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BALLOT AND PUBLIC COMMENTS AGENDA FOR COMMITTEE MEETING #6-JUNE 2013

BALLOT COMMENTS FROM BALLOT OF CAR ON PROPOSALS SUBMITTED ON ICC 600-2008 – PUBLIC

COMMENTS ON THE FIRST PUBLIC COMMENTS DRAFT FOR THE DEVELOPMENT OF ICC 600-2013

Ballot and Public Comments Agenda of 148May 2013

IS-RHW1-11/12Section 101.3

Proponent: Jay Crandell, P.E., Foam Sheathing Committee, Plastics division of the American Chemistry Council

Revise as follows:

101.3 Integrity of building envelope. Individual elements of a building not in strict compliance with or addressed by this standard may be engineered without requiring engineering for the entire building. Elements which maintain the structural integrity of the building envelope shall comply with Chapter 6 and Chapter 7. Windows and doors that are not addressed in Chapter 6 and exterior wall coverings that are not addressed in Chapter 7 shall be designed and installed to comply with the components and cladding load of Section 1609 of the International Building Code.

Reason: Exterior wall coverings are also important to structural integrity of the building envelope and should be addressed in Section 101.3.

Committee Action: Accept in Principle

Modify as follows:

101.2.3 Buildings outside the range of design parameters,design load criteria, and materials and methods of constructionset forth in this standard are beyond the scope of thisstandard. However, individual elements of a building not in strict compliance with or addressed by this standard may be engineered without requiring engineering for the entire building.

101.3 Integrity of building envelope. Individual elements of a building not in strict compliance with or addressed by this standard may be engineered without requiring engineering for the entire building. Elements which maintain the structural integrity of the building envelope shall comply with Chapter 6 and Chapter 7. Windows and doors that are not addressed in Chapter 6 and exterior wall coverings that are not addressed in Chapter 7 this standard or shall be designed and installed to comply in accordance with the components and cladding load of Section 1609 of the International Building Code.Reason

1. The first sentence in 101.3 is out of place and should be moved to Section 101.2. Second sentence incorrectly referenced the provisions of Chapter 6 Fenestration for any element that maintains the structural integrity of the building envelope. It is believed that the intent was to ensure that doors and windows were designed for the proper C&C loads, thereby helping to maintain the building envelope. However, the provisions and reference standards in Chapters 2, 3, 4 and 7 also contain provisions that must be met to maintain the building envelope. In order to clarify the intent, that the structural integrity of the building envelope must be maintained, the remaining wording was combined and broadened as shown in the modified text of 101.3.


Committee Reason: The committee requested proponent to modify the proposal to address the committees concern about exterior wall coverings maintaining structural integrity of the building.

IS-RHW1-1 (Ballot Comment)

Proponent: Brad Douglas

Further modify as follows:

101.2.3 Buildings outside the range of design parameters, design load criteria, and materials and methods of construction set forth in this standard are beyond the scope of this standard. However, For buildings within the scope of this standard, individual elements of a building not in strict compliance with or addressed by this standard may be engineered shall be permitted when engineered without requiring engineering for the entire building.

(portions not shown to remain unchanged)

Reason: I agree with the intent of the second sentence in 101.2.3 but, as written, I think it is too open-ended since it is tied to the section on “Buildings outside the range of design parameters”. I think this needs to be in its own section or preceded as follows:


Proponent: Gary Ehrlich


101.2.3 Buildings outside the range of design parameters, design load criteria, and materials and methods of construction set forth in this standard are beyond the scope of this standard. However, individual elements of a building not in strict compliance with or addressed by this standard may be engineered without requiring engineering for the entire building.

101.2.4 Individual elements of a building not in strict compliance with or addressed by this standard shall be permitted to be engineered without requiring engineering for the entire building.


Reason: I agree with moving the first sentence of current Section 101.3 since it doesn’t deal with integrity. I suggest for additional clarity making it a new section 101.2.4 rather than adding it to the existing Section 101.2.3.



Proponent: Eric Haefli

General Comment: My only concern is that “maintain the structural integrity” is a little vague. Is the intent the materials and attachment of the materials to resist all forces, such as pressures and impacts from windborne debris, or is it intended to resist only wind pressures? Also, it may be wise to define “Building Envelope” as “The elements of the building which separate the exterior environment from interior conditioned and interior unconditioned spaces intended to be enclosed.”

IS-RHW9-11/12Section 104.5

Proponent: Gary J. Ehrlich, P.E. NAHB

Revise as follows:

104.5 Topographic Wind Effects Applicability. Where required by the authority having jurisdiction, topographic wind effects in accordance with this section shall be considered for buildings located on the top half of isolated hills, ridges or escarpments. The provisions of Section R301.2.1.5.1 of the International Residential Code shall be permitted to be used to determine an adjusted design wind speed. Where the design wind speed adjusted for topographic wind effects exceeds the limitations of Section 104.3, the design of the building shall be in accordance with the International Building Code and ASCE 7. Topographic wind effects shall apply The provisions of this standard shall not apply to buildings sited where all of the following conditions exist:

1. The hill, ridge or escarpment is 60 feet (18 288 mm) or higher if located in Exposure B or 30 feet (9144 mm) or higher if located in Exposure C;

2. The maximum average slope of the top half of the hill, ridge or escarpment exceeds 10 percent; and

3. The hill, ridge or escarpment is unobstructed upwind by other such topographic features for a distance from the high point of 100 50 times the height of the hill, ridge or escarpment or 2 1 miles (1.61 km), whichever is greater.

4. The top of the hill, ridge or escarpment is equal to or exceeds twice the height of other such upwind topographic features located within a 2 mile radius from the high point of the hill, ridge or escarpment under consideration.

Reason: The purpose of this proposal is to revise the limitation on using ICC 600 in areas where topographic wind effects occur. At the time the 2008 edition of ICC 600 was under development, any designer who wanted to consider topographic wind effects had to use the complex provisions of ASCE 7 to determine an adjusted design wind speed. Subsequently, a simplified method for determining an adjusted design wind speed including topographic effects was added to the IRC. ICC 600 should be revised to allow use of these simplified procedures for sites where topographic wind effects are a concern. In addition, the triggers for topographic wind effects are modified to match the 2012 IRC.

Committee Action: Accept.Ballot and Public Comments Agenda of 148May 2013



Delete the proposal without substitution:

Reason: The Table R301.2.1.5.1 on adjustments for wind speed modifications for topographic effects has not been updated and I’m not sure there are plans to update. If it is not updated, it is an incorrect reference. I would suggest that it would be more useful to add the information from IRC to ICC-600 and correct the table values.

IS-RHW17-11/12Section 209.8.3

Proponent: Bonnie Manley, American Iron and Steel Institute

Revise as follows:

209.8.3 Floor and roof diaphragm construction. Floor and roof diaphragms shall be constructed of wood structural panel sheathing attached to wood or cold-formed steel framing in accordance with Section 303.1.1 or Section 303.1.2.

Reason: This proposal editorially corrects the language so that it matches the terminology used in Section 2211 of the 2012 IBC.

Committee Action: Accept.



Revise as follows:

209.8.3 Floor and roof diaphragm construction. Floor and roof diaphragms shall be constructed of wood structural panel sheathing attached to wood or cold-formed steel framing in accordance with Section 303.1.1 or cold-formed steel framing in accordance with Section 303.1.2.

Reason: Wording at the end of the sentence is a bit confusing. Recommend it be changed as follows:


IS-RHW21-11/12Section 302.1.7 (new), 309 (new)

Proponent: John Ingargiola and T. Eric Stafford, US Dept of Homeland Security, Federal Emergency Management Agency and T. Eric Stafford & Associates, LLC, representing FEMA.

Revise as follows:

302.1.7 Roof sheathing attachment shall be in accordance with Section 309.

SECTION 309ROOF SHEATHING

309.1 Installation. Roof sheathing shall be a minimum of 15/32-inch Exposure 1 wood structural panels installed in accordance with Figure 309(1). Long dimension shall be perpendicular to framing end joints shall be staggered.

Exception: Where stronger diaphragms are required.

309.2 Roof sheathing spans. Roof framing shall be spaced such that the sheathing spans do not exceed those specified in Table R503.2.1.1(1) of the International Residential Code .

309.3 Sheathing fastenings. Wood structural panel sheathing shall be fastened to roof framing with 8d ring-shank nails at 6 inches on center at edges and 6 inches on center at intermediate framing. Ring-shank nails shall have the following minimum dimensions:

1. 0.113 inch nominal shank diameter2. Ring diameter of 0.012 over shank diameter3. 16 to 20 rings per inch4. 0.280 inch full round head diameter5. 2 3/8- inch nail length

Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be 4 inches on center in nailing zone 3 for 130 mph or greater design wind speeds in accordance with Figure 309(2).

Exceptions:

1. Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 110 mph or lower design wind speeds in accordance with Figure 309(2).

2. Where roof framing with a specific gravity, G ≥ 0.49 is used, spacing of ring-shank fasteners shall be permitted at 12 inches on center at intermediate


framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 120 mph or lower design wind speeds in accordance with Figure 309(2).

3. Where roof framing with a specific gravity, G ≥ 0.49 is used, 8d common or 8d hot dipped galvanized box nails at 6 inches on center at edges and 6 inches on center at intermediate framing shall be permit ted for 100 mph or lower design wind speeds in accordance with Figure 309(2).

4. Where roof diaphragm requirements necessitate a closer fastener spacing.

FIGURE 309(1)WOOD STRUCTURAL PANLE ROOF SHEATHING LAYOUT

FIGURE 309(2)WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING ZONES

Reason: The purpose of this proposal is to significantly improve the performance of roof sheathing in hurricanes. As noted in chapter 8 (page 8-11) of FEMA 488, MAT Report of Hurricane Charley in Florida (FEMA, 2005), use of ring shank nails is recommended to fasten or refasten roof decking in high wind regions, because of higher withdrawal capacities as described on page 7-5 of FEMA 762, Local Officials Guide to Coastal Construction (FEMA, 2009) and page 9-4 of FEMA 55, Coastal Construction Manual (FEMA 2011). Fact Sheet 7.1 of FEMA 499, Home Builder’s Guide To Coastal Construction (2010, FEMA) recommends 15/32” or thicker panels, ring shank nails and panel nailing zone as shown in Figure 309(2). Tests conducted by Clemson University and the International Hurricane Center showed that 8d ring shank nails have more than double the uplift capacity of 8d common nails when used to fasten wood structural panels to wood roof framing. The use of 8d ring shank nails results in a marginal increase in cost over 8d common nails for typical single family dwelling sizes. The physical specifications of the ring shank nails provided in this section are consistent with the characteristics of the nails used in the tests.


It is also worth noting that this proposal is consistent with current ICC 600 requirements for roof sheathing attachment for buildings with concrete or masonry exterior walls (See Section 207.3 in ICC 600). Additionally, this proposal is also consistent with the roof sheathing attachment requirements of the 2007 Florida Building Code, Residential (and the forthcoming 2010 Edition).


IS-RHW 21-1 (Ballot Comment)


Delete the proposal without substitution

Reason: These new prescriptive requirements serve as an over-ride to the pre-engineered requirements in the WFCM. The sheathing thickness, rafter spacing, and sheathing attachment in the WFCM have all been engineered for the wind loads required in ASCE 7-10 and referenced in this standard.

309.1 Installation – This section requires 15/32” wood structural panels for all wind speeds. This sheathing thickness is excessive for the low wind speeds and close rafter spacings while inadequate for the high wind speeds and wider rafter spacings.

309.2 Roof sheathing spans are a function of the rafter/truss spacing. While the IRC allows roof sheathing to span up to 32” o.c., the WFCM limits these spacings to no more than 24” o.c. This provision is redundant and confusing.

309.3 Sheathing fasteners – This section requires non-standard ring-shank nails to be used to attach all roof sheathing and over-rides the engineering requirements in the WFCM. The intent, as explained by the proponent, is to increase the roof sheathing attachment requirements above those provided by an engineered design because it “doesn’t add cost”. However, the ring-shank nails prescribed in the proposal are not standard and have not been tested sufficiently. The test data discussed at the RHW meetings and in testimony at the ICC hearings on IBC S257-11/12 were predominately based on much larger diameter ring-shank nails. As a result, it provides a skewed benefit of ring-shank nails. In addition, much of the testing was performed with material with unreported specific gravity and moisture content; therefore, it is impossible to determine if the nails tested represent the reference conditions needed to establish design properties. However, a review of the test results analyzed showed that, for 8d common (smooth-shank) nails in SPF, the average withdrawal was 202 lbf and for the 0.113 ring-shank nails described in this proposal, the average withdrawal was 213 lbf. In comparison, the withdrawal wind design value from the NDS is 67 lbf.

The other portion of this issue that is not mentioned in the proposal and tends to be ignored during discussion is that ring-shank nails have smaller root diameters. These nails are more prone to tension failure and have significantly lower lateral capacities unless higher strength steel is used in the manufacturing process. This issue has historically been a proprietary fastener issue and is addressed in product evaluation reports. Without special materials, a 0.113 ring-shank nail would have a lateral wind design value of 70 lbf while the 8d common nail has a lateral wind design value of 110 lbf. As a result, engineered roof diaphragms in the WFCM would need to be reduced by over 50%. To compensate for this reduction, the aspect ratio limits for roof diaphragms in the WFCM would need to be reduced or roof sheathing would need to be blocked at all panel edges.

I strongly recommend that the Committee overturn this decision and allow engineered wood design to comply with the design standards rather than adding prescriptive over-rides that make it nearly impossible to correctly design and build a wood-frame roof system to meet the wind load requirements.




Revise as follows:

309.1 Installation. Roof sheathing shall be a minimum of 15/32-inch Exposure 1 wood structural panels sized in accordance with the AWC WFCM. Sheathing panels shall be installed in accordance with Figure 309(1). with their long Long dimension shall be perpendicular to framing and panel end joints shall be staggered.

Exception: Where stronger diaphragms are required.

309.2 Roof sheathing spans. Roof framing shall be spaced such that the sheathing spans do not exceed those specified in Table R503.2.1.1(1) of the International Residential Code.

309.23 Sheathing fastenings. Wood structural panel sheathing shall be fastened to roof framing with 8d ring-shank nails at spacing not greater than 6 inches on center at edges and 6 inches on center at intermediate framing. Ring-shank nails shall have the following minimum dimensions:


Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be not greater than 4 inches on center in nailing zone 3 for 130 mph or greater design wind speeds in accordance with Figure 309(2).

Exceptions:

1. Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall not be greater than be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 110 mph or lower design wind speeds in accordance with Figure 309(2).

2. Where roof framing with a specific gravity, G ≥ 0.49 is used, spacing of ring-shank fasteners shall not be greater than be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 120 mph or lower design wind speeds in accordance with Figure 309(2).

3. Where roof framing with a specific gravity, G ≥ 0.49 is used, 8d common or 8d hot dipped galvanized box nails spaced not greater than at 6 inches on center at edges and 6 inches on center at intermediate framing shall be permitted for 100 mph or lower design wind speeds in accordance with Figure 309(2).



Reason: This comment makes editorial and technical improvements to the original proposal.

Section 309.1 – The section is revised and the exception is deleted. ICC-600 requires compliance with the WFCM for the wood-framed portions of the dwelling. Section 309.1 should not override the WFCM with an arbitrary minimum thickness (apparently dating from SSTD-10). Chapter 3 of the WFCM provides prescriptive tables of required sheathing thicknesses based on wind speed and rafter/truss spacing and


plan dimension limits to control diaphragm loads. Chapter 2 provides tables of required diaphragm loads and directs the engineer to the SDPWS to select roof sheathing with the required shear capacity.

Section 309.2 – As above, this section is not needed as compliance with the WFCM is required. Table S-2A of the WFCM provides maximum spans and allowable loads of roof sheathing for use with engineered roof suction and diaphragm loads from Chapter 2 of the WFCM. Table 3.12A provides prescriptive minimum thicknesses for roof sheathing based on common framing spacing.

Section 309.3 – The provision is amended so the required fastener spacing is always specified as a maximum. As written, if nails that are supposed to be 6” on center happen to be installed at 5” on center, the roof technically does not comply. SDPWS made similar changes in 2008. As with the exception in Section 309.1, it should go without saying that a tighter spacing is allowed if required by design. Again, the WFCM tables and provisions, or the engineer’s design per SDPWS, will specify this.

Note that Sections 207.3.1 and 207.3.2, from which the provisions of RHW21 are copied and adapted, needs to be revised accordingly. A comment has been provided to RHW47, the committee wind update proposal for Chapter 2, to accomplish this.


Proponent: Marcelino Iglesias

Delete proposal without substitution:

Reason: This proposal creates inconsistency with AF&PA WFCM which may not be able to use if the designer chooses to use ring-shank nails to fasten the wood structural panel sheathing. How is this to be address?


Proponent: Eric Stafford

Revise as follows:

309.3 Sheathing fastenings. Wood structural panel sheathing shall be fastened to roof framing with 8d ring-shank nails at 6 inches on center at edges and 6 inches on center at intermediate framing. Ring-shank nails shall have the following minimum dimensions:



Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be 4 inches on center in nailing zone 3 where Vult is 160 for 130 mph or greater design wind speeds in accordance with Figure 309(2).

Exceptions:

1. Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any Vult design wind speed and in nailing zone 2 for Vult less than or equal to 140 110 mph or lower design wind speeds in accordance with Figure 309(2).

2. Where roof framing with a specific gravity, G ≥ 0.49 is used, spacing of ring-shank fasteners shall be permitted at 12 inches on center at intermediate framing in nailing zone 1 for any Vult design wind speed and in nailing zone 2 for Vult less than or equal to 150120 mph or lower design wind speeds in accordance with Figure 309(2).

3. Where roof framing with a specific gravity, G ≥ 0.49 is used, 8d common or 8d hot dipped galvanized box nails at 6 inches on center at edges and 6 inches on center at intermediate framing shall be permitted for Vult less than or equal to 130 100 mph or lower design wind speeds in accordance with Figure 309(2).


(portions not shown remain unchanged)

Reason: When RHW21 was originally submitted, the committee had not yet decided which wind speed maps to use (ASD level maps in the IRC or Strength design level maps in the IBC and ASCE 7). The wind speed triggers in RHW21 are ASD level wind speeds. After the decision was made to use the strength design level maps in ICC 600, we failed to convert the wind speeds in RHW21. This comment simply converts the winds speeds to the appropriate strength design level in is consistent with proposal RHW47 for masonry and concrete structures.

IS-RHW21-5 (Public Comment)

Proponent: John Kurtz, International Staple, Nail and Tool Association


Reason: Our objections are based on the following points:

1. Building code standards are the wrong place for nail specifications.2. The proposal is a poor specification.3. The proposed nail is not available.4. The proposal would present enforcement problems.5. There are deficiencies with the proposal from the perspective of code language.

These points are discussed is some detail below.

Nail Specifications Do Not Belong in Building Code Standards


The detail on nail features included in the proposal, though incomplete, amounts to an attempt to specify a nail.

ASTM F1667 is the nail and staple specification referenced in the IBC and IRC. It is maintained through the ASTM standards development process. Though eminently qualified for its mission, the ICC-600 Committee does not have the specialized resources necessary for maintaining a nail specification.

The Proposal Is a Poor Specification.

Nail diameter is poorly presented. We understand the proposed 0.113”diameter is intended to be the “root” diameter. For a ring shank nail the root diameter is the “inside” diameter of the shank resulting from rolling threads onto a smooth shank nail. It is “between the threads.” It is the smallest of three diameters - root diameter, shank diameter, and thread crest diameter. A nail meeting the proposed root diameter and proposed thread “growth” of 0.012” would require that the diameter of the wire from which the nail was made to be 0.125”. 0.125” is not a standard wire diameter. It is not a diameter from which nails are made.

Ring shank nail thread contour is an extremely important factor in nail and connection performance. An arrowhead’s ease of puncture and entry, in contrast to its difficult withdrawal, is an effective analogy. Thread contour is not specified by the proposal.

Describing the nail as an 8d ring-shank nail is inconsistent with established dimensions for deformed shank nails. The specified 2⅜” nail shank length is incorrect. This is an abuse of the pennyweight system.

The proposal does not specify how much, nor what portion, of the nail shank is deformed. Do threads begin under the head? ¾” from the head?

Contractors Will Not be Able to Purchase the Specified Nail

Because the proposed requirements do not reflect currently available nails building contractors will not be able to purchase the proposed nails. If the nails were available, there would be nail-tool compatibility problems, basically resulting from tools not being designed to drive 0.113” diameter nails with the specified head diameter.

Specifying 16-20 rings per inch would eliminate some major nail manufacturers as sources (if other nail features could be met.) Many ring shank nails from major producers have 32 rings per inch. The 32 rings per inch nails perform as well as nails with 16 or 20 rings per inch.

The thread “growth” of 0.012” will be difficult to obtain. We know of no manufacturers producing to that specified feature. Some may periodically be in that range, but ring shank nails are not produced to that as a specified, controlled dimension, especially as a minimum, as specified.

Most power driven nails will not meet the specified 0.280” head diameter. Nail head shapes and dimensions require compatibility with power nailers for driving. Hand driving the nails, if they were available, would nullify the claimed minimal cost increase of the proposal.

The Proposal Would Present Enforcement Problems.

To measure root diameter - in the “valleys” between thread crests - a special micrometer is needed. Or, even more specialized test equipment (e.g., optical comparator.) Few building officials and contractors have micrometers, much less the types that will measure root diameter.

Most building officials, contractors and design professionals (architects, engineers, etc.) are not familiar with the differences between root diameter, shank diameter, and thread crest diameter.

Nail producers do not label fastener cartons with root diameter. The feature is not in catalogs, in product information, or on websites. The diameter marked on fastener cartons is the diameter of the smooth shank nail onto which threads were rolled. It is the diameter marked on fastener cartons is the diameter of the wire from which the nail was made.

If contractors purchase ring shank nails marked with a 0.113” diameter the root diameter will be less, possibly between 0.107” and 0.103”. It would be 0.101” if the 0.012” thread growth requirement was met! They will not be purchasing the nail intended by the proposal. They would purchase significantly smaller nails.

Code Language

The following deficiencies could be handled editorially.

There should be units (inches) for the ring diameter increase. Requirement on rings/inch is a range; introductory sentence says the “bullets” are minimums. “Head diameter” and “nail length” lack the modifier “nominal.” Requirement on rings/inch is a range; introductory sentence says the dimensions are minimums.



Proponent: Borjen Yeh, APA

General comments:

a) There is no reason to require the minimum roof sheathing thickness of 15/32”, especially when the roof is designed in accordance with this standard or SDPWS. 7/16” sheathing should be the minimum for common roof framing spacing.

b) There is no reason to exclusively require ring-shank nails in the standard when the roof is designed.

c) A sheathing-to-gable-end-wall-framing nailing pattern is needed in Figure 309(1).


IS-RHW24-11/12Section 502.4.1, 502.4.2, 502.4.3, 502.4.4, 502.4.5, 504.2.5 and 504.3.8.6

Proponent: Gary J. Ehrlich, P.E. NAHB

Revise as follows:

502.4.1 Minimum Size: The vertical face of gravel stops and drip edges shall be a minimum of 1-½ inches (38 mm) in width and shall extend down not less than ½ inch (12.7 mm) below the sheathing or other member immediately contiguous thereto. The deck flange In all cases, the deck flange shall extend back on the roof a minimum of be not less than 2 inches (51 mm) in width and shall be of sufficient width to accommodate the clearance required by Section 502.4.2.

502.4.2 Clearance: Gravel stops and or drip edges shall be designed so that the drip line shall have a minimum of 3/8-inch (9.5 mm) clearance from the structure.

502.4.3 Installation: Gravel stops and drip edges shall be installed in accordance with the roof covering manufacturer’s installation instructions after roofing felts have been applied.

502.4.4 Joints: Gravel stops and drip edges shall be lapped joined by lapping a minimum of 3 inches (76 mm). Cover and splice plates shall be of the same material as the gravel stop and drip edge, and shall be sized, fabricated and installed to provide a minimum lap of 3 inches (76 mm). For roof slopes less than 2:12 the entire interior of the joint shall be coated with approved flashing cement.

502.4.5 Attachment: The deck flange shall be nailed with a minimum 12 gauge annular ring shank nail spaced according to Table 502.4.5 unless addressed by the manufacturer’s installation instructions. A fastener shall be installed not more than 1 inch (25.4 mm) from the end of each metal profile section where sections are joined with a splice plate. Nails shall be manufactured from similar and/or compatible material to the termination profile. All composite materials shall be fastened with nonferrous nails.

504.2.5 Drip Edge: Drip edges shall comply with Section 502.4 except as indicated in this section. Drip edge shall be provided at eaves and rake edges of shingle roofs. Provide drip edge at eaves and gables of shingle roofs. Overlap to be a minimum of 3 inches (76 mm). Eave drip edges shall extend ½ inch (13 mm) below sheathing and extend back on the roof a minimum of 2 inches (51 mm). Drip edges at eaves shall be permitted to be installed either over or under the underlayment. Underlayment shall be installed over drip edges along eaves. Drip edges shall be installed over underlayment along rake edges. Where drip edges are If installed over the underlayment, there shall be a minimum 4 inch (102 mm) width of roof cement installed over the drip edge flange. Drip edges shall be mechanically fastened with maximum fastener spacing according to Table 502.4.5. Unless specified differently by the shingle manufacturer, shingles are permitted to be flush with the drip edge.


504.3.8.6 Drip Edge: Drip edges shall comply with Section 502.4 except as indicated in this section. Provide drip edges at the eaves. Drip edges at eaves shall be permitted to be installed either over or under the underlayment. Underlayment shall be installed over drip edges along eaves. Drip edges shall be installed over underlayment along rake edges. Where drip edges are If installed over the underlayment, there shall be a minimum 2 inch (51 mm) width of roof cement installed over the drip edge flange.

Reason: The purpose of this proposal is to revise the requirements for drip edges for internal consistency and to coordinate with the 2012 IRC. The most significant change is to revise Section 504.2.5, the drip edge requirements, to replace those provisions that are duplicated in the general provisions of Section 502.4 for drip edges with a pointer referring to those provisions, as is done in Section 504.3.8.6 for concrete and clay tile roofs. Any requirements specific to drip edges on shingle roofs are maintained. Other changes are as follows:

Minor editorial revision made to 502.4.2 for consistency with rest of 504. Minor editorial revision made to 502.4.3 to specify “roof coverings”. The minimum deck flange width in 502.4.1 is clarified. The intent of that section, 504.2.5 and the

provisions in the IBC and IRC is to have the deck flange overlap the roof a minimum of 2 inches. Section 502.4.2 calls for the vertical leg to be offset a minimum of 3/8” from the structure. Therefore, the overall minimum width of the deck flange must be 2-3/8” (60 mm).

The placement of drip edges versus underlayment is revised to coordinate with the IRC. This placement is very important to avoid moisture issues on the roof. At eaves, the underlayment must lap over the drip edge. Otherwise, moisture can get under the drip edge and migrate unimpeded by the underlayment to the fascia. The opposite is true along the rake edge, where placing the drip edge on top of the underlayment prevents wind-driven moisture from penetrating below the underlayment.




Revise as follows:

502.4.2 Clearance. Gravel stops and drip edges shall be designed so that the drip line shall have a minimum of 3/8-inch (9.5 mm) clearance from the structure.

(renumber subsequent sections)

504.2.5 Drip Edge. Drip edges shall comply with Section 502.4 except as indicated in this section. Drip edge shall be provided at eaves and rake edges of shingle roofs. Underlayment shall be installed over drip edges along eaves. Drip edges shall be installed over underlayment along rake edges. Where drip edges are installed over the underlayment, there shall be a minimum 4 inch (102 mm) width of roof cement installed over the drip edge flange. Unless specified differently by the shingle manufacturer, shingles are permitted to be flush with the drip edge.


Reason: Sections 502.4.2 and 504.2.5 are revised to coordinate with current industry practice. Per ARMA and NRCA, the 3/8” clearance is no longer recommended. Also, most shingle manufacturer installation instructions now call for shingles to overhang the drip edge. These changes were approved for the 2015 IBC and are expected to be proposed for the 2015 IRC.


IS-RHW26-11/12Section 504.2 (new)

Proponent: John Ingargiola and T. Eric Stafford, US Dept of Homeland Security, Federal Emergency Management Agency and T. Eric Stafford & Associates, LLC, representing FEMA.

Add new text as follows:

504.2. Secondary water barrier. Roofs shall be provided with a secondary water barrier complying with one of the following methods.

1 The entire roof deck shall be covered with a layer of self-adhering polymer modified bitumen membrane complying with ASTM D 1970. The deck and self- adhering polymer modified bitumen tape shall be covered with an underlayment system approved for the particular roof covering as specified in accordance with Section 504.

When installed over OSB roof decking, an approved primer shall be applied to the OSB.

2. All joints in wood structural panel roofs shall be covered with a minimum 4 inch wide strip of self-adhering polymer modified bitumen membrane complying with ASTM D 1970. The deck and self-adhering polymer modified bitumen tape shall be covered with an underlayment system approved for the particular roof covering as specified in accordance with Section 504.

When installed over OSB roof decking, an approved primer shall be applied to the OSB at the locations where the self-adhering membrane is to be applied.

3. A reinforced synthetic underlayment that is approved as an alternate to underlayment complying with ASTM D226, meeting the nail sealing requirements of ASTM D1970 and having a minimum tear strength per ASTM D1970 or ASTM D 4533 of 20 lbs. This underlayment shall be attached in accordance with the manufacturer’s installation instruction but not less than using annular ring or deformed shank roofing fasteners with minimum 1-inch diameter metal or plastic caps in a grid pattern of 12 inches (305 mm) between the overlaps, with 6-inch (152 mm) spacing at the overlaps. All seams shall be sealed with a compatible adhesive or compatible 4-inch wide tape. No additional underlayment is required.

4. The entire roof deck shall be covered with an underlayment complying with ASTM D 226 Type II. The underlayment shall be attached in a grid pattern of 12 inches (305 mm) between side laps with a 6-inch (152 mm) spacing at the side laps. Underlayment shall be applied in accordance with Section 504 for the particular roof covering except all laps shall be a minimum of 4 inches (102 mm). Underlayment shall be attached using metal or plastic cap nails with a head diameter of not less than 1 inch (25.4 mm) with a thickness of at least 32-gauge sheet metal. The cap-nail shank shall be a minimum of 12 gauge (0.105 inches) with a length to penetrate through the roof sheathing or a minimum of 3/4 inch (19 mm) into the roof sheathing.


Reason: The purpose of this public comment is to address water penetration issues in hurricane prone regions. A secondary water barrier is a recommended best practice in Fact Sheets 7.2 and 7.6 of FEMA 499, Home Builder’s Guide to Coastal Construction, to provide additional protection when shingles are blown away in high wind events. Fact Sheet 7.2 provides further guidelines consistent with this proposal concerning the application of tape at sheathing joints and standards required of self-adhering modified bitumen underlayment. Accordingly, the goal of this proposal is to provide a secondary level of protection from water intrusion in the areas where water is most likely to penetrate – joints in the roof sheathing or decking. While great strides have recently been made in the wind resistance of roof coverings, the roof covering is still one of the weakest areas of a building. Additionally, once the roof covering is lost, the inside of the building is subject to water intrusion during the hurricane and in the days and months following before a new roof covering is installed. With the roof covering removed, even if the primary structure performs well, the inside of the building will be subject to severe damage from water. The methods specified in the proposal provide an additional level of protection, at a modest cost, in the event the roof covering does not perform as desired in the windstorm.

Observations of roof underlayment performance following Hurricane Ike in Texas and in two sets of tests conducted at the University of Florida and Florida International University demonstrated that relatively new and new ASTM 226 Type I underlayments performed very poorly when subjected to wind over about 110 mph. This proposal provides flexibility in the use of materials to achieve the secondary water barrier. The methods specified provide for the use of some materials that are already required by the code. The self-adhering polymer modified bitumen sheets area currently specified for ice dam protection. This proposal also recognizes the use of synthetic reinforced underlayments as acceptable secondary water barriers. The underlayments, while relatively new to the marketplace, have tear and tensile strengths that significantly exceed those of conventional felt paper.

In the laboratory tests at the University of Florida, specimens covered with ASTM 226 Type I and Type II underlayments performed dramatically differently. ASTM Type I felt (15#) material completely blew off some portions of the specimen as winds exceeded 110 mph and pulled over the plastic caps on other parts of the specimen. In contrast, the ASTM 226 Type II (30#) material remained in place and showed very few signs of distress. Consequently, this proposal permits the use of ASTM D 226 Type II underlayment, installed as specified, to serve as a secondary water barrier.

Committee Action: Accept in principle.

Modify as follows:


1. The entire roof deck shall be covered with a layer of self-adhering polymer modified bitumen membrane complying with ASTM D 1970. The deck and self-adhering polymer modified bitumen tape shall be covered with an underlayment system approved for the particular roof covering as specified in accordance with Section 504.When installed over OSB roof decking, an approved a primer shall be applied to the OSB in accordance with the self-adhering membrane manufacturer’s instructions.

2. All joints in wood structural panel roofs shall be covered with a minimum 4 inch wide strip of self-adhering polymer modified bitumen membrane complying with ASTM D 1970. The deck and self-adhering polymer modified bitumen tape shall be covered with an underlayment system approved for the particular roof covering as specified in accordance with Section 504.When installed over OSB roof decking, an approved a primer shall be applied to the OSB in accordance with the self-adhering membrane manufacturer’s instructions.



4. The entire roof deck shall be covered with an underlayment complying with ASTM D 226 Type II. The underlayment shall be attached in a grid pattern of 12 inches (305 mm) between side laps with a 6-inch (152 mm) spacing at the side laps. Underlayment shall be applied in accordance with Section 504 for the particular roof covering except all laps shall be a minimum of 4 inches (102 mm). Underlayment shall be attached using metal or plastic cap nails with a head diameter of not less than 1 inch (25.4 mm) with a thickness of at least 32-gauge sheet metal. The cap-nail shank shall be a minimum of 12 gauge (0.105 inches) with a length to penetrate through the roof sheathing or a minimum of 3/4 inch (19 mm) into the roof sheathing.

Exception: Secondary water barriers are not required on the low slope roof assemblies in Section 505

Committee Reason: Items 1 and 2 are modified to clarify that the manufacturer rather than the building official should be specifying the primer required for the specified product. In the committee meeting #3 conference call, the requirement of SWRs on low slope roofs was discussed and it was decided to put in an exception for those roof assembly types at the end of the chapter. It is assumed that SWRs are not conducive with low slope roofs for several reasons. Some roof decks on which low slope roofs are installed are metal decks or concrete, which do not lend themselves to SWRs. Many of the roof assemblies, such as roll roofing, built-up roofing, and modified bitumen, have inherent qualities of an SWR. The concept of an SWR is typically associated with steep slope roofs with discontinuous roof assemblies. Unfortunately, there is not much study of SWRs on low slope roofs. However, with this modification, SWRs will still be required under the most common roof assembly types on residential construction.





Reason: NAHB is strongly opposed to mandatory requirements for secondary water barriers, particularly where such provisions require covering the entire roof with enhanced products such as self-adhered membranes and synthetic underlayments. Use of these products significantly increases roofing costs. #30 felt is twice as expensive as #15 felt; synthetic underlayments are about 2-1/2 times as expensive. Thus, this provision alone can add thousands of dollars to the initial cost of a home.

A blanket requirement for primer over OSB is not justified. Most manufacturers’ instructions only call for the use of primer if the deck will be left exposed for over 24 hours or if the deck is wet or dirty at the time roof coverings are installed. The committee attempted to correct this and defer to the manufacturer, but we do not believe the modification succeeded in this intent. The language still states a primer shall be applied to the OSB and does not clearly say that a statement to the contrary in the manufacturer’s instruction can override the base requirement.

The requirement to provide an additional layer of #15 felt over D1970 self-adhered membranes is a recommendation specific to asphalt shingle roofs in hot climates. It is not needed in colder climates, nor is it necessary if the membrane itself has a top layer that provides a bond break. Unless this is clarified, a builder may end up wasting the homeowner’s money on an unneeded layer of material.

Finally, the self-adhered and synthetic products have vapor retarding qualities. In colder climates, their use on a roof could prevent outward drying of roof assemblies, leading to condensation of moisture on and deterioration of roof sheathing, unless the attic space is properly ventilated or constructed as an unvented space. Until we are certain the codes have addressed these building science issues and builders are aware of them, their use should not be mandated (even as one of several options) by any standard referenced in the IBC and IRC.

If the committee does not want to delete these provisions, my negative could be resolved by the following actions:

(1) Reorder the options from lowest- to highest-cost. In other words, the requirement for 4” strips at panel joints, then #30 felt, then self-adhered D1970 underlayments, then the synthetic underlayment. This puts the most cost-effective option first, and is also the one option that was actually tested by IBHS.

(2) Clarify that the primer over OSB is only required when specifically called for by the manufacturer. As currently stated, the provision can be taken to override the manufacturer instructions in terms of when the primer is needed.

(3) Clarify an additional layer of underlayment over a self-adhered membrane if either the membrane incorporates a bond break layer or if extended periods of high temperatures are not anticipated.

(4) For self-adhered and synthetic underlayments, add a pointer to Section 806 of the IRC (and 1203 of the IBC if desired) for ventilation, vapor retarder and condensation control.






1. The entire roof deck shall be covered with a layer of self-adhering polymer modified bitumen membrane complying with ASTM D 1970. The deck and self-adhering polymer modified bitumen tape shall be covered with an underlayment system approved for the particular roof covering as specified in accordance with Section 504. When installed over OSB roof decking, a primer shall be applied to the OSB in accordance with the self-adhering membrane manufacturer’s instructions.

2. All joints in wood structural panel roofs shall be covered with a minimum 4 inch wide strip of self-adhering polymer modified bitumen membrane complying with ASTM D 1970. The deck and self-adhering polymer modified bitumen tape shall be covered with an underlayment system approved for the particular roof covering as specified in accordance with Section 504. When installed over OSB roof decking, a primer shall be applied to the OSB in accordance with the self-adhering membrane manufacturer’s instructions.


3 4. The entire roof deck shall be covered with an underlayment complying with ASTM D 226 Type II. The underlayment shall be attached in a grid pattern of 12 inches (305 mm) between side laps with a 6-inch (152 mm) spacing at the side laps. Underlayment shall be applied in accordance with Section 504 for the particular roof covering except all laps shall be a minimum of 4 inches (102 mm). Underlayment shall be attached using metal or plastic cap nails with a head diameter of not less than 1 inch (25.4 mm) with a thickness of at least 32-gauge sheet metal. The cap-nail shank shall be a minimum of 12 gauge (0.105 inches) with a length to penetrate through the roof sheathing or a minimum of 3/4 inch (19 mm) into the roof sheathing.

Exception: Secondary water barriers are not required on the low slope roof assemblies in Section 505


Reason: It has been brought to our attention by NRCA that there are widespread problems with the water shedding capabilities of many of the synthetic underlayments on the market. It was cited by NRCA at the IBC hearings in Dallas and has subsequently been discussed in meetings between IBHS and NRCA. It is, at this point, not completely clear as to what is the source of the problem but some of the concerns pertain to a lack of taping the joints and issues associated with the fasteners. It is recommended that we not specifically include synthetic underlayments in this section.


Proponent: Michael D. Fischer, Kellen Company, representing Asphalt Roofing Manufacturers Association

General Comment: Inserts a new section requiring secondary water barriers. Should be compared with the version inserted into the IEBC Requires use of a primer when installation is over OSB in Options 1 and 2 Option 1 appears to be full coverage of roof with SA underlayment; however, it

uses the word “tape” in the second sentence, which is confusing In Option 3, the requirement that synthetic underlayment meet the nail seal

requirements of D1970 is an important improvement that may highlight the important difference between SA underlayment and synthetic underlayment

Option 3 requires 20 lbs tear strength per D1970 or D4533. D4533 is a trapezoid tear strength test method and is expected to have a different specimen size that the 1” wide specimen in D1970. Therefore, the 20 lbs tear strength may yield different actual performance when tested via D1970 versus D4533.

