Kaua'i County, HI Article 2 Adoption of the International Building Codes and Amendments Thereto

§ 12-2.1 Adoption of the International Building Codes.

The following codes published by the International Code Council, Incorporated, 4051 Flossmoor Road, Country Club Hills, IL 60478, are by reference incorporated herein and made a part hereof, subject to the amendments of this article:

(a) The International Building Code, 2018 Edition as copyrighted and published in 2017.

(b) The International Residential Code for One- and Two-Family Dwellings, 2018 Edition as copyrighted and published in 2017.

(c) The International Existing Building Code, 2018 Edition as copyrighted and published in 2017.

(Ord. 1163, October 10, 2024)

§ 12-2.2 Amendments to the International Building Code.

The International Building Code, 2018 Edition, is amended as follows:

(1) Adding Section 402.7.6 Fire alarm system. Section 402.7.6 is added to read:

402.7.6 Fire alarm system. Fire alarm systems shall comply with the Fire Code.

(2) Amending Section 403.4.6 Fire command. Section 403.4.6 is amended to read:

403.4.6 Fire command station. Fire command stations shall comply with the Fire Code and be approved by the fire chief.

(3) Deleting Section 403.6.2 Occupant evacuation elevators. Section 403.6.2 is deleted in its entirety.

(4) Amending SECTION 423 STORM SHELTERS. SECTION 423 is amended to read:

SECTION 423 FENCES

423.1 General. Fences within required yard space shall be constructed in accordance with Chapter 8, Comprehensive Zoning Ordinance; Chapter 15, Article 1, Floodplain Management and Chapter 16, Traffic Code, Kaua'i County Code 1987, as amended. In areas where fence height is not regulated by the Comprehensive Zoning Ordinance, fences over six (6) feet in height will be subject to approval of the Fire Department as to access.

423.2 Barbed or razor wire fences. Barbed or razor wire shall not be used for the construction of any fence.

Exception:
1.	Barbed or razor wire may be used in fences enclosing the following premises, if barbed or razor wire shall be placed along or above the height of six (6) feet from the ground, subject to the approval of the Fire Department.
	1.1.	Any "public utility" as defined in Section 269-1, Hawai'i Revised Statutes.
	1.2.	Premises zoned industrial and used for storage or handling of hazardous materials.
	1.3.	Zoos for keeping animals and birds for public view or exhibition.
	1.4.	Jails, prisons, reformatories, and other institutions, which are involved in law enforcement or military activities where security against entry is an important factor.
2.	For premises located in open and agriculture-zoned districts, as defined by the Comprehensive Zoning Ordinance, barbed wire may be used in fences enclosing premises used for pasturing farm animals.

423.3 Construction barrier. For fences allowed during construction or demolition, see CHAPTER 33 SAFEGUARDS DURING CONSTRUCTION.

423.4 Electric wired fence. Installation of electrically charged wire fences shall conform to Chapter 142, Part III, Section 142-61 of the Hawai'i Revised Statutes, as amended.

(5) Amending Section 502.1 Address identification. Section 502.1 is amended to read:

502.1 Premises identification. Numbers shall be provided for all new buildings as specified in Chapter 15, Article 3, Kaua'i County Code 1987, as amended, Numbering of Houses in portions of the County of Kaua'i.

(6) Section 903.2.8 Group R. Section 903.2.8 is amended to read:

903.2.8 Group R. An automatic sprinkler system installed in accordance with Section 903.3 shall be provided throughout all buildings with a Group R fire area.

Exception: In accordance with HRS 46-19.8 Fire Sprinklers; residences, until June 30, 2027 no County shall require the installation or retrofitting of automatic fire sprinklers or an automatic fire sprinkler system in:
1.	Any new or existing detached one- or two-family dwelling unit in a structure used only for residential purposes; and
2.	Nonresidential agricultural and aquacultural buildings and structures located outside an urban area; provided that this section shall not apply to new homes that require a variance from access roads or firefighting water supply requirements.

(7) Amending SECTION 906 PORTABLE FIRE EXTINGUISHERS. Section 906 is amended to read:

SECTION 906 PORTABLE FIRE EXTINGUISHERS

906.1 General. Portable fire extinguishers shall be provided as required by the Fire Code.

(8) Amending Section 911.1 General. Section 911.1 is amended to read:

911.1 General. Where required by other sections of this code, a fire command center for fire department operations shall be provided and shall comply with the Fire Code.

(9) Amending SECTION 913 FIRE PUMPS. Section 913 is amended to read:

SECTION 913 FIRE PUMPS

913.1 Fire pumps. Where provided, fire pumps shall be installed in accordance with the Fire Code.

(10) Amending Section 1008.3.1 General. Section 1008.3.1 is amended to read:

1008.3.1 General. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all the following areas:

1. Aisles.

2. Corridors.

3. Exit access stairways and ramps.

4. Enclosed stairways of buildings more than two stories in height.

(11) Amending Section 1010.2 Gates. Section 1010.2 is amended to read:

1010.2 Gates. Gates serving the means of egress system shall comply with the requirements of this section. Gates used as a component in a means of egress shall conform to the applicable requirements for doors.

Exceptions:
1.	Horizontal sliding or swinging gates exceeding the 4-foot (1219 mm) maximum leaf width limitation are permitted in fences and walls surrounding a stadium.
2.	Security gates may be permitted across corridors or passageways in school buildings if there is a readily visible durable sign on or adjacent to the gate, stating: THIS GATE IS TO REMAIN SECURED IN THE OPEN POSITION WHENEVER THIS BUILDING IS IN USE. The sign shall be in letters not less than one inch high on a contrasting background. The use of this exception may be revoked by the building official for due cause.

(12) Deleting Section 1027.2 Use in a means of egress. Section 1027.2 is deleted in its entirety.

(13) Amending Section 1030.1 General. Exceptions. Section 1030.1 is amended by adding Exception 5 to read:

5.	Glass jalousie bladed windows may be used for emergency escape or rescue.

(14) Amending entire CHAPTER 11 ACCESSIBILITY. CHAPTER 11 is amended to read:

CHAPTER 11

ACCESSIBILITY

SECTION 1101

GENERAL

1101.1 Scope. Buildings or portions of buildings shall be accessible to persons with disabilities in accordance with the following regulations:

1. For construction of buildings or facilities of the State and County Governments, compliance with Section 103-50 HRS, administered by the Disability and Communication Access Board, State of Hawai'i.

2. Department of Justice's Americans with Disabilities Act Standards for Accessible Design.

3. Housing and Urban Development recognized "safe harbors" for compliance with the Fair Housing Acts design and construction requirements.

4. Other pertinent laws relating with disabilities shall be administered and enforced by agencies responsible for their enforcement.

Prior to the issuance of a building permit, the owner (or the owner's representative, professional architect, or engineer), shall submit a statement that all requirements, relating to accessibility for persons with disabilities, shall be complied with.

(15) Deleting SECTION 1203 TEMPERATURE CONTROL. This SECTION is deleted in its entirety.

(16) Amending SECTION 1502 ROOF DRAINAGE. Section 1502 is amended by adding Sections 1502.5 and 1502.6 to read as follows:

1502.5 Slope. Roof shall be sloped a minimum of 1 unit vertical in 48 units horizontal (2 per cent slope) for drainage unless designed for water accumulation in accordance with Section 1611. Leaders, conductors, and storm drains shall be sized on the basis of Figure 1611.1 and the Plumbing Code.

1502.6 Roof drains. Unless roofs are sloped to drain over the roof edges, roof drains shall be installed at each low point of the roof.

(17) Amending Section 1512.1 Photovoltaic panels and modules. Section 1512.1 is amended to read:

1512.1 Photovoltaic panels and modules. Photovoltaic panels and modules installed on a roof or as an integral part of a roof assembly shall comply with the requirements of this code and the Fire Code.

(18) Amending SECTION 1602 NOTATIONS. This Section is amended in Section W103 of Appendix W HAWAI'I WIND PROVISIONS FOR NEW CONSTRUCTION.

(19) Amending Section 1603.1 General. Section 1603.1 is amended to read:

1603.1 General. Construction documents shall show the size, section and relative locations of structural members with floor levels, column centers and offsets dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603.1.1 through 1603.1.9 shall be indicated on the construction documents.

Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:
1.	Floor and roof dead and live loads.
2.	Ground snow load, Pg.
3.	Basic design wind speed, V, miles per hour (mph) (km/hr) and effective allowable stress design wind speed, Veff-asd, as determined in accordance with Section 1609.3.1 and wind exposure.
4.	Design spectral response acceleration parameters, SDS and SD1.
5.	Seismic design category and site class.
6.	Flood design data, if located in flood hazard areas established in Section 1612.3.
7.	Design load-bearing values of soils.
8.	Rain load data.

(20) Amending Section 1603.1.4 Wind design data. This Section is amended in Section W104 of APPENDIX W HAWAI'I WIND PROVISIONS FOR NEW CONSTRUCTION.

(21) Amending SECTION 1609 WIND LOADS. This Section is amended in Sections W105 and W106 of APPENDIX W HAWAI'I WIND PROVISIONS FOR NEW CONSTRUCTION.

(22) Amending Section 1612.2 Design and construction. Section 1612.2 is amended to read:

1612.2 Design and construction. The design and construction of buildings and structures located in flood hazard areas, including coastal high hazard areas and coastal A zones, shall be in accordance with Chapter 15, Article 1, Floodplain Management, Kaua'i County Code 1987, as amended.

(23) Amending Section 1612.3 Establishment of flood hazard areas. Section 1612.3 is amended to read:

1612.3 Establishment of flood hazard areas and flood hazard data. Flood hazard areas and flood hazard data shall be established in accordance with Chapter 15, Article 1, Floodplain Management and Chapter 16, Traffic Code, Kaua'i County Code 1987, as amended.

(24) Deleting Sections 1612.3.1 Design flood elevations, 1612.3.2 Determination of impacts, and 1612.4 Flood hazard documentation. These Sections are deleted in their entirety.

(25) Amending TABLE 1613.2.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD (0.2 second) RESPONSE ACCELERATION.

TABLE 1614.2.5(1) is amended to read:

TABLE 1613.2.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION
VALUE OF SDS	RISK CATEGORY
	I or II	III	IV
SDS < 0.167g	A	A	A
0.167g ≤ SDS < 0.33g	B	B	C
0.33g ≤ SDS < 0.50g	C	C	D
0.50g ≤ SD1 < 0.60g	C	D	D
0.60g ≤ SDS	D	D	D

(26) Amending TABLE 1613.2.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION. TABLE 1614.2.5(2) is amended to read:

TABLE 1613.2.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
VALUE OF SD1	RISK CATEGORY
	I or II	III	IV
SD1 < 0.067g	A	A	A
0.067g ≤ SD1 < 0.133g	B	B	C
0.133g ≤ SD1 < 0.20g	C	C	D
0.20g ≤ SD1 < 0.27g	C	D	D
0.27g ≤ SD1	D	D	D

(27) Amending Section 1704.2 Special inspections and tests. Section 1704.2 is amended to read:

1704.2 Special inspections and tests. Where application is made to the building official for construction, the owner or the registered design professional in responsible charge acting as the owner's authorized agent, shall employ one or more special inspectors independent of the contractors performing the work to provide special inspections and tests during construction on the types of work specified in Section 1705 and identify the special inspectors to the building official. These special inspections and tests are in addition to the inspections by the building.

Exceptions:
1.	Special inspections and tests are not required for construction of a minor nature or as warranted by conditions in the jurisdiction as approved by the building official.
2.	Unless otherwise required by the building official, special inspections and tests are not required for Group U occupancies that are accessory to a residential occupancy including, but not limited to, those listed in Section 312.1.
3.	Special inspections and tests are not required for portions of structures designed and constructed in accordance with the cold-formed steel light-frame construction provisions of Section 2211.1.2 or the conventional light-frame construction provisions of Section 2308. For these structures, Section 1705.11 shall nevertheless apply.
4.	The contractor is permitted to employ the special inspectors where the contractor is also the owner.
5.	The employment of a special inspector shall not be required for construction work for any government agency that provides for its own special inspections and tests.
6.	Special inspections and tests are not required for building components unless the design involves the practice of professional engineering or architecture as defined by Hawai'i Revised Statutes Chapter 464.

(28) Amending Section 1704.2.1 Special inspector qualifications. Section 1704.2.1 is amended to read:

1704.2.1 Special inspector qualifications. Prior to the start of the construction, each special inspector shall provide written documentation to the building official demonstrating the competence and relevant experience or training of the special inspectors who will perform the special inspections and tests during construction. Experience or training shall be considered to be relevant where the documented experience or training is related in complexity to the same type of special inspection or testing activities for projects of similar complexity and material qualities. These qualifications are in addition to qualifications specified in other sections of this code. The registered design professional in responsible charge and engineers of record involved in the design of the project are permitted to act as special inspectors for the work designed by them, provided they qualify as special inspectors.

(29) Amending Section 1704.2.3 Statement of special inspections. Section 1704.2.3 is amended to read:

1704.2.3 Statement of special inspections. The applicant shall submit a statement of special inspections in accordance with Section 107.1 as a condition for permit issuance. This statement shall be deemed to be satisfied by Section 1704.3.

(30) Amending Section 1704.2.4 Report requirement. Section 1704.2.4 is amended to read:

1704.2.4 Report requirement. Special Inspectors shall keep records of special inspections and tests. The special inspector shall submit reports of special inspections and tests to the owner and licensed engineer or architect of record. Reports shall indicate whether the work inspected and tested was done in conformance to approved construction documents. Discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the licensed engineer or architect of record and to the building official. The special inspector shall submit a final signed report to the owner and licensed engineer or architect of record, stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of this code.

Prior to the final inspection by the building official required under Section 110.3, the licensed engineer or architect of record shall submit a written statement verifying receipt of the final special inspection reports and documenting that there are no known unresolved code requirements that create significant public safety deficiencies.

(31) Amending Section 1704.3 Statement of special inspections. Section 1704.3 is amended to read:

1704.3 Statement of special inspections. Where special inspection or testing is required by Section 1705, the construction drawings shall include a complete list of special inspections required by this Section.

(32) Amending Section 1704.5 Submittals to the building official. Section 1704.5 is deleted in its entirety.

(33) Amending Section 1705.3 Concrete construction. Section 1705.3 is amended to read:

1705.3 Concrete construction. Special inspections and tests of concrete construction shall be performed in accordance with this section and Table 1705.3.

Exception: Unless required by Section 1705.11 Special inspections for wind resistance or Section 1705.12 Special inspections for seismic resistance special inspections and tests shall not be required for concrete used in:
1.	Isolated spread concrete footings of buildings three stories or less above grade plane that are fully supported on earth or rock where:
	1.1.	The footings support columns of light-frame construction.
	1.2.	The structural design of the footing is based on a specified compressive strength, f'c, not more than 2,500 pounds per square inch (psi) (17.2 MPa), regardless of the compressive strength specified in the approved construction documents or used in the footing construction.
2.	Continuous concrete footings supporting walls of buildings three stories or less above grade plane that are fully supported on earth or rock where:
	2.1.	The footings support walls of light-frame construction.
	2.2.	The footings are designed in accordance with Table 1809.7.
	2.3.	The structural design of the footing is based on a specified compressive strength, f'c, not more than 2,500 pounds per square inch (psi) (17.2 MPa), regardless of the compressive strength specified in the approved construction documents or used in the footing construction.
3.	Nonstructural concrete slabs supported directly on the ground, including prestressed slabs on grade, where the effective prestress in the concrete is less than 150 psi (1.03 MPa).
4.	Concrete foundation walls constructed in accordance with Table 1807.1.6.2.
5.	Concrete patios, driveways and sidewalks, on grade.

(34) Amending Section 1705.11 Special inspections for wind resistance. Section 1705.11 is amended to read:

1705.11 Special inspections for wind resistance. Special inspections for wind resistance specified in Section 1705.11.1, unless exempted by the exceptions to Section 1704.2, are required for buildings and structures constructed where the basic design wind speed, V, is 120 mph (53 m/sec) or greater.

(35) Amending Section 1705.11.1 Complete load path and uplift ties. Section 1705.11.1 is amended to read:

1705.11.1 Complete Load Path and Uplift Ties. Metal connectors, anchors, or fasteners for wood and cold-formed steel construction at the following locations: roof ridges, roof rafters to beam or wall supports, beams to posts, posts or walls to floor framing or foundation below, ground anchors, and all other connections that are part of the load path to resist uplift forces.

Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system.

The special inspector need not be present during the installation of all of the connectors, provided that the special inspector verifies that all of the connectors are installed in conformance with the requirements of this code.

(36) Deleting Section 1705.11.2 Cold-formed steel light-frame construction. Section 1705.11.2 is deleted in its entirety.

(37) Deleting Section 1705.11.3 Wind-resisting components. Section 1705.11.3 is deleted in its entirety.

(38) Amending Section 1810.3.6 Splices. Section 1810.3.6 is amended to read:

1810.3.6 Splices. Splices shall be constructed so as to provide and maintain true alignment and position of the component parts of the deep foundation element during installation and subsequent thereto and shall be designed to resist the axial and shear forces and moments occurring at the location of the splice during driving and under service loading.

Splices occurring in the upper 10 feet (3048 mm) of the embedded portion of an element shall be designed to resist at allowable stresses the moment and shear that would result from an assumed eccentricity of the axial load of 3 inches (76 mm), or the element shall be braced in accordance with Section 1810.2.2 to other deep foundation elements that do not have splices in the upper 10 feet (3048 mm) of embedment.

(39) Adding Section 1904.3 Concrete Strap Type Anchors. Section 1904.3 is added to read:

1904.3 Concrete Strap Type Anchors. Concrete strap-type anchors made out of cold-formed steel shall not be used along the perimeter edges of a slab on grade where the steel does not have at least 1-1/2 inches side cover or other adequate protection.

(40) Adding Section 1905.1.9 ACI 318, Section 19.3.2.1 Water cement ratio. Section 1905.1.9 is added to read:

1905.1.9 ACI 318, Section 19.3.2.1 Water cement ratio. Modify ACT 318 Table 19.3.2.1 as follows: Change the Maximum w/cm ratio for Exposure Class C1 to 0.50.

