Haw. Code R. § tit. 3, Building Code Council, State Building Code Council, Amendments to the 2018 ICC International Building Code (IBC), 56

Download

PDF

Current through November, 2024

Appendix W - Hawaii wind design provisions for new construction

Appendix W is added to read as follows:

"APPENDIX W

Hawaii 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 Windborne Debris Region definition.

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

"WIND-BORNE DEBRIS REGION. Areas in Hawaii 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 Fig 1609.3 (5). For Risk Category III buildings and structures, the wind-borne debris region shall be based on Figure 16093(6). For Risk Category IV buildings, the windborne debris region shall be based on Fig 1609.3 (7)."

W103 Revised Notations for Section 1602

The following Notations are added to Section 1602: "V_eff-asd= Effective allowable stress design wind speed, miles per hour (mph) (km/hr) where applicable, calculated per Section 160931, that includes the effect of the special Hawaii factors for topographic effects and directionality.

V = Basic design wind speeds, miles per hour (mph) (km/hr) determined from Figures 1609.3(1) through 1609.3(8) or 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 Wind design data.

Section 1603.1.4 is amended to read as follows:

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 Amendments to Section 1609.1 through 1609.4

Sections 1609.1 through 1609.4 are amended to read as follows:

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.

1609.1.1Determination 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, Kd, Velocity Pressure Exposure Coefficient, Kz, and Topographic Factor, Kzt, 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 of 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 1609.3(1) through 1609.3(8) 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.

1609.2Protection of openings.

In windborne 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 windborne 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, Hawaii residential safe room, or alternatively provide an equivalently sized room structurally protected by construction complying with Section 429.5.

1609.2.1Louvers.

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.

1609.2.2Application 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:

6.2.2.1Wind Zone 1-130 mph [LESS THAN EQUAL TO] basic design wind speed, V [LESS THAN] 140 mph.

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

6.2.2.3Wind Zone 3-150 mph (58 m/s) [LESS THAN EQUAL TO] basic design wind speed, V[LESS THAN] 160 mph (63 m/s), or 140 mph (54 m/s) [LESS THAN EQUAL TO] basic design wind speed, V [LESS THAN EQUAL TO] 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.

6.2.2.4Wind Zone 4 - basic design wind speed, V [GREATER THAN] 160 mph (63 m/s).

Table 1609.2.2

Wind-Borne Debris Protection Fastening Schedule For Wood Structural Panels ^a,b,c,d

Fastener Type	Fastener Spacing
Fastener Type	Panel span [LESS THAN EQUAL TO] 4 feet	Panel span [GREATER THAN] 4 feet and [LESS THAN EQUAL TO] 6 feet	Panel span [GREATER THAN] 6 feet and [LESS THAN EQUAL TO] 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.

1609.2.3Garage doors.

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

1609.3Basic design wind speed.

The basic design wind speed, V, in mph, for the determination of the wind loads shall be determined by Figures 1609.3(1) through (8). The basic design wind speed, V, for use in the design of Risk Category II buildings and structures shall be obtained from Figures 1609.3(1) and 1609.3(5). The basic design wind speed, V, for use in the design of Risk Category III buildings and structures shall be obtained from Figures 1609.3(2) and 1609.3(6). The basic design wind speed, V, for use in the design of Risk Category IV buildings and structures shall be obtained from Figures 1609.3(3) and 1609.3(7). The basic design wind speed, V, for use in the design of Risk Category I buildings and structures shall be obtained from Figures 1609.3(4) and 1609.3(8).

The basic design wind speed, V, shown for Hawaii in Figures 1609.3(5) through 1609.3(8) include topographic effects near mountainous terrain and near gorges, and shall be used with a topographic factor Kzt 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, Vunt, 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

1609.3.1Wind speed conversion

Where required, the basic design wind speeds of Figures 1609.3(1) through 1609.3(8), shall be converted to effective allowable stress design wind speeds, V_eff-asd, using Table 1609.3.1 or Equation 16-33.

Click here to view image

(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 1609.3(1) through 1609.3(8).

TABLE 1609.3.1

WIND SPEED CONVERSIONS ^{a, 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 1609.3(1) through 1609.3(8).

1609.3.2Topographic 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 Figures 1609.3.2(a) through 1609.3.2(f).

Exception:

Site-specific probabilistic analysis of directional K_zt based on windtunnel 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 1609.3(5) through 1609.3(8) that already include topographic effects near mountainous terrain and near gorges, which shall be used with a topographic factor Kzt of 1.0 and the directionality factors given in Table 26.6-1 of ASCE 7.