Option 4 requires both plastic and metal caps to be at least the thickness of 32-gauge sheet metal. This does not make sense and will yield different performance levels for metal versus plastic caps.


IS-RHW30-11/12Section 701.5.1 (new), Table 701(2) (new) and Table 701(3) (new)



1701.5.1 Siding attachment over foam sheathing. Siding shall be attached over foam sheathing in accordance with Section 701.5.1.1, Section 701.5.1.2, or a design by an approved source and where the siding manufacturer has provided installation instructions for application over foam sheathing, those requirements shall apply.

701.5.1.1 Siding attachment. Siding installed directly over foam sheathing shall comply with Table 701(2) in regard to minimum fastening requirements and maximum foam sheathing thickness limitations to support siding dead load. The siding fastener and siding installation shall otherwise comply with this standard and no case shall result in a less stringent fastening requirement than required by Section 701.5 or the manufacturer’s installation instructions for the specific siding material used.

Exception: For exterior insulation and finish systems, refer to Section 706.

TABLE 701(2) SIDING MINIMUM FASTENING REQUIREMENTS FOR DIRECT SIDING ATTACHMENT OVER FOAM PLASTIC SHEATHING

TO SUPPORT SIDING WEIGHT 1

Siding Fastener Through Foam Sheathing into:

Siding Fastener Type and

Minimum Size 2

Siding Fastener Vertical Spacing(inches)

Maximum Foam Sheathing Thickness(inches)

16”oc Fastener Horizontal Spacing


Siding Weight: Siding Weight:3 psf 11 psf 25 psf 3 psf 11 psf 25 psf

Wood Framing(minimum 1-1/4 inch penetration)

0.113” diameter nail

6 4 3 1 4 2 0.758 4 2 0.75 4 1.5 DR

12 4 1.5 DR 3 0.75 DR


6 4 3 1.5 4 2 0.758 4 2 1 4 1.5 0.5

12 4 1.5 0.5 3 1 DR

0.131”diameter nail

6 4 4 1.5 4 3 18 4 3 1 4 2 0.75

12 4 2 0.75 4 1 DR

Steel Framing(minimum

penetration of steel thickness +

3 threads)

#8 screwinto 33 mil steel

or thicker

6 3 3 1.5 3 2 DR8 3 2 0.5 3 1.5 DR

12 3 1.5 DR 3 0.75 DR


6 4 3 2 4 3 0.58 4 3 1 4 2 DR

12 4 2 DR 3 1 DR#10 screw

into 43 mil steel or thicker

6 4 4 3 4 4 28 4 4 2 4 3 1.5

12 4 3 1.5 4 3 DRFor SI: 1 inch = 25.4 mm; 1 pound per square foot (psf) = 0.0479 kPa. DR = design required1. Tabulated requirements are based on wood framing of Spruce-Pine-Fir or any wood species with a

specific gravity of 0.42 or greater in accordance with AFPA/NDS and minimum 33 ksi steel for 33mil and 43 mil steel and 50 ksi steel for 54 mil steel or thicker.


2. Nail fasteners shall comply with ASTM F1667, except nail length shall be permitted to exceed ASTM F1667 standard lengths. Self-drilling tapping screw fasteners for connection of siding to steel framing shall comply with the requirements of AISI S230. Specified fasteners with shear resistance and diameter at least equivalent to those specified in Table 701(2) shall be permitted as alternatives.

701.5.1.2 Furred siding attachment. When furring is used over foam sheathing, the siding shall be attached in accordance with Section 701.5 to minimum 1x3 wood or minimum 33 mil steel hat channel furring placed over the foam sheathing. Furring shall be attached through the foam sheathing to wall framing in accordance with Table 701(3) in regard to minimum fastening requirements and maximum foam sheathing thickness limitations to support siding dead load. The components and cladding design wind pressure determined in accordance with Table R301.2(2) of the International Residential Code shall not exceed the allowable design wind pressure value in accordance with Table 701(3). For 25 psf siding weight in accordance with Table 701(3), the Seismic Design Category shall not exceed D0 for 16”oc furring or C for 24”oc furring. When placed horizontally over foam sheathing, wood furring shall be preservative treated wood or naturally durable wood and fasteners shall be corrosion resistant in accordance with Section R317 of the International Residential Code. Steel hat channel furring shall have a minimum G60 galvanized coating.

TABLE 701(3) FURRING MINIMUM FASTENING REQUIREMENTS

FOR APPLICATION OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHT AND RESIST WIND PRESSURE 1,2

Furring Material

Framing Member

Fastener Type and Minimum

Size

Minimum Penetration into Wall

Framing(inches)

Fastener

Spacing in

Furring(inches)

Maximum Thickness of Foam Sheathing (inches) Allowable

Design Wind Pressure (psf)16”oc Furring 4 24”oc Furring 4

Siding Weight: Siding Weight:

3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g

Minimum 1x Wood

Furring 3

Minimum 2x Wood Stud

Nail(0.120” shank; 0.271” head)

1-1/4

8 4 4 1.5 4 2 1 42.6 28.4

12 4 2 1 4 1.5 0.5 28.4 18.9

16 4 2 0.5 4 1 DR 21.3 14.2


1-1/4

8 4 4 2 4 3 1 46.5 31.0

12 4 3 1 4 2 0.75

31.0 20.7

16 4 2 0.75 4 1.

5 DR 23.3 15.5

#8 wood screw 5 1

12 4 4 1.5 4 3 1 98.9 66.016 4 3 1 4 2 0.5 74.2 49.524 4 2 0.5 4 1 DR 35.1 23.4

¼” lag screw 5 1-1/2

12 4 4 3 4 4 1.5 140.4 93.616 4 4 2 4 3 1 79.0 52.724 4 3 1 4 2 0.5 35.1 23.4

Minimum 33mil

Steel Hat

Channelor

Minimum 1x Wood

Furring 3

33 mil Steel Stud

#8 screw(0.285” head)

Steel thickness

+3 threads

12 3 1.5 DR 3 0.

5 DR 52.9 35.3

16 3 1 DR 2 DR DR 39.7 26.5

24 2 DR DR 2 D

R DR 26.5 17.6

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 2 DR 4 1 DR 62.9 41.9

16 4 1.5 DR 3 D

R DR 47.1 31.4

24 3 DR DR 2 D

R DR 31.4 21.0

43 mil or #8 screw Steel 12 3 1. DR 3 0. DR 69.0 46.0


Furring Material

Framing Member


Size


Framing(inches)

Fastener

Spacing in

Furring(inches)




3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g

thicker Steel Stud

(0.285” head)

thickness +3 threads

5 5

16 3 1 DR 2 DR DR 51.8 34.5

24 2 DR DR 2 D

R DR 34.5 23.0

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 3 1.5 4 3 DR 81.9 54.616 4 3 0.5 4 2 DR 61.5 41.0

24 4 2 DR 4 0.5 DR 35.1 23.4

For SI: 1” = 25.4 mm; 1 pound per square foot (psf) = 0.0479 kPa. DR = design required1. Table values are based on: (1) minimum ¾-inch (19.1 mm) thick wood furring and wood studs of

Spruce-Pine-Fir or any softwood species with a specific gravity of 0.42 or greater per AFPA/NDS, (2) minimum 33 mil steel hat channel furring of 33 ksi steel, and (3) steel framing of indicated nominal steel thickness and minimum 33 ksi steel for 33mil and 43 mil steel and 50 ksi steel for 54 mil steel or thicker. Steel hat channel shall have a minimum 7/8-inch (22.2 mm) depth.


3. Where the required siding fastener penetration into wood material exceeds ¾ inch (19.1 mm) and is not more than 1-1/2 inches (38.1 mm), a minimum 2x wood furring shall be used unless approved deformed shank siding nails or siding screws are used to provide equivalent withdrawal strength allowing connection to 1x wood furring.

4. Furring shall be spaced a maximum of 24”oc in a vertical or horizontal orientation. In a vertical orientation, furring shall be located over wall studs and attached with the required fastener spacing. In a horizontal orientation, furring strips shall be fastened at each stud intersection with a number of fasteners equivalent to the required fastener spacing. In no case shall fasteners be spaced more than 24 inches (0.6 m) apart.

5. Lag screws shall be installed with a standard cut washer. Lag screws and wood screws shall be pre-drilled in accordance with AF&PA/NDS. Approved self-drilling screws of equal or greater shear and withdrawal strength shall be permitted without pre-drilling.

Reason: This proposal is needed to fill a gap of missing information in Chapter 7 related to installation and connection of cladding when used over foam sheathing. This proposal is based on extensive research funded by the New York State Energy Research and Development Agency (NYSERDA), the Steel Framing Alliance (SFA), and the Foam Sheathing Coalition (FSC). The full report is available at http://www.nyserda.org/publications/fastening_systems_for_continuous_insulation.pdf and solutions and example designs are also implemented in the Foam Sheathing Coalition’s Tech Matters on this subject (http://www.foamsheathing.org/images/TM_Cladding_Attachments_Through_Thick_Foam_Sheathing.pdf). The same requirements are now adopted in the New York State energy code. Additionally, this proposal provides minimum fastening requirements for furring that currently is not provided in the IRC or ICC 600 standard to ensure adequate wind pressure resistance is provided for any siding material installed with furring, with or without the presence of foam sheathing. Finally, this proposal will enable compatibility of ICC 600 with the energy efficiency requirements and goals of the IECC and other energy conservation standards or practices that rely at least in part on use of foam sheathing and which govern energy efficiency even in high wind regions.


Modify as follows:

1701.5.1 Siding attachment over foam plastic sheathing. Siding shall be attached over foam plastic sheathing in accordance with the siding manufacturer’s approved Ballot and Public Comments Agenda of 148May 2013

http://www.foamsheathing.org/images/TM_Cladding_Attachments_Through_Thick_Foam_Sheathing.pdf

http://www.nyserda.org/publications/fastening_systems_for_continuous_insulation.pdfs

installation instructions, including any limitations for use over foam plastic sheathing, or an approved design. Where used, furring and furring attachments shall be designed to resist design loads. In addition, the siding or furring attachments through foam sheathing to framing shall meet or exceed the minimum fastening requirements of Section 701.5.1.1, Section 701.5.1.2, or an approved design for support of siding weight. by an approved source and where the siding manufacturer has provided installation instructions for application over foam sheathing, those requirements shall apply.

701.5.1.1 Siding attachment. Siding installed directly over foam plastic sheathing shall comply with Table 701(2) in regard to minimum fastening requirements and maximum foam plastic sheathing thickness limitations to support siding weight dead load. The siding fastener and siding installation shall otherwise comply with this standard and no case shall result in a less stringent fastening requirement than required by Section 701.5 or the manufacturer’s installation instructions for the specific siding material used.



TO SUPPORT SIDING WEIGHT1

Siding Fastener Through Foam

Plastic Sheathing into:


Minimum Size2


Maximum Foam Plastic Sheathing Thickness(inches)






6 2 4 23 1 2 4 2 0.758 2 4 2 0.75 2 4 1.5 DR

12 2 4 1.5 DR 3 0.75 DR


6 3 4 3 1.5 3 4 2 0.758 3 4 2 1 3 4 1.5 0.5

12 3 4 1.5 0.5 3 1 DR


6 4 4 1.5 4 3 18 4 3 1 4 2 0.75

12 4 2 0.75 4 1 DR(Remainder of table and footnotes are unchanged)

701.5.1.2 Furred siding attachment. When furring is used over foam plastic sheathing, the siding shall be attached in accordance with Section 701.5 to minimum 1x3 wood or minimum 33 mil steel hat channel furring placed over the foam plastic sheathing. Furring shall be attached through the foam plastic sheathing to wall framing in accordance with Table 701(3) in regard to minimum fastening requirements and maximum foam plastic sheathing thickness limitations to support siding dead load. The components and cladding design wind pressure determined in accordance with Table R301.2(2) of the International Residential Code shall not exceed the allowable design wind pressure value in accordance with Table 701(3). For 25 psf siding weight in accordance with Table 701(3), the Seismic Design Category shall not exceed D0 for 16”oc furring or C for 24”oc furring. When placed horizontally over foam plastic sheathing, wood furring shall be preservative treated wood or naturally durable wood and fasteners shall be corrosion resistant in accordance with Section R317 of the International Residential Code. Steel hat channel furring shall have a minimum G60 galvanized coating.



FOR APPLICATION OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHT AND RESIST WIND PRESSURE1,2

Furring Material

Framing Member


Size


Framing(inches)

Fastener

Spacing in

Furring(inches)

Maximum Thickness of Foam Plastic Sheathing (inches) Allowable

Design Wind Pressure (psf)16”oc Furring4 24”oc Furring4


3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g

Minimum 1x Wood

Furring3



1-1/4

8 2 4 4 1.5 2 4 2 1 42.6 28.412 2 4 2 1 2 4 1.5 0.5 28.4 18.9

162 4

2 0.52 4

1 DR21.3 14.2


1-1/4

8 4 4 2 4 3 1 46.5 31.0

12 4 3 1 4 2 0.75

31.0 20.7

16 4 2 0.75 4 1.5 DR 23.3 15.5

#8 wood screw5 1

12 3 4 3 4 1.5 3 4 3 1 98.9 66.016 3 4 3 1 3 4 2 0.5 74.2 49.524 3 4 2 0.5 3 4 1 DR 35.1 23.4

¼” lag screw5 1-1/2

12 4 4 3 4 4 1.5 140.4 93.616 4 4 2 4 3 1 79.0 52.724 4 3 1 4 2 0.5 35.1 23.4

(Remainder of table and footnotes are unchanged)

Committee Reason: Tables 701(2) and 701(3) were revised to reduce the 3-inch and 4-inch foam plastic thicknesses in order to accommodate the available length of the small diameter (0.113”, 0.120” and #8 wood screws) fasteners. Section 701.5.1 was revised to clarify the use of the siding manufacturer’s installation instructions and an approved design. Also, the term “foam sheathing” was replaced throughout with the correct terminology “foam plastic sheathing”.

IS-RHW 30-1 (Ballot Comment)




Reason: Similar recommended changes were Withdrawn at the IBC due to recent test results. RHW needs to reconsider based on these results. Also, the IBC proposal incorporated a minimum compression strength requirement of 15 psi that was not included in this proposal. In Table 701(2), the nail shank diameter is provided but the nail head size is not defined for gravity attachment nor how to address different required nail head sizes for wind resistance. Finally, the allowable wind pressure requirements for furring in Table 701(3) were not explained and, since 1x furring and hat-channel are not typically assigned design pressure ratings, some explanation is needed.



Revise as follows:

1701.5.1 Siding attachment over foam plastic sheathing. Siding shall be attached over foam plastic sheathing in accordance with the siding manufacturer’s approved installation instructions, including any limitations for use over foam plastic sheathing, or an approved design. Where used, furring and furring attachments shall be designed to resist design loads. In addition, the siding or furring attachments through foam sheathing to framing shall meet orf exsceed the minimum fastening requirements of Section 701.5.1.1, Section 701.5.1.2, or an approved design for support of siding weight.

701.5.1.1 Siding attachment. Siding installed directly over foam plastic sheathing shall comply with Table 701(2) in regard to minimum fastening requirements and maximum foam plastic sheathing thickness limitations to support siding weiieght. The siding fastener and siding installation shall otherwise comply with this standard and no case shall result in a less stringent fastening requirement than required by Section 701.5 or the manufacturer’s installation instructions for the specific siding material used.







Minimum Size2


Maximum Foam Plastic Sheathing Thickness(inches)






6 2 2 1 2 2 0.758 2 2 0.75 2 1.5 DR

12 2 1.5 DR 3 0.75 DR


6 3 3 1.5 3 2 0.758 3 2 1 3 1.5 0.5

12 3 1.5 0.5 3 1 DR0.131”

diameter nail6 4 4 1.5 4 3 18 4 3 1 4 2 0.75


12 4 2 0.75 4 1 DR



3 threads)


or thicker

6 3 3 1.5 3 2 DR8 3 2 0.5 3 1.5 DR

12 3 1.5 DR 3 0.75 DR


6 4 3 2 4 3 0.58 4 3 1 4 2 DR

12 4 2 DR 3 1 DR#10 screw


6 4 4 3 4 4 28 4 4 2 4 3 1.5





TO SUPPORT SIDING WEIGHT 1




Minimum Size 2


Maximum Thickness of Foam Plastic Sheathing 3 (inches)






6 2 1 DR 2 0.75 DR8 2 1 DR 2 0.5 DR

12 2 0.5 DR 2 DR DR


6 3 1.5 0.5 3 0.75 DR8 3 1 DR 3 0.5 DR

12 3 0.5 DR 2 DR DR


6 4 2 0.75 4 1 DR8 4 1.5 0.5 4 0.75 DR

12 4 0.75 DR 2 0.5 DR


6 4 4 1.5 4 2 18 4 3 1 4 1.5 0.75

12 4 2 0.75 4 1 DR



3 threads)


or thicker

6 3 3 1.5 3 2 DR8 3 2 0.5 3 1.5 DR

12 3 1.5 DR 3 0.75 DR


6 4 3 2 4 3 0.58 4 3 1 4 2 DR

12 4 2 DR 3 1 DR#10 screw


6 4 4 3 4 4 28 4 4 2 4 3 1.5




3. Foam plastic sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C 578 or ASTM C 1289.


701.5.1.2 Furred siding attachment. When furring is used over foam plastic sheathing, the siding shall be attached in accordance with Section 701.5 to minimum 1x3 wood or minimum 33 mil steel hat channel furring placed over the foam plastic sheathing. Furring shall be attached through the foam plastic sheathing to wall framing in accordance with Table 701(3) in regard to minimum fastening requirements and maximum foam plastic sheathing thickness limitations to support siding dead load. The components and cladding design wind pressure determined in accordance with Table R301.2(2) of the International Residential Code shall not exceed the allowable design wind pressure value in accordance with Table 701(3). For 25 psf siding weight in accordance with Table 701(3), the Seismic Design Category shall not exceed D0 for 16”oc furring or C for 24”oc furring. When placed horizontally over foam plastic sheathing, wood furring shall be preservative treated wood or naturally durable wood and fasteners shall be corrosion resistant in accordance with Section R317 of the International Residential Code. Steel hat channel furring shall have a minimum G60 galvanized coating.



Furring Material

Framing Member


Size


Framing(inches)

Fastener

Spacing in

Furring(inches)




3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g

Minimum 1x Wood

Furring3



1-1/4

8 2 4 1.5 2 2 1 42.6 28.4

12 2 2 1 2 1.5 0.5 28.4 18.9

16 2 2 0.5 2 1 DR 21.3 14.2


1-1/4

8 4 4 2 4 3 1 46.5 31.0

12 4 3 1 4 2 0.75

31.0 20.7

16 4 2 0.75 4 1.

5 DR 23.3 15.5

#8 wood screw5 1

12 3 3 1.5 3 3 1 98.9 66.016 3 3 1 3 2 0.5 74.2 49.524 3 2 0.5 3 1 DR 35.1 23.4


12 4 4 3 4 4 1.5 140.4 93.616 4 4 2 4 3 1 79.0 52.724 4 3 1 4 2 0.5 35.1 23.4

Minimum 33mil

Steel Hat

Channelor

Minimum 1x Wood

Furring3

33 mil Steel Stud


Steel thickness

+3 threads

12 3 1.5 DR 3 0.

5 DR 52.9 35.3

16 3 1 DR 2 DR DR 39.7 26.5

24 2 DR DR 2 D

R DR 26.5 17.6

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 2 DR 4 1 DR 62.9 41.9

16 4 1.5 DR 3 D

R DR 47.1 31.4

24 3 DR DR 2 D

R DR 31.4 21.0

43 mil or thicker Steel Stud


Steel thickness

+3 threads

12 3 1.5 DR 3 0.

5 DR 69.0 46.0

16 3 1 DR 2 DR DR 51.8 34.5

24 2 DR DR 2 D

R DR 34.5 23.0

#10 screw

Steel thickness

12 4 3 1.5 4 3 DR 81.9 54.616 4 3 0.5 4 2 DR 61.5 41.0


Furring Material

Framing Member


Size


Framing(inches)

Fastener

Spacing in

Furring(inches)




3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g

(0.333” +3 threads 24 4 2 DR 4 0.5 DR 35.1 23.4








FOR APPLICATION OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHT AND RESIST WIND PRESSURE 1,2

Furring Material

Framing Member

Fastener Type and

Minimum

Size


Framing(inches)

Fastener

Spacing in

Furring(inches)

Maximum Thickness of Foam Plastic Sheathing 4 (inches) Allowable


Siding Weight: Siding Weight:3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

gMinimum 1x Wood

Furring 3



1-1/4

8 4 2 1 4 1.5 DR 46.5 31.0

12 4 1.5 DR 3 1 DR 31.0 20.7

16 4 1 DR 3 0.5 DR 23.3 15.5


1-1/4

8 4 4 1.5 4 2 0.75

57.5 38.3

12 4 2 0.75 4 1.5 DR 38.3 25.6

16 4 1.5 DR 4 1 DR 28.8 19.2

#10 wood screw 6

1

12 4 2 0.75 4 1.5 DR 107.3 71.6

16 4 1.5 DR 4 1 DR 79.0 52.7

24 4 1 DR 3 DR DR 35.1 23.4¼” lag screw 6

1-1/2 12 4 3 1 4 2 0.5 140.4 93.616 4 1. DR 4 1.5 DR 79.0 52.7


Furring Material

Framing Member

Fastener Type and

Minimum

Size


Framing(inches)

Fastener

Spacing in

Furring(inches)

Maximum Thickness of Foam Plastic Sheathing 4 (inches) Allowable


Siding Weight: Siding Weight:3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g5

24 4 1.5 DR 4 0.7

5 DR 35.1 23.4

Minimum 33mil

Steel Hat

Channelor

Minimum 1x Wood

Furring 3

33 mil Steel Stud

#8 screw

(0.285” head)

Steel thickness

+3 threads

12 3 1.5 DR 3 0.5 DR 52.9 35.3

16 3 1 DR 2 DR DR 39.7 26.5

24 2 DR DR 2 DR DR 26.5 17.6

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 2 DR 4 1 DR 62.9 41.9

16 4 1.5 DR 3 DR DR 47.1 31.4

24 3 DR DR 2 DR DR 31.4 21.0

43 mil or thicker Steel Stud

#8 screw

(0.285” head)

Steel thickness

+3 threads

12 3 1.5 DR 3 0.5 DR 69.0 46.0

16 3 1 DR 2 DR DR 51.8 34.5

24 2 DR DR 2 DR DR 34.5 23.0

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 3 1.5 4 3 DR 81.9 54.616 4 3 0.5 4 2 DR 61.5 41.0

24 4 2 DR 4 0.5 DR 35.1 23.4





4. Foam plastic sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C 578 or ASTM C 1289.


6. Lag screws shall be installed with a standard cut washer. Lag screws and wood screws shall be pre- drilled in accordance with AF&PA/NDS. Approved self-drilling screws of equal or greater shear and withdrawal strength shall be permitted without pre-drilling.

Reason: The main purpose of this public comment is too coordinate this ICC 600 proposal (RHW 30-11/12) with a more recent proposal submitted to ICC for the 2015 IRC. The changes shown above affect only the wood framing connection requirements in the two tables and not the steel framing requirements in these same tables. Also, material requirements for foam sheathing are added as a new footnote to these tables (all other footnotes are unchanged). A few editorial changes (typo corrections) to the text are made in Sections 705.1 and 705.1.1. There are no other text changes.The specific changes to the wood connection requirements in the tables are as follows:

1. Add a 0.162” diameter nail size to both tables.2. Remove the 0.120” diameter nail size from the furring attachment table.3. Change #8 wood screw to #10 wood screw in the furring attachment table.


4. Revise and provide table values for the above fastener changes, including design wind pressure values for furring attachments for these fastener changes.

5. Update connection analysis to agree with the IRC 2015 proposal which results in more stringent connection requirements, particularly for heavier cladding types (11 psf and 25 psf).



Revise as follows:



Siding Fastener Through Foam Sheathing into:


Minimum Size2


Maximum Foam Sheathing Thickness(inches)






6 4 3 1 4 2 0.758 4 2 0.75 4 1.5 DR

12 4 1.5 DR 3 0.75 DR


6 4 3 1.5 4 2 0.758 4 2 1 4 1.5 0.5

12 4 1.5 0.5 3 1 DR


6 4 4 1.5 4 3 18 4 3 1 4 2 0.75

12 4 2 0.75 4 1 DR

Cold-formed steel Framing

(minimum penetration of

steel thickness + 3 threads)


or thicker

6 3 3 1.5 3 2 DR8 3 2 0.5 3 1.5 DR

12 3 1.5 DR 3 0.75 DR


6 4 3 2 4 3 0.58 4 3 1 4 2 DR

12 4 2 DR 3 1 DR#10 screw


6 4 4 3 4 4 28 4 4 2 4 3 1.5



2. Nail fasteners shall comply with ASTM F1667, except nail length shall be permitted to exceed ASTM F1667 standard lengths. Self-drilling tapping screw fasteners for connection of siding to cold-formed steel framing




Furring Material

Framing Member


Size


Framing(inches)

Fastener

Spacing in

Furring(inches)




3psf

11 psf

25 psf

3psf

11 psf

25 psf

16”oc Furrin

g

24”oc Furrin

g

Minimum 1x Wood

Furring3



1-1/4

8 4 4 1.5 4 2 1 42.6 28.4

12 4 2 1 4 1.5 0.5 28.4 18.9

16 4 2 0.5 4 1 DR 21.3 14.2


1-1/4

8 4 4 2 4 3 1 46.5 31.0

12 4 3 1 4 2 0.75

31.0 20.7

16 4 2 0.75 4 1.

5 DR 23.3 15.5

#8 wood screw5 1

12 4 4 1.5 4 3 1 98.9 66.016 4 3 1 4 2 0.5 74.2 49.524 4 2 0.5 4 1 DR 35.1 23.4


12 4 4 3 4 4 1.5 140.4 93.616 4 4 2 4 3 1 79.0 52.724 4 3 1 4 2 0.5 35.1 23.4

Minimum 33mil

Steel Hat

Channelor

Minimum 1x Wood

Furring3

33 mil Cold-

formed Steel Stud


Steel thickness

+3 threads

12 3 1.5 DR 3 0.

5 DR 52.9 35.3

16 3 1 DR 2 DR DR 39.7 26.5

24 2 DR DR 2 D

R DR 26.5 17.6

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 2 DR 4 1 DR 62.9 41.9

16 4 1.5 DR 3 D

R DR 47.1 31.4

24 3 DR DR 2 D

R DR 31.4 21.0

43 mil or thicker Cold-

formed Steel Stud


Steel thickness

+3 threads

12 3 1.5 DR 3 0.

5 DR 69.0 46.0

16 3 1 DR 2 DR DR 51.8 34.5

24 2 DR DR 2 D

R DR 34.5 23.0

#10 screw

(0.333” head)

Steel thickness

+3 threads

12 4 3 1.5 4 3 DR 81.9 54.616 4 3 0.5 4 2 DR 61.5 41.0

24 4 2 DR 4 0.5 DR 35.1 23.4


Spruce-Pine-Fir or any softwood species with a specific gravity of 0.42 or greater per AFPA/NDS, (2) minimum 33 mil steel hat channel furring of 33 ksi steel, and (3) cold-formed steel framing of indicated nominal steel thickness and minimum 33 ksi steel for 33mil and 43 mil steel and 50 ksi steel for 54 mil steel or thicker. Steel hat channel shall have a minimum 7/8-inch (22.2 mm) depth.

2. Nail fasteners shall comply with ASTM F1667, except nail length shall be permitted to exceed ASTM F1667 standard lengths. Self-drilling tapping screw fasteners for connection of siding to cold-formed steel framing shall comply with the requirements of AISI S230. Specified fasteners with shear resistance and diameter at least equivalent to those specified in Table 701(2) shall be permitted as alternatives.





Reason: These editorial modifications correct the terminology to reflect language used in the IRC and IBCC.


IS-RHW32-11/12Section 705.2, Table 701and Appendix C



705.2 Application over foam Sheathing. Where vinyl siding is supported directly on the surface of foam sheathing and the foam sheathing is not installed as oversheathing, the wind pressure rating of the vinyl siding shall be adjusted in accordance with Section R703.11.2 of the International Residential Code .

Revise as follows:

TABLE 701WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS

SIDING MATERIAL … Foam plastic sheathing into stud

Vinyl Sidingl … Not allowed See Section 705.2

(remainder of table to remain unchanged)

APPENDIX CCHECKLIST FOR EXTERIOR WALL COVERINGS

705 VINYL SIDING

Vinyl siding certified and labeled as conforming to the requirements of ASTM D 3679 by an approved quality control agency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes No

Vinyl siding tested and verified for use in high wind areas as specified in Section 701.3 based on ASTM D 3679 Annex 1. . . . . . . . . . . . . . .. . . . . .. . . . . . . . . . . Yes No

Vinyl siding, soffit and accessories installed in accordance with the manufacturer ’s installation instructions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes No

For application over foam sheathing where foam sheathing is not used as over sheathing, has the vinyl siding wind pressure rating been adjusted (reduced) in accordance with Section 705.2? Yes No


Where foam sheathing and its attachment is not designed to resist the full design components and cladding wind load, has the vinyl siding wind pressure rating been adjusted (reduced) in accordance with Section 705.2? Yes No

Reason: Premature failures of vinyl siding over any sheathing material and premature failures of any sheathing material are often due to lack of enforcement, absence of appropriate information in the code, or failure to follow the code. This proposal fills an avoidable gap in code guidance and is based on extensive research by the vinyl siding industry, foam sheathing industry, and others. This proposal relies on code requirements now in the IRC which was based on this body of research and supported by the several interested parties at that time, including the Foam Sheathing Coalition, Vinyl Siding Institute, and the American Wood Council. This proposal will help ensure that foam sheathing and vinyl siding are correctly specified, inspected, and applied in high wind environments. It will also encourage the use of premium vinyl siding (high wind rated) products in all cases with foam sheathing by increasing the safety factor and reducing the reduction of wind pressure due to pressure equalization effects otherwise used in the wind pressure rating of vinyl siding per ASTM D3679. These premium vinyl siding products have demonstrated substantial wind resistance performance in experience and in recent tests at IBHS’s full-scale wind tunnel.


Modify as follows:

705.1 Vinyl siding. Vinyl siding shall be certified and labeled as conforming to the requirements of ASTM D 3679 by an approved quality control agency. Vinyl siding shall have an approved design wind pressure resistance rating based on ASTM D3679 Annex 1 be tested and verified for use in high wind areas that meets or exceeds the design wind pressure load as specified in Section 701.3. based on ASTM D 3679 Annex 1. Vinyl siding, soffit and accessories shall be installed in accordance with the manufacturer’s installation instructions

705.2 Application over foam Sheathing. Where vinyl siding is supported directly on the surface of foam sheathing and the foam sheathing is not installed as oversheathing, the wind pressure rating of the vinyl siding shall be adjusted in accordance with Section R703.11.2 of the International Residential Code.In addition to the requirements of Section 705.1, vinyl siding supported directly on the surface of foam sheathing shall comply with Section 705.2.1 or 705.2.2 as applicable. The foam sheathing shall comply with Section 710.

705.2.1 Areas where the wind speed is less than 140mph. One of the following provisions shall apply:

1. Where foam sheathing is installed over a sheathing material designed and attached to separately resist 100% of the wind load, the vinyl siding shall be installed in accordance with the requirements of Section 705.1;

2. Where the foam sheathing is installed directly over studs and the foam sheathing attachment is not designed to separately resist 100% of the wind load, the vinyl siding shall be installed in accordance with the requirements of Section 705.1.


The design wind pressure resistance rating of the vinyl siding shall be multiplied by 0.27, and the result shall not be less than the design wind pressure load as specified in Section 701.3; or,

3. Where the foam sheathing is installed directly over studs and the foam sheathing attachment is designed to separately resist 100% of the wind load, the vinyl siding shall be installed in accordance with the requirements of Section 705.1.

705.2.2 Areas where the wind speed is equal to or greater than 140mph. Foam sheathing shall be installed over a sheathing material designed and attached to separately resist 100% of the wind load and the vinyl siding shall be installed in accordance with the requirements of Section 705.1.

APPENDIX CCHECKLIST FOR EXTERIOR WALL COVERINGS

705 VINYL SIDING

Vinyl siding certified and labeled as conforming to the requirements of ASTM D 3679 by an approved quality control agency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes No

Vinyl siding tested and verified for use in high wind areas as specified in Section 701.3 based on ASTM D 3679 Annex 1. . . . . . . . . . . . . . .. . . . . .. . . . . . . . . . . Yes No

Vinyl siding, soffit and accessories installed in accordance with the manufacturer ’s installation instructions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes No

For application over foam sheathing where foam sheathing is not used as over sheathing, installed over a sheating material designed and attached to separately resist 100% of the wind load has the vinyl siding wind pressure rating been adjusted (reduced) in accordance with Section 705.2? ……………………………………………………Yes No

Where foam sheathing and its attachment is not designed to resist the full design components and cladding wind load, has the vinyl siding wind pressure rating been adjusted (reduced) in accordance with Section 705.2?.................................. Yes No

Committee Reason: Section 705.1 is revised to clarify the criteria for the design wind pressure resistance of vinyl siding. Section 705.2 is revised to delete the term ‘oversheathing” and replace with text to describe what is meant. Section 705.2.1 is added to specify the application where the design wind speed is less than 140 mph and provide 3 optional provisions. Provision 2 was added to permit vinyl siding in combination with foam plastic sheathing when the wind pressure resistance of the vinyl siding is reduced by 0.27 to provide an additional safety factor. Section 705.2.2 is added to specify the application where the design wind speed is equal to or greater than 140 mph.





705.2.1 Areas where the wind speed is less than 140mph. One of the following provisions shall apply:

1. Where foam sheathing is installed over a sheathing material designed and attached to separately resist 100% of the wind load, the vinyl siding shall be installed in accordance with the requirements of Section 705.1;

2. Where the foam sheathing is installed directly over studs and the foam sheathing attachment is not designed to separately resist 100% of the wind load, the vinyl siding shall be installed in accordance with the requirements of Section 705.1. The ; except that the design wind pressure resistance rating of the vinyl siding shall be multiplied by 0.27, and the result shall not be less than the design wind pressure load as specified in Section 701.3; or,

3. Where the foam sheathing is installed directly over studs and the foam sheathing attachment is designed to separately resist 100% of the wind load, the vinyl siding shall be installed in accordance with the requirements of Section 705.1.


Reason: It is still not clear to me why the RHW is accepting responsibility for the performance of a proprietary product in an application and in a manner in which the manufacturer has not recommended it be used. With these provisions, the RHW is not only allowing the design community to use it in this manner, but also goes even further to define how to modify the application and intended use of these products in conflict with the vinyl siding manufacturer’s installation requirements.




Reason: As currently written, this proposal allows the use of under-designed vinyl siding whenever vinyl siding is installed over plywood/OSB (or any other sheathing that can resist 100% of the design load). This will lead to unnecessary vinyl siding damage and possible increased wind-driven rain damage and possible confusion by designers, contractors, and building officials. The vinyl siding standard specification, D3679, over-estimates the load resistance of the vinyl siding by over double its true capacity. If the proposal was rewritten to require the same vinyl siding design pressure rating adjustment written in this proposal when vinyl siding is installed over foam, the requirements for vinyl siding would be much simpler, more brief, less complex, and more appropriate for high wind regions. The average homeowner expects that the material wind-resistance requirements in a wind


IS-RHW33-11/12Section 710.1 (new)



SECTION 710FOAM PLASTIC INSULATING SHEATHING

710.1 General. Foam plastic insulating sheathing shall comply with Section R316 of the International Residential Code, Sections 710.2 and 710.3 of this standard, and shall be installed in accordance with the manufacturer’s installation instructions.

710.2 Wind Pressure Resistance. Foam plastic insulating sheathing shall be tested, qualified, monitored for quality control, and labeled by an approved agency in accordance with the International Building Code, Sections 110.4 and 1703.5 in regard to wind pressure resistance for the intended end-use application.

Exception: Where foam plastic insulating sheathing is used as over-sheathing, compliance with Section 710.2 shall not be required.

710.3 Cladding Installation. Cladding and furring, if included, shall be installed over foam plastic insulating sheathing with fastening designed to resist the components and cladding wind loads of Section 1609 of the International Building Code or Table R301.2(2) of the International Residential Code .

Reason: Appropriate use of foam sheathing, including wind pressure requirements, are important to enabling IECC energy code compliance as well as building code compliance with respect to structural integrity of energy –efficient building envelopes. This proposal addresses this needed coordination and gap in the current body of ICC codes and standards. In addition, the foam sheathing industry is concerned that appropriate guidance is needed in the code and this standard to ensure performance expectations are met by prescription or by design.

Committee Action: Accept in principle. (Note: RHW33 and RHW34 are two options—The committee accepted RHW33 with the agreement that if Standard FS 100 is approved in time then RHW33 will be replaced with RHW34)

Modify as follows:SECTION 710

FOAM PLASTIC INSULATING SHEATHING


710.1 General. Foam plastic insulating sheathing shall comply with Section R316 of the International Residential Code, Sections 710.2 and 710.3 of this standard, and shall be installed in accordance with the manufacturer’s installation instructions.

710.2 Wind Pressure Resistance. Foam plastic insulating sheathing shall be tested, qualified, monitored for quality control, and labeled by an approved agency in accordance with the International Building Code, Sections 110.4 and 1703.5 in regard to wind pressure resistance for the intended end-use application.

Exception: Where foam plastic insulating sheathing is used as over-sheathing, , installed over a sheathing material designed and attached to separately resist 100% of the wind load compliance with Section 710.2 shall not be required.

710.3 Cladding Installation. Cladding and furring, if included, shall be installed over foam plastic insulating sheathing with fastening designed to resist the components and cladding wind loads of Section 1609 of the International Building Code or Table R301.2(2) of the International Residential Code.

710.3.1 Vinyl siding. Vinyl siding installation shall comply with Section 705.2

Committee Reason: The exception to Section 710.2 is revised to delete the term ‘over-sheathing” and replace with text describing what is meant. Section 710.3.1 is added to refer to new Section 705.2 as previously approved on IS-RHW 32.




Reason: FS100 was approved, so I think it should be deleted in favor or RHW34.




Reason: The foam sheathing standard, FS100, has received ANSI approval. Therefore, RHW33 should be vacated and RHW34 should be accepted.





Reason: FS 100 is now available and has been approved for the 2015 IBC. I support RHW34 overRHW33.

IS-RHW34-11/12Section 710 (new), Chapter 8, Appendix C



SECTION 710FOAM PLASTIC INSULATING SHEATHING

710.1 General. Foam plastic insulating sheathing shall comply with Section R316 of the International Residential Code, ANSI/ FS 100 and the manufacturer’s installation instructions.

710. 2 Cladding Installation. Cladding and furring, if included, shall be installed over foam plastic insulating sheathing with fastening designed to resist the components and cladding wind loads of Section 1609 of the International Building Code or Table R301.2(2) of the International Residential Code .

Add the following standard to Chapter 8:

SBCA Structural Building Components Association 6300 Enterprise LaneMadison, Wisconsin 53719

ANSI/FS 100-12 Standard Requirements for Wind Pressure Resistance of Foam Plastic Insulating Sheathing Used in ExteriorWall Covering Assemblies

Add new text as follows

APPENDIX C


CHECKLIST FOR EXTERIOR WALL COVERINGS

710FOAM PLASTIC INSULATING SHEATHING

If foam sheathing is installed as the exterior sheathing and is not used as over-sheathing, is foam sheathing type, thickness, and installation in compliance with ANSI/FS-100 and manufacturer installation instructions? Yes No

Does the installation also comply with Section R316 of the International Residential Code? Yes No

Is cladding attached over foam sheathing capable of resisting the applied design components and cladding wind load? Yes No

If no, is the foam sheathing attached to independently resist the full design components and cladding wind load? Yes No

Reason: Appropriate use of foam sheathing, including wind pressure requirements, are important to enabling IECC energy code compliance as well as building code compliance with respect to structural integrity of energy –efficient building envelopes. This proposal addresses this needed coordination and gap in the current body of ICC codes and standards. In addition, the foam sheathing industry is concerned that appropriate guidance is needed in the code and this standard to ensure performance expectations are met by prescription or by design. The FS 100 standard has competed committee balloting and is currently (as of 3/1/2012) going through the process of resolving public ballot comments. It is expected to be completed and approved by ANSI in the Spring of 2012. The current public ballot draft is available for review at www.sbcindustry.com/fs100draft.