(41) Adding Section 1905.1.10 ACT 318, Section 20.7 Embedments. Section 1905.1.10 is added to read:

1905.1.10 ACT 318, Section 20.7 Embedments. Add ACI 318, Section 20.7.5 anchor bolts at the perimeter edge of a slab on grade. Anchor bolts shall be hot dipped galvanized in accordance with ASTM F2329 and have a minimum concrete side cover of 1-1/2 inches unless provisions have been made to protect the anchor bolts from corrosion.

(42) Adding Section 1905.2 ACI 318, Section 1.4.2 Incorporation of ACI 562. Section 1905.2 is added to read:

1905.2 ACI 318, Section 1.4.2 Incorporation of ACI 562. 1.4.2 Applicable provisions of ACI 318 shall be permitted to be used for structures not governed by the general building code. Where repairs and rehabilitation are not required to satisfy the provisions of ACI 318, the provisions of ACI 562-16 shall be permitted to be used for the assessment, repair, and rehabilitation of existing structures.

(43) Adding Section 2104.1.3 Cleanouts. Section 2104.1.3 is added to read:

2104.1.3 Cleanouts. Cleanouts shall be provided for all grout pours over 5 feet 4 inches in height. Special provisions shall be made to keep the bottom and sides of the grout spaces, as well as the minimum total clear area required by TMS 602 clean and clear prior to grouting.

Exception: Cleanouts are not required for grout pours 8 feet or less in height provided all of the following conditions are met:
1.	The hollow masonry unit is 8-inch nominal width or greater.
2.	The specified compressive strength of masonry, f'm, is less than or equal to 2,000 psi as determined per TMS 602 Table 2;
3.	Fine grout is used complying with ASTM C-476 with a minimum compressive of 3,000 psi; and
4.	Special inspection is provided.

(44) Adding Section 2203.2 Protection of sill track. Section 2203.2 is added to read:

2203.2 Protection of sill track. Cold formed steel framing sills that directly bear on concrete or masonry that is in direct contact with earth shall be shielded along the exterior flange and bottom of the sill track with a self-adhered rubberized asphalt flashing material with a minimum thickness of 25 mil (0.64 mm) or other moisture barrier conforming to ASTM D412, D570, and E96/E96M.

(45) Amending Section 2211.1.2 Prescriptive framing. Section 2211.1.2 is amended to read:

2211.1.2 Prescriptive framing. Detached one- and two-family dwellings and townhouses, less than or equal to three stories above grade plane, shall be permitted to be constructed in accordance with AISI S230 subject to the limitations therein. Prescriptive framing shall not be applicable for structures designed using exception 3 in Section 1609.2 Protection of Openings in the Hawai'i Amendments to this code.

(46) Amending Section 2302.1 General. Section 2302.1 is amended to read:

2302.1 General. The design of structural elements or systems, constructed partially or wholly of wood or wood-based products, shall be in accordance with one of the following methods:

1. Allowable stress design in accordance with Sections 2304, 2305 and 2306.

2. Load and resistance factor design in accordance with Sections 2304, 2305 and 2307.

3. Conventional light-frame construction in accordance with Section 2304 and 2308.

4. AWC WFCM in accordance with Section 2309.

5. The design and construction of log structures in accordance with the provisions of ICC 400.

Exception: Prescriptive requirements applicable to the exterior roof and wall enclosure in 2304, 2308, and 2309 shall not be applicable for structures designed using exception 3 in Section 1609.2 Protection of Openings.

Method 3 and method 4 shall not be applicable for structures designed using exception 3 in Section 1609.2 Protection of Openings.

(47) Deleting Section 2303.1.9 Preservative-treated wood. Section 2303.1.9 is deleted in its entirety and replaced to read:

2303.1.9 Preservative-treated wood. Structural lumber, including plywood, posts, beams, rafters, joists, trusses, studs, plates, sills, sleepers, roof and floor sheathing, flooring and headers of new wood-frame buildings and additions shall be:

1.	Treated in accordance with AWPA Standard U1 (IC1 thru UC4B) for AWPA Standardized Preservatives, all marked or branded and monitored by an approving agency. Incising is not required, providing that the retention and penetration requirements of these standards are met.
2.	For SBX disodium octaborate tetrahydrate (DOT), retention shall be not less than 0.28 pcf B2O3 (0.42 = pcf DOT) for exposure to Formosan termites. All such lumber shall be protected from direct weather exposure as directed in AWPA UC1 and UC2.
3.	For structural glued-laminated members made up of dimensional lumber, engineered wood products, or structural composite lumber, pressure treated in accordance with AWPA U1 (UC1 thru UC4B) or by Light Oil Solvent Preservative (LOSP) treatment Standard as approved by the building official. Water based treatment processes as listed in paragraphs 1 and 2 are not allowed to be used on these products unless specified by a structural engineer for use with reduced load values and permitted by the product manufacturer.
4.	For structural composite wood products, treated by non-pressure processes in accordance with AWPA Standard U1 (UC1, UC2 and UC3A) or approved by the building official.

2303.1.9.1 Treatment. Wood treatment shall include the following:
1.	A quality control and inspection program which meets or exceeds the current requirements of AWPA Standards M2-01 and M3-03;
2.	Inspection and testing for the treatment standards as adopted by this code shall be by an independent agency approved by the building official, accredited by the American Lumber Standards Committee (ALSC) and contracted by the treating company;
3.	Field protection of all cut surfaces with a preservative, which shall be applied in accordance with AWPA Standard M4-02 or in accordance with the approved preservative manufacturer's ICC-Evaluation Services report requirements.

2303.1.9.2 Labeling. Labeling shall be applied to all structural lumber 2 inches or greater nominal thickness, with the following information provided on each piece as a permanent ink stamp on one face or on a durable tag permanently fastened to ends with the following information:
1.	Name of treating facility;
2.	Type of preservative;
3.	AWPA use category;
4.	Quality mark of third-party inspection agency;
5.	Retention minimum requirements; and
6.	Year of treatment.
All lumber less than 2 inches in nominal thickness shall be identified per bundle by means of a label consisting of the above requirements. Labels measuring no less than 6 inches by 8 inches shall be placed on the lower left corner of the strapped bundle.

2303.1.9.3 Moisture content. Where preservative-treated wood treated with a water-borne preservative is used in enclosed locations where drying in service cannot readily occur, such wood shall be at a moisture content of nineteen percent (19%) or less before being covered with insulation, interior wall finish, floor covering or other material.

(48) Amending Section 2304.6.1 Wood structural panel sheathing. Section 2304.6.1 is amended in Section W107 of APPENDIX W HAWAI'I WIND PROVISIONS FOR NEW CONSTRUCTION.

(49) Amending Table 2304.6.1. Table 2304.6.1 is amended in Section W108 of APPENDIX W HAWAI'I WIND PROVISIONS FOR NEW CONSTRUCTION.

(50) Deleting Section 2304.12 Protection against decay and termites. Section 2304.12 is deleted in its entirety and replaced to read:

2304.12 Protection against decay and termites. Wood shall be protected from decay and termites in accordance with the applicable provisions of Sections 2304.12.1 through 2304.12.10.

2304.12.1 General. Where required by this section, protection from decay and termites shall be provided by the use of naturally durable or preservative-treated wood.

2304.12.2 Wood used above ground. Structural lumber installed above ground shall be preservative-treated wood in accordance with Section 2303.1.8.

2304.12.2.1 Soil treatment and termite barriers. Where structural lumber of wood frame buildings or structures are supported directly on the ground by a concrete slab, or concrete and/or masonry foundation, Formosan subterranean termite protection shall be provided by either chemically treating the soil beneath and adjacent to the building or structure by a Hawai'i licensed pest control operator, or stainless-steel termite barrier, or other termite protection measures approved by the building official. All soil treatment, stainless steel termite barrier, and termite protection measures shall be installed according to manufacturer's recommendations for control of Formosan subterranean termites, with chemical barriers applied at the maximum label rates.

2304.12.3 Wood in ground contact. Wood supporting permanent buildings and structures, which is in direct soil contact or is embedded in concrete or masonry in direct contact with earth shall be treated to the appropriate commodity specification of AWPA Standard U1. Wood in direct soil contact but not supporting any permanent buildings or structures shall be treated to the appropriate commodity specification of AWPA Standard U1 for ground contact.

2304.12.4 Retaining walls. Wood in retaining or crib wall shall be treated to AWPA Standard U1.

2304.12.5 Wood and earth separation. Where wood is used with less than 6-inch vertical separation from earth (finish grade), the wood shall be treated for ground-contact use. Where planter boxes are installed adjacent to wood frame walls, a 2-inch-wide (51 mm) air space shall be provided between the planter and the wall. Flashings shall be installed when the air space is less than 6 inches (152 mm) in width. Where flashing is used, provisions shall be made to permit circulation of air in the air space. The wood-frame wall shall be provided with an exterior wall covering conforming to the provisions of Section 2304.6.

2304.12.6 Under-floor clearance for access and inspection. Minimum clearance between the bottom of floor joists or bottom of floors without joists and the ground beneath shall be 24 inches; the minimum clearance between the bottom of girders and the ground beneath shall be 18 inches.

Exception: Open slat wood decks shall have ground clearance of at least 6 inches for any wood member.

Accessible under-floor areas shall be provided with a minimum 18-inch by 24-inch access opening, effectively screened or covered. Pipes, ducts, and other construction shall not interfere with the accessibility to or within under-floor areas.

2304.12.7 Wood used in retaining walls and cribs. Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA U1 (Commodity Specifications A or F) for soil and freshwater use.

2304.12.8 Weather exposure. All portions of timbers (over 5-inch nominal width) and glued-laminated timbers that form structural supports of a building or other structure shall be protected by a roof, eave, overhangs, flashings, or similar coverings. All wood or wood composite panels, in weather-exposed applications, shall be of exterior type.

2304.12.9 Water splash. Where wood-frame walls and partitions are covered on the interior with plaster, tile or similar materials and are subject to water splash, the framing shall be protected with approved waterproof paper conforming to Section 1404.2.

2304.12.10 Pipe and other penetrations. Insulations around plumbing pipes shall not pass through ground floor slabs. Openings around pipes or similar penetrations in a concrete or masonry slab, which is in direct contact with earth, shall be filled with non-shrink grout, BTB, or other approved physical barrier.

(51) Amending Section 2308.1 General. Section 2308.1 is amended to read:

2308.1 General. The requirements of this section are intended for conventional light-frame construction. Other construction methods are permitted to be used, provided that a satisfactory design is submitted showing compliance with other provisions of this code. Interior non-load-bearing partitions, ceilings and curtain walls of conventional light-frame construction are not subject to the limitations of Section 2308.2. Detached one- and two-family dwellings and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures shall be permitted to comply with the International Residential Code as adopted subject to the limitations of Sections 2308.2 and 101.2.

(52) Amending Section 2308.1.1 Portions exceeding limitations of conventional light-frame construction. Section 2308.1.1 is amended to read:

2308.1.1 Portions exceeding limitations of conventional light-frame construction. Where portions of a building or otherwise conventional light-frame construction exceed the limits of Section 2308.2 and the other provisions of this code, those portions and the supporting load path shall be designed in accordance with accepted engineering practice and the provisions of this code. For the purposes of this section, the term "portions" shall mean parts of buildings containing volume and area such as a room or a series of rooms. The extent of such design need only demonstrate compliance of the nonconventional light-framed elements with other applicable provisions of this code and shall be compatible with the performance of the conventional light-framed system.

(53) Amending Section 2309.1 Wood Frame Construction Manual. Section 2309.1 is amended to read:

2309.1 Wood Frame Construction Manual. Structural design in accordance with the AWC WFCM shall be permitted for buildings assigned to Risk Category I or II subject to the limitations of Section 1.1.3 of the AWC WFCM, Section 1609.1.1.1 and the load assumptions contained therein. Structural elements beyond these limitations shall be designed in accordance with accepted engineering practice.

(54) Amending Section 3001.1 Scope. Section 3001.1 is amended to read:

3001.1 Scope. This chapter governs the design and construction of the building elements for elevator and conveying systems. The design, construction, installation, alteration, repair, and maintenance of elevators and conveying systems and their components are regulated by the State of Hawai'i, Department of Labor and Industrial Relations, Hawai'i Occupational Safety and Health Division, Boiler and Elevator Inspection Branch.

(55) Deleting Section 3008 OCCUPANT EVACUATION ELEVATORS. Section 3008 is deleted in its entirety.

(56) Amending Section 3107.1 General. Section 3107.1 is amended to read:

3107.1 General. Signs shall be designed, constructed, and maintained in accordance with Outdoor Sign Ordinance, Chapter 15, Article 4, Kaua'i County Code 1987, as amended.

(57) Adding Section 3109.2 Public swimming pools. Section 3109.2 is added to read:

3109.2 Public swimming pools. Public swimming pools shall be completely enclosed by a fence at least 4 feet (1290 mm) in height or a screen enclosure. Openings in the fence shall not permit the passage of a 4-inch-diameter (102 mm) sphere. The fence or screen enclosure shall be equipped with self-closing and self-latching gates.

Exception: Swimming, dipping or wading pools located on the premises of a hotel are not required to be enclosed.

(58) Amending Section 3111.1 General. Section 3111.1 is amended to read:

3111.1 General. Solar energy systems shall comply with the requirements of this section, the International Building Code and the International Residential Code. The electrical portion of solar PV systems shall be installed in accordance with NFPA 70.

Exceptions:

1. For one- and two-family dwellings solar thermal energy systems see CHAPTER 23 SOLAR THERMAL ENERGY SYSTEMS of the International Residential Code.

2. These requirements shall not apply to roofs with slopes of 2 units vertical in 12 units horizontal or less.

(59) Amending Section 3111.3.4 Access and pathways. Section 3111.3.4 is amended to read:

3111.3.4 Access and pathways. Roof access, pathways, and spacing requirements shall be provided in accordance with this section. Pathways shall be over areas capable of supporting fire fighters accessing the roof. Pathways shall be located in areas with minimal obstruction, such as vent pipes, conduit or mechanical equipment.

Exceptions:

1.	Detached, nonhabitable Group U structures including, but not limited to, detached garages serving Group R-3 buildings, parking shade structures, carports, solar trellises and similar structures.
2.	Roof access, pathways and spacing requirements need not be provided where the fire code official has determined that rooftop operations will not be employed.

3111.3.4.1 Solar photovoltaic systems for Group R-3 buildings. Solar photovoltaic systems for Group R-3 buildings shall comply with Sections 3111.3.4.1.1 through 3114.3.4.1.3.

Exception: These requirements shall not apply to roofs with slopes of 2 units vertical in 12 units horizontal or less.

3111.3.4.1.1 Pathways to ridge. Not fewer than two 36-inch-wide (914 mm) pathways on separate roof planes, from lowest roof edge to ridge, shall be provided on all buildings. Not fewer than one pathway shall be provided on the street or driveway side of the roof. For each roof plane with a photovoltaic array, not fewer than one 36-inch-wide (914 mm) pathway from lowest roof edge to ridge shall be provided on the same roof plane as the photovoltaic array, on an adjacent roof plane or straddling the same and adjacent roof planes.

3111.3.4.1.2 Setbacks at ridge. For photovoltaic arrays occupying 33 percent or less of the plan view total roof area, a setback of not less than 18 inches (457 mm) wide is required on both sides of a horizontal ridge. For photovoltaic arrays occupying more than 33 percent of the plan view total roof area, a setback of not less than 36 inches (457 mm) wide is required on both sides of a horizontal ridge.

3111.3.4.1.3 Alternative setbacks at ridge. Where an automatic sprinkler system is installed within the dwelling in accordance with Section 903.3.1.3, setbacks at the ridge shall conform to one of the following:

1. For photovoltaic arrays occupying 66 percent or less of the plan view total roof area, a setback of not less than 18 inches (457 mm) wide is required on both sides of a horizontal ridge.

2. For photovoltaic arrays occupying more than 66 percent of the plan view total roof area, a setback of not less than 36 inches (914 mm) wide is required on both sides of a horizontal ridge.

(60) Amending Section 3111.3.5 Ground-mounted photovoltaic systems. Section 3111.3.5 is deleted in its entirety and amended to read:

3111.3.5 Emergency escape and rescue openings. Panels and modules installed on Group R-3 buildings shall not be placed on the portion of a roof that is below an emergency escape and rescue opening. A pathway of not less than 36 inches (914 mm) wide shall be provided to the emergency escape and rescue opening.

(61) Adding Section 3111.3.6 Other than Group R-3 buildings. Section 3111.3.6 is added to read:

3111.3.6 Other than Group R-3 buildings. Access to systems for buildings, other than those containing Group R-3 occupancies, shall be provided in accordance with Sections 3111.3.6.1 through 3111.3.6.3.

Exception: Where it is determined by the fire code official that the roof configuration is similar to that of a Group R-3 occupancy, the residential access and ventilation requirements in Sections 3111.3.4.1.1 through 3111.3.4.1.3 are a suitable alternative.

3111.3.6.1 Perimeter pathways. There shall be a minimum 6-foot-wide (1829 mm) clear perimeter around the edges of the roof.

Exception: Where either axis of the building is 250 feet (76 200 mm) or less, the clear perimeter around the edges of the roof shall be permitted to be reduced to a minimum width of 4 feet (1219 mm).

3111.3.6.2 Interior pathways. Interior pathways shall be provided between array sections to meet the following requirements:
1.	Pathways shall be provided at intervals not greater than 150 feet (45,720 mm) throughout the length and width of the roof.
2.	A pathway not less than 4 feet (1,219 mm) wide in a straight line to roof standpipes or ventilation hatches.
3.	A pathway not less than 4 feet (1,219 mm) wide around roof access hatches, with not fewer than one such pathway to a parapet or roof edge.
3111.3.6.3 Smoke ventilation. The solar installation shall be designed to meet the following requirements:
1.	Where nongravity-operated smoke and heat vents occur, a pathway not less than 4 feet (1,219 mm) wide shall be provided bordering all sides.
2.	Smoke ventilation options between array sections shall be one of the following:
	2.1	A pathway not less than 8 feet (2,438 mm) wide.
	2.2	Where gravity-operated dropout smoke and heat vents occur, a pathway not less than 4 feet (1,219 mm) wide on not fewer than one side.
	2.3	A pathway not less than 4 feet (1,219 mm) wide bordering 4-foot by 8-foot (1,219 mm by 2,438 mm) venting cutouts every 20 feet (6,096 mm) on alternating sides of the pathway.