Click here to view image

Figure 1609.3.2(a)

County of Hawaii Peak Gust Topographic FactorK_zt

Click here to view image

Figure 1609.3.2(b)

County of Maui, Island of Maui Peak Gust Topographic FactorK_zt

Click here to view image

Figure 1609.3.2(c)

County of Maui, Island of Molokai Peak Gust Topographic FactorK_zt

Click here to view image

Figure 1609.3.2(d)

County of Maui, Island of Lanai Peak Gust Topographic FactorK_zt

Click here to view image

Figure 1609.3.2(e)

City and County of Honolulu Peak Topographic FactorK_ztfor Building Heights up to 100 feet^a,b

a. 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. For buildings taller than 160 feet, this submittal shall include peak gust velocity profiles for all wind direction sectors.

b. At Exposure B sites with ground elevations less than 500 feet, K_zt values [GREATER THAN OR EQUAL TO] 1.2 shall be permitted to be reduced for building heights greater than 100 feet by multiplying K_zt mapped in Figure 1609.3.2(e) by the height adjustments given in the Table 1609.3.3(e)2.

Interpolation is permitted.

Table 1609.3.3(e)2

Height Adjustment of Mapped K_zt Values at Sites with Ground Elevation Less than 500 feet

Building roof height above ground (ft)	[LESS THAN OR EQUAL TO]100	120	140	160	180	200	220	[GREATER THAN OR EQUAL TO]240
Adjustment factor to K_zt [GREATER THAN OR EQUAL TO] 1.2	100%	98%	96%	94%	92%	90%	92%	94%

Click here to view image

Figure 1609.3.2(f)

County of Kauai Peak Gust Topographic FactorK_zt

1609.3.3Directionality factor.

The wind directionality factor, K_d, shall be determined from Tables 1609.3.3(a)(1) through 1609.3.3(a)(3) and 1609.3.3(b)(1) through 1609.3.3(b)(3), and Figures 1609.3.3(a)(4) and 1609.3.3(b)(4).

Exception: Basic design wind speed, V, is determined per Figures 1609.3(5) through 1609.3(8) that already include topographic effects near mountainous terrain and near gorges, which shall be used with a topographic factor Kzt of 1.0 and the directionality factors given in Table 26.6-1 of ASCE 7.

Table 1609.3.3(a)(1)

K_d Values for Main Wind Force Resisting Systems Sited in Hawaii County ^a,b

Topographic Location on the Island of Hawaii	Main Wind Force Resisting Systems		Main Wind Force Resisting Systems with totally independent systems in each orthogonal direction		Biaxially Symmetric and Axisymmetric Structures of any Height and Arched Roof Structures
Topographic Location on the Island of Hawaii	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.
Sites in North Kohala, South Kohala, South Kona, South Hilo, and Puna Districts at an elevation not greater than 3000 ft.	0.65	0.70	0.70	0.75	0.85
All other sites	0.70	0.80	0.75	0.80	0.95

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.

Table 1609.3.3(a)(2)

K_d Values for Main Wind Force Resisting Systems Sited in Maui County ^a,b

Topographic Location in the County of Maui	Main Wind Force Resisting Systems		Main Wind Force Resisting Systems with totally independent systems in each orthogonal direction		Biaxially Symmetric and Axisymmetric Structures of any Height and Arched Roof Structures
Topographic Location in the County of Maui	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.
Sites on the Island of Maui at an elevation not greater than 1000 ft.	0.60	0.65	0.70	0.75	0.85
Sites on the Island of Maui at an elevation greater than 1000 ft.	0.65	.70	0.75	0.80	0.90
All other sites on the Islands of Molokai and Lanai	0.80	0.85	0.80	0.85	0.95

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

Table 1609.3.3(a)(3)

K_d Values for Main Wind Force Resisting Systems Sited on Oahu, Hawaii^a,b

Topographic Location on Oahu, Hawaii	Main Wind Force Resisting Systems		Main Wind Force Resisting Systems with totally independent systems in each orthogonal direction		Biaxially Symmetric and Axisymmetric Structures of any Height and Arched Roof Structures
Topographic Location on Oahu, Hawaii	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.
Sites within valleys at an elevation of at least 50 ft. but not greater than 500 ft.	0.65	0.70	0.70	0.75	0.85
Central Oahu above an elevation of 500 ft, the Ewa and Kapolei plains, and coastal areas with Kzt (10m) not greater than 1.2	0.75	0.80	0.75	0.80	0.95
All other areas, including Hills, Hillsides, Ridges, Bluffs, and Escarpments at any elevation or height; coastal and inland areas with K_zt (10m) greater than 1.2	0.70	0.75	0.75	0.80	0.90

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

Click here to view image

Figure 1609.3.3(a)(4)

K_d Values for Main Wind Force Resisting Systems Sited on Kauai County, Hawaii ^a,b

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

Table 1609.3.3(b)(1)

K_d Values for Components and Cladding of Buildings Sited in Hawaii County ^a,b

Topographic Location on the Island of Hawaii	Components and Cladding
Topographic Location on the Island of Hawaii	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.	Risk Category IV Buildings and Structures
Sites in North Kohala, South Kohala, South Kona, South Hilo, and Puna Districts at an elevation not greater than 3000 ft.	0.65	0.70	0.75
All other sites	0.75	0.80	0.85

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

Table 1609.3.3(b)(2)

K_d Values for Components and Cladding of Buildings Sited in Maui County ^a,b

Topographic Location on the County of Maui	Components and Cladding
Topographic Location on the County of Maui	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.	Risk Category IV Buildings and Structures
Sites on the Island of Maui at an elevation not greater than 1000 ft	0.65	0.70	0.75
Sites on the Island of Maui at an elevation greater than 1000 ft.	0.70	0.75	0.85
All other sites on the Islands of Molokai and Lanai	0.80	0.85	0.85

