Chapter 31 Special Construction
Section 3101 General
3101.1 Scope.
The provisions of this chapter shall govern special building construction including membrane structures, temporary structures, pedestrian walkways and tunnels, awnings and canopies, marquees, signs, telecommunications and broadcast towers, swimming pools, spas and hot tubs, automatic vehicular gates, solar energy systems, greenhouses, relocatable buildings and intermodal shipping containers.
Section 3102 Membrane Structures
3102.1 General.
The provisions of Sections 3102.1 through 3102.8 shall apply to air-supported, air-inflated, membrane-covered cable, membrane-covered frame and tensile membrane structures, collectively known as membrane structures, erected for a period of 180 days or longer. Those erected for a shorter period of time shall comply with the International Fire Code. Membrane structures covering water storage facilities, water clarifiers, water treatment plants, sewage treatment plants, greenhouses and similar facilities not used for human occupancy are required to meet only the requirements of Sections 3102.3.1 and 3102.7. Membrane structures erected on a building, balcony, deck or other structure for any period of time shall comply with this section.
3102.3 Type of construction.
Noncombustible membrane structures shall be classified as Type IIB construction. Noncombustible frame or cable-supported structures covered by an approved membrane in accordance with Section 3102.3.1 shall be classified as Type IIB construction. Heavy timber frame-supported structures covered by an approved membrane in accordance with Section 3102.3.1 shall be classified as Type IV-HT construction. Other membrane structures shall be classified as Type V construction.
Exception: Plastic less than 30 feet (9144 mm) above any floor used in greenhouses, where occupancy by the general public is not authorized, and for aquaculture pond covers is not required to meet the fire propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701.
3102.6 Mixed construction.
Membrane structures shall be permitted to be utilized as specified in this section as a portion of buildings of other types of construction. Height and area limits shall be as specified for the type of construction and occupancy of the building.
3102.6.1 Noncombustible membrane.
A noncombustible membrane shall be permitted for use as the roof or as a skylight of any building or atrium of a building of any type of construction provided that the membrane is not less than 20 feet (6096 mm) above any floor, balcony or gallery.
3102.6.1.1 Membrane.
A membrane meeting the fire propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701 shall be permitted to be used as the roof or as a skylight on buildings of Type IIB, III, IV-HT and V construction, provided that the membrane is not less than 20 feet (6096 mm) above any floor, balcony or gallery.
3102.7 Engineering design.
The structure shall be designed and constructed to sustain dead loads; loads due to tension or inflation; live loads including wind, snow or flood and seismic loads and in accordance with Chapter 16.
3102.7.1 Lateral restraint.
For membrane-covered frame structures, the membrane shall not be considered to provide lateral restraint in the calculation of the capacities of the frame members.
3102.8 Inflation systems.
Air-supported and air-inflated structures shall be provided with primary and auxiliary inflation systems to meet the minimum requirements of Sections 3102.8.1 through 3102.8.3.
3102.8.1 Equipment requirements.
The inflation system shall consist of one or more blowers and shall include provisions for automatic control to maintain the required inflation pressures. The system shall be so designed as to prevent overpressurization of the system.
3102.8.1.1 Auxiliary inflation system.
In addition to the primary inflation system, in buildings larger than 1,500 square feet (140 m2) in area, an auxiliary inflation system shall be provided with sufficient capacity to maintain the inflation of the structure in case of primary system failure. The auxiliary inflation system shall operate automatically when there is a loss of internal pressure and when the primary blower system becomes inoperative.
3102.8.1.2 Blower equipment.
Blower equipment shall meet all of the following requirements:
- 1.
Blowers shall be powered by continuous-rated motors at the maximum power required for any flow condition as required by the structural design.
- 2.
Blowers shall be provided with inlet screens, belt guards and other protective devices as required by the building official to provide protection from injury.
- 3.
Blowers shall be housed within a weather-protecting structure.
- 4.
Blowers shall be equipped with backdraft check dampers to minimize air loss when inoperative.
- 5.
Blower inlets shall be located to provide protection from air contamination. The location of inlets shall be approved.
