed seating; churches and chapels. restaurants; circulation space in machinery halls, power stations etc. where not occupied by plant or equipment; theatre balconies with fixed seating; city halls, court houses; art galleries.
80 640 5,120
Note: Fixed seating implies that the removal of the seating and the use of the space for other purposes is impossible.
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Table 12-1 (Cont'd) Floor Loads
Loading Class Number
Types of Floors Minimum Imposed Loads
Alternative Imposed Loads (lb)
Slabs Beams Beams
Lb. per sq.ft. of floor area
Uniformly distributed over span, per ft. width
Uniformly distributed over span
100 Floors of warehouse, workshops, factories, and other buildings or parts of buildings of similar categories for light-weight loads; places of assembly without fixed seating; public rooms; dance halls; theatre balconies without fixed seating; gymnasiums. Assembly platforms; composing and linotype rooms in printing plants; reviewing stands and bleachers; drill rooms; fire escapes; hospital X-ray rooms; laboratories, cinemas public auction rooms not used for storage of goods.
100 800 6,400
100A Areas used for general storage and filing purposes in offices of loading class 50 and 70.
Note: Special consideration shall be given to the average and the localized floor loadings Class 70, used for heavy filing and storage equipment (such as card cabinets and rolling storage units, and for centralized security and storage.)
100 800 6,400
150 Floors of warehouses, workshops, factories and other buildings or parts of buildings of similar categories for light weight loads; floors of garages for vehicles not exceeding 4 tons gross weight; stages; armouries.
150 - -
200 Floors of warehouses, workshops, factories, other buildings or part of buildings of similar categories for heavy weight loads (unless actual loading is greater than 200 lb per sq.ft); floors of book stores; museums.
200 - -
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Table 12-1(A)
Minimum Concentrated Loads
Location
Load (lb.)
Elevator machine room grating (on area of 4 sq.in) 300
Finish Light floor plate construction (on area of 1 sq. in) 200
Garages (see 1201.5(g)
Office Floors 2,000
Accessible ceilings 200
Sidewalks 8,000
Stair treads (on area of 4 sq.ins at centre of tread) 300
Note: Table 12-1(A) taken from ANSI A58.1 1982
Table 12-2
Design Loads for Stairs and Landings (other than fire escapes)
Class of Floor Served
Live Load (lb/sq.ft.)
30 30
40, 50, 60, 70 60
Other classes 100
Consideration shall be given to increasing the design loading where there is a possibility of heavy equipment being transported on stairs or landings.
The following minimum concentrated loads shall be considered on stairs and landings at the most unfavourable positions for bending moment and shear.
Loading Class 30: 400 lb.
Class 40,50 & 60: 600 lb. Class 70: 600 lb.
Class 80,100, 150 & 200: 1,000 lb.
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Table 12-3
Roof Live Loads. Design Loading lb/sq ft of Plan Area
Slope of Roof With Access No Access
Up to 10 degrees 30 15
Over 10 degrees up to 30 degrees
15 Nil
Over 75 degrees Nil Nil
For slopes between 30 degrees and 75 degrees the imposed load to be allowed for shall be obtained by linear interpolation between 15 lb. per sq. ft for a 30 degree slope and nil for a 75 degree slope.
NOTE:
"With access" means access in addition to that necessary for cleaning and repair
"No access" means no access other than that necessary for cleaning and repair.
The design loading in this Table does not include wind or earth- quake loads.
Table 12-4
Reductions of Total Live Floor Loads on Columns
Number of floors carried by member under consideration
Percent reduction of live load on all floors above the member under consideration
Roof 0
Roof and two floors 0
Roof and three floors 10
Roof and four floors 30
Roof and five floors 40
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Table 12-5
Main Differences between Wind and Earthquakes
Item Wind Earthquakes Source of loading External forces due to wind pressure Applied movements from ground
vibration
Type and duration of loading. Wind storm of several hour's duration; loads fluctuate, but predominantly in one direction
Transient cyclic loads of at most a few minutes' duration; loads change direction repeatedly
Predictablity of loads Usually good, by extrapolation from records or by analysis of site and wind patterns
Poor; little statistical certainty of magnitude of vibrations or their effects
Influence of local soil conditions on response
Unimportant Can be important
Main factors affecting building response
External shape and size of build- ing; dynamic properties unimportant except for very slender structures
Response governed by building dynamic properties: fundamental period, damping and mass
Normal design basis for maximum credible event
Elastic response required Inelastic response Permitted, but ductility must be provided; design is for small fraction of the loads corresponding to elastic response
Design of non-structural elements
Loading confined to external clad- ding
Entire building contents shaken and must be designed appropriately
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SECTION 13
EXCAVATIONS AND FOUNDATIONS
Contents
1301 EXCAVATIONS
General Permanent and Construction Excavations
Enforcement
1302 BEARING CAPACITY OF SOIL
1302.1 Soil Investigations
Table 13-1 Maximum Safe Bearing Capacity for Horizontal Foundations
1302.2 Wind and Earthquake 1302.3 Climate change considerations
1303 SOIL BEARING FOUNDATIONS
1303.1 General 1303.2 Continuous Footings 1303.3
Table
13-2
Isolated Footings
Minimum Dimensions for Continuous Footings
1304 CONCRETE SLABS ON FILL
1305 PILED FOUNDATIONS
1305.1 General 1305.2 Allowable Loads 1305.3 Timber Piles
Table 13-3 Minimum Factor of Safety for Piles
1305.4 Precast Concrete Piles 1305.5 Prestressed Concrete Piles 1305.6 Cast-in place Concrete Piles 1305.7 Steel Piles 1305.8 Special Piles or Special Conditions
1306 FOUNDATION BEAMS
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1307
1307.1
SEA WALLS AND SHORELINE PROTECTION
General 1307.2 Design Criteria 1307.3 Climate change adaptation
1308 CAISSONS
1308.1 General 1308.2 Design Criteria
1309 STABILITY OF SLOPES
1309.1 General 1309.2 Climate change influences on slope stability 1309.3 Slope stabilization techniques - general 1309.4 Slope stabilization techniques - drainage
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SECTION 13
EXCAVATIONS AND FOUNDATIONS
1301 EXCAVATIONS
1301.1 General
Until provisions for permanent support have been made all excavations shall be properly guarded and protected so as to prevent the same from being dangerous to life and property. Such protection is to be provided by the person causing the excavation to be made. Excavations, for any purpose, shall not extend within one foot of the plane of the natural slope of the soil under any existing footing or foundation, unless such footing or foundation is first properly underpinned or protected against settlement.
1301.2 Permanent and Temporary Construction Excavations No permanent excavations shall be made nor shall any construction excavations be left on any lot or lots which will endanger adjoining property or buildings or be a menace to public health or safety. Any such excavations made or maintained shall be properly drained and such drainage provisions shall function properly as long as the excavation exists.
Permanent excavations shall have retaining walls of steel, masonry, concrete or similar approved material of sufficient strength to retain the lateral thrust of the surrounding material together with any surcharged loads.
1301.3 Enforcement Where, in the opinion of the Chief Physical Planner, an unsafe condition may result or damage may occur as the result of an excavation, he may order the work stopped or may approve the work of excavation subject to such limitations as he may deem necessary.
1302 BEARING CAPACITY OF SOIL
1302.1 Soil Investigations
Plans for new buildings or additions shall bear a statement as to the nature and character of the soil under the structure. Where the bearing capacity of the soil is not known or is in question, the design engineer shall arrange for an examination of sub-soil conditions such as by borings and other tests. Plate load tests shall be used only to supplement other sub-soil investigations. The design bearing capacity of the soil shall be substantiated by recognised tests, analyses and procedures. For the purposes of conceptual design only, Table 13-1 may be used as a guide in estimating the allowable bearing capacities of supporting soils.
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Table 13-1
For conceptual design only: maximum safe bearing capacities for horizontal foundations at depth 2 ft. under vertical static loading. (Materials not listed in this Table shall be tested for
bearing capacity).
Types of Rocks and Soils
Maximum Safe bearing Capacity –
Maximum Safe bearing Capacity - tons
Remarks
1. Massively-bedded limestones
4000
40
Values refer to sound, and hard sandstones. unweathered rock.
2. Strong shales, Beware of mudstones and
strong siltstones 2000 20 hollows caused
by water
3. Thinly-bedded 1000 10 Thinly bedded or and sandstones shall be assessed
after inspection Dry Dry Submerged
kN/sqm; tons/sqft
4. Compact well- graded
400
4
20
2 sands and gravel sand mixtures
5. Loose well graded mixtures 200 2 10
0 1
6. Compact uniform sands
200 2 10 0
1
7. Loose uniform sands
100 1 50 1/ 2
8. Stiff clays and sandy clays
200 2 10 0
1
9. Firm clays and clays 100 1 50 1/
2
10. Soft clays and silts
50 1/2 - -
1302.2 Wind and Earthquake
(a) All allowable soil-bearing values specified in Table 13-1 may be increased by one-third in calculations for wind or earthquake loading when combined with vertical loads. No increase shall be allowed for vertical loads acting alone. Wind and earthquake loads need not be assumed to act simultaneously.
(b) It should be noted that in certain types of soils, for example, silty water-logged soils, liquefaction might occur under certain earth- quake conditions. The possibility of the occurrence of liquefaction should be investigated, bearing in mind that ground water levels may rise over time due to climate change.
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1302.3 Climate change considerations
(a) Deep foundations13 are less vulnerable to destabilization by changes in rainfall patterns and ground water levels. Soil bearing foundations may be affected by increasing subsidence (in clay or chalk soils) and lowered bearing capacities (due to rising ground water levels in granular soils).
(b) A common climate change mitigation strategy is to re-use
existing foundations, and to build on sites where there has previously been human activity – in preference to ‘green field sites’. In such cases there shall be an investigation of possible contaminants in the ground, and provisions for their safe containment. Foundation designers shall bear in mind that present designs may well become bases for structures that they have not conceived.
1303 SOIL BEARING FOUNDATIONS
1303.1 General Footings shall be so designed that the soil pressure should be reasonably uniform to minimise differential settlement. The preferred material for the construction of footings is concrete.
1303.2 Continuous Footings
(a) Footings under walls shall be continuous or continuity otherwise provided and shall not be less than required to keep the soil pressure within that set forth in Table 13-1 nor less than the minimum sizes set forth in Table 13-2.
(b) All concrete footings shall be adequately reinforced, the
minimum allowable amount of steel reinforcement being 0.15 percent of the gross cross-sectional area of the concrete in both horizontal directions. Reinforcing bars shall be provided with a minimum concrete cover in accordance with Table 16-3.
(c) Excavations for continuous footings shall be cut true to
line and level and the sides of footings shall be shuttered, except where soil conditions are such that the sides of the excavation stand firm and square. Excavations shall be made to firm bearing.
(d) Continuous footings shall be placed level and any changes
13See 1305.1 (i) below.
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in the level of such footings shall be made with a vertical tie of the same cross-section and design as the footings.
(e) Continuous footings on which the centre of gravity of
the loads falls outside of the middle one-third shall be considered eccentric, and provision shall be made to limit the soil pressure at the edges to allowable values by means of counter-balancing or by other approved methods.
1303.3 Isolated Footings
(a) Isolated footings in soils having low lateral restraint shall be provided with adequate bracing to resist movement.
(b) An isolated footing on which the centre of gravity of the
load falls outside the middle one-third of any line passing through the centre of gravity of the footing shall be considered eccentric, and provision shall be made to limit the soil pressure at the edges by means of straps or other approved methods.
(c) Where isolated footings support reinforced concrete
columns, starter bars, equivalent in number and area to the column reinforcement, and having lengths not less than 30 diameters above and below the joints, shall be provided in the footing. Where the footing depth does not allow straight bars, standard bends will be allowed. Such starter bars, or anchor bolts as are required for steel columns, shall be held to proper level and location during the concreting of the footing by templates or by other approved methods.
Table 13-2
Minimum Dimensions for Continuous Footings
Allowable bearing capacity (Tons per sq.ft.)
Allowable bearing capacity (kN/sqm)
Number of storeys
Depth and width (mm)
Depth and width (ins)
Up to 1/2 Up to 50 1 300 x 765 12 x 30 2 300 x 900 12 x 36
Over 1/2 but less than 1 Over 50 but less than 100 1 230 x 600 9 x 24 2 300 x 600 12 x 24
1 or more 100 or more 1 230 x 400 9 x 16 2 230 x 600 9 x 24
Note: The sizes given in the Table are to be used with caution as the characteristics of soils vary considerably and all soils should be analysed before designing the foundation.
Based on soil investigations as set forth in 1302.1 the footing sizes may be changed when the allowable bearing values and loads are taken into account, but the minimum width of a footing under the main wall of a building shall not be less than 600mm (24") nor less than 200mm (8") more than the width of
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the foundation wall whichever is greater.
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1304 CONCRETE SLABS ON FILL
(a) Where it is proposed to place concrete slabs directly on
the supporting soil, a sub-grade shall have first been prepared by removing all top soil, organic matter and debris, and the sub-grade and fill shall be thoroughly compacted by approved mechanical methods. All fill placed under slabs shall be clean, free of debris and other deleterious materials. The maximum size of rock in compacted fill shall be 100mm (4") in diameter. For cases of heavy loading special compaction tests may be required.
(b) Concrete floor slabs placed directly on the supporting soil
shall be of an appropriate thickness for the loads intended but in any case not less than 100mm (4"), and shall be reinforced with steel reinforcement not less than 0.15 percent of the gross cross-sectional area of the concrete in the slab. The reinforcement shall be placed in the upper half of the slab.
(c) It is acceptable to use anchored-in-place, buoyant raft
foundations in flood prone areas or in areas where ground water levels are high, as a climate change adaptation strategy.
1305 PILED FOUNDATIONS
1305.1 General
(a) Piled foundations shall be designed and supervised by a
professionally qualified engineer approved by the Authority and suitably qualified and experienced in such design.
(b) Piles used for the support of any building or structure shall
be driven to a resistance and penetration in accordance with the plans and/or specifications and as set forth herein.
(c) Piles may be jetted only if permitted by the engineer.
Immediately after completion of jetting, the pile shall be driven below the depth jetted to the required resistance but not less than 300mm (1ft). No jetting will be permitted that may be detrimental to existing adjacent structures or to piles that have been driven.
(d) Column action. All piles standing unbraced in air, water,
or in material not capable of providing lateral support, shall be designed as columns. Such piles driven into firm ground may be considered fixed and laterally supported at 1.5m (5' 0") below the ground surface unless otherwise prescribed by the design engineer after a foundation investigation by a competent agency approved by the
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Authority. (e) When isolated columns and other loads are supported on
piles a minimum of three piles shall be used for such support unless lateral bracing is provided at the pile cap to ensure stability. Should a pile be loaded eccentrically so as to produce an overload on any pile more than 10 per cent of the allowable load, footing straps or other approved methods shall be required to counteract the effect of eccentric loading.
(f) The minimum centre-to-centre spacing of friction piles
shall be not less than 1066mm (3' 6") or the perimeter of the piles whichever is greater. For piles deriving their resistance from end bearing, the minimum centre spacing of the piles shall be not less than 760mm (2' 6") or twice the least width, whichever is greater. The spacing of piles shall be such that in no case the average load on the supporting stratum may exceed the safe bearing value of that stratum.
(g) It is advisable that piles shall not be driven closer than
1.2m (4' 0") to an existing building or structure, unless special consideration is given to the properties of the soil and to the structure of the existing building.
(h) Group action. Consideration shall be given to the
reduction of allowable pile load when piles are placed in groups. Where soil considerations make such load reductions advisable or necessary, the allowable axial load determined for a single pile shall be reduced by any rational method or formula.
(i) Piles in subsiding areas. Where piles are driven
through subsiding fills or other subsiding strata and derive support from underlying firmer materials, consideration shall be given to the downward frictional forces which may be imposed on the piles by the subsiding upper strata.
(j) The engineer or other competent person approved by the
Chief Physical Planner supervising the pile-driving operations shall be required to keep an accurate record of the material and the principal dimensions of each pile; the weight and fall of the hammer,- if a single-acting or drop hammer; the size and make, operating pressure, length of hose, number of blows per minute and energy per blow - if a double-acting hammer; together with the average penetration of each pile for at least the last five blows, and the levels at tip and cut-off. A copy of these records shall be filed and kept with the plans.
(k) All piles shall be designed so that lifting and handling
stresses shall not exceed allowable working stresses, as
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specified. Stresses during driving may exceed these stresses by not more than 100 percent.
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1305.2 Allowable Loads
(a) The allowable axial and lateral loads on piles shall be determined by an approved formula, by load tests, or by a foundation investigation by a competent agency.
(b) Where a dynamic pile formula is used the ultimate
resistance shall be calculated in accordance with the method given in BS 8004 or such other formula as the engineer shall consider suitable.
(c) When the allowable axial load of a single pile is
determined by a load test one of the following methods shall be used to determine the ultimate resistance.
(d) The ultimate resistance shall be defined as:
(i) The load at which an increase in load produces a dramatic increase in settlement; or
(ii) The maximum load which during a 48-hour period of continuous load application causes settlements at a rate not exceeding 0.25mm/hr (0.01 in/hr).
In any event, the maximum settlement should not exceed 0.28mm/tonne (0.01in/ton) gross settlement or 0.64mm (0.025ins) net settlement (where net settlement is the difference between gross and recovery).
(e) Where the ultimate resistance of a friction pile is
determined by soil tests, the soil investigation and laboratory tests shall be carried out by a competent agency.
(f) Table 13-3 shall be used to determine the minimum factor of safety to be used in calculating the allowable axial load on a pile.
Table 13-3
Minimum Factor of Safety for Piles
Type of Ground Test
Load Dynamic Formula Resistance not Reduced on Driving
Dynamic Formula Resistance Reduced on Re-driving
Soil Investigation and Soil tests
Rock 2.0 1.5 - 2.0 Non-cohesive soil 2.0 2.0 2.5 2.0 Hard cohesive soil 2.0 2.0 2.0 or more 2.0 Soft cohesive soil 2.0 N/A N/A 2.0
* Test load should be used in the circumstances
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1305.3 Timber Piles
(a) Timber piles shall be of one piece of approved timber
containing no evidence of decay, free from short kinks or reverse bends and having uniform taper from butt to tip. A straight line drawn from the centre of the butt to the centre of the tip shall lie wholly within the body of the pile. The diameter of round piles shall be not less than 150mm (6ins) at the tip and not less than 250mm (10ins) at one metre (three feet) from the butt, for piles which are 7.62m (25ft) or less in length. For piles which exceed 7.62m (25ft) in length, the diameter at the tip shall be not less than 200mm (8ins); and at one metre (3ft) from the butt, the diameter shall not be less than 300mm (12ins).
(b) No piles which have a spiral grain exceeding one complete turn in 12.2m (40ft) shall be used. Squared timber piles less than 200mm (8") square shall not be used.
(c) Untreated wood piles shall not be used, except piles made of timber which has been shown to be resistant to termites and wood borers. The approval of the Chief Physical Planner shall be sought for the use of all timbers for piling.
(d) All other piles shall be pressure-treated in accordance with
the requirements of Section 14.
(e) The allowable stress in compression parallel to the grain under maximum working load shall not exceed 60 percent of the basic stress as determined by the US National Forest Products Association or any other Agency approved by the Authority, and in no case shall stress exceed 4826kN/sqm (700 lb. per sq.in).
1305.4 Precast Concrete Piles
(a) The manufacture of precast concrete piles shall conform in
all respects to Section 16; concrete shall conform to not less than the requirements of standard mix ST414 for normal or easy driving and of mix ST5 for hard driving, and for all piles used in marine work.
(b) All piles shall be reinforced with not less than 4
longitudinal steel bars having an area of not less than 1.25 percent and not more than 4.0 percent of the gross cross-sectional area of the pile. All the main longitudinal bars shall be of uniform size and length. Joints in longitudinal bars, if unavoidable, shall be made by full- strength butt- welding.
14 Concrete grades are defined in Section 16.
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(c) Lateral reinforcement in the form of hoops or links shall
be not less than 5mm (3/16") diameter. In the body of the pile the lateral reinforcement shall be not less than 2 percent of the gross volume, spaced at not more than half the least width of the pile. For length of 3 times the least width of the pile at each end of the pile the volume of lateral reinforcement shall be not less than 6 percent of the gross volume. The transition between the close-spacing at the ends and the maximum spacing shall be made gradually over a length of 3 times the least width.
(d) All reinforcement, including binding wire, shall be
protected by the concrete cover designated in Section 16. (e) The compressive stress imposed on driven piles shall not
exceed 5171kN/sqm (750 lb. per sq.in.) on the nominal minimum cross-sectional area of the pile.
(f) Precast concrete piles shall be not less than 250mm x
250mm (10" x 10") in section.
(g) All precast concrete piles shall have their date of manufacture and the lifting points clearly marked on the pile. Concrete piles shall not be driven until they have attained their specified 28-day strength as verified by tests, nor shall the piles be removed from the forms until 50 percent of the specified 28-day strength has been attained. Piles shall not be transported nor driven until they have been cured not less than seven days.
1305.5 Prestressed Concrete Piles
(a) Prestressed concrete piles shall conform to 1608 of this
Code except as specifically detailed in 1305.5. (b) Longitudinal pre-stressing tendons shall have the cover
specified in Section 16. (c) Lateral reinforcement shall be as specified in 1305.4(c) for
the precast concrete piles. (d) Piles shall have a minimum pre-stress of 4137kN/sqm (600
lb. per sq.in.) at time of driving.
(e) No tension shall be allowed in the concrete under working load conditions.
(f) The compressive stress in the pile under working load
combined with the prestress in the pile at the time of loading shall not exceed one-third of the compressive strength of the pile.
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1305.6 Cast-in-place Concrete Piles (a) Concrete piles cast in place against earth in drilled or
bored holes shall be made in such a manner as to ensure the exclusion of any foreign matter and to secure a full- sized shaft.
(b) Allowable stresses. The allowable compressive stress in
the concrete shall not exceed 0.225 times the specified 28-day cube strength. The reinforcing steel shall conform to ASTM A706 - "Standard Specification for Low Alloy Steel Deformed Bars for Concrete Reinforcement" or to the equivalent British standard.
(c) Cased cast-in-place concrete piles may consist of a steel
or concrete shell driven in intimate contact with the surrounding soil and left in place and filled with concrete. Steel shells may be uniformly tapered, step- tapered, cylindrical or a combination of such shapes and may be laterally corrugated, spirally corrugated, longitudinally fluted or plain.
(d) Pile shells and end closures shall be of sufficient strength
and rigidity to permit their driving in keeping with the driving method used, and to prevent harmful distortion caused by soil pressure or the driving of adjacent piles until filled with concrete. A reduction of cross-sectional area in excess of 15 percent shall be cause for rejection. The shells shall also be sufficiently water-tight to exclude water during the placing of concrete. The minimum diameter shall be 200mm (8").
(e) Concrete for cast-in-place piles shall conform to not less
than the requirements of Grade ST4, Table 16-2. (f) Reinforcement including binding wire shall have not less
than 50mm (2") of concrete cover in uncased piles and 25mm (1") where piles are completely encased.
(g) Where the shell has a thickness of 3mm (0.12") or more
the shell may be considered as carrying part of the load. (h) Adequate allowance for corrosion shall be considered in
the design but not less than the outer 1.5mm (1/16") of a steel shell shall be deducted before computing the area of the shell considered as carrying load. The load carried by the shell shall not exceed 62MPa (9,000 lb. per sq.in.) based on the net steel area deducting the allowance for corrosion.
(a) Steel Piles (a) The quality of the steel in joints, tubes, box piles and
other plain or built up sections shall comply with the
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specification for structural steel in conformance with the relevant ASTM or British standard.
(b) No section shall have a nominal thickness of metal of less than 9.5mm (3/8").
(c) The allowable stress under working load shall not exceed
25 percent of the minimum guaranteed yield stress of the steel.
(d) Where adequate corrosion prevention is not provided
1.5mm (1/16") shall be deducted from each surface in determining the area of the piles section.
(b) Special Piles or Special Conditions
The use of types of piles or conditions not specifically covered herein may be considered upon examination of acceptable test data, calculations or other information relating to the properties and load-carrying capacity of such piles.
1306 FOUNDATION BEAMS
(a) Foundation beams, supporting loads between piles, shall
be reinforced concrete, or structural steel protected by at least 2" of concrete cover.
(b) The width of foundation beams shall be at least equal to
the thickness of the wall they support but never less than 200mm (8").
(c) Foundation beams shall be suitably designed and
reinforced around access openings and vents.
1307 SEA WALLS AND SHORELINE PROTECTION
1307.1 General Sea walls, bulkheads, groynes and other retaining walls along an ocean front, bay, creek, canal, or water-way shall be designed by a professionally qualified and approved engineer.
1307.2 Design Criteria
(a) The structure shall retain the adjoining earth from the surface of the ground to a point sufficiently deep to retain the base against surcharge pressures, with due design considerations for wave action and currents.
(b) Timber shall not be used, other than where located below
mean low water, except that bore-resistant or appropriately treated woods may be approved by the Chief
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Physical Planner. (c) Structures shall be classed as gravity types when the
resultant of the acting forces falls within the middle third of the base. Boulder- type walls shall be considered as gravity type where the base width equals or exceeds the height of the wall. Structures which are not of gravity or cantilever type shall be secured to properly designed anchors.
(d) Where structures are constructed of a combination of
lime rock boulders and concrete, the minimum percentage of cross-section area of the concrete to the total cross- section area of the structure shall be 40 percent, not including concrete used for copings or decorative purposes.
(e) The design shall take account of the projected rise in sea
level due to climate change. Predicted wave heights and wave energy shall be based on forecast design wind speeds in conjunction with the latest Caribbean Basin wind hazard maps (refer to Section 12 for guidance on the wind hazard)
1307.3 Climate change adaptation
(a) Non-elevated buildings close to the shoreline are most
vulnerable to damage by waves. In such locations, the ground floor structure shall be at least 3ft above the predicted high tide level, with additional allowance for wave action15. Acceptable alternatives include a suspended floor structure or a ground bearing floor placed upon an embankment. This does not apply to structures where there is direct access to the water within the confines of the enclosure, such as boathouses.
(b) Forms of shoreline protection appropriate for individual
properties include sea walls, gabions and revetments (rock armour placed on the slope). These structures can be subject to scour, and promote erosion due to reflected wave energy. They can also adversely affect the deposition of sand in areas further down the coast. These factors shall be considered in the design.
(c) Set-backs for construction shall be as ordained by the
Government. (d) Property owners can contribute to mitigation of the impact
of sea level rise. With the protection of the buffer zone in
15 This strategy is also recommended for flood prone areas away from the coastline. However there is the potential for creating a ‘soft storey’ and increasing the vulnerability of the building to earthquake, unless the vertical supports are carefully designed.
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mind, design of sewer outfalls shall be in accordance with the relevant clauses of Section 8. Similar considerations apply for stormwater discharge points. Measures include but are not restricted to - separation of the
(e) sediment out of storm water, and treatment of sewage to a standard that does not promote the growth of invasive species, nor cause die back of the vegetation.
1308 CAISSONS
1308.1 General
The footings of any structure may be carried down to a firm foundation by isolated piers of reinforced concrete or by open or pneumatic caissons either with or without enlarged base or bell at the bottom.
1308.2 Design Criteria (a) The safe-carrying capacity of such shafts or caissons shall
not exceed the allowable unit bearing capacity of the soil multiplied by the area of the base or bell at the bottom, provided such bell shall have at least a 12" thickness of concrete at its edge and the sides shall slope at an angle of not less than 60 degrees with the horizontal.
(b) In no case shall such piers or caissons be of less than 2' 0" minimum horizontal dimension.
1309 STABILITY OF SLOPES
1309.1 General
When building on an existing slope the stability shall be assessed by means of a soils investigation supervised by a qualified geotechnical engineer. A similar preparatory investigation shall be undertaken for the creation of new slopes by means of cut and fill.
1309.2 Climate change influences on slope stability
Land slippage can be triggered by human intervention, earthquakes and volcanic activity, which are independent of climate change16. .However, precipitation patterns are also responsible for landslides and mudflows. These effects can be expected to worsen under climate change scenarios.
(a) Drought reduces the vegetative cover on slopes making them vulnerable to erosion and weathering.
16 At the time of drafting this revision, landslide hazard maps were being prepared for some OECS member countries by the University of Twente ITC Holland.
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(b) Wetting and drying shrinkage of clay soils can weaken the structure of the slope.
(c) Heavy rainfall, rising ground water levels, and moisture introduced onto planes of weakness can all cause sliding.
(d) Erosion at the toe of certain slopes due to wave or river action can trigger a landslide.
(e) Sudden changes in ground water levels adjacent to the slope – whether on the coast or alongside rivers and reservoirs – can also initiate slippage.
Indirectly human activities in response to climate change can also be detrimental. These include draw down of reservoirs affecting the adjacent slopes, and irrigation of slopes in response to dry conditions. Designers shall be aware of the potential hazards associated with these conditions.
1309.3 Slope stabilization techniques - general
Designers shall use appropriate methods of stabilizing existing slopes and creating stable configurations for new slopes. These methods generally fall into three categories, viz. creating a safe geometry, reducing or limiting soil pore water pressures, and mechanical or chemical intervention. Some of them are listed below.
Geometrical (a) Construction of a retaining wall designed for the height and
nature of the retained material. Drainage of the retained material is an important contributor to stability
(b) Removal of material from the top of the slope17 (c) Terracing or cutting benches on the slope incline18 (d) Adding the weight of a soil or rock berm at the base of the
slope19
Mechanical (a) Installing ground anchors or use of soil nailing (b) Plastic geo-grids placed on the slope surface to increase its
bearing capacity (c) Concrete sprayed onto the slope (d) Planting drought resistant, native species of vegetation
1309.4 Slope stabilization techniques – drainage
As a rule, sustainable drainage infrastructure increases the proportion of infiltration at the expense of surface runoff. However, slope stabilization techniques involving drainage are
17 Care is needed with excavating clay slopes which may have more than one slip surface 18 Effective for shallow sliding surfaces 19 Rock is freely draining and is preferable to soil for the construction of the berm
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aimed at preventing entry or buildup of water within the landmass. Designers shall take account of this conflict and use appropriate measures of slope drainage including:
(a) Covering the slope with an impermeable material. (b) Diverting surface runoff from the slope and especially
from the slip surface (shallow drainage). (c) Drainage of ground water and control of the pore
water pressures, particularly at the toe of the slope (deep drainage).
(d) Minimizing irrigation in the area of the slope. In adapting to climate change extra capacity shall be provided in storm drainage systems, or as a minimum, there shall be provision for short term storage and overflow during periods of heavy rain. The design shall also provide silt traps and screens, or similar devices to limit the amount of debris and sediment carried by the flow.
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SECTION 14 TIMBER
CONSTRUCTION
Contents
1401 GENERAL 1402 STANDARDS 1403 QUALITY OF TIMBER
1403.1 Treated or Durable Species 1403.2 Use of Lumber and Other Timber Products
1404 SIZES 1405 ALLOWABLE UNIT STRESSES
1405.1 General 1405.2 Plywood Stresses 1405.3 Glued Laminated Members 1405.4 Trussed Rafters
1406 CONSTRUCTION DETAILS
1406.1 Roof Joists 1406.2 Roof Sheeting 1406.3 Floor Joists
Table 14-1 (a) Spans of Plywood Sub-floor Table 14-1(b) Allowable Spans for Plywood Roof Sheathing
Table 14-2 Allowable Spans for Plywood Sub-floor
Table 14-3 Minimum Thickness of Lumber Sub-flooring
1406.4 Sub-floors
Table 14-4 Allowable Spans for Particleboard Sub-floor and combined
Sub-floor Underlayment
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1406.5 Post and Beam Framing 1406.6 Stair Framing 1406.7 Joists supporting Partitions 1406.8 Exterior Wall Framing
Table 14-5 Maximum Spacing of Studs 1406.9 Bracing of Exterior Stud Walls
Table 14-6 Allowable Spans for Plywood Wall Sheathing
1406.10 Interior Bearing Partitions 1406.11 Exterior Wall Coverings 1406.12 Roof Covering
1407 VENTILATION
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SECTION 14 TIMBER
CONSTRUCTION
1401 GENERAL
Timber members used for structural purposes shall be designed by methods admitting of rational analysis according to established principles of mechanics.
1402 STANDARDS
(a) Standards of construction shall be at least equal to standards
in the latest edition of CUBiC Part 2 Section 8 - Structural Timber; or the American Institute of Timber Construction - AITC 100; or BS 5268 - Structural Use of Timber; or other Standard approved by the Authority for environmental conditions in the OECS.
(b) CUBiC Part 2 Section 8, is hereby adopted as being part of
this Code and supplements, but does not supersede the specific requirements set forth herein.
1403 QUALITY OF TIMBER PRODUCTS
1403.1 Preservative Treated or Durable Species Timber
(a) Wood used for structural purposes shall be pressure treated
or have natural resistance to termites. The approval of the Chief Physical Planner is required for the use of any timber for structural purposes that has not been pressure treated.
(b) Approved wood having natural resistance to termites include greenheart, redwood, or red cedar20.
(c) The standard of the American Wood Pressures Bureau and/or the
American Wood Pressure Association shall be deemed as approved in respect of pressure treated wood.
(d) The soil should be treated against termites, as a protection
against the termite infestation in the area in which the building is being constructed. This treatment should be carried out by experienced contractors using methods and materials approved by the Director.
20 Note: The developer should confirm the natural resistance of the timber to be used by providing test certificates or other relevant information for the approval of the Chief Physical Planner.
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1403.2 Use of Lumber, Plywood, Hardboard, and other Timber Products
(a) All lumber, including end-jointed lumber, used for load supporting purposes shall be identified by Grade Mark of a Lumber Grading or Inspection Bureau or Agency approved by the Authority.
(b) Structural glued laminated timber shall be manufactured in
accordance with AITC 117 "Standard Specification for Structural Glued Laminated Timbers of Softwood Species, Manufacture and Design or BS 5268 Part 2, "Structural Use of Timber".
(c) All plywood when used structurally (including among others,
used for siding, roof and wall sheathing, sub flooring, diaphragms and built-up members), shall conform to the performance standards for its type as determined by the American Plywood Design Specifications for Plywood- Lumber Components or other Standard approved by the Authority.
(d) Plywood components shall be designed and fabricated in
accordance with the applicable standards and identified by the trademarks of a testing and inspection agency approved by the Authority, and indicating conformance with the applicable standard. In addition, all plywood when permanently exposed in out- door applications, shall be of exterior type.
(e) Wood Shingles and/or shakes shall be identified by the grade
mark of a grading or inspection bureau or agency recognized by the Authority as being competent.
(f) Fibreboard for its various uses shall conform to "Voluntary
Product Standard, Cellulose Fibre Insulating Authority PS-57". Fibreboard sheathing when used structurally shall be so identified by an approved agency conforming to the Product Standard. Fibreboard should not be used for exterior structural purposes without specific approval of the Chief Physical Planner.
(g) Hardboard shall conform to the applicable Product Standard, "PS-58 Basic Hardboard", "PS-59 Pre- finished Hardboard Panelling" or, "PS-60 Hardboard Siding", and shall be identified as to classification. Hardboard siding when used structurally shall be identified by an agency approved by the Authority as conforming to the Product Standard.
(h) Particle board shall conform to American National Standard
for Mat-Formed Wood Particleboard - ANSI A208.1. Particleboard shall be identified by the grade mark or Certificate of Inspection issued by an agency approved by the Authority.
(i) Particle board sub floor or combination subfloor-
underlayment shall conform to one of the Grades in Table 14-
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4.
(j) Particle board should be used with caution. Particle- board used for sub flooring or roof decking or for wall sheathing should be moisture and termite resistant.
(k) All lumber and plywood required to be treated shall bear an
approved AWPB Quality Mark or that of an inspection agency approved by the Authority, that maintains continuing control, testing and inspection over the quality of the products.
(l) Wood flooring of the various types shall be manufactured
and identified as required in an appropriate standard such as:
- Laminated Hardwood Block Flooring - Interim Industry Standard HPMA-LF 1971.
- Flooring Grading Rules (Oak, Pecan Beech, Birch,
Hard Maple) - National Oak Flooring Manufacturers Association.
- Hard Maple Flooring Standard Specification (Hard
Maple, Beech and Birch) - Maple Flooring Manufacturers Association.
(m) It is recommended that where rainwater is collected from a
shingled roof a filter be installed at the inlet pipe to the storage tank.
1403.3 Sustainable timber mitigates climate change
Some guidance on specifying sustainable timber is given below: (a) Timber must be specified from an appropriate source to be
categorized as renewable.