Committee Reason: (Note: RHW33 and RHW34 are two options—The committee accepted RHW33 with the agreement that if Standard FS 100 is approved in time then RHW33 will be replaced with RHW34)




Reason:


http://www.sbcindustry.com/fs100draft

IS-RHW35-11/12Chapter 8 (New)

Proponent: Andrew Herseth and T. Eric Stafford, US Dept of Homeland Security, Federal Emergency Management Agency and T. Eric Stafford & Associates, LLC, representing FEMA.


CHAPTER 8STORM SHELTERS

801 Scope. This chapter 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 tornados and hurricanes. Such structures shall be designed to be hurricane shelters, tornado shelters, or combined hurricane and tornado shelters.

802 Construction. In addition to other applicable requirements, storm shelters shall be constructed in accordance with ICC/NSSA 500.

Reason: The purpose of this proposal is to add the construction requirements for storm shelters and safe rooms to ICC 600. Based on observations of non-compliant storm shelters following the spring 2011 tornadoes in the Southeast and Missouri, the FEMA-sponsored MAT (Mitigation Assessment Team) concluded that the term “tornado shelter” should not be used for areas not designed in compliance with FEMA 320/361 or ICC 500, where a clear level of protection is provided. Similar language appears in the 2012 IRC and the 2012 IBC. This proposal does not require storm shelters or safe rooms, but simply provides design, construction, and testing requirements for such structures when they are proposed to be built or installed.





Reason: Why is this a requirement included in this standard? It is already included in IRC R323. However, if a jurisdiction adopts ICC-600, is the thought that this chapter will require them to use ICC-500? As I’ve read this numerous times, it always strikes me that this is not needed and out of place. I recommend it not be included.




Revise as follows:

801 Scope. This chapter applies to the construction of storm shelters where constructed as separate detached buildings or where constructed as safe rooms within buildings for the purpose of providing safe refuge from storms that produce high winds, such as tornados and hurricanes. Such structures shall be designed to be hurricane shelters, tornado shelters, or combined hurricane and tornado shelters.

802 Construction. In addition to other applicable requirements of this standard, storm shelters shall be constructed in accordance with ICC/NSSA 500.

Reason: The “where constructed” language is necessary to insure that providing a shelter is optional, not mandatory. The last sentence of proposed Section 801 is not necessary. Chapter 1 of ICC-500 contains similar language. Given the limited residential scope of ICC-600, it is most likely a shelter if installed will be strictly a tornado shelter. Hurricane or combined shelters are more likely in commercial or multifamily applications.


IS-RHW37-11/12 Chapter 8


Revise as follows:

AISI S230—07 /S2-08 Standard for Cold-formed Steel Framing-Prescriptive Method for One- and Two-family Dwellings, with Supplement 2, dated 2008

Reason: This proposal updates the reference to the latest edition of AISI S230. This is the edition that was adopted in the 2012 IBC and IRC.




Revise as follows:

AISI S230—07 /S2-08S3-12 (2012), Standard for Cold-formed Steel Framing-Prescriptive Method for One- and Two-family Dwellings, 2007, with Supplement 32, dated 20122008(Reaffirmed 2012)

Reason: The purpose of this comment is to adopt the latest edition of AISI S230. The preface of the document states the following:

“The American Iron and Steel Institute Committee on Framing Standards has developed this Supplement 3 to AISI S230-07, the Standard for Cold-Formed Steel Framing – Prescriptive Method for One and Two Family Dwellings, 2007 Edition, to allow the 2007 Edition of AISI S230 to be used in conjunction with the 2010 Edition of ASCE 7.

Supplement 3 to AISI S230-07 updates the referenced documents. Supplement 3 also eliminates 97-mil clip angle bearing stiffeners from Tables B2-1 through B2-4, for consistency with the design provisions in AISI S210-07, the North American Standard for Cold-Formed Steel Framing - Floor and Roof System Design, 2007 Edition.

Supplement 3 to AISI S230-07 does not replace Supplement 2 to AISI S230-07, but is intended to be used in conjunction with AISI S230-07 with Supplement 2. Supplement 3 also includes Errata issued on July 29, 2009; September 10, 2010; and May 19, 2011. When packaged together, this complete set of documents is designated as AISI S230-07 w/S3-12.”


IS-RHW40-11/12Section A2.1


Revise as follows:

A2.1 General. This section provides an overview of design assumptions for Section 305 prescriptive continuous foundations for use with wood and cold-formed steel light-frame buildings. Revision of the prescriptive foundation provisions was required as part of this update order to conform to the load and load combination requirements of ASCE 7-05 and to adjust from the previous upper bound of the prescriptive design provisions [two-story, 130 mph (58 m/s), Exposure B] to the scope currently permitted by standards adopted by reference within this standard [three story, 150 mph (67 m/s), Exposure C].

Reason: This proposal editorially corrects the language so that it matches the terminology used in Section 2211 of the 2012 IBC.




General Comment: While I agree with the change, I did not see a proposal to change the basis of this analysis from ASCE 7-05 to ASCE 7-10, not a change to the wind speeds that the analysis was based on. Can someone clarify if and how that would change this section?

IS-RHW41-11/12Section B1.1


Revise as follows:

B1.1 Scope. Placing a residential building in a Coastal High Hazard Area (V Zone), Coastal A Zone or a Noncoastal A Zone landward of a Coastal A Zone is permitted on and anchored to a flood-resistant foundation that is designed and constructed in accordance with FEMA 550 Recommended Residential Construction for the Gulf Coast if the following conditions are met:

1. The building complies with ICC 600 – Standard for Residential Construction in High-Wind Regions.


2. The building is one or two stories, constructed with wood or cold-formed steel light-steel framed walls and floors. Building weights and loads are within the ranges specified in Appendix C of FEMA 550.

3. The building is constructed with rectangular elements and each element satisfies the dimensional limits depicted in Figure B1 of this standard. Nonrectangular buildings must be assembled from rectangular elements per Section 105 of ICC 600 – Standard for Residential Construction in High-Wind Regions.

4. The building has shearwalls per Tables 3.17A and 3.17B or Tables A3.17A and A3.17B and Tables 3.17D and 3.17E of ANSI/AF&PA WFCM-2001 Wood Framed Construction Manual for One- and Two-Family Dwellings. Buildings constructed with cold-formed steel framed walls shall be permitted to have shearwall lengths specified by Section E13.2 of AISI S230-07/S2-08, Standard for Cold-Formed Steel Framing – Prescriptive Method for One- and Two-Family Dwellings, with Supplement 2, dated 2008, if the shearwall lengths are not less than those specified by Tables 3.17A and 3.17B or Tables A3.17A and A3.17B and Tables 3.17D and 3.17E of ANSI/AF&PA WFCM-2001.

Reason: This proposal editorially corrects the language so that it matches the terminology used in Section 2211 of the 2012 IBC. Additionally, this proposal updates the reference to the latest edition of AISI S230. This is the edition that was adopted in the 2012 IBC and IRC.




Revise as follows:

4. The building has shearwalls per Tables 3.17A and 3.17B or Tables A3.17A and A3.17B and Tables 3.17D and 3.17E of ANSI/AF&PA WFCM-2001 Wood Framed Construction Manual for One- and Two-Family Dwellings. Buildings constructed with cold-formed steel framed walls shall be permitted to have shearwall lengths specified by Section E13.2 of AISI S230-07/S3-12S2-08, Standard for Cold-Formed Steel Framing – Prescriptive Method for One- and Two-Family Dwellings, 2007, with Supplement 32, dated 20122008, if the shearwall lengths are not less than those specified by Tables 3.17A and 3.17B or Tables A3.17A and A3.17B and Tables 3.17D and 3.17E of ANSI/AF&PA WFCM-2001.

(portions not shown remain unchanged)

Reason: This comment updates the edition of AISI S230 to reflect the edition adopted in Chapter 8 of the standard.


IS-RHW43-11/12Appendix C


Revise as follows:

CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

105 NONRECTANGULAR CONSTRUCTION (add leg dimensions)

Nonrectangular building with masonry or concrete exterior walls designed per Section 105

Nonrectangular building with wood framing designed per ANSI/AF&PA WFCM

Nonrectangular building with cold-formed steel framing designed per ANSI/AISI/S230

CHECKLIST FOR BUILDING WITH STEEL LIGHT-FRAMED EXTERIOR WALLS

303 COLD-FORMED STEEL LIGHT-FRAMED CONSTRUCTION

Constructed in accordance with ANSI/AISI S230, Standard for Cold-formed SteelFraming—Prescriptive Method for One- and Two-family Dwellings

CHECKLIST FOR EXTERIOR WALL COVERINGS

702.4 GYPSUM SHEATHING BEHIND HORIZONTAL VINYL AND ALUMINUM SIDING

Is the basic wind speed less than 110 mph

Building site located in exposure category B or C

Gypsum sheathing minimum 5/8 inch thickness.

Sheathing fastened with 13/4 inch long 11 gauge galvanized roofing nails or 11/4 inch long Type S-12 screws

Fasteners installed spaced 8 in. o.c. at panel edges, ends and intermediate framing members

Studs spaced no more than 16 in. o.c


Cold-formed steel framing members minimum 43 mils thickness (0.0428 inch, 1.087 mm 18 ga.)

If sheathing is resisting shear forces, installed per International Building Code or International Residential Code

702.5 STRUCTURAL FIBERBOARD SHEATHING BEHIND HORIZONTAL VINYL AND ALUMINUM SIDING

Is the basic wind speed less than 110 mph

Building site located in exposure category B or C

Fiberboard sheathing minimum 1/2 inch thickness

Sheathing fastened with 13/4 inch long 11 gauge galvanized roofing nails or 11/4 inch long Type S-12 screws

Fasteners installed spaced 8 inches o.c. at panel edges, ends and intermediate framing members

Studs spaced no more than 16 inches o.c

Cold-formed steel framing members minimum 43 mils thickness (0.0428 inch, 1.087 mm 18 ga.)

If sheathing is resisting shear forces, installed per International Building Code or International Residential Code

Reason: This proposal editorially corrects the language so that it matches the terminology used in Section 2211 of the 2012 IBC. Additionally, it deletes the reference to “gage.” The cold-formed steel light frame construction industry no longer uses or sells product based upon the gage. Finally, the SI conversion of 43 mils has been corrected to reflect the industry standard.





Reason: I don’t have a technical problem with this change, but the title of this section and the header on the next page are wrong. The say “CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS (CHAPTER 2)”. It should say “CHECKLIST FOR BUILDINGS WITH MASONRY EXTERIOR WALLS (CHAPTER 2)”. Once this editorial correction is made, the discussion about nonrectangular buildings with wood framing or cold-formed steel framing exterior walls is not needed in this section and they should be moved to the appropriate wood framing section and cold-formed steel framing section.Ballot and Public Comments Agenda of 148May 2013

IS-RHW44-11/12Appendix E

Proponent: Andrew Herseth and T. Eric Stafford, US Dept of Homeland Security, Federal Emergency Management Agency and T. Eric Stafford & Associates, LLC, representing FEMA.


APPENDIX EGUIDELINES FOR WIND RESISTANCE IN NON-HURRICANE-PRONE AREAS

The purpose of this appendix is to provide prescriptive recommendations for residential structures located outside of hurricane-prone regions for improved building performance when subjected to wind loads associated with strong thunderstorms and tornadoes. The provisions of this appendix intended to enhance the performance of structures impacted by weaker tornadoes or those that are on the periphery of a stronger tornado. These provisions do not provide a tornado-resistant structure. Therefore, a safe room complying with ICC 500 or FEMA 320 is also recommended for structures located in tornado-prone regions.

Level 1

1. Roof covering2. Roof sheathing and attachment3. Wall coverings and sheathing attachment4. Roof-to-wall connections5. Gable end bracing6. Anchorage around vulnerable openings 7. Soffits8. Connections for auxiliary structures9. Continuous load path connections throughout the structure including bracing10.Strengthening of garage doors and other entry doors

Level 2

1. Protection of glazed openings2. Impact protection of walls, doors, and garage doors.3. Structural design of the building for a specified wind speed

Reason: This proposal seeks to provide voluntary guidance on methods to improve the structural performance of residential structures located in tornado-prone regions. Based on observations of widespread residential wind damage in areas with minimum (or near-minimum) code design wind speeds following the spring 2011 tornadoes in the Southeast and Missouri, the FEMA-sponsored MAT (Mitigation Assessment Team) concluded that voluntary improved design, construction and implementation of details and techniques already required in coastal high-wind regions will significantly reduce property damage and wind-borne debris caused by weaker tornadoes. Similar enhanced performance may be achieved in the inflow zones of stronger tornadoes. The proposed appendix is left in concept form acknowledging that there will be many additional opportunities to define the specific parameters, in addition to the fact that Ballot and Public Comments Agenda of 148May 2013

this concept will most likely be of significant interest to stakeholders and industry groups. Requiring residential buildings in non-hurricane-prone areas to comply with similar requirements for residential structures located in hurricane-prone regions is not practical. However, due particularly to recent events, there is a desire from some homeowners and other groups for a set of simplified provisions that directly address some of the known wind vulnerabilities of residential structures. A set of simplified provisions that address these vulnerabilities are intended to provide improved resistance to tornadic wind loads particularly for those structures impacted by weak tornadoes or that are on the periphery of stronger tornadoes. For a starting point, it is proposed that the provisions be offered in “tiered” approach, where owners and builders can choose level they wish to attain, based on cost, difficulty, and the level risk associated with each level. This is similar to the “Fortified….for Existing Homes” program offered by the Insurance Institute for Business and Home Safety (IBHS). Once the ICC 600 committee makes the determination to include this Appendix within ICC 600, there may be additional levels added in addition to addressing additional vulnerabilities within each level. We also envision that each level will also address to some degree the use of the methods for retrofitting existing homes.

Compliance with each level is proposed to be cumulative. In other words, Level 2 would require compliance with Level 1.

As stated previously, the intent is not to require residential structures to be designed to resist tornadoes. Rather, the provisions of this Appendix are intended to give owners and builders options for improving the structural performance of residential structures impacted by tornadoes. These methods will increase the chances that a homeowner could return to their home after a tornado impact, and potentially save lives.


Modify as follows:APPENDIX E

GUIDELINES FOR WIND RESISTANCE IN NON-HURRICANE-PRONE AREAS

The purpose of this appendix is to provide prescriptive recommendations for residential structures located outside of hurricane-prone regions for improved building performance when subjected to wind loads associated with strong thunderstorms and tornadoes. The provisions of this appendix intended to enhance the performance of structures impacted by weaker tornadoes or those that are on the periphery of a stronger tornado. These provisions do not provide a tornado-resistant structure. Therefore, a safe room complying with ICC 500 or FEMA 320 is also recommended for structures located in tornado-prone regions.

Level 1

1. Roof covering2. Roof sheathing and attachment3. Wall coverings and sheathing attachment4. Roof-to-wall connections5. Gable end bracing6. Anchorage around vulnerable openings7. Soffits8. Connections for auxiliary structures9. Continuous load path connections throughout the structure including bracing10.Strengthening of garage doors and other entry doors

Level 2

1. Protection of glazed openingsBallot and Public Comments Agenda of 148May 2013

2. Impact protection of walls, doors, and garage doors.3. Structural design of the building for a specified wind speed

ICC 600 - Appendix E

TORNADO WIND RESISTANCE

The purpose of this appendix is to provide recommendations to improveresidential building performance when subjected to wind loads associated with tornadoes. The following guidelines are intended for property protection only and are not intended to provide personal protection or life safety. Due to the uncertainty in magnitude and track of tornadoes, immediate access toa storm shelter or safe room complying with ICC 500 or FEMA 361(and FEMA 320)is recommended to provide personal protection or life safety in the event of a tornado.

Since there is presently no existing ASCE 7 wind load design standard specific to tornado events, the approach to tornado mitigation described in this appendix applies existing guidance developed for hurricane design. However, the user should be aware that key differences have been observed between tornadoes and hurricanes. Among the notable differences between the wind effects of tornado and hurricane events with equivalent wind speeds are potentially greater uplift and debris impact experienced during tornados. Research at Iowa State University 1 suggests that vertical uplift coefficients for buildings within the tornado vortex core diameter are as much as 2–3 times greater than those generated b y straight-line winds . Likewise, the prescriptive solutions presented in the hurricane design standards referenced later in the Appendix assume buildings are enclosed.This assumption may be questionable for tornado wind speeds associated with EF2 events and is unlikely as the tornado wind speeds increase beyond EF2 levels unless impact-resistant glazing or interior operable impact - resistant shutters are installed over exterior openings. As noted in FEMA 361, there is often only minimal warning time before a tornado; therefore, a design that relies onmanually installed shutters is impractical. If automated shutter systems are installed to mitigate debris impact , then a protected backup power system should be considered to ensure that the shutters areclosed before an event.

Theapproach outlined in this appendix applies existing guidance for high-wind regions as defined in the IRC and ICC 600 for enhanced property protection fromtornado wind speeds that exceed the applicable design wind speed for residential constructionin a given location as defined by the governing building code . Table E-1 provides ASCE 7-10 wind speed values that may be related to the EFtornado scale. The indicated wind speeds apply to wind pressures only and do not correspond with projected return periods. Wind speeds have been increased by 8.5% (as noted in table heading) through elimination of the 0.85 directionality factor which is used in hurricane design. Please note that while Exposure Categor ies y B and C are permitted in ASCE 7-10 and ICC 600 wind speed conversions are provid ed in Table E-1 , FEMA 361 recommends using only Category C for safe room designs . Safe rooms provide life safety from high wind events and are designed and constructed for near-absolute protection. Regardless

1“Tornado-Induced Wind Loads on a Low-Rise Building,” Dr. Partha SarkarF.L. HaanJr, V.K. Balalramudu and P.P. Sarkar, Journal of Structural Engineering, 2010.Ballot and Public Comments Agenda of 148May 2013

of the Exposure Category selected from Table E-1 , EF4 and EF5 tornado wind speeds are beyond the scope of ICC 60 0.

Enhanced Fujita Scale for Tornadoes

ASCE 7-10 Hurricane Basis (V*1.085)

ICC 600Categories

Minimum Wind Speed

Maximum Wind Speed

Minimum Wind Speed

Maximum Wind Speed

Wind Speed

(mph) (mph) (mph) (mph) (mph)EF0 65 85 71 92 120EF1 86 109 93 118 120EF2 110 137 119 149 150EF3 138 167 150 181 180EF4 168 199 182 216 -EF5 200 234 217 254 -

Table E-1.Conversion of Tornado EF Scale to ASCE 7-10 Hurricane Wind Speed

Wind resistance corresponding to various EF level events may be approximated using the hurricane provisions of ASCE 7-10. For example, to resist design wind pressures associated with an EF1 tornado, use Table E1 to convert the maximum EF1 tornado wind speed of 109 mph to the equivalent ASCE 7-10 hurricane wind speed of 118 mph. Next, use the converted wind speed to design and construct with guidance from a source (e.g. 2014 ICC 600 or 2012 WFCM orAISI S230-07 w/ S3-12) that applies ASCE 7- 10 wind speeds. The above described approach relies upon the building’s continuous load path through strength of individual elements and connections between individual elements to maintain structural integrity under high wind conditions.


Fujita ScaleMinimum

Wind Speed

Maximum Wind Speed

Percentage of Tornados in

given F-Scale

Cumulative Tornados at or

below given F-Scale(mph) (mph) % %

F0 45 78 43.7 43.7F1 79 117 34.0 77.7F2 118 161 16.7 94.5F3 162 209 4.4 98.9F4 210 261 1.0 99.9F5 262 317 0.1 100.0

Table E-2. Probability of Tornadoes by Fujita Scale Rating

Table E-2 applies statistics assembl collect ed by the NOAA SPC ( National Oceanic and Atmospheric Administration Storm Prediction Center) under the original Fujita Scale from 1950 through 2006 to indicate probabilities for the strength – per EF Scale rating - of any given tornado. For example, if one sought to design and construct a residential building to resist 95% of the tornados that might occur based on historical probabilities indicated in Table E-2 , th en th ey would design for an F2 event, which corresponds to an EF2, and a maximum hurricane equivalent ASCE 7-10 wind speed of 149 mph with Exposure Category B (or 175 mph for Exposure Category C) . Accordingly, structural damage from an EF2 tornado could be mitigated through application of the 150 mph wind speed design criteria-at the proper exposure (B or C) -from a source (e.g. 2014 ICC 600 or 2012 WFCM or AISI S230-07 w/ S3-12) that applies ASCE 7-10 wind speeds. Using the above described approach,windows, doors, garage doors, shingles, soffits, etc. (elements not designed through continuous load path approach) will likely be damaged, but significant structural damage should be avoided through the reinforcement of the continuous structural load path. Damages to non-structural components (and associated damages from resulting water infiltration) – up to wind speeds selected from Table E-1 – may be mitigated through following the appropriate provisions of 201 3 4 ICC 600.

REFERENCES:

ICC and NSSA (National Storm Shelter Association). 2008. Standard for the Design and Construction of Storm Shelters , ICC 500. Birmingham, AL. FEMA. 2008a. Design and Construction Guidance for Community Safe Rooms. FEMA 361. August.Second Edition.FEMA. 2008c. Taking Shelter From the Storm: Building a Safe Room For Your Home or Small Business .FEMA 320. August. Third Edition. A Recommendation for an Enhanced Fujita Scale (EF-Scale)TTU. 2006. A Recommendation for an ENHANCED FUJITA SCALE (EF-Scale) , Submitted to TheNational Weather Service and Other Interested Users, October 10, 2006, Revision 2, WindScience and Engineering Center: Lubbock, TX.ASCE. 2010. Minimum Design Loads of Buildings and Other Structures. ASCE Standard ASCE 7-10 . AWC (American Wood Council). 2012 Wood-Frame Construction Manual for One and Two-Family Dwellings.AISI (American Iron and Steel Institute). 2012. AISI Standard for Cold-Formed Steel Framing - Prescriptive Method For One- and Two-Family Dwellings with Supplement 3 (AISI S230-07 w/ S3-12). RESOURCES:


APA (The Engineered Wood Association). 2011. Building for High Wind Resistance in Light-Frame Wood Construction . August. http://www.apawood.org/level_c.cfm?content=pub_searchresults&pK=Form %20M310&pF=YesFEMA. 2012. MAT Report – Spring 2011 Tornadoes: April 25-28 and May22 . FEMA 908. May. http://www.fema.gov/library/viewRecord.do?fromSearch=fromsearch&id=5633

Institute for Business and Home Safety. 2010. FORTIFIED for Existing Homes™ Engineering Guide . http://ofb.ibhs.org/fortified;jsessionid=1B0BE61B363E0286B7BE2918DECA6B9F? type=fortified_existing_homesFEMA P-499 Home Builder’s Guide for Coastal Construction (FEMA P-499). December 2010, Second Edition. http://www.fema.gov/library/viewRecord.do?fromSearch=fromsearch&id=2138

Committee Reason: The committee felt that rather than specify selective building elements to be enhanced to resist tornadoes, it should be a whole building approach. The revised proposed Appendix E provides whole building performance design that correlates design wind speed to the tornado EF classifications.




Reason: NAHB believes it is premature to introduce provisions for tornado-resistant design at this stage, even as a non-mandatory appendix. For one thing, NIST has not completed its study of the Joplin tornado. Also, the ASCE Wind Subcommittee is currently looking at expanded commentary language on tornadoes which mirrors some of the recommendations and justifications of RHW44. It is noted the ASCE proposal has failed the first committee ballot and may undergo significant revisions before it is reballoted. In addition, it is unknown what revisions may come out of Main Committee balloting, or if any proposal will pass the Main Committee.

Specific objections to the proposed text of the appendix include the following:

(1) The Appendix recommends immediate access to a storm shelter or safe room be provided. The only way to accomplish immediate access to a FEMA 361 community safe room is if the dwelling is constructed next to one (or a building with one). Is it really the intent to recommend this? The recommendation should be limited to providing a FEMA 320 or ICC 500 compliant residential shelter within or adjacent to the dwelling.

(2) Questions have been raised in the ASCE discussions regarding the Haan ISU paper. The study has not been validated by other studies or correlated to observed damage patterns. Reference to the paper may not even survive the ASCE proposal, and the level of specificity contained here is not necessary for the typical user of the standard. The entire sentence referring to the research needs to be deleted.

(3) ICC-600 should not be suggesting homeowners blow their budgets on automated, battery-backed up shutter systems, given the lower probabilities of even an EF2 tornado. If they design to ICC-600 they will already be getting more wind-resistant doors and glazing anyway. Leave the recommendation at impact glazing (which is expensive enough) or manual shutters.

(4) We do not believe it is necessary to use Exposure C on top of an enhanced design wind speed, particularly if the goal is simply property protection. The damage patterns associated with 95% of


tornadoes (EF2 or lower) do not constitute Surface Roughness C conditions. If Exposure Category B conditions exist at the time of construction, they will exist after all but the worst tornadoes. This recommendation should be removed from the Appendix.

There is no discussion of geographic variability. Tornadoes of any intensity are extremely rare west of the Rockies (as noted by the fact even the ICC-500 storm shelter map only requires 130mph design wind speed), and even in a few corners of the East (e.g. NH and ME) the historical record indicates almost no occurrences of EF3 or higher intensity events. At the very least, the NOAA map that depicts the historical record from 1950-2006 should be included or referenced.


IS-RHW46-11/12Committee Proposal

Chapter 1

Proponent: Gary J. Ehrlich, NAHB, representing ICC-600 Task Group #1

Revise Chapter 1 as follows:

HIGH-WIND REGION. Areas where the design wind speed equals or exceeds 120 100 miles per hour (44.7 m/s) or greater.

SECTION 104DESIGN CRITERIA

104.1 Wind loads. The loads used in the design of the various structural systems and elements of the buildings are separated into:

1. The overall (or global) forces used in the design of the MAIN WIND FORCE RESISTING SYSTEMS (MWFRS), and

2. Those loads appropriate for the design of fasteners, cladding and elements of the building that must resist the much higher loadings induced over relatively small areas. The latter loads are designated COMPONENT AND CLADDING Loads (C&C).

104.2 Other design loads and assumptions. See Appendix A.

104.3 Design wind speeds and use factors. This standard provides prescriptive requirements and other details of construction for buildings sited in areas with design wind speeds climates of 120 to 180 100 to 150 miles per hour (44.7 to 67 m/s) in 10 mile per hour (4.5 m/s) increments. The appropriate minimum design wind speed to be selected for a particular building site geographical location shall be determined from based on the WIND SPEED MAP given in Figure 104. Where not otherwise provided, design wind pressures for wall coverings, curtain walls, roof coverings, exterior windows, skylights, garage doors and exterior doors and other component and cladding elements shall be determined from Table 104(1) and adjusted for height and exposure per Table 104(2). In developing the provisions of the standard, a USE FACTOR of 1.0 was used throughout.

Unless noted otherwise, the design wind speeds provided in this standard are ultimate design wind speeds ( V ULT). Design loads and pressures obtained from tables are nominal (ASD) design loads.

104.3.1 Design wind speeds for Exposure D. Where provisions for Exposure D are not provided, ultimate design wind speeds for use with Exposure D shall be determined in accordance with Table 104(3).

104.4 Exposure Categories. 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. For any given wind direction, the exposure in which a specific building or other structure is sited shall be assessed as being Exposure B, C or D as defined in Sections 104.4.1, 104.4.2 or 104.4.3. The prescriptive details provided in this standard are based on the building being located in Exposure Category B or C as defined in Sections 104.4.1 or 104.4.2. Buildings constructed using ICF and flat panel concrete walls in Section 209 shall be permitted in Exposure Category D as defined in Section 104.4.3. All other buildings located in areas that qualify as Exposure Category D shall be designed in accordance with the International Building Code.


104.4.1 Exposure B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger.

Exposure B shall be assumed unless the site meets the definition of another type of exposure.

104.4.2 Exposure C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights generally less than 30 feet (9144 mm) extending more than 1500 feet (457.2 m) from the building site in any quadrant. This exposure shall also apply to any building located within Exposure B-type terrain where the building is directly adjacent to open areas of Exposure C-type terrain in any quadrant for a distance of more than 600 feet (182.9 m). This category includes flat open country and, grasslands and shorelines in hurricane-prone regions.

104.4.3 Exposure D. Flat, unobstructed areas exposed to wind flowing over open water (excluding shorelines in hurricane prone regions) for a distance of at least 1 mile (1.61 km). Shorelines in Exposure D include inland waterways, the Great Lakes and coastal areas of California, Oregon, Washington and Alaska. This exposure shall apply only to those buildings and other structures exposed to the wind coming from over the water. Exposure D extends inland from the shore line a distance of 600 feet (183 m) 1500 feet (457.2 m) or 20 10 times the height of the building structure, whichever is greater.

104.5 Applicability. The provisions of this standard shall not apply to buildings sited where all of the following conditions exist:

1. The hill, ridge or escarpment is 60 feet (18 288 mm) or higher if located in Exposure B or 30 feet (9144 mm) or higher if located in Exposure C or D;

2. The maximum average slope of the hill exceeds 10 percent; and

3. The hill, ridge or escarpment is unobstructed upwind by other such topographic features for a distance from the high point of 50 times the height of the hill or 1 mile (1.61 km), whichever is greater.

FIGURE 104(1)DESIGN WIND SPEED (3-SECOND GUST)

FIGURE 104-continuedDESIGN WIND SPEED (3-SECOND GUST)


WESTERN GULF OF MEXICO HURRICANE COASTLINE

FIGURE 104--continuedDESIGN WIND SPEED (3-SECOND GUST)

MID AND NORTHERN ATLANTIC HURRICANE COASTLINE


EASTERN GULF OF MEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE


6. Design wind speed shall be permitted to be determined using the Applied Technology Council Windspeed by Location website ( https://www.atcouncil.org/windspeed/ )

FIGURE 104(1)ULTIMATE DESIGN WIND SPEED


TABLE 104(1)COMPONENT AND CLADDING WIND LOADS (ASD)(psf)

ZONEEFFECTIVE

WIND ARE A c

(feet 2 )

ULTIMATE DESIGN WIND SPEED (mph—3-second gust)

120 130 140 150 160 170 180R

oof

0

to

7

deg

r ees

1 10 6.3 -15.5 7.4 -18.2 8.6 -21.2 9.9 -24.3 11.2 -27.6 12.6 -31.2 14.2 -35.01 20 5.9 -15.1 7.0 -17.8 8.0 -20.6 9.2 -23.6 10.6 -26.9 11.9 -30.3 13.4 -34.01 50 5.4 -14.6 6.4 -17.2 7.4 -19.9 8.5 -22.9 9.6 -26.0 10.8 -29.4 12.2 -32.91 100 5.0 -14.2 5.9 -16.7 6.8 -19.4 7.8 -22.2 8.9 -25.3 10.0 -28.5 11.2 -32.02 10 6.3 -26.1 7.4 -30.6 8.6 -35.5 9.9 -40.7 11.2 -46.4 12.6 -52.4 14.2 -58.72 20 5.9 -23.3 7.0 -27.4 8.0 -31.7 9.2 -36.4 10.6 -41.4 11.9 -46.7 13.4 -52.42 50 5.4 -19.6 6.4 -23.0 7.4 -26.7 8.5 -30.7 9.6 -34.9 10.8 -39.4 12.2 -44.12 100 5.0 -16.9 5.9 -19.8 6.8 -22.9 7.8 -26.3 8.9 -30.0 10.0 -33.8 11.2 -37.93 10 6.3 -39.2 7.4 -46.1 8.6 -53.4 9.9 -61.3 11.2 -69.8 12.6 -78.8 14.2 -88.33 20 5.9 -32.5 7.0 -38.2 8.0 -44.3 9.2 -50.8 10.6 -57.8 11.9 -65.3 13.4 -73.23 50 5.4 -23.6 6.4 -27.7 7.4 -32.1 8.5 -36.9 9.6 -41.9 10.8 -47.3 12.2 -53.13 100 5.0 -16.9 5.9 -19.8 6.8 -22.9 7.8 -26.3 8.9 -30.0 10.0 -33.8 11.2 -37.9

Roo

f

> 7 t

o 27

d

eg r e

es

1 10 8.9 -14.2 10.5 -16.7 12.2 -19.4 14.0 -22.2 15.9 -25.3 17.9 -28.5 20.1 -32.01 20 8.2 -13.8 9.6 -16.2 11.1 -18.8 12.8 -21.6 14.5 -24.5 16.4 -27.7 18.4 -31.11 50 7.1 -13.3 8.3 -15.6 9.7 -18.1 11.1 -20.8 12.7 -23.7 14.3 -26.7 16.1 -30.01 100 6.3 -12.9 7.4 -15.1 8.6 -17.6 9.9 -20.2 11.2 -22.9 12.6 -25.9 14.2 -29.02 10 8.9 -24.8 10.5 -29.3 12.2 -33.7 14.0 -38.7 15.9 -44.1 17.9 -49.7 20.1 -55.82 20 8.2 -22.8 9.6 -26.8 11.1 -31.0 12.8 -35.6 14.5 -40.5 16.4 -45.8 18.4 -51.32 50 7.1 -20.2 8.3 -23.6 9.7 -27.4 11.1 -31.5 12.7 -35.8 14.3 -40.5 16.1 -45.42 100 6.3 -18.2 7.4 -21.4 8.6 -24.7 9.9 -28.4 11.2 -32.3 12.6 -36.5 14.2 -40.93 10 8.9 -36.6 10.5 -43.0 12.2 -49.9 14.0 -57.2 15.9 -65.1 17.9 -73.5 20.1 -82.43 20 8.2 -34.3 9.6 -40.2 11.1 -46.6 12.8 -53.5 14.5 -60.9 16.4 -68.8 18.4 -77.13 50 7.1 -31.1 8.3 -36.5 9.7 -42.3 11.1 -48.6 12.7 -55.3 14.3 -62.4 16.1 -69.93 100 6.3 -28.7 7.4 -33.7 8.6 -39.1 9.9 -44.9 11.2 -51.1 12.6 -57.7 14.2 -64.7

Roo

f

> 2

7

to

45

d e

gree

s

1 10 14.2 -15.5 16.7 -18.2 19.4 -21.2 22.2 -24.3 25.3 -27.6 28.5 -31.2 32.0 -35.01 20 13.8 -14.8 16.2 -17.3 18.8 -20.1 21.6 -23.0 24.5 -26.2 27.7 -29.6 31.1 -33.21 50 13.3 -13.7 15.6 -16.1 18.1 -18.7 20.8 -21.4 23.7 -24.3 26.7 -27.5 30.0 -30.81 100 12.9 -12.9 15.1 -15.1 17.6 -17.6 20.2 -20.2 22.9 -22.9 25.9 -25.9 29.0 -29.02 10 14.2 -18.2 16.7 -21.4 19.4 -24.7 22.2 -28.4 25.3 -32.3 28.5 -36.5 32.0 -40.92 20 13.8 -17.4 16.2 -20.4 18.8 -23.6 21.6 -27.2 24.5 -30.9 27.7 -34.9 31.1 -39.22 50 13.3 -16.3 15.6 -19.2 18.1 -22.3 20.8 -25.5 23.7 -29.0 26.7 -32.8 30.0 -36.72 100 12.9 -15.5 15.1 -18.2 17.6 -21.2 20.2 -24.3 22.9 -27.6 25.9 -31.2 29.0 -35.03 10 14.2 -18.2 16.7 -21.4 19.4 -24.7 22.2 -28.4 25.3 -32.3 28.5 -36.5 32.0 -40.93 20 13.8 -17.4 16.2 -20.4 18.8 -23.6 21.6 -27.2 24.5 -30.9 27.7 -34.9 31.1 -39.23 50 13.3 -16.3 15.6 -19.2 18.1 -22.3 20.8 -25.5 23.7 -29.0 26.7 -32.8 30.0 -36.73 100 12.9 -15.5 15.1 -18.2 17.6 -21.2 20.2 -24.3 22.9 -27.6 25.9 -31.2 29.0 -35.0

Wa

l l

4 10 15.5 -16.9 18.2 -19.8 21.2 -22.9 24.3 -26.3 27.6 -30.0 31.2 -33.8 35.0 -37.94 20 14.8 -16.1 17.4 -19.0 20.2 -22.0 23.2 -25.3 26.3 -28.7 29.7 -32.4 33.3 -36.34 50 13.9 -15.2 16.3 -17.9 19.0 -20.8 21.7 -23.8 24.7 -27.1 27.9 -30.6 31.3 -34.34 100 13.2 -14.5 15.5 -17.0 18.0 -19.8 20.6 -22.7 23.5 -25.8 26.5 -29.1 29.7 -32.74 500 11.6 -12.9 13.6 -15.1 15.8 -17.6 18.1 -20.2 20.6 -22.9 23.2 -25.9 26.1 -29.05 10 15.5 -20.8 18.2 -24.4 21.2 -28.3 24.3 -32.5 27.6 -37.0 31.2 -41.8 35.0 -46.85 20 14.8 -19.4 17.4 -22.8 20.2 -26.4 23.2 -30.3 26.3 -34.6 29.7 -39.0 33.3 -43.75 50 13.9 -17.6 16.3 -20.6 19.0 -23.9 21.7 -27.4 24.7 -31.3 27.9 -35.3 31.3 -39.65 100 13.2 -16.1 15.5 -19.0 18.0 -22.0 20.6 -25.3 23.5 -28.7 26.5 -32.4 29.7 -36.35 500 11.6 -12.9 13.6 -15.1 15.8 -17.6 18.1 -20.2 20.6 -22.9 23.2 -25.9 26.1 -29.0

For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 47.9 P a . a. For mean roof heights greater than 30 feet, pressures shall be multiplied by the adjustment factor of Table 104(2). b. Pressures shall be applied in accordance with Figure 104(2). c. The effective wind area is the span length multiplied by an effective width that need not be less than one-third the span length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener.


TABLE 104(2)HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE 104(2)

MEAN ROOF HEIGHT (ft) EXPOSURE B EXPOSURE C EXPOSURE D15 1.00 1.21 1.4720 1.00 1.29 1.5525 1.00 1.35 1.6130 1.00 1.40 1.6635 1.05 1.45 1.7040 1.09 1.49 1.7445 1.12 1.53 1.7850 1.16 1.56 1.81

For SI: 1 foot = 304.8 mm.

TABLE 104(3)HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE 104(2)

ULTIMATE DESIGN WIND SPEED (MPH)EXPOSURE D

APPLICABLE DESIGN WIND SPEED (MPH)EXPOSURE C

100 110110 120120 140130 150140 160150 170160 180170 195180 Engineered Design Required

For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad.NOTE: a = 4 feet in all cases.

FIGURE 104(2)Ballot and Public Comments Agenda of 148May 2013

COMPONENT AND CLADDING PRESSURE ZONES

Reason: As discussed and approved at the June meeting, the design wind speed for ICC 600 is to be aligned with the 700-year MRI ultimate wind speed basis used for Risk Category II buildings in the 2012 IBC and ASCE 7-10. The committee agreed the standard should cover Vult from 120 mph to 180mph in increments of 10 mph. The committee further agreed that tables in ICC 600 which currently reflect nominal/service loads should retain that basis, but show the design wind speed as Vult. Clarification should be provided that the values are nominal/service (ASD) level. This committee proposal implements these changes for Chapter 1.




Revise as follows:

104.3 Design wind speeds.. This standard provides prescriptive requirements and other details of construction for buildings sited in areas with design wind speeds of 120 to 180 miles per hour (44.7 to 67 m/s. The appropriate design wind speed to be selected for a particular building site shall be determined from Figure 104. Where not otherwise provided, design wind pressures for wall coverings, curtain walls, roof coverings, exterior windows, skylights, garage doors and exterior doors and other component and cladding elements shall be determined from Table 104(1) and adjusted for height and exposure per Table 104(2

Unless noted otherwise, the design wind speeds provided in this standard are ultimate design wind speeds (VULT) based on a 700-year mean return period interval. Design loads and pressures obtained from tables are nominal (ASD) design loads.