3102.8.2 Standby power.
Wherever an auxiliary inflation system is required, an approved standby power-generating system shall be provided. The system shall be equipped with a suitable means for automatically starting the generator set upon failure of the normal electrical service and for automatic transfer and operation of all of the required electrical functions at full power within 60 seconds of such service failure. Standby power shall be capable of operating independently for not less than 4 hours.
3102.8.3 Support provisions.
A system capable of supporting the membrane in the event of deflation shall be provided for in air-supported and air-inflated structures having an occupant load of 50 or more or where covering a swimming pool regardless of occupant load. The support system shall be capable of maintaining membrane structures used as a roof for Type I construction not less than 20 feet (6096 mm) above floor or seating areas. The support system shall be capable of maintaining other membranes not less than 7 feet (2134 mm) above the floor, seating area or surface of the water.
Section 3103 Temporary Structures
3103.1 General.
The provisions of Sections 3103.1 through 3103.8 shall apply to structures erected for a period of less than 180 days. Temporary special event structures, tents, umbrella structures and other membrane structures erected for a period of less than 180 days shall also comply with the International Fire Code. Temporary structures erected for a longer period of time and public-occupancy temporary structures shall comply with applicable sections of this code.
Exceptions:
- 1.
- 2.
3103.1.1 Extended period of service time.
Public-occupancy temporary structures shall be permitted to remain in service for 180 days or more without complying with requirements in this code for new buildings or structures where extensions for up to 1 year are granted by the Building Official in accordance with Section 108.1 and where the following conditions are satisfied:
- 1.
Additional inspections as determined by the building official shall be performed by a qualified person to verify that site conditions and the approved installation comply with the conditions of approval at the time of final inspection.
- 2.
A qualified person shall perform follow-up inspections after initial occupancy at intervals not exceeding 180 days to verify the site conditions and the installation conform to the approved site conditions and installation requirements. Inspection records shall be kept and shall be made available for verification by the building official.
- 3.
- 4.
Relocation of the public-occupancy temporary structure shall require a new permit application.
- 5.
The use or occupancy approved at the time of final inspection shall remain unchanged.
- 6.
A request for an extension is submitted to the building official. The request shall include records of the inspections and examination in Items 1 and 3.
3103.1.2 Conformance.
Temporary structures and uses shall conform to the structural strength, fire safety, means of egress, accessibility, light, ventilation and sanitary requirements of this code as necessary to ensure public health, safety and general welfare.
3103.1.3 Permit required.
Temporary structures that cover an area greater than 120 square feet (11.16 m2), including connecting areas or spaces with a common means of egress or entrance that are used or intended to be used for the gathering together of 10 or more persons, shall not be erected, operated or maintained for any purpose without obtaining a permit from the building official.
3103.2 Construction documents.
A permit application and construction documents shall be submitted for each installation of a temporary structure. The construction documents, shall include a site plan indicating the location of the temporary structure and information delineating the means of egress and the occupant load.
3103.6 Structural requirements.
Temporary structures shall comply with the structural requirements of this code. Public-occupancy temporary structures shall be designed and erected to comply with the structural requirements of this code and Sections 3103.6.1 through 3103.6.4.
Exception: Where approved, live loads less than those prescribed by Table 1607.1 shall be permitted provided that a registered design professional demonstrates that a rational approach has been used and that such reductions are warranted.
Temporary non-building structures ancillary to public assemblies or special event structures whose structural failure or collapse would endanger assembled public shall be assigned a risk category corresponding to the risk category of the public assembly. For the purposes of establishing an occupant load for the assembled public endangered by structural failure or collapse, the applicable occupant load determination in Section 1004.5 or 1004.6 shall be applied over the assembly area within a radius equal to 1.5 times the height of the temporary non-building structure
3103.6.1 Structural loads.
Public-occupancy temporary structures shall be designed in accordance with Chapter 16, except as modified by Sections 3103.6.1.1 through 3103.6.1.6.
3103.6.1.1 Snow loads.
Snow loads on public-occupancy temporary structures shall be determined in accordance with Section 1608. The ground snow loads, pg, in Section 1608 shall be permitted to be modified in accordance with the ground snow load reduction factors in Table 3103.6.1.1.