(b) Wherever possible use timber from nearby sources.
(c) Select timber products with volatile organic com- pound limits, e.g. wood products that do not contain urea- formaldehyde resin.
1404 SIZES
(a) All timber structural members shall be of sufficient size to
carry the dead and required live loads without exceeding the allowable deflections or working stresses specified. Adequate bracing and bridging to resist wind and other forces shall be provided.
(b) Sizes of timber members referred to by this Code are nominal
sizes. The minimum acceptable net sizes conforming to normal sizes shall be within 2 percent of the minimum net sizes
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specified in AITC 100 at 19 percent moisture content. Computations to determine the required sizes of members shall be based on the net sizes contained in the standard.
1405 ALLOWABLE UNIT STRESSES
1405.1 General
(a) Timber joists and rafters shall be designed using the allowable
unit stresses in AITC 100.
(b) Timber members supporting plastered ceilings shall be so proportioned that their deflection under full live load shall not exceed 1/360 of the span; and timber members, not supporting plastered ceilings, shall be so proportioned that their deflection under full live load shall not exceed 1/240 of the span.
(c) The span of roof rafters shall be measured horizontally from
bearing to bearing.
(d) Where there is an accessible space having a clear vertical height of 30" or more, ceiling joists shall be designed as having usable attic space.
1405.2 Plywood Stresses
(a) Working stresses of plywood other than those covered by the
American Plywood Association Standard shall be determined according to the (APA) species.
(b) All plywood permanently exposed in outdoor locations shall
be of exterior type, and where used for roof or exterior wall sheathing shall meet the performance standards for exterior type plywood in the APA standard
(c) Walls or roofs sheathed with plywood may be considered as
diaphragms to distribute horizontal forces, based on structural analysis and/or tests; and where so used plywood shall be bonded with approved exterior adhesive. Adhesives are temperature sensitive and the potential for weakening of the adhesive due to global temperature rise shall be considered when plywood is specified.
(d) All plywood used structurally shall bear the identification of
an approved agency as to type and grade, species of veneer used and conformance with the appropriate standard.
1405.3 Glued Laminated Members
(a) The Authority may require tests to determine the strength,
permanence, effect of temperature, moisture and insect- resistance of adhesives; and only approved adhesives may be used.
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(b) The Authority may limit or otherwise regulate the use of glued-
laminated members after consideration of the manufacture, location and service conditions, including temperature.
1405.4 Timber Trusses
(a) Trusses shall be designed by methods admitting of rational
analysis.
(b) Where metal is used for connecting wood members such metal shall be not less than 18 gauge and shall be galvanised.
(c) The allowable deflection under live load, for trusses shall be
1/360 of the span for plastered ceilings, 1/240 for unplastered finished ceilings, and 1/180 for trusses without a ceiling.
(d) The design of metal plate connected wood trusses shall
comply with the "Design Specifications for Light Metal Plate Connected Wood Roof Trusses" - Truss Plate Institute, 2400 East Devon, Des Plaines, Illinois 60018, or other Standard approved by the Authority.
(e) Where trusses are to support mechanical or other
equipment, the trusses shall be designed for such additional load.
1406 CONSTRUCTION DETAILS
An allowance shall be provided for differential movement at joints and interfaces between timber elements and other materials. The separation shall take into account the likelihood that global temperatures are increasing.
1406.1 Roof Joists and Rafters
(a) Maximum spans for roof joists and rafters shall be in accordance with "Span Tables for Joists and Rafters", as published by the National Forest Products Association, or other acceptable design method.
(b) Joists shall be supported laterally at the ends by solid blocks or
diagonal struts. Such bridging may be omitted where ends of joists are nailed to a header, band joist or to an adjoining stud.
(c) Notches on the ends of joists shall not exceed one- fourth
(1/4) the depth. Holes bored for pipes or cable shall be on the neutral axis and at least two (2) inches from the top or bottom of the joist. The diameter of any such hole shall not exceed one-third (1/3) the depth of the joist. Holes shall not be less than three diameters apart. Notches for pipes in the top or bottom of joists shall not exceed one-sixth (1/6) the depth and shall not be located in the middle one-third (1/3) of the span.
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1406.2 Roof Sheathing
(a) All rafters and roof joists shall be covered with sheathing such as:
(i) Lumber
Solid sheathing - Wood boards of three quarter (3/4) inch (net) minimum thickness.
(ii) Plywood
Applied in accordance with the provisions of Table 14-1(b).
(iii) Insulating Roof Deck
Fibreboard insulating roof deck not less than one (1) inch nominal thickness.
(b) Joints in lumber sheathing shall occur over supports unless
end-notched lumber or approved clips are used, in which case each piece shall bear on at least two rafters.
1406.3 Floor Joists
a) Maximum spans for floor joists shall be in accordance with the
"Span Tables for joists and Rafters", as provided by the National Forest Products Association; or may be designed in accordance with other standard criteria.
b) Spans for field-glued plywood lumber floor systems using
adhesives shall be as set forth in "APA Glued System", as published by the America Plywood Association. Adhesives for the APA Glued Floor System shall be those meeting the requirements of AFG-01, "Adhesives for Field Gluing Plywood to Wood Framing", as published by the American Plywood Association.
c) Except where supported on a one by four inch (1" x 4")
ribbon strip and nailed to the adjoining stud, the ends of each joist shall have not less than one and one-half (1-1/2) inches of bearing on wood or metal nor less than three (3) inches of masonry.
d) Floor joists having a depth to thickness ratio exceeding six
and the design live load is in excess of forty (40) pounds per square foot, shall be supported laterally by bridging or blocking installed at intervals not exceeding eight (8) feet.
e) Joists shall be supported laterally at the ends by solid blocks or
diagonal struts except where the ends of joists are nailed to a beam (wood or steel with an attached nailer) header, band joists or to an adjoining stud.
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f) Notches on the ends of joists shall not exceed one- fourth
(1/4) the depth. Holes bored for pipes or cables shall not be within two (2) inches of the top or bottom of the joist and the diameter of any such hole shall not exceed one-third (1/3) the depth of the joist. Notches for pipes in the top or bottom of joists shall not exceed one-sixth (1/6) the depth and shall not be located in the middle one-third (1/3) of the span.
g) Joists framing from opposite sides of a beam, girder or
partition shall be lapped at least four inches and fastened, or the opposing joists shall be tied together in an approved manner.
h) Joists framing into the side of a wood girder shall be
supported by framing anchors, on ledger strips not less than two (2) by two (2) inches, or by other approved methods.
Table 14-1 (a)
Spans of Plywood Sub-floor Continuous over Two or More Supports
Panel Identification Index Maximum Span (in)
32/16,36/16 16
42/20 20
48/24 24
Table 14-1(b)
Allowable Spans for Plywood Roof Sheathing Continuous over Two or More Supports (in.)
Panel Identification Index
Maximum span if block or other edge support (in.)
Maximum span with- out edge support (in.)
24/0 (1/2" only) 24 20
30/12 30 26
32/16 30 28
36/16 32 30
42/20 36 32
48/24 42 36
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Notes:
(1) These values apply for Structural 1 and 11, C-D Sheathing and C-C grades only. Spans
shall be limited to values shown because of possible effect of concentrated loads.
Edges may be blocked with lumber or other approved type of edge support.
(2) Identification Index appears on all panels in the construction grades listed in footnote (1).
(3) For roof live load of 40 psf, decrease span by 13 percent or use panel with next greater identification index.
(4) Plywood edges shall have approved tongue and groove joints or shall be supported
with blocking, unless one-fourth (1/4) inch minimum thickness underlayment is installed, or finished floor is 25/32" wood strip. Allowable uniform load based on deflection of 1/360 of span is 165 psf.
(5) For joists spaced 24" on plywood sheathing with Identification Index numbers 42/20 or
greater can be used for subfloors when supporting 1-1/2" lightweight concrete.
Table 14-2
Allowable Spans for Plywood Combination Subfloor-Underlayment
Plywood Continuous over Two or More Spans and Face Grain Perpendicular to Supports - Thickness in inches
Species Groups Maximum Spacing of Joists (inches)
1
16 20 24
1/2 5/8 3/4
2,3 5/8 3/4 7/8
4 3/4 7/8 1
Notes:
(1) Applicable to Underlayment grade, C-C (Plugged) and all grades of sanded exterior type plywood. Spans limited to values shown because of possible effect of concentrated loads. Allowable uniform load based on deflection of 1/360 of span is 125 psf. Plywood edges shall have approved tongue and groove joints or shall be supported with blocking, unless one-fourth (1/4) inch minimum thickness underlayment is installed, or finish floor is 25/32" wood strip.
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(2) If wood strips are perpendicular to supports, thickness shown for 16" and 20" spans may be used on 24" spans. Except for 1/2 inch.
(3) Underlayment Grade and C-C (plugged) panels may be of nominal thickness 1/32 inch less
than the nominal thickness shown when marked with the reduced thickness.
Table 14-3
Minimum Thickness of Lumber Sub-flooring
Joist spacing (in.)21 Minimum net thickness for lumber placed (in.)
Perpendicular to joists Diagonally to joists
24 1-1/16 3/4
16 5/8 5/8
12 5/8 5/8
1406.4 Sub-flooring
(a) All floor joists shall be covered with sub-flooring such as lumber, plywood or particle board. Sub- flooring may be omitted when tongue and groove boards are used as per 1406.4 (d)
(b) The minimum thickness of lumber used as sub- flooring shall
be in accordance with Table 14-3.
(c) Plywood shall be applied in accordance with the provisions of Table 14-2.
(d) Sub-flooring may be omitted when joist spacing does not
exceed sixteen (16) inches and nominal one (1) inch tongue and grooved wood strip flooring is applied perpendicular to the joists.
(e) When resilient flooring is applied directly to plywood subfloor,
it shall be applied in accordance with the provisions of Table 14-3 and fastened in accordance with a standard fastening system.
(f) Particleboard should be applied in accordance with the
provisions of an acceptable fastening system in accordance with NPA - 1969 "How to Install Particle- board Underlayment". When resilient flooring is applied directly
21 Note: Joists in sub-flooring shall occur over supports unless end-matched lumber is used, in which case each piece shall bear on at least two (2) joists.
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to the particle board sub-floor, it shall be applied in accordance with the provisions of Table 14-4 and fastened in accordance with a standard fastening system.
Table 14-4
Allowable Spans for Particleboard Subfloor and
Combined Subfloor-underlayment (1), (4)
Grade Thickness (in.)
Maximum spacing of supports (2), (3)
Subfloor (in.) Combined subfloor underlayment (in.)
2-M-W 5/8 16 16
2-M-W 21/32 3/4
16 19
16 19
2-M-F 3/4 19 19
2-M-F 3/4 19 19
Notes: (1) All panels continuous over two (2) or more supports and the tongue-and- groove panels are installed with the long dimension perpendicular to supports.
(2) Uniform deflection limitation: 1/360th of the span under 100 psf
minimum load.
(3) Edges shall have tongue-and-groove joints or shall be sup- ported with blocking unless 1/4" minimum thickness underlayment is installed, or finish floor is 25/32" wood strip.
(4) Floor sheathing conforming with this Table shall be deemed to meet the
design criteria of 1406.4.
1406.5 Post and Beam Framing
(a) Where post and beam framing is used in lieu of stud and joist construction, the posts shall be located to support the beams above and shall be designed in accordance with sound engineering principles.
(b) Intermediate framing shall be attached to the posts and
braced so that the frame is capable of accepting lateral loads in addition to loads transferred by the sheeting.
1406.6 Stair Framing
(a) Stair framing shall be supported adequately on floor framing
or on walls or partitions.
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(b) Except in public stairs where the number and size of stringers shall be determined by engineering analysis, two (2) rough stringers shall be provided for each set of stairs, cut to receive finish treads and risers of uniform width and height.
(c) Unless stringers are supported on partitions, and except for
open staircases, the minimum effective depth at each notch shall be not less than three and one-half (3-1/2) inches.
1406.7 Joists Supporting Partitions
Bearing partitions parallel to joists shall be supported on beams, girders, walls, or other bearing partitions. Bearing partitions perpendicular to joists shall not be offset from supporting girders, wall or partitions more than the joist depth, unless such joists are of sufficient size carry the additional load.
1406.8 Exterior Wall Framing
Stud size and spacing of studs in one-and-two storey buildings shall be not less than two (2) by four (4) inches with the wide face perpendicular to wall. In three-storey buildings, studs in the first storey shall be not less than three (3) by four (4) inches or two (2) by six (6) inches. Studs shall be spaced not more than as shown in Table 14- 5. However, the walls shall be designed to resist the dead and live loads as per Section 12.
Table 14-5
Maximum Spacing of Studs (inches)
Stud size (in.) Supporting roof and ceiling only
Supporting 1 floor, roof and ceiling
Supporting 2 floors, roof and ceiling
2 x 4 24 16 16
3 x 4 24 24 16
4 x 4 24 24 16
2 x 6 24 24 16
1406.9 Bracing of Exterior Stud Walls
(a) Not less than three (3) studs shall be installed at every corner of an exterior wall, except that a third stud may be omitted through the use of continuous wood spacer or backup cleat of 3/8 inch thick plywood, 1 inch thick lumber or other approved devices which will serve as an adequate backing for the attachment of facing materials.
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(b) Stud walls shall be braced by one of the following methods:
(i) Nominal one (1) inch by four (4) inch continuous
diagonal strips set into the face of the studs and top and bottom plates at each corner of the building.
(ii) Wood boards of five-eighths (5/8) inch (net)
minimum thickness, applied diagonally.
(iii) Wood sheathing panels two (2) by eight (8) feet of five-eighths (5/8) inch minimum thickness applied horizontally.
(iv) Plywood sheathing panels not less than forty- eight
(48) inches wide and ninety six (96) inches long applied vertically or horizontally.
(c) Sheathing shall be applied on the exterior walls of all Type 5
buildings (Table 3-2), more than one (1) storey in height except when back plastered stucco construction is used. However, where sheathing is not being used the method of applying the waterproof wall finish shall be carried out to the approval of the Chief Physical Planner.
(d) Sheathing, where required for exterior walls, shall be applied
solidly over the wall surface and shall be one or more of the following materials and shall be installed in accordance with the manufacturers' recommendations:
(i) Wood and sheathing panels five eighths (5/8) inch
minimum thickness.
(ii) Plywood complying with Table 14-5 shall be not less than five-sixteenths (5/16) inch thick for sixteen (16) inch stud spacing or not less than three-eighths (3/8) inch for twenty-four (24) inch stud spacing. Plywood of exterior type complying with 1406.8, may also serve as siding.
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Table l4-6
Allowable Spans for Plywood Wall Sheathing
Panel identification
Maximum stud spacing and construction (in)
Exterior covering nailed to:
Stud Sheathing
5/16 16 16
3/8 and 1/2 24 16
3 ply 24 24
1/2 (4 and 5 ply) 24 24
Notes: a) When plywood sheathing is used, building paper and diagonal wall
bracing can be omitted.
b) When siding such as shingles is nailed only to the plywood sheathing, apply plywood with face grain across studs.
1406.10 Interior Bearing Partitions
(a) Studs in one (1) two (2) storey buildings shall be not less than
two (2) x four (4) inches with the wide face perpendicular to the partitions. In three (3) storey buildings, studs in the first storey shall not be less than three (3) by four (4) inch or two (2) by six (6) inches.
(b) Studs shall be spaced not more than shown in Table 14-5.
(c) Headers shall be provided over each opening in interior bearing partitions.
(d) Studs shall be capped with double top plates installed to provide
overlapping at corners and at intersections with exterior walls. End joints in double top plates shall be offset at least twentyfour (24) inches. For platform frame construction, studs shall rest on a single bottom plate.
Exception: A single top plate may be installed but must be designed so as to provide continuity of the capping.
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1406.11 Exterior Wall Coverings
Exterior wall coverings of other than the following shall be of material approved for exterior use and shall be applied in accordance with the manufacturers' recommendations when not otherwise covered in this Code. Exterior wall coverings shall provide weather protection for the building at the walls.
(a) Weather-boarding. Wood siding patterns known as rustic
drop siding or shiplap shall have an average thickness in place of not less than nineteen-thirty seconds (19/32) inches and shall have a minimum thickness of not less than three-eighths (3/8) inches. Bevel siding shall have a minimum thickness measured at the butt section of not less than seven-sixteenths (7/16) inches and a tip thickness of not less than three-sixteenths (3/16) inches. Siding of lesser dimensions may be used provided such wall covering is placed over sheathing which conforms to the provisions of 1406.9.
(b) Wood Shingles or Shakes. Wood shingles or shakes attached
to sheathing other than wood or plywood shall be secured with approved mechanically-bonding nails or by corrosive resisting common nails on shingle nailing boards securely nailed to each stud with two 8d nails. Wood shingles or shakes may be applied over fibreboard shingle backer and fibreboard sheathing with approved non-corrosion annular grooved nails or may be nailed directly to fibreboard sheathing with non-corrosion annular grooved nails. The minimum thickness of wood shingles or shakes between nailing boards shall be not less than three- eighths (3/8) inches.
(c) Plywood. Plywood shall be of the exterior type and shall have
a minimum thickness of three-eighths (3/8) inches. All plywood joints shall be backed solidly with nailing pieces not less than two (2) inches in width, unless wood or plywood sheathing is used, or joints are lapped horizontally, or otherwise made waterproof.
(d) Stucco. Stucco or exterior plaster shall conform to
requirements of Section 15.
(e) Metal. Exterior wall coverings may be of formed metal not less in thickness than 18 gauge. For aluminum siding, the instructions of the manufacturers are to be followed.
(f) Flashing shall be provided as necessary to prevent the entrance
of water at openings in, or projections through exterior walls; at intersections of exterior wall coverings of different materials, unless such materials are provided with self-flashing joints; at other points subject to the entrance of water. Caulking shall be provided where such flashing is determined by the Chief Physical Planner to be impractical.
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1406.12 Roof Covering
(a) Any roof covering permitted in this Code may be applied to dwellings. Whenever composition roofing is used, solid sheathing shall be applied.
(b) Flashings shall be placed around openings and extensions of mechanical appliances or equipment through the roof and otherwise as necessary to provide adequate drainage.
(c) All roof coverings shall be installed in accordance with standard approved practices and in accordance with manufacturer's instructions.
(d) The fire resistive rating of the roof covering shall be approved by the Chief Physical Planner for the specific application desired.
1407 VENTILATION
(a) The space between ceiling joists and roof rafters shall be effectively ventilated. Openings shall be located to provide effective cross-ventilation, and such openings shall be covered with a corrosion-resistant mesh.
(b) The space between the bottom of wood-floor joists and the
ground of any building, except such space as is occupied by a basement or cellar, shall have ventilating openings through foundation walls, and such openings shall be covered with a corrosion-resistant wire mesh. Where practicable, ventilating openings shall be arranged on three sides. The minimum total area of ventilating openings shall be 2 sq.ft. for each 15'0" of exterior wall. Such openings need not be placed in the front of the building.
(c) Where wood-floor joists are used, there shall be not less than
18" distance between the bottom of such floor joists and the ground beneath.
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SECTION 15
CONCRETE BLOCK AND MASONRY CONSTRUCTION
Contents
1501 GENERAL
1502 QUALITY, TESTS AND APPROVALS
1502.1 General 1502.2 Brick 1502.3 Hollow and Concrete Masonry Units 1502.4 Mortar and Grout Materials
1503 WORKING STRESSES
1503.1 General Requirements 1503.2 Working Stresses in Un-reinforced Masonry 1503.3 Higher Working Stresses 1503.4 Allowable Stresses in Composite Walls 1503.5 Allowable Stresses in Plain Concrete 1503.6 Shear 1503.7 Tension 1503.8 Concentrated loads
1504 C0NSTRUCTlON DETAILS
1504.1 General 1504.2 Walls 1504.3 Stiffener Columns 1504.4 Tie Beams or Belt Courses 1504.5 Parapet Walls 1504.6 Piers 1504.7 Brick and Stone Walls 1504.8 Partitions 1504.9 Decorative Masonry Screens
1505 CHANGE IN WALL THICKNESS
1506 CHASES
1507 SUPPORTED STRUCTURAL MEMBERS
1508 SUPPORT ON WOOD
1509 ARCHES AND LINTELS
1510 CONSTRUCTION PRECAUTIONS
1511 GROUTED AND FILLED MASONRY
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1512 MORTAR AND GROUT
Table 15-1 Minimum Compressive Strength of Mortar
Table 15-2 Types of Mortar Required
Table 15-3 Mortar Proportions by Volume
Table 15-3 (A)Properties of Concrete In-fill
Table 15-4 Allowable Compressive Stresses for Empirical Design of Masonry
Table 15-5 Specified Compressive Strength of Masonry based on Specifying the Compressive Strength of Masonry Units
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SECTION 15
CONCRETE BLOCK AND MASONRY CONSTRUCTION
1501 SCOPE
(a) All masonry construction shall conform to the provisions of this Section and other applicable Sections of this Code. The principal reference Codes and Standards are CUBiC Part 2 Section 4 - Structural Requirements - Block Masonry, and ACI 530-92 - Building Code Requirements for Masonry Structures.
(b) In all cases masonry shall be of adequate thickness, strength and proportions to support all superimposed loads within the allowable working stresses pre- scribed.
(c) All masonry materials are required to meet the specifications as
outlined in 1502. If the Chief Physical Planner has reason to doubt that the materials meet the applicable specifications he may require tests on the materials.
(d) Masonry units may be re-used when clean, whole and
conforming to the other requirements of this Section, except that the allowable working stresses shall be fifty (50) percent of those permitted for new masonry units.
(e) Masonry units to be reused as structural units in areas subject to
the action of the weather or soil shall not be permitted unless representative samples are tested for compliance with the applicable requirements of Section 1502.
(f) The wall thickness and other specified dimensions are nominal
dimensions. The actual masonry or wall dimensions may vary from the nominal dimensions by not more than one-half (1/2) inch.
(g) Where masonry units are used as veneer, weepholes shall be
provided at four (4) feet on centers by omitting mortar in the vertical joints at the bottom course of the veneer or at the lintels in multi-storey buildings. A shield or insect barrier shall be provided having openings or louvers one-sixteenth (1/16) inch or less which drains and dries the inner cavity but will retain poured insulation.
(h) All brick masonry units, except hollow clay and shale brick,
shall be laid with full head and bed joints and all interior vertical joints that are designed to receive mortar shall be filled. The average thickness of head and bed joints shall not exceed one-half (1/2) inch.
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1502 QUALITY, TESTS AND APPROVALS
1502.1 General
(a) Quality. The quality of materials assembled into masonry and the method and manner of their assembly shall conform to the requirements of 1502.
(b) Other material of masonry, other than set forth herein, which is
incombustible and otherwise sufficiently embodies the characteristics and satisfies the requirements of one of the materials herein may be specified by the designer of the building, but the use of such material shall be subject to the approval of the Director.
1502.2 Brick
The structural use of brick shall be avoided except where special provision can be made for reinforcement and/or for composite behaviour with other members of materials such as steel or reinforced concrete.
(a) General. Bricks shall include masonry units up to 4- 1/4"
thick, 4-1/4" wide and 8-3/4" long not less than 75 percent solid.
(b) Tests. Tests shall be made in accordance with BS 1257, or
other standard approved by the Chief Physical Planner.
(c) Quality. Bricks shall conform to the relevant British or American Standard.
1502.3 Hollow and Solid Concrete Masonry Units
(a) Hollow concrete masonry units shall be of a quality at least
equal to that required by "Specifications for Hollow Load- Bearing Concrete Masonry Units, ASTM C90", or "Specifications for Solid Load- Bearing Concrete Masonry Units, ASTM C145", when used for bearing walls or piers or when in contact with the ground or exposed to the weather, or equal to "Specifications for Hollow Non-Load-Bearing Concrete Masonry Units" ASTM Cl29 when used for non-load bearing purposes and not exposed to the weather.
(b) Structural concrete filler-block or floor tile when included
in strength calculations in ribbed floor construction shall have webs and shells not less than one inch thick, unless otherwise designed, and shall develop an average compressive strength on the net area not less than that of the rib concrete.
(c) Concrete in-fill shall be in accordance with Table 15- 3 (A) or
with CUBiC Table 2.405.1.
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1502.4 Mortar and Grout Materials, Proportions and Workability
(a) Mortar and its ingredients shall be of a quality at least equal to that required by "Standard Specifications for Mortar for Units Masonry", ASTM C270, or "Standard Specifications for Mortar and Grout for Rein- forced Masonry", ASTM C476 or the relevant British standard.
(b) Masonry cement shall be of a quality at least equal to that
required by "Masonry Cement, ASTM C91".
(c) The type of mortar used for any specific job shall be as required in Table 15-2.
(d) Grout for non-reinforced and reinforced masonry shall
conform to "Standard Specifications for Mortar and Grout for Reinforced Masonry", ASTM C476.
(e) Where mortar type is determined in accordance with Table 15-
1 the volume of aggregate in mortar shall be not less than two and one-fourth (2-1/4) times but not more than three times the volume of cementitious material. When mortar type is determined by proportions, the aggregate ratio shall comply with Table 15- 3.
1503 WORKING STRESSES
1503.1 General Requirements
(a) In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.
(b) The thickness of masonry walls shall be sufficient at all points
to withstand all vertical and horizontal loads as specified in Section 12.
(c) Stresses shall be calculated on actual rather than nominal
dimensions.
(d) The maximum allowable stresses in masonry shall not exceed those set out in this Section, unless it can be determined by accepted engineering analysis that the design meets all safety requirements.
1503.2 Working Stresses in Unreinforced Masonry
Except as may be permitted by the Chief Physical Planner on the basis of a rational engineering design, the compressive stresses in un- reinforced masonry shall not exceed the values given in Table 15-4.
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1503.3 Higher Working Stresses
Higher stresses than herein specified may be used, but only if it is clearly established to the satisfaction of the Chief Physical Planner, by tests, or other approved evidence, that material of a higher grade or a superior workmanship than is generally provided in accepted practice will be employed under approved inspection. Higher stresses, however, shall not be used unless approval is given by the Chief Physical Planner in writing.
1503.4 Allowable Stresses in Composite Walls
In composite walls or other structural members composed of different kinds or grade of masonry units or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the units and mortars of which the wall or member is composed.
1503.5 Allowable Stresses in Plain Concrete
Unless designed in accordance with the provisions of Section 16, structural members of plain concrete shall be proportioned for allowable stresses not to exceed twenty-five (25) percent for compression and three (3) percent for tension in extreme fiber in flexure of the compressive strength of the concrete. When the ratio of height to thickness exceeds ten (10), the percentages for compression stress shall be reduced proportionately to eighteen percent for a ratio of height to the thickness of 20.
1503.6 Shear
The shear in unit masonry shall not exceed one tenth the allowable compressive stress.
1503.7 Tension
Un-reinforced unit masonry shall be assumed to have no value in resisting tension.
1503.8 Concentrated Loads
Walls of hollow masonry units shall not directly support concentrated loads. Such loads shall be carried by concrete padstones or capping beams.
1504 CONSTRUCTION DETAILS
1504.1 General
(a) Masonry walls of hollow or solid units or plain concrete shall be constructed as specified in Part 2 Section 2.400 of CUBiC, or in accordance with alternative rational design and detailing based on the fundamental principles of structural
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engineering.
(b) Reinforced concrete shall comply with the requirements of Section 16.
(c) Part 2 Section 2.445 of CUBiC is applicable for the
construction of small single or two storey buildings to resist seismic and hurricane loads.
1504.2 Walls
(a) Load-bearing walls of unit masonry shall have a minimum
thickness of 6" except as otherwise approved by the Chief Physical Planner on the basis of engineering calculations showing that the wall can resist adequately the calculated vertical and horizontal forces.
(b) No roof or other members shall be so placed that they will
develop direct horizontal thrust on walls unless such walls are specifically designed to withstand such thrust.
(c) The maximum area of wall panels of 6" or 8" thick unit
masonry, as measured between the concrete members which frame the panel such as the beams and its columns, shall not exceed 256 sq.ft. unless otherwise approved by the Chief Physical Planner on the basis of engineering calculations provided by the design engineer.
(d) For resistance to seismic and lateral forces, walls of hollow
concrete block shall be designed in accordance with CUBiC Part 2, Section 4 - Structural Design Requirements Block Masonry, or in accordance with any other Code approved by the Chief Physical Planner.
(e) Wall reinforcement shall be as required by Seismic
Performance Category C for buildings in seismic zones with peak ground accelerations of 0.2g to 0.3g. (These zones include Grenada, St Vincent, St Lucia and Montserrat.) Police stations and buildings housing emergency medical facilities and other buildings as required by the Chief Physical Planner shall be designed in accordance with Seismic Performance Category D (See CUBiC 2.424).
(f) A check shall be made to establish if the minimum
reinforcement in block walls is adequate for walls under wind or earthquake loads.
1504.3 Stiffener columns
(a) Concrete stiffener columns shall be required in walls of unit
masonry as follows:
(i) The maximum area of wall panels of 6" or 8" thick concrete block as measured between the concrete
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members which frame the panels, such as the beams and stiffener columns shall be 256 square feet.
(ii) At intervals not exceeding 20' 0" between
columns.
(iii) At corners and junctions of load bearing walls, unless the walls are properly bonded into one another and no opening occurs within 1' 4" of the nearest wall face at the corner.
(iv) At the end of load bearing walls.
(v) Notwithstanding the above, concrete stiffener columns
shall also be required adjacent to any wall opening if the omission of the columns would result in stresses in the block work greater than that permitted under 1503.4 at the ends of free standing walls.
(b) Structurally designed columns may be substituted for the
stiffener columns herein required. When interior cross-walls are properly bonded into the external wall these may be assumed to act as ties to the columns, provided no openings occur in either the exterior walls or the interior cross walls within 1' 4" of the nearest wall face.
Note: A corner or junction shall be considered to be properly
bonded if all holes in all hollow blocks forming the junction are filled with concrete as per CUBiC Part 2 Section 4 Table 2.405.1, and reinforced with No 4 bars. Concreting of the cavities shall be in accordance with CUBiC 2.409.17.
(c) Stiffener columns shall not be less than 12" in width unless
otherwise approved by the Chief Physical Planner. Stiffener columns having an unbraced height exceeding 15' 0" shall be not less in thickness than the wall and not less than 9". The column shall be designed to resist applicable lateral loads based on rational analysis. The unbraced height shall be taken at the point of positive lateral support.
(d) Stiffener columns shall be reinforced in accordance with Part
2 Section 4 of CUBiC (2.413) and with not less than 0.010 times the gross cross-sectional area of the concrete, nor less than four 1/2" diameter bars, with 1/4" diameter links spaced at 12 " centres generally and in accordance with 2.413.8 of CUBiC. Vertical reinforcing shall be tied to the footing and splices shall be lapped 30 bar diameters. The cover to the reinforcement (including links) shall be not less than 1".
(e) The concrete stiffener columns set forth herein are a minimum
to limit masonry panel areas and provide an integrated
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framework for masonry. The spacing of concrete columns for skeleton frame construction may exceed the spacing herein set forth provided the masonry panels have an area of less than 256 sq.ft, and the structural system is designed to transmit horizontal wind loads to the columns.
(f) Concrete stiffener columns designed to limit masonry panel
areas may be offset at tie beams or other horizontal members to avoid openings, but the maximum spacing shall not be exceeded.
(g) Concrete stiffener columns in load-bearing walls shall normally
be poured only after the masonry units are in place. Where masonry walls in skeleton frame construction are laid up after the frame has been erected they shall be properly tied to the frame with vertical bars at 16" centres and horizontal bars at 24" centres. Where structural steel members are fire- protected with masonry units the panel walls shall be bonded into such units.
(h) For small masonry buildings the requirements set forth in
CUBiC Part 2 Section 4 or those set forth in the Building Guidelines apply.
1504.4 Tie Beams or Belt Courses
(a) Tie beams of reinforced concrete shall be placed in all walls of
unit masonry, at each floor or roof level and at such intermediate levels as may be required to limit the vertical heights of the masonry units to 12' 0". For external walls of 6" concrete block the vertical height shall be no greater than 9' 0".
(b) A tie beam shall be not less in dimension than required for
the conditions of loading nor less than the following minimums: the width of a tie beam shall be not less than the width of the wall supporting it; the depth of such a beam shall be not less than 8".
(c) The tie beam shall be continuous. Continuity of the
reinforcing in straight runs shall be provided by lapping splices not less than 30 diameters for de- formed bars. Continuity shall be ensured at corners by providing positive anchorage to the main reinforcement. Continuity at columns shall be provided by continuing horizontal reinforcing through columns or by bending horizontal reinforcing in the columns a distance of 30 diameters.
(d) Changes in level of tie beams shall be made at columns.
(e) A tie beam may follow the rake of a gable or shed end.
(f) The concrete in tie beams shall be bonded to the masonry
units immediately below and shall not be separated
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therefrom by wood, felt, or any other material which may prevent bond.
1504.5 Parapet Walls
(a) Masonry parapet walls shall be reinforced with minimum
stiffener columns as previously specified and shall be coped with a concrete beam not less than 24 sq.in. in cross-section, reinforced with two 3/8" diameter reinforcing bars.
(b) A parapet wall exceeding 5' 0" in height above a tie beam or other point of lateral support shall be specifically designed to resist horizontal wind and other loads.
1504.6 Piers
(a) In any section of a load-bearing masonry wall where openings
are arranged to leave a load-bearing section of wall less than 16" wide, such section shall be of steel or reinforced concrete.
(b) Isolated masonry piers shall be so construct-ed that the
height of any such pier shall not exceed ten times the least dimension.
1504.7 Brick and Stone Walls
Load bearing walls of brick and stone shall be laterally supported by stiffener columns and tie beams, or the equivalent thereof, as detailed in 1504 and shall meet these additional requirements:
(a) In all brick walls at least every sixth course on both sides of
the wall shall be a header course or there shall be at least one full header in every 72 sq.in of each wall surface. In walls more than 12" thick, the inner joints of header courses shall be covered with another header course which shall break joints with the course below.
(b) Rubble stone walls shall be 4" thicker than is required for solid brick or concrete walls of the same respective heights but no part shall be less than 16" thick.
1504.8 Partitions
(a) The requirements specified herein shall apply to non load
bearing partitions, other than fire walls, of unit masonry construction.
(b) The lateral distance between vertical supports of non load
bearing interior partitions of unit masonry shall not exceed 36 times the actual thickness of the partition, excluding plaster, and the height shall not exceed the length.
(c) A partition which does not extend to full storey height shall be
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capped with a concrete beam at least 4" high and of width at least equal to the width of the partition. The beam shall be reinforced with a single 3/8" diameter bar to which all vertical reinforcing bars shall be anchored.
1504.9 Decorative Masonry Screens
Decorative grills or screens constructed of masonry laid with cells through the wall shall be non load bearing, and shall have units so bonded and reinforced as to resist all over- turning moments.
1505 CHANGE IN WALL THICKNESS
Except for permissable chases and recesses, walls shall not vary in thickness between their lateral supports. Where cavity walls or walls of hollow masonry units are decreased in thickness, a course of solid masonry not less than four (4) inches in thickness shall be interposed between the wall below and the thinner wall above, or the hollow units in the top course of the thicker wall shall be filled solidly with concrete (of 1:3:6 mix) or with Type S mortar or grout in accordance with ASTM 476C.
1506 CHASES
Chases in masonry walls shall be in accordance with 2.409.24 to 2.409.26 of CUBiC.
1507 SUPPORTED STRUCTURAL MEMBERS
When combustible structural members frame into walls of thickness not greater than twelve (12) inches, they shall project not more than four (4) inches into the wall and shall be so spaced that the distance between embedded ends is not less than four (4) inches. The space above, below and between such members shall be filled solidly with mortar, grout, concrete, or equivalent fire-resistive material to a depth of not less than four (4) inches on all sides of the members.
1508 SUPPORT ON WOOD
(a) Masonry shall not be supported on combustible construction, except that prefabricated partitions weighing not more than thirty (30) pounds per square foot, properly strapped or reinforced and provided with proper nailing devices for attachment, may be supported on combustible construction, provided the supporting construction has been designed to carry such loads.
(b) Concrete decks for roofs or floors may be supported on
timber columns provided such decks and their supporting members have been designed in accordance with accepted
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engineering practices and that special provision is made to provide resistance to wind and earthquake forces.
(c) When exposed to the weather the wood supporting members
shall be of approved wood of natural decay resistance and pressure treated against termites and shall be separated from the concrete by the use of a membrane covering.