104.4 Exposure Categories. 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, including but not limited to . Account shall be taken of variations in ground surface roughness that arise from natural topography, and vegetation, and other construction as well as from constructed features. For any given wind direction, the exposure in which a specific building or other structure is sited shall be assessed as being Exposure B, C or D as defined in Sections 104.4.1, 104.4.2 or 104.4.3.


Reason: (Section 104.3) These changes are unclear and slightly misleading. I think we need to explain what we mean by Vult. (Section 104.4The discussion of Exposure Categories is not exactly correct… since all wind directions must be considered.



Revise as follows:

104.3.1 Design wind speeds for Exposure D. Where provisions for Exposure D are not provided, provisions for Exposure C are permitted to be used provided the ultimate design wind speeds for use with Exposure D shall be determined are adjusted in accordance with Table 104(3).


TABLE 104(3)WIND SPEED ADJUSTMENTS FOR EXPOSURE CATEGORY D

HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE 104(2)

104.4.1 Exposure B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Use of this exposure category shall be limited to those areas for which terrain representative of Exposure B prevails in the upwind direction for a distance of at least 1,500 ft (460 m).

Exposure B shall be assumed unless the site meets the definition of another type of exposure.

104.4.2 Exposure C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights generally less than 30 feet (9144 mm) extending more than 1500 feet (457.2 m) from the building site in any quadrant. This exposure shall also apply to any building located within Exposure B-type terrain where the building is directly adjacent to open areas of Exposure C-type terrain in any quadrant for a distance of more than 600 feet (182.9 m). This category includes flat open country and grasslands. Exposure C shall be assumed unless the site meets the definition of another type exposure.

104.4.3 Exposure D. Flat, unobstructed areas exposed to wind flowing over open waterfor a distance of at least 5000 feet 1 mile (1,524 m 1.61 km). This exposure shall apply only to those buildings and other structures exposed to the wind coming from over the water. Exposure D extends inland from the shore line a distance of 600 feet (183 m) or 20 times the height of the building structure, whichever is greater.

Reason: Correlations with ASCE 7-10. ASCE 7-10 sets Exposure Category C as the default category instead of Exposure Category B. The current language could result in confusion and anomalies for certain terrain conditions. ICC 600 currently requires you to have 1500 upwind feet of Exposure Category C terrain to qualify as Exposure Category C. Assume a building has an open grass field directly adjacent to it that extends from the building to 1200 feet. Beyond the 1200 feet is a thick forest extending 700 feet. According to ICC 600, this would qualify as Exposure Category B because it does not meet the definition of Exposure Category C in that it doesn’t have 1500 feet of open terrain from the building site in any quadrant. However, this would clearly be an Exposure Category C terrain condition. The language proposed here is consistent with ASCE 7 descriptions and will eliminate the types of anomalies described above.



General Comment: Definition of “high-wind region” is modified from 100 mph to 120 mph. This may be related to changing from Vasd to Vult. If this is the case, it appears the new value should be 130 mph rather than 120 mph. Also, this proposal inserts the Vult map from the IBC for risk category II buildings.



Chapter 2 Proponent: Gary Ehrlich, NAHB, representing ICC-600 Task Group #1

SECTION 201SCOPE

This chapter prescribes construction requirements for buildings where all exterior walls above the foundation are concrete or masonry and where the building meets the parameters and requirements of Chapter 1. Interior walls and partitions may be concrete, masonry, wood framed, cold-formed steel framed, or any other approved construction. ICF and flat panel cConcrete walls shall be in accordance with Section 209.

202.1.7.2 Unless otherwise stated, sizes given for nails are common wire nails. For example, 8d = 2-1/2 inches long x 0.131-inch diameter (See Table L4 12.3B, Columns 2, 3 and 4, in the National Design Specifications for Wood Construction). Nails shall conform to the requirements of ASTM F 1667 including supplementary requirements.

203.2.5 Foundation stemwalls. Foundation s temwalls shall extend no more than 3 feet (915 mm) above the finished grade except as permitted by Section 102.2.2.

203.3.1 Footing dowel bars shall be provided for all required vertical wall reinforcement in the following locations:

1. (No changes.)

2. (No changes.)

3. (No changes.)

4. At other required vertical wall reinforcement of buildings which are located where the Design Wind Speed is 140 180 mph (62.5 m/s) or greater.

5. (No changes.)

6. (No changes.)

204.4 Floor diaphragms. Floor sheathing and fasteners shall be capable of resisting the total shear loads specified in Table 204(1) for the applicable exposure and wind speed. Shear capacities for wood floor diaphragms shall be based on the spacing of the floor framing members, sheathing material, sheathing thickness, nail size and nail spacing as specified in Tables 2306.3.1 and 2306.3.2 of the International Building Code Chapter 3 of this Standard. The suspended concrete slabs specified in Section 204.2 have a diaphragm capacity of 4,000 plf (58.4 kN/m).

TABLE 204(1)TOTAL FLOOR DIAPHRAGM SHEAR LOADa, b, d (LB PER SIDE)


TABLE 204(1)TOTAL FLOOR DIAPHRAGM SHEAR LOAD a, b, d (ASD)(LB PER SIDE)

ExposureUltimate

Design Wind Speed (mph)

Perpendicular Dimension c , ft 24 32 40 48 56 64 72 80

B

120 1638 2134 2628 3121 3613 4116 4631 5145130 1931 2517 3100 3681 4261 4855 5462 6069140 2208 2878 3544 4209 4873 5551 6245 6939150 2548 3320 4089 4856 5621 6404 7205 8005160 2911 3794 4672 5548 6423 7318 8233 9147170 3299 4299 5294 6287 7279 8293 9329 10366180 3658 4767 5871 6972 8071 9195 10345 11494195 4317 5626 6928 8228 9525 10852 12208 13565

C

120 2296 2992 3685 4376 5066 5771 6493 7214130 2708 3529 4346 5161 5975 6807 7658 8509140 3096 4035 4969 5901 6832 7783 8756 9729150 3572 4655 5733 6808 7881 8979 10101 11224160 4082 5319 6551 7779 9006 10260 11542 12825170 4625 6028 7423 8815 10205 11627 13080 14533180 5129 6684 8231 9775 11316 12892 14504 16115195 6053 7888 9714 11535 13355 15215 17116 19018

For SI: 1 foot = 304.8 mm, 1 pound force = 4.448 N, 1 mile per hour = 0.447 m/s.NOTES:a. Loads are for walls/diaphragm edges parallel to the direction of the wind and are based on tributary wall height of 10

feet. For tributary wall heights other than 10 feet, multiply by tributary wall height (ft)/10.b. To determine required individual connector load between the wall and the diaphragm, divide the tabular shear load by

the number of connectors. c. Dimension of diaphragm perpendicular to wall on which connectors are being designed.

TABLE 205(1)ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa,b

EXPOSURE B (square inches)

TABLE 205(2)ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa,b

EXPOSURE C (square inches)

TABLE 205(9)SINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO. 5 BARS (feet)

TABLE 205(d)—continuedSINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACE NO. 4 BARS (feet)

TABLE 205(10)MAXIMUM SPACING OF NO. 5 VERTICAL REINFORCEMENT IN WALLS PERPENDICULAR TO THE RIDGE

AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY (feet)


AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY (feet)

TABLE 205(13)MASONRY GABLE OUTLOOKER CONNECTOR LOADS

TABLE 205(14)WOOD GABLE BRACE NAILING

TABLE 205(15)WOOD GABLE STUD CONNECTOR LOADS (ASD)

TABLE 205(16)REQUIRED SHEARWALL LOADS PERPENDICULAR TO RIDGE PER FOOT OF BUILDING LENGTHa,b,c (lb/ft)


TABLE 205(1)ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA a,b

EXPOSURE B (square inches)Ultimate Design

Wind Speed (mph)

Building Width (feet)

Wall Height (feet)

BUILDING LENGTH (feet)40 50 60 70 80

120 24 10 0.032 0.045 0.060 0.076 0.09524 8 0.026 0.036 0.048 0.061 0.07632 10 0.025 0.035 0.046 0.058 0.07232 8 0.020 0.028 0.037 0.047 0.05840 10 0.023 0.031 0.040 0.051 0.06340 8 0.018 0.025 0.032 0.041 0.050

130 24 10 0.038 0.053 0.070 0.090 0.11224 8 0.030 0.042 0.056 0.072 0.09032 10 0.029 0.041 0.054 0.069 0.08532 8 0.023 0.033 0.043 0.055 0.06840 10 0.027 0.037 0.048 0.060 0.07440 8 0.021 0.029 0.038 0.048 0.059

140 24 10 0.043 0.061 0.081 0.103 0.12824 8 0.035 0.049 0.064 0.082 0.10332 10 0.034 0.047 0.062 0.079 0.09832 8 0.027 0.037 0.049 0.063 0.07840 10 0.030 0.042 0.055 0.069 0.08540 8 0.024 0.033 0.044 0.055 0.068

150 24 10 0.050 0.070 0.093 0.119 0.14824 8 0.040 0.056 0.074 0.095 0.11832 10 0.039 0.054 0.071 0.091 0.11332 8 0.031 0.043 0.057 0.073 0.09040 10 0.035 0.048 0.063 0.080 0.09840 8 0.028 0.039 0.050 0.064 0.078

160 24 10 0.057 0.080 0.106 0.136 0.16924 8 0.046 0.064 0.085 0.109 0.13532 10 0.044 0.061 0.081 0.104 0.12932 8 0.035 0.049 0.065 0.083 0.10340 10 0.040 0.055 0.072 0.091 0.11240 8 0.032 0.044 0.058 0.073 0.090

170 24 10 0.065 0.091 0.120 0.154 0.19224 8 0.052 0.073 0.096 0.123 0.15332 10 0.050 0.070 0.092 0.118 0.14632 8 0.040 0.056 0.074 0.094 0.11740 10 0.046 0.062 0.082 0.103 0.12740 8 0.036 0.050 0.065 0.082 0.102

180 24 10 0.072 0.101 0.133 0.171 0.21324 8 0.058 0.080 0.107 0.137 0.17032 10 0.056 0.077 0.102 0.130 0.16232 8 0.044 0.062 0.082 0.104 0.13040 10 0.051 0.069 0.090 0.114 0.14140 8 0.040 0.055 0.072 0.091 0.113

195 24 10 0.085 0.119 0.157 0.202 0.25124 8 0.068 0.095 0.126 0.161 0.20132 10 0.066 0.091 0.121 0.154 0.19132 8 0.052 0.073 0.096 0.123 0.15340 10 0.060 0.082 0.107 0.135 0.16640 8 0.048 0.065 0.085 0.108 0.133

For SI: 1 foot = 304.8 mm, 1 square inch = 645.16 mm2, 1 mile per hour = 0.447 m/s.a. Diaphragm chord tension steel area shall be added to bond beam uplift steel area determined in Tables 205(3) through (7) for total required

bond beam area of steel. Select appropriate bar size and number of bars from Table 205(8).b. Multiplication of the tabular value for diaphragm chord tension steel area by a factor of 0.65 shall be permitted for bond beam spans located in

the end zone.


TABLE 205(2)ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA a,b

EXPOSURE C (square inches)Ultimate Design

Wind Speed (mph)

Building Width (feet)

Wall Height (feet)

BUILDING LENGTH (feet)

40 50 60 70 80

120

24 10 0.045 0.063 0.084 0.107 0.13324 8 0.036 0.050 0.067 0.086 0.10732 10 0.035 0.048 0.064 0.082 0.10232 8 0.028 0.039 0.051 0.065 0.08140 10 0.032 0.043 0.057 0.072 0.08840 8 0.025 0.035 0.045 0.057 0.071

130

24 10 0.053 0.074 0.099 0.126 0.15724 8 0.043 0.060 0.079 0.101 0.12632 10 0.041 0.057 0.076 0.097 0.12032 8 0.033 0.046 0.060 0.077 0.09640 10 0.037 0.051 0.067 0.085 0.10440 8 0.030 0.041 0.054 0.068 0.083

140

24 10 0.061 0.085 0.113 0.145 0.18024 8 0.049 0.068 0.090 0.116 0.14432 10 0.047 0.065 0.086 0.110 0.13732 8 0.038 0.052 0.069 0.088 0.11040 10 0.043 0.059 0.077 0.097 0.11940 8 0.034 0.047 0.061 0.077 0.095

150

24 10 0.070 0.098 0.130 0.167 0.20824 8 0.056 0.079 0.104 0.133 0.16632 10 0.054 0.075 0.100 0.127 0.15832 8 0.043 0.060 0.080 0.102 0.12640 10 0.049 0.068 0.088 0.112 0.13740 8 0.039 0.054 0.071 0.089 0.110

160

24 10 0.080 0.112 0.149 0.191 0.23724 8 0.064 0.090 0.119 0.152 0.19032 10 0.062 0.086 0.114 0.145 0.18132 8 0.050 0.069 0.091 0.116 0.14540 10 0.056 0.077 0.101 0.127 0.15740 8 0.045 0.062 0.081 0.102 0.126

170

24 10 0.091 0.127 0.169 0.216 0.26924 8 0.073 0.102 0.135 0.173 0.21532 10 0.070 0.098 0.129 0.165 0.20532 8 0.056 0.078 0.103 0.132 0.16440 10 0.064 0.087 0.114 0.144 0.17840 8 0.051 0.070 0.091 0.116 0.142

180

24 10 0.101 0.141 0.187 0.239 0.29824 8 0.081 0.113 0.150 0.192 0.23832 10 0.078 0.108 0.143 0.183 0.22732 8 0.062 0.087 0.115 0.146 0.18240 10 0.071 0.097 0.127 0.160 0.19740 8 0.057 0.078 0.101 0.128 0.158

195

24 10 0.119 0.166 0.221 0.283 0.35224 8 0.095 0.133 0.177 0.226 0.28132 10 0.092 0.128 0.169 0.216 0.26832 8 0.074 0.102 0.135 0.173 0.21440 10 0.084 0.114 0.150 0.189 0.23340 8 0.067 0.092 0.120 0.151 0.186

For SI: 1 foot = 304.8 mm, 1 square inch = 645.16 mm2, 1 mile per hour = 0.447 m/s.a. Diaphragm chord tension steel area shall be added to bond beam uplift steel area determined in Tables 205(3) through (7) for total required

bond beam area of steel. Select appropriate bar size and number of bars from Table 205(8).b. Multiplication of the tabular value for diaphragm chord tension steel area by a factor of 0.65 shall be permitted for bond beam spans located in

the end zone.


TABLE 205(3)AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c,d

(square inches)

UPLIFT(ASD) (plf)

8 IN. BOND BEAM/LINTEL SPAN (feet)

4 6 8 10 12 14 16 18For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 square inch = 645.16 mm2.a. Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 205(1) and (2) as appropriate for

total required bond beam area of steel. Select appropriate bar size and number of bars from Table 205(8).b. When reinforced required is 0.000, only diaphragm tension reinforcement is requiredc. NP = Not Permitted.d. Based on horizontal reinforcement placed in a 2-3/4 in. notch in the top of the bond beam.


(square inches)

UPLIFT(ASD) (plf)


4 6 8 10 12 14 16 18For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 square inch = 645.16 mm2.b. Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 205(1) and (2) as appropriate for



(square inches)

UPLIFT(ASD) (plf)


4 6 8 10 12 14 16 18For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 square inch = 645.16 mm2.c. Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 205(1) and (2) as appropriate for



(square inches)

UPLIFT(ASD) (plf)


4 6 8 10 12 14 16 18For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 square inch = 645.16 mm2.d. Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 205(1) and (2) as appropriate for



(square inches)

UPLIFT(ASD) (plf)


4 6 8 10 12 14 16 18For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 square inch = 645.16 mm2.e. Uplift bending steel area shall be added to bond beam uplift steel area determined in Tables 205(1) and (2) as appropriate for



TABLE 205(9)SINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO. 5 BARS (feet)

Ultimate Design Wind Speed

(mph)

Exposure B B B C C CBuilding Width

Wall Height 24 32 40 24 32 40

120

8.00 10.61 10.61 10.61 8.96 8.96 8.968.67 10.72 10.72 10.72 9.05 9.05 9.059.33 10.81 10.81 10.81 9.13 9.13 9.1310.00 10.91 10.91 10.91 9.21 9.21 9.21


(mph)


Wall Height 24 32 40 24 32 40

130

8.00 9.77 9.77 9.77 8.25 8.25 8.258.67 9.87 9.87 9.87 8.33 8.33 8.339.33 9.96 9.96 9.96 8.41 8.41 8.4110.00 10.04 10.04 10.04 8.48 8.48 8.48


(mph)


Wall Height 24 32 40 24 32 40

140

8.00 9.14 9.14 9.14 7.72 7.72 7.728.67 9.23 9.23 9.23 7.79 7.79 7.799.33 9.31 9.31 9.31 7.86 7.86 7.8610.00 9.39 9.39 9.39 7.93 7.93 7.93


(mph)


Wall Height 24 32 40 24 32 40

150

8.00 8.51 8.51 8.51 7.19 7.19 7.198.67 8.59 8.59 8.59 7.26 7.26 7.269.33 8.67 8.67 8.67 7.32 7.18 6.6810.00 8.74 8.74 8.74 6.98 6.51 6.10


(mph)


Wall Height 24 32 40 24 32 40

160

8.00 7.96 7.96 7.96 6.72 6.72 6.728.67 8.04 8.04 8.04 6.79 6.79 6.309.33 8.11 8.11 8.11 6.69 6.19 5.7610.00 8.18 8.18 7.68 6.03 5.62 5.26


(mph)


Wall Height 24 32 40 24 32 40

170

8.00 7.48 7.48 7.48 6.32 6.32 6.018.67 7.55 7.55 7.55 6.38 5.94 5.489.33 7.62 7.62 7.31 5.84 5.40 5.0210.00 7.62 7.12 6.67 5.27 4.90 4.59


(mph)


Wall Height 24 32 40 24 32 40

180

8.00 7.10 7.10 7.10 6.00 5.85 5.368.67 7.17 7.17 7.12 5.79 5.31 4.899.33 7.23 6.99 6.51 5.22 4.82 4.4810.00 6.80 6.34 5.94 4.71 4.38 4.10


(mph)


Wall Height 24 32 40 24 32 40

195

8.00 6.54 6.54 6.48 5.39 4.89 4.478.67 6.60 6.41 5.92 4.84 4.43 4.099.33 6.29 5.82 5.41 4.36 4.03 3.7410.00 5.68 5.29 4.95 3.94 3.67 3.43


TABLE 205(9)—continuedSINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACE NO. 4 BARS (feet)


(mph)


Wall Height 24 32 40 24 32 40

120

8.00 10.61 10.61 10.61 8.96 8.96 8.738.67 10.72 10.72 10.72 9.05 8.52 7.919.33 10.81 10.81 10.81 8.26 7.68 7.1810.00 10.50 10.41 9.84 7.40 6.94 6.52


(mph)


Wall Height 24 32 40 24 32 40

130

8.00 9.77 9.77 9.77 8.25 7.78 7.158.67 9.87 9.87 9.87 8.13 8.13 8.139.33 9.96 9.96 9.96 7.13 7.13 7.1310.00 8.88 8.88 8.88 6.30 6.30 6.30


(mph)


Wall Height 24 32 40 24 32 40

140

8.00 9.14 9.14 9.14 7.31 6.65 6.118.67 9.23 9.23 9.23 7.09 7.09 7.099.33 8.77 8.77 8.77 6.22 6.22 6.2210.00 7.75 7.75 7.75 5.50 5.50 5.50


(mph)


Wall Height 24 32 40 24 32 40

150

8.00 8.51 8.37 7.69 6.21 5.65 5.188.67 8.17 7.53 6.98 5.56 5.11 4.729.33 7.32 6.80 6.35 5.00 4.63 4.3110.00 6.57 6.15 5.78 4.50 4.20 3.94


(mph)


Wall Height 24 32 40 24 32 40

160

8.00 7.84 7.15 6.56 5.35 4.86 4.458.67 7.01 6.45 5.97 4.80 4.40 4.069.33 6.29 5.83 5.44 4.32 3.99 3.7210.00 5.65 5.28 4.96 3.89 3.63 3.40


(mph)


Wall Height 24 32 40 24 32 40

170

8.00 6.80 6.19 5.67 4.66 4.23 3.878.67 6.08 5.59 5.17 4.18 3.83 3.549.33 5.46 5.06 4.71 3.77 3.48 3.2410.00 4.92 4.59 4.30 3.40 3.16 2.96


(mph)


Wall Height 24 32 40 24 32 40

180

8.00 6.05 5.50 5.04 4.16 3.78 3.468.67 5.41 4.97 4.59 3.73 3.42 3.169.33 4.87 4.51 4.20 3.37 3.11 2.8910.00 4.39 4.09 3.83 3.04 2.83 2.65


(mph)


Wall Height 24 32 40 24 32 40

195

8.00 5.03 4.57 4.18 3.48 3.15 2.888.67 4.51 4.13 3.82 3.12 2.86 2.649.33 4.06 3.76 3.49 2.82 2.60 2.4210.00 3.66 3.41 3.19 2.54 2.37 2.21



AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY (feet)Ultimate Design

Wind Speed (mph)

120 130 140 150 160 170 180 195

Exp Wall hgt

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

End Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

B

8 10.61 11.32 9.77 10.43 9.14 9.75 8.51 9.08 7.96 8.49 7.48 7.98 7.10 7.58 6.54 6.978.67 10.72 11.39 9.87 10.48 9.23 9.81 8.59 9.13 8.04 8.54 7.55 8.02 7.17 7.62 6.60 7.019.33 10.81 11.44 9.96 10.54 9.31 9.85 8.67 9.17 8.11 8.58 7.62 8.06 7.23 7.66 6.66 7.0510 10.91 11.50 10.04 10.59 9.39 9.90 8.74 9.22 8.18 8.62 7.68 8.10 7.19 7.69 6.06 6.7612 11.16 11.65 9.97 10.72 8.70 9.48 7.51 8.20 6.55 7.15 5.76 6.29 5.18 5.66 4.36 4.7614 8.98 9.61 7.59 8.12 6.62 7.08 5.71 6.11 4.98 5.33 4.37 4.68 3.92 4.20 3.30 3.5316 7.10 7.47 6.00 6.30 5.22 5.49 4.50 4.73 3.92 4.12 3.43 3.61 3.08 3.24 2.58 2.7218 5.77 5.97 4.87 5.03 4.23 4.38 3.65 3.77 3.17 3.28 2.77 2.87 2.48 2.57 2.07 2.1520 4.80 4.88 4.04 4.11 3.51 3.57 3.02 3.07 2.62 2.66 2.28 2.33 2.04 2.08 1.70 1.7322 4.05 4.06 3.41 3.42 2.96 2.97 2.54 2.54 2.20 2.20 1.91 1.92 1.71 1.71 1.41 1.42

C

8 8.96 9.56 8.25 8.81 7.72 8.24 7.19 7.67 6.72 7.17 6.32 6.74 6.00 6.40 5.52 5.898.67 9.05 9.62 8.33 8.85 7.79 8.28 7.26 7.71 6.79 7.21 6.38 6.78 6.05 6.43 5.16 5.929.33 9.13 9.66 8.41 8.90 7.86 8.32 7.32 7.75 6.85 7.25 6.30 6.81 5.62 6.47 4.68 5.4510 9.21 9.71 8.48 8.94 7.93 8.36 7.36 7.79 6.42 7.16 5.65 6.30 5.07 5.66 4.25 4.7712 8.36 9.12 7.06 7.70 6.15 6.71 5.31 5.80 4.62 5.05 4.06 4.43 3.64 3.98 3.06 3.3414 6.36 6.80 5.36 5.74 4.67 5.00 4.02 4.31 3.50 3.75 3.06 3.28 2.74 2.94 2.29 2.4616 5.01 5.27 4.22 4.44 3.67 3.86 3.16 3.32 2.74 2.88 2.39 2.52 2.14 2.26 1.78 1.8818 4.07 4.21 3.42 3.54 2.97 3.07 2.55 2.64 2.20 2.28 1.92 1.99 1.71 1.77 1.42 1.4720 3.37 3.43 2.83 2.88 2.45 2.49 2.09 2.13 1.81 1.84 1.57 1.60 1.39 1.42 1.15 1.1722 2.84 2.84 2.38 2.38 2.05 2.06 1.75 1.76 1.51 1.51 1.30 1.31 1.15 1.16 NP NP

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. NP = Not permitted.



AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY (feet)Ultimate Design

Wind Speed (mph)

120 130 140 150 160 170 180 195

Exp Wall hgt

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

End Zone

Int Zone

B

8 10.61 11.32 9.77 10.43 9.14 9.75 8.51 9.08 7.96 8.49 7.38 7.98 6.53 7.58 5.38 6.588.67 10.72 11.39 9.87 10.48 9.23 9.81 8.59 9.13 7.55 8.54 6.63 7.52 5.87 6.77 4.85 5.729.33 10.81 11.44 9.96 10.54 8.77 9.84 7.59 8.51 6.63 7.44 5.83 6.55 5.25 5.89 4.39 4.9810 10.50 11.50 8.88 9.89 7.75 8.63 6.71 7.47 5.85 6.52 5.15 5.74 4.64 5.17 3.91 4.3612 7.61 8.29 6.43 7.01 5.61 6.12 4.85 5.29 4.23 4.61 3.72 4.06 3.34 3.65 2.81 3.0714 5.80 6.20 4.90 5.24 4.27 4.57 3.68 3.94 3.21 3.44 2.82 3.02 2.53 2.71 2.13 2.2816 4.58 4.82 3.87 4.07 3.37 3.54 2.90 3.05 2.53 2.66 2.22 2.33 1.99 2.09 1.66 1.7518 3.72 3.85 3.14 3.25 2.73 2.83 2.35 2.43 2.04 2.11 1.79 1.85 1.60 1.66 1.34 1.3820 3.09 3.15 2.61 2.65 2.26 2.30 1.95 1.98 1.69 1.72 1.47 1.50 1.32 1.34 1.10 1.1222 2.62 2.62 2.20 2.20 1.91 1.91 1.64 1.64 1.42 1.42 1.23 1.24 1.10 1.10 0.91 0.91

C

8 8.96 9.56 8.25 8.81 7.72 8.24 6.71 7.67 5.74 7.03 4.98 6.07 4.43 5.39 3.68 4.468.67 9.05 9.62 8.13 8.85 7.09 8.02 6.04 6.94 5.17 6.06 4.49 5.33 4.00 4.80 3.33 4.039.33 8.43 9.46 7.13 8.00 6.22 6.99 5.38 6.04 4.68 5.27 4.07 4.64 3.62 4.17 3.02 3.5210 7.45 8.30 6.30 7.02 5.50 6.13 4.75 5.29 4.14 4.62 3.64 4.06 3.27 3.65 2.74 3.0812 5.39 5.88 4.55 4.97 3.97 4.33 3.42 3.74 2.98 3.26 2.62 2.86 2.35 2.57 1.97 2.1614 4.10 4.39 3.46 3.70 3.01 3.22 2.59 2.78 2.26 2.42 1.98 2.12 1.77 1.90 1.48 1.5916 3.24 3.40 2.73 2.87 2.37 2.49 2.04 2.14 1.77 1.86 1.54 1.63 1.38 1.46 1.15 1.2118 2.62 2.71 2.21 2.28 1.91 1.98 1.64 1.70 1.42 1.47 1.24 1.28 1.10 1.14 0.91 0.9520 2.17 2.21 1.82 1.86 1.58 1.61 1.35 1.38 1.17 1.19 1.01 1.03 0.90 0.92 0.74 0.7522 1.83 1.84 1.53 1.54 1.32 1.33 1.13 1.13 0.97 0.97 0.84 0.84 0.74 0.75 NP NP

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. NP = Not permitted.


TABLE 205(13)MASONRY GABLE OUTLOOKER CONNECTOR LOADS (ASD)

Ultimate Design Wind Speed (mph)

Roof zone 2

Connector load a, lbs Wall

zone c Uplift Perpend. to wall F2

bParallel

to wall F1

Exp

osur

e B

1202E 108 21

See

Tab

le 2

05(1

6)

1E2E 108 14 1

1302E 131 25 1E2E 131 16 1

1402E 153 28 1E2E 153 19 1

1502E 181 33 1E2E 181 22 1

1602E 210 38 1E2E 210 25 1

1702E 241 43 1E2E 241 28 1

1802E 270 47 1E2E 270 31 1

1952E 323 56 1E2E 323 37 1

Exp

osur

e C

1202E 160 30 1E2E 160 20 1

1302E 194 35 1E2E 194 23 1

1402E 225 40 1E2E 225 26 1

1502E 263 46 1E2E 263 30 1

1602E 304 53 1E2E 304 35 1

1702E 348 60 1E

2E 348 39 1

1802E 388 66 1E2E 388 44 1

1952E 462 78 1E

2E 462 52 1For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.a. Based on connector spacing of 24 in. For spacing other than 24 in. multiply values shown by connector spacing (in.)/24. b. Unit load on 2 ft of wall, multiply by 1/2 of vertical span between floor and roof (at connector location) for total connector load. c. Wall zones designated 1E are end zones. The width of the end zone is 20% of the least horizontal dimension of the building or

0.8 times the mean roof height whichever is smaller, but not less than 8% of the least horizontal dimension or 6 ft.


TABLE 205(14)WOOD GABLE BRACE NAILING


Rake height, ft12 14 16 18 20 22

Exp

osur

e B

1203 4 4 4 5 55 6 7 7 8 9

1304 4 5 5 6 66 7 8 9 9 9

1404 5 5 6 7 77 8 9 10 11 11

1505 6 6 7 8 88 9 10 11 12 12

1607 8 9 10 11 11

11 13 15 16 18 18

1708 10 11 12 13 13

14 15 17 19 21 21

1807 8 9 10 11 11

11 13 15 16 18 18

1958 10 11 12 13 13

14 15 17 19 21 21

Exp

osur

e C

1204 5 6 6 7 77 8 9 10 11 11

1305 6 7 7 8 88 10 11 12 13 13

1406 7 8 8 9 9

10 11 12 14 15 15

1507 8 9 10 11 11

11 13 14 16 17 17

1608 9 10 11 12 12

13 15 16 18 20 20

1709 10 11 13 14 14

14 17 18 20 22 22

18010 11 13 14 15 1516 18 20 23 25 25

19512 13 15 17 18 1819 22 24 27 29 29

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.


TABLE 205(15)WOOD GABLE STUD CONNECTOR LOADS (ASD)


Connector load a , lbs Wall

zone b Uplift Perpend. to wall F2

Parallel to wall F1

Exp

osur

e B

120 4714

See

Tab

le 2

05(1

6)

1E9 1

130 5717 1E11 1

140 6619 1E13 1

150 7722 1E14 1

160 8925 1E17 1

170 10228 1E19 1

180 11431 1E21 1

195 13637 1E25 1

Exp

osur

e C

120 6920 1E13 1

130 8223 1E15 1

140 9527 1E18 1

150 11131 1E20 1

160 12835 1E23 1

170 14740 1E

26 1

180 16344 1E29 1

195 19452 1E

34 1For SI: 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N.a. Unit load on stud at 16 in. O.C. Multiply by 1/2 stud length for total connector load. b. Wall zones designated 1E are end zones. The width of the end zone is 20 percent of the least horizontal dimension of the

building or 0.8 times the mean roof height, whichever is smaller, but not less than 8% of the least horizontal dimension or 6 feet.


TABLE 205(16)REQUIRED SHEARWALL LOADS (ASD) PERPENDICULAR TO RIDGE PER FOOT OF BUILDING LENGTH a,b,c (lb/ft)

ExposureCategory


(mph)

Roof Slope <= 5:12 Roof Slope = 7:12 Roof Slope = 12:12

BUILDING WIDTH BUILDING WIDTH BUILDING WIDTH24 32 40 24 32 40 24 32 40

B

120 46 46 46 76 88 101 102 123 146130 55 54 54 90 104 120 121 145 172140 63 62 62 103 119 137 138 166 196150 72 72 71 119 138 158 159 192 227160 83 82 81 136 157 180 182 219 259170 94 93 92 154 178 204 206 248 293180 104 103 102 171 198 227 228 275 325195 122 122 120 201 233 267 270 325 384

C

120 65 65 64 107 124 142 143 173 204130 77 76 75 126 146 168 169 204 241140 88 87 86 144 167 192 193 233 275150 101 101 99 167 193 221 223 269 318160 116 115 114 190 221 253 255 307 363170 131 130 129 216 250 286 289 348 411180 145 145 143 239 277 318 320 386 456195 172 171 169 282 327 375 378 455 538

For SI: 1 foot = 304.8 mm, 1 pound per lineal foot = 14.594 N/m, 1 mile per hour = 0.447 m/s.a. Required shearwall loads perpendicular to the ridge are per lineal foot of building length. Tabular values shall be

multiplied by building length to obtain total shear load.b. For connector loads, the total shear load shall be divided by the number of connectors. c. Table values shall be permitted to be interpolated.


TABLE 205(17)REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENT a,b,c,d

ROOF ANGLE 23 DEGREES

ExposureCategory


TOP STORY1ST STORY OF 2 STORY

OR 2ND STORY OF 3 STORY

1ST STORY OF 3 STORY


B

120 1.40 1.99 2.72 3.18 4.31 5.61 4.68 6.30 8.16130 1.65 2.35 3.21 3.76 5.08 6.62 5.52 7.42 9.62140 1.89 2.69 3.66 4.29 5.81 7.57 6.31 8.49 11.00150 2.18 3.10 4.23 4.95 6.70 8.73 7.28 9.79 12.69160 2.49 3.54 4.83 5.66 7.66 9.97 8.32 11.19 14.51170 2.82 4.02 5.47 6.42 8.68 11.30 9.43 12.68 16.44180 3.13 4.45 6.07 7.11 9.62 12.53 10.45 14.06 18.23195 3.69 5.26 7.16 8.39 11.36 14.79 12.34 16.60 21.51

C

120 1.66 2.39 3.30 4.20 5.73 7.52 6.54 8.78 11.35130 1.96 2.82 3.90 4.96 6.76 8.87 7.71 10.35 13.39140 2.24 3.23 4.46 5.67 7.73 10.14 8.81 11.83 15.31150 2.58 3.73 5.14 6.54 8.92 11.70 10.17 13.65 17.66160 2.95 4.26 5.87 7.47 10.19 13.37 11.62 15.60 20.18170 3.34 4.82 6.66 8.47 11.55 15.15 13.17 17.68 22.87180 3.71 5.35 7.38 9.39 12.80 16.80 14.60 19.60 25.36195 4.37 6.31 8.71 11.08 15.11 19.83 17.23 23.13 29.93

REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 5 REINFORCEMENT a,b,c,d ROOF ANGLE 23 DEGREES

ExposureCategory






B

120 0.94 1.34 1.83 2.14 2.90 3.78 3.15 4.24 5.49130 1.11 1.58 2.16 2.53 3.42 4.45 3.72 5.00 6.48140 1.27 1.81 2.47 2.89 3.91 5.09 4.25 5.72 7.41150 1.47 2.09 2.85 3.33 4.51 5.88 4.90 6.59 8.55160 1.67 2.39 3.25 3.81 5.15 6.71 5.60 7.53 9.76170 1.90 2.70 3.69 4.32 5.84 7.61 6.35 8.54 11.07180 2.10 3.00 4.09 4.79 6.48 8.44 7.04 9.47 12.27195 2.48 3.54 4.82 5.65 7.64 9.96 8.30 11.17 14.48

C

120 1.12 1.61 2.22 2.83 3.86 5.06 4.40 5.91 7.64130 1.32 1.90 2.62 3.34 4.55 5.97 5.19 6.97 9.01140 1.51 2.17 3.00 3.82 5.20 6.83 5.93 7.97 10.31150 1.74 2.51 3.46 4.40 6.00 7.88 6.85 9.19 11.89160 1.99 2.87 3.95 5.03 6.86 9.00 7.82 10.50 13.59170 2.25 3.25 4.48 5.70 7.77 10.20 8.86 11.90 15.39180 2.49 3.60 4.97 6.32 8.62 11.31 9.83 13.20 17.07195 2.94 4.25 5.86 7.46 10.17 13.35 11.60 15.57 20.15

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.a. The cumulative shearwall segment length for each side of the building shall equal or exceed the tabular shear wall length required. If the

required shearwall segment length is not one continuous shearwall segment, the total shearwall length required shall be increased by 0.67 feet for each additional shearwall segment making up the total shearwall length on a side.

b. The minimum shearwall segment length shall be 2 feet. Values less than 2 feet are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

c. Portions of walls with openings other than those permitted by Section 205.5.3 shall not be considered part of the shearwall length. d. Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the

shear segment – corners and openings as permitted by Section 205.5.3 are not counted as openings). For shear segment heights other than 80 inches, multiply tabular length values as follows:

SEGMENT HEIGHT (inches) LENGTH MULTIPLIER88 1.0996 1.19104 1.28112 1.37




ExposureCategory






B

120 1.44 2.12 2.94 3.07 4.26 5.62 4.48 6.17 8.09130 1.69 2.50 3.46 3.62 5.02 6.62 5.29 7.28 9.54140 1.94 2.85 3.96 4.14 5.74 7.57 6.04 8.32 10.91150 2.23 3.29 4.57 4.78 6.62 8.74 6.97 9.60 12.59160 2.55 3.76 5.22 5.46 7.57 9.98 7.97 10.97 14.39170 2.89 4.26 5.92 6.19 8.58 11.31 9.03 12.43 16.30180 3.21 4.73 6.56 6.86 9.51 12.54 10.01 13.78 18.08195 3.79 5.58 7.74 8.10 11.22 14.80 11.81 16.26 21.33

C

120 1.73 2.59 3.64 4.09 5.73 7.63 6.25 8.58 11.22130 2.04 3.05 4.30 4.82 6.75 8.99 7.37 10.11 13.23140 2.33 3.49 4.91 5.52 7.72 10.28 8.42 11.56 15.13150 2.69 4.02 5.67 6.36 8.91 11.86 9.72 13.34 17.46160 3.07 4.60 6.48 7.27 10.18 13.56 11.10 15.25 19.95170 3.48 5.21 7.34 8.24 11.54 15.36 12.58 17.28 22.60180 3.86 5.78 8.14 9.14 12.79 17.03 13.95 19.16 25.06195 4.55 6.82 9.61 10.78 15.10 20.10 16.46 22.61 29.58


ExposureCategory






B

120 0.97 1.42 1.98 2.07 2.87 3.78 3.02 4.15 5.45130 1.14 1.68 2.33 2.44 3.38 4.46 3.56 4.90 6.42140 1.30 1.92 2.67 2.79 3.87 5.10 4.07 5.60 7.35150 1.50 2.22 3.08 3.22 4.46 5.88 4.69 6.46 8.47160 1.72 2.53 3.52 3.68 5.10 6.72 5.36 7.38 9.68170 1.95 2.87 3.98 4.17 5.77 7.62 6.08 8.37 10.97180 2.16 3.18 4.42 4.62 6.40 8.44 6.74 9.28 12.17195 2.55 3.75 5.21 5.45 7.56 9.97 7.95 10.95 14.36

C

120 0.97 1.42 1.98 2.07 2.87 3.78 3.02 4.15 5.45130 1.14 1.68 2.33 2.44 3.38 4.46 3.56 4.90 6.42140 1.30 1.92 2.67 2.79 3.87 5.10 4.07 5.60 7.35150 1.50 2.22 3.08 3.22 4.46 5.88 4.69 6.46 8.47160 1.72 2.53 3.52 3.68 5.10 6.72 5.36 7.38 9.68170 1.95 2.87 3.98 4.17 5.77 7.62 6.08 8.37 10.97180 2.16 3.18 4.42 4.62 6.40 8.44 6.74 9.28 12.17195 3.07 4.59 6.47 7.26 10.16 13.53 11.08 15.22 19.91