Exception: Ground snow loads, pg, for public-occupancy temporary structures that employ controlled-occupancy procedures per Section 3103.8 shall be permitted to be modified using a ground snow load reduction factor of 0.65 instead of the ground snow load reduction factors in Table 3103.6.1.1.
Where the public-occupancy temporary structure is not subject to snow loads or not constructed and occupied during times when snow is to be expected, snow loads need not be considered, provided that where the period of time when the public-occupancy temporary structure is in service shifts to include times when snow is to be expected, one of the following conditions is met:
- 1.
The design is reviewed and modified, as appropriate, to account for snow loads.
- 2.
RISK CATEGORY | SERVICE LIFE | |
≤ 10 yr | >10 yr | |
II | 0.7 | 1.0 |
III | 0.8 | 1.0 |
IV | 1.0 | 1.0 |
3103.6.1.2 Wind loads.
The design wind load on public-occupancy temporary structures shall be permitted to be modified in accordance with the wind load reduction factors in Table 3103.6.1.2.
Exceptions:
- 1.
- 2.
For public-occupancy temporary structures erected in a hurricane-prone region outside of hurricane season, the basic wind speed, V, shall be permitted to be set as follows, depending on risk category:
- 2.1.
Risk Category II: 115 mph.
- 2.2.
Risk Category III: 120 mph.
- 2.3.
Risk Category IV: 125 mph.
- 2.1.
RISK CATEGORY | SERVICE LIFE | |
≤ 10 yr | >10 yr | |
II | 0.8 | 1.0 |
III | 0.9 | 1.0 |
IV | 1.0 | 1.0 |
3103.6.1.4 Seismic loads.
Seismic loads on public-occupancy temporary structures assigned to Seismic Design Categories C through F shall be permitted to be taken as 75 percent of those determined by Section 1613. Public-occupancy temporary structures assigned to Seismic Design Categories A and B are not required to be designed for seismic loads.
3103.6.1.5 Ice loads.
Ice loads on public-occupancy temporary structures shall be permitted to be determined with a maximum nominal thickness of 0.5 inch (13 mm), for all risk categories. Where the public-occupancy temporary structure is not subject to ice loads or not constructed and occupied during times when ice is to be expected, ice loads need not be considered, provided that where the period of time when the public-occupancy temporary structure is in service shifts to include times when ice is to be expected, one of the following conditions is met:
- 1.
The design is reviewed and modified, as appropriate, to account for ice loads.
- 2.
3103.6.2 Foundations.
Public-occupancy temporary structures shall be permitted to be supported on the ground with temporary foundations where approved by the building official. Consideration shall be given for the impacts of differential settlement where foundations do not extend below the ground or where foundations are supported on compressible materials. The presumptive load-bearing value for public-occupancy temporary structures supported on a pavement, slab on grade or on other collapsible or controlled low-strength substrate soils such as beach sand or grass shall be assumed not to exceed 1,000 pounds per square foot (47.88 kPa) unless determined through testing and evaluation by a registered design professional. The presumptive load-bearing values listed in Table 1806.2 shall be permitted to be used for other supporting soil conditions.
3103.6.3 Installation and maintenance inspections.
A qualified person shall inspect public-occupancy temporary structures that are assembled using transportable and reusable materials. Components shall be inspected when purchased or acquired and at least once per year. The inspection shall evaluate individual components, and the fully assembled structure, to determine suitability for use based on the requirements in ESTA ANSI E1.21. Inspection records shall be kept and shall be made available for verification by the building official. Additionally, public-occupancy temporary structures shall be inspected at regular intervals when in service to ensure that the structure continues to perform as designed and initially erected.
3103.6.4 Durability.
Reusable components used in the erection and the installation of public-occupancy temporary structures shall be manufactured of durable materials necessary to withstand environmental conditions at the service location. Components damaged during transportation or installation or due to the effects of weathering shall be replaced or repaired.
3103.7 Serviceability.
The effects of structural loads or conditions shall not adversely affect the serviceability or performance of the public-occupancy temporary structure.