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1509 ARCHES AND LINTELS
The masonry above openings shall be supported by well buttressed arches or lintels of non- combustible materials which shall bear on the wall at each end for not less than four (4) inches. In addition, the bearing area shall be sufficient to prevent a concentration of compressive stresses greater than those allowed in Table 15-4.
1510 CONSTRUCTION PRECAUTIONS
(a) Except when carried independently by girders at each floor, a masonry wall shall not be built up more than twenty-five (25) feet in height in advance of other walls of the building. Walls shall be adequately braced during erection.
(b) Masonry walls in locations where they may be ex- posed to
high winds during erection shall not be built higher than ten (10) times their thickness unless adequately braced or until provision is made for the prompt installation of permanent bracing at the floor or roof level immediately above the story under construction.
(c) Back fill shall not be placed against foundations walls until they
have been braced to withstand the horizontal pressure.
1511 GROUTED AND FILLED MASONRY
Grouted and filled masonry blocks is a form of construction made with clay, or concrete units in which the interior vertical spaces are filled with grout. The interior vertical spaces shall consist of continuous cavity space between unobstructed vertical cells of hollow units. Grouted masonry shall conform to all requirements this Code.
1512 MORTAR AND GROUT
(a) Mortar shall conform to "Specification for Mortar for Unit
Masonry ASTM C270". Grout shall conform to the applicable requirements of "Specifications for Mortar and Grout for Reinforced Masonry - ASTM C476," or shall be Type M or Type S mortar to which sufficient water has been added to produce pouring consistency. Mortar and grout for reinforced masonry shall be in accordance with ASTM C476.
(b) Where the minimum continuous clear opening of a grout
space exceeds six (6) inches, it may be filled and treated as unreinforced monolithic concrete. Masonry shall be laid in mortar of the types specified in Tables 15-2 and 15-3.
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Table 15-1
Minimum Compressive Strength of Mortar
Type
Minimum Compressive Strength at 28 days (psi)
M 2,500
S 1,800
N 750
O 350
Note: Average of three 2 inch cubes of laboratory prepared mixed mortar, in accordance with ASTM C270. "Standard Specifications for Mortar for Unit Masonry".
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Table 15-2
Types of Mortar Required
Type of Masonry Type of mortar permitted
Foundations: (below grade masonry)
M or S Footings Walls of Solid Units M, S or N Walls of Hollow Units M or S Hollow Walls M or S
Masonry: Other Than Foundation Masonry
Piers of Solid Masonry Piers of Hollow Units Walls of Solid Masonry Walls of Hollow Masonry
M, S or N M or S M, S, N or O M, S, or N
Hollow Walls and Cavity Walls (a) Design Wind Pressure Exceeds 20 psf. (b) Design Wind Pressure 20 psf or less
M or S
M, S or N
Glass Block Masonry
M, S or N
Non-Load Bearing Partition
M, S, N, O
Fire Brick
Refractory air setting mortar
Masonry Other Than Above
M, S or N
Note: Type S mortar is to be preferred whenever Type M mortar is not required in order to
meet the structural requirements.
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Table 15-3
Mortar Proportions by Volume
Minimum Compressive Strength of concrete block on Gross Cross Sectional Area (psi)
Mortar Mix (Cement:lime:sand)
Minimum Compressive Strength of mortar (psi)
1,500 1:0-1/2:3 2,500
1,000 1:0-1/2:4 1,800
*700 1:0-1/2:4 750
Note:
(a) The compressive strengths used have been converted from SI units. Tables 2.403.1 and 2.404.1 of Part 2 Section 4 of CUBiC should be read for the compressive strengths based on test results.
(b) *This grade of concrete blocks to be used for non-loadbearing walls only.
(c) For the purpose of these specifications, the weight of one (1) cubic foot of the respective materials
used shall be considered to be as follows:
Portland Cement 94 pounds Hydrated Lime 40 pounds Sand 80 pounds of dry sand
Table 15-3 (A)
Properties of In-fill Concrete
Minimum Compressive Strength on 6" cubes at 28 days
Concrete Mix for Cavity In- fill (cement: sand: coarse aggregate)
Minimum Compressive Strength of Concrete Block
2,300 1:3:6 1,000
3,300 1:2:4 1,800
Note: Aggregate size should not be greater than 3/4". See CUBiC Part 2 Section 4.
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Table 15-4
Allowable Compressive Stresses for Empirical Design of Masonry22
Construction: Compressive Strength of Unit, gross area, (psi)
Allowable compressive stresses gross cross section area (psi)
Type M or S Mortar Type N Mortar
Solid masonry of brick and other solid units of
clay or shale, sand lime or concrete brick 8,000 or greater 350 300 4,500 225 200 2,500 160 140 1,500 115 100
Grouted solid masonry of clay or shale, sand
lime or concrete
4,500 or greater 225 200 2,500 160 140 1,500 115 100
Masonry of solid concrete masonry units
3,000 or greater 225 200 2,000 160 140 1,200 115 100
Masonry of hollow load bearing units
2,000 or greater 140 120 1,500 115 100 1,000 75 70 700 60 55
Piers of hollow units, cellular spaces filled as in Section 15
95
90
Hollow walls (non-composite masonry bonded)
Solid units
2,500 or greater 160 140 1,500 115 100 Hollow units 75 70
22Masonry Structures Building Code (ACI 530-92/ASCE 5-92/TMS 402-92)
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Notes: Linear interpolation for determining allowable stresses for masonry units having
compressive strengths which are intermediate between those given in the Table.
The allowable shear and tension working stresses are given in Table A102-2 of Part 2 Section 4 Appendix 1 of CUBiC.
Table 15-5
Specified Compressive Strength of Masonry Based on Specifying the Compressive Strength of Masonry Units23
Compressive Strength of Concrete Masonry Units (psi)
Specified Compressive Strength of Masonry
Type M or S Mortar Type N Mortar
4,800 or more 3,000 2,800
3,750 2,500 2.350 2,800 2,000 1,850 1,900 1,500 1,350 1,250 1,000 950
23 See ACI 530-92 Masonry Structures Building Code
SECTION 16
PLAIN AND REINFORCED CONCRETE
Contents
1601 GENERAL
1602 CONCRETE QUALITY
1603 MATERIALS AND TESTS
1603.1 General 1603.2 Cements 1603.3 Aggregates 1603.4 Water 1603.5 Reinforcement 1603.6 Tests on Concrete
1604 ALLOWABLE UNIT STRESSES
1604.1 Working Stresses
1605 MIXING AND PLACING
1605.1 Forms and Equipment 1605.2 Mixing of Concrete 1605.3 Conveying 1605.4 Depositing 1605.5 Curing 1605.6 Bonding 1605.7 Hot weather
1606 FORMS AND DETAILS OF CONSTRUCTION
1606.1 Design of Forms 1606.2 Removal of Forms 1606.3 Placing of Reinforcement 1606.4 Splices in Reinforcement 1606.5 Concrete Protection for Reinforcement 1606.6 Construction Joints 1606.7 Concrete Walls
1607 PRECAST CONCRETE FLOOR AND ROOF UNITS
1607.1 General 1607.2 Strength of Concrete 1607.3 Workmanship 1607.4 Identification and Marking 1607.5 Cutting of Holes 1607.6 Anchorage 1607.7 Bridging
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1607.8 Connections
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Transportation, Storage and Erection
1608 PRESTRESSED CONCRETE
1608.1 General 1608.2 Design and Construction 1608.3 Handling and Installation
1609 FIBRE REINFORCED CONCRETE
1609.1 General 1609.2 Physical Properties 1609.3 Uses 1609.4 Manufacture
Table 16-1 Maximum Permissible Water-Cement Ratios for Concrete
Table 16-2 Grading of Concrete
Table 16-3 Minimum Cover to be provided for Concrete
Table 16-3(A) Bar Designations
Table 16-4 Requirements for Special Exposure Conditions
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SECTION 16
PLAIN AND REINFORCED CONCRETE
1601 GENERAL
(a) Reinforced and plain concrete shall be of materials, proportions, strength and consistency as set forth in this Section and shall be designed by methods admitting of rational analysis according to established principles of mechanics.
(b) Standards of design and construction for reinforced concrete
shall be in accordance with the provisions of the "Building Code Requirements for Reinforced Concrete, ACI 318.1 M- 89", or in accordance with BS 5328 "Concrete", and for plain concrete in accordance with the "Building Code Requirements for Structural Plain Concrete ACI 322."
(c) All members to be constructed of plain or reinforced concrete
shall be designed to resist effectively the loads imposed in accordance with Section 12.
1602 CONCRETE QUALITY
(a) Concrete mixes shall conform generally to those set out in Table 16-1. Where required by this Code, tests of concrete to determine suitable proportions of fine and coarse aggregates shall be carried out under the supervision of a qualified engineer. Where laboratory tests show that the required strengths may be obtained using higher water/cement ratios, the ratios given in Table 16-1 may be varied accordingly subject to the approval of the Chief Physical Planner.
(b) The Chief Physical Planner may accept concrete mixed by
volume provided the use of the concrete so mixed is limited to minor building works.
(c) The Chief Physical Planner may request that all plans
submitted for approval or used for construction of a building or other works show clearly the class of concrete used in the design of all parts of the structure.
(d) For grading of concrete mixes in accordance with BS 5328:
"Concrete", see Table 16-2.
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1603 MATERIALS AND TESTS
1603.1 General
(a) The Chief Physical Planner shall have the right to order testing of any materials used in concrete construction to determine if the materials are of the quality specified.
(b) Tests of materials and of concrete shall be made in accordance
with standards of the American Society for Testing and Materials. All tests are at the expense of the owner.
(c) A complete record of tests of materials and of concrete placed
shall be available for inspection by the Chief Physical Planner during progress of work and for 2 years after completion of the project, and shall be preserved by the inspecting engineer or architect or owner (where no professionally qualified architect or engineer has been employed) for that purpose.
1603.2 Cements
(a) Cement shall conform to one of the following specifications for
Portland cement:
(i) "Specification for Portland Cement" ASTM C150. (ii) "Specification for Blended Hydraulic Cements" ASTM C595,
excluding Types S and SA which are not intended as principal cementing constituents of structural concrete, or to any other equivalent standard approved by the Authority.
(b) Reducing the Portland cement content of the concrete mix is a
significant contribution to the mitigation of climate change. Cement replacement materials have been found within the OECS and used to make Portland-pozzolanic blended cements24. Their use depends on the lifespan and exposure conditions of the structural element. When combining Portland cement with cement substitutes, designers shall be guided by test results from an approved research laboratory.
24Tarrish from Dominica and Nevis, Pumice from St Lucia and Martinique, and Volcanic ash from Montserrat all have the potential to be cement replacement materials. It is important to be cautious until the material properties are well defined. Exploitation depends on uniformity and extent of the deposit, and particularly its pozzolanic properties.
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Almost all concrete properties are affected by the combination of Portland cement with a cement substitute. Designers shall optimize25 their choice in view of the fact that the strength class is typically lowered and early strength gain is typically hindered by reduction of the Portland cement content.
(c) Cement and cement substitutes used in the work shall correspond to those used in the concrete mix design.
(d) Admixtures are used to change the properties of fresh or hardened concrete, by means of adding a small quantity of material to the concrete mix. The amount used is so small that there is no noticeable increase in carbon footprint. In lieu of cement replacement, admixtures may be used in accordance with BS 8500 to lower the cement content of the mix. In the presence of admixtures, the minimum cement content specified in BS8500 for the given exposure condition26 and specified cover to the reinforcement, shall be provided.
1603.3 Aggregates
(a) The use of natural aggregates for normal structural concrete shall be in accordance with Appendix F of CUBiC Part 2 Section 6 and with ASTM C33 "Specification for Concrete Aggregates". The grading of aggregates is particularly important since loose dust in significant proportions can be detrimental.
The use of recycled concrete aggregates27 in concrete mixes, whether for structural purposes or not, shall be in the proportions stated in BS 8500-2 or a later version of the same code. They should only be used if the material is locally available, and if the cement content does not have to be increased to compensate for the use of recycled material. The use of recycled aggregates in concrete mixes is for non- structural concrete only28, and shall be in accordance with BS 8500-2 or a later version of the same code.
(b) Aggregates failing to meet the specifications listed in 1603.3 (a),
but which have been shown by special tests or actual service to produce concrete of adequate strength and durability may be used where authorised by the Chief Physical Planner. This includes the
25Increasing the dimensions of the concrete element counterbalances the reduction in embodied carbon associated with cement replacement. The durability of the structure is also affected and must be examined in terms of the exposure level and whole life cost of the project. Fresh concrete properties such as heat of hydration must also be considered, as well as potential reactions with the aggregate used. 26Admixtures can increase the durability of hardened concrete. 27 Recycled concrete aggregates are obtained mainly by crushing concrete components of existing construction. Typically a RCA replaces some of the coarse aggregate in the mix, but little if any of the sand component. 28 Recycled aggregates are obtained by crushing inorganic material previously used in c onstruction, e.g. masonry, and their composition is more variable than for recycled concrete aggregates.
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use of secondary aggregates29.
Concrete produced with some regionally occurring aggregates has deteriorated due to alkali-silica reaction. The accelerated mortar bar test ASTM C1567, or the mortar bar test ASTM C1260, shall be used whenever the potential for alkali-silica reactivity must be investigated.
As a safeguard, a low alkali cement or low alkali blended cement (having less than 0.6% sodium oxide) shall be used with aggregates of volcanic origin.
Where there is a significant lifespan, or severe exposure condition (e.g. tunnels, bridges or dams), the potential for deterioration due to environmental factors and mix design shall be investigated to the satisfaction of the Chief Physical Planner30.
(c) Nominal maximum size of coarse aggregate shall be not larger
than:
• 1/5 the narrowest dimension between sides of forms nor
• 1/3 the depth of slabs, nor
• 3/4 the minimum clear spacing between individual pre- stressing tendons or ducts.
These limitations may be waived if, in the judgement of the Chief Physical Planner, workability and methods of consolidation are such that concrete can be placed without honeycombs or voids.
1603.4 Water
(a) Water used in mixing concrete shall be clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances that may be deleterious to concrete or reinforcement.
(b) Mixing water for pre-stressed concrete or for concrete that will
contain any aluminum embedment, including that portion of mixing water contributed in the form of free moisture on aggregates, shall not contain deleterious amount of chloride ions.
(c) Non-potable water may be used in concrete if the following are satisfied:
29 Secondary aggregates include crushed material that was not formerly construction waste. A range of granular inorganic material falls into this category, provided that the particle size, strength, surface texture and chemical stability are suitable. For example crushed glass has been used to replace sand in the concrete mix. 30 Rising sea levels or rising ground water levels may increase the severity of exposure for these critical structures. Consider the potential for sulphate attack.
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(i) Selection of concrete proportions shall be based on concrete mixes using water from the same source.
(ii) Mortar test cubes made with non-potable mixing water shall have 7-day and 28-day strengths equal to at least 90 percent of strengths of similar specimens made with potable water. Strength test comparisons shall be made on mortars, identical except for the mixing water, prepared and tested in accordance with ASTM C109 - "Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-inch or 50 mm Cube Specimens)".
1603.5 Reinforcement
(a) Deformed reinforcement shall conform to one of the specifications of the relevant ASTM standard except as provided in ACI 318. Reinforcement conforming to other standards may be permitted by the Chief Physical Planner provided that tests carried out by a laboratory approved by the Authority show that the reinforcement to be used is at least equal in quality to that specified in ACI 318.
(b) Prestressing tendons shall conform to the relevant ASTM standard. Wire strands, and bars not specifically listed in ASTM A421, A416, or A722 may be used provided they conform to minimum requirements of these specifications and do not have properties that make them less satisfactory than those listed in ASTM A416, A421, or A722.
(c) Reinforcement consisting of structural steel, steel pipe, or steel tubing may be used as specified in ACI 318.
(d) All welding of reinforcement shall conform to the "Structural Welding Code-Reinforcing Steel, AWS D1.4" of the American Welding Society or equivalent standard approved by the Authority.
Reinforcement to be welded shall be indicated on the drawings and welding procedures to be used shall be specified. The Chief Physical Planner may require the owner to provide a report (with appropriate tests) on the welding carried out.
Note: The designation of reinforcing bars is in conformance with US standards unless otherwise stated.
1603.6 Tests on concrete
(a) The Chief Physical Planner may require tests to be made during
progress of the work, or may specify and set forth in writing such rules for requiring tests to be made by an approved agency as he may consider necessary to ensure compliance with the Code. Not fewer than three specimens shall be made for each standard test, nor fewer than one test for each 38 cubic metres (50 cubic yards) of concrete or for each day's pour of concrete used at any
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job site, where pours may be less than 38 cubic metres (50 cubic yards). Tests shall be carried out in accordance with ASTM C172 or other approved standard. All tests will be carried out at the expense of the owner.
(b) Three test cubes or cylinders should be made for each stage at which tests are required. The cube or cylinder strength should be calculated from the maximum load sustained by the cube or cylinder at failure. The appropriate strength requirement may be considered to be satisfied if none of the strengths of the three cubes or cylinders are below the specified strength or if the average strength of the cubes or cylinders is not less than the specified strength and the difference between the greatest and the least strengths is not more than 20 percent of that average.
(c) In addition, where there is question as to the quality of the concrete in the structure, the Chief Physical Planner may order load tests for that portion of the structure where the questionable concrete has been placed.
(d) The maximum allowable slump of concrete shall be 100mm (4inches). This may be varied by the Chief Physical Planner provided the design engineer can demonstrate that concrete of greater slump will produce an acceptable result.
(e) No water shall be added at the job site to concrete delivered by truck as ready for use except under the control of a supervising engineer or other authority acceptable to the Chief Physical Planner, and then only when slump tests are made and the concrete so delivered is found to have less than the maximum slump required.
1604 ALLOWABLE UNIT STRESSES
1604.1 Working Stresses
(a) The allowable working stresses in concrete shall not exceed those set forth in ACI 318 (or equivalent standard) for the value of compressive strength of concrete used. The normal minimum quality of structural concrete recognized by this Code shall be concrete having a design strength of 21N/sqmm (3,000 lbs per sq inch) after 28 days based on 6" x 12" cylinder tests or 25.8N/sqmm (3,750 lbs per sq inch) at 28 days based on 6" cubes.
(c) The determination of the proportions of cement, aggregate, and water to attain strengths shall be made by one of the following methods:
Method 1 - Without preliminary tests ---------------------------------------------------
Where preliminary test data on the materials to be used in the
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concrete have not been obtained, the water-cement ratio for a given strength of concrete shall be based on those shown in Table 16-1. The designer and builder shall take every care to ensure that the water- cement ratio is kept at a minimum consistent with the type of aggregate being used. When tests have been carried out on the local aggregates, the relevant water- cement ratios shall be specified.
Method 2 - For combinations of materials previously evaluated or to be established by trial mixtures -----------------------------------------------------------------------
Water-cement ratios greater than those shown in the Table 16- 1 may be used provided that the relationship between strength and water-cement ratio for the materials to be used has been previously established by reliable test data and the resulting concrete satisfies the strength requirements.
(d) When the structural design is based on a 28 day compressive strength in excess of 21N/sqmm (3,000 psi) by 6" x 12" cylinder test, proportioning, mixing and placing of concrete shall be under the supervision of a competent engineer, architect or concrete technician, approved by the Chief Physical Planner.
(e) Concrete that will be exposed to sulfate containing or other
chemically aggressive solutions shall contain cements specially formulated to resist chemical action and be proportioned in accordance with the concrete proportions given in the Standards and Codes listed in Appendices A and B. Care shall be taken in using water containing hydrogen sulphide.
1605 MIXING AND PLACING
1605.1 Forms and Equipment
(a) Before placing concrete, all equipment for mixing and
transporting the concrete shall be cleaned, all debris removed from the spaces to be occupied by the concrete, forms shall be thoroughly wetted or oiled, masonry filler units that will be in contact with concrete shall be well drenched, and the reinforcement shall be thoroughly cleaned.
(b) Water shall be removed from place of deposit before concrete is
placed unless otherwise permitted by the Chief Physical Planner.
1605.2 Mixing of Concrete
(a) Unless otherwise authorised by the Chief Physical Planner, the mixing of concrete shall be done in a batch mixer of approved type.
(b) All concrete shall be mixed until there is a uniform distribution of the materials and shall be discharged completely before the mixer is recharged.
(c) For job mixed concrete, the mixer shall be rotated at a speed
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recommended by the manufacturer and mixing shall be continued for at least 1-1/2 minutes after all materials are in the drum. For batches larger than one cubic yard, mixing time shall be increased 15 seconds for each additional cubic yard or fraction thereof.
(d) Ready-mixed concrete shall be mixed and delivered in
accordance with the requirements set forth in the Standards adopted in the Appendices to this Code.
(e) Re-tempering concrete with the addition of water after the
concrete has taken an initial set shall not be permitted.
(f) No concrete shall be deposited in forms or used more than a maximum of 1-1/2 hours after the mixing of that particular batch has been commenced, or after water has been added to the batch. The Chief Physical Planner has the right to reject all such concrete or order any such mobile equipment off the job site, if in his opinion, mixing has taken place longer than can be allowed to ensure the appropriate concrete strength. The Chief Physical Planner may approve the use of a suitable concrete retarder to delay the setting action provided that the builder can prove by tests that the retarder used will not affect the strength of the concrete.
(g) In cases where there is a delay in the completion of placing of concrete which is in progress, the builder must make suitable arrangements for completion of the pour or for the removal of the concrete already placed.
1605.3 Conveying
(a) Concrete shall be conveyed from the mixer to the place of
final deposit by methods which will prevent separation or loss of the materials.
(b) Equipment for chuting, pumping and pneumatically conveying
concrete shall be of such size and design as to ensure a practically continuous flow of concrete at the delivery end without separation of the materials.
1605.4 Depositing
(a) Concrete shall be deposited as nearly as practicable in its final
position to avoid segregation due to re-handling or flowing. The concreting shall be carried on at such a rate that the concrete is at all times plastic and flows readily into the spaces between the bars. No concrete that has been contaminated by foreign materials shall be deposited in the structure.
(b) When concreting is once started, it shall be carried on as a
continuous operation until the placing of the panel or section is completed.
(c) All concrete shall be thoroughly consolidated by suitable means
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during placement, and shall be thoroughly worked around the reinforcement and embedded fixtures and into the corners of the forms. Where concrete is placed in columns or walls, the placing shall be so conducted that the concrete will not be placed in lifts greater than 8 feet. Separate lifts shall be thoroughly compacted.
(d) Vibrators may be used to aid in the placement of the concrete,
provided that the forms are designed to withstand their action, and that the vibrators do not touch the reinforcement. Vibrators should not be used to transport concrete within the forms.
(e) Where conditions make consolidation difficult or where
reinforcement is congested, the Chief Physical Planner upon application of the builder, may approve alternative methods of placing of the concrete or redesigning the steel in the member affected.
(f) Special care shall be taken in depositing concrete from heights
greater than 4 feet to avoid segregation or separation.
1605.5 Curing
In all concrete structures, concrete made with normal Portland cement shall be maintained above 10 degrees C. and in a moist condition for at least the first seven days after placing. High-early -strength concrete shall be so maintained for at least the first three days. Other curing periods or methods of curing may be used if the specified strengths are obtained. (See CUBiC Part 2 Section 6 Article 5.5).
1605.6 Bonding
Before new concrete is deposited on or against concrete which has set, the forms shall be re-tightened, the surface of the set concrete shall be cleaned of all foreign matter and washed before the new concrete is placed.
1605.7 Hot Weather
During hot weather (temperatures in excess of 29 degrees C), steps shall be taken to reduce concrete temperature and water evaporation by proper attention to ingredients, production methods, handling, placing, protection and curing. Global temperature rise due to climate change will emphasise the importance of this directive.31
1606 FORMS AND DETAILS OF CONSTRUCTION
1606.1 Design of Forms
(a) Forms shall conform to the shape, lines and dimensions of the
members as called for on the plans, and shall be substantial and 31 Refer to http://climate.nasa.gov/vital-signs/global-temperature/ for evidence of temperature rise over the last century.
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sufficiently tight to prevent leakage of mortar. Forms shall be properly braced or tied together so as to maintain position and shape. Temporary openings at the bottom of columns shall be provided to facilitate cleaning and inspection before depositing concrete.
When the concrete has attained sufficient strength, forms shall be removed from at least two faces of all reinforced members, other than where placed in contact with the soil.
(b) Design of formwork shall include consideration of the following
factors:
(i) Rate and method of placing concrete.
(ii) Loads, including live, dead, lateral and impact.
(iii) Selection of materials and stresses.
(iv) Deflection, camber, eccentricity and uplift.
(v) Horizontal and diagonal shear bracing.
(vi) Splices.
(vii) Cross grain compression.
(viii) Loads on ground or on previously placed structure.
1606.2 Removal of Forms
The removal of forms shall be carried out in such a manner as to ensure the complete safety of the structure. Vertical forms may be removed in 24 hours, provided that the concrete has hardened sufficiently so that it is not injured. Bottom forms and shoring for slabs, beams and girders shall not be removed in less than 14 days. Where tests indicate that the concrete has attained sufficient strength to safely support itself and any imposed loads in less time, adjustments in the above waiting periods may be approved by the Chief Physical Planner in conformance with the results obtained.
1606.3 Placing of Reinforcement
(a) Skeletal reinforcement and welded wire fabric shall be
accurately placed and adequately secured in position by concrete or metal chairs or spacers, or by other acceptable methods. The minimum clear distance between parallel bars, except in columns, shall be equal to the nominal diameter of the bars. In no case shall the clear distance between bars be less than 25mm, nor less than one and one-third times the maximum size of the coarse aggregate.
(b) When reinforcement in beams or girders is placed in two or
more layers, the clear distance between layers shall not be less than 25mm nor less than the diameter of the bars, and the bars in the upper layers shall be placed directly above those in the bottom layer.
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(c) Groups of parallel reinforcing bars bundled in contact to act as a
unit are permitted but shall be limited to four bars in any one unit. Bars larger than #11 cannot be bundled in beams. Individual bars within a bundle terminated within the span of flexural members shall terminate at different points with stagger at least 40 bar diameters. Bundled bars shall be enclosed within stirrups or ties.
1606.4 Splices in Reinforcement
In slabs, beams, and girders, splices in reinforcement at points of maximum stress shall be welded, lapped or otherwise fully developed, but in any case, shall transfer the entire stress from the bar without exceeding the allowable bond and shear stresses. The minimum overlap for a lapped splice shall be calculated in accordance with ACI 318, but in no case shall the overlap be less than 35 bar diameters. The clear distance between bars shall also apply to clear distance from a contact splice and adjacent splices or bars.
1606.5 Concrete Protection for Reinforcement (See Table 16-3)
(a) The reinforcement of footings and other principal structural members in which the concrete is deposited against the ground shall have not less than 75mm of concrete between it and the ground contact surface. If concrete surfaces after removal of the forms are to be exposed to the weather or be in contact with the ground, the reinforcement shall be protected with not less than 50mm of concrete.
(b) The concrete protective covering for reinforcement at surfaces not
exposed directly to the ground or weather shall be not less than 25mm for slabs and walls; and not less than 35mm for beams, girders and columns. In concrete ribbed or joist floors in which the clear distance between ribs or joists is not more than 750mm, the protection of reinforcement shall be at least 25mm.
(c) Exposed reinforcement bars intended for bonding with future
extensions shall be protected from corrosion by concrete or other adequate covering.
(d) The above protective coverings are minimums but protection
shall not be less than elsewhere set forth for required fire resistive ratings and for insurance against corrosion.
(e) In extremely corrosive atmospheres, such as in locations near the
sea, or other severe exposures, the amount of protection (concrete cover) shall be suitably increased but not so much as to allow excessive crack widths at the surface.
1606.6 Construction Joints
(a) Joints not indicated on the plans shall be so made and located as
to least impair the strength of the structure. Where a joint is to
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be made, the surface of the concrete shall be thoroughly cleaned and all laitance removed. Vertical joints shall be thoroughly wetted before placing of new concrete.
(b) A delay of at least one day must occur in columns or walls
before concreting beams, girders, or slabs supported thereon. Beams, girders, brackets, column capitals, and haunches shall be considered as part of the floor system and shall be placed monolithically therewith.
(c) Construction joints shall be located in areas of minimum shear.
Provision shall be made for transfer of shear and other forces through the construction joint.
1606.7 Concrete Walls
(a) The design of concrete walls subject to axial loads with or
without flexure shall be carried out in accordance with Part 2 Section 6 Subsection 14 of CUBiC.
(b) The minimum vertical and horizontal reinforcement required for walls shall be in accordance with Part 2 Section 6 Sub-section 14.3 of CUBiC, unless a greater amount of reinforcement is required for shear or other loads.
(c) The minimum ratio of the area of vertical reinforcement to the gross concrete the area shall be:
(i) 0.0012 for deformed bars not larger than No.15 with a
specified yield strength of not less than 400 MPa, or (ii) 0.0015 for other deformed bars, or (iii) 0.0012 for welded wire fabric not larger than W31 or D31
(d) The minimum ratio of the area of horizontal reinforcement
area to the gross concrete are shall be:
(i) 0.0020 for deformed bars no larger than No 15 with a specified yield strength not less than 400 MPa, or
(ii) 0.0025 for other deformed bars or (iii) 0.0020 for welded wire fabric not larger than W31 or D31.
(e) Vertical and horizontal reinforcement shall not be spaced further
than three times the wall thickness, nor 500 mm (20 inches).
(f) In addition to the minimum reinforcement required by 1606.7 d) and e), not less than two No. 4 bars shall be provided around all window and door openings. Such bars shall be extended to develop the bar beyond the corners of the openings but not less than 600mm (24 inches).
1607 PRECAST CONCRETE FLOOR AND ROOF UNITS
1607.1 General
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(a) Precast concrete units shall comply with the minimum requirements set forth in this Section, and the Standards set forth in the Appendices.
(b) All precast structural items shall be designed by an engineer
approved by the Authority. (c) Only the material cast monolithically with the units at the time of
manufacture shall be used in computing stresses unless adequate and approved mechanical shear transfer is provided.
(d) The Chief Physical Planner may require tests to be made by an
approved testing laboratory as he may consider necessary to ensure compliance with this Code or uniformity of the products produced. The quantity of tests shall be based on consideration of safety or volume of output.
(e) The Chief Physical Planner shall have free access to the plant of any producer at all hours of normal operation, and failure to permit such access shall be cause for revocation of approval.
(f) Failure of any product to satisfy in every respect the quality
prescribed, or failure to conform with plans and specifications, shall be cause for rejection of the products.
1607.2 Strength of Concrete
Concrete for precast structural units made of crushed stone or other heavy aggregate shall have a compressive strength of not less than 21N/sqmm (3,000 psi) at 28 days based on standard 6 inch cylinder test.
1607.3 Workmanship
(a) The mix, the gradation of the aggregate and the workability
shall be such as to ensure complete filling of the form and continuous intimate bond between the concrete and all steel.
(b) The use of precast structural units not complying with the
relevant Standards and Codes listed in the Appendices, or having visible cracks, honeycomb, exposed reinforcing except at ends or, with a compressive section more than 3mm (one-eighth inch) less than specified dimension shall not be permitted.
1607.4 Identification and Marking
All joists, beams and girders, and other units shall show some mark plainly indicating the top of the unit and its location and orientation in the structure. Identification marks shall be reproduced from the placing plans. This mark or symbol shall also indicate the manufacturer, the date of the manufacture and the lengths, size and type of reinforcing.
1607.5 Cutting of Holes
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No openings not provided for in the structural design shall be made on the job without the specific approval of the engineer and the Chief Physical Planner and in accordance with the engineer' written detailed instructions covering such work.
1607.6 Anchorage
Anchorage of all precast concrete units shall be designed based on rational analysis to transmit loads and other forces to the structural frame.
1607.7 Bridging
Joists shall be secured against lateral displacement by cast-in-place bridging, and such bridging shall be spaced not to exceed 32 times the width of the compression flange of the joist; except that for roof systems, cast-in-place Portland cement concrete slabs embedding the top flanges not less than 12mm (1/2 inch), or steel decks which are welded, shall be accepted in lieu of bridging.
1607.8 Connections
(a) All joints and connections shall perform their function at all
stages of loading without over-stress and with proper safety factors against failure due to overload.
(b) Loading conditions to be considered in the design of joints and
connections are: service loads, including wind and earthquake forces, volume changes due to shrinkage, creep, and temperature change, erection loads, and loading encountered in stripping forms, shoring and removal of shores, storage and transportation of members.
(c) During the lifetime of the structure, there is the potential for
increased movement at joints due to rising global temperatures.
1607.9 Transportation, Storage and Erection
(a) Units shall be so stored, transported, and placed that they will not be overstressed or damaged.
(b) Precast concrete units shall be adequately braced and sup-
ported during erection to ensure proper alignment and safety and such bracing or support shall be maintained until there are adequate permanent connections.
1608 PRESTRESSED CONCRETE
1608.1 General
(a) The term "prestressed concrete" refers to pretensioned concrete in
which the reinforcing is tensioned before hardening of the concrete; or to post-tensioned concrete in which the reinforcing is tensioned after hardening of the concrete or combinations of both pre- tensioning and post-tensioning.
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(b) All prestressed structural items shall be designed by an engineer
approved by the Authority. Openings not provided for in the structural design shall not be made on the job without the specific approval of the engineer and the Chief Physical Planner.
(c) Allowable stresses, temporary and at design loads, shall not
exceed the allowable stresses set forth in the relevant Standards and Codes of Practice listed in Appendices A and B. Stresses and ultimate strength shall be investigated at service conditions and at all load stages that may be critical during the life of the structure from the time prestress is first applied.
(d) The Chief Physical Planner may require tests to be made by an
approved testing laboratory as he may consider necessary to ensure compliance with these Standards or uniformity of the product.
(e) The Chief Physical Planner shall have free access to the plant of
any producer at all hours of normal operation, and failure to permit such access shall be cause for revocation of approval.
(f) Failure of any product to satisfy the quality prescribed or failure to
conform with plans and specifications shall be cause for rejection of the product.
1608.2 Design and Construction
(a) Deflection under live load shall not exceed L/240 and where plaster ceilings are to be applied shall not exceed L/360, where L = the span length of the member.
(b) Calcium chloride shall not be used in concrete for prestressed members.
(c) When specifying the quality, durability and ease of separation of
components designers shall, as far as possible, provide for deconstruction of buildings at the end of their lifespan and re- use of selected structural elements. Simple mechanical fixings such as bolted connections are preferred. Sufficient information about load paths and structure shall be handed over to the building owner to facilitate safe deconstruction.
1608.3 Handling and Installation
Prestressed members must be maintained in an upright position at all times and must be picked up from points as shown on the approved plans or as approved by the engineer and the Chief Physical Planner.
Note: Disregard of this requirement may lead to collapse of the member.
1609 FIBRE REINFORCED CONCRETE 1609.1 General
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The development of reinforced concrete using fibre glass materials has led to the construction of structural panels and other primary non load-bearing members. The principal ingredients of glass reinforced cement (GRC) are ordinary Portland cement., silica sand and water, mixed with alkali resistant glass fibres to produce the inorganic GRC composite. Glass fibres constitute 5% by weight.
The advantage of GRC is its ability to produce elements which are much thinner and lighter than can be made with ordinary concrete reinforced with steel. GRC elements of 12mm in thickness are possible while with steel reinforced concrete, the thickness of any slab must be at least 35mm to provide cover for the reinforcement. In the OECS, where the cover should be at least 25mm for exposed elements, the minimum thickness of a slab will be 65mm.
1609.2 Physical Properties Some of the physical properties of typical spray de-watered GRC with a density of 2.0 tonnes per sq.m. are:
Property At completion of cure
Impact strength 15 -20 Nmm/mm2
Compressive strength 60 - 100 N/mm2
Young's Modulus 20 - 25 KN/mm2
Bending - elastic limit 14 - 17 N/mm2
Bending - ultimate strength 35 - 40 N/mm2
Tension - elastic limit 9 - 10 N/mm2
Tension - ultimate strength 14 - 17 N/mm2
Note: 1N = 0.224809 lbf.
N/mm2 = 0.00689476 lb/in2 x 10
1609.3 Uses
GRC technology has been used in the production of semi-structural units and complex shapes such as cladding panels, roofing, fire doors and partitions, bus shelters, storage tanks and other units such as corrugated sheeting which can be produced by the spray method.
Other smaller units are constructed by premix GRC such as sewer pipes, manhole covers, etc.
1609.4 Manufacture
GRC members are manufactured under licence. Information on the manufacture, properties and uses of GRC can be obtained from the Building Research Establishment, Wallingford, England.