ExposureCategory






B

120 1.83 2.80 4.01 3.47 4.94 6.69 4.99 7.07 9.52130 2.16 3.31 4.73 4.09 5.83 7.89 5.88 8.34 11.23140 2.47 3.78 5.41 4.67 6.67 9.02 6.73 9.53 12.84150 2.85 4.36 6.24 5.39 7.69 10.41 7.76 11.00 14.81160 3.25 4.98 7.13 6.16 8.79 11.89 8.87 12.57 16.92170 3.69 5.65 8.08 6.98 9.96 13.47 10.05 14.24 19.17180 4.09 6.26 8.96 7.74 11.05 14.94 11.14 15.79 21.26195 4.82 7.39 10.57 9.14 13.03 17.63 13.15 18.64 25.09

C

120 2.28 3.57 5.22 4.71 6.83 9.38 6.91 9.76 13.08130 2.68 4.21 6.15 5.56 8.06 11.06 8.15 11.51 15.43140 3.07 4.81 7.03 6.36 9.21 12.65 9.32 13.16 17.64150 3.54 5.55 8.11 7.33 10.63 14.59 10.76 15.18 20.35160 4.05 6.34 9.27 8.38 12.15 16.67 12.29 17.34 23.26170 4.58 7.19 10.51 9.50 13.76 18.89 13.93 19.65 26.36180 5.08 7.97 11.65 10.53 15.26 20.95 15.45 21.79 29.23195 6.00 9.41 13.75 12.43 18.01 24.72 18.23 25.72 34.49


ExposureCategory






B

120 1.23 1.89 2.70 2.33 3.33 4.50 3.36 4.76 6.41130 1.45 2.22 3.18 2.75 3.93 5.31 3.96 5.61 7.56140 1.66 2.54 3.64 3.15 4.49 6.07 4.53 6.42 8.64150 1.92 2.93 4.20 3.63 5.18 7.00 5.22 7.40 9.97160 2.19 3.35 4.80 4.15 5.92 8.00 5.97 8.46 11.39170 2.48 3.80 5.44 4.70 6.71 9.07 6.77 9.59 12.91180 2.75 4.21 6.03 5.21 7.44 10.06 7.50 10.63 14.31195 3.25 4.97 7.12 6.15 8.77 11.87 8.85 12.55 16.89

C

120 1.53 2.40 3.51 3.17 4.60 6.31 4.65 6.57 8.81130 1.81 2.83 4.14 3.74 5.42 7.44 5.49 7.75 10.39140 2.07 3.24 4.74 4.28 6.20 8.51 6.28 8.86 11.88150 2.38 3.74 5.46 4.94 7.16 9.82 7.24 10.22 13.70160 2.72 4.27 6.24 5.64 8.18 11.22 8.27 11.68 15.66170 3.09 4.84 7.07 6.39 9.27 12.72 9.38 13.23 17.74180 3.42 5.37 7.84 7.09 10.27 14.10 10.40 14.67 19.67195 195 4.04 6.33 9.26 8.37 12.12 16.64 12.27 17.31








TABLE 205(20)REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT

PER FOOT OF BUILDING LENGTH, a,b,c,d,e ROOF ANGLE 23 DEGREES

ExposureCategory






B

120 0.046 0.046 0.046 0.123 0.123 0.122 0.200 0.199 0.199130 0.055 0.054 0.054 0.145 0.145 0.144 0.236 0.235 0.235140 0.063 0.062 0.061 0.166 0.166 0.165 0.269 0.269 0.268150 0.072 0.072 0.071 0.191 0.191 0.190 0.311 0.310 0.310160 0.082 0.082 0.081 0.219 0.218 0.217 0.355 0.355 0.354170 0.093 0.093 0.092 0.248 0.247 0.246 0.402 0.402 0.401180 0.104 0.103 0.102 0.275 0.274 0.273 0.446 0.446 0.444195 0.122 0.122 0.120 0.324 0.324 0.322 0.527 0.526 0.524

C

120 0.065 0.065 0.064 0.173 0.172 0.171 0.280 0.280 0.279130 0.077 0.076 0.075 0.203 0.203 0.202 0.330 0.330 0.329140 0.088 0.087 0.086 0.233 0.232 0.231 0.378 0.377 0.376150 0.101 0.101 0.099 0.268 0.268 0.267 0.436 0.435 0.434160 0.116 0.115 0.114 0.307 0.306 0.305 0.498 0.497 0.496170 0.131 0.130 0.129 0.348 0.347 0.345 0.564 0.563 0.562180 0.145 0.144 0.143 0.385 0.385 0.383 0.626 0.625 0.623195 0.171 0.170 0.168 0.455 0.454 0.452 0.738 0.737 0.735

REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 5 REINFORCEMENTPER FOOT OF BUILDING LENGTH, a,b,c,d,e ROOF ANGLE 23 DEGREES

ExposureCategory






B

120 0.031 0.031 0.031 0.083 0.083 0.082 0.134 0.134 0.134130 0.037 0.037 0.036 0.098 0.097 0.097 0.159 0.158 0.158140 0.042 0.042 0.041 0.112 0.111 0.111 0.181 0.181 0.181150 0.049 0.048 0.048 0.129 0.129 0.128 0.209 0.209 0.208160 0.055 0.055 0.055 0.147 0.147 0.146 0.239 0.239 0.238170 0.063 0.063 0.062 0.167 0.167 0.166 0.271 0.271 0.270180 0.098 0.097 0.096 0.259 0.259 0.258 0.421 0.421 0.419195 0.115 0.115 0.113 0.306 0.306 0.304 0.497 0.496 0.495

C

120 0.044 0.044 0.043 0.116 0.116 0.115 0.189 0.188 0.188130 0.052 0.051 0.051 0.137 0.137 0.136 0.222 0.222 0.221140 0.059 0.059 0.058 0.157 0.156 0.156 0.254 0.254 0.253150 0.068 0.068 0.067 0.181 0.180 0.180 0.293 0.293 0.292160 0.078 0.077 0.076 0.206 0.206 0.205 0.335 0.335 0.334170 0.088 0.088 0.087 0.234 0.233 0.232 0.380 0.379 0.378180 0.098 0.097 0.096 0.259 0.259 0.258 0.421 0.421 0.419195 0.115 0.115 0.113 0.306 0.306 0.304 0.497 0.496 0.495




c. Portions of walls with openings other than those permitted by Section 205.5.3 shall not be considered part of the shearwall length. d. Required shear wall length perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length (distance

between adjacent shear wall perpendicular to the ridge if interior shear walls are used) for total shear wall length per side.e. Shearwall lengths are based on shearwall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the




TABLE 205(21)REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT

PER FOOT OF BUILDING LENGTH ,a,b,c,d,e ROOF ANGLE 30 DEGREES

ExposureCategory






B

120 0.076 0.088 0.101 0.143 0.155 0.168 0.210 0.223 0.235130 0.090 0.104 0.120 0.169 0.183 0.199 0.248 0.262 0.278140 0.103 0.119 0.137 0.193 0.210 0.227 0.284 0.300 0.318150 0.119 0.138 0.158 0.223 0.242 0.262 0.327 0.346 0.366160 0.136 0.157 0.180 0.255 0.276 0.299 0.374 0.396 0.419170 0.154 0.178 0.204 0.289 0.313 0.339 0.424 0.448 0.474180 0.170 0.197 0.226 0.320 0.347 0.376 0.470 0.497 0.526195 0.201 0.233 0.267 0.378 0.410 0.444 0.555 0.587 0.621

C

120 0.107 0.124 0.142 0.201 0.218 0.236 0.295 0.312 0.330130 0.126 0.146 0.168 0.237 0.257 0.278 0.348 0.368 0.389140 0.144 0.167 0.192 0.271 0.294 0.318 0.398 0.421 0.445150 0.166 0.193 0.221 0.313 0.339 0.367 0.459 0.485 0.514160 0.190 0.220 0.253 0.357 0.387 0.420 0.525 0.555 0.587170 0.216 0.250 0.286 0.405 0.439 0.476 0.594 0.629 0.665180 0.239 0.277 0.317 0.449 0.487 0.527 0.659 0.697 0.738195 0.282 0.327 0.375 0.530 0.575 0.622 0.778 0.823 0.870

REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 5 REINFORCEMENTPER FOOT OF BUILDING LENGTH a,b,c,d,e ROOF ANGLE 30 DEGREES

ExposureCategory






B

120 0.051 0.060 0.068 0.097 0.105 0.113 0.142 0.150 0.159130 0.061 0.070 0.080 0.114 0.123 0.134 0.167 0.177 0.187140 0.069 0.080 0.092 0.130 0.141 0.153 0.191 0.202 0.214150 0.080 0.093 0.106 0.150 0.163 0.176 0.220 0.233 0.247160 0.091 0.106 0.121 0.172 0.186 0.202 0.252 0.266 0.282170 0.103 0.120 0.137 0.194 0.211 0.228 0.285 0.302 0.319180 0.115 0.133 0.152 0.216 0.234 0.253 0.316 0.335 0.354195 0.135 0.157 0.180 0.254 0.276 0.299 0.374 0.395 0.418

C

120 0.072 0.083 0.096 0.135 0.147 0.159 0.199 0.210 0.222130 0.085 0.098 0.113 0.160 0.173 0.187 0.234 0.248 0.262140 0.097 0.113 0.129 0.183 0.198 0.214 0.268 0.283 0.300150 0.112 0.130 0.149 0.211 0.228 0.247 0.309 0.327 0.346160 0.128 0.148 0.170 0.241 0.261 0.283 0.353 0.373 0.395170 0.145 0.168 0.193 0.273 0.296 0.320 0.400 0.423 0.448180 0.161 0.186 0.214 0.302 0.328 0.355 0.444 0.469 0.496195 0.190 0.220 0.252 0.357 0.387 0.419 0.524 0.554 0.586









TABLE 205(22)REQUIRED SHEARWALL (feet) LENGTH PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT

PER FOOT OF BUILDING LENGTH, a,b,c,d,e ROOF ANGLE 45 DEGREES

ExposureCategory






B

120 0.102 0.123 0.145 0.169 0.190 0.213 0.236 0.257 0.280130 0.121 0.145 0.172 0.200 0.224 0.251 0.279 0.303 0.330140 0.138 0.166 0.196 0.228 0.256 0.287 0.319 0.347 0.377150 0.159 0.191 0.226 0.263 0.296 0.331 0.368 0.400 0.435160 0.182 0.219 0.259 0.301 0.338 0.378 0.420 0.457 0.497170 0.206 0.248 0.293 0.341 0.383 0.428 0.476 0.518 0.563180 0.228 0.275 0.325 0.378 0.425 0.475 0.528 0.575 0.625195 0.269 0.324 0.384 0.446 0.501 0.560 0.623 0.678 0.737

C

120 0.143 0.173 0.204 0.237 0.267 0.298 0.331 0.361 0.392130 0.169 0.204 0.241 0.280 0.314 0.352 0.391 0.425 0.462140 0.193 0.233 0.275 0.320 0.360 0.402 0.447 0.486 0.529150 0.223 0.268 0.317 0.369 0.415 0.464 0.515 0.561 0.610160 0.255 0.307 0.363 0.422 0.474 0.530 0.589 0.641 0.697170 0.289 0.348 0.411 0.478 0.537 0.600 0.667 0.727 0.790180 0.320 0.385 0.456 0.530 0.596 0.666 0.740 0.806 0.876195 0.378 0.455 0.538 0.626 0.703 0.786 0.873 0.951 1.034

REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 5 REINFORCEMENTPER FOOT OF BUILDING LENGTH ,a,b,c,d,e ROOF ANGLE 45 DEGREES

ExposureCategory






B

120 0.069 0.083 0.098 0.114 0.128 0.143 0.159 0.173 0.188130 0.081 0.098 0.116 0.134 0.151 0.169 0.188 0.204 0.222140 0.093 0.112 0.132 0.154 0.173 0.193 0.215 0.234 0.254150 0.107 0.129 0.152 0.177 0.199 0.223 0.248 0.269 0.293160 0.122 0.147 0.174 0.203 0.228 0.254 0.283 0.308 0.335170 0.139 0.167 0.197 0.230 0.258 0.288 0.320 0.349 0.379180 0.154 0.185 0.219 0.255 0.286 0.320 0.355 0.387 0.421195 0.181 0.218 0.258 0.300 0.337 0.377 0.419 0.456 0.496

C

120 0.096 0.116 0.137 0.160 0.179 0.201 0.223 0.243 0.264130 0.114 0.137 0.162 0.188 0.212 0.237 0.263 0.286 0.311140 0.130 0.157 0.185 0.215 0.242 0.271 0.301 0.327 0.356150 0.150 0.181 0.214 0.249 0.279 0.312 0.347 0.378 0.411160 0.171 0.207 0.244 0.284 0.319 0.357 0.397 0.432 0.469170 0.194 0.234 0.277 0.322 0.362 0.404 0.449 0.489 0.532180 0.215 0.260 0.307 0.357 0.401 0.448 0.498 0.542 0.590195 0.254 0.306 0.362 0.421 0.473 0.529 0.588 0.640 0.696









207.3.3 Sheathing fastenings. Sheathing shall be fastened to roof framing with 8d ring-shank nails at 6 inches (152 mm) o.c. at edges and 6 inches o.c. at intermediate framing. Ring shank nails shall have the following minimum dimensions:

1. 0.113 inch (3 mm) nominal shank diameter

2. Ring diameter of 0.012 inch (0.3 mm) over shank diameter

3. 16 to 20 rings per inch

4. 0.280 inch (7 mm) full round head diameter

5. 2 3/8-inch (51 mm) nail length

Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be 4 inches on center in nailing zone 3 where Vult is 160 mph or greater in accordance with Figure 207(2).

Exceptions: [See Figure 207(2) for nailing zones]

1. Where Group III species framing lumber is used, spacing of ring-shank fasteners shall be 4 inches (402 mm) on center in nailing zone 3 for 130 mph (58 m/s) or greater design wind speeds.

21. Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 Group III species framing lumber is used, spacing of ring-shank fasteners shall be permitted at 12 inches (305 mm) on center at intermediate framing in nailing zone 1 for any Vult design wind speed and in nailing zone 2 for Vult less than or equal to 140 110 mph (49 m/s) or lower design wind speeds in accordance with Figure 207(2).

32. Where roof framing with a specific gravity, G ≥ 0.49 Group II species framing lumber is used, spacing of ring-shank fasteners shall be permitted at 12 inches (305 mm) on center at intermediate framing in nailing zone 1 for any Vult design wind speed and in nailing zone 2 for Vult less than or equal to 150 mph 120 mph (54 m/s) or lower design wind speeds in accordance with Figure 207(2).

43. Where roof framing with a specific gravity, G ≥ 0.49 Group II species framing lumber is used, 8d common or 8d hot dipped galvanized box nails at 6 inches (152 mm) on center at edges and 6 inches (152 mm) on center at intermediate framing shall be permitted for Vult less than or equal to 130 mph 100 mph (45 m/s) or lower design wind speeds in accordance with Figure 207(2).


207.5.1 Roof sheathing and fasteners shall be capable of resisting the total shear loads specified in Tables 207(1) and 207(2) for the applicable building width. Shear capacities for roof diaphragms shall be based on the spacing of the roof framing members, sheathing material, sheathing thickness, nail size and nail spacing as specified in Chapter 3 of this Standard Tables 2306.3.1 and 2306.3.2 of the International Building Code. Nailing pattern shall not be less than required by Section 207.3.3.

207.6.2 Sidewall: bolted top plate alternate. See Figure 207(4).

1. Materials shall comply with the following:

1.1. (No changes.)

1.2. (No changes.)

1.3. (No changes.)

1.4. (No changes.)

1.4.1. 2 x 4 with an Fb value of 2150 (Southern Pine #2 or better).1.4.12. Pressure treated 2 x 6 Southern Pine #2 2 x 6 with an Fb value of 1216 psi (8384 kPa) (or S-P-F #3

or better).1.4.23. Pressure treated 2 x 8 with an Fb value of 870 psi (5998 kPa) (S-P-F #3 or better).


NOTE: See Table 305(1) for Fb values of wood.

2. Anchor bolts shall be spaced as follows:100 130 mph (45 58m/s) – 24 inches (610 mm) o.c. maximum120 150 mph (54 67 m/s) – 21 inches (533 mm) o.c. maximum140 180 mph (63 80 m/s) -16 inches (406 mm) o.c. maximum

TABLE 207(1)TOTAL SHEAR AT TOP OF TOP STORY WALL1, 2 LB

TABLE 207(2)TRANSVERSE CONNECTOR LOAD1,2, (plf)

TABLE 207(1)TOTAL SHEAR (ASD) AT TOP OF TOP STORY WALL (F1) 1, 2 LB

EXPOSURE CATEGORY

ULTIMATE DESIGN WIND SPEED

(mph)

VELOCITY PRESSURE

(psf)

ROOF ANGLE UP TO 45 DEGREES ROOF ANGLE UP TO 30 DEGREESBUILDING WIDTH (feet) BUILDING WIDTH (feet)

24 32 40 24 32 40

B

120 13.2 1749 2693 3854 1356 2006 2781130 15.6 2063 3176 4546 1599 2366 3280140 17.8 2359 3631 5198 1829 2705 3750150 20.5 2721 4189 5996 2110 3120 4326160 23.4 3110 4787 6852 2411 3566 4943170 26.6 3524 5425 7765 2732 4040 5602180 29.5 3907 6015 8610 3029 4480 6212195 34.8 4611 7099 10161 3575 5287 7330

C

120 18.5 2452 3775 5404 1901 2812 3899130 21.8 2892 4453 6373 2242 3317 4598140 24.9 3307 5091 7287 2564 3792 5258150 28.8 3815 5874 8407 2958 4375 6065160 32.9 4360 6712 9607 3380 4999 6931170 37.2 4940 7606 10886 3830 5665 7854180 41.3 5478 8434 12071 4247 6282 8709195 48.7 6465 9953 14246 5012 7413 10277

For SI: inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N, 1 degree = 0.0175 rad.1. Loads are based on 10 foot wall height. Multiply by 0.9 for 8 foot wall heights. 2. To determine individual connector load parallel to the wall (Load F1) divide shear value by the number of connectors.

TABLE 207(2)TRANSVERSE CONNECTOR LOAD (ASD)(F2) 1,2 , (plf)

EXPOSURECATEGORY


(mph)

VELOCITY PRESSURE

(psf)

ROOF ANGLE < 23°ROOF ANGLE => 23°

Edge Zone Interior Zone

B

120 13.2 341 276 250130 15.6 402 326 294140 17.8 460 372 337150 20.5 531 429 388160 23.4 606 491 444170 26.6 687 556 503180 29.5 762 617 558195 34.8 899 728 658

C

120 18.5 478 387 350130 21.8 564 456 413140 24.9 645 522 472150 28.8 744 602 545160 32.9 850 688 622170 37.2 964 780 705180 41.3 1068 865 782195 48.7 1261 1020 923

For SI: inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N, 1 degree = 0.0175 rad.1. Loads are based on 10 foot wall height. Multiply by 0.8 for 8 foot wall heights. Ballot and Public Comments Agenda of 148May 2013

2. To determine individual connector load perpendicular to the wall (Load F2), multiply the table value by the connector spacing in feet.


TABLE 207(3)ROOF BEARING UPLIFT AT TOP OF WALL IN EXPOSURE B (plf) a,b,d

TABLE 207(3)ROOF BEARING UPLIFT (F3)(ASD) AT TOP OF WALL IN EXPOSURE B (plf) a,b,d

ROOF ANGLE

ULTIMATE DESIGN WIND

SPEED(mph)

ROOF SPAN (FEET)OVERHANGS

12 20 24 28 32 36 40

End

zone

load

for

all r

oof a

ngle

s

120 -54.38 -90.63 -108.76 -126.88 -145.01 -163.14 -181.26 -23.1

130 -70.60 -117.66 -141.19 -164.72 -188.26 -211.79 -235.32 -27.2

140 -85.88 -143.14 -171.77 -200.40 -229.02 -257.65 -286.28 -31.1

150 -104.61 -174.35 -209.22 -244.09 -278.96 -313.83 -348.70 -35.9

160 -124.67 -207.79 -249.35 -290.90 -332.46 -374.02 -415.58 -41.0

170 -146.07 -243.46 -292.15 -340.84 -389.53 -438.22 -486.91 -46.5

180 -165.90 -276.49 -331.79 -387.09 -442.39 -497.69 -552.99 -51.5

195 -202.26 -337.10 -404.52 -471.94 -539.36 -606.78 -674.20 -60.8

Inte

rior z

one

load

for

all r

oof a

ngle

120 -28.12 -46.87 -56.25 -65.62 -75.00 -84.37 -93.75 -18.1

130 -39.63 -66.05 -79.26 -92.47 -105.68 -118.89 -132.10 -21.3

140 -50.48 -84.13 -100.95 -117.78 -134.60 -151.43 -168.26 -24.4

150 -63.76 -106.27 -127.53 -148.78 -170.03 -191.29 -212.54 -28.1

160 -78.00 -130.00 -155.99 -181.99 -207.99 -233.99 -259.99 -32.1

170 -93.18 -155.30 -186.36 -217.42 -248.48 -279.54 -310.60 -36.4

180 -107.25 -178.74 -214.49 -250.24 -285.99 -321.74 -357.49 -40.4

195 -133.05 -221.74 -266.09 -310.44 -354.79 -399.14 -443.49 -47.6

ROOF BEARING UPLIFT (F3)(ASD) AT TOP OF WALL IN EXPOSURE C (plf) a,b,d

ROOF ANGLE

ULTIMATE DESIGN WIND

SPEED(mph

ROOF SPAN (FEET)OVERHANGS

12 20 24 28 32 36 40

End

zone

load

for

all r

oof a

ngle

s

120 -90.71 -151.19 -181.43 -211.66 -241.90 -272.14 -302.38 -32.4

130 -113.45 -189.09 -226.90 -264.72 -302.54 -340.35 -378.17 -38.2

140 -134.89 -224.81 -269.77 -314.73 -359.69 -404.66 -449.62 -43.6

150 -161.14 -268.57 -322.28 -375.99 -429.70 -483.42 -537.13 -50.3

160 -189.27 -315.45 -378.54 -441.63 -504.72 -567.81 -630.90 -57.5

170 -219.27 -365.46 -438.55 -511.64 -584.73 -657.82 -730.91 -65.2

180 -247.07 -411.78 -494.13 -576.49 -658.84 -741.20 -823.55 -72.3

195 -298.05 -496.75 -596.10 -695.45 -794.80 -894.15 -993.50 -85.3

Inte

rior z

one

load

for

all r

oof a

ngle

120 -53.90 -89.84 -107.81 -125.77 -143.74 -161.71 -179.68 -25.3

130 -70.04 -116.73 -140.07 -163.42 -186.76 -210.11 -233.45 -29.9

140 -85.24 -142.07 -170.49 -198.90 -227.32 -255.73 -284.14 -34.2

150 -103.87 -173.12 -207.74 -242.36 -276.99 -311.61 -346.24 -39.4

160 -123.83 -206.38 -247.66 -288.93 -330.21 -371.49 -412.76 -45.0

170 -145.12 -241.86 -290.23 -338.61 -386.98 -435.35 -483.72 -51.0

180 -164.84 -274.73 -329.67 -384.62 -439.56 -494.51 -549.45 -56.6

195 -201.01 -335.01 -402.02 -469.02 -536.02 -603.03 -670.03 -66.8For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per lineal foot = 14.594 N/m, 1 pound force = 4.448 N.a. The uplift loads are pounds per lineal foot of building length. For roof uplift connections, multiply by 1.33 for framing spaced 16 inches on

center and multiply by 2 for framing spaced 24 inches on center.b. The uplift loads include an allowance for 10 pounds/sq. ft. of dead load. c. The uplift loads 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 12 inches on center. The overhang loads given shall be multiplied by the overhang projection and added to the roof uplift value in the table.

d. Negative values indicate uplift.


TABLE 207(4)WIND UPLIFT LOADS (ASD) FOR HIP ROOF STEP DOWN SYSTEMa,b,c

Top plate to truss connection loads (lb)

(Revise callout in Figure as follows)PRESSURE TREATED SOUTHERN PINE #2 OR BETTER TOP PLATE, AS REQUIRED (2 × 4 6 MIN.)

FIGURE 207(4)ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE

207.6.6 Hip roof trusses at endwalls. Connect trusses to endwalls using same methods as for sidewalls (See Sections 207.6.1 and 207.6.2). Connections for hip trusses to wall shall resist the uplift loads shown in Table 207(3) as modified by Table 207(4). This method is for a step down hip system only [see Figure 207(6)]. Truss-to-truss connections shall be part of the truss design. Lateral loads parallel to the wall and lateral loads perpendicular to the wall are the same as in Section 207.6.1(2). Alternatively, the truss configuration and uplift connector loads shall be permitted to be as indicated on the truss drawings.

(Remove the 3-dimensional image from the figure and leave the bottom plan view)FIGURE 207(6)

HIP ROOF FRAMING USING TRUSSES


SECTION 209ABOVE GRADE ICF AND FLAT PANEL CONCRETE WALL SYSTEMS

209.1 General requirements. Concrete walls constructed in accordance with this standard shall comply with the shapes and minimum concrete cross-sectional dimensions required in this section. Where the wall or building is not within the limitations of Section 102.1 and Table 102.1; or design is required by the tables in this section; or the wall is not within the scope of the tables in this section, the wall shall be designed in accordance with the applicable building code, or where there is no code, in accordance with PCA 100 or ACI 318.

Other types of forming systems resulting in concrete walls not in compliance with this section shall be designed in accordance with the applicable building code, or where there is no code, in accordance with PCA 100 or ACI 318.

209.1.1 Flat wall systems. Flat walls constructed with removable or stay-in-place forms shall comply with Table 209(1) and Figure 209(1) and shall have a minimum nominal concrete thickness of 6.0 5.5 inches (15240 mm) for foundation walls, and 4.03.5 inches (10289 mm) for above-grade walls. For flat wall systems, actual thickness is 0.5 inch (13 mm) less than nominal thickness.

209.2.1.1 Concrete mix. Ready-mixed concrete shall comply with ASTM C 94 or ASTM C 685. The nominal maximum size of coarse aggregate shall not exceed one-fifth the narrowest distance between sides of forms, or three-fourths the clear spacing between reinforcing bars or between a bar and the side of the form. Slump shall not exceed 6 inches (152 mm) as determined in accordance with ASTM C 143.

Exception: The slump is permitted to exceed 6 inches (152 mm) for approved concrete mixtures that are resistant to segregation and are in accordance with the stay-in-place form manufacturer’s recommendations

FIGURE 209(1)FLAT WALL SYSTEM REQUIREMENTS

FIGURE 209(2).2WAFFLE-GRID WALL SYSTEM REQUIREMENTS


STAY-IN-PLACE OR REMOVABLE FORM

STAY-IN-PLACE OR REMOVABLE FORM

STAY-IN-PLACE FORM

STAY-IN-PLACE FORM

FIGURE 209(3)SCREEN-GRID WALL SYSTEM REQUIREMENTS

209.3.2 Lap splices. Vertical and horizontal wall reinforcement required by Sections 209.5.2 and 209.5.3 shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Figure 209(4). and a minimum of 40dbb, where dbb is the diameter of the smallest bar. The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length or 6 inches (150 mm).

209.5.2 Wall reinforcement. Design wind pressures of Table 209(2) shall be used to determine T the vertical wall reinforcement shal l sat isfy the requirements in Tables 209(23), 209(34) and 209(45). There shall be a vertical bar at all corners of exterior walls. The minimum horizontal reinforcement shall be four No. 4 bars (Grade 40) placed as follows: top bar within 12 inches (305 mm) of the top of the wall, bottom bar within 12 inches (305 mm) of the finish floor, and one bar each at approximately one-third and two-thirds of the wall height.

209.5.4 Termination of reinforcement. Where the design wind pressure exceeds 40 psf (1.92 kPa) in accordance with Table 104(1)209(2) vertical wall reinforcement in the top-most story with concrete walls shall terminate with a 90-degree (1.57 rad) standard hook in accordance with Section 209.3.3 and Figure 209(5). The free end of the hook shall be within 4 inches (102 mm) of the top of the ICF wall and shall be oriented parallel to the horizontal steel in the top of the wall.

209.6 Minimum length of wall without openings. The wind velocity pressures of Table 209(6) shall be used to determine the minimum amount of solid wall length in accordance with Tables 209(7) through 209(10) and Figure 209(7). The minimum percentage of solid wall length shall include only those solid wall segments that are a minimum of 24 inches (610 mm) in length. The maximum distance between wall segments included in determining solid wall length shall not exceed 18 feet (5486 mm). A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall story, shall occur at all interior and exterior corners of exterior walls.

209.6 Minimum length of wall without openings. Each exterior wall line in each story shall have a total length of solid wall required by Sections 209.6.1 and 209.6.2. A solid wall is a section of flat, waffle-grid or screen-grid wall, extending the full story height without openings or penetrations. The minimum solid wall length shall include only those segments that are a minimum of 24 inches (610 mm) in length. The maximum distance between wall segments included in determining length of solid wall shall not exceed 18 feet (5486 mm). The minimum length of solid wall at all interior and exterior corners of exterior walls shall not be less than 24 inches (610 mm).

209.6.1. Length of solid wall. All buildings shall have solid walls in each exterior endwall line and sidewall line to resist lateral wind forces. The site-appropriate basic wind speed and exposure category shall be used to determine the unreduced required total length of solid wall in each exterior endwall line and sidewall line from Tables 209(5) 209(6) and 209(7).

209.6.2 Solid wall segments. Solid wall segments that contribute to the required length of solid wall shall comply with this section. Reinforcement shall be provided in accordance with 209.5 and Table 209(5), (6) or (7). Solid wall segments shall extend the full story-height without openings, other than openings for the purpose of utilities and other building services passing through the wall. In flat walls and waffle-grid walls, such openings shall have an area of less than 30 square inches (19,355 mm2) with no dimension exceeding 6.25 inches (159 mm), and shall not be located within 6 inches (152 mm) of the side edges of the solid wall segment. In screen-grid walls, such openings shall be


STAY-IN-PLACE FORM

STAY-IN-PLACE FORM

located in the portion of the solid wall segment between horizontal and vertical cores of concrete and opening size and location are not restricted provided no concrete is removed.

209.6.2.1 Minimum Length of Solid Wall Segment and Maximum Spacing. Only solid wall segments equal to or greater than 24 inches (610 mm) in length shall be included in the total length of solid wall required by Section 209.6. In addition, no more than two solid wall segments equal to or greater than 24 inches (610 mm) in length and less than 48 inches (1.2 m) in length shall be included in the required total length of solid wall. The maximum clear opening width between two solid wall segments not less than 24 inches (601 mm) in length shall be 18 feet (5.5 m).

209.6.2.2 Reinforcement in Solid Wall Segments. Reinforcement in solid wall segments shall be in accordance with Sections 209.6.2.2.1 through 209.6.2.2.3.

209.6.2.2.1 Horizontal Shear Reinforcement. Where reduction factors, R , from Table 209(8) and (9) based on horizontal shear reinforcement being provided are used, the maximum spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), the maximum spacing permitted by Section 209.5, or 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section 209.5.

209.6.2.2.2 Vertical Reinforcement. Vertical reinforcement applicable to the reduction factor(s), R , from Table 209(8) or (9) that is used, shall be located at each end of each solid wall segment in accordance with the applicable detail in Figure 209(20). The additional vertical reinforcement required on each side of an opening is permitted to be used as reinforcement at the ends of solid wall segments where installed in accordance with the applicable detail in Figure 209(20). Where one No. 4 bar is required on each side of an opening, there shall be not less than two No. 4 bars at each end of solid wall segments located as required by the applicable detail in Figure 209(20). Where two No. 4 bars are required or one No. 5 is required bar on each side of an opening, there shall be not less than three No. 4 bars or two No. 5 bars at each end of solid wall segments located as required by the applicable detail in Figure 209(20). One of the bars at each end of solid wall segments shall be deemed to meet the requirements for vertical wall reinforcement.

209.6.2.2.2.3 Vertical Shear Reinforcement. Where reduction factors, R , from Table 209(8) or (9) based on horizontal shear reinforcement being provided are used, the spacing of vertical reinforcement throughout the length of the segment shall not exceed the smaller of one-third the length of the segment, the maximum spacing permitted by Section 209.5, or 18 inches (457 mm). Vertical shear reinforcement shall be continuous between stories and shall terminate in accordance with Section 209.5. Vertical reinforcement required by this section is permitted to be used for vertical reinforcement required by Section 209.5.

209.6.2.3 Solid Wall Segments at Corners . At all interior and exterior corners of exterior walls, a solid wall segment shall extend the full height of each wall story. The segment shall have the length required to develop the horizontal reinforcement above and below the adjacent opening in tension in accordance with Section 209.5.3. For an exterior corner, the limiting dimension is measured on the outside of the wall, and for an interior corner the limiting dimension is measured on the inside of the wall. The length of a segment contributing to the required length of solid wall shall comply with Section 209.6.1.

The end of a solid wall segment complying with the minimum length requirements of Section 209.6.1 shall be located no more than 6 feet (1.8 m) from each corner.

209.6.2.4 Minimum Wall Thickness. The minimum nominal thickness of flat walls shall be 4 inches (102 mm).

209.7.1 Minimum reinforcement. Wall openings shall have a minimum of 8 inches (203 mm) of depth of concrete for flat and waffle-grid ICF walls and 12 inches (305 mm) for screen-grid walls over the length of the opening. When the depth of concrete above the opening is less than 12 inches for flat or waffle-grid walls, or the width of the opening is greater than or equal to 2 feet (610 mm), lintels in accordance with Section 209.7.2 shall be provided. Reinforcement around openings shall be provided in accordance with Table 209(101) and Figure 209(8). Reinforcement placed horizontally above or below an opening shall extend a minimum of 24 inches (610 mm) beyond the limits of the opening. Wall opening reinforcement shall be provided in addition to the reinforcement required by Section 209.5.2. The perimeter of all wall openings shall be framed with a minimum 2-inch by 4-inch (51 by 102 mm) plate, anchored to the wall with 1/2-inch (13 mm) diameter anchor bolts spaced a maximum of 24 inches (610 mm) on center. The bolts shall be embedded into the concrete a minimum of 4 inches (102 mm) and have a minimum of 11/2 inches (38 mm) of concrete cover to the face of the wall.

Exception: The 2-inch x by 4-inch plate is not required where the wall is formed to provide solid concrete around the


perimeter of the opening with a minimum depth of 4 inches (102 mm) for the full thickness of the wall.

209.7.2 Lintels.

209.7.2.1 General requirements. Lintels shall be provided over all openings greater than or equal to 2 feet (1.2 m) in width. Lintels for flat ICF walls shall be constructed in accordance with Figure 209(9) and Table 209(112) or 209(123). Lintels for waffle-grid ICF walls shall be constructed in accordance with Figure 209(10) or Figure 209(11) and Table 209(134) or 209(145). Lintels for screen-grid ICF walls shall be constructed in accordance with Figure 209(12) or Figure 209(13) and Table 209(156) or Table 209(167). Lintels depths are permitted to be increased by the height of ICF wall located directly above the lintels, provided that the lintel depth spans the entire length of the opening.

209.7.2.2 Stirrups. Where required, No. 3 stirrups shall be installed in flat, waffle-grid and screen-grid wall lintels in accordance with the following:

1. For flat walls the stirrups shall be spaced at a maximum spacing of d/2 where d equals the depth of the lintel (D) minus the bottom cover of concrete as shown in Figure 209(9). Stirrups shall not be required in the middle portion of the span (A) per Figure 209(8), for flat walls for a length not to exceed the values shown in parenthesis in Tables 209(112) and 209(123) or for spans in accordance with Table 209(178).

2. For waffle-grid walls a minimum of two No. 3 stirrups shall be placed in each vertical core of waffle-grid lintels. Stirrups shall not be required in the middle portion of the span (A) per Figure 209(9), for waffle-grid walls for a length not to exceed the values shown in parenthesis in Tables 209(134) and 209(145) or for spans in accordance with Table 209(178).

209.7.2.3 Horizontal reinforcement. One No. 4 horizontal bar shall be provided in the top of the lintel. Horizontal reinforcement placed within 12 inches (305 mm) of the top of the wall in accordance with Section 209.5.2 shall be permitted to serve as the top or bottom reinforcement in the lintel if the reinforcement meets the location requirements in Figures 209(8), 209(9), 209(10), 209(11), 209(12) or 209(13), and the size requirements in Table 209(112), 209(123), 209(134), 209(145), 209(156) or 209(167).

209.7.2.4 Load-bearing walls. Lintels for flat walls supporting roof or floor loads shall comply with Table 209(112), 209(123) or 209(178). Lintels for waffle-grid ICF walls supporting roof or floor loads shall comply with Table 209(134), 209(145) or 209(178). Lintels for screen-grid ICF walls supporting roof or floor loads shall comply with Table 209(156) or 209(167).

Where spans larger than those permitted in Table 209(112), Table 209(123), Table 209(134), Table 209(145), Table 209(156), Table 209(167) or Table 209(178) are required, the lintels shall comply with Table 209(189).

209.7.2.5 Non load-bearing walls. Lintels for nonload-bearing flat, waffle-grid and screen-grid ICF walls shall comply with Table 209(1920).

209.8.1.1 Top bearing. Floors bearing on the top of ICF foundation walls in accordance with Figure 209(14) shall have the wood sill plate anchored to the ICF wall with minimum 1/2-inch (13 mm) diameter bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 4 feet (1219 mm) on center and not more than 12 inches (305 mm) from corners. Anchor bolts for waffle-grid and screen-grid walls shall be located in the cores. Cold-formed steel framing systems shall be anchored to the concrete in accordance with Sections 303.1.2 and 304.

209.8.1.2 Ledger bearing. Wood ledger boards supporting bearing ends of joists or trusses shall be anchored to flat ICF walls with minimum thickness of 5.5 inches (140 mm) and to waffle- or screen-grid ICF walls with minimum nominal thickness of 6 inches (152 mm) in accordance with Figure 209(15), 209(16), 209(17) or 209(18) and Table 209(201). Wood ledger boards supporting bearing ends of joists or trusses shall be anchored to flat ICF walls with minimum thickness of 3.5 inches (140 mm) in accordance with Figure 209(17) and Table 209(201). The ledger shall be a minimum 2 by 8, No. 2 Southern Yellow Pine or No. 2 Douglas Fir. Ledgers anchored to nonload-bearing walls to support floor or roof sheathing shall be attached with 1/2 inch (13 mm) diameter or headed anchor bolts spaced a maximum of 6 feet (1829 mm) on center. Anchor bolts shall be embedded a minimum of 4 inches (102 mm) into the concrete measured from the inside face of the stay-in-place insulating form. For stay-in-place insulating forms with a face shell thickness of 1.5 inches (38 mm) or less, the hole in the form shall be a minimum of 4 inches (102 mm) in diameter. For stay-in-place insulating forms with a face shell thicker than 1.5 inches (38 mm), the diameter of the hole in the form shall be increased by 1 inch (25 mm) for each 1/2 inch (13 mm) of additional stay-in-place insulating form face shell thickness. The ledger board shall be in direct contact with the concrete at each bolt location.


209.8.2 Wall to roof connection. Wood sill plates attaching roof framing to ICF walls shall be anchored with minimum 1/2 inch (13 mm) diameter anchor bolt embedded a minimum of 7 inches (178 mm) and placed at 6 feet (1829 mm) on center in accordance with Figure 209(19). Anchor bolts shall be located in the cores of waffle-grid and screen-grid ICF walls. Roof assemblies subject to wind uplift pressure of 20 pounds per square foot (1.44 kPa) or greater shall have rafter or truss ties in accordance with Section 304.