3103.8 Controlled occupancy procedures.
Where controlled occupancy procedures are required to be implemented for public-occupancy temporary structures in Section 3103.6.1, the procedures shall comply with this section and ANSI ES1.7. An operations management plan in accordance with ANSI E1.21 shall be submitted to the building official for approval as a part of the permit documents. In addition, the operations management plan shall include an emergency action plan that documents the following information, where applicable:
- 1.
Surfaces on which snow or ice accumulates shall be monitored before and during occupancy of the public-occupancy temporary structure. Any loads in excess of the design snow or ice load shall be removed prior to its occupancy, or the public-occupancy temporary structure shall be vacated in the event that either the design snow or ice load is exceeded during its occupancy.
- 2.
Wind speeds associated with the design wind loads shall be monitored before and during occupancy of the public-occupancy temporary structure. The public-occupancy temporary structure shall be vacated in the event that the design wind speed is expected to be exceeded during its occupancy.
- 3.
Criteria for initiating occupant evacuation procedures for flood and tsunami events.
- 4.
Occupant evacuation procedures shall be specified for each environmental hazard where the occupant management plan specifies the public-occupancy temporary structure is to be evacuated.
- 5.
Procedures for anchoring or removal of the public-occupancy temporary structure, or other additional measures or procedures to be implemented to mitigate hazards in snow, wind, flood, ice or tsunami events.
Section 3104 Pedestrian Walkways and Tunnels
3104.1 General.
This section shall apply to connections between buildings such as pedestrian walkways or tunnels, located at, above or below grade level, that are used as a means of travel by persons. The pedestrian walkway shall not contribute to the building area or the number of stories or height of connected buildings.
3104.2 Separate structures.
Buildings connected by pedestrian walkways or tunnels shall be considered to be separate structures.
Exceptions:
- 1.
- 2.
3104.3 Construction.
The pedestrian walkway shall be of noncombustible construction.
Exceptions:
- 1.
Combustible construction shall be permitted where connected buildings are of combustible construction.
- 2.
3104.4 Contents.
Only materials and decorations approved by the building official shall be located in the pedestrian walkway.
3104.5 Connections of pedestrian walkways to buildings.
The connection of a pedestrian walkway to a building shall comply with Section 3104.5.1, 3104.5.2, 3104.5.3 or 3104.5.4.
3104.5.1 Fire barriers.
Pedestrian walkways shall be separated from the interior of the building by not less than 2-hour fire barriers constructed in accordance with Section 707 and Sections 3104.5.1.1 through 3104.5.1.3.
3104.5.1.1 Exterior walls.
Exterior walls of buildings connected to pedestrian walkways shall be 2-hour fire-resistance rated. This protection shall extend not less than 10 feet (3048 mm) in every direction surrounding the perimeter of the pedestrian walkway.
3104.5.2 Alternative separation.
The wall separating the pedestrian walkway and the building shall comply with Section 3104.5.2.1 or 3104.5.2.2 where:
- 1.
The distance between the connected buildings is more than 10 feet (3048 mm).
- 2.
Exception: Open parking garages need not be equipped with an automatic sprinkler system.
3104.5.2.1 Passage of smoke.
The wall shall be capable of resisting the passage of smoke.
3104.5.2.2 Glass.
The wall shall be constructed of a tempered, wired or laminated glass and doors separating the interior of the building from the pedestrian walkway. The glass shall be protected by an automatic sprinkler system in accordance with Section 903.3.1.1 that, when actuated, shall completely wet the entire surface of interior sides of the wall or glass. Obstructions shall not be installed between the sprinkler heads and the wall or glass. The glass shall be in a gasketed frame and installed in such a manner that the framing system will deflect without breaking (loading) the glass before the sprinkler operates.
3104.5.3 Open sides on walkway.
Where the distance between the connected buildings is more than 10 feet (3048 mm), the walls at the intersection of the pedestrian walkway and each building need not be fire-resistance rated provided that both sidewalls of the pedestrian walkway are not less than 50 percent open with the open area uniformly distributed to prevent the accumulation of smoke and toxic gases. The roof of the walkway shall be located not more than 40 feet (12 160 mm) above grade plane, and the walkway shall only be permitted to connect to the third or lower story of each building.