(62) Adding Section 3111.3.7 Ground-mounted photovoltaic systems. Section 3111.3.7 is added to read:

3111.3.7 Ground-mounted photovoltaic panel systems. Ground-mounted photovoltaic panel systems shall comply with Section 3111.1 and this section. Setback requirements shall not apply to ground-mounted, free-standing photovoltaic arrays. A clear, brush-free area of 10 feet (3048 mm) shall be required for ground-mounted photovoltaic arrays.

(63) Adding Section 3111.3.8 Buildings with rapid shutdown. Section 3111.3.8 is added to read:

3111.3.8 Buildings with rapid shutdown. Buildings with rapid shutdown solar photovoltaic systems shall have permanent labels in accordance with Sections 3111.3.8.1 through 3111.3.8.3.

3111.3.8.1 Rapid shutdown type. The type of solar photovoltaic system rapid shutdown shall be labeled with one of the following:

1. For solar photovoltaic systems that shut down the array and the conductors leaving the array, a label shall be provided. The first two lines of the label shall be uppercase characters with a minimum height of 3/8 inch (10 mm) in black on a yellow background. The remaining characters shall be uppercase with a minimum height of 3/16 inch (5 mm) in black on a white background. The label shall be in accordance with Figure 3111.3.8.1 (1) and state the following:

SOLAR PV SYSTEM EQUIPPED WITH

RAPID SHUTDOWN. TURN RAPID

SHUTDOWN SWITCH TO THE "OFF"

POSITION TO SHUT DOWN PV SYSTEM

AND REDUCE SHOCK HAZARD IN

ARRAY.

FIGURE 3111.3.8.1(1) LABEL FOR SOLAR PV SYSTEMS THAT REDUCE SHOCK HAZARD WITHIN ARRAY AND SHUT DOWN CONDUCTORS LEAVING ARRAY

2. For photovoltaic systems that only shut down conductors leaving the array, a label shall be provided. The first two lines of the label shall be uppercase characters with a minimum height of 3/8 inch (10 mm) in white on a red background and the remaining characters shall be uppercase with a minimum height of 3/16 inch (5 mm) in black on a white background. The label shall be in accordance with Figure 3111.3.8.1 (2) and state the following:

THIS SOLAR PV SYSTEM EQUIPPED

WITH RAPID SHUTDOWN. TURN RAPID

SHUTDOWN SWITCH TO THE "OFF"

POSITION TO SHUT DOWN CONDUCTORS

OUTSIDE THE ARRAY. CONDUCTORS

WITHIN ARRAY REMAIN

ENERGIZED IN SUNLIGHT.

FIGURE 3111.3.8.1(2) LABEL FOR SOLAR PV SYSTEMS THAT ONLY SHUT DOWN CONDUCTORS LEAVING THE ARRAY

3111.3.8.1.1 Diagram. The labels in Section 3111.3.8.1 shall include a simple diagram of a building with a roof. Diagram sections in red signify sections of the solar photovoltaic system that are not shut down when the rapid shutdown switch is turned off.

3111.3.8.1.2 Location. The rapid shutdown label in Section 3111.3.8.1 shall be located not greater than 3 feet (914 mm) from the service disconnecting means to which the photovoltaic systems are connected, and shall indicate the location of all identified rapid shutdown switches if not at the same location.

(64) Adding Section 3111.3.8.2 Buildings with more than one rapid shutdown type. Section 3111.3.8.2 is added to read:

3111.3.8.2 Buildings with more than one rapid shutdown type. Solar photovoltaic systems that contain rapid shutdown in accordance with both Items 1 and 2 of Section 3111.3.8.1 or solar photovoltaic systems where only portions of the systems on the building contain rapid shutdown, shall provide a detailed plan view diagram of the roof showing each different photovoltaic system and a dotted line around areas that remain energized after the rapid shutdown switch is operated.

(65) Adding Section 3111.3.8.3 Rapid shutdown switch. Section 3111.3.8.3 is added to read:

3111.3.8.3 Rapid shutdown switch. A rapid shutdown switch shall have a label located not greater than 3 feet (914 mm) from the switch that states the following:

RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEM

(66) Appendix U is added to read:

APPENDIX U

HAWAI'I HURRICANE SHELTERING PROVISIONS FOR NEW CONSTRUCTION

Section U101 Community storm shelters.

SECTION 423 COMMUNITY STORM SHELTERS

423.1 General. In addition to other applicable requirements in this code, designated earthquake, hurricane, or other community storm shelters shall be constructed in accordance with ICC-500.

423.1.1 Scope. This section applies to the construction of storm shelters constructed as separate detached buildings or constructed as safe rooms within buildings for the purpose of providing safe refuge from storms that produce high winds, such as hurricanes. Such structures shall be designated to be hurricane shelters.

423.2 Definitions. The following words and terms shall, for the purposes of this chapter and as used elsewhere in this code, have the meanings shown herein.

COMMUNITY STORM SHELTER. A building, structure, or portion thereof, constructed in accordance with ICC/NSSA 500 Standard on the Design and Construction of Storm Shelters and designated for use during a severe windstorm event such as a hurricane.

Section U102 Hawai'i Residential Safe Room.

SECTION 429 HAWAI'I RESIDENTIAL SAFE ROOM

429.1 Performance-based design criteria. The residential safe room shall meet the minimum performance specifications of Sections 429.1.1 through 429.10.

429.1.1 Intent and scope. The intent of the residential safe room is to temporarily provide an enhanced protection area, fully enclosed within a dwelling or within an accessory structure to a residence, which is designed and constructed to withstand the wind pressures, windborne debris impacts, and other requirements of this section.

429.1.2 Alternative standards.
1.	Manufactured safe room designs subject to approval. A manufactured safe room or safe room kit may be substituted if documentation is submitted and approved by the building official. The safe room shall be engineered, tested, and manufactured to meet or exceed the criteria of this section.
2.	FEMA in-residence shelter designs permitted. It shall be permissible to build FEMA In-Residence Shelters of up to 64 square feet of floor area with walls up to 8 feet long that are built in accordance with construction details of FEMA 320.
429.2 Site criteria. Residential safe rooms shall not be constructed within areas subject to stream flooding, coastal flooding or dam failure inundation within any of the following areas:
1.	FEMA Special Flood Hazard Areas (SFHA) subject to rainfall runoff flooding or stream of flash flooding;
2.	Coastal zones "V" or "A" identified in the Flood Insurance Rate Map (FIRM) issued by FEMA for floodplain management purposes, in which the flood hazard are tides, storm surge, waves, tsunamis, or a combination of these hazards;
3.	Areas subject to dam failure inundation as determined by the Department of Land and Natural Resources.

429.3 Size of safe room. The safe room shall be designed to provide a minimum of 15 square feet per person in a room which does not need to exceed 128 square feet (11.89 m2) of floor area.
429.4 Provisions for exiting. The safe room shall be equipped with an inward-swinging interior door and an impact-protected operable window or exterior door suitable for a means of alternative exiting in an emergency.
429.5 Design for dead, live, wind, rain, and impact loads.
429.5.1 Structural integrity criteria.
1.	The residential safe room shall be built with a complete structural system and a complete load path for vertical and lateral loads caused by gravity and wind.
2.	The building that the residential safe room is in shall be assumed to be destroyed by the storm and shall not be taken as offering any protective shielding to the safe room enclosure.
3.	The ceiling structure and wall shall be capable of supporting a superimposed debris load of the full weight of any building floors and roof above, but not less than 125 psf.
4.	The residential safe room enclosure shall be capable of simultaneously resisting lateral and uplift wind pressures corresponding to a 145 mph 3-second peak gust ultimate design wind speed, determined in accordance with ASCE 7, Minimum Design Loads for Buildings and Other Structures. The site exposure factor shall be based on exposure C or the exposure shown in Figure 1609.4, whichever is the greater. The values for the gust factor and the directionality factor shall be taken as 0.85. Topographic wind amplification caused by mountainous terrain shall be considered in accordance with the building code. Internal pressure shall be determined in accordance with ASCE 7.
5.	The residential safe room shall be anchored to a foundation system capable of resisting the above loading conditions.
429.5.2 Windborne debris impact protection of building enclosure elements. The entire enclosure of the safe room, including all walls, ceilings, and openings, fixed or operable windows, and all entry doors into the safe room, shall meet or exceed Level D requirements of ASTM E 1996 (Table 422.5-1), or be an approved assembly listed in Section 429.5.4. Any wall or ceiling penetration greater than 4 square inches shall be considered an opening.
	Exception: Electrical outlet boxes and interior lighting switches not penetrating more than 2.5-inches into the interior wall surface and a plumbing piping or conduit not greater than 1.5-inch in diameter shall be exempted from this requirement.
429.5.3 Cyclic pressure loading of glazing and protective systems. Impact protective systems shall meet the ASTM E 1996 cyclic pressure requirement for the loading given in Table 429.5-1.

Table 429.5-1 Windborne Debris Protection and Cyclic Pressure Criteria for Residential Safe Rooms
ASTM 1996 Missile Level Rating	Debris Missile Size	Debris Impact Speed	Enclosure Wall Ceiling, and Floor Cyclic Air Pressure Testing — maximum inward and maximum outward pressures
D	2x4 weighing 9.0 lb. +/- 0.25 lb., and with min. length 8 ft. +/- 4-inch	50 ft./sec. or at least 34 mph	35 psf inward 45 psf outward

429.5.4 Approved Debris Impact Resistant Wall Assemblies. The following methods of wall assembly construction shall be deemed to comply with Section 429.5.2:
1.	3/4-inch plywood on wood studs spaced at 16 inches on-center with #8 x 3-inch wood screws at 6 inches on-center.
2.	3/4-inch plywood attached to double studs spaced at 16 inches on-center with #8 x 3-inch wood screws at 6 inches on-center.
3.	8-1/4 inch cementitious lap siding over 22 gage sheet metal attached to 350S-162-33 studs spaced at 24 inches on-center.
4.	8-1/4 inch cementitious lap siding attached to 250S-162-33 studs spaced at 24 inches on-center studs with interior 3/4-inch interior plywood sheathing.
5.	8-1/4 inch cementitious lap siding attached to 350S-162-33 studs spaced at 24 inches on-center with 1/2-inch interior 22 gage sheet metal composite gypsum wallboard.
6.	8-1/4 inch cementitious lap siding attached to 2 inch x 4 inch wood studs spaced at 16 inches on-center with 1/2-inch interior 22 gage sheet metal composite gypsum wallboard.
7.	8-1/4 inch cementitious lap siding attached to 2 inch x 4 inch wood studs spaced at 16 inches on-center with 22 gage sheet metal and 1/2-inch interior gypsum wallboard.
8.	Cementitious lap siding attached to 5/8-inch structural plywood on 2 inch x 4 inch wood studs spaced at 16 inches on-center.
9.	Cementitious-panel siding attached to 5/8-inch structural plywood on 2 inch x 4 inch or 362S-137-43 steel studs spaced at 16 inches on-center.
10.	EFS with 1/2-inch dens-glass gold exterior sheathing on 362S-137-43 steel studs spaced at 16 inches on-center and 1/2-inch interior gypsum wallboard.
11.	24 gage steel sheet (50 ksi) on girts.
12.	Concrete with a thickness of 4 inches with reinforcing.
13.	Concrete masonry units with a thickness of 6 inches with partial grouting and reinforcing spaced at 24 inches on-center.
14.	Concrete masonry units with a thickness of 8 inches with partial grouting and reinforcing spaced at 24 inches on-center.
15.	Interior or exterior wall with laterally braced 2 inch x 4 inch wood studs with sheathing on either side of 22 gage sheet metal.

Sheathing shall be attached to studs with fasteners at 6 inches (152 mm) on center for edge and field fastening.

429.6 Ventilation. The residential safe room shall be naturally ventilated to allow the enclosure to have approximately one air change every two hours. This requirement may be satisfied by 12 square inches of venting per occupant. There shall be at least two operable vents. The vents shall be protected by a cowling or other device that shall be impact tested to comply with ASTM E 1996-14 Level D. Alternatively, the room shall be evaluated to determine if the openings are of sufficient area to constitute an open or partially enclosed condition as defined in ASCE 7.

429.7 Communications. The residential safe room shall be equipped with a phone line and telephone that does not rely on a separate electrical power outlet. Alternatively, a wireless telephone shall be permitted to rely on an Uninterruptible Power Supply (UPS) battery device.

429.8 Construction documents. Construction documents for the residential safe room shall be directly prepared by a Hawai'i licensed professional structural engineer.

429.9 Special inspection. The construction or installation for the residential safe room shall be verified for conformance to the drawings in accordance with the appropriate requirements of Chapter 17.

429.10 Notification. The owner of the safe room shall notify the state department of defense and county civil defense agency of the property's tax map key or global positioning system coordinates.

Section U103 State- and County-owned public high occupancy buildings - design criteria for enhanced hurricane protection areas.

SECTION 430 STATE- AND COUNTY-OWNED PUBLIC HIGH OCCUPANCY BUILDINGS - DESIGN CRITERIA FOR ENHANCED HURRICANE PROTECTION AREAS

430.1 Intent. The purpose of this section is to establish minimum life safety design criteria for enhanced hurricane protection areas in high occupancy state- and county- owned buildings occupied during hurricanes of up to Saffir Simpson Category 3.
430.2 Scope. This section shall apply to state- and county-owned buildings which are of Risk Category III and IV defined by Table 1604.5 and of the following specific occupancies:
1.	Enclosed and partially enclosed structures whose primary occupancy is public assembly with an occupant load greater than 300.
2.	Health care facilities with an occupant load of 50 or more resident patients, but not having surgery or emergency treatment facilities.
3.	Any other state- and county-owned enclosed or partially enclosed building with an occupant load greater than 5,000.
4.	Hospitals and other health care facilities having surgery or emergency treatment facilities.

Exception: Facilities located within flood zone V and flood zone A that are designated by the owner to be evacuated during hurricane warnings declared by the National Weather Service, shall not be subject to these requirements.

430.3 Site criteria.

430.3.1 Flood zones. Comply with ASCE 24-14, Flood Resistant Design and construction, based on provisions for Risk Category III.
1.	Floor slab on grade shall be 1.5 foot above the base flood elevation of the county's flood hazard map, or a higher elevation as determined by a modeling methodology that predicts the maximum envelope and depth of inundation including the combined effects of storm surge and wave actions with respect to a Category 3 hurricane, nor less than the flood elevation associated with a 500-year mean recurrence interval.
2.	Locate outside of V and Coastal A flood zones unless justified by site-specific analysis or designed for vertical evacuation in accordance with a method approved by the building official. When a building within a V or Coastal A flood zone is approved, the bottom of the lowest structural framing member of any elevated first floor space shall be 2 feet above the base flood elevation of the county's flood hazard map, or at higher elevation as determined by a modeling methodology that predicts the maximum envelope and depth of inundation including the combined effects of storm surge and wave actions with respect to a Category 3 hurricane, nor less than the flood elevation associated with a 500-year mean recurrence interval.

430.3.2 Emergency vehicle access. Provide at least one route for emergency vehicle access. The portion of the emergency route within the site shall be above the 100-year flood elevation.

430.3.3 Landscaping and utility laydown impact hazards. Landscaping around the building shall be designed to provide standoff separation sufficient to maintain emergency vehicle access in the event of mature tree blowdown. Trees shall not interfere with the functioning of overhead or underground utility lines, nor cause laydown or falling impact hazard to the building envelope or utility lines.

430.3.4 Adjacent buildings. The building shall not be located within 1,000 feet of any hazardous material facilities defined by Table 1604.5. Unanchored light-framed portable structures shall be not permitted within 300 feet of the building, unless the windborne debris hazard of the portable structure uplift is mitigated.

430.4 Enhanced hurricane protection area program requirements.

430.4.1 Applicable net area. At least fifty percent (50%) of the net square feet of a facility shall be constructed to qualify as an enhanced hurricane protection area. The net floor area shall be determined by subtracting from the gross square feet the floor area of excluded spaces, exterior walls, columns, fixed or moveable objects, equipment or other features that under probable conditions cannot be removed or stored during use as a storm shelter.

430.4.2 Excluded spaces. Spaces such as mechanical rooms, electrical rooms, storage rooms, attic and crawl spaces, shall not be considered as net floor area permitted to be occupied during a hurricane.

430.4.3 Occupancy capacity. The occupancy capacity shall be determined by dividing the net area of the enhanced hurricane protection area by 15 square feet net floor area per person.

430.4.4 Toilets and hand washing facilities. Toilet and hand washing facilities shall be located and accessible from within the perimeter of the enhanced hurricane protection area.

430.4.5 Accessibility. Where the refuge occupancy accommodates more than 50 persons, provide an ADA-accessible route to a shelter area at each facility with a minimum of 1 wheelchair space for every 200 enhanced hurricane protection area occupants determined in accordance with Section 430.4.3.

430.5 Design wind, rain, and impact loads.

430.5.1 Structural design criteria. The building main wind force resisting system and structural components shall be designed per ASCE 7 for a 145 mph minimum peak 3-second gust ultimate design wind speed. Topographic and directionality factors shall be the site-specific values determined per Appendix W. Design for interior pressure shall be based on the largest opening in any exterior façade or roof surface.

430.5.2 Windborne debris missile impact for building enclosure elements. Exterior glazing and glazed openings, louvers, roof openings and doors shall be provided with windborne debris impact resistance or protection systems conforming to ASTM E1996-14 Level D, i.e., 9 lb. 2 x 4 @ 50 fps (34 mph).

430.5.3 Cyclic pressure loading of impact resistive glazing or windborne impact protective systems. Resistance to the calculated maximum inward and outward pressure shall be designed to conform to ASTM E1996-14.

430.5.4 Windows. All unprotected window assemblies and their anchoring systems shall be designed and installed to meet the wind load and missile impact criteria of this section.

430.5.5 Window protective systems. Windows may be provided with permanent or deployable protective systems, provided the protective system is designed and installed to meet the wind load and missile impact criteria and completely covers the window assembly and anchoring system.

430.5.6 Doors. All exterior and interior doors subject to possible wind exposure or missile impact shall have doors, frames, anchoring devices, and vision panels designed and installed to meet the wind load and missile impact criteria or such doors, frames, anchoring devices, and vision panels shall be provided with impact protective systems designed and installed to resist the wind load and missile impact criteria of this section.