TABLE 209(2)DESIGN WIND PRESSURE FOR USE WITH MINIMUM VERTICAL WALL REINFORCEMENT TABLE FOR ABOVE-GRADE

WALLSa (psf)

TABLE 209(3)MINIMUM VERTICAL WALL REINFORCEMENT FOR 3.5, 5.5, 7.5f AND 9.5f-INCH FLAT CONCRETE ABOVE-GRADE

WALLSa,b,c

TABLE 209(4)MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa,b,c

TABLE 209(5)MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID ABOVE-GRADE WALLSa,b,c

TABLE 209(6)WIND VELOCITY PRESSURE FOR DETERMINATION OF MINIMUM SOLID WALL LENGTHa

TABLE 209(7)MINIMUM SOLID END WALL LENGTH FOR FLAT WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c

TABLE 209(8)MINIMUM SOLID SIDEWALL LENGTH FOR FLAT WALLS (WIND PARALLEL TO RIDGE)a,b,c,d

TABLE 209(9)MINIMUM SOLID END WALL LENGTH FOR WAFFLE AND SCREEN-GRID WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c

TABLE 209(10)MINIMUM SOLID SIDE WALL LENGTH FOR WAFFLE AND SCREEN-GRID ICF WALLS (WIND PARALLEL TO RIDGE)a,b,c,d

TABLE 209(1)DIMENSIONAL REQUIREMENTS FOR WALLSa,b

WALL TYPE AND NOMINAL

THICKNESS

MAXIMUM WALL

WEIGHTc (psf)

MINIMUM WIDTHOF VERTICAL

CORES (inches)

MINIMUM THICKNESS OF

VERTICAL CORES (inches)

MAXIMUM SPACING OF

VERTICAL CORES (inches)

MAXIMUM SPACING OF HORIZONTAL CORES (inches)

MINIMUM WEB

THICKNESS (inches)

4.03.5" flatd 44 N/A N/A N/A N/A N/A




6" waffle-gride 56 6.25 5 12 16 2

8" waffle-gride 76 7 7 12 16 2

6" screen-gride 53 5.5 5.5 12 12 N/AFor SI: 1 inch = 25.4 mm, 1 pound per square foot = 47.88 Pa, 1 pound per cubic foot = 16.02 kg/m 3.a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures 209.2 and 209.3.b. N/A indicates not applicablec. Wall weight is based on a unit weight of concrete of 150 pcf. The tabulated values do not include any allowance for interior and exterior finishes.d. Actual wall thickness.e. Nominal wall thickness.


TABLE 209(2)MINIMUM VERTICAL WALL REINFORCEMENT FOR FLAT CONCRETE ABOVE GRADE WALLS a,b,c,d,e,j


(mph)MAXIMUM

UNSUPPORTED WALL HEIGHT

PER STORY(feet)

MINIMUM VERTICAL REINFORCEMENT – BAR SIZE AND SPACING (INCHES) G

NOMINAL WALL THICKNESS (INCHES)

Exposure Category 4 6 8 10

B C D Top h Side i Top h Side i Top h Side i Top h Side i

120

8 4@48 f 4@43 4@48 f 4@48f 4@48f 4@48f 4@48 f 4@48 g

9 4@48 f 4@36 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

10 4@37 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

130 110

8 4@48 f 4@38 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@39 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

10 4@34 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

140 119 110

8 4@43 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@34 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

10 4@34 4@31 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

150 127 117

8 4@37 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@34 4@33 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

10 4@31 4@27 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

160 136 125

8 4@34 4@34 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@34 4@29 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

10 4@27 4@24 4@48 f 4@48f 4@48f 4@48f 4@48f g 4@48 g

170 144 133

8 4@43 4@33 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@30 4@26 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

10 4@24 4@21 4@48 f 5@40 4@48f 4@48f 4@48f 4@48 g

180 153 141

8 4@34 4@29 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@27 4@24 4@48 f 5@44 4@48f 4@48f 4@48f 4@48 g

10 4@21 4@19 5@41 5@36 4@48f 4@48f 4@48f 4@48 g

165 152

8 4@29 4@25 4@48 f 4@48f 4@48f 4@48f 4@48f 4@48 g

9 4@23 4@20 5@43 5@38 4@48f 4@48f 4@48f 4@48 g

10 4@18 4@16 5@35 5@34 4@48f 4@48f 4@48f 4@48 g

180 166

8 4@24 4@22 4@48 f 5@40 4@48f 4@48f 4@48f 4@48 g

9 4@19 4@17 5@36 5@34 4@48f 4@48f 4@48f 4@48 g

10 4@15 4@14 5@34 5@34 4@48f 4@48f 4@48f 4@48 g

195 180

8 4@20 4@18 5@39 5@35 4@48f 4@48f 4@48f 4@48 g

9 4@16 4@14 5@34 5@34 4@48f 4@48f 4@48f 4@48 g

10 4@12 4@11 5@33 5@30 4@48f 6@44 4@48f 4@48 g a Table is based on ASCE 7 components and cladding wind pressures for enclosed building using mean roof height of 35 ft, interior wall area 4,

an effective wind area of 10 ft 2 , and topographic factor, K zt equal to 1.0. b Table is based on concrete with minimum specified compressive strength of 2,500 psi. c Reinforcement location shall comply with Section 209.3. d Deflection criterion is L/240 where L is the unsupported height of the wall in inches. e Interpolation shall not be permitted f Reinforcement bars shall be permitted to have a minimum yield strength of 40,000 psi or 60,000 psi. g Reinforcement bars other than No. 4 bars placed at 48 inches on center shall have a minimum yield strength of 60,000 psi. h Top mean gravity load from roof and or floor construction bears on the top of the wall. For non-load-bearing walls where floor framing members

span parallel to the wall, the top bearing condition is permitted to be used.i Side mean gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to the side of the wall. j DR indicates that design is required.


TABLE 209(3)MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID CONCRETE ABOVE GRADE WALLS a,b,c,d,e,i


(mph)MAXIMUM


PER STORY(feet)

MINIMUM VERTICAL REINFORCEMENT – BAR SIZE AND SPACING (INCHES) F


Exposure Category 6 8

B C D Top g Side h Top g Side h

120

8 4@48 5@48 4@48 4@48

9 4@48 5@40 4@48 4@48

10 5@43 5@37 4@48 4@48

130 110

8 4@48 5@42 4@48 4@48

9 5@45 5@37 4@48 4@48

10 5@37 5@37 4@48 4@48

140 119 110

8 4@48 5@38 4@48 4@48

9 5@39 5@37 4@48 4@48

10 5@37 5@35 4@48 4@48

150 127 117

8 5@43 5@37 4@48 4@48

9 5@37 5@37 4@48 4@48

10 5@36 6@44 4@48 4@48

160 136 125

8 5@38 5@37 4@48 4@48

9 5@37 6@47 4@48 4@48

10 6@45 6@39 4@48 6@46

170 144 133

8 5@37 5@37 4@48 4@48

9 5@35 6@42 4@48 4@48

10 6@39 6@35 6@48 6@41

180 153 141

8 5@37 6@47 4@48 4@48

9 6@44 6@38 4@48 6@45

10 6@35 6@31 6@43 6@38

165 152

8 6@48 6@41 4@48 6@48

9 6@37 6@33 6@45 6@39

10 6@29 6@27 6@38 6@38

180 166

8 6@40 6@35 6@48 6@42

9 6@31 6@28 6@38 6@38

10 6@24 6@22 6@38 6@37

195 180

8 6@33 6@30 6@41 6@38

9 6@26 6@23 6@38 6@38

10 6@20 6@19 6@34 6@31a Table is based on ASCE 7 components and cladding wind pressures for enclosed building using mean roof height of 35 ft, interior wall area 4,

an effective wind area of 10 ft 2 , and topographic factor, K zt equal to 1.0. b Table is based on concrete with minimum specified compressive strength of 2,500 psi. c Reinforcement location shall comply with Section 209.3. d Deflection criterion is L/240 where L is the unsupported height of the wall in inches. e Interpolation shall not be permitted f Reinforcement bars other than No. 4 bars placed at 48 inches on center shall have a minimum yield strength of 60,000 psi. g Top means gravity load form roof and or floor construction bear son the top of the wall. For non-load-bearing walls where floor framing

members span parallel to the wall, the top bearing condition is permitted to be used.h Side means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to the side of the wall. i DR indicates that design is required.


TABLE 209(4)MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID CONCRETE ABOVE GRADE WALLS a,b,c,d,e,i


(mph)MAXIMUM


PER STORY(feet)

MINIMUM VERTICAL REINFORCEMENT – BAR SIZE AND SPACING (INCHES) F


Exposure Category 6

B C D Top g Side h

120

8 4@48 4@48

9 4@48 5@38

10 5@42 6@48

130 110

8 4@48 5@41

9 5@44 6@48

10 5@35 6@48

140 119 110

8 4@48 5@36

9 5@38 6@48

10 6@48 6@48

150 127 117

8 5@42 6@48

9 6@48 6@48

10 6@48 6@42

160 136 125

8 5@37 6@48

9 6@48 6@45

10 6@44 6@38

170 144 133

8 6@48 6@48

9 6@48 6@41

10 6@38 6@33

180 153 141

8 6@48 6@45

9 6@42 6@37

10 6@34 6@30

165 152

8 6@46 6@40

9 6@36 6@32

10 6@29 6@26

180 166

8 6@38 6@34

9 6@30 6@27

10 6@24 6@22

195 180

8 6@33 6@29

9 6@25 6@23

10 6@20 6@18a Table is based on ASCE 7 components and cladding wind pressures for enclosed building using mean roof height of 35 ft, interior wall area 4,

an effective wind area of 10 ft 2 , and topographic factor, K zt equal to 1.0. b Table is based on concrete with minimum specified compressive strength of 2,500 psi. c Reinforcement location shall comply with Section 209.3. d Deflection criterion is L/240 where L is the unsupported height of the wall in inches. e Interpolation shall not be permitted f Reinforcement bars other than No. 4 bars placed at 48 inches on center shall have a minimum yield strength of 60,000 psi. g Top means gravity load form roof and or floor construction bear son the top of the wall. For non-load-bearing walls where floor framing

members span parallel to the wall, the top bearing condition is permitted to be used.h Side means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to the side of the wall. i DR indicates that design is required.


TABLE 209(5)MINIMUM UNREDUCED LENGTH OF SOLID END WALL REQUIRED IN EACH EXTERIOR ENDWALLFOR WIND PERPENDICULAR TO RIDGE FOR ONE STORY OR TOP STORY OF TWO STORY a,c,d,e,f,g

EXPOSURE CATEGORY MINIMUM LENGTH OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (ft)

B 120 130 140 150 160 170 180

MINIMUM b C 110 119 127 136 144 153 165 180D 110 117 125 133 141 152 166 180

Sidewall length(feet)

Endwall length(feet)

Roof slope

Velocity Pressure (ASD), psf23 27 31 36 41 46 52 60 72 84

15

15

1:12 1.12 1.32 1.53 1.76 2.00 2.25 2.53 2.94 3.50 4.12 0.925:12 1.56 1.83 2.12 2.43 2.77 3.13 3.50 4.08 4.86 5.71 1.157:12 2.18 2.56 2.97 3.41 3.88 4.38 4.91 5.72 6.80 8.01 1.2512:12 3.48 4.09 4.74 5.55 6.19 6.99 7.84 9.12 10.86 12.78 1.54

30

1:12 1.12 1.32 1.53 1.76 2.00 2.25 2.53 2.94 3.50 4.12 0.985:12 1.56 1.83 2.12 2.43 2.77 3.13 3.50 4.08 4.86 5.71 1.437:12 3.03 3.56 4.13 4.74 5.39 6.09 6.82 7.94 9.45 11.12 1.6412:12 5.63 6.61 7.67 8.80 10.01 11.30 12.67 14.76 17.56 20.67 2.21

45

1:12 1.12 1.32 1.53 1.76 2.00 2.25 2.53 2.94 3.50 4.12 1.045:12 1.56 1.83 2.12 2.43 2.77 3.13 3.50 4.08 4.86 5.71 1.727:12 3.88 4.56 5.28 6.07 6.90 7.79 8.74 10.17 12.11 14.24 2.0312:12 7.78 9.13 10.59 12.16 13.84 15.62 17.51 20.39 24.27 28.56 2.89

60

1:12 1.12 1.32 1.53 1.76 2.00 2.25 2.53 2.94 3.50 4.12 1.095:12 1.56 1.83 2.12 2.43 2.77 3.13 3.50 4.08 4.86 5.71 2.017:12 4.73 5.55 6.44 7.39 8.41 9.50 10.65 12.40 14.76 17.36 2.4212:12 9.93 11.66 13.52 15.52 17.66 19.94 22.35 26.03 30.98 36.44 3.57

30

15

1:12 2.01 2.35 2.73 3.13 3.57 4.03 4.51 5.26 6.25 7.36 1.825:12 2.78 3.27 3.79 4.35 4.95 5.59 6.26 7.30 8.68 10.22 2.237:12 3.93 4.61 5.34 6.13 6.98 7.88 8.83 10.29 12.24 14.40 2.4212:12 6.10 7.16 8.31 9.54 10.85 12.25 13.73 15.99 19.03 22.39 2.93

30

1:12 2.01 2.35 2.73 3.13 3.57 4.03 4.51 5.26 6.25 7.36 1.935:12 2.78 3.27 3.79 4.35 4.95 5.59 6.26 7.30 8.68 10.22 2.757:12 5.35 6.28 7.29 8.37 9.52 10.75 12.05 14.03 16.70 19.64 3.1212:12 9.71 11.39 13.22 15.17 17.26 19.49 21.85 25.44 30.28 35.62 4.14

45

1:12 2.01 2.35 2.73 3.13 3.57 4.03 4.51 5.26 6.25 7.36 2.035:12 2.78 3.27 3.79 4.35 4.95 5.59 6.26 7.30 8.68 10.22 3.267:12 6.78 7.96 9.23 10.60 12.06 13.61 15.26 17.77 21.15 24.88 3.8212:12 13.31 15.63 18.12 20.80 23.67 26.72 29.96 34.89 41.52 48.85 5.36

60

1:12 2.01 2.35 2.73 3.13 3.57 4.03 4.51 5.26 6.25 7.36 2.145:12 2.78 3.27 3.79 4.35 4.95 5.59 6.26 7.30 8.68 10.22 3.787:12 8.21 9.64 11.17 12.83 14.60 16.48 18.47 21.51 25.60 30.12 4.5212:12 16.92 19.86 23.03 26.44 30.08 33.96 38.07 44.33 52.76 62.08 6.57

60

15

1:12 3.72 4.36 5.06 5.81 6.61 7.46 8.37 9.74 11.60 13.64 3.635:12 5.17 6.06 7.03 8.07 9.19 10.37 11.63 13.54 16.11 18.96 4.407:12 7.36 8.64 10.02 11.51 13.09 14.78 16.57 19.30 22.96 27.02 4.7512:12 11.27 13.23 15.34 17.61 20.04 22.62 25.36 29.53 35.15 41.35 5.71

30

1:12 3.72 4.36 5.06 5.81 6.61 7.46 8.37 9.74 11.60 13.64 3.835:12 5.17 6.06 7.03 8.07 9.19 10.37 11.63 13.54 16.11 18.96 5.377:12 9.93 11.66 13.52 15.52 17.66 19.93 22.35 26.03 30.97 36.44 6.0712:12 17.75 20.83 24.16 27.73 31.55 35.62 39.93 46.50 55.34 65.11 8.00

45

1:12 3.87 4.54 5.27 6.05 6.88 7.77 8.71 10.14 12.07 14.20 4.035:12 5.37 6.31 7.31 8.40 9.55 10.79 12.09 14.08 16.76 19.72 6.347:12 12.75 14.97 17.36 19.93 22.67 25.59 28.69 33.42 39.77 46.79 7.3912:12 24.71 29.00 33.64 38.62 43.94 49.60 55.61 64.76 77.06 90.67 10.29

60

1:12 4.01 4.71 5.46 6.27 7.13 8.05 9.03 10.51 12.51 14.72 4.235:12 5.57 6.54 7.58 8.70 9.90 11.18 12.53 14.59 17.36 20.43 7.317:12 15.66 18.37 21.31 24.46 27.83 31.42 35.23 41.02 48.82 57.44 8.7112:12 31.90 37.44 43.42 49.85 56.72 64.03 71.78 83.59 99.48 117.1 12.57

a Tabulated values were derived by calculating design wind pressures in accordance with Figure 4-1 of ASCE 7 for a building with a mean roof height of 35 feet (10.7 m). For wind perpendicular to the ridge, the effects of a 2-foot (610 mm) overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall or endwall, as appropriate. The forces to be resisted by each wall line were then divided by the design strength (840 pounds per foot of length (12.26 kN/m)) of the default solid wall segment (see Note e). The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.

b Tabulated values in the “minimum” column are based on the requirement of Section 28.4 of ASCE 7 that the main wind-force resisting system be designed for a minimum pressure of 16 psf (0.77 kN/m 2 ) multiplied by the wall area of the building, and 8 psf (0.38 kN/m 2 ) multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated values in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes d and e; however, no reduction is permitted if the mean roof height is less than 35 feet (10.7 m). See Note c.

c For buildings with a mean roof height of less than 35 feet (10.7 m), tabulated values are permitted to be reduced by multiplying by the appropriate factor from Tables 209(8) or 209(9). The reduced value shall not be less than the “minimum” value shown in the table.


d Tabulated values for “one story or top story of two-story” are based on a floor-to-ceiling height of 10 feet (3.0 m). Tabulated values for “first story of two-story” are based on floor-to-ceiling heights of 10 feet (3.0 m) each for the first and second story. For floor-to-ceiling heights less than assumed, use the values in Table 209(5), (6), or (7) , or multiply the value in the table by the reduction factor from Table 209(8) or (9).

e Tabulated values are based on the design shear strength (840 pounds per foot of solid wall segment (12.26 kN/m)) of a 6-inch (152 mm) screen-grid wall with two or more 24-inch (610 mm) long solid wall segments constituting the total length of solid wall required by the table. The solid wall segment is constructed with concrete having a specified compressive strength of not less than 2,500 psi (17.2 MPa), and each end of each 24-inch (610 mm) long solid wall segment has three No. 4 bars with a yield strength of 40,000 psi (280 MPa) arranged in accordance with detail 4 of Figure 209(20). For different solid wall segments, segments equal to or greater than 36 inches (914 mm) in length, a different number, yield strength, and/or arrangement of bars, higher strength concrete, and for flat and waffle-grid walls, adjust tabulated values by multiplying by the appropriate reduction factor from Table 209(8) or (9). See Note c.

f The reduction factors in Tables 209(8) and (9) are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Section 209.6.

g For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.


TABLE 209(6)MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR ENDWALL

FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO-STORY a,c,d,e,f,g EXPOSURE CATEGORY UNREDUCED LENGTH OF SOLID WALL, UL , REQUIRED IN ENDWALLS FOR WIND

PERPENDICULAR TO RIDGE – (FT)B 120 130 140 150 160 170 180

MINMUM b C 110 119 127 136 144 153 165 180D 110 117 125 133 141 152 166 180



Roof slope

Velocity Pressure (ASD) (psf)

23 27 31 36 41 46 52 60 72 84

15

15

< 1 in 12 3.25 3.81 4.42 5.07 5.77 6.51 7.30 8.50 10.12 11.91 2.545 in 12 4.50 5.28 6.12 7.03 8.00 9.03 10.12 11.79 14.03 16.51 2.767 in 12 4.70 5.51 6.39 7.34 8.35 9.43 10.57 12.31 14.65 17.23 2.87

12 in 12 6.00 7.04 8.16 9.37 10.66 12.04 13.49 15.71 18.70 22.00 3.15

30

< 1 in 12 3.25 3.81 4.42 5.07 5.77 6.51 7.30 8.50 10.12 11.91 2.595 in 12 4.50 5.28 6.12 7.03 8.00 9.03 10.12 11.79 14.03 16.51 3.057 in 12 5.55 6.51 7.55 8.67 9.86 11.13 12.48 14.54 17.30 20.35 3.26

12 in 12 8.15 9.56 11.09 12.73 14.49 16.35 18.33 21.35 25.41 29.89 3.83

45

< 1 in 12 3.25 3.81 4.42 5.07 5.77 6.51 7.30 8.50 10.12 11.91 2.655 in 12 4.50 5.28 6.12 7.03 8.00 9.03 10.12 11.79 14.03 16.51 3.347 in 12 6.40 7.51 8.71 10.00 11.37 12.84 14.39 16.76 19.95 23.47 3.65

12 in 12 10.30 12.09 14.02 16.09 18.31 20.67 23.17 26.98 32.11 37.78 4.51

60

< 1 in 12 3.25 3.81 4.42 5.07 5.77 6.51 7.30 8.50 10.12 11.91 2.715 in 12 4.50 5.28 6.12 7.03 8.00 9.03 10.12 11.79 14.03 16.51 3.637 in 12 7.25 8.51 9.87 11.32 12.89 14.55 16.31 18.99 22.60 26.59 4.04

12 in 12 12.45 14.61 16.94 19.45 22.13 24.98 28.01 32.62 38.82 45.67 5.19

30

15

< 1 in 12 5.79 6.80 7.89 9.05 10.30 11.63 13.04 15.18 18.07 21.26 5.065 in 12 8.04 9.44 10.95 12.57 14.30 16.14 18.10 21.08 25.08 29.51 5.477 in 12 8.65 10.15 11.77 13.51 15.37 17.35 19.45 22.65 26.96 31.72 5.65

12 in 12 10.82 12.70 14.73 16.91 19.24 21.72 24.35 28.36 33.75 39.71 6.17

30

< 1 in 12 5.79 6.80 7.89 9.05 10.30 11.63 13.04 15.18 18.07 21.26 5.165 in 12 8.04 9.44 10.95 12.57 14.30 16.14 18.10 21.08 25.08 29.51 5.987 in 12 10.07 11.82 13.71 15.74 17.91 20.22 22.66 26.39 31.41 36.96 6.35

12 in 12 14.43 16.93 19.64 22.54 25.65 28.96 32.46 37.80 44.99 52.93 7.38

45

< 1 in 12 5.79 6.80 7.89 9.05 10.30 11.63 13.04 15.18 18.07 21.26 5.275 in 12 8.04 9.44 10.95 12.57 14.30 16.14 18.10 21.08 25.08 29.51 6.507 in 12 11.50 13.50 15.65 17.97 20.45 23.08 25.88 30.13 35.86 42.19 7.06

12 in 12 18.03 21.16 24.55 28.18 32.06 36.19 40.58 47.25 56.23 66.16 8.60

60

< 1 in 12 5.79 6.80 7.89 9.05 10.30 11.63 13.04 15.18 18.07 21.26 5.385 in 12 8.04 9.44 10.95 12.57 14.30 16.14 18.10 21.08 25.08 29.51 7.017 in 12 12.93 15.17 17.60 20.20 22.98 25.95 29.09 33.88 40.32 47.43 7.76

12 in 12 21.64 25.40 29.45 33.81 38.47 43.43 48.69 56.70 67.47 79.39 9.81

60

15

< 1 in 12 10.74 12.61 14.62 16.79 19.10 21.56 24.17 28.15 33.50 39.41 10.105 in 12 14.93 17.52 20.32 23.33 26.54 29.96 33.59 39.12 46.55 54.77 10.877 in 12 16.42 19.27 22.35 25.66 29.20 32.96 36.95 43.03 51.21 60.25 11.22

12 in 12 20.33 23.86 27.67 31.77 36.14 40.80 45.74 53.27 63.40 74.59 12.19

30

< 1 in 12 10.74 12.61 14.62 16.79 19.10 21.56 24.17 28.15 33.50 39.41 10.305 in 12 14.93 17.52 20.32 23.33 26.54 29.96 33.59 39.12 46.55 54.77 11.857 in 12 18.99 22.29 25.85 29.67 33.76 38.11 42.73 49.76 59.22 69.67 12.54

12 in 12 26.81 31.46 36.49 41.89 47.66 53.80 60.32 70.24 83.59 98.35 14.48

45

< 1 in 12 11.18 13.12 15.21 17.47 19.87 22.43 25.15 29.29 34.86 41.01 10.505 in 12 15.52 18.22 21.13 24.26 27.60 31.16 34.93 40.68 48.41 56.96 12.827 in 12 22.01 25.83 29.95 34.39 39.12 44.17 49.52 57.66 68.62 80.74 13.86

12 in 12 33.97 39.87 46.23 53.07 60.39 68.17 76.43 89.00 105.92 124.62 16.76

60

< 1 in 12 11.59 13.60 15.77 18.11 20.60 23.26 26.07 30.36 36.13 42.51 10.705 in 12 16.09 18.88 21.90 25.14 28.60 32.29 36.20 42.15 50.16 59.02 13.797 in 12 25.09 29.45 34.15 39.21 44.61 50.36 56.46 65.75 78.25 92.06 15.18

12 in 12 41.34 48.52 56.27 64.60 73.49 82.97 93.02 108.32 128.91 151.67 19.05a Tabulated values were derived by calculating design wind pressures in accordance with Figure 4-1 of ASCE 7 for a building with a mean roof

height of 35 feet (10.7 m). For wind perpendicular to the ridge, the effects of a 2-foot (610 mm) overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall or endwall, as appropriate. The forces to be resisted by each wall line were then divided by the design strength (840 pounds per foot of length (12.26 kN/m)) of the default solid wall segment (see Note e). The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.

b Tabulated values in the “minimum” column are based on the requirement of Section 28.4 of ASCE 7 that the main wind-force resisting system be designed for a minimum pressure of 16 psf (0.77 kN/m 2 ) multiplied by the wall area of the building, and 8 psf (0.38 kN/m 2 ) multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated values in shaded cells are less than


the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes d and e; however, no reduction is permitted if the mean roof height is less than 35 feet (10.7 m). See Note c.







TABLE 209(7)MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR SIDEWALL

FOR WIND PARALLEL TO RIDGE a,c,d,e,f,g EXPOSURE CATEGORY UNREDUCED LENGTH OF SOLID WALL, UL , REQUIRED IN SIDEWALLS FOR WIND

PARALLEL TO RIDGE – (FT)B 120 130 140 150 160 170 180 194 212 230

MINIMUM b

C 110 119 127 136 144 153 165 180 195D 110 117 125 133 141 152 166 180



Roof slope One story or top story of two-story

< 30

15

< 1 in 12 1.18 1.39 1.61 1.84 2.10 2.37 2.66 3.09 3.68 4.33 0.905 in 12 1.40 1.65 1.91 2.19 2.49 2.81 3.15 3.67 4.37 5.14 1.087 in 12 1.50 1.76 2.04 2.35 2.67 3.01 3.38 3.94 4.68 5.51 1.1712 in 12 1.78 2.09 2.42 2.78 3.16 3.57 4.00 4.66 5.55 6.53 1.39

30

< 1 in 12 2.20 2.59 3.00 3.44 3.92 4.42 4.96 5.78 6.87 8.09 1.905 in 12 2.97 3.48 4.04 4.64 5.28 5.96 6.68 7.78 9.26 10.89 2.627 in 12 3.32 3.89 4.51 5.18 5.89 6.65 7.46 8.69 10.34 12.16 2.9512 in 12 4.27 5.02 5.82 6.68 7.60 8.58 9.62 11.20 13.33 15.68 3.86

45

< 1 in 12 3.30 3.87 4.49 5.15 5.86 6.62 7.42 8.64 10.28 12.09 2.995 in 12 4.96 5.82 6.75 7.74 8.81 9.95 11.15 12.99 15.46 18.18 4.627 in 12 5.71 6.70 7.77 8.92 10.15 11.46 12.85 14.96 17.80 20.95 5.3612 in 12 7.79 9.14 10.61 12.17 13.85 15.64 17.53 20.42 24.30 28.59 7.39

60

< 1 in 12 4.47 5.25 6.09 6.99 7.96 8.98 10.07 11.72 13.95 16.42 4.185 in 12 7.39 8.67 10.05 11.54 13.13 14.82 16.62 19.35 23.03 27.10 7.077 in 12 8.71 10.22 11.85 13.61 15.48 17.48 19.59 22.82 27.15 31.95 8.3812 in 12 12.36 14.51 16.82 19.31 21.97 24.80 27.81 32.38 38.54 45.34 12.00

60

45

< 1 in 12 3.46 4.06 4.70 5.40 6.14 6.93 7.77 9.05 10.77 12.68 2.995 in 12 5.18 6.07 7.04 8.09 9.20 10.39 11.65 13.56 16.14 18.99 4.627 in 12 5.96 6.99 8.11 9.31 10.59 11.95 13.40 15.61 18.57 21.85 5.3612 in 12 8.11 9.52 11.04 12.68 14.43 16.28 18.26 21.26 25.30 29.77 7.39

60

< 1 in 12 4.81 5.64 6.54 7.51 8.54 9.64 10.81 12.59 14.98 17.63 4.185 in 12 7.86 9.23 10.70 12.29 13.98 15.78 17.69 20.61 24.52 28.85 7.077 in 12 9.25 10.86 12.59 14.46 16.45 18.57 20.82 24.24 28.85 33.94 8.3812 in 12 13.09 15.36 17.81 20.45 23.27 26.27 29.45 34.29 40.81 48.02 12.00



Roof slope One story or top story of two-story MINIMUM b

< 30

15

< 1 in 12 3.30 3.88 4.49 5.16 5.87 6.63 7.43 8.65 10.30 12.12 2.525 in 12 3.52 4.14 4.80 5.51 6.26 7.07 7.93 9.23 10.99 12.93 2.707 in 12 3.62 4.25 4.93 5.66 6.44 7.27 8.15 9.50 11.30 13.30 2.7912 in 12 3.90 4.58 5.31 6.10 6.94 7.83 8.78 10.22 12.16 14.31 3.01

30

< 1 in 12 5.99 7.03 8.16 9.36 10.65 12.03 13.48 15.70 18.69 21.99 5.145 in 12 6.76 7.93 9.20 10.56 12.01 13.56 15.20 17.71 21.07 24.79 5.867 in 12 7.10 8.34 9.67 11.10 12.63 14.26 15.98 18.61 22.15 26.06 6.1912 in 12 8.06 9.46 10.97 12.60 14.33 16.18 18.14 21.13 25.14 29.58 7.10

45

< 1 in 12 8.71 10.22 11.85 13.61 15.48 17.48 19.59 22.82 27.15 31.95 7.855 in 12 10.37 12.17 14.11 16.20 18.43 20.81 23.33 27.17 32.33 38.04 9.487 in 12 11.12 13.05 15.14 17.38 19.77 22.32 25.02 29.14 34.68 40.80 10.2112 in 12 13.20 15.50 17.97 20.63 23.47 26.50 29.71 34.60 41.17 48.44 12.25

60

< 1 in 12 11.50 13.50 15.65 17.97 20.44 23.08 25.87 30.13 35.86 42.19 10.655 in 12 14.41 16.91 19.62 22.52 25.62 28.92 32.42 37.76 44.94 52.87 13.547 in 12 15.73 18.46 21.41 24.58 27.97 31.57 35.40 41.22 49.06 57.72 14.8512 in 12 19.38 22.75 26.38 30.29 34.46 38.90 43.61 50.79 60.44 71.12 18.48

60

45

< 1 in 12 9.14 10.72 12.44 14.28 16.25 18.34 20.56 23.94 28.49 33.52 7.855 in 12 10.86 12.74 14.78 16.97 19.30 21.79 24.43 28.45 33.86 39.84 9.487 in 12 11.64 13.66 15.84 18.19 20.69 23.36 26.19 30.50 36.29 42.70 10.2112 in 12 13.80 16.19 18.78 21.56 24.53 27.69 31.04 36.15 43.02 50.62 12.25

60

< 1 in 12 12.38 14.53 16.85 19.35 22.01 24.85 27.86 32.44 38.61 45.43 10.655 in 12 15.44 18.12 21.02 24.13 27.45 30.99 34.74 40.46 48.15 56.65 13.547 in 12 16.83 19.75 22.91 26.29 29.92 33.77 37.86 44.09 52.48 61.74 14.8512 in 12 20.66 24.25 28.13 32.29 36.74 41.47 46.50 54.15 64.44 75.81 18.48

a Tabulated values were derived by calculating design wind pressures in accordance with Figure 4-1 of ASCE 7 for a building with a mean roof height of 35 feet (10.7 m). For wind perpendicular to the ridge, the effects of a 2-foot (610 mm) overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall or endwall, as appropriate. The forces to be resisted by each wall line were then divided by the design strength (840 pounds per foot of length (12.26 kN/m)) of the default solid wall segment (see Note e). The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.


b Tabulated values in the “minimum” column are based on the requirement of Section 28.4 of ASCE 7 that the main wind-force resisting system be designed for a minimum pressure of 16 psf (0.77 kN/m 2 ) multiplied by the wall area of the building, and 8 psf (0.38 kN/m 2 ) multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated values in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes d and e; however, no reduction is permitted if the mean roof height is less than 35 feet (10.7 m). See Note c.







TABLE 209(8)REDUCTION FACTOR FOR DESIGN STRENGTH, R 5.4, AND LAYOUT OF REINFORCEMENT

AT EACH END OF SOLID WALL SEGMENTS FOR FLAT WALLS a

NOMINAL THICKNESS

OF FLAT WALL

(inches)

LENGTH OF SOLID WALL

SEGMENT B

(inches)

VERTICAL BARS AT EACH END OF

SOLID WALL SEGMENT

REINFORCEMENT LAYOUT DETAIL NO. SEE FIGURE 209(20)

REDUCTION FACTOR, R 5.4, FOR LENGTH OF SOLID WALL

Horizontal shear reinforcement provided?

Number of bars

Bar size

NO YES

40,000 c,d 60,000 c,d 40,000 c,d 60,000 c All others d SDC D e

4 i

242 4 1 0.80 0.64 0.80 0.41 NP3 4 2 0.68 0.68 0.44 0.30 NP2 5 1 0.64 0.64 0.40 0.28 NP

36

2 4 1 0.74 0.60 0.74 0.50 NP3 4 2 0.62 0.62 0.52 0.27 NP2 5 1 0.60 0.60 0.48 0.25 NP3 5 2 0.62 0.62 0.26 0.18 NP

48

2 4 1 0.71 0.58 0.71 0.48 NP3 4 2 0.60 0.60 0.49 0.25 NP2 5 1 0.58 0.58 0.46 0.23 NP3 5 2 0.60 0.60 0.24 0.17 NP

6

24

2 4 3 0.75 0.51 0.75 0.51 0.503 4 4 0.52 0.40 0.52 0.27 0.272 5 3 0.49 0.39 0.49 0.25 0.253 5 4 0.40 0.40 0.26 0.18 0.18

36

2 4 3 0.70 0.48 0.70 0.48 0.473 4 4 0.49 0.38 0.49 0.33 0.332 5 3 0.46 0.37 0.46 0.31 0.313 5 4 0.38 0.38 0.32 0.16 0.16

48

2 4 3 0.68 0.46 0.68 0.46 0.463 4 4 0.47 0.37 0.47 0.32 0.312 5 3 0.44 0.36 0.44 0.30 0.303 5 4 0.37 0.37 0.30 0.15 0.15

8

24

2 4 3 0.74 0.50 0.74 0.50 0.503 4 5 0.50 0.28 0.50 0.26 0.254 4 6 0.39 0.29 0.39 0.20 0.202 5 3 0.48 0.28 0.48 0.25 0.243 5 5 0.28 0.28 0.25 0.17 0.174 5 6 0.29 0.29 0.19 0.13 0.13

36

2 4 3 0.70 0.47 0.70 0.47 0.473 4 5 0.47 0.32 0.47 0.32 0.324 4 6 0.36 0.28 0.36 0.25 0.242 5 3 0.45 0.31 0.45 0.31 0.303 5 5 0.31 0.27 0.31 0.16 0.154 5 6 0.28 0.28 0.24 0.12 0.12

48

2 4 3 0.68 0.46 0.68 0.46 0.463 4 5 0.46 0.31 0.46 0.31 0.314 4 6 0.35 0.27 0.35 0.24 0.232 5 3 0.44 0.30 0.44 0.30 0.293 5 5 0.30 0.27 0.30 0.20 0.204 5 6 0.27 0.27 0.23 0.12 0.11

10

24

2 4 3 0.74 0.50 0.74 0.50 0.504 4 7 0.40 0.24 0.40 0.20 0.206 4 8 0.24 0.24 0.20 0.14 0.142 5 3 0.48 0.32 0.48 0.32 0.324 5 7 0.24 0.24 0.19 0.13 0.136 5 8 0.24 0.24 0.13 0.09 0.09

36

2 4 3 0.70 0.47 0.70 0.47 0.474 4 7 0.36 0.25 0.36 0.25 0.256 4 8 0.25 0.22 0.25 0.13 0.122 5 3 0.45 0.30 0.45 0.30 0.304 5 7 0.24 0.22 0.24 0.12 0.126 5 8 0.22 0.22 0.12 0.08 0.08

48

2 4 3 0.68 0.46 0.68 0.46 0.464 4 7 0.35 0.24 0.35 0.24 0.246 4 8 0.24 0.21 0.24 0.16 0.162 5 3 0.44 0.29 0.44 0.29 0.294 5 7 0.23 0.21 0.23 0.15 0.156 5 8 0.21 0.21 0.15 0.08 0.08

For SI: 1 inch = 25.4 mm; 1,000 psi = 6.895 MPaa See note e to Tables 209(5), (6), and (7) for application of reduction factors in this table.


b For intermediate lengths of solid wall segments or segments that are longer than the maximum given in the table, use reduction factor for next shorter length given in table.

c Yield strength of vertical wall reinforcement at ends of solid wall segments. d Values in this column are based on concrete with a specified compressive strength, f’ c, of 2,500 psi (17.2 MPa). Where concrete with f’ c of not

less than 3,000 psi (20.7 MPa) is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. See Note 8. e Reduction factors in this column are based on concrete with a specified compressive strength, f’ c, of 3,000 psi (20.7 MPa). See Section 209.5.f NP = Not permitted.


TABLE 209(9)REDUCTION FACTOR FOR DESIGN STRENGTH, R 5.4, AND LAYOUT OF REINFORCEMENT

AT EACH END OF SOLID WALL SEGMENTS FOR WAFFLE-GRID AND SCREEN-GRID WALLS a,f

NOMINAL THICKNESS AND TYPE OF FLAT

WALL(inches

LENGTH OF SOLID WALL

SEGMENT B

(inches)

VERTICAL BARS AT EACH END OF

SOLID WALL SEGMENT

REINFORCEMENT LAYOUT DETAIL NO. SEE FIGURE 209(20)

REDUCTION FACTOR, R , FOR LENGTH OF SOLID WALL

Horizontal shear reinforcement provided?

Number of bars

Bar size

NO YES40,000 and 60,000 c,d 40,000 e 60,000 c

All others d SDC D e

6 waffle

24

2 4 3 0.82 0.75 0.38 0.383 4 4 0.85 0.39 0.27 0.272 5 3 0.82 0.37 0.25 0.253 5 4 0.85 0.26 0.18 0.18

36

2 4 3 0.78 0.70 0.48 0.473 4 4 0.80 0.49 0.25 0.242 5 3 0.78 0.46 0.23 0.233 5 4 0.80 0.24 0.16 0.16

48

2 4 3 0.76 0.68 0.46 0.463 4 4 0.78 0.47 0.32 0.312 5 3 0.76 0.44 0.30 0.303 5 4 0.78 0.30 0.15 0.15

8 waffle

24

2 4 3 0.82 0.74 0.38 0.373 4 5 0.82 0.38 0.26 0.254 4 6 0.84 0.29 0.20 0.202 5 3 0.82 0.36 0.25 0.243 5 5 0.82 0.25 0.17 0.174 5 6 0.84 0.19 0.14 0.16

36

2 4 3 0.78 0.70 0.47 0.473 4 5 0.78 0.47 0.24 0.244 4 6 0.79 0.36 0.18 0.182 5 3 0.78 0.45 0.23 0.233 5 5 0.78 0.23 0.16 0.154 5 6 0.79 0.18 0.13 0.15

48

2 4 3 0.76 0.68 0.46 0.463 4 5 0.76 0.46 0.31 0.314 4 6 0.78 0.35 0.18 0.182 5 3 0.76 0.44 0.30 0.293 5 5 0.76 0.30 0.15 0.154 5 6 0.78 0.17 0.13 0.15

6 screen

24

2 4 3 0.97 0.75 0.38 0.383 4 4 1.00 0.39 0.27 0.272 5 3 0.97 0.37 0.25 0.253 5 4 1.00 0.26 0.18 0.19

36

2 4 3 0.93 0.70 0.48 0.473 4 4 0.94 0.49 0.25 0.242 5 3 0.93 0.46 0.23 0.233 5 4 0.94 0.24 0.16 0.18

482 4 3 0.91 0.68 0.46 0.463 4 4 0.92 0.47 0.32 0.312 5 3 0.91 0.44 0.30 0.303 5 4 0.92 0.30 0.15 0.17

For SI: 1 inch = 25.4 mm; 1,000 psi = 6.895 MPaa See note e to Tables 209(6), (7), and (8) for application of reduction factors in this table. b For intermediate lengths of solid wall segments, use reduction factor for next shorter length given in table. c Yield strength of vertical wall reinforcement at ends of solid wall segments. d Values in this column are based on concrete with a specific compressive strength, f’ c, of 2,500 psi (17.2 MPa). Where concrete with f’ c of not

less than 3,000 psi (20.7 MPa) is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. See Note h.e Adjustment factors in this column are based on concrete with a specified compressive strength, f’ c, of 3,000 psi (20.7 MPa).f Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall not be less than 5.5

inches (140 mm) for 6-inch (152 mm) nominal waffle- and screen-grid forms, and not less than 7.5 inches (191 mm) for 8-inch (203 mm) nominal waffle-grid forms. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure 209(20). If necessary to achieve the required dimensions, stay in place form material shall be removed or flat wall forms are permitted to be used.