Exception: Where the pedestrian walkway is protected with an automatic sprinkler system in accordance with Section 903.3.1.1, the roof of the walkway shall be located not more than 55 feet (16 764 mm) above grade plane and the walkway shall only be permitted to connect to the fifth or lower story of each building.
3104.5.4 Exterior walls greater than 2 hours.
Where exterior walls of connected buildings are required by Section 705 to have a fire-resistance rating greater than 2 hours, the walls at the intersection of the pedestrian walkway and each building need not be fire-resistance rated provided:
- 1.
- 2.
The roof of the walkway is not located more than 55 feet (16 764 mm) above grade plane and the walkway connects to the fifth, or lower, story above grade plane of each building.
[BE] 3104.7 Egress.
Access shall be provided at all times to a pedestrian walkway that serves as a required exit.
[BE] 3104.8 Width.
The unobstructed width of pedestrian walkways shall be not less than 36 inches (914 mm). The total width shall be not greater than 30 feet (9144 mm).
[BE] 3104.9 Exit access travel.
The length of exit access travel shall be 200 feet (60 960 mm) or less.
Exceptions:
- 1.
- 2.
Exit access travel distance on a pedestrian walkway constructed with both sides not less than 50 percent open shall be 300 feet (91 440 mm) or less.
- 3.
Exit access travel distance on a pedestrian walkway constructed with both sides not less than 50 percent open, and equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, shall be 400 feet (122 m) or less.
Section 3105 Awnings and Canopies
3105.2 Design and construction.
Awnings and canopies shall be designed and constructed to withstand wind or other lateral loads and live loads as required by Chapter 16 with due allowance for shape, open construction and similar features that relieve the pressures or loads. Structural members shall be protected to prevent deterioration. Awnings shall have frames of noncombustible material, fire-retardant-treated wood, heavy timber complying with Section 2304.11 or 1-hour construction, and shall be fixed, retractable, folding or collapsible.
3105.3 Awnings and canopy materials.
Awnings and canopies shall be provided with an approved covering that complies with one of the following:
- 1.
- 2.
- 3.
Meets all of the following criteria when tested in accordance with NFPA 286:
- 3.1.
During the 40 kW exposure, flames shall not spread to the ceiling.
- 3.2.
- 3.3.
The flame shall not spread to the outer extremity of the sample on any wall or ceiling.
- 3.4.
The peak heat release rate throughout the test shall not exceed 800 kW.
- 3.1.
Exception: The fire propagation performance and flame spread index requirements shall not apply to awnings installed on detached one- and two-family dwellings.
Section 3106 Marquees
3106.2 Thickness.
The height or thickness of a marquee measured vertically from its lowest to its highest point shall be not greater than 3 feet (914 mm) where the marquee projects more than two-thirds of the distance from the lot line to the curb line, and shall be not greater than 9 feet (2743 mm) where the marquee is less than two-thirds of the distance from the lot line to the curb line.
3106.3 Roof construction.
Where the roof or any part thereof is a skylight, the skylight shall comply with the requirements of Chapter 24. Every roof and skylight of a marquee shall be sloped to downspouts that shall conduct any drainage from the marquee in such a manner so as not to spill over the sidewalk.
3106.4 Location prohibited.
Every marquee shall be so located as not to interfere with the operation of any exterior standpipe, and such that the marquee does not obstruct the clear passage of stairways or exit discharge from the building or the installation or maintenance of street lighting.
Section 3107 Signs
3107.1 General.
Signs shall be designed, constructed and maintained in accordance with this code.
Section 3108 Telecommunication and Broadcast Towers
[BS] 3108.1 General.
Towers shall be designed and constructed in accordance with the provisions of TIA 222. Towers shall be designed for seismic loads; exceptions related to seismic design listed in Section 2.7.3 of TIA 222 shall not apply. In Section 2.6.6.2 of TIA 222, the horizontal extent of Topographic Category 2, escarpments, shall be 16 times the height of the escarpment.
Exception: Single free-standing poles used to support antennas not greater than 75 feet (22 860 mm), measured from the top of the pole to grade, shall not be required to be noncombustible.
[BS] 3108.2 Location and access.