430.5.7 Exterior envelope. The building envelope, including walls, roofs, glazed openings, louvers and doors, shall not be perforated or penetrated by windborne debris, as determined by compliance with ASTM E1996-14 Level D.

430.5.8 Parapets. Parapets shall satisfy the wind load and missile impact criteria of the exterior envelope.

430.5.9 Roofs

430.5.9.1 Roof openings. Roof openings (e.g., HVAC fans, ducts, skylights) shall be provided with protection for the wind load and missile impact criteria of Sections 430.5.2 and 430.5.3.

430.5.9.2 High wind roof coverings. Roof coverings shall be specified and designed according to the latest ASTM Standards for high wind uplift forces and Section 1507, whichever is the greater.

430.5.9.3 Roof drainage. Roofs shall have adequate slope, drains and overflow drains or scuppers sized to accommodate 100-year hourly rainfall rates in accordance with Section 1611.1, but not less than 2-inches per hour for 6 continuous hours.

430.6 Ventilation

430.6.1 Mechanical ventilation. Mechanical ventilation as required in accordance with the International Mechanical Code. Air intakes and exhausts shall be designed and installed to meet the wind load and missile impact criteria of Sections 430.5.2 and 430.5.3.

430.6.2 HVAC equipment anchorage. HVAC equipment mounted on roofs and anchoring systems shall be designed and installed to meet the wind load criteria. Roof openings for roof-mounted HVAC equipment shall have a 12-inch-high curb designed to prevent the entry of rainwater.

430.7 Standby electrical system capability. Provide a standby emergency electrical power system per Chapter 27 and NFPA 70 Article 700 Emergency Systems and Article 701 Legally Required Standby Systems, which shall have the capability of being connected to an emergency generator or other temporary power source. The emergency system capabilities shall include:
1.	An emergency lighting system;
2.	Illuminated exit signs;
3.	Fire protection systems, fire alarm systems and fire sprinkler systems; and
4.	Minimum mechanical ventilation for health/safety purposes.

430.7.1 Emergency generator. When emergency generators are preinstalled, the facility housing the generator, permanent or portable, shall be an enclosed area designed to protect the generators from wind and missile impact. Generators hardened by the manufacturer to withstand the area's design wind and missile impact criteria shall be exempt from the enclosed area criteria requirement.

430.8 Quality assurance

430.8.1 Information on construction documents. Construction documents shall include design criteria, the occupancy capacity of the enhanced hurricane protective area, and Project Specifications shall include opening protection devices. Floor plans shall indicate all enhanced hurricane protection area portions of the facility and exiting routes there from. The latitude and longitude coordinates of the building shall be recorded on the construction documents.

430.8.2 Special inspection. In addition to the requirements of Chapter 17, special inspections shall include at least the following systems and components:
1.	Roof cladding and roof framing connections;
2.	Wall connections to roof and floor diaphragms and framing;
3.	Roof and floor diaphragm systems, including collectors, drag struts and boundary elements;
4.	Vertical windforce-resisting systems, including braced frames, moment frames and shear walls;
5.	Windforce-resisting system connections to the foundation; and
6.	Fabrication and installation of systems or components required to meet the impact-resistance requirements of Section 1609.1.2.
	Exception: Fabrication of manufactured systems or components that have a label indicating compliance with the wind-load and impact-resistance requirements of this code.

430.8.3 Quality assurance plan. A construction quality assurance program shall be included in the construction documents and shall include:
1.	The materials, systems, components, and work required to have special inspection or testing by the building official or by the registered design professional responsible for each portion of the work;
2.	The type and extent of each special inspection;
3.	The type and extent of each test;
4.	Additional requirements for special inspection or testing for seismic or wind resistance; and
5.	For each type of special inspection, identification as to whether it will be continuous special inspection or periodic special inspection.

430.8.4 Peer review. Construction documents shall be independently reviewed by a Hawai'i-licensed structural engineer. A written opinion report of compliance shall be submitted to Hawai'i Emergency Management Agency, the building official, and the owner.

430.9 Maintenance. The building shall be periodically inspected every three years and maintained by the owner to ensure structural integrity and compliance with this section. A report of inspection shall be furnished to the State Emergency Management Agency.

430.10 Compliance re-certification when altered, deteriorated, or damaged.

Alterations shall be reviewed by a Hawai'i-licensed structural engineer to determine whether any alterations would cause a violation of this section. Deterioration or damage to any component of the building shall require an evaluation by a Hawai'i-licensed structural engineer to determine repairs necessary to maintain compliance with this section.

(67) Appendix W is added to read:

APPENDIX W

HAWAI'I WIND DESIGN PROVISIONS FOR NEW CONSTRUCTION

W101 Revisions to Chapter 2, Chapter 16 and Chapter 23.

Wind design shall be in accordance with this code as amended by Sections W101 through W109.

W102 Amendment to Windborne Debris Region definition.

The definition of "Windborne Debris Region" in Section 202 is amended to read:

WIND-BORNE DEBRIS REGION. Areas in Hawai'i where the basic design wind speed is 130 mph (63 m/s) or greater. For Risk Category II buildings and structures, the wind-borne debris region shall be based on Figure 26.5-2B of ASCE 7. For Risk Category III buildings and structures, the wind-borne debris region shall be based on Figure 26.5-2C of ASCE 7. For Risk Category IV buildings, the windborne debris region shall be based on Fig. 26.5-2D of ASCE 7.

W103 Amendment to SECTION 1602 NOTATIONS. The following Notations are added to Section 1602:

V_eff-asd = Effective design wind speed, miles per hour (mph) (km/hr) where applicable, calculated per Section 1609.3.1, that includes the effect of the special Hawai'i factors for topographic effects and directionality.

V = Basic design wind speeds, miles per hour (mph) (km/hr) determined from Figures 26.5-2A through 26.5-2D of ASCE 7 map for the Risk Category, applied to the strength design of the structure.

V_unt = Ultimate design wind speed miles per hour, (mph) (km/hr), of the region prior to any pressure calculation adjustments of topographic effects per Section 1609.3.2 or directionality effects per Section 1609.3.3.

W104 Amendment to Section 1603.1.4 Wind design data. This Section is amended to read:

1603.1.4 Wind design data. The following information related to wind loads shall be shown, regardless of whether wind loads govern the design of the lateral force-resisting system of the structure:

1.	Basic design wind speed, V, miles per hour (km/hr) and effective allowable stress design wind speed, Veff-asd, as determined in accordance with Section 1609.3.1.
2.	Risk category.
3.	Wind exposure. Applicable wind direction if more than one wind exposure is utilized.
4.	Applicable internal pressure coefficient.
5.	Design wind pressures to be used for exterior component and cladding materials not specifically designed by the registered design professional responsible for the design of the structure, psf (kN/m2).

W105 Amendment to SECTION 1609 WIND LOADS. Sections 1609.1 through 1609.4 are amended to read:

1609.1 Applications.

Buildings, structures, and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures.

1609.1.1 Determination of wind loads.

Wind loads on every building or structure shall be determined in accordance with Chapters 26 to 30 of ASCE 7. Minimum values for Directionality Factor, K_d, Velocity Pressure Exposure Coefficient, K_z, and Topographic Factor, K_zt, shall be determined in accordance with Section 1609. The type of opening protection required, the basic design wind speed, V, and the exposure category for a site is permitted to be determined in accordance with Section 1609 or ASCE 7. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered.

Exceptions:
1.	Subject to the limitations of Section 1609.1.1.1, the provisions of ICC 600 shall be permitted for applicable Group R-2 and R-3 buildings.
2.	Subject to the limitations of Section 1609.1.1.1, residential structures using the provisions of AWC WFCM.
3.	Subject to the limitations of Section 1609.1.1.1, residential structures using the provisions AISI S230.
4.	Designs using NAAMM FP 1001.
5.	Designs using TIA-222 for antenna-supporting structures and antennas, provided the effect of topography is included in accordance with Section 1609.3.3 Topographic effects.
6.	Wind tunnel tests in accordance with ASCE 49 and Sections 31.4 and 31.5 of ASCE 7.

The wind speeds in Figures 26.5-2A through 26.5-2D of ASCE 7 are basic design wind speeds, V, and shall be converted in accordance with Section 1609.3.1 to allowable stress design wind speeds, V_eff-asd when the provisions of the standards referenced in Exceptions 4 and 5 are used.

1609.1.1.1 Applicability

The provisions of ICC 600 are applicable only to buildings located within Exposure B or C as defined in Section 1609.4.

The prescriptive provisions of ICC 600, AWC WFCM, or AISI S230 shall not be permitted for either of the following cases:

1.	Structures which are more than three stories above grade plane in height.
2.	Structures designed using exception 3 in Section 1609.2 Protection of Openings.

1609.2 Protection of openings.

In wind-borne debris regions, glazing in buildings shall be impact resistant or protected with an impact-resistant covering meeting the requirements of an approved impact-resistant standard or ASTM E1996 and ASTM E1886 referenced herein as follows:

1.	Glazed openings located within 30 feet (9144 mm) of grade shall meet the requirements of the large missile test of ASTM E1996.
2.	Glazed openings located more than 30 feet (9144 mm) above grade shall meet the provisions of the small missile test of ASTM E1996.
3.	Glazing in Risk Category II, III or IV buildings located over 60 feet (18,288 mm) above the ground and over 30 feet (9144 mm) above aggregate surface roofs located within 1,500 feet (458 m) of the building shall be permitted to be unprotected.
4.	Glazing in Risk Category IV buildings and structures, and those Risk Category III buildings of the following occupancies shall be provided with wind-borne debris protection:
	a.	Covered structures whose primary occupancy is public or educational assembly with an occupant load greater than 300.
	b.	Health care facilities with an occupant load of 50 or more resident patients, but not having surgery or emergency treatment facilities.
	c.	Any other public building with an occupant load greater than 5,000.
5.	Glazing in Risk Category I, II, and other Risk Category III buildings and structures are subject to the following exceptions:

Exceptions:

1.	Wood structural panels with a minimum thickness of 7/16 inch (11.1 mm) and maximum panel span of 8 feet (2438 mm) shall be permitted for opening protection in buildings with a mean roof height of 33 feet (10,058 mm) or less that are classified as a Group R-3 or R-4 occupancy. Panels shall be precut so that they shall be attached to the framing surrounding the opening containing the product with the glazed opening. Panels shall be predrilled as required for the anchorage method and shall be secured with the attachment hardware provided. Attachments shall be designed to resist the components and cladding loads determined in accordance with the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed on the building. Attachment in accordance with Table 1609.2 with corrosion-resistant attachment hardware provided and anchors permanently installed on the building is permitted for buildings with a mean roof height of 45 feet (13,716 mm) or less where Veff-asd determined in accordance with Section 1609.3.1 does not exceed 140 mph (63 m/s).
2.	Glazing in Risk Category I buildings, including greenhouses that are occupied for growing plants on a production or research basis, without public access shall be permitted to be unprotected.
3.	Risk Category II buildings shall be permitted to be designed with unprotected openings subject to the following requirements:
	a.	For each direction of wind, determination of enclosure classification shall be based on the assumption that all unprotected glazing on windward walls are openings while glazing on the remaining walls and roof are intact and are not assumed to be openings.
	b.	Partially enclosed and open occupancy R-3 buildings without wind-borne debris protection shall also include a residential safe room in accordance with Section 425, Hawai'i residential safe room, or alternatively provide an equivalently sized room structurally protected by construction complying with Section 429.5.

1609.2.1 Louvers.

Louvers protecting intake and exhaust ventilation ducts not assumed to be open that are located within 30 feet (9144 mm) of grade shall meet the requirements of AMCA 540.

1609.2.2 Application of ASTM E1996.

The text of Section 6.2.2 of ASTM E1996 shall be substituted as follows:

6.2.2 Unless otherwise specified, select the wind zone based on the basic design wind Speed, V, as follows:

6.2.2.1 Wind Zone 1-130 mph ≤ basic design wind speed, V < 140 mph.

6.2.2.2 Wind Zone 2-140 mph ≤ basic design wind speed, V < 150 mph at greater than one mile (1.6 km) from the coastline. The coastline shall be measured from the mean high water mark.

6.2.2.3 Wind Zone 3-150 mph (58 m/s) ≤ basic design wind speed, V < 160 mph (63 m/s), or 140 mph (54 m/s) ≤ basic design wind speed, V ≤ 160 mph (63 m/s) and within one mile (1.6 km) of the coastline. The coastline shall be measured from the mean high water mark.

6.2.2.4 Wind Zone 4 — basic design wind speed, V > 160 mph (63 m/s).

Table 1609.1.2 Wind-Borne Debris Protection Fastening Schedule for Wood Structural Panelsa, b, c, d
Fastener Type	Fastener Spacing
	Panel span ≤ 4 feet	Panel span > 4 feet and ≤ 6 feet	Panel span > 6 feet and ≤ 8 feet
No. 8 Wood screw based anchor with 2 inch embedment length	16"	10"	8"
No. 10 Wood screw based anchor with 2-inch embedment length	16"	12"	9"
1/4-inch lag screw based anchor with 2-inch embedment length	16"	16"	16"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 0.454 kg, 1 mile per hour = 1.609 km/h.

a.	This table is based on a 175 mph ultimate design wind speed and a mean roof height of 45 feet.
b.	Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located a minimum of 1 inch from the edge of the panel.
c.	Anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame. Fasteners shall be located a minimum of 2-1/2 inches from the edge of concrete block or concrete.
d.	Where panels are attached to masonry or masonry/stucco, they shall be attached utilizing vibration-resistant anchors having a minimum withdrawal capacity of 1,500 pounds.

1609.2.3 Garage doors.

Garage door glazed opening protection for windborne debris shall meet the requirements of an approved impact-resisting standard of ANSI/DASMA 115.

1609.3 Basic design wind speed.

The basic design wind speed, V, in mph, for the determination of the wind loads shall be determined by Figures 26.5-2A through 26.5-2D of ASCE 7. The basic design wind speed, V, for use in the design of Risk Category I buildings and structures shall be obtained from Figure 26.5-2A of ASCE 7. The basic design wind speed, V, for use in the design of Risk Category II buildings and structures shall be obtained from Figure 26.5-2B of ASCE 7. The basic design wind speed, V, for use in the design of Risk Category III buildings and structures shall be obtained from Figure 26.5-2C of ASCE 7. The basic design wind speed, V, for use in the design of Risk Category IV buildings and structures shall be obtained from Figure 26.5-2D of ASCE 7. The basic design wind speed, V, shown for Hawai'i in Figures 26.5-2A through 26.5-2D of ASCE 7 include topographic effects near mountainous terrain and near gorges, and shall be used with a topographic factor K_zt of 1.0 and the directionality factors given in Table 26.6-1 of ASCE 7.

Alternatively, when determining wind loads using both the explicit topographic factors given in Section 1609.3.2 and the explicit directionality factors of Section 1609.3.3, the ultimate design wind speed, V_unt, in mph, without topographic effects shall be as follows:

Risk Category I buildings and structures: 115 mph

Risk Category II buildings and structures: 130 mph

Risk Category III buildings and structures: 145 mph

Risk Category IV buildings and structures: 153 mph

1609.3.1 Wind speed conversion.

Where required, the basic design wind speeds of Figures 26.5-2A through 26.5-2D of ASCE 7 shall be converted to effective allowable stress design wind speeds, V_eff-asd, using Table 1609.3.1 or Equation 16-33.

where:

V_eff-asd = Effective allowable stress design wind speed applicable to methods specified in Exceptions 4 and 5 of Section 1609.1.1 and for Section 2308.10.1.

V = Basic design wind speeds determined from Figures 26.5-2A through 26.5-2D of ASCE 7.

Table 1609.3.1 Wind Speed Conversionsa, b, c
V	100	110	120	130	140	150	160	170	180	190	200
Veff-asd	78	85	93	101	108	116	124	132	139	147	155

For SI: 1 mile per hour = 0.44 m/s.

a. Linear interpolation is permitted.

b. V_eff-asd = Allowable stress design wind speed applicable to methods specified in Exceptions 4 through 5 of Section 1609.1.1.

c. V = basic design wind speeds determined from Figures 26.5-2A through 26.5-2D of ASCE 7.

1609.3.2 Topographic effects.

Wind speed-up effects caused by topography shall be included in the calculation of wind loads by using the factor K_zt, where K_zt is given in Figure 1609.3.2 (a).

Exception: Site-specific probabilistic analysis of directional K_zt based on wind-tunnel testing of topographic speed-up shall be permitted to be submitted for approval by the building official. Basic design wind speed, V, is determined per Figures 26.5-2A through 26.5-2D of ASCE 7 that already include topographic effects near mountainous terrain and near gorges, which shall be used with a topographic factor K_zt of 1.0 and the directionality factors given in Table 26.6-1 of ASCE 7.

Figure 1609.3.2(a)

County of Kaua'i Peak Gust Topographic Factor K_zt

1609.3.3 Directionality factor.

The wind directionality factor, K_d, shall be determined from Figures 1609.3.3(a) and 1609.3.3(b).

Exception: Basic design wind speed, V, is determined per Figure 1609.3.3(a) that already include topographic effects near mountainous terrain and near gorges, which shall be used with a topographic factor K_zt of 1.0 and the directionality factors given in Table 26.6-1 of ASCE 7.

Figure 1609.3.3(a)

K_d Values for Main Wind Force Resisting Systems Sited on Kaua'i County, Hawai'i^{a, b}

a. The values of K_d for other non-building structures indicated in ASCE-7 Table 26.6-1 shall be permitted.

b. Site-specific probabilistic analysis of K_d based on wind-tunnel testing of topography and peak gust velocity profile shall be permitted to be submitted for approval by the Building Official, but K_d shall have a value not less than 0.65.

Figure 1609.3.3(b)

K_d Values for Components and Cladding of Buildings Sited on Kaua'i County, Hawai'i^{a, b}

a. The values of K_d for other non-building structures indicated in ASCE-7 Table 26.6-1 shall be permitted.

b. Dite-specific probabilistic analysis of K_d based on wind-tunnel testing of topography and peak gust velocity profile shall be permitted to be submitted for approval by the Building Official, but K_d shall have a value not less than 0.65.

1609.4 Exposure Category.

For each wind direction considered, an exposure category that adequately reflects the characteristics of ground surface irregularities shall be determined for the site at which the building or structure is to be constructed. Account shall be taken of variations in ground surface roughness that arise from natural topography and vegetation as well as from constructed features.