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Table 16-1
Maximum Permissible Water Cement Ratios (1) for Concrete (Without Preliminary Tests)
Maximum Permissible Water Cement Ratio - Non Air Entrained Concrete (2)
Specified Compressive strength at 28 days, (6" cube test)
Specified Compressive Strength at 28 days, (6" x 12" cylinder)
Litres / U.S. gals per 42.6kg (94 lb) bag of cement
Absolute ratio by weight
21.5 MPa or 3,125psi 17.2 MPa or 2,500psi 27.4 / 7-1/4 0.67
25.8MPa or 3,750psi 21MPa or 3,000psi 24.6 / 6-1/2 0.58
30MPa or 4,375psi 24MPa or 3,500psi 21.8 / 5-3/4 0.51
34.5MPa or 5,000psi 27.5MPa or 4,000psi 18.9 / 5 0.44
Notes: 1) The minimum cement content shall be not less than six and a half bags per cubic metre or five bags
per cubic yard (a bag weighing not less than 42.6kg (94 pounds) unless the mix is designed specifically for the project.
2) Including free surface moisture on aggregates.
3) Results shown in this table are based on the use of aggregates with equivalent specification of BS 882 Part 1. For local limestone aggregates tests are required to arrive at the appropriate water cement ratio.
Table 16-2
Grading of Concrete Mixes in accordance with BS 5328
Grade
Approx. minimum compressive strength at 28 days
ST1 7.5MPa or 1,090psi ST2 10MPa or 1,490psi ST3 15MPa or 2,175psi ST4 20MPa or 2,900psi ST5 25MPa or 3,625psi
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Table 16-3
Minimum Cover to be provided to Concrete
A. Cast in Place Concrete (Non-prestressed)
Description Minimum Cover (mm)
Concrete cast against and permanently exposed to earth 75
Concrete exposed to earth and weather: 50
Concrete not exposed to weather or in contract with the ground:
Slabs, Walls, Joists 25 Beams, Columns 35 Shells, Folded plate members 20
B. Precast Concrete Manufactured under Plant Control Conditions
Concrete exposed to earth or weather Wall Panels:
35 No 14 and No 18 bars32
No 11 bar and smaller 25
Other members No. 14 and No 18 bars 50 No 6 through No 35 bars 35 No 5 bar, W31 or D31 and smaller 35
Concrete not exposed to weather or in contact with the ground Slabs, Walls, Joists
No 14 and No 18 bars 30
No 11 bar and smaller 20
Beams, Columns: Primary reinforcement Bar diameter, but not less
than 20mm and not more than 45mm
Ties, Stirrups, Spirals 12
Shells, Folded Plate members: No 6 bar and larger 20
No. 5 bar, W31 or D31 wire and smaller 12
32 Note: See Table 16-3(A) for equivalent SI bar designations
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C. Pre-stressed Concrete
Description Minimum Cover (mm)
Concrete cast against and permanently exposed to earth 75
Concrete exposed to earth or weather: Wall Panels, Slabs, Joists 35
Other Members 40
Concrete not exposed to weather or in contact with ground: Slabs, Walls, Joists 25 Beams, Columns 40 Primary Reinforcement 40 Ties, Stirrups, Spirals 25
Shells, Folded plate members 12
No 5 bar, W31 or D31 wire and smaller 12
Other Reinforcement Bar diameter but not less than 25mm
Table 16-3(A)
Bar Designations
SI Units US Standard Units Bar Designation Diameter (mm) Bar Designation Diameter (ins) 10 11.3 3 0.375 15 16.0 4 0.500 20 19.5 5 0.625 25 25.2 6 0.750 30 29.9 7 0.875 35 35.7 8 1.000 45 43.7 9 1.128 55 56.4 10 1.270
11 1.410
14 1.693
18 2.257
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Table 16-4
Requirements for Special Exposure Conditions
Exposure Condition Maximum Water-cement ratio normal density aggregate concrete
Minimum specified compressive strength, low density aggregate (MPa)
Concrete intended to be 0.50
25
water-tight:
a) Concrete exposed to fresh water
b) Concrete exposed
to seawater 0.45 30
For corrosion protection for reinforced concrete exposed to brackish water, seawater, or spray from these sources
0.40
33
* If minimum concrete cover required by Table 16-3 is increased by 10mm, water- cement ratio may be increased to 0.45 for normal density concrete, or specified compressive strength reduced to 30MPa for low density concrete.
Note: 1 Megapascal (MPa) equals 145.038 lbs force per sq.in.
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SECTION 17
STRUCTURAL STEEL
Contents
1701 SCOPE
1702 BASIS OF DESIGN
1703 APPLICATION
1704 MATERIAL STANDARDS
1705 COLD FORMED STAINLESS STEEL CONSTRUCTION
1706 COLD FORMED STRUCTURAL MEMBERS
1707 OPEN WEB STEEL JOIST CONSTRUCTION
1708 WELDING
1709 HIGH STRENGTH BOLTS
1710 TESTS
1711 DESIGN LOADS
Table 17-1 Fire Resistance of Concrete Members
1712 MINIMUM THICKNESS OF MATERIAL
1713 CONNECTIONS
1714 PIPE COLUMNS
1714.1 General 1714.2 Allowable load
1715 COMPOSITE BEAMS
1715.1 Definition
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1715.2 Basis of Design
1715.3 Protection of metal
1716 LIGHT GAUGE STEEL CONSTRUCTION
1716.2 Application 1716.3 Duties of the Developer 1716.3 General Standards 1716.4 Structural Members other than Decks
1717 STRUCTURAL SHEETS
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SECTION 17
STRUCTURAL STEEL
1701 SCOPE
(a) This Section deals with the design and construction of steel
buildings which must be carried out in accordance with Part 2 Section 7B "Structural Design Requirements - Structural Steel" of the Caribbean Uniform Building Code, CUBiC.
(b) The construction of small steel framed buildings using standard
steel sections is dealt with in Section 18 Sub- section 1804 of the Code.
(c) The general requirements for construction of light gauge
steel framed structures are given in Sub-section 1714, while the requirements for the construction of small houses using light steel frame construction are given in Section 5.0 of the Building Guidelines.
1702 BASIS OF DESIGN
(a) Steel and iron members shall be designed by methods admitting of rational analysis according to established principles of mechanics.
(b) The quality, design, fabrication and erection of steel and iron
used structurally in buildings or structures shall conform to the provisions of this Code and to Part 2 Section 7 "Structural Design Requirements - Structural Steel" Caribbean Uniform Building Code (CUBiC) or to any other relevant standard approved by the Authority.
1703 APPLICATION
The requirements set forth in 1701 to 1713 inclusive, herein, are applicable to structures and do not apply to members formed of flat- rolled sheet or strip steel, light gauge steel construction, (except structural frames) or other miscellaneous light steel construction.
1704 MATERIAL STANDARDS
Steel for structural applications in buildings shall conform to the "Standard Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use" by the American Society for Testing and Materials, ANSI/ASTM A6.
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1705 COLD FORMED STAINLESS STEEL CONSTRUCTION
The design, fabrication and erection of cold-formed stainless steel construction shall conform to the "Specification for the Design of Cold-Formed Stainless Structural Members" of American Iron and Steel Institute.
1706 COLD FORMED STEEL STRUCTURAL MEMBERS
(a) The design and construction of cold formed steel structural members shall be in accordance with Part 2 Section 7B Sub-section 14 of CUBiC. This Sub- section provides information on the working stress design for structural members formed from the shaping of flat rolled steel at ambient temperature to form a structural section.
(b) The developer may utilise any other method of design provided
the material used, and the design developed, will lead to a building which is resistant to hurricane and earthquake forces and to the corrosive environment of the OECS. The materials used and design adopted must be approved by the Chief Physical Planner.
(c) Other references are:
(i) ANSI/ASTM A446-76:
Steel Sheet, Zinc Coated (Galvanised) by the Hot-Dip Process, Structural (Physical) Quality (Grades A, B, C, D and F)
(ii) ANSI/ASTM A525-79:
Steel Sheet, Zinc Coated (Galvanised) by the Hot-Dip Process, General Requirements.
(iii) ANSI/ASTM A606-75:
Steel Sheet and Strip, Hot-Rolled and Cold- Rolled, High Strength, Low Alloy, with Improved Corrosion Resistance.
(iv) AISI
Cold-Formed Steel Design Manual, 1986
1707 OPEN WEB STEEL JOIST CONSTRUCTION
The design, fabrication and erection of open web steel joist construction shall comply with the following specifications: "Standard Specifications for Open Web Steel Joists, H - Series" adopted by
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American Institute of Steel Construction and Steel Joist Institute or to Part 2 Section 7B Sub-section 17 of CUBiC.
1708 WELDING
Details of design, workmanship and technique for welding, inspection of welding, and qualification of welding operators shall conform to the following specifications:
(a) "Structural Welding Code" by American Welding Society.
(b) "Specifications for Welding Sheet in Buildings" by
American Welding Society.
1709 HIGH TENSION BOLTS
The design and assembly of structural joints and connections using high strength steel bolts shall conform to the "Specifications for Structural Joints Using ASTM A325 or ASTM A490 Bolts" approved by the Research Council or Riveted and Bolted Structural Joints of the Engineering Foundation.
1710 TESTS
The owner shall provide the Chief Physical Planner with test results and/or mill records to determine the quality of materials and assemblies.
1711 DESIGN LOADS
Designs shall be based on the dead, live, wind and other loads set forth in Section 12 and the additional stress considerations set forth in Section 17.
1712 MINIMUM THICKNESS OF MATERIAL
(a) The minimum thickness of steel and iron used in buildings or other structures or to resist wind forces, shall be not less than as set forth in BS 5950 "Structural Use of Steelwork in Buildings" or equivalent American standard and where structural members are exposed to industrial fumes, salt water, salt water spray and other corrosive agents, such members shall have a minimum web thickness of 0.25 inches unless the steel used is an atmospheric corrosion-resistant grade approved by the Chief Physical Planner. It is recommended that in the corrosive atmosphere of the OECS, all steel members be protected against corrosion by encasing the steel in concrete or by other approved forms of protection.
(b) In the main structural framework of buildings primary members
shall be construed to include any steel member used as a column, beam or to support walls or partitions including
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trusses, isolated lintels spanning openings of 8 feet or more and any member required to brace a column or a truss or to support 200 or more sq.ft of floor or roof area.
(c) Secondary members shall be construed to include all other
steel members, including filling-in beams of floor systems which individually support less than 200 sq.ft of floor or roof area.
(d) For primary members of the structural frame all steel used
shall be at least 0.20 inches in thickness for interior work. All steel in exterior walls of structures except lintels spanning an opening of less than 8 feet shall be at least 0.20 inches in thickness when protected as required in 1710 and at least 0.25 inches thick when not so protected.
(e) Unless otherwise determined by tests, the thickness of fire-
resistive members shall be assumed to have the resistance ratings detailed in Table 17-1.
Table 17-1
Fire resistance of Concrete Members
Inches of 1 Hr. 2 Hr. 3 Hr. 4 Hr.
Cement concrete over 2,000 psi. 1 1-1/2 2 2
Cement concrete 1,600 - 2,000 psi
1-1/2 2 3 4
Cement concrete 1,600 - 2,000 psi with wire fabric
1-1/2 2 2 3
Concrete block (nominal dimensions)
- - 4 4
1713 CONNECTIONS
(a) Any suitable mechanical fastener, special device or other means may be used to join component parts provided that the type of fastening device is compatible with the service connections. Mechanical connections facilitate deconstruction and re-use of structural elements at the end of life. Re-use is encouraged to mitigate climate change. Refer to section 402.4 of this code.
(b) High strength steel bolts, may be used in lieu of rivets.
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(c) Welded connections shall be in accordance with BS 2642 "General Requirements for the Arc Welding of Steel" and/or CSA Standard W59, "Welded Steel Construction (Metal- Arc Welding)".
(d) A competent welding supervisor, who shall be approved by
the Chief Physical Planner or by the design engineer where employed by the owner, shall be present at all times when welding is in progress.
(e) It shall be permissible to use ribbed or spliced bolts in place of
rivets or ordinary bolts. The diameter of the bolt shall be identical to that of the rivet.
(f) Movement at joints and interfaces with other materials will
become more of an issue with rising global temperatures. Allowance shall be made for temperature related movement with this consideration in mind.
1714 PIPE COLUMNS
1714.1 General
(a) Steel or wrought-iron pipes may be used as compression
members. The pipes shall be new material, the shell shall be straight and the wall thickness shall be not less than 3/16".
(b) Where pipe columns support loads in excess of 1,000 lb or are
required to be fire-resistive, the pipe shall be filled with 1:3:6 concrete.
1714.2 Allowable load
(c) Only the load-bearing capacity of the shell shall be
considered in determining the allowable load on a pipe compression member when filled with concrete.
(d) Load-bearing pipe columns shall be provided with steel
bearing plates so designed that the bearing stresses of the material on which the column is to be placed shall not be exceeded and so that the bending stresses in the steel plate shall not exceed those permitted.
1715 COMPOSITE BEAMS
1715.1 Definition
(a) Composite beams shall be the term used to apply to any rolled or fabricated steel floor beam entirely encased in a poured concrete haunch supporting a concrete slab on either side. At its narrowest point the concrete haunch shall be at least 4 inches wider than the flange of the beam. The top of the
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beam shall be at least 2" above the bottom of the slab and at least 1- 1/2" below the top of the slab. There should be no openings in the slab adjacent to the beam. The concrete casing shall be adequately provided with mesh or other reinforcement throughout its depth and across its soffit.
(b) Uncased beams may be designed as composite beams provided
that this is based on the requirements of BS 5950 or equivalent standard approved by the Authority.
1715.2 Basis of Design
The design of composite beams shall be carried out by a professionally qualified engineer using a method acceptable to the Chief Physical Planner. Particular attention shall be paid to the design of shear connectors, and to the provision of adequate resistance to end shear forces.
1715.3 Protection of the Metal
All field rivets and bolts and abrasions to the shop coat shall be spot- painted. Buildings or structures not encased in concrete shall be field painted, in addition to the shop coats, with not less than 1 coat of lead, graphite, asphalt paint or other approved paint which will not act as a solvent for the shop coat.
1716 LIGHT GAUGE STEEL CONSTRUCTION
1716.1 Application
(a) Light gauge steel construction shall include structural decks or
members formed of sheet or strip steel less than 3/16" thick, and used for load bearing purposes.
(b) The use of light gauge steel construction shall be reserved for single or two storey buildings in Group E Occupancy or in Group D(b) Occupancy provided the building is not greater than 2,000 square feet in floor area.
(c) Section 18 provides information on the framing requirements
for small steel structures using standard sections, and Section 5 .0 of the Building Guidelines provides outline performance specifications for small single storey buildings.
1716.2 Duties of the Developer
(a) For the design, fabrication and erection of prefabricated steel buildings composed of light gauge steel members, the developer shall file with the Chief Physical Planner duplicate copies of a certificate from a recognised testing laboratory to the effect that tests have been made on this particular type of prefabricated construction. The test results should
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show the dead loads, live loads and wind loads sustained by the construction in pounds per sq.ft together with a physical description of the building and a description of the tests.
(b) Panels and other elements tested for loads shall sustain
without failure a superimposed load equal to two times the live load. Recovery within 24 hours after removal of the full test load, shall be not less than 75 percent of the observed deflection. The measured deflection for any panel or element under full live load shall not be greater than 1/360 of the span for panels that will be plastered or 1/240 of the span for other panels and 1/180 of the span for roof decks without ceilings.
(c) All tests must be carried out in accordance with the
applicable standard of the ASTM or the relevant British Standard.
(d) It is the responsibility of the developer to prove by
calculations or test results that the design proposed will provide a building that is resistant to the wind and earthquake forces and other loads given in Section 12, and that the corrosion protection of the steel members will be adequate over the projected life of the building. The building must have the fire resistance required for the class of use.
(e) It is expected that the developer will supply the following
information when applying for a building permit:
(i) complete structural drawings of the building. The drawings and written information must give the sizes and thickness of all members, the connections used, and methods of field assembly.
(ii) test results required under 1716.2 a).
(iii) test data and specifications of the corrosion method to be used.
(iv) other standard information required by the Authority in Section 1.
1716.3 General Standards
The design and construction of light gauge steel structures shall be carried out in accordance with the relevant standards set forth by the American Iron and Steel Institute or the British Standard or other relevant standard or Code approved by the Authority.
The design requirements given in 1716.3 may be varied by the developer, provided that tests on the materials and assemblies show that the structure can accommodate the imposed loads safely and can resist the wind and earthquake forces in accordance with the requirements of Section 12.
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1716.4 Structural Members other than Decks
Design and fabrication shall be as set forth in 1716.2. Special attention shall be paid to the following:
(a) All primary and secondary members must be designed in
accordance with the standards given in 1716.1 and 1716.2 or in accordance with any other standard approved by the Authority. Except that the minimum thickness of steel of primary members shall be 16 gauge, and the spacing of studs shall be no greater than 24 inches on centres and provision shall be made to resist horizontal wind forces by diagonal members or diaphragm panels attached to the studs.
(b) Light-gauge steel for the treads, risers, stringers and landings
of stairways shall have a minimum thickness of 12 gauge.
(c) Light-gauge steel studs for non-bearing partitions shall have a minimum thickness of 18 gauge.
(d) Light gauge steel joists or rafters shall be designed with due
consideration for wind pressure and suction at the relevant level.
(e) Unless otherwise provided for in the design, the joist or rafter
members shall have not less than 4" of bearing on reinforced concrete nor less than 2" on steel supports, except that where opposite joists butt over a steel support and positive, approved means of attachment to the steel is furnished, a shorter bearing length may be used. Each end of each member shall be anchored. Resistance to diaphragm action shall be provided by the deck or by diagonal members. Bridging shall be provided, spaced not further apart than 32 times the flange width. Such bridging shall be solid sections of the joist material or be cross bridging formed from approved open-welded joists.
(f) Light-gauge steel used in sandwich construction for wall
panels for the exterior or enclosing walls of buildings shall have a minimum thickness of 24 gauge for the sheeting. The minimum thickness for secondary members supporting exterior panel construction shall be 18 gauge.
(g) Light-gauge steel members resisting lateral stresses in interior
partitions of buildings two storeys or more in height shall be not less than 16 gauge.
(h) Light-gauge steel structural members shall not be used in
locations subject to corrosive agents or continuous dampness.
1717 STRUCTURAL SHEETS
Structural sheet-metal sections may be used for floor decks, roof decks and wall cladding to span between supports; provided the design is
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based on rational analysis, and design and fabrication comply with the standard set forth in 1703 or with any other standard approved by the Authority and as follows:
(a) Sheet-metal sections shall have a minimum thickness of 18
gauge for floors, or 24 gauge33 for roof and walls and shall be protected as set forth in this subsection.
(b) The span of sheet-metal sections used for floor systems shall
not exceed 40 times the overall depth of the section.
(c) No structural value shall be allowed for any fill material used with deck systems except in the case of composite floor systems which shall be designed to the approval of the Chief Physical Planner.
(d) The shape of the sections as placed in buildings shall be such
as to eliminate any possibility of lateral displacement for compression area.
(e) Where large openings occur, the perimeter of the openings
shall be framed with adequate supports for the floor panels. Small openings shall be reinforced so that the allowable stresses in adjoining materials are not exceeded.
(f) Positive anchorage for sheet-metal roofs or decks shall be
provided by proven mechanical connectors. The anchorage must be capable of resisting the uplift forces caused by hurricane winds and other loads described in Section 12.
(g) Bolts and rivets shall be not less than 3/16" in diameter. Lead,
neoprene, or other approved washers not less than 1/2" in diameter shall be provided under the heads of all bolts and rivets.
(h) Roofing sheets and other structural sheet metal sections
spanning between supports shall be designed to support the live load without deflecting more than 1/180 of the span and without permanent deformation.
(i) All members formed of light-gauge strip or sheet- metal
shall be treated with protective paint coatings or shall be galvanised. The anti-corrosion treatment must be approved by the Authority.
(j) Valley fixings for corrugated roof sheets are stronger than
ridge fixings and are recommended provided that measures are taken to avoid leaks, such as the use of suitable washers and the use of self-aligning tools for the installation of fixing screws in accordance with the manufacturer's instructions.
33 Note: United States Standard Gauge used throughout
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SECTION 18
SMALL BUILDINGS
Contents
1801 SCOPE
1802
1802.1
WOOD FRAME CONSTRUCTION Scope
1802.2 Nails 1802.3 Sizes, Spacing and Allowable Spans 1802.4 Notching and Drilling 1802.5 Anchorage 1802.6 Sill Plates 1802.7 Beams to Support Floors 1802.8 Floor Joists 1802.9 Wall Studs
Table 18-1 Recommended Sizes of Studs
1802.10 Base Plates 1802.11 Framing over Openings 1802.12 Roof and Ceiling Framing
Table 18-2 Spans and Sizes of Ceiling Joists
1802.13 Bearing 1802.14 Anchorage 1802.15 Sheathing
1803 POST, BEAM AND PLANK CONSTRUCTION
1803.1 General 1803.2 Decking 1803.3 Beams 1803.4 Posts 1803.5
Table
18-3
Plank Frame and Wall Construction
Nominal Thickness of Plank Framing
Table 18-4 Lintel Spans
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1804 SHEET STEEL STUD FRAMING
Application Design Criteria
Table 18-5 Steel Studs for Non-Loadbearing Partitions
Size of Framing Installation
Table 18-6 Steel Studs for Non-Loadbearing Exterior Walls
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SECTION 18
SMALL BUILDINGS
1801 SCOPE
(a) Small buildings are defined as single storey buildings of no more than 2,500 square feet in floor area in Occupancy Group E(a) Residential Buildings. This Section provides information on the design and construction of small wood framed and steel framed buildings using traditional methods of design.
(b) The latest edition of the Building Guidelines is hereby adopted
as an addendum to this Code for the design and construction of buildings falling within the scope of this Section. The Guidelines contain graphical illustrations of the construction principles recommended in this Section. It is intended that the Guidelines be completely prescriptive and can be used for construction of simple buildings. However, where it may be necessary to deviate from the prescriptions given in the Guidelines, reference must be made to this Section and to the other relevant Sections of this Code.
(c) Section 17 provides information on the requirements for the
design and construction of light gauge steel structures while outline specifications for the design and construction of small light gauge steel framed buildings (systems) is dealt with in the Section 5.0 of the Building Guidelines.
(d) This Section is to be read with the following where appropriate:
i) OECS Building Code:
Section 14 - Timber Construction Section 15 - Concrete Block Masonry Section 16 - Plain and Reinforced Concrete Section 17 - Structural Steel
ii) Caribbean Uniform Building Code (CUBiC):
Part 2 Section 8 - Structural Timber Part 5 Section 1 - Small Buildings (Draft only)
iii) OECS Building Guidelines:
(e) Information on pre-cast concrete construction is given in Part 2
Section 6 sub-section 16 of CUBiC. Information is provided in that Section on the design of pre-cast wall panels, details of construction, identification and marking, and transportation, storage and erection.
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(f) All materials and systems used shall be based on the requirement to resist the dead and live loads imposed, especially wind and earthquake loads as provided for in Section 12 - Dead and Live Loads. Materials shall also be chosen for their resistance to corrosion and to rot. It is therefore necessary that current methods of corrosion resistance for steel members and wood preservatives for timber be employed. The developer must provide information on the standards being used for corrosion resistance and wood preservation for the approval of the Authority.
(g) Sizes of timber members given in this Section are the
recommended minimum sizes. It is the responsibility of the designer to determine the appropriate sizes to be used in any situation based on based on rational calculations. The sizes of timber members given in this Section are nominal sizes.
h) The Chief Physical Planner reserves the right to ensure that
the design and construction of all buildings conform to all of the relevant Sections of the Building Code, and developers and designers shall design and construct all buildings accordingly.
1802 WOOD-FRAME CONSTRUCTION
1802.1 Scope
The requirements for wood-frame construction shall conform to the provisions of Section 14 - Timber Construction and to Part 2 Section 8 of CUBiC and to this Section.
1802.2 Nails
a) Nails specified shall be common steel wire nails or common
spiral nails. All nails shall be long enough so that they penetrate the second member a distance equal to the thickness of the member being nailed thereto. Splitting of wood members shall be minimised by staggering the nails in the direction of the grain and by keeping nails well in from the edges.
b) Nailing of framing and wood members shall conform to Part 2
Section 8 of CUBiC.
1802.3 Sizes, Spacing and Allowable Spans
The spans for wood joists, rafters and beams shall conform to the spans shown in Section 4.0, Tables 4-3 and 4-4 of the Building Guidelines, and in Table 2.825.1 in Part 2 Section 8 of CUBiC for the uniform live loads shown in the Table.
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1802.4 Notching and Drilling
(a) Holes drilled in roof, floor or ceiling framing members shall be not larger than 1/4 of the depth of the member and shall be located not less than 2" from the edges, unless the depth of the member is increased by the size of the hole.
(b) Floor, roof and ceiling framing members may be notched
provided the notch is located on the top of the member within 1/2 of the joist depth from the edge of bearing and is not deeper than 1/3 the joist depth, unless the depth of the member is increased by the size of the notch.
(c) Wall studs shall not be notched, drilled or otherwise damaged so
that the undamaged portion of the stud is less than 2/3 the depth of the stud if the stud is loadbearing, or 1-1/2" if the stud is non-loadbearing, unless the weakened studs are suitably rein- forced.
(d) The top plates in loadbearing walls and partitions shall not be
notched, drilled or otherwise weakened to reduce the undamaged width to less than 2" unless the weakened plates are suitably reinforced.
(e) Roof truss members shall not be notched, drilled or otherwise
weakened unless such notching or drilling is allowed for in the design of the truss.
(f) Bird mouth connections (rafter to roof plate) are not
recommended as the timber rafters are reduced in section and the remaining section may not be adequate to prevent failure by shear.
1802.5 Anchorage
(a) Building frames shall be suitably anchored to the foundation
walls to resist wind and earthquake forces, unless a structural analysis shows that such anchoring is not necessary
(b) Anchorage shall be provided in conformance with the provisions
of 1802.14 and Part 2 Section 8 of CUBiC.
1802.6 Sill Plates (see also 1802.10)
(a) Where sill plates provide bearing for the floor system they shall be not less than 2" by 4" material.
(b) Sill plates shall be levelled by setting them on a full bed of
mortar.
1802.7 Beams to Support Floors
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(a) Beams shall have even and level bearing and the length of bearing at end supports shall not be less than 4 inches.
(b) Steel beams shall be shop primed. (c) Where a beam is made up of individual pieces of lumber that are
nailed or otherwise permanently fixed together, the individual members shall be 1-1/2 in. or greater in thickness and installed on edge.
(d) Where the individual members of a beam described in 1802.7 c)
are butted together to form a joint, each joint shall occur over a support, except that where the beams are continuous over more than one span, the joints may be located at or within 6" of the end quarter points of the clear span of the beam.
(e) Joints in individual members of beams that are located at or near
the end quarter points described in 1802.7 d) shall not occur in adjacent members at the same quarter point and shall not reduce the effective beam width by more than half. Members joined at quarter points shall be continuous over the adjacent supports.
(f) Except as provided in 1802.7 g), where 1-1/2" members are laid
on edge to form a built-up beam, individual members shall be nailed together with a double row of nails at least 2-1/2" in length, spaced not more than 18" apart in each row with the end nails located 4" to 6" from the end of each piece.
(g) Where 1-1/2" members in built-up wood beams are not nailed
together as provided in 1802.7 f), they shall be bolted together with at least 1/2" diameter bolts equipped with washers and spaced not more than 4 ft. on centres, with the end bolts located not more than 2 ft. from the ends of the members.
1802.8 Floor Joists
(a) Except when supported on ribbon boards, or when supported by
appropriate joist hangers as in 1802.8 c), floor joists shall have not less than 4" length of end bearing. Ribbon boards shall be not less than 1" by 4" lumber let into the studs.
(b) Floor joists may be supported on the top of beams or may be
framed into the sides of beams. (c) When framed into the side of a wood beam, the joists shall
preferably be supported on joist hangers or other acceptable mechanical connectors, or on ledger strips of minimum dimensions of 1-1/2" by 3" nailed to the side of the supporting beam.
(d) When framed into the side of steel beams, the joists may be
supported on the bottom flange of the beam or on not less than 1-1/2" by 2" lumber bolted to the web with not less than 1/4" diameter bolts spaced not more than 2 ft. apart.
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(e) Unless ceiling furring or plywood cladding is installed on the
underside of floor joists, floor joists shall be restrained from twisting at the end supports and at intervals between the supports not exceeding 7 ft. End restraint should be provided by a suitably designed steel connection to the support. Restraint at intermediate locations shall be obtained by 1-1/2" by 2" cross bridging.
(f) Blocking tightly fitted between joists and securely nailed in place
is also acceptable for restraining joist twisting. (g) Header joists around floor openings shall be doubled when they
exceed 4 ft. in length. The size of header joists exceeding 10 ft. in length shall be determined by calculations.
(h) Trimmer joists around floor openings shall be doubled when the
length of the header joist exceeds 32". When the header joist exceeds 6ft. 6in. in length the size of the trimmer joists shall be determined by calculations.
(i) When tail joists and header joists are supported by the floor
framing, they shall be supported by suitable joist hangers or nailing.
(j) Non-loadbearing partitions parallel to floor joists shall be
supported on beams, loadbearing walls or doubled joists where the partition is over 6 ft. in length and contains openings that are not full ceiling height. Where such partitions contain no openings or openings that are full height, the joists need not be doubled. Non-loadbearing partitions less than 6 ft. in length need not be supported on framing but may be supported by the subfloor.
(k) Doubled joists may be separated not more than 8 in. by blocking,
if the blocking is not less than 1-1/2" by 4" lumber spaced not more than 4 ft. apart.
(l) Non-loadbearing partitions at right angles to the floor joists are
not restricted as to location. (m) Loadbearing interior walls parallel to floor joists shall be
supported by beams or walls of sufficient strength to transfer safely the design loads to the vertical supports.
(n) Loadbearing interior walls at right angles to floor joists shall be
located not more than 3 ft. from the joist support when the wall does not support a floor, and not more than 2 ft. from the joist support when the wall supports one or more floors, unless the joist size is designed to support such loads.
(o) Floor joists supporting roof loads shall not be cantilevered more
than 10" beyond their supports where 2" by 8" joists are used, and not more than 2' 6" beyond their supports where 2" by 10" or
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larger joists are used. The cantilevered portions shall not support floor loads from other storeys unless calculations are provided to show that the allowable design stresses of the cantilevered joists are not exceeded.
(p) Table 4-3 of the Building Guidelines gives the recommended joist sizes for various spans of domestic loading using standard pitch pine lumber available in the OECS. Table 2.825.1 of CUBiC should be read for more precise information on recommended spans for various loadings and spans.
(q) While minimum dimensions are given in 1802.8 n), the designer is responsible for calculating the length of cantilever that can be accommodated safely with various sizes of joists, taking into account the wind loads and other loads on the building.
1802.9 Wall Studs
(a) Studs shall be not less than 2" by 4" and where supporting more
than one floor and a roof shall be not less than 2" by 6" or 3" by 4".
(b) Maximum allowable height of 2" by 4" and 3" by 4" stud
framing shall be 14 ft., and of 2" by 6" stud framing shall be 20 ft unless the wall is otherwise laterally supported. Solid wood bridging shall be placed at intervals of not over 8 ft.
(c) No studding shall be spaced more than 2 ft on centres unless
vertical supporting members in the walls are designed as columns.
(d) Studs in exterior and bearing walls shall be placed with the
longer dimension perpendicular to the wall. (e) Wall studs shall preferably be continuous for the full storey
height except at openings. (f) Corners and intersections shall be designed to provide support
for the vertical edges of interior and exterior cladding materials and in no instance shall exterior corners be framed with less than the equivalent of two studs. Where the vertical edges of interior cladding at wall intersections are supported at vertical intervals by blocking or other acceptable method, the vertical distance between such supports shall not exceed the maximum distance between supports.
(g) Studs shall be doubled on each side of openings so that the inner
studs extend from the lintel to the bottom wall plate and the outer studs extend from the top wall plates to the bottom wall plate.
(h) Single studs may be used on either side of openings in non-
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loadbearing partitions not required to be fire separations with fire-resistance ratings provided the studs extend from the top wall plate to the bottom wall plate.
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(i) Recommended sizes of studs are given in Table 18-1.
Table 18-1
Recommended Sizes of Studs
Size (in.) Spacing (in.) Maximum Height (ft-in.)
2 x 4 16 7-6 3 x 4 16 8-0 3 x 6 16 9-0
2 x 4 24 7-0 3 x 4 24 7-6 3 x 6 24 9-0
The recommended sizes and heights given are for standard lumber normally available in the OECS. It is recommended that designers ensure that the specifications of the lumber being used are such that the bending and shear stresses of the lumber can meet the conditions given in the table above.
1802.10 Base Plates
(a) Base plates for wall studs shall conform to the requirements of
Part 2 Section 8 of CUBiC.
(b) The following provisions must be made:
(i) In stud bearing walls:
double plates must be used around the entire exterior walls
the top plate must be doubled or lapped at each intersection with walls and partitions,
joints in the upper or lower members of the top plates must be lapped not less than 4 inches.
(ii) Plates on masonry or concrete walls:
Plates or sills resting on masonry or concrete walls must be treated with a suitable preservative and must not be less than 3" by 6", bolted to the masonry or concrete at the corners and at not more than 4 ft intervals with 18 in. long 1/2" bolts.
(iii) Base plates on concrete or masonry must have a
suitable damp proof course under the plate.
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1802.11 Framing over Openings
(a) Openings in non-loadbearing walls shall be framed with not less than 2" thick material the same width as the studs and securely nailed to adjacent studs.
(b) Openings for doors in non-loadbearing walls required to be fire
separations with a fire-resistance rating shall be framed with the equivalent of at least two 2" thick members that are the same width as the wall plates.
(c) All openings in loadbearing walls shall be provided with headers
or lintels of not less than 2" nominal thickness placed on edge. Such headers or lintels shall have not less than 2" solid bearing at each end.
1802.12 Roof and Ceiling Framing
(a) Figures 4-15, 4-16 and 4-18 in the Building Guidelines show
typical roof framing for small buildings. Such rafters are generally placed at intervals of 2 ft. depending on the size of purlins and sizes of rafters. Roof framing shall be doubled on each side of openings greater than 2 rafters or joist spacings.
(b) Rafters shall be located directly opposite each other and tied
together at the peak, or may be offset by their own thickness if nailed to a ridge board not less than 3/4" thick.
(c) Framing members shall be connected by gusset plates or suitable
steel connectors, except that where the roof framing on opposite sides of the peak is assembled separately, such as in the case of factory built houses, the manufacturer shall supply adequate fixings made up of 18 gauge steel plate with bolts or screws to ensure that both sides of the roof structure are firmly attached to each other. The design of the fixings and the procedure for installation of the roof must be approved by the Chief Physical Planner.
(d) Hip and valley rafters shall be not less than 2" greater in depth
than the common rafters and not less than 2" thick, actual dimension.
(e) Dwarf walls and struts may be used to provide intermediate
support to reduce the span for rafters and joists. When struts are used they shall be not less than 2" by 4" material extending from each rafter to a loadbearing wall at an angle of not less than 45 degrees to the horizontal.
(f) When dwarf walls are used for rafter support, they shall be
framed in the same manner as loadbearing walls and securely fastened top and bottom to the roof and ceiling framing to prevent over-all movement. Solid blocking shall be installed between floor joists beneath dwarf walls that enclose finished rooms.
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(g) Except as provided in 1802.12 h), the ridge of the roof shall be supported by a loadbearing wall extending from the ridge to suitable bearing or by a ridge beam of not less than 1-1/2" by 6" material. Such ridge beam shall be supported at intervals not exceeding 4ft by not less than 1-1/2" by 4" members extending vertically from the ridge to suitable bearing.
(h) When the roof slope is 1 in 3 or more, the ridge support may be
omitted provided the lower ends of the rafters are adequately tied to prevent outward movement. These may consist of tie rods or ceiling joists forming a continuous tie for opposing rafters and nailed in accordance with Part 2 Section 8 of CUBiC.
(i) Roof trusses shall be designed by an experienced engineer or
architect in accordance with the appropriate requirements in Part 2 Section 8 of CUBiC.
(j) Roof joists supporting a finished ceiling other than plywood shall
be restrained from twisting along the bottom edges by means of furring, blocking, cross bridging or strapping conforming with
(k) 1802.8 e). (l) Ceiling joists support the loads of the ceiling and should not be
made to support rafter loads. In general practice, joists supporting a plaster ceiling shall be spaced not more than 16" on centres. They shall be not less than 2" x 2" lumber spanning not more than 24 inches for ceilings of 1/2" plaster board. Where the ceiling joists are used to support fibre board or plywood ceilings the spacing and size of joist shall be as follows:
Table 18-2
Spans and Sizes of Ceiling Joists
Maximum Span (ft. 1n.) Maximum Spacing (in.) Width & Depth (in.)