Towers shall be located such that guy wires and other accessories shall not cross or encroach on any street or other public space, or over above-ground electric utility lines, or encroach on any privately owned property without the written consent of the owner of the encroached-upon property, space or above-ground electric utility lines. Towers shall be equipped with climbing and working facilities in compliance with TIA 222. Access to the tower sites shall be limited as required by applicable OSHA, FCC and EPA regulations.
Section 3109 Swimming Pools, Spas and Hot Tubs
3109.1 General.
The design and construction of swimming pools, spas and hot tubs shall comply with the International Swimming Pool and Spa Code.
Section 3110 Automatic Vehicular Gates
Section 3111 Solar Energy Systems
3111.1 General.
Solar energy systems shall comply with the requirements of this section.
3111.2 Solar thermal systems.
Solar thermal systems shall be designed and installed in accordance with this section, the International Plumbing Code, the International Mechanical Code and the International Fire Code. Where light-transmitting plastic covers are used, solar thermal collectors shall be designed in accordance with Section 2606.12.
3111.3 Photovoltaic solar energy systems.
Photovoltaic solar energy systems shall be designed and installed in accordance with this section, the International Fire Code, NFPA 70 and the manufacturer’s installation instructions.
3111.3.1 Equipment.
Photovoltaic panels and modules shall be listed and labeled in accordance with UL 1703 or with both UL 61730-1 and UL 61730-2. Inverters shall be listed and labeled in accordance with UL 1741. Systems connected to the utility grid shall use inverters listed for utility interaction.
3111.3.5 Elevated photovoltaic (PV) support structures.
Elevated PV support structures shall comply with either Section 3111.3.5.1 or 3111.3.5.2.
Exception: Elevated PV support structures that are installed over agricultural uses.
3111.3.5.1 Photovoltaic (PV) panels installed over open-grid framing or a noncombustible deck.
Elevated PV support structures with PV panels installed over open-grid framing or over a noncombustible deck shall have PV panels tested, listed and labeled with a fire type rating in accordance with UL 1703 or with both UL 61730-1 and UL 61730-2. Photovoltaic panels marked “not fire rated” shall not be installed on elevated PV support structures.
3111.3.6 Ground-mounted photovoltaic (PV) panel systems.
Ground-mounted photovoltaic panel systems shall be designed and installed in accordance with Chapter 16 and the International Fire Code.
3111.3.6.1 Fire separation distances.
Ground-mounted photovoltaic panel systems shall be subject to the fire separation distance requirements determined by the local jurisdiction.
Section 3112 Greenhouses
3112.1 General.
The provisions of this section shall apply to greenhouses that are designed and used for the cultivation, maintenance, or protection of plants.
3112.6 Membrane structures.
Greenhouses that are membrane structures shall comply with Section 3102.
Section 3113 Relocatable Buildings
3113.1 General.
The provisions of this section shall apply to relocatable buildings. Relocatable buildings manufactured after the effective date of this code shall comply with the applicable provisions of this code.
Exception: This section shall not apply to manufactured housing used as dwellings.
3113.1.1 Compliance.
A newly constructed relocatable building shall comply with the requirements of this code for new construction. An existing relocatable building that is undergoing alteration, addition, change of occupancy or relocation shall comply with Chapter 14 of the International Existing Building Code.
3113.2 Supplemental information.
Supplemental information specific to a relocatable building shall be submitted to the authority having jurisdiction. It shall, as a minimum, include the following in addition to the information required by Section 105:
- 1.
Manufacturer’s name and address.
- 2.
Date of manufacture.
- 3.
Serial number of module.
- 4.
Manufacturer’s design drawings.
- 5.
- 6.
Design loads including: roof live load, roof snow load, floor live load, wind load and seismic site class, use group and design category.
- 7.
Additional building planning and structural design data.
- 8.
Site-built structure or appurtenance attached to the relocatable building.
3113.3 Manufacturer’s data plate.
Each relocatable module shall have a data plate that is permanently attached on or adjacent to the electrical panel, and shall include the following information:
- 1.
Occupancy group.
- 2.
Manufacturer’s name and address.
- 3.
Date of manufacture.
- 4.
Serial number of module.
- 5.