1609.4.1 Wind directions and sectors.

For each selected wind direction considered, at which the wind loads are to be evaluated, the exposure of the building or structure shall be determined for the two upwind sectors extending 45 degrees (0.79 rad) either side of the selected wind direction. The exposures in these two sectors shall be determined in accordance with Sections 1609.4.2 and 1609.4.3 and the exposure resulting in the highest wind loads shall be used to represent winds from that direction.

Exception: Exposure categories shall be permitted to be determined using Figure 1609.4 (a).

Figure 1609.4 (a)

Exposure Category Zones for Kaua'i County

W106 Roof-top Solar Panels. Section 1609.5.4 is added to read:

1609.5.4 Roof-top solar panels for conditions not included in ASCE 7 Chapter 29. The normal force on other configurations of roof-top panels not regulated by ASCE 7 Chapter 29 shall be not less than that determined by Equation 1609-5:

Alternatively, to resist uplift and sliding, ballasted panels that are tilted at an angle of less than 10 degrees from a horizontal plane shall each be ballasted to resist a force equal to 2 times the normal force on each panel. Ballasted panels that are tilted at an angle between 10 degrees to 25 degrees from a horizontal plane shall each be ballasted to resist a force equal to 8 times the normal force on each panel.

1609.5.4.3 Permeability. A reduction of load on the panels for permeability of the panel system shall not be permitted unless demonstrated by approved wind-tunnel testing or recognized documentation for the type of panel system being considered. Testing or documentation shall replicate the panel separation spacing and height above the roof.

1609.5.4.4 Shielding. A reduction of load on the panels for shielding provided by the roof or other obstruction shall not be permitted unless demonstrated by approved wind-tunnel testing or recognized documentation for the type of panel system being considered. Testing or documentation shall replicate the panel separation spacing and height above the roof.

W107 Amendment to Section 2304.6.1 Wood structural panel sheathing. This Section is amended to read:

2304.6. Wood structural panel sheathing. Where wood structural panel sheathing is used as the exposed finish on the exterior of outside walls, it shall have an exterior exposure durability classification. Where wood structural panel sheathing is used elsewhere, but not as the exposed finish, it shall be of a type manufactured with exterior glue (Exposure 1 or Exterior). Wood structural panel wall sheathing or siding used as structural sheathing shall be capable of resisting wind pressures in accordance with Section 1609. Maximum effective wind speeds for wood structural panel sheathing used to resist wind pressures shall be in accordance with Table 2304.6.1 for enclosed buildings with a mean roof height not greater than 30 feet (9144 mm).

W108 Amendment to Table 2304.6.1. Table 2304.6.1 is amended to read:

TABLE 2304.6.1 MAXIMUM EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED, Veff-asd PERMITTED FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa,b,c
MINIMUM NAIL		MINIMUM WOOD STRUCTURAL PANEL SPAN RATING	MINIMUM NOMINAL PANEL THICKNESS (inches)	MAXIMUM WALL STUD SPACING (inches)	PANEL NAIL SPACING		MAXIMUM EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED, Veff-asdd (MPH)
Size	Penetration (inches)				Edges (inches o.c.)	Field (inches o.c.)	Wind exposure category
							B	C	D
6d common (2.0" × 0.11 3")	1.5	24/0	3/8	16	6	12	110	90	85
		24/16	7/16	16	6	12	110	100	90
						6	150	125	110
8d common (2.5" × 0.131")	1.75	24/16	7/16	16	6	12	130	110	105
						6	150	125	110
				24	6	12	110	90	85
						6	110	90	85

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.

a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.

b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Chapter 27 of ASCE 7. Lateral requirements shall be in accordance with Section 2305 or 2308.

c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 o.c. or 24 o.c. shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 o.c. shall be used with studs spaced a maximum of 16 inches o.c.

d. V_eff-asd shall be determined in accordance with Section 1609.3.1.

W109 Amendment to Table 2308.7.5. Table 2308.7.5 is amended to read:

Table 2308.7.5 Required Rating of Approved Uplift Connectors (pounds)a, b, c, d, e, f, g, h, i
Effective Allowable Stress Design Wind Speed,	Roof Span (feet)							Overhangs (pounds/ft)d
Veff-asd, 3-sec gust	12	20	24	28	32	36	40
85	-72	-120	-144	-168	-192	-216	-240	-38.55
90	-91	-152	-182	-213	-243	-274	-304	-43.22
100	-131	-218	-262	-305	-349	-392	-436	-53.36
110	-175	-292	-350	-409	-467	-526	-584	-64.56
120	-240	-400	-480	-560	-640	-720	-800	-76.83
130	-304	-506	-607	-708	-810	-911	-1012	-90.17

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.

a. The uplift connection requirements are based on a 30-foot mean roof height located in Exposure B. For Exposure C and for other mean roof heights, multiply the above loads by the adjustment coefficients below.

Exposure	Mean Roof Height (feet)
	15	20	25	30	35	40	45	50	55	60
B	1.00	1.00	1.00	1.00	1.05	1.09	1.12	1.16	1.19	1.22
C	1.21	1.29	1.35	1.40	1.45	1.49	1.53	1.56	1.59	1.62
D	1.47	1.55	1.61	1.66	1.70	1.74	1.78	1.81	1.84	1.87

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.

b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for framing spaced 12 inches on center.

c. The uplift connection requirements include an allowance for 10 pounds of dead load.

d. The uplift connection requirements do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang loads found in the table. The overhang loads are also based on framing spaced 24 inches on center. The overhang loads given shall be multiplied by the overhang projection and added to the roof uplift value in the table.

e. The uplift connection requirements are based upon wind loading on end zones as defined in Chapter 30, Figure 30.5-1, of ASCE 7. Connection loads for connections located a distance of 20 percent of the least horizontal dimensions of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.7 and multiplying the overhang load by 0.8.

f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a 500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down.)

g. Interpolation is permitted for intermediate values of basic wind speeds and roof spans.

h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications.

i. V_eff-asd is determined from Section 1609.3.1.

(68) Appendix X is added to read:

APPENDIX X

HAWAI'I PROVISIONS FOR INDIGENOUS HAWAIIAN ARCHITECTURE STRUCTURES

Section X101 General.

X101.1 Scope. The provisions of this appendix shall apply exclusively to Indigenous Hawaiian Architecture Structures. The purpose of these provisions is to acknowledge and establish procedures for designing and constructing indigenous Hawaiian architecture structures.

X101.2 Publications incorporated by reference. The following publications are incorporated by reference and made a part of these provisions. Where there is a conflict between Appendix X and the referenced documents, Appendix X shall prevail.

1.	"Hawaiian Thatched House" (1971), by Russell A. Apple, published by the United States Department of the Interior,
2.	"Hale Construction Standards" (2000), by Francis Sinenci and Bill Sides,
3.	"The Hawaiian Grass House in Bishop Museum" (1988), by Catherine C. Summers, and
4.	"Arts and Crafts of Hawaii", Section II, Houses (1957) by Te Rangi Hiroa (Peter H. Buck)

X101.3 Definitions. See Chapter 2 for general definitions. As used in this appendix:

CERTIFIED HALE BUILDER. A person who has obtained a certificate of completion for satisfactorily completing a course in Hawaiian hale construction from the University of Hawai'i, or any of its community colleges, or as approved by the building official.

GROUP OF STRUCTURES. A group of indigenous Hawaiian architecture structures that are in close proximity to each other and have an aggregate floor area of 1,800 square feet or less.

HALE or INDIGENOUS HAWAIIAN ARCHITECTURE STRUCTURE. A structure that is consistent with the design, construction methods and uses of structures built by Hawaiians in the 1800's, which uses natural materials found in the Hawaiian Islands, and complies with this appendix and references.

SEPARATION. The clear distance between two structures.

SETBACK. The clear distance between a structure and a property line.

Section X201 Material requirements.

X201.1 Hale materials. Hale shall be constructed using only materials grown and harvested in the State of Hawai'i.

X201.2 Wood framing material. The wood members for the hale, such as posts and rafters, shall be, but not limited to hardwoods of unmilled, straight sections of trunks or branches of the following species:

1.	Casurina equisitafolia (ironwood).
2.	Prosopis-allid (kiawe).
3.	Eucalyptus robusta (eucalyptus).
4.	Psidium cattleianum (strawberry guava).
5.	Metrosideros polymorpha (ohia).
6.	Rizophora mangle (mangrove).
Exception: Ardisia elliptica (inkberry) may be used only for roof purlins as an alternative to specified woods listed in Items 1 through 6.

X201.3 Roofing and siding. Thatched roofing and siding materials for the hale may be any grass or leaf material grown and harvested in the State of Hawai'i, to include but not be limited to pili, kualohia, pueo, kawelu, sugarcane leaves, and ti leaves.

X201.4 Cord. Natural or synthetic cord used for lashing structural members of the hale shall be 400 pound test. Cord used for tying floating purlins and thatched materials shall be 100 pound test. All cord used on the hale shall be shades of green, tan, brown, or black.

X201.5 Metal prohibited. Metal shall not be used for the construction of the hale.

Section X202 Size and location.

X202.1 Height and size limitation. Hale shall be one-story, detached structure not exceeding 1,800 square feet. Hale shall not exceed the size indicated in Table X202.1.

Table X202.1 Maximum Size of Hale (feet)
Hale halawai	Hale ku'ai	Hale noa	Hale wa'a
30 X 60	14 X 20	14 X 24	30 X 60

X202.2 Zoning requirements. Hale shall comply with minimum yard requirements in the zoning codes.

X202.3 Minimum separation. The minimum separation between a hale and another structure shall be at least 10 feet for a one-story structure; 15 feet for a two-story structure; or a distance equal to the height of the hale, whichever is more. The minimum separation between two hale shall be at least 10 feet or a distance equal to the height of the taller hale.

X202.4 Hale Noa. Hale noa structures may only be constructed on property where a separate residence exists on the property.

Section X203 Allowable and prohibited uses.

X203.1 Allowable uses. To the extent permitted by other applicable law, allowable uses for hale structures shall be in accordance with Table X203.1.

Table X203.1 Allowable Use for Each Hale Type
Use	Hale halawai	Hale ku'ai	Hale noa	Hale wa'a
Eating (ai)	Allowed	Allowed	Not permitted	Allowed
Assembling (halawai)	Allowed	Allowed	Not permitted	Allowed
Sleeping (moe)	Not permitted	Not permitted	Allowed	Not permitted
Retailing (e.g., fruits) (ku'ai)	Allowed	Allowed	Not permitted	Allowed
Storage (papa'a)	Not permitted	Allowed	Not permitted	Allowed

X203.2 Prohibited uses and activities. The following uses and activities shall be prohibited from occurring within or near the hale:

1.	Cooking.
2.	Open flames.
3.	Generators.
4.	Extension cords.
5.	Electrical switches, fixtures, or outlets.
6.	Plumbing faucets, fixtures, or drains.
7.	Power tools.
8.	No screen, mesh, plastic or any other similar material shall be attached to the hale.
9.	Hale shall not be used as a food establishment as defined in the administrative rules adopted by the State Department of Health.

X203.3 Maintenance. The hale shall be maintained by the owner to ensure structural integrity. Repairs for maintenance of the hale shall not require additional building permits.

Section X301 Fire protection.

X301.1 Fire protection classifications. Fire protection for Indigenous Hawaiian architecture structures shall be as required in Table X301.1.

Table X301.1 Fire Protection Requirements Based on Setback
Class	Setback Requirements	Fire Protection Requirements
A	The structure (or a group of structures) is:	No fire protection is required for the structure.
	1. Located at least 100 feet from any existing structure on the same or neighboring properties; and
	2. Located at least 100 feet from any property line, except as follows:
	a. If the property line abuts a public way, the 100 feet minimum setback for that property line shall be reduced by the width of the public way,
	b. If the property line abuts the shoreline, the minimum setback for that property line shall be the shoreline setback, or
	c. For any hale ku'ai in the agricultural district that is less than 200 square feet, that is completely open on three sides, and that is used as an agricultural products' stand and if the property line abuts a public way, the minimum setback for that property line shall be 15 feet.
B	The structure (or a group of structures) that conforms to applicable zoning setback requirements but does not satisfy Class A setback requirements.	Automatic fire sprinkler system shall be installed in accordance with design standards in Section X301.2. An electrical permit is required for fire sprinklers systems.

X301.2 Automatic fire sprinklers. The design standards for automatic fire sprinklers for Class B indigenous Hawaiian architecture structures shall be in accordance with NFPA 13.

Exception: The design standards for automatic fire sprinklers for Class B indigenous Hawaiian architecture structures shall be permitted as follows:
1.	18 gallons per minute for a single head at 140 square feet maximum coverage of roof area.
2.	13 gallons per minutes for each subsequent head at 140 square feet maximum coverage of roof area per head.
3.	The minimum supply pressure at the base of the riser shall not be less than 40 pounds per square inch.
4.	The minimum residual pressure at the highest sprinkler shall be not less than 12 pounds per square inch.
5.	Sprinkler head spacing shall not exceed 14 feet.
6.	Sprinkler heads shall be open type upright, pendent, or sidewall with 1/2-inch orifice and have a wax corrosion resistant coating.
7.	The total number of sprinklers on a branch shall not exceed 6 heads.
8.	The total number of sprinklers shall not exceed the quantity shown in Table X301.2(a).

Table X301.2(a) Total Number of Fire Sprinklers Based on Pipe Size
Piping Size	Number of Sprinklers
1 inch diameter	2 sprinklers
1 1/4 inch diameter	3 sprinklers
1 1/2 inch diameter	5 sprinklers
2 inch diameter	10 sprinklers
2 1/2 inch diameter	30 sprinklers
3 inch diameter	60 sprinklers

9.	The pipe schedule table in Item 8 shall not apply to hydraulically designed systems.
10.	The water density shall not be less than 0.10 gpm per square foot.
11.	The source of water may be by domestic water meters, detector check meter, underground well, storage tank, swimming pool, ponds, et cetera, but must meet the design requirements for adequate pressure and duration.
12.	Water supply shall be sufficient to provide 30 minutes duration.
13.	If domestic water meters are used as the source of water for the fire sprinklers, without a storage tank and booster pump, the maximum number of sprinklers shall not exceed the number shown in Table X301.2(b).

Table X301.2(b) Total Number of Fire Sprinklers Based on Water Meter Size
Size of Water Meter	Number of Sprinklers
5/8 inch water meter	1 sprinkler
3/4 inch water meter	2 sprinklers
1 inch water meter	3 sprinklers
1 1/2 inch water meter	7 sprinklers
2 inch water meter	11 sprinklers
3 inch water meter	27 sprinklers

14.	The piping material shall be hard drawn copper with silver solder or brazed fittings, or carbon steel with corrosion-resistant coatings. Plastic pipes shall not be allowed, except for below grade supply pipes.
15.	Fire sprinkler system shall be actuated by smoke detectors located at the highest points of the roof and spaced as recommended by the manufacturer.
16.	Flow control valves shall be either hydraulically or electrically operated with a manual override switch.
17.	Where the width of a roof exceeds the width allowed for one row of sprinklers, two or more rows of sprinklers shall be placed such that the entire roof area is protected.
18.	Prevailing wind direction shall be considered in the placement of sprinklers.
19.	Deflectors for sprinklers shall be parallel with the roof surface or tilted slightly towards the peak of the roof.
20.	Fire sprinkler system shall have a local alarm activated by a smoke detector.

X301.3 Certification of water supply. For any hale that requires fire protection pursuant to Section X301.1, the applicant shall provide a certification from a licensed engineer or a licensed C-20 contractor that the water supply for the fire sprinkler system has been tested and is capable of delivering the required fire flow for 30 minutes duration.

X302 Smoke alarm. Any hale used for sleeping shall have an approved battery-operated smoke alarm installed in the hale.

Section X401 Design standards.

X401.1 General design standards. All types of hale shall be designed and constructed in accordance with the standards set out in this section.

1.	The minimum diameter size of all structural members shall be measures at the member's midpoint, except that the minimum diameter size of posts shall be measured at the smaller end. For structure sizes not specifically shown in the tables, the requirements in the next larger width size shall be applicable.
2.	The specifications for structural members were estimated based on no wind loads. Hale shall be constructed to allow all thatching materials to separate from the structure prior to adding significant loads.
3.	The mix formula for mortar specified in these rules shall be one part Portland cement, four parts clean sand, and sufficient fresh water to make the mixture workable.
4.	Every hale, except hale noa, shall have at least two sides completely open.
5.	Lashing and thatching methods shall comply with illustrations found in "Arts and Crafts of Hawaii" or "The Hawaiian Grass House in Bishop Museum" referenced in Section X101.2. Hale shall be designed and constructed in accordance with the requirements in Sections 402.1 through 402.4.

X402.1 Hale Halawai. Each end of the Hale Halawai may be open or thatched. The ends may also be constructed with a thatched roof hip as an alternate design. Hale Halawai shall be designed in accordance with the following schematics and illustrations. Structural components for Hale Halawai shall meet the size and spacing requirements in Table X402.1(a). Foundations for Hale Halawai shall be designed in accordance with Table X402.1(b).

HALE HALAWAI

Open End Style

HALE HALAWAI

Thatched End Style

FRAMING SCHEMATIC

Table X402.1(a) Size and Spacing Requirements for Structural Components used in Hale Halawai
Size W x L x H	pou kihi	pou kukuna & pou kaha	pou hana & pouomanu	o'a	kuaiole & holo	kauhuhu	lohelau	Maximum post spacing (feet)	Maximum rafter spacing (feet)
	Minimum Diameter (inches)
12' x 20' x 7'	4	3 1/2	4	3 1/2	2 1/2	3	3	5	3
14' x 24' x 7'	4	4	4 1/2	3 1/2	2 1/2	3	3 1/2	5	3
24' x 30' x 7'	5	4 1/2	4 1/2	4	2 1/2	3	3 1/2	5	3
25' x 50' x 7'	5 1/2	5	5 1/2	4	2 1/2	3	3 1/2	5	3
30' x 60' x 7'	6	5 1/2	6	4 1/2	2 1/2	3	4	5	3

X402.2 Hale Ku'ai. Hale Ku'ai shall be designed in accordance with the following schematics and illustrations. Structural components for Hale Ku'ai shall meet the size and spacing requirements in Table X402.2(a). Foundations for Hale Ku'ai shall be designed in accordance with Table X402.2(b).