7-0 16 2 x 4 6-0 24 2 x 4 11-6 16 2 x 6 10-0 24 1 x 8
1802.13 Bearing
Joists and rafters shall bear on wood plates and shall have not less than 4" of bearing except as provided in Part 2 Section 8 of CUBiC.
1802.14 Anchorage
Anchorage for joists and rafters shall conform with the requirements of Part 2 Section 8 of CUBiC. Anchorage must be continuous from the foundations to the roof, to ensure that all parts of the building are securely
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fastened to the foundations.
The anchorage systems recommended are shown in Figures 2-11 through 2- 18 , of the Building Guidelines. The anchorage for the base plates consist of bolts fixed into the concrete or masonry as in 1802.10. The anchorage for the roof structure consists of galvanised hurricane straps or steel plates bolted to the rafters and to the plates. The steel plates or patented galvanised hurricane anchors must not be less than 18 gauge thick.
1802.15 Sheathing
(a) Floor sheathing requirements shall conform with the provisions of Sub-Section 1406.4.
(b) Roof sheathing requirements shall conform with the provisions
of Sub-Section 1406.2. (c) Storm sheathing of exterior stud walls shall conform with the
requirements of Sub-Section 1406.9c) and d) and to Part 2 Section 8 of CUBiC.
1803 POST, BEAM AND PLANK CONSTRUCTION
1803.1 General
(a) The size and spacing of posts and beams and the span and thickness of floor and roof decking shall be calculated in conformance with Part 2 Section 8 of CUBiC except when specific dimensions are provided in this Sub-Section.
(b) Requirements for nails, lumber, notching and drilling, anchorage
and sill plates shall conform to Sub-section 1802. 1803.2 Decking
(a) Floor and roof decking shall consist of not less than 1" lumber laid on the flat or on edge.
(b) Plank floor decking laid on the flat shall be not more than 8"
wide and shall be tongued-and-grooved or splined, unless a separate underlay is installed or the flooring consists of wood strips at right angles to the decking.
1803.3 Beams
(a) Loadbearing beams shall be solid, built-up, glued-laminated or plywood web beams. Where glued assemblies extend to the exterior waterproof glue shall be used, except that where the exposed portion is adequately protected against wetting water-resistant glue may be used.
(b) Loadbearing roof beams shall be securely connected to the
exterior wall framing and the centre loadbearing wall or centre beams to resist adequately the uplift forces due to wind.
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(c) The length of end bearings for loadbearing beams shall not be
less than 4". (d) When loadbearing beams are supported by mechanical
connectors, the connectors shall be capable of supporting the design loads.
(e) Joints in loadbearing beams occurring not over solid supports
shall be designed in accordance with the provisions of CUBiC Part 2 Section 8.
(f) Opposing loadbearing beams shall be tied together at the joints
by means of splices or suitable mechanical connectors.
1803.4 Posts (see 1406.5)
(a) Posts shall be solid, built-up or laminated.
(b) Where wall sheathing does not provide suitable anchorage, exterior wall columns shall be anchored to the wall plate by suitably engineered anchors of not less than 16 gauge thick steel angles.
(c) Solid posts and individual members in built-up posts shall extend
in one piece the full height of the wall storey.
(d) Intermediate studs or blocking shall be provided between posts in post and beam walls for the support of exterior and interior cladding.
1802.11 Plank Frame Wall Construction
(a) Thickness of plank framing in plank frame walls shall conform
to Table 18-1. The unsupported height of 1-1/2" vertical plank non-loadbearing partitions shall not exceed 12 ft.
(b) Vertical framing in plank frame walls shall consist of not less
than 10" wide planks spaced not more than 8 ft. on centres. (c) Vertical framing in plank frame walls shall not bear on wood
members with the grain at right angles to the vertical framing except where bearing on sills.
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Table 18-3
Nominal Thickness of Plank Framing
Supported Load (Including dead load and ceiling) Minimum Plank Thickness (in)
Roof with or without attic storage 1-1/2
Roof with or without attic storage plus 1 floor 1-3/4
Roof with or without attic storage plus 2 floors 2-1/2
(d) Corners of plank frame walls shall be formed by butting and fastening together the face and edge of 2 planks.
(e) Vertical framing in plank frame walls shall be provided on each
side of every opening, except that a window opening not more than 2ft. 6in. in width may be supported on one side only by a vertical member. In such cases the opposite jamb of the window or short upright to which it is attached shall bear on the filler wall plank immediately below, which in turn shall be notched into the vertical structural members on each side.
(f) Where horizontal planks act as loadbearing lintels or headers
they shall be framed into vertical members by dovetailing so that not less than a 2" length of bearing is provided.
(g) Openings in loadbearing plank frame walls shall be bridged with
lintels designed to carry superimposed loads to adjacent vertical members.
(h) In buildings of residential occupancy where spans of supported joists do not exceed 16 ft and the spans of trusses do not exceed 32 ft. the spans for wood lintels shown in Table 18-2 may be used for plank frame walls.
(i) Planks laid diagonally will reduce the tendency of the building
to be pushed out of shape by lateral forces. Such planking shall be trimmed at the edges to fit the wall or floor plate or vertical edge framing members and nails should not be closer to the edge of the plank than 1 inch.
(j) Non-loadbearing horizontal members (fillers) in plank frame
walls shall be securely fastened to the vertical framing.
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Table 18-4
Lintel Spans
Lintel Size, (in.) (nominal) Maximum Span, (ft)
2 x 6 5.0
2 x 8 6.0
2 x 10 7.0
3 x 8 7.0
3 x 10 9.0
1804 SHEET STEEL STUD WALL FRAMING
1804.1 Application
This Sub-section applies to sheet steel studs for use in non-loadbearing exterior walls and interior partitions. Information on the design and construction of steel framed structures using cold formed steel sections can also be found in the Cold Formed Steel Design Manual, August 1986 Edition, with December 11, 1989 Addendum, published by the American Iron and Steel Institute.
1804.2 Design Criteria
(a) Where loadbearing steel studs are used they shall be designed in
conformance with Part 2 Section 7 of CUBiC.
(b) Steel studs and runners shall conform to ASTM C645-76, "Non-load (Axial) Bearing Steel Studs, Runners (Track), and Rigid Furring Channels for Screws", or equivalent standard.
(c) Screws for the application of cladding materials to steel studs,
runners and furring channels shall conform to ASTM C 646-78a, "Steel Drill Screws for the Application of Gypsum Sheet Material to Light Gauge Steel Studs", or equivalent standard.
(d) Steel stud framing shall be clad on both sides with lath and
plaster or sheet-type material, fastened with screws or other acceptable fasteners at the appropriate spacing as required for interior finishes. Screws used for attaching wall finishes shall penetrate at least 3/8" through the metal.
(e) Except as required in 1804.2 g), steel studs in non-load bearing
partitions shall have a metal thickness of not less than 24 gauge.
(f) Runners for interior and exterior non-loadbearing walls shall have a thickness of at least 24 gauge exclusive of coatings and shall have at least 1" flanges. Note that except otherwise
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approved by the Chief Physical Planner, where the runners and other members are required to resist lateral loads the minimum thickness of the material shall be as set forth in Section 17.
(g) Where openings for doors in non-loadbearing fire separations
required to have fire-resistance rating do not exceed 4ft in width, the width of steel studs shall be at least 2-1/2". Where openings exceed 4 ft in width, the stud width shall be at least 3-1/2". The metal thickness of the studs must be adequate for the size of stud being used.
(h) The distance of the first stud beyond the jamb of any door
opening in a fire separation required to have a fire-resistance rating shall not exceed 16". Where the distance between the framing over the opening at the top runner exceeds 16" in such walls, intermediate support shall be installed at intervals of not more than 16" above the opening.
(i) The size of spacing of non-loadbearing steel studs for exterior
walls shall be in conformance with Table 18-6.
Table 18-5
Steel Studs for Non-Loadbearing Partitions
Minimum Stud Size (in.) Maximum Stud Spacing (in.)
Maximum Wall Height (ft- in)
1-1/4 x 1-1/2 16 9-6 24 8-6
1-1/4 x 2-1/2 16 13-0 24 11-6
1-1/2 x 3-1/2 16 17-0 24 16-0
1804.3 Size of Framing
Except as required in 1804.2 f) and h) the size and spacing of steel studs for non-loadbearing partitions shall conform to Table 18-5.
1804.4 Installation
(a) Runners shall be provided at the top and bottom of walls and
partitions. Such runners shall be securely attached to the building at approximately 2" from the end of the runners, and at intervals of not more than 2 ft on centres for interior studs and 12" for exterior studs. Such fasteners shall consist of the equivalent of 2- 1/2" nails or 1" screws.
(b) Studs at openings and which are not full wall height shall be
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supported by a runner at the ends of the studs, securely fastened to the full length studs at the sides of the opening.
(c) Steel studs used in walls required to have a fire-resistance rating
shall be installed so that there is at least a 1/2" clearance between the top of the stud and the top of the runner to allow for expan- sion in the event of fire. Except as provided in 1804.2, studs in such walls shall not be attached to the runners in a manner that will prevent such expansion.
(d) Door openings in non-loadbearing fire separations required to
have a fire-resistance rating shall be framed with 2 runner sections back to back.
(e) Steel studs shall be installed with webs at right angles to the wall
face and except at openings shall be continuous for the full wall height.
(f) Corners and intersections of walls and partitions shall be
constructed to provide support for cladding materials.
(g) Studs shall be doubled on each side of every opening where such openings involve more than one stud piece, and shall be tripled where the openings in exterior walls exceed 7ft. 9in. in width. Such studs shall be suitably tied together to act as a single structural unit in resisting transverse loads.
(h) Studs shall be attached to runners by screws, crimping, welding
or other suitable method around wall openings, and elsewhere where necessary to keep the studs in alignment during construction.
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Table 18-6
Steel Studs for Non-loadbearing Exterior Walls
Minimum Stud Dimensions (in.) (Nominal)
Minimum Metal Thickness (excluding coatings) (in)
Minimum Stud Length (ft-in)
Spacing of Studs (in) - centre to centre.
12 16 24
1-1/4 x 4 0.021 9-6 8-0 -
1 -1/4 x 4 0.027 11-0 8-10 7-10
1-1/4 x 4 0.033 11-6 10-0 8-10
1-1/4 x 4 0.039 13-0 10-10 10-0
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APPENDICES
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Contents
Appendix A: Appendix
B:
British Standards and Codes Applicable
U.S. Agencies B (1):
B (2): U.S. Standards and Codes Quoted Other Codes
Appendix C: Sheet Metal Gauges
Appendix D (1): D (2): D (3):
High Hazard Materials Moderate Hazard Materials Low Hazard Materials
Appendix E: Weights of Building Material
Appendix F: Accessibility Guidelines for Handicapped Persons
Appendix G: General Guidelines for Fire Resistive Construction
Appendix H: H (1): H (2): H (3): H (4): H (5): H (6)
Requirements of Group Occupancies Group A Group B Group C Group D Group E Group F
Appendix I: I (1): I (2): I (3): I (4): I (5):
Classification by Types of Construction Type 1 Buildings (Fire Resistive) Type 2 Buildings (Semi-Fire Resistive) Type 3 Buildings (Ordinary Masonry) Type 4 Buildings (Non-combustible) Type 5 Buildings (Wood Frame)
Appendix J: The Rainfall Hazard
Appendix K: Safety of Hotel Occupants
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APPENDIX A
BRITISH STANDARDS AND CODES APPLICABLE
Item Code No. Description or Standard
A1
A2
A3
A4
BS 144
BS 373
BS 405
BS 497
Wood preservation using coal tar creosotes Testing small clear specimens of timber Expanded metal (steel) for general purposes Manhole covers, road gully gratings and frames for drainage purposes
A5
A6
A7
BS 5911
BS 648
BS 690
Precast concrete pipes, fittings and ancillary products Schedule of weights of building materials Asbestos-cement slates and sheets
A8 A9 A10
BS 8004:1986 BS 915 BS 6925
Code of practice for foundations High alumina cement Mastic asphalt (limestone aggregate)
A11 A12 A13
BS 1187 BS 1191 BS 1200
Wood blocks for floors Gypsum building plasters Sands for mortar for plain and reinforced brickwork, block walling and masonry
A14 A15
A16 A17 A18
BS 1230 BS 1282
BS 1297 BS 1369 BS 1370
Gypsum plasterboard Guide to the choice, use and application of wood preservatives Grading and sizing of softwood flooring Metal lathing (steel) for plastering Low heat Portland cement
A19 A20 A21
BS 1521 BS 1579 BS 6323
Waterproof building papers Timber connectors Seamless and welded steel tubes
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A22 BS 1876 Automatic flushing for urinals
A23 A24 A25
BS 1881 BS 5135 BS 2994
Methods of testing concrete Arc welding of steels Cold rolled steel sections
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APPENDIX A (Cont'd)
Item Code No. Description or Standard
A26 A27 A28
A29 A30
BS 3260 BS 3261 BS 3284
BS 3921 BS 4360
PVC (vinyl) asbestos floor tiles Unbacked flexible PVC flooring Polythene pipe (type 50) for cold water services Clay brick and blocks Specification for weldable structural steels
A31 A32
BS 4482
BS 4483
Hard drawn steel wire for the reinforcement of concrete Steel fabric for the reinforcement of concrete
A33 A34
BS 8000 Part 3 BS 5268
Code of practice for masonry Structural use of timber
A35 A36
BS 5628
BS 5655
Structural recommendations for load bearing walls Lifts and service lifts
A37 A38 A39
BS 5950 BS 8110 BS 8214:1990
Structural use of steelwork in building The structural use of concrete in buildings Code of practice for fire door assemblies with non- metallic leaves
A40 A41 A42 A43
BS 6399 Part 1 BS 8000 Part 3 BS 8000 Part 2 BS 8005 Part 1: 1987
Dead and imposed loads Code of practice for masonry Code of practice for concrete work Guide to new sewerage construction
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APPENDIX B
U.S. AGENCIES Designation Institution
ACI: American Concrete Institute,
818 Connecticut Ave. N.W. Washington, D.C. 20006
AITC: American Institute of Timber Construction Inc. 333 West Hampden Ave, Englewood, Colorado 80110
AISC: American Institute of Steel Construction Inc.
Wrigley Building 44 N. Michigan Ave., Chicago, Illinois 60611
ANSI: American National Standards Institute
1430 Broadway, New York, New York 10018 AISI: American Iron and Steel Institute
100 16th St. N.W., Washington, D.C. 20036 APA: American Plywood Association
1119 A St., Tacoma, Washington 98401 ASTM: American Society for Testing and Materials 1916 Race St.
Philadelphia, Pennsylvania 19103 AWS: American Welding Society, Inc.
2501 N.W. 7th St. Miami, Florida 33125 NBS: National Bureau of Standards
U.S. Dept. of Commerce Washington D.C. 20402
NFiPA: National Fire Protection Association
470 Atlantic Ave., Boston, Massachusetts 02210 NPA: National Particleboard Association
2306 Perkins Place, Silver Springs, Maryland SJI: Steel Joist Institute
1703 Parham Rd, Richmond, Virginia 23229
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TPI: Truss Plate Institute 2400 East Devon, Des Plaines, Illinois 60018, USA
AWPB: American Wood Preservers Bureau, PO Box 6085, Arlington, Virginia 22206,
USA
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APPENDIX B (1)
U.S. STANDARDS AND CODES QUOTED
Item Code No Description
B1 B2 B3 B4 B5 B6
ACI 318 ACI 315 ACI 530-92 ASTM C90 ANSI A41.1 AITC 101 to 115
Building code requirements for reinforced concrete Manual of standard practice for detailing reinforced concrete structures Building code requirements for concrete masonry structures Specifications for hollow load-bearing concrete masonry units Standard requirements for reinforced masonry Timber construction standards
B7 B8
NLMA
NBS R 16
National design specification for stress grade lumber and its fastenings American lumber standards for softwood lumber
B9 B10 B11
NBS-CS AISC-SJI AISC
Douglas fir plywood, commercial standard Standard specification for open web long span steel joist construction Specifications for design, fabrication and erection of structural steel for buildings
B12 B13 B14 B15 B16 B17
ANSI A59.1 SJI AISC AWS D1.1 AWS D1.3 78 AISC ANSI/ASTM A6
Specifications for reinforced gypsum concrete Specifications and load tables for J series and H series joists Structural Welding Code Specifications for Welding Sheet Steel in Buildings Specifications for Structural Joints using ASTM A325 or ASTM A490 Bolts Standard Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use
B18 B19 B20
AISI AISI A151 TPI. 1978
Specification for the Design of Cold-Formed Stainless Steel Members Structural Specifications for the Design of Light Gauge Structural Members Design Specifications for Light Metal Plate Connected Wood Trusses
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APPENDIX B (2)
OTHER CODES
C1 Caribbean Uniform Building Code (CUBiC)
Caricom Community Secretariat, Georgetown, Guyana C2 National Building Code of Jamaica
Ministry of Finance and Planning, Kingston, Jamaica C3 Standard Building Code
Southern Building Code Congress International Birmingham, Alabama, USA.
C4 South Florida Building Code Board of
County Commissioners, Metropolitan Dade County, Florida, USA.
C5 Bahamas Building Code
Ministry of Works, Nassau, Bahamas C6 National Building Code of Canada
National Research Council of Canada, Montreal Rd, Ottawa, Ontario, Canada
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APPENDIX C
STEEL SHEET METAL GAUGES
British Imperial or US Standard Gauge (Uncoated Steel Sheets)
Wire Gauge British Standard Thickness (inches)
US Standard Thickness (inches)
4 0.2242 0.232
6 0.1943 0.192 8 0.1644 0.160
10 0.1345 0.128
12 0.1046 0.104 14 0.0747 0.080
16 0.0598 0.064
18 0.0478 0.048 20 0.0359 0.036
22 0.0299 0.028
24 0.0239 0.022 26 0.0179 0.018
28 0.0149 0.0148
30 0.0120 0.124
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APPENDIX D (1)
HIGH HAZARD MATERIALS
1. Acetylene gas and gasses under pressure and in quantities of greater than 70 cubic metres including hydrogen, natural ammonia, carbon monoxide, chlorine, methyl oxide and all gasses subject to explosion, fume or toxic hazard.
2. Ammunition, explosives and fireworks manufacture 3. Apparel manufacture 4. Artificial flowers and synthetic leather manufacture 5. Celluloid and celluloid products 6. Cereal, feed, flour and grist mills
7. Cotton batting and cotton waste processes 8. Dry cleaning establishments 9. Fruit ripening processes 10. Grain elevators 11. Industries employing substances which ignite or produce flammable gasses on contact
with water
12. Kerosene, fuel, lubricating or any oil storage with a flash point under 80 degrees C. 13. Match manufacture or storage 14. Metal enamelling 15. Nitro-cellulose film exchanges and laboratories 16 Paint and varnish manufacture or spraying or dipping
17. Petroleum manufacture 18. Processing of paper or cardboard in loose form 19. refrigerating systems using high hazard refrigerants 20. Shoe polish manufacture 21. Smoke houses (industrial)
22. Straw goods manufacture or broom storage 23. Sugar and starch pulverising mills 24 Tar, pitch or resin processing 25. Tyre storage warehouses 26. Waste paper sorting or shredding, storage or baling
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APPENDIX D (2) MODERATE
HAZARD MATERIALS
1. Bags, cloth burlap and paper 2. Bamboo and rattan baskets 3. Belting, canvas and leather 4. Books and paper in rolls or packs 5. Boots and shoes
6. Buttons, including cloth covered, pearl and bone 7. Cardboard and cardboard boxes 8. Clothing 9. Cordage 10 Fibre board
11. Furniture 12. Glue, mucilage and paste 13. Linoleum 14. Livestock shelters 15. Lumber yards
16. Motor vehicle repair shops 17. Petroleum warehouses for storage of lubricating oils with a flash point of 150 degrees C. or
higher
18. Photo engraving 19. Soap 20. Sugar 21. Tobacco, cigars, cigarettes 22. Upholstering and mattress manufacturing 23. Wax candles
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APPENDIX D (3)
LOW HAZARD MATERIALS
1. Asbestos 2. Chalk and Crayons 3. Food products 4. Glass 5. Metals
6. Motor car spares (excluding upholstery) 7. Plumbing wares 8. Porcelain and pottery 9. Talc and soapstones
Note: See Tables 3.107.2, 3.111.2, and 3.111.3 of Part 3, Caribbean Uniform Building Code
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APPENDIX E
WEIGHTS OF BUILDING MATERIAL
Material Weight - lbs/sq.ft
Ceilings 3
Plasterboard, unplastered Plaster, 3/4 in, and wood lath 8 Plaster on tile or concrete 5 Suspended, metal lath and plaster 10
Floors 4
Hardwood flooring, 7/8 in thick Sheathing, yellow pine 1 in. thick 4 Spruce 2-1/2 Wood block, creosoted 3 in thick 15 Cement finish per in. thick 12 Terrazzo tile per in. thick including base 12 Gypsum Slab, per in thick 5
Roofs 1.66
Corrugated metal, galvanised:
20 gauge 1.66 24 gauge 1.16 1.16 28 gauge 0.78 0.78
Roofing felt, 3 ply and gravel 5.5 Roofing felt, 5 ply and gravel 6.5 3 ply ready roofing 1 Shingles, wood 3 Tile or slate 5 to 20
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APPENDIX E (Cont’d)
Material Weight - lbs/sq.ft
Mortar Rubble Masonry Limestone
150
Dry Rubble Masonry Limestone
125
Earth etc Excavated 90 to 105
Sand, gravel, dry, loose Sand, gravel, dry, packed 100 to 120 Clay, dry 63 Clay, damp, plastic 110 Clay, and gravel, dry 100 Earth, dry, loose 76
Earth, dry, packed
95
Earth, moist, packed 96 Earth, mud packed 115 Riprap, limestone 80 to 115
Partitions
Channel Studs, metal lath, cement plaster, solid 2" thick
Studs, 2" x 4", wood or metal lath, 3/4 in. plaster both sides Studs, 2" x 4", plaster board, 1/2" plaster both sides
Plaster, 1/2" on clay tile (one side)
17.5 18 18 4
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Excavations in Water 60
Sand or gravel Sand or gravel and clay 65 Clay 80 River mud 90 Soil 70 Stone riprap 65
Concrete Block 8" x 8" x 16" (from the US) 8" x 8" x 16" (from the Dominican Republic or other areas with igneous or extrusive rock)
35 to 40 lbs per block
45 to 50 lbs per block
Concrete With aggregate (basalt or other extrusive rocks)
With aggregate (sedimentary rock), from Jamaica, Bahamas and other quarries
With aggregate from limestone (local sources)
155 to 160 lbs/cu.ft
145 to 150 lbs/cu.ft
140 to 145 lbs/cu.ft
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APPENDIX F
ACCESSIBILITY GUIDELINES FOR PERSONS WITH DISABILITIES
1. Scope
1.1 The following guidelines are intended to introduce designers and builders to the minimum provisions required for safe access for persons with disabilities to building facilities. The guidelines should be used in conjunction with the Building Code provisions and in conjunction with the specific recommendations of the bodies and institutions engaged in assisting persons with disabilities with the minimum provisions needed for access to all facilities.
1.2 Designers should also be aware of the United States Americans with Disabilities Act (ADA) Appendix A to Part 1191 Accessibility Guidelines for Buildings and Facilities which was signed into law in July 1990, and which determines the minimum provisions for persons with disabilities in public institutions.
The Act includes:
a) Title 1: Employment b) Title 11: State and Local Government services, regardless of the receipt of
federal funds c) Title 111: Public Accommodation - hotels, retail establishments etc. d) Title 1V: Telecommunications e) Title V: Miscellaneous Provisions - includes attorney's fees.
1.3 Designers of public buildings in Groups A and B(a) would therefore be expected to
consult the relevant bodies such as the local chapters of the National Council of and for Persons With Disabilities for specific information based on the research being carried out by these bodies. In accordance with 501.2(e), the Chief Physical Planner will examine the plans for new public facilities to ensure that adequate provisions have been made for persons with disabilities.
1.4 The following should be considered as minimum provisions for facilities for
persons with disabilities in wheel chairs using public buildings.
a) All public buildings - post offices, hospitals, asylums, sanatoria, airport terminals and sea port terminals - and all other buildings in Group B (a) shall have provisions for persons with disabilities including those persons in wheel chairs.
b) It is desirable that other public buildings such as banks, theatres, assembly
halls, hotels and cinemas, have some provisions which would allow barrier- free access by persons in wheel chairs.
c) Hotels and other establishments offering accommodation to the public
should have at least one Accessible Guestroom for every 25 guestrooms, or a fraction thereof, made accessible for persons with disabilities.
d) In new housing developments consideration should be given to constructing at least one
(1#) dwelling unit in every twenty five (25) units (or a fraction thereof) to be accessible to persons with disabilities.
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2. Relevant Guidelines
2.1 The following Guidelines and Codes provide detailed information on the design of barrier free facilities:
- BS 5588 Means of Escape for disabled persons
- Caribbean Uniform Building Code, Sections 3.125 and 3.126
- Barrier Free Design - A National Standard for Canada; Canadian
Standards Association, June 1990
- Access Needs of Blind and Visually Impaired Travellers in Transportation Terminals: A Study and Design Guidelines, Canadian Institute of the Blind, December 1987.
- National Building Code of Canada - Section 3.7 - Barrier Free Design; National
Research Council of Canada, Ottawa.
- The 'Green' Guide to Safety at Sports Grounds - Fourth Edition 2003, Chapter Thirteen, Section 13.1 - Spectator Accommodation – Disabilities
- For further guidance, users may refer to the Football Stadia Advisory Design Council
(FSADC) publication Designing for Spectators with Disabilities. Written primarily for football grounds, the publication provides much general advice applicable to all sporting facilities.
2.2 It is suggested that designers also read the following:
- "Building without barriers for the disabled" - Sarah P. Harkness and
James N. Groom Jr.; Whitney Library of Design, 1515 Broadway, New York, New York 10036.
3. Building Approaches and Entrances
a) In every public building, at least one (1#) primary entrance at ground floor level
shall be accessible from the street entrance or parking lot by means of a walkway or ramp a minimum of 4' 0" (1220mm in width) with a gradient of not more than one in twenty 1 : 20. There shall be no steps or abrupt changes in grade of the access way.
b) At every entrance there should be a level platform at least 3' 0" by 4' 0" (914mm
x1220mm) to afford the opening and closing of doors by persons in wheelchairs. (Figure 26 in TCI Building Guidelines). Such platforms should also be constructed at every change of grade or direction of the ramp and at 30 foot (9.14 metres) intervals on a long ramp.
c) A clear space of 4' 0" x 4" 0" (1220mm x 1220mm) would allow access for both
forward and side approaches to doors. A clear space of 5' 0" x 5' 0" (1524mm x 1524mm) is required for a wheelchair to pivot 180 degrees.
Kerbs intended to be crossed by persons with disabilities in wheel chairs should be cut to provide a passage of not more than 4 inches (100mm) high at the kerb and at least 4 feet (1200mm) wide. The lip of the kerb should not be greater than and at least1" (25mm) high. Such ramps should be of contrasting colour and texture.
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d) Access ramps should be provided with handrails on both sides at a height of
2' 8" (812mm) measured from the ramp surface to the top of the rail.
e) Gratings across entrances and walkways must be avoided. Where gratings are absolutely necessary for drainage the apertures of the gratings should not be greater than 3/4" (19mm) and the bars at least 1/2" (12mm) wide set at right angles to the direction of travel. Gratings and manholes covers should fit securely and be flush with the walk way or street.
f) Catch basins should be constructed outside of pedestrian crossings.
4. Walkways and Sidewalks
a ) The surfaces of walkways should be constructed of non-slip covering.
b) Walkways in passages and courtyards should be 4' 6" to 6' 6" (1372mm x
1982mm) wide with shoulders about 4' 0" (1220mm) wide.
c) Slopes should be no greater than 5%.
d) Cross slopes should be no greater than 2%.
e) Walkway widths for persons using crutches or service a minimum of 3' 0" (914mm) wide.
dogs should be
f) Sidewalks should be 5' 0" (1524mm) wide.
g) Slopes for sidewalks should be 2-1/2% to 5% maximum.
5. Doors and Corridors
a) Doors should be openable in a single motion with one hand and with a force of no
greater than 5 pounds (22.24N), and should have a clear swing of at least 90 degrees. For sliding doors the force required to operate the door should not be greater than 8.5 pounds (37.8N).
b) Doorways should be a minimum of 32 inches (812mm) clear.
c) Door latches, handles and pull bars should be easy to grasp and between 2' 0" and
4' 0" (610mm x 1220mm) high. Knobsets should not be used.
d) Corridors should be at least (4' 0")1220mm wide and should be equipped with an easy to grasp hand rail along one side. The handrail should be at a height of 2' 8" to 2' 11" (812mm - 900mm) and be 1-1/2" (38mm) clear off the wall.
e) Except in confined spaces and except for doors to toilets and washrooms, all doors in
corridors should open into rooms.
f) The minimum clear floor space or ground area for wheel chairs is 3' 6" x 4' 0" (1016mm x1220mm). An area 4' 0" x 4' 0" (1220mm x 1220mm) allows access to doors for both forward and side approaches.
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g) The space required for manoeuvring wheel chairs at doorways is given in the Table F-1.
Table F-1
Applicable Dimensions for Wheel Chair Space at Doorways
Description
Floor depth mm (ft.-in.)
Space width (ft.-in.)
Required space beside latch (ft.-in.)
Front Approach Side hinged Pull
5-0 (1524mm)
4-0 (1220mm)
2-0 (610mm) Side
Push Side 4-0 (1220mm) 4-0 (1220mm) 1-0 (305mm)
Latch Side Approach 4-0 (1220mm)
5-0 (1524mm)
2-0 (610mm) Pull Side
Push Side 3-6 (1067mm) 5-0 (1524mm) 2-0 (610mm)
Hinged Side Approach 5-0 (1524mm)
5-0 (1524mm)
2-0 (610mm) Pull Side
Push Side 3-6 (1067mm) 4-6 (1372mm) 1-5 (432mm)
Sliding Door 4-0 (1220mm)
3-0 (914mm)
1-9 (533mm) Front approach
Side approach 3-6 (1067mm) 4-6 (1372mm) 1-10 (559mm)
6. Elevators
Where elevators are required to access upper floors at least one elevators should be constructed to meet the requirements given below:
a) Elevators should be accessible from the ground floor entrance
b) The elevator cab shall have a clear area of not less than 20 square feet (1.86 sq
metres), with a minimum dimension of 4.5 feet (1372mm).
c) The elevator door should be at least 32 inches (812mm) in clear width
d) Elevators should be self-levelling with a maximum tolerance of 1 inch.
e) Control buttons should be located no more than 4' 5" (1372mm) above the floor.
f) Handrails height should be between 2' 8" and 2" 11" (812mm - 900mm).
g) Where a passenger lift is not provided in a building, it may be a requirement to provide a
wheelchair stairlift. However, the provision of a wheelchair stairlift should in no circumstance impede the function of the stair as a means of escape.
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h) 7. Theatres, Cinemas, Auditoria, Sporting Arenas and Stadia
a) There should be accommodation for persons in wheel chairs attending functions
at all public buildings as follows:
Table F-2 Spaces Required for Wheel Chairs
Number of Fixed Seating Number of Spaces Required for Wheel Chairs
Up to 200 2
201 to 300 3
301 to 400 4
401 to 500 5
501 to 600 6
600 to 10,000 Minimum of 6, or1 in 100 of seated capacity (whichever is greater).
10,000 to 20,000 100 plus 5 per 1,000 above 10,000
20,000 to 40,000 150 plus 3 per 1,000 above 20,000
40,000 or more 210 plus 2 per 1,000 above 40,000
b) Wheel chair spaces should be not less than 4' 4" (1320mm) deep by 2' 6" (762mm) wide
and should preferably be integrated into the regular seating and it is recommended that accommodation for spectators with disabilities should be dispersed throughout the sports facility also applies to the provision of space for spectators and patrons using wheelchairs.
c) Each space should be accessible with minimum of assistance and should be on an aisle and should be on the same level and near to an exit.
d) Where a public address communication system is installed, headphones outlets
should be provided for persons in wheel chairs at a ratio of 1 such outlet for every 100 seats with a minimum of two.
e) In sporting arenas and stadia, where possible, wheelchair spaces should be
provided in both home and away spectator viewing areas that provide adequate shelter. Where separate shelter is provided (e.g. for an area specifically for wheelchairs), the roof or canopy should not hinder views of other spectators, but should be sufficiently high to allow able-persons, such as companions and assistants, easy access and circulation.
8. Ground and Floor Surfaces
a) The surfaces of the ground and floor on which disabled persons must walk
should be firm, slip resistant and free of glare. Any change in level should be treated as per Table F-3.
b) The floor surface of detectable warning surfaces should be about 3' 0" (914mm)
long and be of contrasting colour.
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c)
d) Floor surfaces should be slip resistant as far as possible. The slip resistance of common surfaces is given in Table F-4.
Table F-3
Changes in Level Vertical Rise (in.) Edge Treatment
0 - 6mm (0 - 1/4) May be vertical
6mm - 12mm (1/4 - 1/2) Should be bevelled. Max slope 1:2
Over 12mm (1/2) Treat as ramp
Table F-4
Slip Resistance of Floor Finishes Slip Resistance Classification
Ramp Inclination
Typical Application Type of Surface Finish
R9 < 9º Low risk internal areas, customer areas, reception areas Plain/Matt Tile/ Sheeting/Sheet Carpet*/ Carpet Tiles* R10 10º to 19º Toilet and washroom areas, self-service cafeterias and restaurants
R11 20º to 27º Cold stores, dish washing area Plain/Matt Tile;
R12 28º to 35º Liquid spillage areas, large commercial kitchens Small Stud/ Rock Textured Raised Surface Profile**
R13 Above 35º High risk of spill, oil spillage or similar present Grit inclusion/ Textured**/ Raised Surface Profile
Notes: * The soft weave of the carpet may make travel in a straight line difficult ** Textured finish to concrete improves its resistance when wet.
9. Protruding Objects
It is recommended that designers consult Section 3 of the National Building Code of Canada for the proper placing of protruding objects. Objects protruding from walls with their leading edges between 2' 6" (762mm) and 6' 6" (982mm), shall protrude not more than 4" (100mm) into pedestrian areas such as sidewalks, halls, corridors, etc.
10. Walls
a) Wall surfaces should not be rough or uneven and should have contrasting colours. b) Mirrored walls should not be used as they may be confusing to the visually impaired. c) Glass panels may be confused as egress routes.
11. Detectable Objects
The following guide should be considered in the placing of objects on walls or in rooms to be traversed or used by the physically handicapped.
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a) Objects with their leading edges 2' 4" (712mm) from the floor may protrude any amount.
b) Objects between 2' 4" (712mm) and 6' 8" (1982mm) from the floor shall not overhang more than 1' 0" (305mm).
c) The maximum height of the bottom edge of an object with a space of more than 1' 0" (305mm) between supports shall be 2' 3" (686mm) from the floor.
d) Freestanding objects shall not overhang more than 1' 0" (305mm) foot between 2' 3" (686mm) and 6' 5" (1956mm).
12. Headroom
The minimum headroom - clear height from the floor to ceiling (or any supporting beam or member) - is 7' 0" (2134mm).
13. Bathroom and Toilet Facilities
a) All public buildings shall have at least one toilet specially constructed for use by handicapped
persons. Such toilet compartments shall carry on the door to the compartment the international sign indicating that such a compartment has been specially constructed for use by handicapped persons. The sketches (Figure 26 in TCI Building Guidelines) show planning arrangements for the toilet compartments and the international signs used for handicapped facilities.
b) Toilet fixtures should be so placed as to facilitate the turning of a wheelchair.
c) Handrails of not less than 1 inch (25mm) and not more than 1-1/2 inches
(38mm) O.D. shall be provided on both sides of the water closet, and mounted 34 inches (864mm) above and parallel to the floor. The handrail should be placed with the front end about 2 feet (610mm) in front of the water closet.
d) Toilet seats should be 18 inches (457mm) to 24 inches (610mm) off the floor.