Design roof live load, design floor live load, snow load, wind and seismic design.
- 6.
Approved quality assurance agency or approved inspection agency.
- 7.
Codes and standards of construction.
- 8.
Envelope thermal resistance values.
- 9.
Electrical service size.
- 10.
Fuel-burning equipment and size.
- 11.
Special limitations if any.
Section 3114 Intermodal Shipping Containers
3114.1 General.
The provisions of Section 3114 and other applicable sections of this code shall apply to intermodal shipping containers that are repurposed for use as buildings or structures, or as a part of buildings or structures.
Exceptions:
- 1.
- 2.
- 3.
Intermodal shipping containers that are listed as equipment complying with the standard for equipment, such as air chillers, engine generators, modular data centers, and other similar equipment.
- 4.
Intermodal shipping containers housing or supporting experimental equipment are exempt from the requirements of Section 3114, provided that they comply with all of the following:
- 4.1.
- 4.2.
Such units are located a minimum of 8 feet (2438 mm) from adjacent structures, and are not connected to a fuel gas system or fuel gas utility.
- 4.3.
3114.2 Construction documents.
The construction documents shall contain information to verify the dimensions and establish the physical properties of the steel components and wood floor components of the intermodal shipping container, in addition to the information required by Sections 107 and 1603.
3114.3 Intermodal shipping container information.
Intermodal shipping containers shall bear an existing data plate containing the following information as required by ISO 6346 and verified by an approved agency. A report of the verification process and findings shall be provided to the building owner.
- 1.
Manufacturer’s name or identification number.
- 2.
Date manufactured.
- 3.
Safety approval number.
- 4.
Identification number.
- 5.
Maximum operating gross mass or weight (kg) (lbs).
- 6.
Allowable stacking load for 1.8G (kg) (lbs).
- 7.
Transverse racking test force (Newtons).
- 8.
Valid maintenance examination date.
Where approved by the building official, the markings and existing data plate are permitted to be removed from the intermodal shipping containers before they are repurposed for use as buildings or structures or as a part of buildings or structures.
3114.6 Roof assemblies.
Intermodal shipping container roof assemblies shall comply with the applicable requirements of Chapter 15.
Exception: Single-unit, stand-alone intermodal shipping containers not attached to, or stacked vertically over, other intermodal shipping containers, buildings or structures.
3114.7 Joints and voids.
Joints and voids that create concealed spaces between connected or stacked intermodal shipping containers at fire-resistance-rated walls, floor or floor/ceiling assemblies and roofs or roof/ceiling assemblies shall be protected by an approved fire-resistant joint system in accordance with Section 715.
3114.8 Structural.
Intermodal shipping containers that conform to ISO 1496-1 and are repurposed for use as buildings or structures, or as a part of buildings or structures, shall be designed in accordance with Chapter 16 and this section.
3114.8.1 Foundations and supports.
Intermodal shipping containers repurposed for use as a permanent building or structure shall be supported on foundations or other supporting structures designed and constructed in accordance with Chapters 16 through 23.
3114.8.4 Detailed design procedure.
A structural analysis meeting the requirements of this section shall be provided to the building official to demonstrate the structural adequacy of the intermodal shipping containers.
3114.8.4.2 Seismic design parameters.
The seismic force-resisting system shall be designed and detailed in accordance with ASCE/SEI 7 and one of the following:
- 1.
Where all or portions of the profiled steel panel elements are considered to be the seismic force-resisting system, design and detailing shall be in accordance with the AISI S100 and ASCE/SEI 7, Table 12.2-1 requirements for steel systems not specifically detailed for seismic resistance, excluding cantilever column systems.
- 2.
- 3.
Where all or portions of the profiled steel panel elements are retained and integrated into a seismic force-resisting system other than as permitted by Item 1, seismic design parameters shall be developed from testing and analysis in accordance with Section 104.2.3 and ASCE/SEI 7, Section 12.2.1.1 or 12.2.1.2.
3114.8.4.3 Allowable shear value.
The allowable shear values for the profiled steel panel side walls and end walls shall be determined in accordance with the design approach selected in Section 3114.8.4.2. Where penetrations are made in the side walls or end walls designated as part of the lateral force-resisting system, the penetrations shall be substantiated by rational analysis.