HALE KU'AI

SHED STYLE

HALE KU'AI

GABLE STYLE

FRAMING SCHEMATIC 1

FRAMING SCHEMATIC 2

Table X402.2(a) Size and Spacing Requirements for Structural Components used in Hale Ku'ai
Size (W x L x H)	pou kihia	pou kahaa	pou hanab	pouo manub	o'a	kuaiole & holo	kauhuhu	lohelau	Maximum rafter spacing (feet)
	Minimum Diameter (inches)
5' x 10' x 5'	4	3	3	4	3	2	3	2	4
9' x 12' x 5'	4	3	3	4	3	2	3 1/2	2	4
12' x 16' x 5'	4 1/2	3 1/2	4	4	3 1/2	2	4	2 1/2	4
14' x 20' x 5'	4 1/2	3 1/2	4	4	3 1/2	2 1/2	4 1/2	2 1/2	4

^a The maximum post spacing for pou kihi and pou kaha is five feet.

^b The maximum post spacing for pou hana and pouomanu is twelve feet.

402.3 Hale Noa. Hale Noa shall have at least two openings. One opening shall be at least 3 feet wide and 5 feet high, and the other opening shall be at least 2 feet wide and 3 feet high. Hale Noa shall be designed in accordance with the following schematics and illustrations. Structural components for Hale Noa shall meet the size and spacing requirements in Table X402.3(a). Foundations for Hale Noa shall be designed in accordance with Table X402.3(b).

HALE NOA

FRAMING SCHEMATIC

Table X402.3(a) Size and Spacing Requirements for Structural Components used in Hale Noa
Size W x L x H	pou kihi	pou kukuna & pou kaha	pou hana	pouomanu	o'a	kuaiole & holo	kauhuhu	lohelau	Maximum post spacing (feet)	Maximum rafter spacing (feet)
	Minimum Diameter (inches)
9' x 12' x 7'	3 1/2	3	4	3	3	2 1/2	3 1/2	2 1/2	6	4
12' x 20' x 7'	4	4 1/2	4	3	3 1/2	2 1/2	3 1/2	2 1/2	6	4
4' x 24' x 7'	5 1/2	4 1/2	4	3	3 1/2	2 1/2	3 1/2	3	6	4

402.4 Hale Wa'a. Hale Wa'a shall be designed in accordance with the following schematics and illustrations. Structural components for Hale Wa'a shall meet the size and spacing requirements in Table X402.4.

HALE WA'A

FRAMING SCHEMATIC

Table X402.4 Size and Spacing Requirements for Structural Components used in Hale Wa'a
Size (W x L)	o'a	kuaiole & holo	kauhuhu	Spacing between Rafters	Minimum Ridge Height (H)
20' x 60'	4"	3"	4"	4' to 5'	22 1/2'
25' x 60'	5"	3"	4"	4' to 5'	27 1/2'
30' x 60'	5 1/2"	3"	4"	4' to 5'	27 1/2'

(Ord. 1163, October 10, 2024)

§ 12-2.3 Amendments to the International Residential Code for One- and Two-Family Dwellings.

The International Residential Code, 2018 Edition, is amended as follows:

(1) Amending Section R101.1. Title. Section R101.1 is amended to read:

R101.1 Title. These provisions shall be part of the Building Code of the County of Kaua'i, and will be referred to herein as "this code."

(2) Amending Section R101.2 Scope. Section R101.2 is amended to read:

R101.2 Scope. The provisions of this code shall apply to the construction, alteration, movement, enlargement, replacement, repair, equipment, use and occupancy, location, removal and demolition of detached one- and two-family dwellings and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures not more than three stories above grade plane in height.

Exception: The following shall be permitted to be constructed in accordance with this code where provided with a residential fire sprinkler system complying with the Uniform Plumbing Code as adopted:

1. Live/work units located in townhouses and complying with the requirements of Section 419 of the International Building Code.

2. Owner-occupied lodging houses with five or fewer guestrooms.

3. A care facility with five or fewer persons receiving custodial care within a dwelling unit.

4. A care facility with five or fewer persons receiving medical care within a dwelling unit.

5. A care facility for five or fewer persons receiving care that are within a single-family dwelling.

(3) Adding Section R101.4 Appendices. Section R101.4 is added to read:

R101.4 Appendices. Provisions in the appendices shall not apply unless specifically adopted.

Exceptions:

1. Appendix U, Hawai'i Hurricane Sheltering Provisions for New Construction, shall be adopted.

2. Appendix W, Hawai'i Wind Design Provisions for New Construction, shall be adopted.

(4) Amending Section R102.1 General. Section R102.1 is amended to read:

R102.1 General. Applicability shall be in accordance with International Building Code SECTION 102 APPLICABILITY as amended by this Code.

(5) Deleting Sections R102.2 through R102.7. These Sections are deleted in their entirety.

(6) Amending SECTION R103 DEPARTMENT OF BUILDING SAFETY. Section R103 is deleted in its entirety and amended to read:

SECTION R103

ORGANIZATION AND ENFORCEMENT

Applicability shall be in accordance with International Building Code SECTION 103 ORGANIZATION AND ENFORCEMENT as amended by this Code.

(7) Amending SECTION R104 DUTIES AND POWERS OF THE BUILDING OFFICIAL. Section R104 is deleted in its entirety and amended to read:

SECTION R104 DUTIES AND POWERS OF THE BUILDING OFFICIAL

Applicability shall be in accordance with International Building Code SECTION 104 DUTIES AND POWERS OF THE BUILDING OFFICIAL as amended by this Code.

(8) Amending SECTION R105 PERMITS. Applicability shall be in accordance with International Building Code SECTION 105 PERMITS as amended by this Code.

(9) Amending SECTION R106 CONSTRUCTION DOCUMENTS. Applicability shall be in accordance with International Building Code SECTION 107 SUBMITTAL DOCUMENTS as amended by this Code.

(10) Deleting SECTION R107 TEMPORARY STRUCTURES AND USES. Section R107 is deleted in its entirety.

(11) Amending SECTION R108 FEES. Applicability shall be in accordance with International Building Code SECTION 109 FEES as amended by this Code.

(12) Amending SECTION R109 INSPECTIONS. Applicability shall be in accordance with International Building Code SECTION 110 INSPECTIONS as amended by this Code.

(13) Amending SECTION R110 CERTIFICATE OF OCCUPANCY. Applicability shall be in accordance with International Building Code SECTION 111 CERTIFICATE OF OCCUPANCY as amended by this Code.

(14) Deleting SECTION R111 SERVICE UTILITIES. Section R111 is deleted in its entirety.

(15) Amending SECTION R112 BOARD OF APPEALS. Applicability shall be in accordance with International Building Code SECTION 113 BOARD OF APPEALS as amended by this Code.

(16) Amending SECTION R113 VIOLATIONS. Applicability shall be in accordance with International Building Code SECTION 114 VIOLATIONS as amended by this Code.

(17) Amending SECTION R114 STOP WORK ORDER. Applicability shall be in accordance with International Building Code SECTION 115 STOP WORK ORDER as amended by this Code.

(18) Amending SECTION R202 DEFINITIONS. Section 202 is amended to read:

The definition of "ASSISTANTS" is added to read:

ASSISTANTS. When the term "assistants" is used in this code, it shall be construed to mean the authorized representatives of the building official.

The definition of "AUTHORIZED REPRESENTATIVES" is added to read:

AUTHORIZED REPRESENTATIVES. When the term "Authorized Representatives" is used in this code, it shall be construed to mean all building plans examiners, building inspectors and their supervisors designated as subordinate officers to the building official in enforcement of this code.

The definition of "BUILDING, EXISTING" is amended to read:

BUILDING, EXISTING is a building for which legal building permits have been issued, or one which complied with the Building Code in effect at the time the building was erected.

The definition of "BUILDING OFFICIAL" is amended to read:

BUILDING OFFICIAL means the County Engineer or his authorized representative.

The definition of "CARPORT" is added to read:

CARPORT is a private garage, which is at least 100 percent open on one side and with 50 percent net openings on another side or which is provided with an equivalent of such openings on two or more sides. A private garage which is 100 percent on one side and 25 percent open on another side with the latter opening so located to provide adequate cross ventilation may be considered a carport when approved by the building official.

The definition of "FAMILY" is added to read:

FAMILY. Family shall be defined in the Comprehensive Zoning Ordinance of the County except than an adult residential care home, a special treatment facility, or other similar facility shall be limited to five persons in order to be considered under this code.

The definition of "HISTORIC BUILDING" is amended to read:

HISTORIC BUILDING. A building or structure officially listed on the State of Hawai'i or National Register of Historical Places.

The definition of "IBC" is added to read:

IBC means the International Building Code, 2018 edition as published by the International Code Council and adopted by the County of Kaua'i.

The definition of "ICC" is added to read:

ICC means the International Code Council.

The definition of "IEBC" is added to read:

IEBC means the International Existing Building Code, 2018 edition as published by the International Code Council and adopted by the County of Kaua'i.

The definition of "IECC" is added to read:

IECC means the International Energy Conservation Code, 2018 edition as published by the International Code Council and adopted by the County of Kaua'i.

The definition of "IRC" is added to read:

IRC means the International Residential Code, 2018 edition as published by the International Code Council and adopted by the County of Kaua'i.

The definition of "KITCHEN" is amended to read:

KITCHEN shall be as defined in the Comprehensive Zoning Ordinance.

The definition of "PERSON" is amended to read:

PERSON. Any individual, firm, partnership, association, corporation or utility company; shall include each and every owner of any whole or fractional interest in the property concerned, whether in fee, any lesser freehold or tenancy at will.

The definition of "WINDBORNE DEBRIS REGION" is amended to read:

WINDBORNE DEBRIS REGION. Areas in Hawai'i where the basic design wind speed is 130 mph (63 m/s) or greater. For Risk Category II buildings and structures, the windborne debris region shall be based on Figure 26.5-2B of ASCE 7. For Risk Category III buildings and structures, the windborne debris region shall be based on Figure 26.5-2C of ASCE 7. For Risk Category IV buildings, the windborne debris region shall be based on Figure 26.5-2D of ASCE 7.

(19) Amending Section R301.1.1 Alternative Provisions. Section R301.1.1 is amended to read:

R301.1.1 Alternative Provisions. As an alternative to the requirements in Section R301.1 the following standards are permitted subject to the limitations of this code and the limitations therein. Where engineered design is used in lieu of or in conjunction with these standards, the design shall comply with the International Building Code as adopted.

1. AWC Wood Frame Construction Manual (WFCM) 2018.

2. AISI Standard for Cold-Formed Steel Framing-Prescriptive Method for One- and Two-Family Dwellings (AISI S230-2015).

3. ICC Standard for Residential Construction in High-Wind Regions (ICC 600-14).

(20) Adding SECTION R301.1.2.1 Complete load path and uplift ties. This Section is added to read:

R301.1.2.1 Complete load path and uplift ties. Blocking, bridging, straps, approved framing anchors or mechanical fasteners shall be designed and installed to provide continuous ties from the roof to the foundation system. Sheet metal clamps, ties or clips, shall be formed of galvanized steel or other approved corrosion-resistant material not less than 0.040 inch (1.01 mm) nominal thickness. Uplift resistance shall be in accordance with Table R802.11.

(21) Amending Section R301.1.3 Engineered design. Section R301.1.3 is amended to read:

R301.1.3 Engineered design. When a building of otherwise conventional construction contains structural elements exceeding the limits of Section R301, or otherwise not conforming to this code, these elements shall be designed in accordance with accepted engineering practice using the Alternative Provisions listed in Section R301.1.1. The extent of such design need only demonstrate compliance of nonconventional elements with other applicable provisions and shall be compatible with the performance of the conventional framed system. Engineered design in accordance with the International Building Code as adopted is permitted for all buildings and structures, and parts thereof, included in the scope of this code. Engineered design in accordance with the International Building Code as adopted shall be required when a building exceeds three stories or 3000 square feet of gross floor area.

(22) Amending Section R301.2.1 Wind design criteria. Section R301.2.1 is amended to read:

R301.2.1 Wind design criteria. Buildings and portions thereof may be constructed in accordance with the wind provisions of this code provided that the ultimate design wind speed V_ULT, determined from Figure R301.2(5) is less than 130 mph. The structural provisions of this code for wind loads are not permitted where wind design is required, when V_ULT, determined from Figures R301.2(5) is equal to or greater than 130 mph. Where different construction methods and structural materials are used for various portions of a building, the applicable requirements of this section for each portion shall apply. Where not otherwise specified, the wind loads listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3) shall be used to determine design load performance requirements for wall coverings, curtain walls, roof coverings, exterior windows, skylights, garage doors and exterior doors. Asphalt shingles shall be designed for wind speeds in accordance with Section R905.2.4. A continuous load path shall be provided to transmit the applicable uplift forces in Section R802.11.1 from the roof assembly to the foundation. The ultimate design wind speed, V_ULT, in the International Residential Code as adopted is equal to the basic design wind speed, V, in the International Building Code as adopted.

(23) Amending Section R301.2.1.1 Wind limitations and wind design required. Section R301.2.1.1 is amended to read:

R301.2.1.1 Wind limitations and wind design required. The wind provisions of this code shall not apply to the design of buildings where wind design is required in accordance with Section R301.2.1.

Exceptions:
1.	For concrete construction, the wind provisions of this code shall apply in accordance with the limitations of Sections R404 and R608.
2.	For structural insulated panels, the wind provisions of this code shall apply in accordance with the limitations of Section R610.
3.	For cold-formed steel light-frame construction, the wind provisions of this code shall apply in accordance with the limitations of Sections R505, R603 and R804.
In regions where wind design is required in accordance with Section R301.2.1, the design of buildings for wind loads shall be in accordance with one or more of the following methods:
1.	AWC Wood Frame Construction Manual (WFCM).
2.	ICC Standard for Residential Construction in High-Wind Regions (ICC 600).
3.	AISI Standard for Cold-Formed Steel Framing-Prescriptive Method for One- and Two-Family Dwellings (AISI S230).
4.	International Building Code as adopted.
The elements of design not addressed by the methods in Items 1 through 4 shall be in accordance with the provisions of this code.
Where wind design is required and design is in accordance with the methods in Items 1 through 3 and where VULT is greater than or equal to 130 mph, the building must be provided with opening protection for windborne debris. Options for opening protection or alternative to opening protection shall be in accordance with the International Building Code as adopted.

(24) Amending Figure R301.2(5) Ultimate Wind Speed Maps. Figure R301.2.(5) is amended as follows:

Figures R301.2(5)(A) ULTIMATE DESIGN WIND SPEEDS and R301.2(5)(B) REGIONS WHERE WIND DESIGN IS REQUIRED are deleted in their entirety and replaced with Figure R301.2(5) as follows:

Figure R301.2(5) County of Kaua'i Ultimate Wind Speed, V_ULT, for Components and Cladding for Risk Category II Buildings less than 100 feet tall

(25) Amending Section R301.2.1.4 Exposure category. Section R301.2.1.4 is amended to read:

R301.2.1.4 Exposure category. The exposure category shall be determined from Figure R301.2.1.4 (a) or using the provisions of ASCE 7-10.

Figure R301.2.1.4(a) Exposure Category Zones for Kaua'i County

(26) Amending Section R301.2.1.5 Topographic wind effects. Section R301.2.1.5 is amended to read:

R301.2.1.5 Topographic wind effects. Topographic wind speed effects shall be considered in the design of the building. Buildings designed using the ultimate wind speed as determined from Figure R301.2(5) and wind exposure categories determined in accordance with Section R301.2.1.4 shall be deemed to comply with this section.

(27) Deleting Section R301.2.1.5.1 Simplified topographic wind speed-up method. Section R301.2.1.5.1 is deleted in its entirety.

(28) Amending Section R301.2.2.1 Determination of seismic design category. Section R301.2.2.1 is amended to read:

R301.2.2.1 Determination of seismic design category. Buildings shall be assigned a seismic design category in accordance with Table R301.2 (4) or Figure R301.2(3).

Table R301.2(4) Seismic Design Category by Location-Site Class D
Location	Seismic Design Category
Kaua'i	B
O'ahu, Moloka'i, and Lāana'i	D0
Maui	D1
Hawai'i: North and South Kohala, Hamakua, & North Hilo Districts	D2
All other Hawai'i County Districts	E

(29) Deleting Section R301.2.2.1.1 Alternate determination of seismic design category. Section R301.2.2.1.1 is deleted in its entirety.

(30) 

Amending Section R301.2.2.6 Irregular buildings. Section R301.2.2.6 is amended to read:

R301.2.2.6 Irregular buildings. The seismic provisions of this code shall not be used for structures, or portions thereof, located in Seismic Design Categories C, D₀ D₁ and D₂ and considered to be irregular in accordance with this section. A building or portion of a building shall be considered to be irregular where one or more of the conditions defined in Items 1 through 7 occur. Irregular structures, or irregular portions of structures, shall be designed in accordance with the International Building Code as adopted to the extent the irregular features affect the performance of the remaining structural system. Where the forces associated with the irregularity are resisted by a structural system designed in accordance with the International Building Code as adopted, the remainder of the building shall be permitted to be designed using the provisions of this code.

1. Shear wall or braced wall offsets out of plane. Conditions where exterior shear wall lines or braced wall panels are not in one plane vertically from the foundation to the uppermost story in which they are required.

Exception: For wood light-frame construction, floors with cantilevers or setbacks not exceeding four times the nominal dept of the wood floor joists are permitted to support braced wall panels that are out of plane with braced wall panels below provided that all of the following are satisfied:

1. Floor joists are nominal 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced not more than 16 inches (406 mm) on center.

2. The ratio of the back span to the cantilever is not less than 2 to 1.

3. Floor joists at ends of braced wall panels are doubled.

4. For wood-framed construction, a continuous rim joist is connected to ends of cantilever joists. Where spliced, the rim joists shall be spliced using a galvanized metal tie not less than 0.058 inch (1.5 mm) (16 gage) and 1-1/2 inches (38 mm) wide fastened with six 16d nails on each side of the splice; or a block of the same size as the rim joist and of sufficient length to fit securely between the joist space at which the splice occurs, fastened with eight 16d nails on each side of the splice.