They should be equipped with:
i) hand operated flushing controls that can be reached by persons in a wheel chair and
ii) a back support.
e) Wash basins should be placed a maximum of 2' 10" (864mm) high with a clear
space of at least 2' 3" (686mm) high by 3' 0" (914mm) under the basin. The washbasin should be equipped with faucet handles of the lever type without spring loading. The soap and towel dispensers should be located not more than 4 feet (1220mm) above the floor and be accessible to persons on a wheel chair.
f) The bottom edge of a mirror should not be more than 3' 0" (914mm) above the
floor.
g) Where showers are provided in public assembly buildings at least one shower for each sex should be constructed for use by persons with disabilities. Such showers should not be less than 5' 0" by 3' 0" (1524mm by 914mm) with a threshold no higher than 1/2" (12mm) and a curtain hung 3' 0" (914mm) from the back wall.
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h) Doors to toilet facilities should always open outwards and be equipped with self closing hinges or door closers.
i) j) Vertical and horizontal grip rails should be installed and readily accessible from
the toilet and shower.
14. Parking Lots
a) Any parking lot servicing an entrance described in 506.1 shall have a number of level parking spaces identified by the appropriate international signs as reserved for persons with disabilities. Each reserved parking space shall not be less than 12' 0" (3658mm) wide.
b) Table F-5 gives the suggested number of reserved parking spaces for persons
with disabilities. Such parking spaces shall be within easy reach of an exit, and shall be so placed that the person using the space would not be compelled to pass behind other parked vehicles to access the building entrance, ramp or walkway.
Table F-5
Accessible Parking Spaces for Persons With Disabilities
Total Number of Parking Spaces in Lot Required Number of Spaces Reserved for Persons with Disabilities
1 - 50 1
51 - 75 2
76 - 100 3
101 - 200 4
201 - 500 5
above 500 1 percent of the total number of spaces
15. Illumination
For persons with visual impairment, passages and concourses require good lighting and contrasting colours. All spaces to be used by persons associated with visual impairment should be provided with at least the lighting level of 100 lux.
16. Signs
All signs for entrances/doors/walls/etc. must be in large print, with good contrasting letters against a pale background, and should have tactile/braille on signs in front of exits, stairwells, elevators that can be seen and/or felt (by the foot) upon approach.
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Provision for elevators should include the use of contrast/tactile buttons and elevators shall be provided with audio (to tell you what floor you have reached) systems. Entrance doors must be provided with large good-contrast signs on with tactile (engraved) references.
For adequate recognition of signs by persons associated with visual impairment the signs should be constructed and placed in accordance with the following Table F-6.
Table F-6 Placing of Signs
Minimum Character Height mm (in.) Maximum Viewing Distance mm (ft.-in.)
8" (200mm) 20'-0" (6096mm)
5" (127mm) 15'-0" (4572mm)
4" (100mm) 8'-0" (2438mm)
3" (75mm) 7'-10" (2388mm)
2" (50mm) 5'-0" (1524mm)
1" (25mm) 2'-6" (762mm)
17. Provisions for access to service in Supermarkets, Banks and other Public Places
a) Aisles
The minimum width of aisles for persons to allow safe manoeuvring by persons in wheel chairs should be 3' 4" (1016mm) for travel in a straight line and 5' 0" (1524mm) to provide for a 180 degree turn. In supermarkets and other public places such as assembly halls, banks and theatres it is recommended that provision be made for 2 persons in wheel chairs to pass each other, and for persons in wheel chairs to make a 180 degree turn. The recommended minimum width for aisles is therefore 5' 0" (1524mm).
b) Counters
It is recommended that special seating arrangements be made at banks, work places and lunch counters for persons in wheel chairs. Adequate room must be provided for safe manoeuvring to approach the counter.
Seating spaces at counters should have a clear floor space of not less than 2' 6" (762mm) by 4' 0" (1220mm). Where a forward approach is possible there should be a clear knee space of at least 2' 6" (762mm) wide by 1' 8" (457mm) deep by 2' 4" (711mm) high.
At lunch counters and at places where it is necessary to stand or sit to be served, there should be at least one such special seat available for every 30 places. There should be at least one special counter available in banks for persons in wheel chairs.
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c) Shopping Malls
The design of shopping malls should be in accordance with BS 5588 Part 10: 1991 Code of practice for shopping complexes.
18. Public Telephones
a) Wherever public telephones are installed provision shall be made for at least one
telephone to be accessible by persons in wheel chairs.
b) The maximum height of the telephone controls should be 4' 6" (1372mm) and a clear floor space of not less than 3' 0" (914mm) by 4' 0" (1220mm) shall be provided in front of the telephone. If a clear height of 2' 6" (762mm) is available for knee space, then the allowable floor space can extend into the knee area a maximum of 4' 0" (1220mm).
c) The minimum cord length should be 3' 4" (1016mm).
d) The telephone assembly including the enclosures shall not reduce the minimum
width required for safe passage in corridors, aisles or walkways.
19. Emergency Evacuation of Persons with Disabilities
a) Stairways Stairways designated for the emergency evacuation of persons with disabilities, should comply with requirements for internal stairs in the Building Code. A stairway with a minimum width of 3' 7" (1100mm) [4' 0" (1200mm) in new construction] should be adequate to allow a person in a wheelchair to be carried down safely.
b) Evacuation or Fire-fighters Lifts
In cases of emergency, and only under the direct supervision of fire-fighters /mandatory or volunteer CERT registered emergency personnel, passenger lifts may only be used for evacuation of persons with disabilities, provided that they are designed to meet the requirements of an evacuation lift such as having additional protection, controls and signals that enable them to be used under the direct control of the fire service to be able to operate even when there is a fire in the building.
c) Wheelchair Stairlifts
Wheelchair stairlifts installed in stairways should not be used for emergency evacuation. Stairways designated for emergency evacuation, should not be reduces in width by any part of the stairlift to less than 3' 7" (1100mm) [4' 0" (1200mm) in new construction].
d) Ramps
Where ramps are used in emergency evacuation routes, the gradient should be no steeper than 1 in 20 and small changes in level should be avoided.
20. Fire and Emergency Warning Systems The emergency management plan for public buildings should take into account the special needs of users and persons with disabilities. Where separate emergency evacuation routes for persons with disabilities are provided, as is recommended, the plans should allow for able-bodied persons and persons with disabilities to be evacuated simultaneously.
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Where the separation of escape routes for able-bodied persons and persons with disabilities cannot be provided, for practical reasons, the plans may be based on the use of two-stage warning system. Preferably, the first stage should take the form of a coded message alerting designated emergency personnel to an impending evacuation. This process allows for persons with disabilities to be moved to refuges, from which they are moved either to evacuation lifts or are assisted down staircases to the ground floor level.
The second stage should take the form of a general alert in which warning systems and announcements are made over a public address system to signal an evacuation. Where appropriate, a signal can be visual instructions on electronic screens placed in strategic locations within the building.
21. Management of Accommodation for Persons with Disabilities
The management of public buildings must ensure the proper accommodation for persons with disabilities, to ensure the safety of all users at all times. In addition therefore to the guidelines which preceded this section, the following factors should also be considered when designing and for persons with disabilities.
a) Good and Safe Design
Many persons with severe impairments who have acute sensory perception, also tend to rely on other persons in times of emergency. Many persons with disabilities may not need, or desire, special attention or assistance. Therefore the proper and safe design of buildings should always seek to make it possible for persons with disabilities to enjoy barrier-free access to public buildings without the need for high levels of stewarding or intervention.
b) Provision of Amenities
Management of public buildings should, where possible, make necessary provision for the safe parking and access of persons with disabilities. Wherever possible, separate entrances should be provided for semi-ambulant people and persons with wheelchairs.
c) Provision for Special Vehicles
Where public buildings have to admit persons with disabilities in special vehicles (invalid cars), management of such buildings should ensure that the passage of these special vehicles and designated parking, does not hinder the safety of other users to the building. In addition, the location of these vehicles should not obstruct or restrict access to the building by emergency or medical personnel of vehicles.
d) Provisions for Older Persons
Whereas older persons do not regard themselves as having disabilities, it is not unusual for older persons to be semi-ambulant or to experience impaired vision, hearing or mobility. Given the increasing reported cases of diabetic and hypertensive cases in the region, this may be reflected in the increasing number of older persons afflicted by impaired vision, hearing or mobility. Management of public buildings should therefore be constantly aware of the needs of older persons when planning and training personnel for emergency evacuation procedures.
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APPENDIX G
GENERAL GUIDELINES FOR FIRE RESISTIVE CONSTRUCTION AND FOR SOUND TRANSMISSION CONTROL
1. Scope
This appendix is designed to assist in the coordination of design requirements for ensuring the safety of occupants of all classes of buildings in the event of a fire. Information on the fire resistance of materials and assemblies used in construction is provided in Section 4 of this Code and in Section 7.0 of the Building Guidelines. Sub-sections 502, 504 and 505 of the Code also provide information on the design of building components for fire safety and on the fire safety equipment required.
The main objective in the design of buildings must be to limit the spread of fire so that occupants can escape safely and so that the fire will not be spread to adjacent buildings before fire fighting efforts to contain the fire can be effective. The design on buildings must also take into account the need for access to the buildings by fire fighting apparatus and in the cases of buildings with their own water supply to the nearest suitable water connection.
This appendix also provides information on the design of walls, and floor structures for the control of sound transmission in buildings.
2. Other Codes
This Appendix does not repeat the standards given in other Codes of practice as it is recommended that designers of institutional buildings and all buildings in Groups A, B, C, D, E (b) and (c), and F consult the codes listed in this paragraph. Where a conflict arises in the interpretation of the Codes, Part 3, Section 7 of the Caribbean Uniform Building Code takes precedence.
The reference codes are:
- Caribbean Uniform Building Code (CUBiC) - Part 3 Sections 6 and 7
- BS 5588.
Part 1 Code of Practice for residential buildings Part 2 Code of Practice for shops Part 3 Code of Practice for office buildings Part 6 Code of Practice for places of assembly Part 8 Code of Practice for means of escape for disabled people Part 10 Code of Practice for shopping complexes
- National Building Code of Canada
Section 2.5 Fire Department Access to Buildings Section 2.7 Safety to Life Section 2.8 Emergency Planning Section 2.10 Day Care Centres
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Section 2.11 Boarding and Lodging Houses Section 2.15 Construction Sites
- Ontario Building Code
Section 9
- Barbados National Building Code
Section 4.5
3. Fire Resistant Construction for Important Buildings
Table G-1 gives the fire resistant periods required for institutional buildings, for shops and supermarkets, for assembly halls, theatres and stadiums, and for other public buildings such as post offices, general office buildings and banks.
Table G-1
Required Fire Resistant Periods
Buildings Period in Hours
Assembly Halls 1-1/2
Hospitals 2-1/2
Infirmaries 2-1/2
Hotels, condominiums 2
Prisons 1-1/2
Theatres 3
Office Buildings 1/2
Banks 1/2
Shops and Shopping Centres
3/4
The fire resistant periods given are based on the need of occupants to exit the buildings safely under the conditions which obtain in the OECS Islands. In this Table it is assumed that the buildings will be no more than two storeys with single loaded corridors with an exterior walkway.
It is important to recognise that while it may be possible to exit buildings in much less time than indicated in the Table, yet the conditions for safe exit may not be in place, and
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caution must be used in the design of hospitals and infirmaries where the occupants will not be completely mobile and staff may not be available to offer assistance to the immobile or bedridden occupants. Building designers should therefore base their designs and choice of materials on the information provided in Section 4 Table 4-2 and in Section 5 Table 5-3(a) or in the relevant British, American or Canadian standards.
4. Fire Protection Requirements for Storage and Maintenance Facilities
Table G-2 gives the type of construction required for the construction of buildings or rooms housing maintenance and storage facilities. This Table must be read with Tables 4-1 to 4-3 and with Part 3 Section 3 of CUBiC for the design of buildings storing flammable materials, to provide the material types that can be used for the construction of the facilities.
Table G-2
Structural Fire Protection of Certain Facilities
Facility The facility should be separated from other parts of the complex by:
1. Storage areas not greater than 450 sq.m. (other than refuse storage areas)
2. Engineering services installations
rooms (other than those covered in items 6, 7, and 8)
Robust construction having a mini- mum standards of fire resistance of 60 min.
3. Repair and Maintenance workshops 4. Storage areas greater than 450 sq.m.
(other than refuse storage areas)
Robust solid non-combustible construction having a minimum standard of fire resistance of 120 min.
5. Refuse Storage Areas 6. Rooms housing fixed internal
combustion engines 7. Boiler and fuel storage spaces
8. Transformer and switchgear rooms
9. Central control room, fire control
centre, enclosed car parks and enclosed servicing areas.
Robust solid non-combustible construction having a minimum standard of fire resistance equivalent to that required for the elements of construction of the complex, and in no case less than 120 min.
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The Authority will not approve the design and construction of any building which does not comply with the minimum requirements for fire safety as given in this Code.
5. Storage of Flammable Liquids and Gases Section 3 of Part 3 of the Caribbean Uniform Building Code (CUBiC) provides details for the construction and occupancy of facilities with hazardous and volatile materials such as petroleum (gasoline), liquefied petroleum gases, flammable film, and combustible fibres.
CUBiC gives limiting distances from buildings for the location of facilities such as paint spraying booths, private and public garages, and motor fuel service stations depending on the capacity of the storage facility and the type of service proposed. Designers are advised to consult CUBiC and other Codes such as NFiPA 30 - Flammable and Combustible Liquids to ensure that the design of the facility conforms to the safety standards approved by the Board.
6. Sound Transmission - Residential Buildings
To inhibit the transmission of noise in from one room to another, the walls, partitions, ceilings and floors of all buildings in Group E, must be constructed to satisfy the applicable ASTM standard. Table G-3 provides information on typical wall assemblies with the corresponding Sound Transmission Class (STC). Partitions within units must have a minimum STC of 45, while partitions between units must have a minimum STC of 50. The quality of construction needed to satisfy the STC rating required has to be sound.
Building designers of residential buildings such as hotels, condominiums, hospitals and the like occupancies must examine the relevant ASTM, British or Canadian standards. Table G-3 gives the fire resistance rating and sound transmission class of some materials and assemblies used in the OECS.
Concrete walls and floors are generally required to have adequate insulation against impact or structure borne noise. Floor coverings which are used to dampen the effect of impact noise or for aesthetic purposes must have fire ratings adequate for the use of the space.
7. General
It is emphasised that building designers must examine the fire resistive periods of materials and assemblies as given in Tables 4-1, 4-2 and 4-3 of this Code and Tables E- 1, E-2, E-3, E-4 and E-5 of Section E of the Building Guidelines to determine the component assembly and materials appropriate for the building to be constructed. For example the use of 1/2 inch fibreboard for cladding of partitions or ceiling in institutional buildings would be inappropriate as Table E-4 of Section E of the Building Guidelines assigns a fire resistance period of 5 minutes to 1/2" fibreboard. The minimum timber assembly for a one-hour fire resistive period is given in Table 4-2. This
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assembly is described as 2" x 4" wood studs 16" on centre with two layers of 3/8" regular gypsum wallboard on each side. This assembly must be 5-1/4" thick.
Two storey institutional buildings or condominiums or hotels are required to be in Type 1construction. This will normally require the use of solid concrete or hollow concrete block walls or fire resistant rated steel construction. (See Section 3 Tables 3-2 to 3-7)
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Table G-3
Fire and Sound Resistance of Building Components
Component Description Finish on each side Fire resistance rating
Typical Sound Transmission Class (STC rating)
Hollow concrete
6 inches thick No finish 1 hr 45 Concrete 8 inches thick No finish 1.5 hr 50 Block walls
6 inches thick ½" gypsum sand 2 hr. 51 plaster 8 inches thick ½" gypsum sand 2 hr. 50
plaster
Solid concrete 6 inches thick None 3 hr. 55 walls 8 inches thick None 4 hr. 58
Timber stud frame interior walls
2" x 4" studs @16 “ o.c. 2 layers of ½" fire resistant gypsum board with joints taped and filled
1 hr 34
2" x 4" studs @ 16" o.c. on separate 2" x 4" plates set 1" apart with absorptive material on both sides
2 layers of 5/8" special fire resistant gypsum board with joints taped and filled
1hr 57
Concrete floors 4" thick at least of 2,500 lbs/sq.in 6" thick at least of 2,500 lbs/sq.in
No finish No finish 1 hr. hr.
48
52
Timber floors Wood floor joists spaced 16" o.c., sub-floor of 3/4" T & G lumber of 5/8" plywood, with an additional layer of ½" sanded plywood
5/8" special fire- resistant gypsum board with joints taped and filled
45 min 50
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APPENDIX H (1) REQUIREMENTS OF GROUP A OCCUPANCIES
1. DEFINITION
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
3. LOCATION ON PROPERTY
4. EXIT FACILITIES
5. OCCUPANCY CONTENT
6. WIDTH OF EXITS
7. MAIN FLOOR EXITS
8. BALCONY EXITS
9. EXIT DOORS
10. AISLES AND SEATING
11. LIGHT AND VENTILATION
12. HAZARDS
13. ENCLOSURE OF VERTICAL OPENINGS
14. STAGES
a) Stage construction b) Gridirons c) Accessory rooms d) Proscenium walls e) Proscenium curtains f) Stage ventilators g) Flame retarding requirements h) Stage exits i) other requirements
15. PLATFORMS
a) Platform construction b) Size of Platform c) Accessory rooms d) Screen
16. MOTION PICTURE MACHINE BOOTHS
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17. FIRE PROTECTION AND HAZARDS
18. PLUMBING AND TOILET FACILITIES
19. EXCEPTIONS AND DEVIATIONS
20. SCHOOLS AND CHURCHES
a) Special provisions b) Occupancy content c) Widths of exits d) Arrangement of exits e) Corridors f) Balconies g) Floors h) Doors
21. MIXED OCCUPANCIES
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APPENDIX H (1) REQUIREMENTS OF GROUP A
OCCUPANCIES
1. DEFINITION
Group A occupancy is defined in 301.2 and includes assembly uses such as theatres, auditoria, motion-picture houses, exhibition halls, skating rinks, gymnasiums, bowling alleys, pool rooms, restaurants, churches, dance halls, night clubs, meeting rooms, passenger rooms, recreation facilities, and similar uses. having an occupant content of 50 or more persons.
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
Buildings or parts of buildings, classed in Group A because of use or Occupancy shall be Type 1 construction. Exterior walls shall have fire- resistance and opening protection, determined by location on property, as set forth for the Type of Construction in Tables 3-4 to 3-7.
Buildings in this Group shall not be limited as to occupant content, height or area except as may be required by the Chief Physical Planner and as provided in guidelines issued by the Authority.
3. LOCATION ON PROPERTY
See Development Manual for location
4. EXIT FACILITIES
Exit facilities for Group A Occupancy shall be as set forth in Section 5 and in Table 5-2.
5. OCCUPANCY CONTENT (See Section 3 Table 3-1)
For places of public assembly with fixed seats, a space of seven square feet shall be allowed per person. For places of assembly with moveable seats, a space of ten square feet shall be allowed per person. For night clubs and restaurants with tables, a space of twelve square feet shall be allowed per person. Aisles or gangways shall not be included in these areas. Notwithstanding the above areas required, the occupant content shall be taken as not more than one person per fifteen square feet of aggregate gross area of all floors or parts of the building used for assembly purposes including lobbies, corridors, dressing rooms, toilets, and other commonly used connecting rooms and service areas used in conjunction with the assembly occupancy.
Such areas as swimming pools, bowling alleys, may be excluded or other uses separately considered.
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6. WIDTHS OF EXITS
Every place of assembly and every individual room used as a place of assembly shall have exits of a number and width sufficient to provide for the total occupancy as given in Tables 5-2 and 5-4. The widths can be calculated by the following:
a) Areas served by doors or horizontal exits leading to the outside of the building or
22 inch unit of exit width for each one hundred persons or fraction thereof.
b) Areas served by stairs or other type of exit not as set forth in (a) above, one 2 inch unit of exit width for each 75 persons or the fraction thereof. The minimum exit width shall be 36 inches in all cases.
However, the number and widths of exit shall not be less than those set out in Tables 5-2 and 5-4.
7. MAIN FLOOR EXITS
a) Not less than half of the required main floor exit widths shall be to a main entrance and exit, and the remainder shall be proportioned to the side exits. All required exits of Group A Occupancy shall serve no other Occupancy.
b) Exits no less in width than the full width of the aisles or gangway leading
thereof shall be provided at the rear of the main-floor assembly and such exits hall lead into a foyer or into a passage-way to the outside of the building. Any change in elevation from a public footpath to the back of the main floor assembly or foyer shall be made by ramps having a slope of not more than one in ten. The most obvious and direct exit to the public street shall be and remain unobstructed.
c) The width of the foyer at any point shall not be less than the combined width
of the aisles, gangways, stairways and passageways leading thereto. The foyer shall be separated from the assembly spaces with partitions having a fire rating of not less than two hours. There shall be not less than two remote exits from any Groups A Occupancy.
d) Half of the required main floor exit widths shall be proportioned to the side
exits and when more than one side exit is required, shall be equally divided in full units of unit width to each side. The number of side exits shall be as in 502.4 g).
e) Exits shall be so arranged that the maximum distance as measured along the
line of travel to the nearest floor exit from any point shall not exceed 150 feet. (See Table 5-3).
8. BALCONY EXITS
Exits from a balcony shall be as specified for main-floor exits except as follows:-
Balconies having an occupancy content of less than thirty persons may be served by one
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44 inch stair, and for thirty persons or more at least two exits shall be provided.
9. EXIT DOORS
All doors in the paths of egress, normally closed and latched, shall be equipped with full sets of panic hardware. No single door shall be more than 3'8" in width and no double door ways shall be less than 3'9" in width.
10. MARKING OF EXIT DOORS
Above every exit door there shall be a lighted sign marked EXIT in letters at least 4" high lit normally by an electric bulb and in addition fitted with an emergency battery or power source to give light in the event of power failure. The letters shall be green and the background white. Doors which may be confused as leading to exits, shall clearly be marked "PRIVATE."
11. AISLES AND SEATING
a) Section 503.9 provides information on fixed seating in places of public assembly.
b) Fixed seats shall be securely fastened to the floor; moveable or folding
seats for the assembly of five hundred (500) persons or more shall be fastened together in banks of six or more.
c) Where seating is at tables as in restaurants and night clubs, aisles or gangways
shall be located so that there is not more than twenty-eight (28) feet between aisle or gangways nor more than fourteen (14) feet between an aisle or gangway and a wall. At each side exit there shall be a cross aisle or gangway leading to the centre of the width of the building. Aisle or gangway widths shall be rigorously maintained.
12. LIGHT AND VENTILATION
a) General
All portions of Groups A Occupancies customarily used by human beings and all dressing rooms shall be provided with light and ventilation by means of windows or skylights with an area of not less than one-eighth of the total floor area, one-half of which shall be openable, or shall be provided with electric light and mechanically operated ventilating system as set forth in Section 11.
Ducts for the mechanical ventilation system shall serve no other Group of Occupancy.
b) Artificial lighting
Auditorium light shall be as set forth in accordance with the requirements of the Section 11, and emergency lighting shall be provided in all paths of egress to the
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approval of the Chief Physical Planner.
13. HAZARDS
Registers or vents supplying air back stage, supplying a projection booth or passing through a fire wall shall be equipped with automatic closing devices activated by smoke detectors located in the registers or vents, and supplying air fans shall be controlled with a smoke sensing device.
14. ENCLOSURE OF VERTICAL OPENINGS
a) Vertical openings shall be enclosed as set forth in Part 3 Section 3.612 of CUBiC.
b) Elevators which serve dressing rooms, gridiron and fly galleries need not be
enclosed above the sage level.
15. STAGES
Stages, platforms and accessory features thereof shall be designed and constructed as set forth herein.
a) Stage construction
All parts of the stage shall be designed to support not less than 125 pounds per square foot and shall be of Type 1 construction or fire retardant timber. The room directly under the stage shall not be used for any purpose other than the working of traps and mechanical apparatus necessary for a performance on the stage.
Openings through stage floors shall be equipped with tight-fitting trap doors or non-combustible materials or of wood not less than two inches thick.
b) Gridirons
Gridirons, fly galleries and pin rails shall be constructed of non- combustible materials, but fireproofing of metal shall not be required.
c) Accessory rooms
Dressing rooms, workshops, and store rooms shall be located on the stage side of the proscenium wall and shall be separated from each other and from the stage by two-hour fire-resistive construction.
d) Proscenium walls
The proscenium wall separating the stage portion from the auditorium shall be not less than four-hours fire-resistive construction and shall extend not less than four feet above the roof. The proscenium wall shall not be finished or covered with combustible materials.
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Proscenium walls may have in addition to the main proscenium opening, one opening at the orchestra-pit level and not more than two openings at the stage- room level, each of which shall be not more than 25 square feet in area. Such openings shall be equipped with self-closing fire-resistive doors.
e) Proscenium curtains
The main proscenium opening shall be provided with a self-closing, tight-fitting, dirt-resistive curtain composed largely of heat-resistive material with no more than ten percent of weight of cotton or other combustible materials.
Such curtain shall be of one-ply thickness and shall weight not less than three pounds per square yard and shall be painted with a mineral pain so brushed into the cloth that no light or smoke can come through. Proscenium curtains of non-combustible materials other than fabric may be used, with the approval of the Chief Physical Planner.
Proscenium curtains, 35 feet or less in width, shall have a rigid metal member, not less than the equivalent of a two-inch standard steel pipe, at the top and bottom edges, protected by the fabric on both the stage and auditorium sides. Curtains over 35 feet in width shall have a rigid metal frame, protected on both sides against fire and such frame shall be designed for a wind pressure of not less than 15 pounds per square foot.
The proscenium curtain shall extend into non-combustible and smoke-proof guides at the sides, a distance of not less than 12 inches. The curtain shall overlap at the top of the proscenium opening not less than 24 inches, and the bottom edge shall have a yielding pad of non-combustible materials not less than four inches deep to form a seal against the floor.
The proscenium curtain shall be rigged and counter-balanced with not less than six three-eighths-inch flexible steel cables and six safety stop chains of one- quarter-inch straight link-welded chain and shall be so arranged that it can be quickly released to descend by gravity and completely close the opening. The releasing device and its location shall be approved by the Chief Physical Planner.
f) Stage ventilators
There shall be one or more ventilators constructed of metal or other non- combustible materials near the centre and above the highest point of any permanent stage, raised above the roof and having a total ventilating area equal to at least five percent of the floor area within the stage walls, doors or covers for ventilators shall open by gravity and shall be held closed and manually operated by means of cords extending to each side of the stage.
These cords shall be equipped with three fusible links, one of which shall be placed in the ventilator above the mains roof level and the other two at approved points, no affected by sprinkler heads. Such links shall fuse and separate at 160 degrees Fahrenheit. Glass, if used in such ventilators, shall be wire glass.
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g) Flame-retarding requirements
No combustible scenery, drops, decorations, or other combustible effects shall be placed on any stage or enclosed platform unless it treated with an effective fire-retardant solution and maintained in a non-flammable condition as approved by Department of Government responsible for fire protection and control.
h) Stage exits
At least one exit two feet six inches wide shall be provided from each side of the stage opening, directly or by means of a passageway not less than three feet in width, to a street or exit court. An exit stair not less than two feet six inches wide shall be provided for egress from each fly gallery.
Each tier of dressing rooms shall be provided with two remote paths of egress, each not less than two feet six inches wide, and where dressing rooms are provided more than one tier above the stage floor, stairways to all tiers shall be enclosed.
Stage exits shall be as set forth in Section except as otherwise required in this Sub-section.
i) Other requirements
There shall be no enclosed structure for human occupancy located above a stage.
16. PLATFORMS
a) Platform construction
The platform shall be constructed entirely of non-combustible materials except that where the auditorium floor extends under the full area of such platform, construction may be of Type 2, omitting the fire-proofing on the beams and girders.
b) Size of platform
The platform shall not extend from the rear wall a distance greater than 18 feet, measured to the greatest projection of the platform, nor shall the ceiling over any platform be more than five feet above the screen except that platforms for schools and churches may extend from the rear wall a distance not greater than 25 feet.
c) Accessory rooms
No dressing or other rooms for human occupancy shall be located on, under or above such platform unless such rooms shall be completely separated therefrom by not less than two-hour fire-resistive construction.
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d) Screen
The screen shall be rigidly attached to the platform and to the rear wall, and a clear passageway, not less than 20 inches wide, shall be provided between the screen or sound equipment and the rear wall.
17. MOTION PICTURE MACHINE BOOTHS
All booths constructed for the projection or showing of motion picture films shall be as set forth herein:
a) Every motion-picture machine, using nitro-cellulose or other inflammable
films together with all electrical devices, rheostats and sewing machines used in connection therewith, and all such films, shall be enclosed in a booth large enough to permit the operator to walk freely on either side or back of the machine; and such room shall be not less than seven feet high and shall have a floor area of not less than 50 square feet for each motion picture machine in such booth.
b) The floors, walls and ceiling of such book shall be of non-combustible materials
of not less than two-hour fire-resistive construction as specified in Section 4.
c) The entrance to the booth shall be equipped with tight-fitting, self- closing doors of fire-resistive construction. Such door shall open outward and shall not be equipped with any latch. Booths exceeding 200 square feet in area shall have two means of exit therefrom, and doors shall be remotely located. Any required exit door from the motion picture booth shall be not less than two feet six inches in width.
d) Machine and observation ports in machine booth walls shall be of three kinds:
projection ports, observation ports and combined observation and spotlights ports. These ports shall be limited in size and number as follows: there shall be not more than one projection port for each machine head, having an area of not more than 120 square inches.
e) There shall be not more than three combination observation and spotlight
ports, and they shall not exceed 30 inches by 24 inches.
f) There shall be not less than one foot of wall space between openings. Each port in the projection booth wall shall be completely covered with a single pane of plate glass; and each such opening, together with all fresh air inlets, shall be provided with automatic shutters of not less than ten U.S. gauge sheet metal and enough to overlap at least one inch on all sides and arranged to slide shut by gravity without binding.
g) These shutters shall be held normally open by means of chains equipped
with approved 160 degree-fahrenheit fusible links, all so arranged that the shutters may be easily released by hand or automatically by the fusible links and close smoothly without noise.
h) Every booth shall be equipped with a ventilating inlet not less than 30 inches
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square in area, placed near the floor and protected by two layers of copper gauze, one of 18 meshed per inch and the other of ten meshed per inch, in addition to the shutter specified above.
i) At the top of every booth, there shall be at least a ten-inch diameter vent for each
motion-picture machine. Such vent shall be constructed of not less than #4 U.S. gauge sheet metal and shall connect into a masonry flue or go directly through the roof and 12 inches above, and shall be provided with an exhaust fan which will produce a complete change of air in the booth every two minutes.
j) No wood or other combustible materials shall be allowed closer than four inches
to such vent, and there shall be not more than one elbow or change of direction of this metal vent in any attic space. No such vent shall pass through any occupied room unless encased in not less than four inches of solid masonry.
k) All shelves, furniture and fixtures within the booth shall be constructed of
metal or other non-combustible materials.
l) Every motion-picture machine shall be securely fastened to the floor to prevent overturning.
m) The rewinding machine shall be located in a fire-proof compartment within the
booth, and all films not in actual use shall be kept in individual metal boxes with tight-fitting covers and must be stores, each in its individual box, in a fire- proof cabinet, which cabinet shall be divided into compartments having a capacity of not more than ten such films boxes in each compartment.
n) Each compartment shall have a separate tight-fitting, self-closing cover of not
less than ten U.S. gauge sheet metal, arranged to close automatically.
No solder shall be used in the construction of such metal boxes, compartments or cabinets.
18. FIRE PROTECTION AND HAZARDS
The installation of fire alarm and fire suppression systems shall be in accordance with Sub-section 505.
19. PLUMBING AND TOILET FACILITIES
The installation of plumbing and toilet facilities shall be in accordance with Sections 3 and 9.
20. EXCEPTIONS AND DEVIATIONS
Existing buildings not fully complying with the requirements of the Appendix may be used for Group A Occupancies, if they meet the requirements of:
a) The construction Type, height and area as per Tables 3-1, 3-2 and 3- 3.
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b) Exit facilities as per Sub-section 503
c) Fire and Safety requirements as per Section 5 and
d) Plumbing and sanitation as per Section 9,
and providing that there is not less than a two-hour fire separation between such buildings and any other occupancies.
21. SCHOOLS AND CHURCHES
a) Special provisions
i) A fire-resistive ceiling shall not be required in the assembly space of churches and gymnasiums in one-storey buildings, every part of the roof structure of which is 18 feet or more above any floor or above any balcony or gallery seating 50 or more persons.
ii) Rooms having an occupancy content of more than 100 persons and
rooms used for kindergarten, first, and second grade pupils, shall not be located above the first storey above grade except in buildings of Type 1 construction.
iii)) Where there is useable space under the first floor of two storey Type 3
buildings, basements, including the first floor shall be of Type I construction.
b) Occupancy content
For determining exit requirements of Group A, schools and churches, the occupant content shall be the area within the perimeter of the building, or fire division at any floor level, with no deduction for corridors, divided by the area per person as specified below:
Occupancy Area (sq. ft per person)
Auditoriums 7
Dining Rooms 10
Gymnasium seating areas 6
Classrooms 16
School Libraries 40
Other Uses 40
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c)
Widths of exits
Exits shall be provided as per Section 5.
d) Arrangement of exits:
i) Classrooms and similar small room occupied by less than 40 persons
may have one door thereof, provided such door is not less than 36 inches in width and located at the teacher end of the room.
ii) Classroom, shops and similar rooms occupied by 41 or more persons
shall have not less than two exit doors, not less than 36 inches in width, the combined width of which shall be not less than one 20 inch unit of exit width for each 100 persons or fraction thereof, which doors shall be remote from each other.
iii) Rooms with occupant content exceeding 300 persons shall have exits
as specified for Group A Occupancies and as shown in Section 5.
iv) Classroom exits may be to corridors.
v) Rooms in basements shall have not less than 50 percent of the required paths of egress therefrom opening directly to the exterior.
e) Corridors
i) Classrooms, assemblies to less than 300 persons, and other
subdivisions shall open directly to floor exits or shall connect thereto by means of corridors.
ii) Corridors shall have a width of not less than six feet nor less than four
inches for every 300 square feet, or major fraction thereof, of floor area served.
iii) Room doors or locker doors swinging into corridors shall not at any point
in their swing reduce the clear effective width of the corridor to less than six feet, nor shall drinking fountains or other equipment fixed or moveable, be placed to obstruct the required minimum six feet width.
f) Balconies
Used as exits shall not be less than five feet in width at any point.
g) Floors
i) There shall be not less than two remote paths of egress from each floor.
ii) Floor exits shall be by means of stairways, ramps, horizontal exits,
passageways or by doors at or near grade, directly to the exterior.
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iii) The upper floors of two storey buildings may have enclosed interior
stairways or open exterior stairways.
iv) The upper floors of three storey buildings shall have enclosed interior stairways for not less than one-half of the required floor exits. Other upper floor exits may be open exterior stairways or enclosed interior stairways.
v) The upper floor of building exceeding three stories shall have smokeproof
towers for not less than one half the required floor exits. Other upper floor exits shall be enclosed interior stairways.
h) Doors
i) Doors in paths of egress, normally closed and latched, shall be equipped with panic hardware except that doors leading from classrooms directly to the outside of the building may be equipped with the same knob-operated schoolhouse type lock as is used on classroom doors leading to corridor with not provision whatsoever for locking against egress from the classroom.
ii) The minimum width of any required door in a path of egress shall be 36
inches.
iii) Doors of classrooms serving as required exits may swing against the direction of exit travel when serving an occupant load of less than 40 persons.
iv) Travel distance
The exits shall be so arranged that the maximum travel distance from any point or from the door of the separated spaces loss than 800 square feet, to the nearest floor exit shall not exceed 100 feet except that eh not distance in any room where one exit door is permitted shall not exceed 40 feet.
i) Fire protection and hazards
Automatic sprinkler systems, fire extinguishers, fire alarm systems and standpipes shall be as set forth in Section 5.
j) Plumbing and toilet facilities.
i) Plumbing shall be installed as set forth in Section 9.
ii) The number of toilet units shall be provided as in Section 3.
k) Exceptions and deviations
Except in buildings of Type 1 Construction, school classrooms used for kindergarten, first and second-grade pupils shall be located on the ground floor.
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22. MIXED OCCUPANCIES
Separation of Group A Occupancies or division thereof from all other Occupancies or Divisions of Occupancies shall be as set forth in Table 3.208 of Part 3 Section 3 of CUBiC.