3114.8.5 Simplified structural design procedure of single-unit containers.
Single-unit intermodal shipping containers conforming to the limitations of Section 3114.8.5.1 shall be permitted to be designed in accordance with Sections 3114.8.5.2 and 3114.8.5.3.
3114.8.5.1 Limitations.
The use of Section 3114.8.5 is subject to the following limitations:
- 1.
The intermodal shipping container shall be a single-unit, stand-alone unit supported on a foundation and shall not be in contact with or supporting any other shipping container or other structure.
- 2.
The intermodal shipping container top and bottom rails, corner castings, and columns or any portion thereof shall not be notched, cut, or removed in any manner.
- 3.
The intermodal shipping container shall be erected in a level and horizontal position with the floor located at the bottom.
- 4.
The intermodal shipping container shall be located in Seismic Design Category A, B, C or D.
3114.8.5.2 Structural design assumptions.
Where permitted by Section 3114.8.5.1, single-unit, stand-alone intermodal shipping containers shall be designed using the following assumptions for the profile steel panel lateral-force resisting system:
- 1.
- 2.
Response modification coefficient, R = 2.
- 3.
Overstrength factor, Ω0 = 2.5.
- 4.
Deflection amplification factor, Cd = 2.
- 5.
Limits on structural height, hn = 9.5 feet (2900 mm).
3114.8.5.3 Allowable shear.
The allowable shear for the profiled steel panel side walls (longitudinal) and end walls (transverse) for wind design and seismic design using the coefficients of Section 3114.8.5.2 shall be in accordance with Table 3114.8.5.3, provided that all of the following conditions are met:
- 1.
- 2.
- 3.
All side walls or end walls used as part of the lateral force-resisting system shall have an existing or new boundary element on all sides to form a continuous load path, or paths, with adequate strength and stiffness to transfer all forces from the point of application to the final point of resistance, as shown in Figure 3114.8.5.3(3). The existing door interlocking mechanism shall not be considered as a component of the required load path.
- 4.
Where openings are made in intermodal shipping container walls, floors or roofs, for doors, windows and other openings:
- 4.1.
- 4.2.
The cross section and material grade of any new steel element shall be equal to or greater than the steel element removed.
- 5.
A maximum of one penetration not greater than 6 inches (152 mm) in diameter for conduits, pipes, tubes or vents, or not greater than 16 square inches (10 323 mm2) for electrical boxes, is permitted for each individual 8-foot (2438 mm) length of lateral force-resisting wall. Penetrations located in walls that are not part of the lateral force-resisting system shall not be limited in size or quantity. Existing intermodal shipping container vents shall not be considered a penetration, as shown in Figure 3114.8.5.3(4).
- 6.
End wall doors designated as part of the lateral force-resisting system shall be intermittently welded closed around the full perimeter of the door panels.
CONTAINER DESIGNATIONb | CONTAINER DIMENSION (nominal length) | CONTAINER DIMENSION (nominal height) | ALLOWABLE SHEAR VALUES (PLF)a, c | |
Side Wall | End Wall | |||
1EEE | 45 feet | 9.5 feet | 75 | 843 |
1EE | 8.5 feet | |||
1AAA | 40 feet | 9.5 feet | 84 | |
1AA | 8.5 feet | |||
1A | 8.0 feet | |||
1AX | < 8.0 feet | |||
1BBB | 30 feet | 9.5 feet | 112 | |
1BB | 8.5 feet | |||
1B | 8.0 feet | |||
1BX | < 8.0 feet | |||
1CC | 20 feet | 8.5 feet | 168 | |
1C | 8.0 feet | |||
1CX | < 8.0 feet | |||
1D | 10 feet | 8.0 feet | 337 | |
1DX | < 8.0 feet | |||
For SI: 1 foot = 304.8 mm.
- a.
The allowable strength shear values for the side walls and end walls of the intermodal shipping containers are derived from ISO 1496-1 and reduced by a factor of safety of 5.
- b.
- c.
For SI: 1 foot = 304.8 mm.
For SI: 1 foot = 304.8 mm.