5. Gravity loads carried at the end of cantilevered joists are limited to uniform wall and roof loads and the reactions from headers having a span of 8 feet (2438 mm) or less.

2. Lateral support of roofs and floors. Conditions where a section of floor or roof is not laterally supported by shear walls or braced wall lines on all edges.

Exception: Portions of floors that do not support shear walls, braced wall panels above, or roofs shall be permitted to extend not more than 6 feet (1829 mm) beyond a shear wall or braced wall line.

3. Shear wall or braced wall offsets in plane. Conditions where the end of a braced wall panel occurs over an opening in the wall below and extends more than 1 foot (305 mm) horizontally past the edge of the opening. This provision is applicable to shear walls and braced wall panels offset in plane and to braced wall panels offset out of plane in accordance with the exception to Item 1.

Exception: For wood light-frame wall construction, one end of a braced wall panel shall be permitted to extend more than 1 foot (305 mm) over an opening not more than 8 feet (2438 mm) in width in the wall below provided that the opening includes a header in accordance with all of the following:

1. The building width, loading condition and framing member species limitations of Table R602.7(1) shall apply.

2. The header is composed of:

2.1.	Not less than one 2 x 12 or two 2 x 10 for an opening not more than 4 feet (1219 mm) wide.
2.2.	Not less than two 2 x 12 or three 2 x 10 for an opening not more than 6 feet (1829 mm) in width.
2.3.	Not less than three 2 x 12 or four 2 x 10 for an opening not more than 8 feet (2438) in width.

3. The entire length of the braced wall panel does not occur over an opening in the wall below.

4. Floor and roof opening. Conditions where an opening in a floor or roof exceeds the lesser of 12 feet (3658 mm) or 50 percent of the least floor or roof dimension.

5. Floor level offset. Conditions where portions of a floor level are vertically offset.

Exceptions:

1. Framing supported directly by continuous foundations at the perimeter of the building.

2. For wood light-frame construction, floors shall be permitted to be vertically offset where the floor framing is lapped or tied together as required by Section R502.6.1.

6. Perpendicular shear wall and wall bracing. Conditions where shear walls and braced wall lines do not occur in two perpendicular directions.

7. Wall bracing in stories containing masonry or concrete construction. Conditions where stories above grade plane are partially or completely braced by wood wall framing in accordance with Section R602 or cold-formed steel wall framing in accordance with Section R603 include masonry or concrete construction.

Where this irregularity applies, the entire story shall be designed in accordance with accepted engineering practice.

Exceptions: Fireplaces, chimneys and masonry veneer in accordance with this code.

(31) Amending Section R301.2.4 Floodplain construction. Section R301.2.4 is amended to read:

R301.2.4 Floodplain construction. Buildings and structures constructed in whole or in part in flood hazard areas (including A or V Zones) as established in accordance with Chapter 15, Article 1, Floodplain Management, Kaua'i County Code 1987, as amended, shall be designed and constructed in accordance with Section R322. Buildings and structures located in whole or in part in identified floodways shall be designed and constructed in accordance with ASCE 24.

(32) Amending Section R309.3 Flood hazard areas. Section R309.3 is amended to read:

R309.3 Flood hazard areas. The building official shall not grant modifications toany provision required in flood hazard areas as established by Section 1612.3 of the International Building Code as amended by this Code unless a variance is issued in accordance with Chapter 15, Article 1, Floodplain Management, Kaua'i County Code 1987, as amended.

(33) Amending Section R310.2.1 Minimum opening area. Section R310.2.1 is amended to read:

R310.2.1 Minimum opening area. Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m²). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue openings from the inside. The net clear height of the opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm).

Exceptions:

1. Grade floor openings or below-grade openings shall have a net clear opening area of not less than 5 square feet (0.465 m²).

2. Glass jalousie bladed windows may be used for emergency escape or rescue.

(34) 

Amending Section R313.2 One- and two-family dwellings automatic fire sprinkler systems. Section R313.2 is amended to read:

R313.2 One- and two-family dwellings automatic fire sprinkler systems. An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings.

Exceptions:

1. An automatic residential fire sprinkler system shall not be required for additions or alterations to existing buildings that are not already provided with an automatic residential sprinkler system.

2. In accordance with HRS 46-19.8 Fire sprinklers; residences, until June 30, 2027 no county shall require the installation or retrofitting of automatic fire sprinklers or an automatic fire sprinkler system in:

(1) Any new or existing detached one- or two-family dwelling unit in a structure used only for residential purposes; and

(2) Nonresidential agricultural and aquacultural buildings and structures located outside an urban area;

provided that this section shall not apply to new homes that require a variance from access road or firefighting water supply requirements.

(35) Amending Section R318.1 Subterranean termite control methods. Section R318.1 is amended to read:

R318.1 Subterranean termite control methods. Methods of protection shall be one of items 1, 2 or 3 and one of items 4, 5 or 6.

1. Chemical termiticide, as provided in Section R318.2.

2. Termite baiting system installed and maintained according to the label.

3. Physical barriers, as provided in Section R318.3 and used in locations as specified in Section R317.1.

4. Pressure-preservative-treated structural wood in accordance with Section R317.1.

5. Cold-formed steel framing in accordance with Sections R505.2.1 and R603.2.1.

6. Naturally durable termite-resistant wood as approved by the building official.

(36) Amending Section R318.4 Foam plastic protection. Section R318.4 is amended to read:

R318.4 Foam plastic protection. Extruded and expanded polystyrene, polyisocyanurate and other foam plastics shall not be installed on the exterior face or under interior or exterior foundation walls or slab foundations located below grade. The clearance between foam plastics installed above grade and exposed earth shall not be less than 6 inches (152 mm).

Exception: On the interior side of basement walls.

(37) Adding Section R318.5 Water splash. Section R318.5 is added to read:

R318.5 Water splash. Where wood-frame walls and partitions are covered on the interior with plaster, tile or similar materials and are subject to water splash, the framing shall be protected with approved waterproof paper.

(38) Adding Section R318.6 Pipe and other penetrations. Section R318.6 is added to read:

R318.6 Pipe and other penetrations. Insulations around plumbing pipes shall not pass through ground floor slabs. Openings around pipes or similar penetrations in a concrete or masonry slab, which is in direct contact with earth, shall be filled with non-shrink grout, or other approved physical barrier.

(39) Amending Section R319.1 Address identification. Section R319.1 is amended to read:

R319.1 Address identification. Numbers shall be provided for all new buildings as specified in Chapter 15, Article 3, Kaua'i County Code 1987, Numbering of Houses in portions of the County of Kaua'i.

(40) Amending Section R322.1 General. Section R322.1 is amended to read:

R322.1 General. Buildings and structures constructed in whole or in part in flood hazard areas (including A or V Zones) as established in accordance with Chapter 15, Article 1 Floodplain Management, Kaua'i County Code, 1987, as amended, shall be designed and constructed in accordance with Section R322. Buildings and structures located in whole or in part in identified floodways shall be designed and constructed in accordance with ASCE 24.

(41) Amending Section R322.1.4 Establishing the design flood elevation. Section R322.1.4 is amended to read:

R322.1.4 Establishing the flood hazard areas and flood hazard data. Flood hazard areas and flood hazard data shall be established in accordance with Chapter 15, Article 1 Floodplain Management and Chapter 16, Traffic Code, Kaua'i County Code 1987, as amended. Floodways shall be designed and constructed in accordance with ASCE 24.

(42) Amending SECTION R323 STORM SHELTERS. R323.1 General. This Section is amended to read:

SECTION R323 STORM SHELTERS

R323.1 General. Storm shelters shall be per the International Building Code as adopted by this Code.

(43) Adding SECTION R328 COMPLETE LOAD AND UPLIFT TIES. This Section is added to read:

SECTION R328

COMPLETE LOAD AND UPLIFT TIES

R328.1 Purpose. The purpose of this Section is intended to promote public safety and welfare by reducing the risk of wind-induced damages to conventional light-frame construction.

R328.2 Scope. This section applies to regular shape buildings, which have a roof structural member spanning 32 feet (9.75 m) or less, are not more than three stories in height and are of conventional light-frame construction.

Exception: Detached carports, garages, workshops, storages and similar accessory buildings to Group R, Division 3 Occupancies not exceeding 600 square feet (55.7 m²) need only comply with the roof-member-to-wall-tie requirements of this Section.

R328.3 Definitions. For the purposes of this Section, certain terms are defined as follows:

CORROSION RESISTANT or NONCORROSIVE is material having a corrosion resistance equal to or greater than a hot-dipped galvanized coating of 1.5 ounces of zinc per square foot (4g/m²) of surface area.

R328.4 General. Other methods may be used, provided a satisfactory design is submitted showing compliance with the provisions of this Section and other applicable portions of this Code.

In addition to the other provisions of this Section, foundations for buildings in areas subject to wave action or tidal surge shall be designed in accordance with approved national standards.

When an element is required to be corrosion resistant or non-corrosive, all of its parts, such as screws, nails, wire, dowels, bolts, nuts, washers, shims, anchors, ties, and attachments, shall also be corrosion resistant or non-corrosive.

Blocking, bridging, straps, approved framing anchors or mechanical fasteners shall be designed and installed to provide continuous ties from the roof to the foundation system. Sheet metal clamps, ties or clips shall be formed of galvanized steel and other approved corrosion resistant or non-corrosive material installed accordingly to manufacturer's specifications.

Uplift ties straps shall be spaced not more than 48 inches (1219 mm) on center to create the complete load path. Uplift tie straps shall meet the requirements of Table R802.11.

R328.5 Walls to foundation tie. Exterior walls shall be tied to a continuous foundation or an elevated foundation system as described in Section R328.6.

R328.5.1 Sill and foundation tie. Foundation plates resting on concrete or masonry foundations shall be bolted to the foundation with not less than 1/2-inch diameter (13 mm) anchor bolts with 7-inch minimum (178 mm) embedment into the foundation. The maximum spacing of anchor bolts shall be 4 feet (1219 mm) on center.

R328.5.2 Floor-to-foundation tie. The lowest level exterior wall studs shall be connected to the foundation sill plate or an approved elevated foundation system with bent tie straps spaced not more than 48 inches (1219 mm) on center.

R328.5.3 Wall framing detail. The spacing of 2-inch by 4-inch studs (51 mm x 102 mm) in exterior walls shall not exceed 16 inches (406 mm) on center. Mechanical fasteners complying with this Section shall be installed as required to connect studs to the sole plates, foundation sill plate and top plate of the wall.

Interior braced wall lines shall be installed approximately perpendicular to the exterior wall when the length of the structure exceeds the width. The maximum distance between these partitions shall not exceed the width of the structure. Interior braced wall lines shall be securely fastened to the exterior wall at the point of intersection with fasteners. The interior braced wall lines shall be covered on both sides by materials as described in Section R602.

R328.5.4 Wall sheathing. All exterior walls and required interior braced wall lines shall be sheathed at each face. The total width of sheathed wall elements shall not be less than 50 percent of the exterior wall length or 60 percent of the width of the building for required interior braced wall lines. The exterior wall sheathing or covering shall extend from the foundation sill plate or girder to the top plates at the roof level and shall be adequately attached thereto.

A sheathing wall element not less than 4 feet (1219 mm) in width shall be installed at each corner or as near thereto as possible (not to exceed 12.5 feet). There shall not be less than one 4-foot (1219 mm) sheathed wall element for every 20 feet (6096 mm) or fraction thereof of wall length.

R328.5.5 Floor-to-floor tie. Upper-level exterior wall studs shall be aligned and connected to the wall studs below and the roof ties above with a tie strap.

R328.5.6 Roof-members-to-wall tie. Tie straps shall be provided from the side of the roof-framing member to the exterior studs, posts or other supporting members below the roof. The wall studs to which the roof-framing members are ties shall be aligned with the roof-framing member.

All intermediate rafters shall have tie straps and tied to the exterior plate with an approved galvanized steel connector and each connector shall be installed accordingly to manufacturer's specifications.

The eave overhang shall not exceed 3 feet (914 mm) unless an analysis is provided showing that the required resistance is provided to prevent uplift.

Where openings exceed 6 feet (1829 mm) in width, the required tie straps shall be doubled at each edge of the opening and connected to a double full-height wall stud. When openings exceed 12 feet in width, ties designed to prevent uplift shall be provided.

Exception: The opening width may be increased to 16 feet (4877 mm) for garages, carports and accessory buildings to Group R, Division 3 occupancies when constructed in accordance with the following:
1.	Approved column bases shall be a minimum 3/16-inch (4.8 mm) steel plate embedded not less than 8 inches (203 mm) into the concrete footing and connected to a minimum 4-inch by 4-inch (102 mm by 102 mm) wood post with two 5/8-inch-diameter (15.9 mm) through bolts.
2.	Beams over openings shall be connected to minimum 4-inch by 4-inch (102 mm by 102 mm) wood posts below with an approved 3/16-inch (4.8 mm) steel post cap with two 5/8-inch-diamter (15.9 mm) through bolts and to the beams.

R328.5.7 Ridge ties. Opposing rafters shall be aligned at the ridge and be connected at the rafters with a tie strap.

R328.5.8 Roof sheathing. Anchor ties shall be spaced to support not more than 1 5/8 square feet (860 mm²) of wall area but not more than 12 inches (305 mm) on center vertically.

R328.5.9 Roof sheathing. Solid roof sheathing shall be applied and shall consist of a minimum 1-inch-thick (25 mm) nominal lumber applied diagonally or a minimum 15/32-inch-thick (11.9 mm) wood structural panel or particleboard or other approved sheathing applied with the long dimension perpendicular to supporting rafters. Sheathing shall be nailed to roof framing in an approved manner. The end joints of wood structural panels or particleboard shall be staggered and shall occur over blocking, rafters or other supports.

R328.5.10 Gable-end walls. The roof overhang at gabled ends shall not exceed 2 feet (610 mm) unless an analysis is showing that the required resistant to prevent uplift is provided.

Gable-end wall studs shall be continuous between points of lateral support, which are perpendicular to the plane of the wall.

Gable-end wall studs shall be attached with approved mechanical fasteners at the top and bottom.

R328.5.11 Roofing covering. Roof covering shall be approved and shall be installed and fastened in accordance with this code and the manufacturer's instructions. Asphalt shingles with self-seal strips shall be fastened with a minimum of six fasteners per shingle.

R328.6 Elevated Foundation.

R328.6.1 General. When approved, elevated foundations supporting not more than one story and meeting the provisions of this Section may be used. The Building Official may require a foundation investigation.

R328.6.2 Material. All exposed wood-framing members shall be treated wood. All metal connectors and fasteners used in exposed locations shall be corrosion-resistant or noncorrosive steel.

R328.6.3 Wood piles. The spacing of wood piles shall not exceed 8 feet (2438 mm) on center. Square piles shall not be less than 10 inches (254 mm) and tapered piles shall have a tip of not less than 8 inches (203 mm). Ten-inch-square (64 516 mm²) piles shall have a minimum embedment length of 10 feet (3048 mm) and shall project not more than 8 feet (2438 mm) above undisturbed ground surface. Eight-inch (203 mm) taper piles shall have a minimum embedment length of 14 feet (4267 mm) and shall project not more than 7 feet (2134 mm) above undisturbed ground surface.

R328.6.4 Girders. Floor girders shall be solid sawn timber, built-up-2-inch-thick (51 mm) lumber or trusses. Splices shall occur over wood piles. The floor girders shall span in the direction parallel to the potential floodwater and wave action.

R328.6.5 Connections. Wood piles may be notched to provide a shelf for supporting the floor girders. The total notching shall not exceed 50 percent of the pile cross section. Approved bolted connection with 1/4-inch (6.4 mm) corrosion-resistant or noncorrosive steel plates and 3/4-inch-diameter (19 mm) bolts shall be provided. Each end of the girder shall be connected to the piles using a minimum of two 3/4-inch-diameter (19 mm) bolts.

(44) Adding Section R401.5 Post or pier foundations. Section R401.5 is added to read:

R401.5 Post or pier foundations. Raised floor systems supported by post or pier foundations shall be designed in accordance with accepted engineering practice and the International Building Code as adopted.

(45) Amending Section R402.2.1 Materials for concrete. Section R402.2.1 is amended to read:

R402.2.1 Materials for concrete. Materials for concrete shall comply with the requirements of Section 608.5.1. The maximum water to cement ratio for concrete slabs-on-grade shall be 0.50.

(46) Adding Section R403.1.6.2 Concrete strap type anchors. Section R403.1.6.2 is added to read:

R403.1.6.2 Concrete strap type anchors. Concrete strap type anchors made of cold-formed steel shall not be used along the perimeter edges of a slab on grade where the steel does not have at least 1-1/2 inches side cover or other adequate protection.

(47) Adding Section R403.1.6.3 Anchor bolts at the perimeter edge of a slab-on-grade. Section R403.1.6.3 is added to read:

R403.1.6.3 Anchor bolts at the perimeter edge of a slab-on-grade. Anchor bolts shall be hot dipped galvanized in accordance with ASTM F2329 and have a minimum concrete side cover of 1-1/2 inches unless provisions have been made to protect the anchor bolts from corrosion.

(48) Deleting Section R406.1 Concrete and masonry foundation dampproofing. Section R406.1 is deleted in its entirety.

(49) Amending Section R406.2 Concrete and masonry foundation waterproofing. Section R406.2 is amended to read:

R406.2 Concrete and masonry foundation waterproofing. Exterior foundation walls that retain earth and enclose interior spaces and floors below grade shall be waterproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade. Walls shall be waterproofed in accordance with one of the following:

1.	Two-ply hot-mopped felts.
2.	Fifty-five-pound (25 kg) roll roofing.
3.	Forty-mil (1 mm) polymer-modified asphalt.
4.	Sixty-mil (1.5 mm) flexible polymer cement.
5.	One-eighth inch (3 mm) cement-based, fiber-reinforced, waterproof coating.
6.	Sixty-mil (1.5 mm) solvent-free liquid-applied synthetic rubber.

All joints in membrane waterproofing shall be lapped and sealed with an adhesive compatible with the membrane.

Exception: Organic-solvent based products such as hydrocarbons, chlorinated hydrocarbons, ketones and esters shall not be used for ICF walls with expanded polystyrene form material. Use of plastic roofing cements, acrylic coatings, latex coatings, mortars and pargings to seal ICF walls is permitted. Cold-setting asphalt or hot asphalt shall conform to Type C of ASTM D449. Hot asphalt shall be applied at a temperature of less than 200° F (93° C).