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APPENDIX H (2) REQUIREMENTS OF
GROUP B OCCUPANCIES
1. DEFINITION
2. TYPE OF CONSTRUCTION
3. LOCATION
4. EXIT FACILITIES
a) exit capacity b) Travel distance
5. FIRE PROTECTION AND HAZARDS
6. PLUMBING AND TOILET FACILITIES
7. ELECTRICITY AND AIRCONDITIONING SERVICES
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APPENDIX H (2) REQUIREMENTS OF GROUP B OCCUPANCIES
1. DEFINITION
Group B occupancy is defined as Institutional Buildings in which persons are incapacitated or their movements are physically restrained. The buildings under this classification are listed in 301.3
2. TYPE OF CONSTRUCTION
Buildings in this Group can be of Types 1, 2, 3 or 4 construction. Construction in wood frames (Type 5) is not permitted.
The permissible heights and areas under each classification are given in Table 3-3.
3. LOCATION
The limiting location of such buildings is given in Tables 3-4 to 3-7. The location with respect to the boundaries or to adjacent buildings depend on the fire resistance rating of the structure.
4. EXIT FACILITIES
a) Exit capacity
The number of persons per unit (22 inches of exit width) from a sprinklered or non-sprinklered building shall be as per Table 5-3(b)
b) Travel Distance
The maximum permitted travel distance shall be as per Table 5-3(a), except that for a sprinklered building the maximum travel distance may be increased to 150 ft.
5. FIRE PROTECTION AND HAZARDS a) Buildings in this Group may be either sprinklered on non-sprinklered. To qualify
for the sprinkler option, buildings must be protected in accordance with NFiPA 13 and the system must be supervised in accordance with NFiPA 71.
b) Buildings such as hospitals and nursing homes must be:
i) divided into areas not exceeding 750 sq.m. by 1 hour fire rated
construction and
ii) further subdivided into areas not exceeding 375 sq.m by
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construction which is smoke proof.
c) For prison institutional buildings, each cell must be bounded with separating construction of block masonry or concrete with a fire rating of at least 1 hour and doorways to cells and other openings in construction bounding cells must be protected with 1 hour fire doors.
d) Institutional buildings not equipped throughout with complete automatic
sprinkler system shall have an approved automatic smoke detection system installed in all corridors in accordance with NFiPA 72E. All automatic smoke detection systems shall be connected electronically to the fire alarm system.
6. PLUMBING AND TOILET FACILITIES
The installation of plumbing and toilet facilities shall be in accordance with Section 3 and Section 9.
7. ELECTRICITY AND AIRCONDITIONING SERVICES
Section 11 provides guidance on the installation of electricity and air conditioning services. Designers are advised to consult the specialist handbooks for the provision of these services to institutional buildings.
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APPENDIX H (3) REQUIREMENTS
FOR GROUP C OCCUPANCY
1. DEFINITION
2. CONSTRUCTION, HEIGHT AND AREA AVAILABLE
3. LOCATION ON PROPERTY
4. EXIT FACILITIES
a) General b) Content c) Width of exits d) Arrangement of exits e) Doors f) Travel distance g) Parking garages
5. LIGHT AND VENTILATION
6. FIRE PROTECTION HAZARDS
7. PLUMBING AND TOILET FIXTURES
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APPENDIX H (3) REQUIREMENTS OF
GROUP C OCCUPANCY
1. DEFINITION
Group C Occupancy shall include storage and industrial uses as listed in Section 301.4.
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
General
a) Buildings, or parts of buildings classed in Group C because of use or occupancy shall be limited in height and area as shown in Table 3-3.
b) Motor vehicle service stations shall be Types 1, 2, or 3 (Protected) or 4
Construction. The canopies over the pumps may, at the discretion of the Chief Physical Planner, be of exposed steel columns and fire treated timber roofing. Motor vehicle service stations shall not be of Type 5 Construction.
c) Aircraft hangars shall be of Type Construction as approved by the Chief
Physical Planner and shall comply with the requirements of the Ministry responsible for Civil Aviation.
d) Parking garages used exclusively for parking and storing of passenger motor
vehicles shall be of Type 1 construction, except that garages not exceeding four stories may have framework and floors unprotected and exterior walls of not less than two-hour fire resistive construction.
e) Floors in motor service stations, garages and aircraft hangars shall be non-
combustible materials protected against saturation.
f) Where ramps are used for the transfer of vehicles or materials from one floor to another, such ramps shall meet the ground floor level at a point not less than 25 feet from the exit of such building.
3. LOCATION ON PROPERTY
a) Buildings with Group C Occupancy shall comply with the requirements of the Department of Planning as given in the Development Manual or as determined by the Chief Physical Planner.
b) Exterior walls of Group C Occupancy buildings shall have fire- resistance
and opening protection, determined by location on property, as set forth for Type of Construction in Tables 3-4 to 3-7.
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4. EXIT FACILITIES
a) General
Exit facilities for Group C Occupancies shall be as set forth Section 5, except that exit facilities for parking garages where no persons other than parking attendants are permitted on upper floors there shall not be less than one stairway for each 10,000 sq.ft. or fraction thereof. (see 4 g) below).
b) Occupant content
For determining exit requirements of Group C Occupancy, the occupant content shall be the area within the perimeter of the building, or fire division, at any floor level with not deduction for corridors, divided by an area of 100 square feet per person.
c) Width of exits:
Exits shall be provided as follows:
Street floor exits shall be provided based on one 22 inch of exit width for each 100 persons or fraction thereof on the street floor plus one and one-half units for each two units of stairway or ramp from upper or lower floor where such floors discharge through eh street floor.
d) Arrangement of exits:
i) Interior spaces: Rooms or spaces shall have not less than two remote
exits except that where having an occupant content of less than 5 persons having direct exit to public space and with travel distance not exceeding 50 feet a single exit may be provided.
ii) Floors: There shall be not less than two remote paths of egress
from each floor except that floors or mezzanines of buildings not exceeding two stories and having an occupant content of not more than 25 persons, may have a single door, or an enclosed stairway, exiting directly to the exterior.
iii) Floor exits shall be by means of stairways, ramps, horizontal exits, and
passageways as specified in Section 5, or by doors, at or near grade, directly to the exterior.
iv) Dead ends in exit corridors, beyond a floor exit or other corridor
having two remote exits, shall not exceed 20 feet.
v) The upper floor of two-storey buildings may have interior stairways, enclosed where required under Types of Construction, or open exterior stairways.
vi) The upper floors of three-storey buildings shall have enclosed interior
stairways for not less than one-half of the required floors exits. Other upper exits may be open exterior stairways or enclosed interior
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stairways.
vii) The upper floors of buildings which exceed three stories shall have enclosed interior stairways, except that buildings which exceed five stories shall have not less than one-half of the required floors exits by smokeproof towers.
viii) Where floors are divided in fire divisions, one exit from each such
division may be a horizontal exit.
e) Doors
Doors in paths of egress, normally closed and latched, and serving more than 50 persons, shall be equipped with panic hardware.
f) Travel distance
The exits shall be so arranged that the maximum travel distance from any point, or from the door of separated spaces having and occupant content of less than 50 persons, to the nearest floor exit shall not exceed 150 feet.
g) Parking garages
i) Where persons other than parking attendants are permitted, stairs and
exits shall be as otherwise set forth herein.
ii) Where no persons other than parking attendants are permit- ted, and a ramp for transporting vehicles is constructed, or where cars are mechanically lifted and parked without attendants or passengers, there shall be not less than one stairway for each 10,000 square feet or fraction thereof.
iii) Where cars are mechanically lifted and parked by attendants, one
additional exit shall be provided where such ramp is omitted. Such ramps shall be considered an exit, and exits shall be remotely located so that the maximum travel distance from any point to a floor exit shall not exceed 100 feet.
iv) Stairs shall be not less than three feet wide and shall be enclosed
if more than 50 percent of the periphery of the building is enclosed or if the structure exceed three stories in height.
5. LIGHT AND VENTILATION
All portions of Group C Occupancies customarily used by human beings shall have light and ventilation as set forth in Section 11. All portions of buildings where flammable liquids are used or stored or where automobiles are stores or handled shall be provided with mechanical ventilation as set forth in Chapter 40, except that the Buildings Control Officer may waive this requirement when the building is provided with unobstructed openings and/or cross ventilation.
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6. FIRE PROTECTION AND HAZARDS
a) Automatic-sprinkler systems, fire extinguishers and standpipes shall be as set
forth in Section 5.
b) The storage of flammable material shall be as set out in Part 3 Section 3.303 of CUBiC.
c) The service of hazardous utilities shall be as set forth in Section 5 and in Part 3
Section 3.300 of CUBiC.
7. PLUMBING AND TOILET FIXTURES
a) Plumbing shall be installed as set forth in Section 9.
b) Toilet accommodation shall be as set forth in Section 3.
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APPENDIX H (4) REQUIREMENTS
FOR GROUP D OCCUPANCIES
1. DEFINITION
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
3. LOCATION ON PROPERTY
4. EXIT FACILITIES
a) Occupant content b) Widths of exits c) Arrangement of exits d) Travel distance e) Special restriction
5. LIGHT AND VENTILATION
6. FIRE PROTECTION AND HAZARDS
7. PLUMBING AND TOILET FACILITIES
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APPENDIX H (4) REQUIREMENTS OF
GROUP D OCCUPANCIES
1. GROUP D DEFINITION
Group D Occupancy is defined in Section 301.5 as being buildings used for business or professional transactions or for the display of materials or finished products. This Group is divided into two divisions in which markets and shops are separated from the other office buildings and small restaurants.
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
General
Buildings, or parts of buildings classed in Group D because of use or occupancy, shall be limited in height and area as given in Table 3-3.
Special provisions
a) Basements shall be of Type 1 construction.
b) Buildings on open lots, if used for the dispensing of gasoline, shall be as set forth
in Appendix H (2) paragraph 2 (b).
3. LOCATION ON PROPERTY
Buildings with Group D Occupancy shall comply with the requirements of the Chief Physical Planner as given in the r e l e v a n t a g e n c y g u i d a n c e and with Tables 3-4 to 3-7.
4. EXIT FACILITIES
Exit facilities for Group D Occupancies shall be as set forth in this Appendix and in Section 5.
a) Occupancy content
For determining exit requirements of Group F Occupancy, the occupant content shall be the area within the perimeter of the building, or fire division, any floor level with no deduction for corridors, divided by the specified area per person as given in Table 3-1.
The occupancy content of floors or spaces used for assembly purposes shall be computed as set forth in Table 3-1. The occupant content shall be the reasonable maximum capacity based on the intended use as determined by the Chief Physical Planner.
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b) Widths of exits
Street floor exits shall be provided based on 22 inch of exit width for each 100 persons or fraction thereof on the street floor plus one and one-half units for each two units of stairway or ramp from upper or lower floors where such floors discharge through the street floors.
c) Arrangement of exits
i) Interior spaces
Rooms or spaces shall have not less than two remote exits except where having an occupant content of less than 25 persons, having direct exit to public space and with travel distance not exceeding 50 feet a single exit may be provided.
In self-service stores, no check out stand or association railing turnstile or barrier shall obstruct exits, aisles or approaches thereto.
Not less than one half of the required exits from the first or ground floor of a mercantile occupancy shall be to the main entrance and exit.
In self-service stores where wheeled carts or buggies are used by customers, adequate provision shall be made for the transit and parking of such carts to minimize the possibility that they may obstruct exits.
ii) Floors
There shall be not less than two remote paths of egress from each floor except that floors of buildings not exceeding two stories and having an occupant content of not more than 25 persons may have a single door, or an enclosed stairway, exiting directly to the exterior.
Floor exits shall be by means of stairways, ramps, horizontal exits, passageways as specified in Section 5 or by doors at or near grade, directly to the exterior. Dead ends in exit corridors beyond a floor exit or other corridor having two remote exits shall not exceed 20 feet. The upper floor of two-storey buildings shall have enclosed interior stairways for not less than one-half of the required exits by smokeproof towers.
Where floors are divided in fire divisions, one exit from each such division may be a horizontal exit.
iii) Doors
Doors in paths of egress, normally closed and latched, and serving mor than 50 persons, shall be equipped with panic hardware.
d) Travel distance
The exits shall be so arranged that the maximum travel distance from any point or
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from the door of separated spaces having an occupant content of less than 50 persons, to the nearest floor exit shall not exceed 150 feet except that if high hazard commodities are displayed or handled without protective wrappings or containers the travel distance shall not exceed 75 feet.
(e) Special restriction
Smokeproof towers and enclosed interior stairways shall not be taken down to basement level. Basement exits shall be separate.
5. LIGHT AND VENTILATION
All portions of Group D Occupancies customarily used by human beings shall have light and ventilation as provided in Section 11.
6. FIRE PROTECTION AND HAZARDS
a) Automatic sprinkler systems, fire extinguishers and standpipes shall be as s et forth in Section 5.
b) The service of hazardous utilities shall be as set forth in Section 3 Part 3 of
CUBiC.
c) Electrical installations hall be as required herein and as specified in Section 11.
d) The storage of flammable materials shall be as set forth in Part 3 Section 3 of CUBiC.
7. PLUMBING AND TOILET FACILITIES
a) Plumbing shall be installed as set forth in Section 9.
b) Toilet accommodation shall be as set out in Section 3.
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APPENDIX H (5) REQUIREMENTS OF GROUP E OCCUPANCIES
1. DEFINITION
2. CONSTRUCTION HEIGHT AND AREA ALLOWABLE
3. LOCATION ON PROPERTY
4. EXIT FACILITIES
a) General b) Occupant content c) Widths of exits d) Arrangement of exits e) Travel distance f) Special restriction
5. LIGHT AND VENTILATION
a) General b) Rooms
6. FIRE PROTECTION AND HAZARDS
7. PLUMBING AND TOILET FACILITIES
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APPENDIX H (5) REQUIREMENTS OF GROUP E OCCUPANCIES
1. DEFINITION
Group E Occupancy shall include multiple-residential uses such as private residences, hotels, motels and other buildings as listed in 301.5,
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
a) Buildings, or parts of buildings classed in Group E because of use or occupancy shall be limited in height and area as given in Table 3-1.
b) EXCEPTION: Type 3 (Protected) buildings may be three stories in height if the
floor level of the third flood is not more than 20 feet above the grade adjacent thereto, but where this exception is use, load bearing walls shall be of non- combustible materials.
c) Basement shall be of Type 1 construction.
3. LOCATION ON PROPERTY
a) Buildings with Group E Occupancy shall comply with the requirements of the C h i e f P h y s i c a l P l a n n e r as given in the r e l e v a n t g u i d a n c e i s s u e d b y t h e a g e n c y and the requirements herein stated, whichever are the more restrictive.
b) Exterior walls of buildings of Group E Occupancy shall have fire resistance
and opening protection, determined by location on property as set forth for the Type of Construction given in Table 3-3.
4. EXIT FACILITIES
a) General
Exit facilities for Group E Occupancies shall be as set forth in this Appendix and in Section 5.
b) Occupant content
For determining exit requirements of Group E Occupancy, the occupant content shall be the area within the perimeter of the building, or fire division, any floor level, including all floors of residential apartments, with no deduction for corridors, divided by an area of 125 square feet per person except that dormitory room shall be computed at 30 square feet per person.
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c) Widths of exits
i) Exits from street or ground floors shall be provided on the basis of one unit (22-inches) of exit width for each 50 persons or fraction thereof on the ground floor plus one unit for each unit of exit width exiting through the ground floor from other floors.
ii) Exits from upper or lower floors other than the ground floor shall be
provided on the basis of one 22-inch unit of exit width for each 30 persons or fraction thereof.
iii) All required paths of egress from floors shall be not less than 44 inches
in width, except that where serving floors having not more than four apartment units or eight hotel rooms, one such required path of egress may be no less than 36 inches in width.
iv) The minimum width of exit doors from dwelling units or hotel
rooms shall be not less than as given in Table 5-2.
v) Residential apartment units in multiple apartment buildings, having a second floor or balcony contained wholly within the unit not exceeding 1,000 square feet and an additional exit not less than 30 inches in width for upper areas exceeding 1,000 square feet. Width of exits from main floors of residential apartment units shall be as otherwise set forth in this Appendix.
vi) Exit courts on lot lines shall have a clear width, not less than required
by Town Planning but not less than 44 inches, and inner courts shall have a clear width of not less than ten feet.
d) Arrangement of exits:
i) Unit exits:
Dwelling units and hotel rooms, 800 square feet or more in area, shall have not less than two remote exits, except as otherwise provided for the upper floors of residential-type apartment.
The landing on the upper floor of residential apartment units shall be directly accessible from all rooms on such upper floors, and the stairway shall discharge on the main floor of the unit in close proximity to a path of egress from the unit. Where the upper floor of such unit has a gross floor area in excess of 1,000 square feet, not less than two exits shall be provided, one of which shall be enclosed and shall discharge directly to a path of egress from the floor.
ii) Floors
There shall be not less than two remote paths of egress from each floor except for two floor building containing only three apartments.
Floor exits shall be by means of stairways, ramps, horizontal exits and passageways as specified in Section 5 or by doors at or near grade,
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directly to the exterior.
Dead ends in exit corridors beyond a floor exit or other corridor having two remote exits shall not exceed 20 feet.
The upper floor of two-storey buildings may have enclosed interior stairways for not less than one-half of the required floor exits. Other upper floor exits may be open exterior stairways or enclosed interior stairways.
The upper floors of three-storey buildings shall have enclosed interior stairways for not less than one-half the required floor exits. Other upper floor exits may be open exterior stairways or enclosed interior stairways.
EXCEPTION
Where the floor level of the third floor does not exceed 220 feet above grade, all floor exits may be open exterior stair- ways.
The upper floors of buildings which exceed three stories shall have enclosed interior stairways, except that buildings which exceed five stories shall have not less than one-half of the required exits by smoke-proof towers.
Where floors are divided in fire divisions, one exit from each such division may be a horizontal exit.
iii) Doors
Doors in paths of egress, normally closed and latched, and serving more than 50 persons, shall be equipped with panic hardware.
e) Travel distance
i) General
The exits shall be so arranged that the maximum travel distance from any point or from the door of separated spaces less than 1,000 square feet to the nearest floor exit shall not exceed 100 feet except that the travel distance in any room where one exit is permitted shall not exceed 50 feet.
ii) Apartments
Exits and means of access thereto shall be so located that it will not be necessary to travel more than 50 feet nor traverse more than one flight of stairs, within any individual living unit to reach the nearest exit, or to reach an entrance of the apartment.
iii) Doors and windows
(aa) Every sleeping room below the eighth floor in Group E
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Occupancies shall have at least one openable windows or exterior door to permit emergency exit or rescue.
(bb) Where such windows are provided, such windows shall
have a sill height of not less more than 48 inches above the floor and shall provide not less than five square feet of openable area with no dimension less than 22 inches.
iv) Transoms and ventilating openings
Buildings more than one storey in height shall have no transoms or ventilating openings from guest rooms to enclosed public corridors.
f) Special provisions
Where Group D Occupancy buildings exceed three stories in height and where the distance between floor exits exceeds 100 feet, smoke doors shall be provided in the corridors. These smoke doors shall be centrally located between the exits and shall take the form of doors hung in recesses in the corridor walls. The doors, when in the open position, shall be flush with the wall of the corridor.
Smoke doors shall be kept in an open position at all times, when not in use, by means of magnetic catches. These catches shall be connected to the fire alarm system in such a manner that the doors will be released when the alarm is activated. When the doors are in a closed position they shall not be secured by any means that impeded easy passage through the doorway. The doors shall be of such size or framed in such a manner that when closed they effectively control the spread of smoke in the corridor.
The doors shall be a minimum of 6 feet 8 inches in height and shall be of a width deemed necessary to meet the exit requirements and shall be of 1 3/8 inches solid construction with a 10 inches by 10 inches wired glass panel. These doors shall be tested in the presence of the Chief Physical Planner at six month intervals.
g) Special restriction:
Smoke proof towers and enclosed interior stairways shall not be taken down to basement level. Basement exits shall be separate.
5. LIGHT AND VENTILATION
a) General
i) Rooms used for sleeping or living purposes shall be provided with light and ventilation by means of widows in exterior walls with an area not less than one eighth of the floor area of such rooms and not less than one- half of the required widows area shall be openable.
ii) Other spaces for human occupancy such as lobbies, locker rooms,
dining rooms, kitchens, and toilet rooms shall be provided with
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light by means of windows as herein set forth or shall be provided with electric light and a mechanically operated ventilating system as set forth in Chapter 40.
iii) Rooms used for sleeping and living purposes where located as the first
occupied space below a roof, shall be protected from extreme temperatures. The overall coefficient of heat transmission or "U" factor of such roof construction shall not be greater than 0.22.
iv) The floor area for an apartment shall be not less than required by
applicable Physical Planning and Ministry of Health Regulations.
b) Rooms
i) Sleeping rooms
Rooms used for sleeping shall have a minimum width of eight feet and a minimum floor area with the immediate enclosing walls, exclusive of closets and toilets, as required by the Minister responsible for health.
Rooms, the floor of which is more than three feet below grade and which depend of natural ventilation, shall not be used for sleeping purposes. The minimum average height of each sleeping room shall be 7 feet 6 inches, and least height of the WC and bath shall be seven feet.
ii) Living and dining rooms
Living and Dining rooms shall have a minimum average height of eight feet. Where fans are being used the minimum height should be nine feet.
iii) Kitchens and corridors
Kitchens and corridors shall have a minimum height of seven feet six inches.
iv) Toilet rooms
Toilet rooms shall have a minimum height of seven feet, a minimum width as given in Table 5-1.
6. FIRE PROTECTION AND HAZARDS
a) Automatic sprinkler systems, fire extinguishers and standpipes shall be as set forth in Section 5.
b) the service of hazardous utilities shall be as set forth in Section 5 and in Part 3
Section 3.300 of CUBiC.
c) The storage of flammable materials shall be as set forth in Part 3 Section 3.303 of CUBiC.
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7. PLUMBING AND TOILET FACILITIES
a) Plumbing and toilet facilities shall be as provided in Section 9 and Section 3.
b) Toilet rooms serving one-family unit shall have outside openings screened with 18-mesh wire screening. The minimum openable area shall be 2 square feet.
c) For occupancies with an occupant content of ten or more persons, separate
facilities shall be provided for employees.
d) Separate facilities consisting of water closet, a lavatory, and a bath or shower shall be contiguous thereto and directly accessible from each hotel room.
e) Lavatories may be located in rooms provided there is no conflict with minimum
requirements otherwise set forth in Section 3.
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APPENDIX H (6) REQUIREMENTS OF GROUP F OCCUPANCIES
1. DEFINITION
2. CONSTRUCTION, HEIGHT AND AREA ALLOWABLE
3. LOCATION ON PROPERTY
4. EXIT FACILITIES
a) Occupant content b) Widths of exits c) Arrangement of exits d) Travel distance
5. LIGHT AND VENTILATION
6. ENCLOSURE OF VERTICAL OPENINGS
7. FIRE PROTECTION AND HAZARDS
8. PLUMBING AND TOILET FACILITIES
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APPENDIX H (6) REQUIREMENTS OF GROUP F OCCUPANCIES
1. DEFINITION
Group F Occupancy is defined in 301.7 and shall include such hazardous uses as storage and use of highly combustible materials or explosives and is listed in Appendices D (1), D (2) and D (3) of this Code.
2. CONSTRUCTION, HEIGHT AND AREA ALLOWANCE
a) General
Buildings, or parts of buildings classed in Group F because of use or occupancy shall be limited in height and area as given in Tables 3-1 and 3-3.
b) Other Laws
Developers must examine the Development Manual and the laws of the Turks and Caicos Islands which affect the manufacture and/or storage of flammable or hazardous material.
c) Special provisions
Floors shall be of non-combustible materials protected against saturation and basements shall be Type 1 construction.
3. LOCATION ON PROPERTY
Buildings with Group F Occupancy shall comply with the requirements of Development Manual and be in accordance with Tables 3-4 to 3-7.
4. EXIT FACILITIES
Exit facilities for Group F Occupancies shall be as set forth Section 5 and the following:
a) Occupant content
For determining exit requirements of Group F Occupancies, the occupant content shall be calculated in accordance with Table 3-1 The area within the perimeter of the building, or fire division at any floor level, with no deductions for corridors shall be used as the basis for the calculation.
b) Width of exits
Exits shall be provided as follows: (a) Street floor exits shall be provided based on one 22 inch of exit width for each 100 persons or fraction thereof on the street floor plus one and one half units for each two units of stairway or ramp from upper or lower floors where such floors discharge through the street floor.
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Upper or lower floors other than street shall have one 22 inch of exit width for each 60 persons or fraction thereof except that horizontal exits and smoke towers may serve 100 persons for each 22 units of exit width.
c) Arrangement of exits
i) Interior spaces
Occupied rooms, including mezzanines, shall have paths of egress so located that travel from such rooms to a floor exit is not subjected to hazardous exposure.
Rooms including mezzanines, 400 square feet or more in area, shall have not less than two remote exits.
ii) Floors
There shall be not less than two remote paths of egress from each floor.
Floor exits shall be by means of stairways, ramps, horizontal exits, passageways as specified in Section 6, or by doors, at or near grade, directly to the exterior.
The upper floors of two storey buildings may have enclosed interior stairways or exterior open stairways. The upper floors of three storey buildings shall have enclosed interior stairways for net less than one half the required floor exits.
Other upper floor exits may be open exterior stairways or enclosed interior stairways.
The upper floors of buildings which exceed three stories shall have smokeproof towers for not less than one half the required floor exits. Other upper floor exits shall be enclosed interior stairways.
Where floors are divided in fire divisions, one exit from each such division may be a horizontal exit.
iii) Doors
Doors in paths of egress, normally closed and latched, and serving more than 50 persons, shall be equipped with panic hardware.
d) Travel distance
Exits shall be so arranged that the maximum travel distance from any point to the nearest floor exit shall be not more than 75 feet.
EXCEPTION: The travel distance in any room, including mezzanines, where one exit door is permitted, shall not exceed 25 feet.
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5. LIGHT AND VENTILATION
a) All portions of Group F Occupancies customarily used by human beings shall
have light and ventilation as set forth in Section 11. All portions of buildings where flammable liquids are used or stored shall be provided with mechanical ventilation.
b) In all buildings where flammable liquids are used or stored, mechanical exhaust
ventilation shall be provided, sufficient to produce one complete change of air every 10 minutes. Such exhaust ventilation shall be taken from a point at or near floor level and shall be in operation when the building is occupied by human beings.
6. ENCLOSURE OF VERTICAL OPENINGS
Vertical openings shall be enclosed and shall be of non-combustible materials of not less than one hour fire resistive materials. Walls adjacent to open interior stairways and the soffits thereof shall be constructed of not less than one hour fire resistive materials.as specified in Section 4.
7. FIRE PROTECTION AND HAZARDS
a) Automatic sprinkler systems, fire extinguishers, and standpipes shall be as set forth in Section 5.
b) Electrical installations shall be as required herein and as specified in Section 11.
c) The storage or use of flammable materials shall be as set forth in Part 3 Section 3
of CUBiC or any other Code approved by the Board.
d) No combustion heater shall be installed in Group F Occupancies.
e) Each machine in dry-cleaning plants which use a flammable liquid shall have an adequate steam line connected to it, so arranged as to automatically fill the machine with steam in case of fire.
f) Paint spraying and dipping shall comply with the requirements set forth in
CUBiC Part 3 Section 3.312.
8. PLUMBING AND TOILET FACILITIES
a) Plumbing shall be installed as set forth in Section 9.
b) Toilet accommodation shall be as set forth in Section 3.
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APPENDIX I (1)
TYPE 1 BUILDINGS - FIRE RESISTIVE
Contents
1. DEFINITION
2. GENERAL
3. STRUCTURAL FRAMEWORK
4. WALLS AND PARTITIONS
5. FLOORS
a) Material b) Fireproofing
6. ROOFS
a) Materials b) Fireproofing c) Roof Coverings d) Roof Drainage e) Furred Spaces above a Ceiling
7. ENCLOSURE OF VERTICAL OPENINGS
8. STAIRWAYS
9. DOORS AND WINDOWS
10. PROJECTIONS FROM THE BUILDING
11. ROOF STRUCTURES
12. COMBUSTIBLE MATERIALS
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APPENDIX I (1) CLASSIFICATION BY TYPES OF CONSTRUCTION
TYPE 1 BUILDINGS (FIRE RESISTIVE)
1. DEFINITION
The structural frame of Type I buildings or structures shall be of steel or reinforced concrete or masonry as noted below. Walls, permanent partitions, roofs and floors shall be of noncombustible fire-resistive construction, except as otherwise set forth herein.
2. GENERAL
a) Allowable height and area shall be as specified in Section 3 Table 3- 3.
b) Loads and material stresses shall be as specified in Section 12.
3. STRUCTURAL FRAMEWORK
a) The primary structural framework shall be of not less than the following fire-resistive construction: exterior frame four hours; interior frame three hours as per Table 3-4, Section 3.
b) Unless specifically designed as a structural frame, the walls shall be considered
as load-bearing and shall be constructed of masonry or reinforced concrete except that 8 inch masonry block walls shall be limited to 20 feet in height and 12 inch masonry block walls shall be limited to 30 feet in height. Bearing walls shall be of fire-resistive construction as set forth in Tables 3-4 to 3-7.
4. WALLS AND PARTITIONS
a) Distance separations shall be measured at right angles from the wall or opening to the building line of continuous lot or any building on the same lot. The building line of a continuous lot shall be taken as that for the use of the contiguous lot which requires the least set back from the property line, and in no case shall this setback be taken as more than five feet from and parallel to the common lot line.
b) Main exterior walls shall be of noncombustible four hour fire resistive
construction as per Tables 3-4 to 3-7.
c) Openings in main exterior walls shall be as follows:
i) Walls having a distance separation of less than five feet, or walls, except on street fronts, which are less than five feet from the building line of continuous lot, shall have no openings.
ii) Openings in walls of buildings having a distance separation of from
five to ten shall be protected by fire-resistive doors or windows. The total area of openings in any storey shall be limited to 30 percent with no
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single opening more than ten percent of such wall area. Walls having a distance separation of more than ten feet but less than 30- feet shall be protected by ordinary doors or windows not exceeding 50 percent of the wall area in any storey.
d) Buildings having exterior walls without openings shall be provided with access
panels along street fronts or walls otherwise accessible for fire-fighting entrance to the building as follows:
i) The access openings in each accessible side of a building not over 65
feet in height shall be not less than one suitably marked access opening not less than 32 inches wide and 48 inches high with still not over 32 inches above the floor spaced not more than 50 apart on each floor each side.
ii) The access openings in each accessible side of a building over 65 feet in
height shall be not less than
(aa) windows spaced not more than 50 feet apart and equivalent to 10% or more of the wall area, on each floor of each such side, or
(bb) Smokeproof towers spaced not over 100 feet apart on each such
accessible side. The smokeproof towers may serve as a required exit way.
e) Fire walls shall be of the fire-resistive rating as required in Section 4.
f) Interior bearing walls shall be of three-hour fire-resistive construction as per Tables
3-4 to 3-7, except that:
i) Corridor partitions shall also comply with Sub-section 503 Means of Escape.
ii) Partitions subdividing offices, stores, apartments and similar uses
within the area occupied by a single tenant may be constructed without a fire-resistive rating provided the materials of construction are:
(aa) Noncombustible or
(bb) Fire-retarded treated wood or
(cc) Of other wood provided a space of not less than 18 inches, as
measured down from the ceiling, shall be open or of transparent non-combustible material.
g) i) Underground structures exceeding 2500 square feet in area shall be
provided with at least two means of access so located and of such size as to permit their use by firemen at the time of fire.
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ii) Where 10 or more occupants use the underground structure and the required exits involve upward travel, a smoke proof tower shall be provided.
5. FLOORS
a) Material
i) Floor systems shall be of noncombustible materials. Poured- in-place
concrete slabs shall be not less than 2-1/2 inches thick where removable forms are used nor less than 2 inches thick where tile, metal decking or similar structural form element is to remain as a permanent component of the structure.
ii) Where wood floors are laid over concrete slabs, the space between
the floor slab and the underside of the finish floor shall be filled with noncombustible materials.
b) Fireproofing
Floors for buildings more that eight stories or more than 100 feet in height shall be of not less than three-hour fire-resistive construction; floors for buildings eight stories or less or 100 feet or less in height shall be of not less than two-hour fire- resistive construction. The use of bar joists shall be limited to buildings for four stories.
6. ROOFS
a) Materials
i) Roof systems shall be of noncombustible materials. Poured-in-place concrete slabs shall be not less than 2-1/2 thick where removable forms are used nor less than 2 inches thick where tile, metal decking or similar structural-form element is to remain as a permanent component of the structure.
ii) Where wood floors are laid over concrete slabs, the space between the floor slab and the underside of the finish floor shall be filled with noncombustible materials.
b) Fireproofing
Roofs for buildings more than eight stories or more than 100 feet in height shall be of not less than three-hour fire-resistive construction; roofs for buildings eight stories or less or 100 feet or less in height shall be of not less than two-hour fire-resistive construction.
c) Roof Coverings
Roof coverings shall be fire-retardant in accordance with the test [procedure
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of the BSI or ASTM. (See Part 3 Section 3.605.4 of CUBiC).
d) Roof Drainage
Roof drainage and the disposal of rainwater shall be as specified in Section 9 - Plumbing. In general, roof systems not designed to support accumulated water shall be sloped for drainage. Rain water drains or leaders where required shall be used and sized in conformance with the Section 9. (Chapter 36).
e) Furred Spaces above a Ceiling
Access trap doors, not less than 16 inches by 30 inches, shall be provided to all spaces above a furred ceiling having a minimum vertical distance of 36 inches. Such access trap doors shall be from common spaces such as corridors and no part of such furred space shall be more than 100 feet from an access trap door. Walkways shall be provided in such furred spaces above the ceiling.
7. ENCLOSURE OF VERTICAL OPENINGS
Enclosure of vertical openings shall be of noncombustible materials and not less than one hour fire-resistive construction, and where such openings exceed eight square feet in area shall be of not less than two-hour fire- resistive construction, with fire-resistive doors and/or windows.
8. STAIRWAYS
a) Stairways shall be as required in Section 5.
b) Stairs, stair platforms, treads and riser shall be constructed of non- combustible materials. Unprotected steel or iron stairways may be used only when enclosed.
9. DOORS AND WINDOWS
a) Doors, windows and similar openings in exterior walls, fire walls and enclosure walls shall be protected or entirely prohibited. Section 4 Sub-section 404 provides information on the requirements for fire doors and fire windows assemblies.
b) Doors and windows shall not project over public property or restricted areas.
10. PROJECTIONS FROM THE BUILDING
a) Cantilevering projections outside of the main exterior walls of the building shall be of non-combustible materials and of not less than one-hour fire- resistive construction.
b) Canopies, awnings and marquees forming part of the construction but outside of the main
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exterior walls of the building but not cantilevered from the building shall be constructed of non-combustible materials but need not have fire-resistive protection.
11. ROOF STRUCTURES AND SKYLIGHTS
a) Towers, pylons, masts, signs and similar structures above a roof, when not enclosed, shall be of noncombustible materials.
b) Roof structures, including bulkhead area, shall be limited in total combined
area to 30 percent of the area of the roof, shall extend not more than 50 feet above the roof and any enclosure having a floor area of more than 15 square feet, shall be constructed as required for the main portion of the building.
c) Minor roof structures having an area of 15 square feet or less, housing
ventilating shafts or similar openings shall be constructed of non-combustible materials.
d) Storage tanks, having a capacity of over 500 gallons, shall not be located over
stairways or elevators.
e) Skylights shall be constructed of non-combustible materials and transparent or translucent materials shall be fire-resistive.
f) Where required to control rain water runoff, a curb not less than eight inches in
height shall be provided.
g) Where the public has access to roof areas, a guard rail not less than 36 inches above the roof shall be provided around all open wells or shafts and at all exterior walls.
h) Skylights placed over shafts, vent shafts, stair enclosures, and exit ways, shall
be glazed with glass or other approved non-combustible material which may be easily pierced by fire-fighting personnel.
12. COMBUSTIBLE MATERIALS
Combustible materials shall be permitted for the following uses unless otherwise specifically prohibited:
a) Show-window bulkheads shall be of non-combustible materials, but show cases
and other moveable appurtenances of stores or other buildings may be of wood.
b) Trim, picture mouldings, furniture, and permanent seats, chair rails,
wainscotting, baseboards, furring strips and blocking, handrails, show window backing, temporary partitions conforming to Sub-section 4 of this Appendix, floor finishes and sleeper may be of combustible materials. Wood doors or windows or frames may be used except where fire-resistive protection is required.