FIGURE 209(7) MINIMUM SOLID WALL LENGTH

TABLE 209(101)MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLSa


ONE STORY OR TOP STORYOF TWO-STORY[TABLES 209(7) OR 209(9)]MIN. SOLID WALL LENGTH :5 D + E0.5A + B + C

FIRST STORY OF TWO-STORY[TABLES 209(7) OR 209(9)]MIN. SOLID WALL LENGTH :5 D + E0.5D + E

ONE STORY OR TOP STORYOF TWO-STORY[TABLES 209(8) OR 209(10)]MIN. SOLID WALL LENGTH :5 D + E + F0.5A + B + C

FIRST STORY OF TWO-STORY[TABLES 209(8) OR 209(10)]MIN. SOLID WALL LENGTH :5 D + E + F 0.5D + E + F

TABLE 209(112)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f

NO. 4 BOTTOM BAR SIZE

MINIMUM NOMINAL LINTEL

THICKNESS, T (inches) LINTEL DEPTH

(inches)

MAXIMUM CLEAR SPAN, (feet-inches) (Number is Middle of Span, A)e

Supporting Roof OnlySupporting Light-Framed

2nd Story and RoofSupporting ICF Second Story

and RoofGround Snow Load

30 psf 70 psf 30 psf 70 psf 30 psf 70 psf

4.03.5

8 4-9 (1-2)

4-2 (0-9)

3-10 (0-8)

3-4 (0-6)

3-5 (0-6)

3-1 (0-5)

12 6-8(1-11)

5-5 (1-3)

5-0 (1-1)

4-5 (0-10)

4-6 (0-10)

4-0 (0-8)

16 7-11 (2-9)

6-5 (1-9)

6-0 (1-6)

5-3 (1-2)

5-4 (1-2)

4-10 (1-0)

20 8-11 (3-5)

7-4 (2-3)

6-9 (1-11)

6-0 (1-6)

6-1 (1-7)

5-6 (1-3)

24 9-10 (4-1)

8-1 (2-9)

7-6 (2-4)

6-7 (1-10)

6-9 (1-11)

6-1 (1-6)

6.05.5

8 5-2 (1-10)

4-2 (1-2)

3-10 (1-0)

3-5 (0-9)

3-5 (0-10)

3-1 (0-8)

12 6-8 (3-0)

5-5 (2-0)

5-0 (1-9)

4-5 (1-4)

4-6 (1-4)

4-1 (1-1)

16 7-10 (4-1)

6-5 (2-9)

6-0 (2-5)

5-3 (1-10)

5-4 (1-11)

4-10 (1-7)

20 8-10 (5-3)

7-3 (3-6)

6-9 (3-1)

6-0 (2-4)

6-1 (2-5)

5-6 (2-0)

24 9-8 (6-3)

8-0 (4-3)

7-5 (3-8)

6-7 (2-11)

6-8 (3-0)

6-0 (2-5)

8.07.5

8 5-2 (2-6)

4-2 (1-8)

3-11 (1-5)

3-5 (1-1)

3-6 (1-1)

3-2 (0-11)

12 6-7 (4-0)

5-5 (2-8)

5-0 (2-4)

4-5 (1-10)

4-6 (1-10)

4-1 (1-6)

16 7-9 (5-5)

6-5 (3-8)

5-11 (3-3)

5-3 (2-6)

5-4 (2-7)

4-10 (2-2)

20 8-8 (6-10)

7-2 (4-8)

6-8 (4-2)

5-11 (3-3)

6-0 (3-4)

5-5 (2-9)

24 9-6 (8-2)

7-11 (5-8)

7-4 (5-1)

6-6 (3-11)

6-7 (4-1)

6-0 (3-4)

10.09.5

8 5-2 (3-1)

4-2 (2-1)

3-11 (1-9)

3-5 (1-5)

3-6 (1-5)

3-2 (1-2)

12 6-7 (5-0)

5-5 (3-4)

5-0 (3-0)

4-5 (2-4)

4-6 (2-5)

4-1 (1-11)

16 7-8 (6-9)

6-4 (4-7)

5-11 (4-2)

5-3 (3-3)

5-4 (3-4)

4-10 (2-8)

b. This table is not intended to prohibit the use of ICF manufacturer’s tables based on engineering analysis in accordance with ACI 318. d. Design load assumptions:

Floor dead load is 10 psf Attic live load is 20 psfFloor live load is 30 psf Roof dead load is 15 psf Building width is 32 feet ICF wall dead load is 69 psfLight-framed wall dead load is 10 psf


TABLE 209(123)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f


MINIMUM NOMINAL LINTEL

THICKNESS, T (inches)

LINTEL DEPTH, D (inches)

MAXIMUM CLEAR SPAN, (feet-inches) (Number is Middle of Span, A)e

Supporting Roof Supporting Light-Framed 2nd Story and Roof

Supporting ICF Second Story and Roof

Ground Snow Load30 psf 70 psf 30 psf 70 psf 30 psf 70 psf

4.03.5

8 4-9 (1-2)

4-2 (0-9)

3-11 (0-8)

3-7 (0-6)

3-7 (0-6)

3-5 (0-5)

12 7-2 (1-11)

6-3 (1-3)

5-11 (1-1)

5-5 (0-10)

5-5 (0-10)

5-0 (0-8)

16 9-6 (2-9)

8-0 (1-9)

7-4 (1-6)

6-6 (1-2)

6-7 (1-2)

5-11 (1-0)

20 11-1 (3-5)

9-1 (2-3)

8-4 (1-11)

7-5 (1-6)

7-6 (1-7)

6-9 (1-3)

24 12-2 (4-1)

10-0 (2-9)

9-3 (2-4)

8-2 (1-10)

8-4 (1-11)

7-6 (1-6)

6.05.5

8 5-6 (1-10)

4-10 (1-2)

4-7 (1-0)

4-2 (0-9)

4-2 (0-10)

3-10 (0-8)

12 8-3 (3-0)

6-9 (2-0)

6-3 (1-9)

5-6 (1-4)

5-7 (1-4)

5-0 (1-1)

16 9-9 (4-1)

8-0 (2-9)

7-5 (2-5)

6-6 (1-10)

6-7 (1-11)

6-0 (1-7)

20 10-11 (5-3)

9-0 (3-6)

8-4 (3-1)

7-5 (2-4)

7-6 (2-5)

6-9 (2-0)

24 12-0 (6-3)

9-11 (4-3)

9-3 (3-8)

8-2 (2-11)

8-3 (3-0)

7-6 (2-5)

8.07.5

8 6-1 (2-6)

5-2 (1-8)

4-9 (1-5)

4-3 (1-1)

4-3 (1-1)

3-10 (0-11)

12 8-2 (4-0)

6-9 (2-8)

6-3 (2-4)

5-6 (1-10)

5-7 (1-10)

5-0 (1-6)

16 9-7 (5-5)

7-11 (3-8)

7-4 (3-3)

6-6 (2-6)

6-7 (2-7)

6-0 (2-2)

20 10-10 (6-10)

8-11 (4-8)

8-4 (4-2)

7-4 (3-3)

7-6 (3-4)

6-9 (2-9)

24 11-10 (8-2)

9-10 (5-8)

9-2 (5-1)

8-1 (3-11)

8-3 (4-1)

7-5 (3-4)

10.09.5

8 6-4 (3-1)

5-2 (2-1)

4-10 (1-9)

4-3 (1-5)

4-4 (1-5)

3-11 (1-2)

12 8-2 (5-0)

6-8 (3-4)

6-2 (3-0)

5-6 (2-4)

5-7 (2-5)

5-0 (1-11)

16 9-6 (6-9)

7-11 (4-7)

7-4 (4-2)

6-6 (3-3)

6-7 (3-4)

5-11 (2-8)

20 10-8 (8-4)

8-10 (5-10)

8-3 (5-4)

7-4 (4-2)

7-5 (4-3)

6-9 (3-6)

24 11-7 (10-0)

9-9 (6-11)

9-0 (6-5)

8-1 (5-0)

8-2 (5-2)

7-5 (4-3)




TABLE 209(134)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f


NOMINAL LINTEL THICKNESS Tg,h

(inches)LINTEL DEPTH

D (inches)

MAXIMUM CLEAR SPAN (feet-inches)(Number is Middle of Span, A)e




b. This table is not intended to prohibit the use of ICF manufacturer’s tables based on engineering analysis in accordance with ACI 318.

d. Design load assumptions:Floor dead load is 10 psf Attic live load is 20 psfFloor live load is 30 psf Roof dead load is 15 psf Building width is 32 feet ICF wall dead load is 55 psfLight-framed wall dead load is 10 psf

h. Lintel width corresponds to the nominal waffle-grid ICF wall thickness with a minimum thickness of 2 inches.

TABLE 209(145)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f

NO.5 BOTTOM BAR SIZE

NOMINAL LINTEL THICKNESS Tg,h

(inches)LINTEL DEPTH

D (inches)

MAXIMUM CLEAR SPAN (feet-inches)(Number is Middle of Span, A)e






h. Lintel width corresponds to the nominal waffle-grid ICF wall thickness with a minimum thickness of 2 inches.

TABLE 209(156)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLSa,b,c,d,f,g


MINIMUM LINTEL THICKNESS, Th,i

(inches)

MINIMUM LINTEL DEPTH, De

(inches)

MAXIMUM CLEAR SPAN (feet-inches)



Maximum Ground Snow Load (psf)30 70 30 70 30 70



g. Flat ICF lintels may be used in lieu of screen-grid lintels.i. Lintel width corresponds to the nominal screen-grid ICF wall thickness.


TABLE 209(167)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLSa,b,c,d,f,g


MINIMUM LINTEL THICKNESS, Th,i

(inches)

MINIMUM LINTEL DEPTH, De

(inches)

MAXIMUM CLEAR SPAN (feet-inches)



Maximum Ground Snow Load (psf)30 70 30 70 30 70



g. Flat ICF lintels may be used in lieu of screen-grid lintels.i. Lintel width corresponds to the nominal screen-grid ICF wall thickness.

TABLE 209(178)MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS WITHOUT STIRRUPS IN LOAD-BEARING WALLSa,b,c,d,f,g,h

(NO. 4 OR NO. 5) BOTTOM BAR SIZE

MINIMUM LINTEL NOMINAL

THICKNESS, T (inches)

MINIMUM LINTEL DEPTH,

De (inches)

MAXIMUM CLEAR SPAN, (feet-inches)



MAXIMUM GROUND SNOW LOAD (psf)30 70 30 70 30 70

Flat ICF Lintel

4.03.5

8 2-6 2-6 2-6 2-4 2-5 2-2

12 4-2 4-2 4-1 3-10 3-10 3-7

16 4-11 4-8 4-6 4-2 4-2 3-11

20 6-3 5-3 4-11 4-6 4-6 4-3

24 7-7 6-4 6-0 5-6 5-6 5-2

6.05.5

8 2-10 2-6 2-6 2-5 2-6 2-2

12 4-8 4-4 4-3 3-11 3-10 3-7

16 6-5 5-1 4-8 4-2 4-3 3-11

20 8-2 6-6 6-0 5-4 5-5 5-0

24 9-8 7-11 7-4 6-6 6-7 6-1

8.07.5

8 3-6 2-8 2-7 2-5 2-5 2-2

12 5-9 4-5 4-4 4-0 3-10 3-7

16 7-9 6-1 5-7 4-10 4-11 4-5

20 8-8 7-2 6-8 5-11 6-0 5-5

24 9-6 7-11 7-4 6-6 6-7 6-0

10.09.5

8 4-2 3-1 2-9 2-5 2-5 2-2

12 6-7 5-1 4-7 3-11 4-0 3-7

16 7-10 6-4 5-11 5-3 5-4 4-10

20 8-7 7-2 6-8 5-11 6-0 5-5

24 9-4 7-10 7-3 6-6 6-7 6-0Waffle-Grid ICF Lintel

e. Lintel depth, D, shall be permitted to include the available height of ICF wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the opening.

h. ICF wall dead load is 69 psf.


TABLE 209(189)MINIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLSa,b,c,d,e,f,g,h

MINIMUM LINTEL NOMINAL THICKNESS,

Tg (inches)MINIMUM LINTEL DEPTH, D (inches)

MINIMUM BOTTOM LINTEL REINFORCEMENT

Supporting Light-Frame Roof Only Supporting Light-Framed SecondStory and Roof

Supporting ICF Second Story andLight-Frame Roof

Maximum Ground Snow Load (psf)

30 70 30 70 30 70

Flat ICF Lintel, 12 feet- 3 inches Maximum Clear Span

4.03.5 24 1 #5 1 #7 D/R D/R D/R D/R

6.05.5 20 1 #6 1 #7 D/R D/R D/R D/R

24 1 #5 1 #7 1 #7 1 #8 1 #8 D/R

8.07.516 1 #7; 2 #5 D/R D/R D/R D/R D/R

20 1 #6; 2 #4 1#7; 2 #5 1 #8; 2 #6 D/R D/R D/R

24 1 #6; 2 #4 1 #7; 2 #5 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 1 #8; 2 #6

10.09.516 1 #7; 2 #5 D/R D/R D/R D/R D/R

20 1 #6; 2 #4 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 1 #8; 2 #6 1 #9; 2 #6

24 1 #6; 2 #4 1 #7; 2 #5 1 #7; 2 #5 1 #7; 2 #6 1 #8; 2 #6 1 #9; 2 #6Flat ICF Lintel, 16 feet-3 inches Maximum Clear Span

6.05.5 24 1 #7 D/R D/R D/R D/R D/R

8.07.5 24 1 #7; 2 #5 D/R D/R D/R D/R D/R

10.09.5 24 1 #7; 2 #5 1 #9; 2 #6 1 #9; 2 #6 D/R D/R D/RWaffle-Grid ICF Lintel, 12 feet-3 inches Maximum Clear Span

6 20 1 #6 D/R D/R D/R D/R D/R

24 1 #5 1 #7; 2 #5 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 D/R

816 1 #7; 2 #5 D/R D/R D/R D/R D/R

20 1 #6; 2 #4 1 #7; 2 #5 1 #8; 2 #6 D/R D/R D/R

24 1 #5 1 #7; 2 #5 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 1 #8; 2 #6Screen-Grid ICF Lintel, 12 feet-3 inches Maximum Clear Span

6 24 1 #5 1 #7 D/R D/R D/R D/Rb. This table is not intended to prohibit the use of ICF manufacturers tables based on engineering analysis in accordance with ACI 318. g. Actual thickness is shown for flat lintels; nominal thickness is given for waffle-grid and screen-grid lintels. Lintel thickness corresponds to the nominal waf-

fle-grid and screen-grid ICF wall thickness. Refer to Table 209(1) for actual wall thickness.gh. ICFwall dead load varies based on wall thickness using 150 pounds per cubic foot concrete density.


TABLE 209(1920)MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPSa,b,c,d

NO. 4 BOTTOM BAR

MINIMUM LINTEL NOMINAL THICKNESS, T (inches)

MINIMUM LINTEL DEPTH, D (inches)

MAXIMUM CLEAR SPAN

SupportingLight-Framed Nonbearing Wall

(feet-inches)

Supporting ICFSecond Story and Nonbearing Wall

(feet-inches)

Flat ICF Lintel

4.03.5

8 11-1 3-1

12 15-11 5-1

16 16-3 6-11

20 16-3 8-8

24 16-3 10-5

6.05.5

8 16-3 4-4

12 16-3 7-0

16 16-3 9-7

20 16-3 12-0

24 16-3 14-3

8.07.5

8 16-3 5-6

12 16-3 8-11

16 16-3 12-2

20 16-3 15-3

24 16-3 16-3

10.09.5

8 16-3 6-9

12 16-3 10-11

16 16-3 14-10

20 16-3 16-3

24 16-3 16-3Waffle-Grid ICF Lintel

a. This table is not intended to prohibit the use of ICF manufacturers tables based on engineering analysis in accordance with ACI 318.

TABLE 209(201)FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTSa, b, c

e. Anchor bolts shall extend through the ledger to the center of the flat ICF wall thickness or the center of the horizontal or vertical core thickness of the waffle-grid or screen-grid ICF wall system.

(Delete “ICF” from “ICF WALL” callout. No other changes to Figure”FIGURE 209(14)

SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL


FLOOR LEDGER—WALL CONNECTION (SIDE-BEARING CONNECTION)


FLOOR LEDGER-WALL CONNECTION (LEDGE-BEARING CONNECTION)


WOOD FLOOR LEDGER—WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION)


FLOOR LEDGER—WALL CONNECTION



ROOF SILL PLATE—WALL CONNECTION

FIGURE 209(20)VERTICAL REINFORCEMENT LAYOUT DETAIL


PCA

2. Add to Chapter 8:

Portland Cement Association5420 Old Orchard RoadSkokie, IL 60077

Standard Referenced reference in section number Title number PCA 100-12 Prescriptive Design of Exterior Concrete Walls for One- and Two-Family Dwellings . . . . . . . . . . . . . . . . . . . . . . . . 2 09.1





Revise as follows:

TABLE 205(20)REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTH, a,b,c,d,e

PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENTPER FOOT OF BUILDING LENGTH,a,b,c,d,e ROOF ANGLE 23 DEGREES






Reason: Title of Tables 205(20)-205(22) don’t read correctly. If I understand the intent, suggest:


Proponent: Brad DouglasBallot and Public Comments Agenda of 148May 2013

General Comment: Spot-checking loads, I have a number of concerns:

Floor diaphragm loads in Table 204(1) seem low for perp to ridge wind relative to a similar WFCM table. Footnote “a” adjustment appears to be based on just the wall height and does not include the floor height. Is it possible that the floor height was not included? Also, in the WFCM, we use (hwall+1’)/10’ to more accurately reflect the added floor height. Should be checked.

Outlooker loads in Table 205(13) uplift connection loads appear to be based on MWFRS loads. In the WFCM, these connections are based on C&C loads since they are isolated to the specific connection of the specific outlooker. As a result, these values are about half of what the WFCM requires.

Stud connector loads in Table 205(15) perpendicular connection loads appear to be based on MWFRS load and seem much too low (about 10% of WFCM). I spoke with Dennis Graber and the footnote “b” from Table 205(13) needs to be added to this table too. In the WFCM, these connections are based on C&C loads since they are isolated to the specific connection of the specific stud. As a result, these values are about half of what the WFCM requires, if the footnote “b” adjustment is added.

Reason: Title of Tables 205(20)-205(22) don’t read correctly. If I understand the intent, suggest:



Revise as follows:

207.3.1 Roof sheathing thickness. Roof sheathing shall be a minimum of 15/32-inch Exposure 1 wood structural panels sized in accordance with the AWC WFCM. Sheathing panels shall be installed in accordance with Figure 207(1). with their long Long dimension shall be perpendicular to framing and panel end joints shall be staggered.

Exception: Where stronger or weaker roof diaphragms are required (See Section 207.5).

207.3.2 Roof sheathing spans. Roof framing shall be spaced such that the sheathing spans do not exceed those specified in Table R503.2.1.1(1) of the International Residential Code.

207.3.3 Sheathing fastenings. Sheathing shall be fastened to roof framing with 8d ring-shank nails at spacing not greater than 6 inches (152 mm) o.c. at edges and 6 inches o.c. at intermediate framing. Ring shank nails shall have the following minimum dimensions:

1. 0.113 inch (3 mm) nominal shank diameter2. Ring diameter of 0.012 inch (0.3 mm) over shank diameter3. 16 to 20 rings per inch4. 0.280 inch (7 mm) full round head diameter

5. 2 3/8-inch (51 mm) nail length

Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall be not greater than 4 inches on center in nailing zone 3 where Vult is 160 mph or greater in accordance with Figure 207(2).

Exceptions: [See Figure 207(2) for nailing zones]


1. Where roof framing with a specific gravity, 0.42 ≤ G < 0.49 is used, spacing of ring-shank fasteners shall not be greater than be permitted at 12 inches (305 mm) on center at intermediate framing in nailing zone 1 for any Vult and in nailing zone 2 for Vult less than or equal to 140 in accordance with Figure 207(2).

2. Where roof framing with a specific gravity, G ≥ 0.49 is used, spacing of ring-shank fasteners shall not be greater than be permitted at 12 inches (305 mm) on center at intermediate framing in nailing zone 1 for any Vult and in nailing zone 2 for Vult less than or equal to 150 mph in accordance with Figure 207(2).

3. Where roof framing with a specific gravity, G ≥ 0.49 is used, 8d common or 8d hot dipped galvanized box nails spaced not greater than at 6 inches (152 mm) on center at edges and 6 inches (152 mm) on center at intermediate framing shall be permitted for Vult less than or equal to 130 mph in accordance with Figure 207(2).



Reason: As noted in our comment to RHW21, these changes coordinate ICC-600 with the WFCM, removing provisions that override roof sheathing design tables, and clarify the ring shank nail spacing is the maximum spacing desired, not the EXACT spacing desired.


Proponent: Dennis Graber

Revise as follows:








Reason: Better, clearer sentence structure.



General Comment: In discussing with Brad Douglas, the following was discussed/observed:


• Table 204(1) appears to not include the floor system thickness to the wall height. The intent was to allow an additional 12-inch thickness for this. The calculations will be checked and if the 12 inches was not included, a revised table will be provided.• Table 205(13) was prepared based on MWFRS loads consistent with other connections to diaphragms as the connections resist loads from multiple surfaces. A similar table in the WFCM was based on C&C loads resulting in loads almost double the loads shown in Table 205(13). Committee guidance is needed on the appropriate loads to use.• Table 205(15) Same comments as for Table 205(13) above. • Table 205(16) Add to the end of the title (LB PER SIDE) similar to Table 204(1) Reason: To clarify that this is the amount of load to be resisted on each end of the diaphragm/shearwall. A similar table in the WFCM provides the total diaphragm load which is divided by 2 to determine the amount of load to be resisted at each end of the diaphragm/shearwall. This can be confusing for those familiar with the WFCM tables.


Chapter 5



501.3.1 Minimum allowable uplift resistance rating pressure. The roof assemblies’ minimum allowable uplift resistance rating shall equal or exceed the design uplift loads determined from either Table 501(1) or from Table


104(1) adjusted for height and exposure per Table 104(2). The minimum design uplift pressure for roof coverings that are not air permeable shall equal or exceed the uplift pressures determined by Table 501(1) using the appropriate adjustment factor from Table 501(2) or shall be determined as required by Section R301.2 of the International Residential Code or Section 1609 of the International Building Code .

TABLE 501(1)DESIGN UPLIFT PRESSURE (psf)a, b, c

TABLE 501(2)ADJUSTMENT FACTORS FOR BUILDING HEIGHT, EXPOSURE AND IMPORTANCE FACTOR

TABLE 501(1)DESIGN UPLIFT PRESSURE (psf)a, b, c

GABLE ORHIP ROOF

ROOF ZONES

ULTIMATE DESIGN WIND SPEED, Vult (mph)120 130 140 150 160 170 180

Expo

sure

B

0:12 to 11/2:12(0º to 7º)

1 -15.5 -18.2 -21.2 -24.3 -27.6 -31.2 -35.0

Mea

n R

oof H

eigh

t (h)

≤ 1

5 fe

et

2 -26.1 -30.6 -35.5 -40.7 -46.4 -52.4 -58.7

3 -39.2 -46.1 -53.4 -61.3 -69.8 -78.8 -88.3

11/2:12 to 6:12(7º to 27º)

1 -14.2 -16.7 -19.4 -22.2 -25.3 -28.5 -32.0

2 -24.8 -29.3 -33.7 -38.7 -44.1 -49.7 -55.8

3 -36.6 -43.0 -49.9 -57.2 -65.1 -73.5 -82.4

6:12 to 12:12(27º to 45º)

1 -15.5 -18.2 -21.2 -24.3 -27.6 -31.2 -35.0

2 -18.2 -21.4 -24.7 -28.4 -32.3 -36.5 -40.9

3 -18.2 -21.4 -24.7 -28.4 -32.3 -36.5 -40.9

Expo

sure

C

0:12 to 11/2:12(0º to 7º)

1 -18.8 -22.0 -25.7 -29.4 -33.4 -37.8 -42.4

2 -31.6 -37.0 -43.0 -49.2 -56.1 -63.4 -71.0

3 -47.4 -55.8 -64.6 -74.2 -84.5 -95.3 -106.8

11/2:12 to 6:12(7º to 27º)

1 -17.2 -20.2 -23.5 -26.9 -30.6 -34.5 -38.7

2 -30.0 -35.5 -40.8 -46.8 -53.4 -60.1 -67.5

3 -44.3 -52.0 -60.4 -69.2 -78.8 -88.9 -99.7

6:12 to 12:12(27º to 45º)

1 -18.8 -22.0 -25.7 -29.4 -33.4 -37.8 -42.4

2 -22.0 -25.9 -29.9 -34.4 -39.1 -44.2 -49.5

3 -22.0 -25.9 -29.9 -34.4 -39.1 -44.2 -49.5

Expo

sure

D

0:12 to 11/2:12(0º to 7º)

1 -22.8 -26.8 -31.2 -35.7 -40.6 -45.9 -51.5

2 -38.4 -45.0 -52.2 -59.8 -68.2 -77.0 -86.3

3 -57.6 -67.8 -78.5 -90.1 -102.6 -115.8 -129.8

11/2:12 to 6:12(7º to 27º)

1 -20.9 -24.5 -28.5 -32.6 -37.2 -41.9 -47.0

2 -36.5 -43.1 -49.5 -56.9 -64.8 -73.1 -82.0

3 -53.8 -63.2 -73.4 -84.1 -95.7 -108.0 -121.1

6:12 to 12:12(27º to 45º)

1 -22.8 -26.8 -31.2 -35.7 -40.6 -45.9 -51.5

2 -26.8 -31.5 -36.3 -41.7 -47.5 -53.7 -60.1

3 -26.8 -31.5 -36.3 -41.7 -47.5 -53.7 -60.1

TABLE 501(1) - continuedDESIGN UPLIFT PRESSURE (psf)a, b, c

GABLE ORHIP ROOF

ROOF ZONES

DESIGN WIND SPEED, Vult (mph)120 130 140 150 160 170 180

Expo

sure

B

0:12 to 11/2:12(0º to 7º)

1 -16.3 -19.1 -22.3 -25.5 -29.0 -32.8 -36.8

15 fe

et <

Mea

n R

oof

Hei

ght (

h) ≤

35

feet

2 -27.4 -32.1 -37.3 -42.7 -48.7 -55.0 -61.6

3 -41.2 -48.4 -56.1 -64.4 -73.3 -82.7 -92.7

11/2:12 to 6:12(7º to 27º)

1 -14.9 -17.5 -20.4 -23.3 -26.6 -29.9 -33.6

2 -26.0 -30.8 -35.4 -40.6 -46.3 -52.2 -58.6

3 -38.4 -45.2 -52.4 -60.1 -68.4 -77.2 -86.5

6:12 to 12:12 1 -16.3 -19.1 -22.3 -25.5 -29.0 -32.8 -36.8


(27º to 45º)2 -19.1 -22.5 -25.9 -29.8 -33.9 -38.3 -42.9

3 -19.1 -22.5 -25.9 -29.8 -33.9 -38.3 -42.9

Expo

sure

C

0:12 to 11/2:12(0º to 7º)

1 -22.5 -26.4 -30.7 -35.2 -40.0 -45.2 -50.8

2 -37.8 -44.4 -51.5 -59.0 -67.3 -76.0 -85.1

3 -56.8 -66.8 -77.4 -88.9 -101.2 -114.3 -128.0

11/2:12 to 6:12(7º to 27º)

1 -20.6 -24.2 -28.1 -32.2 -36.7 -41.3 -46.4

2 -36.0 -42.5 -48.9 -56.1 -63.9 -72.1 -80.9

3 -53.1 -62.4 -72.4 -82.9 -94.4 -106.6 -119.5

6:12 to 12:12(27º to 45º)

1 -22.5 -26.4 -30.7 -35.2 -40.0 -45.2 -50.8

2 -26.4 -31.0 -35.8 -41.2 -46.8 -52.9 -59.3

3 -26.4 -31.0 -35.8 -41.2 -46.8 -52.9 -59.3

Expo

sure

D

0:12 to 11/2:12(0º to 7º)

1 -26.4 -30.9 -36.0 -41.3 -46.9 -53.0 -59.5

2 -44.4 -52.0 -60.4 -69.2 -78.9 -89.1 -99.8

3 -66.6 -78.4 -90.8 -104.2 -118.7 -134.0 -150.1

11/2:12 to 6:12(7º to 27º)

1 -24.1 -28.4 -33.0 -37.7 -43.0 -48.5 -54.4

2 -42.2 -49.8 -57.3 -65.8 -75.0 -84.5 -94.9

3 -62.2 -73.1 -84.8 -97.2 -110.7 -125.0 -140.1

6:12 to 12:12(27º to 45º)

1 -26.4 -30.9 -36.0 -41.3 -46.9 -53.0 -59.5

2 -30.9 -36.4 -42.0 -48.3 -54.9 -62.1 -69.5

3 -30.9 -36.4 -42.0 -48.3 -54.9 -62.1 -69.5

a. Design loads are based on an effective wind area of 10 sf.

TABLE 501(3)DEFLECTION LIMITSa, f, g

(no changes to table values)d. Taking the wind load as 0.42 0.7 times the “component and cladding” loads is permitted for the purpose of determining deflection limits herein.

TABLE 502(2) FLASHING FASTENER SPACING

Ultimate dDesign wind speed

Vult ≤ 130 mph90 mph TO 110 mph

130 mph < V ult ≤ 180 mphGREATER THAN 110 mph

TO 140 mphGREATER THAN 140

TO 150 mph

Maximum spacing (inches) 6 4 4

503.4 504.2.1.1 Plastic cap nails. The nail component of plastic cap nails shall meet ASTM A 641, Class I or an equal corrosion resistance by coating, electro-galvanization, mechanical galvanization, hot dipped galvanization, stainless steel, nonferrous metal and alloys or other suitable corrosion-resistant material.

504.2 Asphalt shingles. Asphalt shingles shall comply with Section R905.2 of the International Residential Code or Section 1507.2 of the International Building Code and this section. Asphalt shingles shall be tested in accordance with ASTM D 7158. Asphalt shingles shall meet the classification per Table 504(1) for the required ultimate design wind speed. Asphalt shingle packaging shall bear a label to indicate compliance with ASTM D 7158 and the required classification. Asphalt shingles not within the scope of ASTM D 7158 shall be tested and labeled to indicate compliance with ASTM D 3161 and the required classification per Table 504(1) . Asphalt shingles shall be installed according to the manufacturer's installation instructions.

504.2.1 Fasteners. Fasteners for asphalt shingles shall be galvanized steel, stainless steel, aluminum or copper roofing nails, minimum 12 gage [0.105 inch (2.67 mm)] shank with a minimum 3/ -inch (9.5 mm) diameter head, ASTM F 1667, of a length to penetrate through the roofing materials and a minimum of 3/4 inch (19.1 mm) into the roof sheathing. Where the roof sheathing is less than 3/4 inch (19.1 mm) thick, the fasteners shall penetrate through the sheathing a minimum of 3/16 inch (5 mm). Fasteners shall comply with ASTM F 1667.

504.2.2 Attachment. Asphalt shingles shall be classified in accordance with ASTM D 3161 or ASTM D 7158 to resist the maximum design basic wind speed in accordance with Table 504(1). Asphalt shingles shall be installed using the minimum number of fasteners determined by testing for the classification required to resist the required ultimate maximum design basic wind speed.


504.2.2.1 Attachment at eaves, rakes, valleys, gable ends and starter strips. Where shingles intersect The intersections of shingles with eaves, rakes, valleys, gable ends and starter strips the shingles shall be set in a minimum 8-inch (203 mm) wide strip of approved flashing cement. Maximum thickness of flashing cement shall be 1/8 inch (3 mm). Shingles shall not extend more than 1/4 inch (6 mm) beyond the eave drip edge.

504.3.4 Attachment. Clay and concrete tile shall be attached in accordance with this section and the manufacturer’s instructions. Clay and concrete roof tiles shall be secured to resist the appropriate design wind speed in accordance with this section or Section 1609.5.3 of the International Building Code. The allowable aerodynamic uplift moment determined by Table 504(5)(4) plus any gravity moment caused by the dead weight of the roof tile shall be equal to or greater than the required aerodynamic uplift moment determined by Table 504(2) or Table 504(3).

504.3.5 Mechanical fastening systems. Mechanical fastening systems in Table 504(5)(4) are the allowable aerodynamic uplift moment.

504.7.6 Attachment. Attachment in accordance with Table 504(8) shall be used for roofs with a mean roof height of 40 feet or less and in regions with a design basic wind speed of 130 100 mph or less.

504.8.6 Attachment. Attachment in accordance with Table 504(11) shall be used for roofs with a mean roof height of 40 feet or less and in regions with a design basic wind speed of 130 100 mph or less.

TABLE 504(1)MINIMUM ATTACHMENT FOR ASPHALT SHINGLES

TABLE 504(2)REQUIRED AERODYNAMIC UPLIFT MOMENT, MA (ft-lbfa, b, c)

TABLE 504(4)ALLOWABLE AERODYNAMIC UPLIFT MOMENTS, MECHANICAL FASTENING SYSTEMSa, e, h, i


TABLE 504(1)MINIMUM CLASSIFICATION FOR ASPHALT SHINGLES

ULTIMATE DESIGN WIND SPEED, VULT (mph)

CLASSIFICATION PERASTM D 7158


120 Class G & Class H Class D & Class F125 Class G & Class H Class D & Class F130 Class G & Class H Class D & Class F135 Class G & Class H Class F140 Class G & Class H Class F145 Class G & Class H Class F150 Class G & Class H Class F155 Class G & Class H Class F160 Class H NP165 Class H NP170 Class H NP175 Class H NP180 Class H NP

For SI: 1 mile per hour = 0.447 m/s. NP = Not permitteda. The standard calculations per ASTM D 7158 are based on buildings located in Exposure B or C. Additional

calculations are required for buildings located in Exposure D.