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

Table 1609.3.3(b)(3)

K_d Values for Components and Cladding of Buildings Sited on Oahu, Hawaii ^a,b

Topographic Location on Oahu	Components and Cladding
Topographic Location on Oahu	Mean Roof Height less than or equal to 100 ft.	Mean Roof Height greater than 100 ft.	Risk Category IV Buildings and Structures
Sites within valleys at an elevation of at least 50 ft. but not greater than 500 ft.	0.65	0.70	0.75
Central Oahu above an elevation of 500 ft, the Ewa and Kapolei plains, and coastal areas with K_zt (10m) not greater than 1.2	0.75	0.80	0.85
All other areas, including Hills, Hillsides, Ridges, Bluffs, and Escarpments at any elevation or height; coastal and inland areas with K_zt (10m) greater than 1.2	0.70	0.75	0.80

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

Click here to view image

Figure 1609.3.3(b)(4)

K_d Values for Components and Cladding of Buildings Sited on Kauai County, Hawaii ^a,b

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

1609.4Exposure 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.

1609.4.1Wind 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 Figures 1609.4(a) through 1609.4(e).

Click here to view image

Figure 1609.4 (a)

Exposure Category Zones for Hawaii County

Click here to view image

Figure 16094 (b)

Exposure Category Zones for Island of Maui, Maui County

Click here to view image

Figure 16094 (c)

Exposure Category Zones for Islands of Molokai and Lanai, Maui County

Click here to view image

Figure 16094 (d)

Exposure Category Zones for the City and County of Honolulu

Click here to view image

Figure 1609.4 (e)

Exposure Category Zones for Kauai County"

W106 Roof-top Solar panels

Section 1609.5.4 is added to read as follows:

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:

F = q_h (GC_p) C_N A (lb) (N) (Equation 1609-5)

Where:

C_N = pressure coefficients for monoslope free roofs from ASCE 716 Table 30.8-1 considering each elevated panel as a free roof surface in clear wind flow. The angle [THETA] used for the determination of C_N shall be measured as the angle of the panel with respect to the plane of the roof ( [OMEGA] in Figure 16095-1) Values of C_N for forces on the panel may be taken as the Zone 1 coefficients

Exception: Zone 2 coefficients for C_N shall be used where the panel angle, [OMEGA], is greater than 7.5 degrees; panels are located a distance less than or equal to twice the roof height measured from a roof corner; and the parapet is greater than 24 inches (610 mm) in height above the roof.

GC_p = the component and cladding external pressure coefficient for roofs for the roof zone corresponding to the location of the solar panel, and the effective wind area shall be that of the solar panel. The minimum magnitude of negative pressure values of GC_p in Zone 1 shall be taken as -1.0.

A = the total area of the solar panel element.

When located in roof zone 2 or 3 as defined in ASCE 7, the force F shall be applied with an eccentricity equal to a third of the solar panel width.

1609.5.4.1 Additive panel wind loads. The load on the panel shall be applied as point load anchorage reactions additive to the resultant of the pressure determined acting on the portion of the roof underlying the panel.

1609.5.4.2 Ballasted panels. Panels that are ballasted for uplift resistance and tilted at an angle a of 10 degrees or more from a horizontal plane shall be designed to resist the force determined by Equation 1609-7:

Click here to view image (lb) (N) (Equation 1609-7)

Where:

F = the normal force on each panel determined in accordance with Section 1609.5.4

[ALPHA] = the angle of the roof plane with respect to horizontal.

[BETA] = the angle of tilt of the panel with respect to the roof plane.

µ = the static friction coefficient between the panel base and its bearing surface.

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 Revisions to Section 2304.6.1.

Section 2304.6.1 is amended to read as follows:

2304.6.1" 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 Revisions to Table 2304.6.1.

Table 2304.6.1 is amended to read as follows:

"TABLE 2304.6.1

MAXIMUM EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED, V_eff-asd PERMITTED FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURES^a,b,c

MINIMUM NAIL		MINIMUM WOOD STRUCTURA L PANEL SPAN RATING	MINIMUM NOMINAL PANEL THICKNESS (inches)	MAXIMU M WALL STUD SPACING (inches)	PANEL NAIL SPACING		MAXIMUM EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED, V_eff-asd^d(MPH)
Size	Penetration (inches)				Edges (inches o.c.)	Field (inches o.c.)	Wind exposure category
							B	C	D
6d common (2.0" ×0.113")	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.

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

W109 Revisions to Table 2308.7.5.

Table 2308.7.5 is amended to read as follows:

"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
V_eff-asd, 3-sec gust	12	20	24	28	32	36	40	Overhangs (pounds/ft)^d
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)
Exposure	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"

Haw. Code R. tit. 3, Building Code Council, State Building Code Council, Amendments to the 2018 ICC International Building Code (IBC), 56

[Eff 4/20/2021]