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c) Loading platforms, and roofs over loading platforms, for warehouses, freight depots and buildings of similar use may be of heavy timber construction provided such heavy timber construction does not penetrate the exterior walls.
d) All materials used for interior finishes shall be in accordance with Part 3
Section 6 Paragraph 3.606.2 of CUBiC.
e) In places of public assembly, all draperies, hanging and other decorative materials suspended from walls or ceilings shall be non- combustible or flame- resistant meeting the requirements of the code as herein specified:
Non-combustible: The permissible amount of non-combustible
decorative hangings shall not be limited.
Flame-resistant: The permissible amount of flame- resistant decorative hangings shall not exceed ten (10) percent of the total wall and ceiling area.
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APPENDIX I (2)
TYPE 2 BUILDINGS - SEMI-FIRE RESISTANT
Contents
1. DEFINITION
2. GENERAL
3. STRUCTURAL FRAMEWORK
4. WALLS AND PARTITIONS
5. FLOORS
a) Material b) Fireproofing
6. ROOFS
a) Materials b) Fireproofing c) Roof Coverings d) Roof Drainage e) Attic Spaces
7. ENCLOSURE OF VERTICAL OPENINGS
8. STAIRWAYS
9. DOORS AND WINDOWS
10. PROJECTIONS FROM THE BUILDING
11. ROOF STRUCTURES AND SKYLIGHTS
12. COMBUSTIBLE MATERIALS
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APPENDIX I (2)
TYPE 2 BUILDINGS (Semi-Fire-Resistive)
1. DEFINITION
a) The structural frame of Type 2 buildings or structures shall be of steel or reinforced concrete or masonry as noted below.
b) Walls, permanent partitions, roofs and floors shall be of non- combustible fire-
resistive construction, except that permanent non- load-bearing partitions of one- hour fire resistive construction may use fire-retardant treated wood within the assembly.
2. GENERAL
a) Allowable height and area shall be as specified in Section 3.
b) Loads and material stresses shall be as specified in Section 12.
c) Required fireproofing shall be as set forth in Section 4.
3. STRUCTURAL FRAMEWORK
a) The primary structural framework shall be of not less than three-hour fire-resistive construction for members in exterior walls and of not less than one hour fire- resistive construction for members in the interior frame as per Tables 3-4 to 3- 7.
b) Unless specifically designed as a structural frame, the walls shall be considered
as load-bearing and shall be constructed of masonry or reinforced concrete except that 8 inch masonry block walls shall be limited to 20 feet in height and 12 inch masonry block walls shall be limited to 30 feet in height. Bearing walls shall be of fire-resistive construction as set forth in Table 3-2.
4. WALLS AND PARTITIONS
a) Exterior walls shall be as set forth in Tables 3-4 to 3-7.
b) Fire walls shall be of the fire-resistive rating as required in Tables 3-2 and 3-4 to 3- 7.
c) Interior bearing walls shall be of noncombustible one-hour fire- resistive
construction as per Tables 3-4 to 3-7.
d) Partitions shall be of not less than one-hour fire resistive construction except as provided in Tables 3-4 to 3-7.
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5. FLOORS
a) Material
i) Floor systems shall be of noncombustible material or fire- retardant treated wood.
Exception: Fire retardant treated wood may not be used in buildings exceeding two stories in height.
ii) Wood joists shall not be used to support concrete and cement- base tile or
terrazzo floor surfaces other than for bathrooms or less than 100 square feet in area.
iii) Spaces under a ground floor shall have the clearance and ventilation
as set forth in the Section 14. Openings shall be provided to all space under the building.
b) Fireproofing
Floors and all parts thereof shall be of not less than two-hour fire- resistive construction as per Tables 3-4 to 3-7, except that where the space under a ground floor has clearance of less than three feet, such fire protection for the ground floor may be omitted.
6. ROOFS
a) Materials
Roof systems shall be of noncombustible materials or of fire- retardant treated wood.
b) Fireproofing
Roofs and all parts thereof shall be of not less than one-hour fire- resistive construction as per Tables 3-4 to 3-7, except as follows:
i) Roofs, where every part of the structural framework is 20 feet or more
above any part of the floor, balcony or gallery, may be on unprotected non-combustible materials or fire-retardant treated wood.
ii) Roofs of one-storey open sheds not more than 75 percent enclosed
by walls, in which the travel distance to the nearest exit does not exceed 40 feet, may be of unprotected noncombustible materials.
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c) Roof Coverings
Roof coverings shall be fire-retardant and as specified in Part 3 Section 6 of CUBiC.
d) Roof Drainage
Roof drainage and the disposal of rainwater shall be as specified in the Section 9. In general, roof systems not designed to support accumulated water shall be sloped for drainage.
e) Attic Spaces
Attic spaces shall not be required, but where attic spaces are provided such spaces shall have a minimum vertical dimension of 18 inches clear distance and where unprotected combustible material is exposed, shall be divided, by fire- stops, into areas not exceeding 2500 square feet, or less depending on individual occupancy. Access trap doors, not less than 16 inches by 30 inches, shall be provided to all attic spaces. Such access trap doors shall be from common spaces such as corridors, and no part of an attic space shall be more than 100 feet from an access trap door.
7. ENCLOSURE OF VERTICAL OPENINGS
a) Enclosure of vertical openings shall be of noncombustible materials and where such openings exceed eight square feet in area shall be not less than one hour fire- resistive construction, with fire-resistive doors and/or windows.
(b) Where the enclosure of vertical openings is required to be of not less than one-
hour fire-resistive construction the materials of construction shall be noncombustible or fire-retardant treated wood.
8. STAIRWAYS
a) Stairways shall be as required in the Section 5.
b) Stairs, stair platforms, treads and riser shall be constructed of non- combustible materials. Unprotected steel or iron stairways may be used only when enclosed.
9. DOORS AND WINDOWS
a) Doors, windows and similar openings in exterior walls, fire walls and enclosure walls shall be protected or entirely prohibited as set forth in Section 5.
b) Doors and windows shall not project over public property or restricted areas.
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10. PROJECTIONS FROM THE BUILDING
a) Cantilevering projections outside of the main exterior walls of the building shall be of non-combustible construction or fire-retardant treated wood, and shall be of not less than one-hour fire-resistive construction.
b) Canopies, awnings and marquees forming part of the construction but outside of the
main exterior walls of the building but not cantilevered from the building shall be constructed of non-combustible materials but need not have fire-resistive protection.
11. ROOF STRUCTURES AND SKYLIGHTS
a) Towers, pylons, masts, signs and similar structures above a roof, when not enclosed, shall be of noncombustible materials. Roof structure extending more than 25 feet above the roof or signs more than 100 square feet in area shall be supported to the ground by a non-combustive frame, unless already incorporated into the building frame design.
b) Roof structures, including bulkheaded areas, shall be limited in total combined
area to 30 percent of the area of the roof, shall extend not more than 20 feet above the allowable height and any enclosure having a floor area of more than 15 square feet shall be constructed as required for the main portion of the building.
c) Minor roof structures having an area of 15 square feet or less, housing
ventilating shafts or similar openings shall be constructed of non-combustible materials.
d) Storage tanks, having a capacity of over 500 gallons, shall not be located over
stairways or elevators.
e) Skylights shall be constructed of non-combustible materials and transparent or translucent materials shall be fire-resistive.
f) i) Parapets shall be required on exterior walls except where the roof is of
noncombustible, fire-resistive construction.
ii) Parapets shall be not less than 20 inches above the roof immediately adjacent thereto where located 20 feet or less to\from the building line of a contiguous lot or any building on the same lot, and shall be constructed as set forth in Section 15.
iii) Where required to control rain water runoff, a curb not less than eight
inches in height shall be provided.
g) Where the public has access to roof areas, a guard rail not less than 36 inches above the roof shall be provided around all open wells or shafts and at all exterior walls.
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12. COMBUSTIBLE MATERIALS
a) Combustible materials shall be permitted except where specifically prohibited in this Appendix.
b) Loading platforms for warehouses, freight depots and buildings may be of heavy
timber construction with wood floors not less than one and five-eighths inches thick. Such wood construction shall not be carried through the exterior walls.
c) Interior finishes shall be as set forth in Part 3 Section 6 of CUBiC.
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APPENDIX I (3)
TYPE 3 BUILDINGS - ORDINARY MASONRY
Contents
1. DEFINITION
2. GENERAL
3. STRUCTURAL FRAMEWORK
a) Materials b) Fireproofing c) Heavy Timber Construction
4. WALLS AND PARTITIONS
5. FLOORS
a) Material b) Fireproofing
6. ROOFS
a) Materials b) Fireproofing c) Roof Coverings d) Roof Drainage e) Attic Spaces
7. ENCLOSURE OF VERTICAL OPENINGS
8. STAIRWAYS
9. DOORS AND WINDOWS
10. PROJECTIONS FROM THE BUILDING
11. ROOF STRUCTURES AND SKYLIGHTS
12. COMBUSTIBLE MATERIALS
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APPENDIX I (3)
TYPE 3 BUILDINGS - ORDINARY MASONRY
1. DEFINITION
a) i) Type 3 buildings or structures shall have an exterior structural frame of steel or reinforced concrete or of fire-retardant treated wood, or shall have exterior loadbearing walls of non-combustible, fire- resistive construction.
ii) Type 3 buildings or structures shall have an interior structural frame of steel, reinforced concrete, wood, or interior load bearing walls of non-combustible materials or wood.
iii) Partitions, floors and roof framing may be of wood.
b) Walls, permanent partitions, roofs and floors shall be of non- combustible fire-
resistive construction, except that permanent non- load-bearing partitions of one- hour fire resistive construction may use fire-retardant treated wood within the assembly.
2. GENERAL
a) Allowable height and area shall be as specified in Section 3.
b) Loads and material stresses shall be as specified in Section 12.
c) Required fireproofing shall be as set forth in Section 4.
3. STRUCTURAL FRAMEWORK
a) Materials
i) Unless specifically designed as a structural frame with panel walls, the exterior walls shall be considered as load-bearing and shall be constructed of masonry or reinforced concrete, except that 8 inch masonry walls shall be limited to 20 feet in height and 12 inch masonry block walls shall be limited to 30 feet in height. Where designed as a structural frame, the materials shall be as specified in Sections 14,15,16 and 17.
ii) The interior structural support shall be of steel, reinforced concrete, or interior bearing walls of noncombustible materials or wood studs. (Tables 3-4 to 3-7).
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b) Fireproofing
i) Fireproofing shall be as required in Sections 3 or 4. Where required,
or where otherwise referred to in this Code as being protected, the structural framework or supports shall be of not less than one-hour fire- resistive construction except that members in the exterior walls shall have the fire protection as set forth in Tables 3-4 to 3-7.
ii) All steel members supporting masonry in buildings over one storey in
height shall be fire-proofed with not less than one- hour fire-resistive construction.
iii) Heavy timber structures, designed and constructed in accor- dance with
Section 14, shall be considered the equivalent of one-hour fire-resistive protection.
c) Heavy Timber Construction
i) General
Heavy timber construction is that type in which fire resistance is attained by placing limitations on minimum sizes of wood structural members including the thicknesses and compositions of wood floors and roofs and by the use of approved fastenings and construction details.
ii) Heavy Timber Framing
Heavy timber columns, floors sizes and framing, roof sizes and framing, and construction details shall be as specified in Section 14.
iii) Heavy Timber Floors
Heavy timber floors shall be constructed as specified in Section 14.
iv) Heavy Timber Roof Decks
Heavy timber roof decks shall be constructed as specified in Section 14.
4. WALLS AND PARTITIONS
a) Exterior walls shall be as set forth in Tables 3-4 to 3-7.
b) Fire walls shall be of the fire-resistive rating as required in Tables 3-4 to 3-7.
c) Interior bearing walls shall be of noncombustible materials or of wood studs, and for Type 3 (protected) buildings, or for Type 3 (unprotected) buildings where supporting upper floors or where adjacent to common corridors shall be of one-hour fire-resistive construction.
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5. FLOORS
a) Material
i) Floors shall be of noncombustible material or woods.
ii) Wood joists shall not be used to support concrete and cement- base tile or terrazzo floor surfaces other than for bathrooms or less than 100 square feet in area.
iii) Wood post and girder construction shall not be permitted for a ground
floor of buildings used by the public, and spaces underground floors shall have the clearance and ventilation as set forth in Section 14.
b) Fireproofing
Floors and all parts thereof of Type 3 buildings shall not be con- structed of materials and assemblies of less fire resistance than shown in Tables 3-4 to 3-7, except that where a ground floor has clearance of less than three feet, such fire protection may be omitted.
6. ROOFS
a) Materials
Roof systems shall be of non-combustible materials or wood.
b) Fireproofing
Roofs and all parts thereof of unprotected Type 3 buildings and protected Type 3 buildings shall be of not less than one-hour fire- resistive construction, except as follows:
i) Roofs, where every part of the structural framework is 18 feet or more above any part of any floor, may be of unprotected non-combustible materials or protected combustible materials
. ii) Roofs of one-storey open sheds not more than 75 percent enclosed
by walls, in which the travel distance to the nearest exit does not exceed 40 feet, may be of unprotected noncombustible materials or protected combustible materials.
c) Roof Coverings
Roof coverings shall be fire-retardant and as specified in CUBiC Part 3 Section 6.
d) Roof Drainage
Roof drainage and the disposal of rainwater shall be as specified in Section 9. In general, roof systems not designed to support accumulated water shall be sloped for drainage.
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e) Attic Spaces
Attic spaces shall not be required, but where attic spaces are provided such spaces shall have a minimum vertical dimension of 18 inches clear distance and where unprotected combustible material is exposed, shall be divided, by fire- stops, into areas not exceeding 2,500 square feet, or less depending on individual occupancy. Access trap doors shall be from common spaces such as corridors, and no part of an attic space shall be more than 100 feet from an access trap door.
7. ENCLOSURE OF VERTICAL OPENINGS
Enclosure of vertical openings shall be of noncombustible materials and where such openings exceed eight square feet in area shall be not less than one hour fire- resistive construction. Walls adjacent to open interior stairways and the soffits thereof shall be of not less than one hour fire-resistive construction.
8. STAIRWAYS
Stairways shall be as required in Section 5.
9. DOORS AND WINDOWS
a) Doors, windows and similar openings in exterior walls, fire walls and enclosure walls shall be protected as per Section 4 Sub-section 405.
b) Doors and windows shall not project over public property or restricted areas.
10. PROJECTIONS FROM THE BUILDING
Cantilevering projections outside of the main exterior walls of the building shall be of non-combustible construction and be fire- resistive as specified in this Appendix, except that the projection of wood roof rafters of residential occupancies over private property shall be permitted.
11. ROOF STRUCTURES AND SKYLIGHTS
a) Towers, pylons, masts, signs and similar structures above a roof, when not enclosed, shall be of noncombustible materials. Roof structures extending more than 25 feet above the roof or signs more than 100 square feet in area shall be supported to the ground by a incombustible frame, unless already incorporated into the building frame design.
b) Roof structures, including bulkheaded areas, shall be limited in total combined
area to 30 percent of the area of the roof, shall extend not more than 20 feet above the allowable height and any enclosure having a floor area of more than 15 square feet shall be constructed as required for the main portion of the building.
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c) Minor roof structures having an area of 15 square feet or less, housing ventilating shafts or similar openings shall be constructed of non-combustible materials.
d) Storage tanks, having a capacity of over 500 gallons, shall not be located over
stairways or elevators.
e) Skylights shall be constructed of non-combustible materials and transparent or translucent materials shall be fire-resistive.
f) Parapets shall be required on exterior walls except:
i) Where the roof is of non-combustible, fire-resistive construction.
ii) Where the walls of buildings for other than residential occupancy are
20 feet from the building of a continuous lot or any building on the same lot.
iii) Where the building is of residential occupancy.
g) Parapets shall be not less than 20 inches above the roof immediately adjacent
thereto and shall be constructed as set forth in Sections 15 or 16.
h) Where required to control rain water runoff, a curb not less than eight inches in height shall be provided.
12. COMBUSTIBLE MATERIALS
a) Combustible materials shall be permitted except where specifically prohibited in Section 3 and/or Section 4.
b) Loading platforms for warehouses, freight depots and buildings may be of heavy
timber construction with wood floors not less than 1-3/4 inches thick. Such wood construction shall not be carried through the exterior walls.
c) Interior finishes shall be as set forth in CUBiC Part 3 Section 6.
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APPENDIX I (4)
TYPE 4 BUILDINGS - NON-COMBUSTIBLE
Contents
1. DEFINITION
2. GENERAL
3. STRUCTURAL FRAMEWORK
4. WALLS AND PARTITIONS
5. FLOORS
6. ROOFS
7. DOORS AND WINDOWS
8. PROJECTIONS FROM THE BUILDING
9. ROOF STRUCTURES AND SKYLIGHTS
10. COMBUSTIBLE MATERIALS
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APPENDIX I (4)
TYPE 4 BUILDINGS - NON-COMBUSTIBLE
1. DEFINITION
All structural and other elements of Type 4 buildings shall be of non- combustible materials.
2. GENERAL
a) Allowable heights and areas shall be as specified Section 3.
b) Loads and material stresses shall be as specified in Section 12.
c) Required fireproofing shall be as set forth in Sections 3 and 4.
3. STRUCTURAL FRAMEWORK
The structural framework shall be of steel, aluminum, or reinforced concrete, and fireproofing of structural members shall be required only when such members are a part of an exterior wall as set forth Tables 3-4 to 3-7.
4. WALLS AND PARTITIONS
a) Distance separation shall be measured at right angles from the wall or opening to the building line or a continuous lot or any building on the same lot. The building line of a continuous lot shall be taken as that for the use of the continuous lot which requires the least set back from the property line, and in no case shall this setback be taken as more than five feet from and parallel to the common lot line.
b) The main exterior walls shall be of non-combustible materials and such walls
shall be of fire-resistive construction with opening protection where located as follows:
i) Main exterior walls having a distance separation of from five to ten feet
shall be of not less than one-hour fire resistive construction and openings therein shall be protected by fire- resistive doors and windows and shall be limited in area to 30 percent of the wall area with no single openings or more than ten percent of such wall area.
c) Fire walls shall be of non-combustible materials and shall be of the fire-resistive
rating as required in the Section 3.
d) Interior bearing walls shall be of non-combustible materials.
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5. FLOORS
Floors shall be of non-combustible material, provided, however that a wood surface or finish may be applied over such non-combustible materials.
6. ROOFS
a) Roof systems shall be of non-combustible materials and fire-proofing shall not be
required.
b) Roof coverings shall be as specified in the CUBiC Part 3 Section 6.
c) Roof Drainage
Roof drainage and the disposal of rainwater shall be as specified in Section 9. In general, roof systems not designed to support accumulated water shall be sloped for drainage.
7. DOORS AND WINDOWS
a) Doors, windows and similar openings in exterior walls, fire walls and enclosure walls shall be protected or entirely prohibited as set forth in Sections 3 and 4.
b) Doors and windows shall not project over public property or restricted areas.
8. PROJECTIONS FROM THE BUILDING
Projections from the building shall be of non-combustible materials.
9. ROOF STRUCTURES AND SKYLIGHTS
a) Roof structures may extend above the allowable height not to exceed 20 feet and shall be of non-combustible materials.
b) Skylights shall be constructed of non-combustible materials and transparent
or translucent materials shall be fire-resistive.
c) Where the public has access to roof areas, a guard rail not less than 36 inches above the roof shall be provided around all open wells or shafts and at all exterior walls.
10. COMBUSTIBLE MATERIALS
A loading platform may be constructed of heavy timber with wood floors not less than 1-3/4 inches thick. A Type 4 building or structure erected over such platform shall be supported by non-combustible materials to the foundation.
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APPENDIX I (5)
TYPE 5 BUILDINGS - WOOD FRAME
Contents
1. DEFINITION
2. GENERAL
3. WALLS AND PARTITIONS
4. FLOORS
5. ROOFS
6. FIREPROOFING
7. STAIRWAYS
8. DOORS AND WINDOWS
9. PROJECTIONS FROM THE BUILDING
10. COMBUSTIBLE MATERIALS
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APPENDIX I (5)
TYPE 5 BUILDINGS - WOOD FRAME
1. DEFINITION
All structural and other elements of Type 5 buildings shall be of non- combustible materials or wood or any materials allowed by this code.
2. GENERAL
a) Allowable height and area shall be as specified in Section 3.
b) Loads and material stresses shall be as specified in Section 12.
c) Required fireproofing shall be as set forth in Sections 3 and 4.
3. WALLS AND PARTITIONS
a) Distance separation shall be measured at right angles from the wall or opening to the building line or a continuous lot or any building on the same lot. The building line of a continuous lot shall be taken as that for the use of the continuous lot which requires the least set back from the property line, and in no case shall this setback be taken as more than five feet from and parallel to the common lot line.
b) The main exterior walls shall be of non-combustible materials and such walls
shall be of fire-resistive construction with opening protection where located as follows:
i) Main exterior walls having a distance separation of less than five feet, or
walls except of street fronts which are less than five feet from the building of a contiguous lot, shall be of not less than two hour fire- resistive construction and have no openings therein.
ii) Main exterior walls having a distance separation of from five to ten feet
shall be of not less than one-hour fire resistive construction and openings therein shall be protected by fire- resistive doors and windows and shall be limited in area to 30 percent of the wall area with no single openings or more than ten percent of such wall area.
c) Fire walls shall be of non-combustible materials and shall be of the fire-resistive
rating as required in Section 3.
d) Interior bearing walls shall be of non-combustible materials or wood.
4. FLOORS
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a) Floors shall be of steel, concrete or wood.
b) Wood posts shall not be permitted under a girder supporting a ground floor and spaces underground floors shall have the clearance for ventilation.
c) Access openings shall be provided to all space under the building.
5. ROOFS
a) Roof systems shall be of noncombustible materials or wood.
b) Roof coverings shall be as specified in CUBiC Part 3 Section 6.
c) Roof drainage and the disposal of rainwater shall be as specified in Section. In general, roof systems not designed to support accumulated water shall be sloped for drainage.
d) Attic spaces shall not be required, but where attic spaces are provided, such
spaces shall have a minimum vertical dimension of 18 inches clear distance and, where unprotected combustible material is exposes, shall be divided by fire stops into areas not exceeding 5500 square feet or less depending on occupancy. Access trap doors shall be from common spaces such as corridors, and no part of an attic space shall be more than 100 feet from an access trap door. Minimum vertical dimension shall not be required for hip or gable roof construction.
6. FIREPROOFING
Bearing walls supporting floors shall not be less than one-hour fire-resistive protection except that where a ground floor has clearance of less than three feet, such protection may be omitted.
7. STAIRWAYS
a) Stairways shall be as required in Section 3 and in Section 4.
b) Stairways may be of non-combustible or combustible materials.
8. DOORS AND WINDOWS
a) Doors, windows and similar openings in exterior walls, fire walls and enclosure walls shall be protected or entirely prohibited as set forth in Sections 3 or 4.
b) Doors and windows shall not project over public property or restricted
areas.
9. PROJECTIONS FROM THE BUILDING
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Projections from the building may be of wood.
10. COMBUSTIBLE MATERIALS
No materials more combustible than wood shall be permitted in the construction of permanent portions of Type 5 buildings.
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Appendix J The Rainfall Hazard
(For the rational design of rainfall drainage systems the necessary tool is the family of Intensity-Duration- Frequency (IDF) graphs or tables. The readily-available information includes IDF graphs for St Lucia from circa 1979, and IDF tables for Montserrat and St Vincent from 2010. No information is readily available for Grenada. For the time being the values for St Vincent may be used for Grenada.)
For critical facilities the 50-year return period values shall be used. For agricultural buildings the 15-year return period values shall be used. For temporary facilities the 5-year return period values shall be used. For all other buildings the 25-year return period values shall be used.
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2022 PHYSICAL PLANNING S.R.O. 12 _________________________________________________________________________________
On the following two pages Intensity-Duration-Frequency tables are provided for two locations in Montserrat and three locations in St Vincent. (The tables are from the 2010 study by H R Wallingford of the United Kingdom and the Caribbean Institute for Meteorology and Hydrology based in Barbados.)
2022 PHYSICAL PLANNING S.R.O. 12 _________________________________________________________________________________
Montserrat – Volcano Observatory North
Return period (years)
Duration (minutes)
1440 720 360 120 60 30 15 10 5
Rainfall intensity (mm/hour)
2 4.4 6.8 10.5 21.0 32.4 50.0 77.3 99.7 154.0
5 6.0 9.1 13.6 25.8 38.6 57.8 86.6 109.8 164.5
10 7.7 11.2 16.4 29.9 43.7 64.0 93.6 116.9 171.0
15 8.8 12.7 18.3 32.7 47.1 67.9 97.9 121.2 174.7
25 10.6 15.0 21.2 36.7 51.9 73.3 103.7 127.0 179.6
50 13.7 18.9 26.0 42.2 59.4 81.7 112.5 135.6 186.6
Montserrat – Botanical Gardens
Return period (years)
Duration (minutes)
1440 720 360 120 60 30 15 10 5
Rainfall intensity (mm/hour)
2 3.6 5.7 9.1 19.2 30.8 49.2 78.8 103.7 166.0
5 5.6 8.9 14.0 28.8 45.5 71.7 113.1 147.6 232.8
10 7.6 11.8 18.4 37.2 58.1 90.6 141.4 183.4 286.1
15 8.9 13.8 21.4 42.8 66.3 102.8 159.3 205.8 318.9
25 10.9 16.7 25.7 50.9 78.2 120.3 184.9 237.8 365.7
50 14.1 21.5 32.8 63.9 97.4 148.4 226.2 289.5 441.2 J-3
2022 PHYSICAL PLANNING S.R.O. 12 _________________________________________________________________________________
St Vincent – E T Joshua Airport
Return period (years)
Duration (minutes)
1440 720 360 120 60 30 15 10 5
Rainfall intensity (mm/hour)
2 4.0 6.5 10.4 21.8 35.0 55.9 89.5 117.9 188.6
5 5.8 9.1 14.4 29.5 46.6 73.5 115.9 151.2 238.5
10 7.3 11.3 17.7 35.7 55.7 86.9 135.6 175.9 274.5
15 8.2 12.8 19.8 39.6 61.3 95.0 147.3 190.3 294.9
25 9.6 14.8 22.7 45.0 69.1 106.3 163.4 210.2 323.3
50 11.8 18.0 27.4 53.4 81.4 124.0 188.8 241.5 367.8
St Vincent – Botanical Gardens
Return period (years)
Duration (minutes)
1440 720 360 120 60 30 15 10 5
Rainfall intensity (mm/hour)
2 3.5 5.6 9.0 19.0 30.5 48.7 78.0 102.7 164.3
5 4.6 7.3 11.5 23.7 37.4 58.9 92.9 121.3 191.2
10 5.5 8.6 13.3 27.0 42.1 65.7 102.5 132.9 207.4
15 6.0 9.3 14.4 28.9 44.8 69.4 107.5 138.9 215.2
25 6.7 10.3 15.9 31.4 48.3 74.3 114.2 146.9 225.8
50 7.8 11.8 18.0 35.1 53.5 81.5 124.1 158.8 241.8
St Vincent – Agricultural School
Return period (years)
Duration (minutes)
1440 720 360 120 60 30 15 10 5
Rainfall intensity (mm/hour)
2 3.4 5.5 8.8 18.5 29.6 47.4 75.8 99.8 159.7
5 4.5 7.1 11.2 23.0 36.3 57.3 90.3 117.9 186.0
10 5.2 8.1 12.6 25.6 39.9 62.3 97.1 126.0 196.6
15 5.6 8.6 13.4 26.8 41.6 64.4 99.8 129.0 199.8
25 6.1 9.3 14.3 28.3 43.5 66.9 102.8 132.3 203.4
50 6.7 10.2 15.5 30.2 46.0 70.0 106.6 136.4 207.7
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2022 PHYSICAL PLANNING S.R.O. 12 _________________________________________________________________________________
On the following nine pages Intensity-Duration-Frequency graphs are provided for nine locations in St Lucia (They are from a 1979 study by F C Farnum of the Caribbean Meteorological Institute).
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2022 PHYSICAL PLANNING S.R.O. 12 _________________________________________________________________________________
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2022 PHYSICAL PLANNING S.R.O. 12 _________________________________________________________________________________
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Appendix K
Safety of Hotel Occupants (There has been an increasing frequency of hotel guests taking legal action against hotels and travel tour companies. This has had an impact on the cost of public-liability insurance. More importantly, injuries affect the wellbeing and enjoyment of visitors and impact negatively on the image of the states where the hotels are located. This Appendix seeks to address some of the issues which may lead to the most common causes of injury.)
Glazing
Areas that are prone to accidents shall be fitted with what is known as Grade A safety glass. (The use of safety glass reduces the risk of injury as it is tougher to break and will not fracture into dangerous shards if broken.)
Safety glass shall be used in:
all glass doors; bathrooms (for all areas up to 2 metres high); door side panels (if less than 300mm away from the door and positioned 1200mm or less above the floor); around stairs (for a distance of 1000mm from either side of the stairs and 2000mm from the bottom of the
stairs); areas that can be mistaken for openings (e.g. full height glass); low level glass (if larger than 1.2 metres - areas under 1.2 metres require a minimum of 5mm thick glass).
(While these are the minimum areas that require safety glass consideration should be given to using it in additional spaces, especially where children are active).
(Types of safety glass: There are two types of safety glass available – toughened and laminated glass. Alternatively, glass safety film can be applied to existing windows and glass areas. While laminated glass, toughened glass and window film can all be used to meet required standards, it is worth selecting the most appropriate one to meet your needs.
Laminated glass: The high strength and unique design of laminated glass prevents it from shattering into large
shards when broken. It is made from two or more sheets of glass bonded together with a flexible interlayer. In the event of breaking, the glass is held in place by the vinyl interlayer and forms a web-like pattern. The interlayer does not impact the transparency of the glass but will reduce damaging UV rays fading interior furnishings. Laminated glass is your best option for security. It generally takes two blows to break laminated glass with several further blows to create a hole. In contrast, toughened glass can be accessed with a single blow of a hammer.
Toughened glass: Used in various applications for its safety benefit, toughened glass is four to five times stronger
than ordinary glass of the same thickness. It is treated in a heat furnace to induce internal stresses which give the glass strength. If broken, toughened glass fractures into small blunt pieces. Toughened glass is considered a cheaper alternative to laminated glass but it does not provide the same security providing easy entry if broken.
Window film There are many types of window film available for a wide variety of uses from solar heat reduction
to UV protection, privacy to safety and security. Safety films can be used to bring ordinary glass up to Grade A safety glass requirements. It works in a similar fashion to laminated glass by holding shattered glass pieces to the film if broken. There are restrictions on using film instead of toughened or laminated glass and this depends on the size of the glass pane and its thickness. For example, a 3mm thick glass pane may be fitted with safety filmed to attain Grade A status but only if the pane is less than 2m2. As the thickness of the glass increases, so does the size of the pane that is acceptable to be filmed. If the glass is 6mm thick then window film can be applied to a glass pane of up to 3m2 in size to qualify as Grade A safety glass.
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4
Added benefits of safety glass: All three forms of safety glass are available with added functionality such as the use of toned glass
or double glazing, or in the case of film, solar control, allowing you to achieve more than just complying with safety standards.)
Making glass visible: (Large areas of glass have been known to cause injury when mistaken for a doorway or
opening. Under certain lighting conditions glass panes can appear ‘invisible’ and if children or adults collide with the pane this can cause serious injuries.) If there are large glass areas such as doors and side panes that are not easily visible as glass, they shall be marked to reduce the risk of accidental injury. Glass areas are considered not easily visible if they do not have:
decorative treatments (such as opaque or patterned glass); transoms; colonial bars; other components making the glass pane noticeable.
When none of the elements above are present, glass doors and side panes shall be marked with an opaque band spanning the width of the pane. The band itself shall be a minimum of 20mm wide. The height of the band shall also be located between 700mm and 1200mm from floor level.
Balcony handrails and balusters
The height and spacing between bars is dealt with in 505.7 – Guarding of Stairways and Landings and 505.8 – Guarding of Balconies and External Areas.
Add: 505.8 (d) All hand-rails shall have intermediate vertical or longitudinal rails or latticework which would
prohibit the passage of a 6-inch diameter sphere, except for industrial buildings where the intermediate rails or latticework shall prohibit the passage of a 12-inch sphere.
Stair Risers
There shall be noticeably equal heights for risers in a flight of stairs. From the International Building Code:
1009.4.2 Riser height and tread depth. Stair riser heights shall be 7 inches (178 mm) maximum and 4 inches (102 mm) minimum. The riser height shall be measured vertically between the leading edges of adjacent treads. Rectangular tread depths shall be 11 inches (279 mm) minimum measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. Winder treads shall have a minimum tread depth of 11 inches (279 mm) measured between the vertical planes of the foremost projection of adjacent treads at the intersections with the walkline and a minimum tread depth of 10 inches (254 mm) within the clear width of the stair. Exceptions: 1. Alternating tread devices in accordance with Section 1009.10. 2. Ship ladders in accordance with Section 1009.11. 3. Spiral stairways in accordance with Section 1009.9. 4. Aisle stairs in assembly seating areas where the stair pitch or slope is set, for sight-line reasons, by the
slope of the adjacent seating area in accordance with Section 1028.11.2. 5. In Group R-3 occupancies; within dwelling units in Group R-2 occupancies; and in Group U occupancies
that are accessory to a Group R-3 occupancy or accessory to individual dwelling units in Group R-2 occupancies; the maximum riser height shall be 73/inches (197 mm); the minimum tread depth shall be 10inches (254 mm); the minimum winder tread depth at the walkline shall be 10 inches (254 mm); and the minimum winder tread depth shall be 6 inches (152 mm). A nosing not less than 3/4 inch (19.1 mm) but not more than 11/4 inches (32 mm) shall be provided on stairways with solid risers where the tread depth is less than 11 inches (279.
6. See Section 3404.1 for the replacement of existing stairways. 7. In Group I-3 facilities, stairways providing access to guard towers, observation stations and control rooms,
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not more than 250 square feet (23 m2) in area, shall be permitted to have a maximum riser height of 8 inches (203 mm) and a minimum tread depth of 9 inches (229 mm).
Floor Surfaces
(There have been several instances of injuries to hotel guests because of slippery or uneven surfaces. No clear-cut Code directives are provided herein. Guidance and cautionary notes are quoted below.
United States Access Board article from Chapter 4.5 Ground and Floor Surfaces:
“Many variables affect the performance of a given walking surface, including slope and cross slope, its material, jointing, texture, and finish, the presence of moisture or contaminants, the material that contacts it and the method of ambulation. Design guidelines cannot encompass all criteria contributing to the safety of a walking surface. ADAAG addresses surface material, texture, and finish and requires them to be ‘stable,’ ‘firm,’ and ‘slip resistant.’
“No standard or method of measurement exists for these characteristics except for slip resistance. A ‘stable’ surface is one that is not permanently changed by ordinary contaminants or applied force so that when a contaminant or force is removed, the surface returns to its original condition under normal use. A ‘firm’ surface is resistant to deformation by indentations or particles moving on or across it.”
Tile Council of North America cautions as follows:
“Tiles with a dynamic coefficient of friction (DCOF) of 0.42 or greater are not necessarily suitable for all projects. The specifier shall determine tiles appropriate for specific project conditions, considering by way of example, but not in limitation, type of use, traffic, expected contaminants, expected maintenance, expected wear, and manufacturers’ guidelines and recommendations. Tile installations exposed to elements which reduce traction can create slippery conditions where the risk of a slip cannot be completely eliminated. Tiles with a DCOF of less than 0.42, shall only be installed when the surface will be kept dry when walked upon and proper safety procedures will be followed when cleaning the ties.”
Floor finishes testing as “slip resistant” when installed should be maintained and cleaned periodically in order to maintain their intended slip resistance and moreover the Tile Council of North American recommends that installed tile floor finishes should be tested and checked periodically to verify slip resistance and that surfaces that have lost their slip resistance over time can be treated with a slip resistant treatment, however, experience has shown that if this treatment (top coat) is itself not cleaned and replaced form time to time a buildup of the treatment (top coat) can result in an even less slip resistance.)
Lighting of Stairwells and Outdoor Pathways
Lighting shall comply with Section 1205 of the International Building Code 2009 of the International Code Council.
Signage for means of egress for emergencies (power cuts, fires)
Signs shall comply with Sections 1007.9 to 1007.11 inclusive of the International Building Code 2009 of the International Code Council.
Made by the Minister this 30th day of March, 2022.
VINCE HENDERSON Minister responsible for Planning
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