(50) Amending Section R406.3 Dampproofing for wood foundations. Section R406.3 is amended to read:

R406.3 Dampproofing for wood foundations. Wood foundations enclosing habitable or usable spaces located below grade shall be waterproofed in accordance with Section R406.2.

(51) Amending Section R406.3.2 Below-grade moisture barrier. Section R406.3.2 is amended to read:

R406.3.2 Below-grade waterproofing. One of the waterproofing systems listed in Section R406.2 shall be applied over the below-grade portion of the exterior foundation walls prior to backfilling. The top edge of the waterproofing shall be bonded to the sheathing to form a seal. Film areas at grade level shall be protected from mechanical damage and exposure by a pressure preservative treated lumber or plywood strip attached to the wall several inches above finish grade level and extending approximately 9 inches (229 mm) below grade. The joint between the strip and the wall shall be caulked full length prior to fastening the strip to the wall. Other coverings appropriate to the architectural treatment may also be used. The waterproofing shall extend down to the bottom of the wood footing plate but shall not overlap or extend into the gravel or crushed stone footing.

(52) Deleting Section R406.4 Precast concrete foundation system dampproofing. Section R406.4 is deleted in its entirety.

(53) Adding Section R406.5 Cold formed steel protection of sill track. Section R406.5 is added to read:

R406.5 Cold formed steel protection of sill track. Cold formed steel framing sills that directly bear on concrete or masonry that is in direct contact with earth shall be shielded along the exterior flange and bottom of the sill track with a self-adhered rubberized asphalt flashing material with a minimum thickness of 25 mil (0.64 mm) or other moisture barrier conforming to ASTM D412, D570, and E96/E96M.

(54) Amending Section R602.10.9 Braced wall panel support. Section R602.10.9 is amended to read:

R602.10.9 Braced wall panel support. Braced wall panel support shall be provided as follows:

1. Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.

2. Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice and the International Residential Code as adopted.

3. Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1. Methods ABW and PFH shall not be permitted to attach to masonry stem walls.

4. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure R602.10.9.

(55) Adding SECTION R611 SINGLE WALL CONSTRUCTION. SECTION R611 is added to read:

SECTION R611 SINGLE WALL CONSTRUCTION

R611.1 General. This section is intended for conventional light-framed construction. Other methods may be used provided a satisfactory design is submitted showing compliance with other provisions of this code.

Conventional construction may be used for repairs and addition to existing to conventionally constructed structures, provided that those repairs and additions requiring the seal of a duly licensed professional registered structural engineer or architect as required by Chapter 464 of the Hawai'i Revised Statutes as amended shall be designed to comply with other provisions of this code.

R611.2 Walls without studs. For Type V-B buildings, single wall construction without studs may be used in accordance with the section for repairs or additions to existing buildings of single wall construction.

One-story and the uppermost story of wood frame type V-B buildings or structures may be of single wall construction with boards of thickness specified in this section, without studs, when requirements of this section are met. Floor to ceiling height shall not exceed 8 feet.

Any provisions of this code to the contrary notwithstanding, studding of not less than 2 inches by 3 inches may be used on one-story buildings of double wall construction. Studding shall not be space more than 16 inches on center.

When posts support wood frame dwellings, 2-inch by 4-inch foundation bracing shall be provided.

For one-story, conventional residential buildings or structures the local practice of using foundation blocks with termite shields will be acceptable in interior areas except in flood hazard districts and developments. Design shall comply with the requirements of the Floodplain Management Ordinance, County of Kaua'i.

R611.3 Boards for single wall construction.

R611.3.1 One and one-eighth inch boards. Single wall construction with boards of 1 1/8 inch net thickness are not required to have girts.

R611.3.2 One-inch boards. Where single wall construction is with boards of 1-inch net thickness, no girt is required provided approved stiffeners for any section of such wall is spaced not more than 10 feet along the wall.

R611.3.3 Three-fourths-inch boards. Single wall construction with boards of 3/4-inch thickness shall have girts and cross partitions at least every 30 feet.

R611.3.4 Eleven-sixteenths-inch boards. Single wall construction with boards of 11/16-inch net thickness shall be limited to the following conditions: (A) the span between load bearing walls shall not exceed 24 feet; (B) the dead load on such walls shall not exceed 150 pounds per lineal foot; (C) girts shall be provided; (D) there shall be approved stiffeners at least every 10 feet along such wall; and (E) any openings in such walls for windows and doors shall have full-height jambs or studs where the girt is not continuous.

R611.4 Approved stiffeners. Approved stiffeners shall be studs of at least 2 inches by 4 inches, full-height window or doorjambs, posts, walls or partitions at right angle to the section of wall under construction.

R611.5 Girts. Girts for single wall construction shall be not less than 2-inch by 6-inch belt course or other approved strengthening about mid height between the floor and the ceiling on all exterior walls.

(56) Amending CHAPTER 11 ENERGY EFFICIENCY. CHAPTER 11 ENERGY EFFICIENCY is deleted in its entirety and amended to read:

CHAPTER 11 ENERGY EFFICIENCY

N1101.1 General. The energy efficiency requirements for the design and construction of buildings related by this code shall comply with CHAPTER 13 ENERGY EFFICIENCY of the International Building Code and Article 6, Chapter 12, Building Code, Kaua'i County Code 1987 as amended.

(57) Amending Section M1201.1 Scope. Section M1201.1 is amended to read:

M1201.1 Scope. The provisions of Chapters 12 through 22 shall regulate the design, installation, maintenance, alteration and inspection of mechanical systems that are permanently installed and used to control environmental conditions within buildings. These chapters shall also regulate those mechanical systems, system components, equipment and appliances specifically addressed in this code. Where an application is made for construction as described in these chapters, the owner, or the licensed design professional in responsible charge acting as the owner's agent, shall employ one or more special inspectors to provide inspections during construction on the work in these chapters. These inspections are in addition to the inspections specified in Section 110 of the International Building Code as adopted.

(58) Amending Section M1301.1 Scope. Section M1301.1 is amended to read:

M1301.1 Scope. The provisions of this chapter shall govern the installation of mechanical systems not specifically covered in other chapters applicable to mechanical systems. Installations of mechanical appliances, equipment and systems not addressed by this code shall comply with the applicable provisions of nationally published mechanical codes or standards.

(59) Amending Section M1307.4.2 Mechanical ventilation. Section M1307.4.2 is amended to read:

M1307.4.2 Mechanical ventilation. Indoor locations intended for hydrogen-generating or refueling operations shall be ventilated in accordance with nationally published mechanical codes or standards.

(60) Adding Sections M2301.2.1.1 to M2301.2.1.5. These Sections are added to read:

M2301.2.1.1 Solar systems for one- and two-family dwellings. Access to residential systems for one- and two-family dwellings shall be provided in accordance with Sections M2301.1.2 through M2301.7.2.

M2301.2.1.2 Residential buildings with hip roof layouts. Panels/modules installed on residential buildings with hip roof layouts shall be located in a manner that provides a 3-foot-wide (914 mm) clear access pathway from the eave to the ridge on each roof slope where panels/modules are located. The access pathway shall be located at a structurally strong location on the building capable of supporting the live load of fire fighters accessing the roof.

Exception: On roofs with slopes of two units vertical in 12 units horizontal (2:12) or less, a 3-foot-wide clear pathway between the panel and sides, top, or eave is required on two sides.

M2301.2.1.3 Residential buildings with a single ridge. Panels/modules installed on residential buildings with hip roof layouts shall be located in a manner that provides a 3-foot-wide (914 mm) access pathways from the eave to the ridge on each roof slope Where panels/modules are located.

Exception: On roofs with slopes of two units vertical in 12 units horizontal (2:12) or less, a 3-foot-wide clear pathway between the panel and sides, top or eave is required on two sides.

M2301.2.1.4 Residential buildings with roof hips and valleys. Panels/modules installed on residential buildings with roof hips and valleys shall be located no closer than 18 inches (457 mm) to a hip or a valley where panels/modules are to be placed on both sides of a hip or valley. Where panels are to be located on only one side of a hip or valley that is of equal length, the panels shall be permitted to be placed directly adjacent to the hip or valley.

Exception: On roofs with slopes of two units vertical in 12 units horizontal (2:12) or less, a 3-foot-wide clear pathway between the panel and sides, top or eave is required on two sides.

M2301.2.1.5 Residential buildings smoke ventilation. Panels/modules installed on residential buildings shall be located no higher than 3 feet (914 mm) below the ridge in order to allow for fire department smoke ventilation operations.

(61) Amending Section M2301.5 Backflow protection. Section M2301.5 is amended to read:

M2301.5 Backflow protection. Connections from the potable water supply to solar systems shall comply with the County of Kaua'i Plumbing Code.

(62) Deleting CHAPTER 24 FUEL GAS. Chapter 24 is deleted in its entirety. Refer to the adopted County of Kaua'i Plumbing Code.

(63) Deleting Part VII - Plumbing. Part VII, which corresponds to Chapters 25 through 33, is deleted in its entirety. Refer to the adopted County of Kaua'i Plumbing Code.

(64) Deleting Part VIII - Electrical. Part VIII, which corresponds to Chapters 35 through 43, is deleted in its entirety. Refer to the adopted County of Kaua'i Electrical Code.

(65) Adopting APPENDIX N VENTING METHODS. APPENDIX N is adopted in its entirety with amendments for use with the County of Kaua'i Plumbing Code.

(66) Amending APPENDIX N VENTING METHODS User note. User note is amended to read:

User note:

About this appendix: Venting for plumbing systems is often best understood using diagrams such as isometrics. Appendix N illustrates a variety of venting methods indicated in the County of Kaua'i Plumbing Code.

(Ord. 1163, October 10, 2024)

§ 12-2.4 Tiny Houses.

For the purpose of this Ordinance as it applies to the construction of a Tiny House, the International Residential Code for One- and Two-Family Dwellings, Appendix Q, 2018 Edition, as copyrighted and published in 2017 by the International Code Council, Incorporated, 4051 Flossmoor Road, Country Club Hills, Illinois 60478, is by reference incorporated and made a part hereof, subject to the following amendment:

(1) SECTION AQ102

DEFINITIONS

TINY HOUSE. A dwelling that is 500 square feet (46 m²) or less in floor area excluding lofts. The maximum total floor area of 500 square feet shall mean the sum of the horizontal areas of each floor of a building, measured from the interior faces of the exterior walls. The total floor area shall include enclosed attached accessory structures such as garages or storage areas. Unenclosed attached structures such as carports, breezeways, lanais, or porches shall be excluded.

(Ord. 1163, October 10, 2024)

§ 12-2.5 Amendments to the International Existing Building Code.

The International Existing Building Code, 2018 Edition, is amended as follows:

(1) Amending Section 101.1 Title. Section 101.1 is amended to read:

101.1 Title. These regulations shall be known as the Existing Building Code of the Building Code of the County of Kaua'i, hereinafter referred to as "this code."

(2) Amending Section 102.4 Referenced codes and standards. Section 102.4 is deleted in its entirety and amended to read:

102.4 Referenced codes and standards. The codes and standards referenced in this code shall be considered to be part of the requirements of this code to the prescribed extent of each such reference and as further regulated in Sections 102.4.1 and 102.4.2.

Exception: Where enforcement of a code provision would violate the conditions of the listing of the equipment or appliance, the condition of the listing shall govern.

102.4.1 Conflicts. Where conflicts occur between provisions of this code and reference codes and standards, the provisions of this code shall apply.

102.4.2 Conflicting provisions. Where the extent of the reference to a referenced code or standard includes subject matter that is within the scope of this code, the provisions of this code, as applicable, shall take precedence over the provisions in the referenced code or standard.

102.4.3 Conflicts with laws. If this code conflicts with another applicable law of the jurisdiction, then said applicable law shall prevail over this code.

102.4.4 Building code. Whenever the term International Building Code is used in this code, it shall mean the County of Kaua'i Building Code.

102.4.5 Gas. Whenever the term International Fuel Gas Code is used in this code, it shall mean the County of Kaua'i Plumbing Code.

102.4.6 Plumbing. Whenever the term International Plumbing Code is used in this code, it shall mean the County of Kaua'i Plumbing Code.

102.4.7 Fire prevention. Whenever the term International Fire Code is used in this code, it shall mean the County of Kaua'i Fire Code.

102.4.8 Energy. Whenever the term International Energy Conservation Code is used in this code, it shall mean the County of Kaua'i Building Code.

102.4.9 Residential code. Whenever the term International Residential Code is used in this code, it shall mean the County of Kaua'i Building Code.

102.4.10 Electrical code. The provisions of the County of Kaua'i Electrical Code shall apply.

102.4.11 Other codes. Other referenced codes not listed in Section 102.4 are considered referenced guidelines and not mandatory.

(3) Deleting PART 2 - ADMINISTRATION AND ENFORCEMENT. This part is deleted in its entirety and replaced with the administrative and enforcement provisions in the International Building Code as amended by this Code.

(4) Adding Section 303.3.3 Pre-engineered bracing of post and pier foundations. Section 303.3.3 is added to read:

303.3.3 Pre-engineered bracing of post and pier foundations. For conventional light-framed single-family residences two stories or less above grade, seismic bracing retrofits of elevated wood post and pier foundation systems shall be permitted to be pre-engineered designs for braces or shear walls constructed in accordance with FEMA Hazard Mitigation Grant Program DR-1664-HI drawings, Structural Seismic Retrofits for Hawai'i Single Family Residences with Post and Pier Foundations May 2009.

(5) Amending Section 506.4.2 Snow and wind loads. Section 506.4.2 is amended to read:

506.4.2 Snow and wind loads. Where a change of occupancy results in a structure being assigned to a higher risk category, or where the change is from a Group S or Group U occupancy to any occupancy other than Group S or Group U, the structure shall satisfy the requirements of Sections 1608 and 1609 of the International Building Code for the new risk category.

Exceptions:
1.	Where the area of the new occupancy is less than ten percent (10%) of the building area, compliance with this section is not required. The cumulative effect of occupancy changes over time shall be considered.
2.	Where the change is from a Group S or Group U occupancy, use of seventy-five percent (75%) of snow and wind forces shall be permitted.

(6) Amending Section 506.4.3 Seismic loads (seismic force-resisting system). Section 506.4.3 is amended to read:

506.4.3 Seismic loads (seismic force-resisting system). Where a change of occupancy results in a building being assigned to a higher risk category, or where the change is from a Group S or Group U occupancy to any occupancy other than Group S or Group U, the building shall satisfy the requirements of Section 1613 of the International Building Code for the new risk category using full seismic forces.

Exceptions:
1.	Where the area of the new occupancy is less than ten percent (10%) of the building area, and the new occupancy is not assigned to Risk Category IV, compliance with this section is not required. The cumulative effect of occupancy changes over time shall be considered.
2.	Where a change of use results in a building being reclassified from Risk Category I or II to Risk category III and the seismic coefficient, SDS, is less than 0.33, compliance with this section is not required.
3.	Unreinforced masonry bearing wall buildings assigned to Risk Category III and to Seismic Design Category A or B shall be permitted to use Appendix Chapter A1 of this code.
4.	Where the change is from a Group S or Group U occupancy, use of reduced seismic forces shall be permitted.

(7) Amending Section 706.2 Addition of replacement of roofing or replacement of equipment. Section 706.2 is amended to read:

706.2 Addition of replacement of roofing or replacement of equipment. Any existing gravity load-carrying structural element for which an alternation causes an increase in design dead, live or snow load, including snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the International Building Code for new structures.

Exceptions:
1.	Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes where the altered building complies with the conventional light-frame constructions methods of the International Building Code or the provisions of the International Residential Code.
2.	Buildings in which the increased dead load is due entirely to the addition of a second layer of roof covering or addition of insulation, weighing 3 pounds per square foot (0.1437 kN/m3) or less over an existing single layer of roof covering.

(8) Amending Section 706.3.2 Roof diaphragms resisting wind loads in high-wind regions. Section 706.3.2 is amended to read:

706.3.2 Roof diaphragms resisting wind loads in high-wind regions. Where roofing materials are removed from more than 50 percent of the roof diaphragm of section of a building located where the basic wind speed, V, determined in accordance with Figure 1609.3(1) of the International Building Code, is greater than 115 mph (51 m/s) or in a special wind region, as defined in Section 1609 of the International Building Code, roof diaphragms, connections of the roof diaphragm to the roof framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in the International Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting seventy-five percent (75%) of those wind loads, they shall be replaced or strengthened in accordance with at least seventy-five percent (75%) of the loads specified in the International Building Code.

(9) Amending Section 1006.2 Snow and wind loads. Section 1006.2 is amended to read:

1006.2 Snow and wind loads. Where a change of occupancy results in a structure being assigned to a higher risk category, or where the change is from a Group S or Group U occupancy to any occupancy other than Group S or Group U, the structure shall satisfy the requirements of Sections 1608 and 1609 of the International Building Code for the new risk category.

Exceptions:
1.	Where the area of the new occupancy is less than ten percent (10%) of the building area, the cumulative effect of occupancy changes over time shall be considered.
2.	Where the change is from a Group S or Group U occupancy, use of seventy-five percent (75%) of snow and wind forces shall be permitted.

(10) Amending Section 1006.3 Seismic loads. Section 1006.3 is amended to read:

1006.3 Seismic loads. Where a change of occupancy results in a building being assigned to a higher risk category, or where the change is from a Group S or Group U occupancy to any occupancy other than Group S or Group U, the building shall satisfy the requirements of Section 1613 of the International Building Code for the new risk category using full seismic forces.

Exceptions:
1.	Where a change of use results in a building being reclassified from Risk Category I or II to Risk Category III and the seismic coefficient, SDS, is less than 0.33, compliance with this section is not required.
2.	Where the area of the new occupancy is less than 10 percent of the building area and the new occupancy is not assigned to Risk Category IV. The cumulative effect of occupancy changes over time shall be considered.
3.	Unreinforced masonry bearing wall buildings assigned to Risk Category III and to Seismic Design Category A or B shall be permitted to use Appendix Chapter A1 of this code.
4.	Where the change is from a Group S or Group U occupancy, use of reduced seismic forces shall be permitted.

(Ord. 1163, October 10, 2024)