TABLE 504(2)REQUIRED AERODYNAMIC UPLIFT MOMENT (ASD) LOADS FOR FIELD TILE, MA (ft-lbf) a,b,c

FOR ROOF PITCHES 6:12 AND LESS, Zone 3EXPOSURE B ULTIMATE DESIGN WIND SPEED, VULT (mph)

MEAN ROOF HEIGHT 120 130 140 150 160 170 1800-15 13.3 15.6 18.1 20.8 23.7 26.7 30.020 13.3 15.6 18.1 20.8 23.7 26.7 30.025 13.3 15.6 18.1 20.8 23.7 26.7 30.030 13.3 15.6 18.1 0.8 23.7 26.7 30.035 13.9 16.3 18.9 21.7 24.7 27.9 31.340 14.5 17.0 19.7 22.6 25.7 29.0 32.545 14.9 17.4 20.2 23.2 26.4 29.8 33.450 15.4 18.1 21.0 24.1 27.4 30.9 34.755 15.8 18.5 21.5 24.7 28.1 31.7 35.560 16.2 19.0 22.0 25.3 28.8 32.5 36.4

EXPOSURE C ULTIMATE DESIGN WIND SPEED, VULT (mph)MEAN ROOF HEIGHT 120 130 140 150 160 170 180

0-15 16.2 19.0 22.0 25.3 28.8 32.5 36.420 17.1 20.1 23.3 26.8 30.4 34.4 38.525 17.9 21.0 24.3 28.0 31.8 35.9 40.230 18.7 21.9 25.4 29.1 33.2 37.4 43.235 19.2 22.6 26.2 30.0 34.2 38.6 44.540 19.8 23.2 26.9 30.9 35.2 39.7 45.445 20.2 23.7 27.5 31.5 35.9 40.5 46.750 20.8 24.3 28.2 32.4 36.9 41.6 47.555 21.1 24.8 28.8 33.0 37.6 42.4 48.460 21.5 25.2 29.3 33.6 38.2 43.2 17.8

EXPOSURE D ULTIMATE DESIGN WIND SPEED, VULT (mph)MEAN ROOF HEIGHT 120 130 140 150 160 170 180

0-15 19.6 23.0 26.7 30.6 34.8 39.3 44.120 20.6 24.1 28.0 32.1 36.5 41.2 46.225 21.3 25.0 29.0 33.3 37.9 42.8 48.030 22.1 25.9 30.0 34.5 39.2 44.3 49.735 22.7 26.6 30.8 35.4 40.3 45.5 51.040 23.2 27.2 31.6 36.3 41.3 46.6 52.245 23.8 27.9 32.4 37.2 42.3 47.7 53.550 24.2 28.4 32.9 37.8 43.0 48.5 54.455 24.6 28.8 33.4 38.4 43.6 49.3 55.260 24.9 29.3 33.9 39.0 44.3 50.0 56.1

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 ft-lbf = 1.356 N m, 1 degree = 0.01745 rad a. Roof tiles shall comply with the following dimensions: (1) The total length of the roof tile shall be between 1.0 foot and 1.75 feet. (2) The exposed width of the roof tile shall be between 0.67 and 1.25 feet. (3) The maximum thickness of the tail of the roof tile shall not exceed 1.3 inches b. The required aerodynamic uplift moments in these tables are based on a roof tile that has a Tile Factor of 1.407 ft 3 . The required aerodynamic uplift moment for roof tiles with a Tile Factor other than 1.407 ft 3 shall be determined by using the following procedure. These tables are conservative for roof tiles with a Tile Factor less than 1.407 ft 3 (1) Calculate the Tile Factor for the desired roof tile. Tile Factor = b (L) (La)b = exposed width of the roof tile (ft)L = total length of roof tile (ft)La = moment between point of rotation and the theoretical location of the resultant of the wind uplift force.For the standard roof tiles the moment arm = 0.76 L (See International Building Code – Section 1609.7.3)(2) Based on exposure, roof style, roof pitch, importance, basic wind speed and mean roof height, select the appropriate required aerodynamic uplift moment from the tables for the desired roof tile.(3) Multiply the selected required aerodynamic uplift moment by the ratio of the tile factor for the desired roof tile and 1.407 ft 3 . (4) Select an attachment system that is equal to or greater than the calculated required aerodynamic uplift moment in step 3. c. Table 504(4) provides a combination of exposed widths and total lengths that generate a Tile Factor of 1.407 ft 3 . Roof tile with length and exposed width equal to or less than those listed Table 504(4) have a Tile Factor that is equal to or less than 1.407 ft 3 . The required aerodynamic uplift moments for these roof tiles are equal to or less than the required aerodynamic uplift moments in Table 504(2)


TABLE 504(3)REQUIRED AERODYNAMIC UPLIFT MOMENT (ASD) LOADS FOR FIELD TILE, MA (ft-lbf) a,b,c

FOR ROOF PITCHES GREATER THAN 6:12, Zone 3EXPOSURE B ULTIMATE DESIGN WIND SPEED, VULT (mph)

MEAN ROOF HEIGHT 120 130 140 150 160 170 1800-15 8.1 9.6 11.1 12.7 14.5 16.3 18.320 8.1 9.6 11.1 12.7 14.5 16.3 18.325 8.1 9.6 11.1 12.7 14.5 16.3 18.330 8.1 9.6 11.1 12.7 14.5 16.3 18.335 8.5 10.0 11.6 13.3 15.1 17.0 19.140 8.8 10.4 12.0 13.8 15.7 17.7 19.945 9.1 10.6 12.3 14.2 16.1 18.2 20.450 9.4 11.1 12.8 14.7 16.7 18.9 21.255 9.7 11.3 13.1 15.1 17.2 19.4 21.760 9.9 11.6 13.5 15.4 17.6 19.8 22.2

EXPOSURE C ULTIMATE DESIGN WIND SPEED, VULT (mph)MEAN ROOF HEIGHT 120 130 140 150 160 170 180

0-15 9.9 11.6 13.5 15.4 17.3 19.8 22.220 10.5 12.3 14.2 16.4 18.6 21.0 23.625 10.9 12.8 14.9 17.1 19.4 21.9 24.630 11.4 13.4 15.5 17.8 20.3 22.9 25.635 11.7 13.8 16.0 18.4 20.9 23.6 27.240 12.1 14.2 16.5 18.9 21.5 24.3 27.745 12.3 14.5 16.8 19.3 21.9 24.7 28.550 12.7 14.9 17.3 19.8 22.5 25.4 29.055 12.9 15.2 17.6 20.2 22.9 25.9 29.660 13.1 15.4 17.9 20.5 23.4 26.4 29.1

EXPOSURE D ULTIMATE DESIGN WIND SPEED, VULT (mph)MEAN ROOF HEIGHT 120 130 140 150 160 170 180

0-15 12.0 14.1 16.3 18.7 21.3 24.0 27.020 12.6 14.7 17.1 19.6 22.3 25.2 28.325 13.0 15.3 17.7 20.4 23.2 26.1 29.330 13.5 15.8 18.4 21.1 24.0 27.1 30.435 13.8 16.2 18.8 21.6 24.6 27.8 31.140 14.2 16.7 19.3 22.2 25.2 28.5 31.945 14.5 17.1 19.8 22.7 25.8 29.2 32.750 14.8 17.3 20.1 23.1 26.2 29.6 33.255 15.0 17.6 20.4 23.4 26.7 30.1 33.860 15.2 17.9 20.7 23.8 27.1 30.6 34.3

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 ft-lbf = 1.356 N m, 1 degree = 0.01745 rad a. Roof tiles shall comply with the following dimensions: (1) The total length of the roof tile shall be between 1.0 foot and 1.75 feet. (2) The exposed width of the roof tile shall be between 0.67 and 1.25 feet. (3) The maximum thickness of the tail of the roof tile shall not exceed 1.3 inches b. The required aerodynamic uplift moments in these tables are based on a roof tile that has a Tile Factor of 1.407 ft 3 . The required aerodynamic uplift moment for roof tiles with a Tile Factor other than 1.407 ft 3 shall be determined by using the following procedure. These tables are conservative for roof tiles with a Tile Factor less than 1.407 ft 3 (1) Calculate the Tile Factor for the desired roof tile. Tile Factor = b (L) (La)b = exposed width of the roof tile (ft)L = total length of roof tile (ft)La = moment between point of rotation and the theoretical location of the resultant of the wind uplift force.For the standard roof tiles the moment arm = 0.76 L (See International Building Code – Section 1609.7.3)(2) Based on exposure, roof style, roof pitch, importance, basic wind speed and mean roof height, select the appropriate required aerodynamic uplift moment from the tables for the desired roof tile.(3) Multiply the selected required aerodynamic uplift moment by the ratio of the tile factor for the desired roof tile and 1.407 ft 3 . (4) Select an attachment system that is equal to or greater than the calculated required aerodynamic uplift moment in step 3. c. Table 504(4) provides a combination of exposed widths and total lengths that generate a Tile Factor of 1.407 ft 3 . Roof tile with length and exposed width equal to or less than those listed Table 504(4) have a Tile Factor that is equal to or less than 1.407 ft 3 . The required aerodynamic uplift moments for these roof tiles are equal to or less than the required aerodynamic uplift moments in Table 504(3)


TABLE 504(4)(3)MAXIMUM COMBINATION OF TILE LENGTH AND TILE EXPOSED WIDTH

TABLE 504(5)MECHANICAL ROOF TILE UPLIFT RESISTANCE (ASD) VALUES FOR FIELD TILE (ft-lbf) i,j,k

DECK THICKNESS METHOD FASTENER

TYPE a ATTACHMENT DESCRIPTION e,f,g,h TILE PROFILE

LOW MEDIUM HIGH

15/32"

Direct Deck

Nail

1 smooth shank or screw shank nail c , 1 clip 25.2 25.2 35.5


2 r ing shank b 39.1 36.1 28.6

2 r ing shank b , 4" head lap 50.3 43 33.1

Screw1 No. 8 screw d 39.1 33.2 28.7

2 No. 8 screw d 50.2 55.5 51.3

Batten

Nail



2 r ing shank b 24.6 36.4 26.8

Screw1 No. 8 screw d 25.6 30.1 25.5

2 No. 8 screw d 36.1 41.9 37.1

19/32" Direct Deck Nail 2 r ing shank b 46.4 45.5 41.2

For SI: 1 inch = 25.4 mm, 1 foot-pound force = 1.356 N m. a. Fasteners shall have a minimum edge distance of 1-1/2 inches from the head of the tile and located in the pan of the tile to obtain the values in Table 504(5). Consult the tile manufacturer for additional limitations or restrictions.b. Ring shank nails shall be 10d ring shank corrosion-resistant steel with the following minimum dimensions: 3 inches long, 0.283 inch flat head diameter, 0.120 inch undeformed shank diameter, and 0.131 inch ring diameter.c. Smooth or screw shank nails shall be 10d corrosion-resistant steel with the following minimum dimensions: 3 inches long, 0.283 inch flat head diameter, 0.120 inch undeformed shank diameter or 0.131 inch screw diameter).d. Screws are #8 coarse threaded, minimum 21/2 inches long corrosion-resistant steel wood screws conforming to ANSI/ASME B 18.6.1.e. The fastener hole nearest the overlock shall be used when a single nail or screw is required. The fastener hole nearest the underlock and the fastener hole nearest the overlock shall be used when two nails or screws are required.f. When using eave and field clips, the tiles are attached using a combination of nails and clips. Tiles are nailed to the sheathing or through the battens to the sheathing with one or two 10d corrosion-resistant nails (Note b and c above) as required by Tables 504(5). Additionally, each tile is secured with a 0.060 inch thick and 0.5 inch wide clip which is secured to the plywood sheathing or eave fascia, as appropriate, with a single nail per clip. The nail shall be placed in the hole closest to the tile for clips having more than one nail hole. The following clip/nail combinations are permitted:1. Aluminum alloy clip with 1.25 inch HD galvanized roofing nail (0.128 inch shank diameter). 2. Galvanized steel deck clip with 1.25 inch HD galvanized roofing nail (0.128 inch shank diameter). 3. Stainless steel clip with 1.25 inch HD galvanized roofing nail (0.128 inch shank diameter). g. Field clips and eave clips are to be located along the tile where the clip’s preformed height and the tile’s height above the underlayment are identical.h. The nail and screw shall comply with Section 304.3 i. For attachment systems not listed in the table for 19/32 inch sheathing, use the allowable aerodynamic uplift resistance from the table for 15/32 inches sheathing.j. For uplift resistance values for foam adhesives, refer to foam adhesive manufacturer's instructions. k. For uplift resistance values for mortar set adhesives, refer to mortar manufacturer's instructions.

(Renumber remaining tables in Section 5)






Revise as follows:

501.3.1 Minimum allowable uplift resistance rating. The roof assemblies’ minimum allowable uplift resistance rating for the roof covering system shall equal or exceed the design uplift loads determined from either Table 501(1) or from Table 104(1) adjusted for height and exposure per Table 104(2).


Reason: The first sentence is confusing to me. At first I thought it was talking about the roof assembly, but then realized it was the roof covering system.



Revise as follows:

TABLE 501(1)DESIGN UPLIFT PRESSURE (ASD) (psf)a, b, c


Reason: Clarifies the loads are ASD loads consistent with how other tables are identified.




Delete and replace Table 504(1) as follows:

TABLE 504(1)MINIMUM CLASSIFICATION FOR ASPHALT SHINGLES

ULTIMATE DESIGN WIND SPEED, VULT (mph)



120 Class G & Class H Class D & Class F125 Class G & Class H Class D & Class F130 Class G & Class H Class D & Class F135 Class G & Class H Class F140 Class G & Class H Class F145 Class G & Class H Class F150 Class G & Class H Class F155 Class G & Class H Class F160 Class H NP165 Class H NP170 Class H NP175 Class H NP180 Class H NP

For SI: 1 mile per hour = 0.447 m/s. NP = Not permitteda. The standard calculations per ASTM D 7158 are based on buildings located in Exposure B or C. Additional

calculations are required for buildings located in Exposure D.

Table 504(1) Classification of Asphalt ShinglesMaximum Basic Wind

Speed (Vult)ASTM D7158 ASTM D3161

129 G or H A, D or F142 G or H F155 G or H F168 H F181 H F194 H F

For SI: 1 foot=304.8 mm; 1mph=0.447 m/s

Reason: The proposed table 504.1 is not consistent with the Florida Building Code 2010, the 2012 IBC, the approved change to the 2015 IBC, and a companion proposal to be considered by the IRC Building committee in Dallas. The proposal limits the use of ASTM D3161 compliant shingles. The PC here would align the table with existing code requirements for hurricane-prone regions.


Proponent: Michael D. Fischer, Kellen Company, representing Asphalt Roofing Manufacturers AssociationBallot and Public Comments Agenda of 148May 2013

General Comment: 501.3.1 is changed from “roof coverings” to “roof assemblies.” This change may throw air permeable roof coverings into the same bin as air impermeable coverings. 501.3.1: The minimum design uplift pressure for roof coverings that are not air permeable shall be less than or equal to (not equal to) the uplift pressures determined by Table 501(1). The paragraph references Table 501(2) for adjustment factors; as published Table 501(2) indicates flashing fastener spacing. The change from “maximum design basic wind speed” in section 504.2.2 to “ultimate design-wind speed” in 504.2 is a concern.


Proponent: Borjen Yeh, APA

Revise as follows:TABLE 501(1)

DESIGN UPLIFT PRESSURE (psf)a, b, c

GABLE ORHIP ROOF

ROOF ZONES

ULTIMATE DESIGN WIND SPEED, Vult (mph)120 130 140 150 160 170 180

Expo

sure

B

0:12 to 11/2:12(0º to 7º)

1 -15.5 -18.2 -21.2 -24.3 -27.6 -31.2 -35.0

Mea

n R

oof H

eigh

t (h)

≤ 1

5 fe

et

2 -26.1 -30.6 -35.5 -40.7 -46.4 -52.4 -58.7

3 -39.2 -46.1 -53.4 -61.3 -69.8 -78.8 -88.3

11/2:12 to 6:12(>7º to 27º)

1 -14.2 -16.7 -19.4 -22.2 -25.3 -28.5 -32.0

2 -24.8 -29.3 -33.7 -38.7 -44.1 -49.7 -55.8

3 -36.6 -43.0 -49.9 -57.2 -65.1 -73.5 -82.4

6:12 to 12:12(>27º to 45º)

1 -15.5 -18.2 -21.2 -24.3 -27.6 -31.2 -35.0

2 -18.2 -21.4 -24.7 -28.4 -32.3 -36.5 -40.9

3 -18.2 -21.4 -24.7 -28.4 -32.3 -36.5 -40.9

(revisions shown are to include the entire “Gable or Hip Roof” column)

(other than Table 501(1) proposal to remain unchanged)

Reason: To avoid two separate table entries for 7 and 27 degrees.



Chapter 7



701.3 Load resistance. All exterior walls, wall coverings and soffits shall be capable of resisting the design pressures determined from Table 701(1), or from Table 104(1) adjusted for height and exposure per Table 104(2). specified in Table R301.2(2) of the International Residential Code for walls. 701 (1) .

701.3.1 Soffits. All exterior soffits and soffit systems shall be capable of resisting the component and cladding design pressures for adjacent walls. The component & cladding positive and negative pressures shall be based on an effective wind area of 10 square feet for the wall located below the soffit.

701.5 Attachments. Unless specified otherwise, wWall coverings shall be securely fastened in accordance with Table 701 or other approved aluminum, stainless steel, zinc-coated or other approved corrosion-resistant fasteners in accordance with the wall covering manufacturer’s approved manufacturer ’s installation instructions. Where wind pressures determined in accordance with Table R301.2(2) of the International Residential Code Section 701.3 do not exceed 30 psf (1437 Pa), installation of wall coverings in accordance with Table 701 701(2) is permitted.

702.1 Attachment. Wood, hardboard and wood structural panel siding/sheathing shall be attached in accordance with Tables 702(1) and 702(2). Specific gravities, G, for solid sawn lumber are specified in Table 702(3).

702.2 1 Minimum thickness. Wood, hardboard, structural fiberboard, and wood structural panel siding/sheathing shall be of the minimum thickness specified in Table 702(1) Tables 702(4) and 702(5).

702.2 Attachment. Wood, hardboard, structural fiberboard, and wood structural panel siding/sheathing shall be attached in accordance with Table 702(2). Specific gravities, G, for solid sawn lumber are specified in Table 702(3).

702.3 Wood shakes and shingles. Wood shakes and shingles, and attachment and supports shall be capable of resisting the wind pressures determined in accordance with Section R301.2(2) of the International Residential Code701.3. Where wind pressures determined in accordance with Section 701,3 R301.2(2) of the International Residential Code do not exceed 30 psf (1437 Pa), each shake or shingle shall be held in place by two hot-dipped zinc-coated, stainless steel or aluminum nails. The fasteners shall be long enough to penetrate the sheathing or furring strips by a minimum of 1/2 inch (13 mm) and shall not be overdriven. The underside of the head of the fastener shall contact, but not penetrate, the surface of the shingle or shake. Where pressures determined in accordance with Section 701.3 Table R301.2(2) of the International Residential Code exceed 30 psf (1437 Pa), the attachment shall be designed to resist the prescribed wind pressures. Staples shall not be used.

702.4 Gypsum sheathing behind horizontal vinyl and aluminum siding. Walls clad with gypsum sheathing behind hori - zontal vinyl and aluminum siding shall incorporate not less than 5/8-inch-thick (16 mm) material. Installation is limited to Exposure B and C categories in accordance with Section 104.4 and in areas where the maximum wind speed is less than110 mph (49 m/s). Material shall be fastened using 1 3/4-inch-long (45 mm) 11

gage galvanized roofing nails or 1 1/4-inch-long (36 mm) Type S-12 screws spaced at 8 inches (203 mm) on center at edges, ends and intermediate framing members. Studs shall be spaced not more than 16 inches (406 mm) on center. Steel framing members shall be minimum 43 mils [18 gage (1.1 mm)] material. When used to resist shear forces, application shall be in accordance with Sections 2210.5, 2305, or 2308.9.3 of the International Building Code or Section R602.10 of the International Residential Code .


Gary Ehrlich, 11/30/12,

Or from Chapter 1 tables

702.5 Structural fiberboard sheathing behind horizontal vinyl and aluminum siding. Walls clad with structural fiberboard sheathing behind horizontal vinyl and aluminum siding shall incorporate not less than 1/2-inch-thick (13 mm) material. Installation is limited to Exposure B and C categories in accordance with Section 104.4 and in areas where the maximum wind speed is less than110 mph (49 m/s). Material shall be fastened using 1 3/4-inch-long (32 mm) 11 gage galvanized roofing nails or 11/4-inch-long (32 mm) Type S-12 screws spaced at 8 inches (203 mm) on center at edges, ends, and intermediate framing members. Studs shall be spaced not more than 16 inches (406 mm) on center. Steel framing members shall be minimum 43 mils (18 gage) material. When used to resist shear forces, application shall be in accordance with Sections 2210.5, 2305, or 2308.9.3 of the International Building Code or Sections R602.10 of the International Residential Code.

SECTION 703STUCCO

Application of stucco (portland cement plaster) shall be in accordance with ASTM C 926, Application of Portland Cement Based Plaster. Stucco shall be installed to resist the wind wind pressures determined in accordance with Section 701.3. Flashing shall be installed such that it directs water from the drainage plane away from the interior of the building.

Table 701(1) Design Wind Pressure for Claddings and Cladding AttachmentsMean Roof Heigh

t

Ultimate Design Wind Speed, Vult (mph)

120 130 140 150 160 170 180

Exposure Net C&C Design (ASD) Wind Pressure for Claddings and Attachment (psf)

Category (ft) max + max - max + max - max + max - max + max - max + max - max + max - max + max -

B

0-15 15.5 -20.8 18.2 -24.4 21.2 -28.3 24.3 -32.5 27.6 -37.0 31.2 -41.8 35.0 -46.8

20 15.5 -20.8 18.2 -24.4 21.2 -28.3 24.3 -32.5 27.6 -37.0 31.2 -41.8 35.0 -46.8

25 15.5 -20.8 18.2 -24.4 21.2 -28.3 24.3 -32.5 27.6 -37.0 31.2 -41.8 35.0 -46.8

30 15.5 -20.8 18.2 -24.4 21.2 -28.3 24.3 -32.5 27.6 -37.0 31.2 -41.8 35.0 -46.8

35 16.2 -21.7 19.1 -25.5 22.1 -29.6 25.4 -34.0 28.9 -38.7 32.6 -43.6 36.5 -48.9

C

0-15 18.8 -25.2 22.1 -29.6 25.6 -34.3 29.4 -39.4 33.5 -44.8 37.8 -50.6 42.4 -56.7

20 20.0 -26.8 23.5 -31.4 27.2 -36.5 31.3 -41.9 35.6 -47.6 40.2 -53.8 45.0 -60.3

25 21.0 -28.1 24.6 -33.0 28.5 -38.2 32.8 -43.9 37.3 -49.9 42.1 -56.4 47.2 -63.2

30 21.8 -29.2 25.6 -34.2 29.7 -39.7 34.0 -45.6 38.7 -51.9 43.7 -58.6 49.0 -65.7

35 22.5 -30.1 26.4 -35.4 30.6 -41.0 35.2 -47.1 40.0 -53.6 45.2 -60.5 50.6 -67.8

D

0-15 22.9 -30.6 26.8 -35.9 31.1 -41.7 35.7 -47.8 40.6 -54.4 45.9 -61.4 51.4 -68.9

20 24.0 -32.2 28.2 -37.8 32.7 -43.8 37.5 -50.3 42.7 -57.2 48.2 -64.6 54.1 -72.4

25 25.0 -33.4 29.3 -39.3 34.0 -45.5 39.0 -52.3 44.4 -59.5 50.1 -67.1 56.2 -75.3

30 25.8 -34.5 30.3 -40.5 35.1 -47.0 40.3 -53.9 45.8 -61.4 51.7 -69.3 58.0 -77.7

35 26.5 -35.5 31.1 -41.6 36.0 -48.3 41.4 -55.4 47.1 -63.0 53.2 -71.2 59.6 -79.8



Format to match Chapter 1, 5 & 6 tables. Are both positive and negative pressures needed? Is breakdown by 5 foot mean roof heights needed? Chapter 6 table based on 35’ MRH. Chapter 5 table split into 15’ MRH and 35’ MRH.

SIDING MATERIAL

NOMINAL THICKNESSa

(inches)JOINT

TREATMENT

WATER RESISTIVE BARRIER

REQUIRED

TYPE OF SUPPORTS FOR THE SIDING MATERIAL AND FASTENERSb,c

Wood or wood structural

panel sheathing

Fiberboard sheathing into stud

Gypsum sheathing into stud

Foam plastic

sheathing into stud

Direct to studs

Number or spacing of fasteners

Horizontal aluminumd

Without insulation

0.019e Lap Yes 0.120 nail11/2 long

See Section702.5

See Section702.4

Not allowed

Not allowed

Same as stud spacing

0.024 Lap Yes 0.120 nail11/2 long

See Section702.5

See Section702.4

Not allowed

Not allowed

With insulation 0.019 Lap Yes 0.120 nail

11/2 longSee Section

702.5See Section

702.4Not

allowedNot

allowed

Vinyl sidingl 0.035 Lap Yes 0.120 nail11/2 long

See Section702.5

See Section702.4

Not allowed

Not allowed

Brick veneerv

Concrete masonry veneerv

22

SectionR703

Yes(Note k) See Section R703 and Figure R703.7 704f

Hardboardj

Panel siding-verticalSee Section

702.2 — Yes See Section 702.1 & 702.2

Hardboardj

lap-siding-horizontalSee Section

702.2 Note m Yes See Section 702.1 & 702.2

Steelg 29 ga. Lap Yes0.113 nail

13/0.113 nail

23/0.113 nailu

21/

0.113 nailu Not

allowedSame as stud

spacing

Stone veneer 2 SectionR703

Yes(Note k) See Section R703 and Figure R703.7 704f

TABLE 701(2)

WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESSWHERE WIND PRESSURES IN TABLE 701(1) DO NOT EXCEED 30 PSF

(Remainder of Table and footnotes remain unchanged)



How do attachments in this table compare to the 2012 IRC? Is WRB column needed if all products in table require one? Are all the footnotes needed?

TABLE 702(1)

WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING ATTACHMENT EXPOSURE CATEGORY B

WIND SPEED (mph)

100 110 120 130 140 150Structural SheathingE F E F E F E F E F E F

SheathingLocationa

Stud Spacing(inches o.c.)

Nail Spacing for 8d Common Nails or 10d Box nails (inches o.c.) c

Interior zone

12 6 12 6 12 6 12 6 12 6 12 6 1216 6 12 6 12 6 12 6 12 6 12 6 1224 6 12 6 12 6 12 6 12b 6 12b 6 12b

Perimeter edge zone

12 6 12 6 12 6 12 6 12 6 12 6 1216 6 12 6 12 6 12 6 12 6 12 6 12b

24 6 12 6 12 6 12b 6 12b 6 12b 6 12b

Board Sheathing or Lap Siding/SheathingSheathing size(inches nominal)

Stud spacing(inches o.c.)

Number of 8d Common Nails or 10d Box Nails per Support1 X 6 or 1 X 8 sheathing 12-24 2 2 2 2 2 21 X 10 or larger sheathing 12-24 3 3 3 3 3 3

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.NOTES:E – Nail spacing at panel edges (inches)F – Nail spacing at intermediate supports (inches)a. For wall sheathing within 4 feet of any corner, the 4 foot perimeter edge zone attachment requirements shall be used.b. Tabulated 12 inch o.c. nail spacing assumes sheathing attached to stud framing members with a specific gravity, G = 0.49. For framing members with0.42 = G < 0.49, the nail spacings shall be reduced to 6 inches o.c.c. For exterior panel siding/sheathing, substitution of galvanized box nails for common nails is permitted.

TABLE 702(2)WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING ATTACHMENT, EXPOSURE CATEGORY C

WIND SPEED (mph)

100 110 120 130 140 150Structural SheathingE F E F E F E F E F E F

SheathingLocationa

Stud Spacing(inches o.c.) Nail Spacing for 8d Common Nails or 10d Box nails (inches o.c.)d

Interior zone

12 6 12 6 12 6 12 6 12 6 12 6 12

16 6 12 6 12 6 12 6 12 6 12b 6 12b

24 6 12 6 12b 6 12b 6 12b 6 6 6 6

Perimeter edge zone

12 6 12 6 12 6 12 6 12 6 12b 6 12b

16 6 12 6 12 6 6 6 12b 6 12b 6 6

24 6 12b 6 12b 6 6 6 6 6c 6c 6c 6c

Board Sheathing or Lap Siding/Sheathing

Sheathing SizeStud Spacing(inches o.c.) Number of 8d Common Nails or 10d Box Nails per Support

1 X 6 or 1 X 8 Sheathing 12-24 2 2 2 2 2 2

1 X 10 or Larger Sheathing 12-24 3 3 3 3 3 3

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. E – Nail spacing at panel edges (inches)F – Nail spacing at intermediate supports (inches)a. For wall sheathing within 4 feet of any corner, the 4 foot perimeter edge zone attachment requirements shall be used.b. Tabulated 12 inch o.c. nail spacing assumes sheathing attached to stud framing members with a specific gravity, G = 0.49. For framing members with0.42 = G < 0.49, the nail spacings shall be reduced to 6 inches o.c.c. Tabulated 6 inch o.c. nail spacing assumes sheathing attached to stud framing members with a specific gravity, G = 0.49. For framing members with0.42 = G < 0.49, the nail spacings shall be reduced to 4 inches o.c.d. For exterior panel siding/sheathing galvanized box nails shall be permitted to be substituted for common nails.


TABLE 702(4)

WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING MINIMUM THICKNESS EXPOSURE CATEGORY B

WIND SPEED (mph)

100 110 120 130 140 150Wood Structural Panel and Hardboard Panel Siding/Sheathing(Short dimension across studs)


Minimum Panel Thickness (inches)12 3/8

3/83/8

3/83/8

3/8

16 3/83/8

3/87/16

15/3215/32

24 15/3215/32

19/3219/32

19/3223/32

Board and Hardboard Lap Siding/Sheathing(diagonal across 3 or more supports)


Minimum Panel Thickness (inches)12-16 7/16

7/167/16

7/167/16

7/16

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

WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING MINIMUM THICKNESSEXPOSURE CATEGORY C

WIND SPEED (mph)

100 110 120 130 140 150Wood Structural Panel and Hardboard Panel Siding/Sheathing(Short dimension across studs)


Minimum Panel Thickness (inches)12 3/8

3/83/8

3/83/8

7/16

16 3/87/16

15/3215/32

15/3219/32

24 19/3219/32

19/3223/32

23/32 —Board and Hardboard Lap Siding/Sheathing(diagonal across 3 or more supports)


Minimum Panel Thickness (inches)12-16 7/16

7/167/16

7/167/16

7/16



TABLE 702(1)MINIMUM THICKNESS OF WOOD, HARDBOARD, FIBERBOARD, AND WOOD STRUCTURAL PANEL SHEATHING/SIDING

700-yr. Basic Wind Speed (mph) 120 130 140 150 160 170 180

WOOD STRUCTURAL PANEL AND HARDBOARD PANEL SHEATHING/SIDING(Strength Axis Parallel to Studs)

Exposure Category Stud Spacing(inches o.c.) Minimum Panel Thickness (inches)

B

12 3 / 8 3 / 8 3 / 8 3 / 8 3 / 8 3 / 8 3 / 8

16 3 / 8 3 / 8 3 / 8 7 / 16 15 / 32 15 / 32 15 / 32

24 15 / 32 19 / 32 19 / 32 19 / 32 19 / 32 23 / 32 23 / 32

C12 3 / 8 3 / 8 3 / 8 3 / 8 3 / 8 7 / 16 7 / 16

16 3 / 8 7 / 16 15 / 32 15 / 32 15 / 32 19 / 32 19 / 32

24 15 / 32 19 / 32 19 / 32 23 / 32 23 / 32 - -

STRUCTURAL FIBERBOARD SHEATHING(Short Dimension Across Studs)

Exposure Category Stud Spacing(inches o.c.) Minimum Panel Thickness (inches)

B & C 12 1 / 21 / 2 1 / 2 1 / 2 1 / 2 1 / 2 1 / 2

B 16 1 / 2 1 / 2 1 / 2 1 / 2 1 / 2 1 / 2 25 / 32

C 16 1 / 2 1 / 2 1 / 2 1 / 2 25 / 32 - -

HARDBOARD LAP SIDING(diagonal across 3 or more supports)

Exposure Category Stud Spacing(inches o.c.) Minimum Board Thickness (inches)

B & C 12-16 7 / 16 7 / 16 7 / 16 7 / 16 7 / 16 7 / 16 7 / 16WOOD BOARDS or WOOD SHEATHING

(diagonal across 3 or more supports)

Exposure Category Stud Spacing(inches o.c.) Minimum Board Thickness (inches)

B & C 12-16 5 / 8 5 / 8 5 / 8 5 / 8 5 / 8 5 / 8 5 / 8B 24 5 / 8 5 / 8 5 / 8 5 / 8 5 / 8 3 / 4 3 / 4C 24 5 / 8 5 / 8 5 / 8 3 / 4 3 / 4 - -



TABLE 702(2)WOOD, HARDBOARD, STRUCTURAL FIBERBOARD AND WOOD STRUCTURAL PANEL SHEATHING/SIDING ATTACHMENT

700-yr. Basic Wind Speed (mph) 120 130 140 150 160 170 180

STRUCTURAL SHEATHING or SIDING

Exposure Category

SheathingLocationa


E F E F E F E F E F E F E F

Nail Spacing for 8d Common Nails or 10d Box nails (inches o.c.) b, c

B

Interior zone

12 6 12 6 12 6 12 6 12 6 12 6 12 6 1216 6 12 6 12 6 12 6 12 6 12 6 12 6 1224 6 12 6 12 6 12 6 12 6 12 6 6 6 6

Perimeter edge zone

12 6 12 6 12 6 12 6 12 6 12 6 12 6 1216 6 12 6 12 6 12 6 12 6 12 6 12 6 1224 6 12 6 12 6 12 6 12 6 6 6 6 6 6

C

Interior zone

12 6 12 6 12 6 12 6 12 6 12 6 12 6 1216 6 12 6 12 6 12 6 12 6 12 6 12 6 624 6 12 6 12 6 12 6 6 6 6 6 6 6 6

Perimeter edge zone

12 6 12 6 12 6 12 6 12 6 12 6 12 6 1216 6 12 6 12 6 12 6 12 6 6 6 6 6 624 6 12 6 6 6 6 6 6 6 6 6 6 6 6

BOARD SHEATHING OR LAP SIDING

Exposure Category

Sheathing size(nominal)

Stud spacing(inches o.c.) Number of 8d Common Nails or 10d Box Nails per Support

B & C

1x 6 or 1x 8 sheathing 12-24 2 2 2 2 2 2 2

1x 10 or larger sheathing 12-24 3 3 3 3 3 3 3

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.NOTES:E – Nail spacing at panel edges (inches)F – Nail spacing at intermediate supports (inches)a. For wall sheathing within 4 feet of any corner, the 4 foot perimeter edge zone attachment requirements shall be used.b. Tabulated nail spacing assumes sheathing attached to stud framing members with 0.42 = G < 0.49.c. For exterior panel siding, substitution of galvanized box nails for common nails is permitted.For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.

SECTION 704BRICK MASONRY VENEER

704.1 Scope. These provisions apply to anchored masonry veneers attached to backing systems that have been designed to resist all the wind loading on the veneer. Figure 704 shows the application of brick masonry veneer to a one- or two-story concrete or masonry wall, for buildings with slab-on-grade foundation. For buildings with masonry veneer on light-frame stud walls, see Figure R703.7 of the International Residential Code. Use Table 704 for metal tie thickness and spacing. A water-resistant barrier shall be applied between the masonry or concrete wall and the brick masonry veneer. Design wind pressures for Sections 704.2 through 704.4 shall be determined from Section 701.3 .

704.2 Where the nominal design wind pressure does not exceed 24 psf (1.15 kPa) [40 psf (1.92 kPa) ultimate design wind pressure] For areas with design wind speeds up to 130 mph (58 m/s), the provisions described in Sections 6.1 and 6.2 of the Building Code Requirements for Masonry Structures, TMS 402/ACI 530/ASCE 5 ACI 530-05/ASCE 5-05/TMS 402-05, for anchored veneers shall apply, with spacing and tie tributary area requirements as applicable for the design wind speed pressure under consideration.

704.3 For areas with design wind speeds up to 130 mph (58 m/s) with design wind speeds of 140 mph (63 m/s), the provisions described in Sections 6.1 and 6.2 of the Building Code Requirements for Masonry Structures ACI


530-05/ASCE 5-05/TMS 402-05, for anchored veneers shall apply except that the tributary areas and tie spacing shall be reduced to 85 percent of those listed for 130 mph (58 m/s) design wind speeds.

704.3704.4 For areas with Design Wind Speeds of 150 mph, the provisions described in Sections 6.1 and 6.2 of the Building Code Requirements for Masonry Structures ACI 530-05/ASCE 5-05/TMS 402-05 for anchored veneers shall apply except that the tributary areas and tie spacing shall be reduced to 75 percent of those listed for 130 mph (58 m/s) design wind speeds. Where the nominal design wind pressure exceeds 24 psf (1.15 kPa) [40 psf (1.92 kPa) ultimate design wind pressure] but does not exceed 33 psf (1.58 kPa) [55 psf (2.63 kPa) ultimate design wind pressure] and the building’s mean roof height is less than or equal to 60 ft (18.3 m), tie requirements shall be in accordance with the following:

(a) The maximum wall area supported by each anchor shall be reduced to 70 percent of that required in Table 704.

(b) Anchors shall be spaced at a maximum 18 in. (457 mm) horizontally and vertically. (c) Additional anchors shall be provided around openings larger than 16 in. (406 mm) in either direction. Anchors

shall be placed within 12 in. (305 mm) of openings and spaced at a maximum of 24 in. (610 mm) on center around the perimeter of openings.

704.5 Lintels. Lintel angles for support of brick masonry veneer over openings shall be provided in accordance with Section R703.7.3 of the International Residential Code.

TABLE 704METAL TIES FOR BRICK MASONRY VENEERa

FIGURE 704TYPICAL WALL SECTIONS—MASONRYBRICK VENEER ON CONCRETE MASONRY WALLS

(Note: Change “brick” to “masonry veneer” 3 places in Figure 704)

SECTION 705ALUMINUM AND VINYL SIDING

705.2 Wood s tructural panel sheathing behind horizontal vinyl and aluminum siding. Where walls are clad with wood structural panel sheathing behind aluminum or vinyl siding, the wood structural panel sheathing shall be the minimum thickness in Table 702(1) and shall be attached in accordance with Table 702(2).

705.3 Structural fiberboard sheathing behind horizontal vinyl and aluminum siding. Where walls are clad with structural fiberboard sheathing behind aluminum or vinyl siding, the structural fiberboard sheathing shall be the minimum thickness in Table 702(1) and shall be attached in accordance with Table 702(2).

705.4 Gypsum sheathing behind horizontal vinyl and aluminum siding. Where walls are clad with gypsum sheathing behind aluminum or vinyl siding, the gypsum sheathing shall be not less than 5 /8-inch-thick (16 mm) gypsum sheathing. Installation is limited to areas where wind pressures determined in accordance with Table 701(1)Section 701.3 do not exceed 30 psf (1437 Pa). Material shall be fastened using 1 3 /4-inch-long (45 mm) 11 gage galvanized roofing nails or 1 1 /4-inch-long (36 mm) Type S-12 screws spaced at 8 inches (203 mm) on center at edges, ends and intermediate framing members. Studs shall be spaced not more than 16 inches (406 mm) on center. Steel framing members shall be minimum 43 mils [18 gage (1.1 mm)] material.

SECTION 706EXTERIOR INSULATION FINISH SYSTEMS, GENERAL

All Exterior Insulation Finish Systems (EIFS) shall be designed or tested to meet the wind pressures specified in Section 701.3 R301.2(2) of the International Residential Code and installed in accordance with the manufacturer’s approved installation instructions and the requirements of this section. Decorative trim shall not be face nailed through the EIFS. The EIFS shall terminate not less than 6 inches (152 mm) above the finished ground level.

707.2 Fastening. Weather boarding and wall coverings shall be securely fastened with aluminum, copper, zinc, zinc-coated or other approved corrosion-resistant fasteners in accordance with the manufacturer’s approved installation instructions. Attachment and supports shall be capable of resisting the wind pressures determined in accordance with Section 701.3 R301.2(2) of the



Do we need to reference Figure R703.7 for veneer on stud framing?

International Residential Code. Where the wind pressure determined in accordance with Section 701.3 does not exceed 30 pounds per square foot (1437 Pa) pressure, fiber cement siding is permitted to be attached in accordance with Table 701(2).

708.2 Attachment. Exterior metal veneer shall be securely attached to the supporting masonry or framing members with corrosion-resistant fastenings, metal ties or by other approved devices or methods capable of resisting the wind pressures specified in Section 701.3R301.2(2) of the International Residential Code , but in no case less than 20 psf (958 Pa). Where the wind pressure determined in accordance with Section 701.3R301.2(2) of the International Residential Code do not exceed 30 pounds per square foot pressure (1438 Pa), attachment of metal veneers in accordance with Table 701(2) is permitted.

Reason: As discussed and approved at the June meeting, the design wind speed for ICC 600 is to be aligned with the 700-year MRI ultimate wind speed basis used for Risk Category II buildings in the 2012 IBC and ASCE 7-10. The committee agreed the standard should cover Vult from 120 mph to 180mph in increments of 10 mph. The committee further agreed that tables in ICC 600 which currently reflect nominal/service loads should retain that basis, but show the design wind speed as Vult. Clarification should be provided that the values are nominal/service (ASD) level. This committee proposal implements these changes for Chapter 7. Also the following changes are proposed:

Section 701.3 - Reference to the C&C loads in IRC Table R301.2(2) is not adequate and will result in misapplication and inadequate resistance of exterior wall coverings. Reference to a new Table 701(1) will provide the correct reference design pressures. For larger effective wind areas or mean roof heights greater than 15’ or less than 35’ feet, the wind pressure and height/exposure Tables in Chapter 1 can also be used.

Section 701.5 - The current text is incorrect. Current Table 701 is based on a maximum withdrawal load of 30 psf. As can be seen in the proposed Table 701(1), 30 psf is only applicable for buildings sited in up to 140 mph Exposure B, 130 mph Exposure C with a Mean Roof Height of 15’ or less and not within Exposure D in this standard. Table 701 has been renumbered to be 701(2) and is permitted only for use where the design wind pressure from new Table 701(1) is equal to or less than 30 psf.

Sections 702.4 and 702.5 - The provisions of 702.4 and 702.5 are out of place. They have been moved and revised to work with Section 705.

Section 705.2 – This new section is added to properly address wood structural panel sheathing behind horizontal vinyl and aluminum siding.




Revise as follows:

SECTION 703STUCCO

Application of stucco (portland cement plaster) shall be in accordance with ASTM C 926, Application of Portland Cement Based Plaster. Except for stucco applied directly to and bonded to concrete or masonry substrates, stucco shall be installed to resist the wind wind pressures determined in accordance with Section 701.3. Flashing shall be installed such that it directs water from the drainage plane away from the interior of the building.


Reason: No additional requirements are needed for stucco applied directly to and bonded to concrete or masonry substrates in accordance with ASTM C926.


AAMA



General Comment: Add subsection numbers and titles to Section 703. Recommend referencing IRC Figure R703.7 for veneer on stud framing as suggested in the comment in the margin.


Chapter 8

Proponent: Larry Franks – International Code Council


Update the referenced standards as shown on the attached Chapter 8 mark-up.

Reason: This proposal updates the referenced standards, which are referenced in the IBC and IRC, to match the 2012 IBC and IRC. For standards listed that are not referenced in the 2012 IBC and IRC the standard is updated to match the current edition listed by the promulgating agency.

CHAPTER 8

REFERENCED STANDARDS

This chapter lists the standards that are referenced in various sections of this document. The standards are listed herein by the promulgating agency of the standard, the standard identification, the effective date and title, and the section or sections of this document that reference the standard.

American Architectural Manufacturers Association1827 Walden Office Square, Suite 550Schaumburg, IL 60173

Standard Referenced reference in section number Title number 101/I.S.2-97 Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors . . . . . . . . . . . . . . . . . . . . . 602.1.2101/I.S.2-02 Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors . . . . . . . . . . . . . . . . . . . . . 602.1.2101/I.S.2/A440-05 11 North American Fenestration Standards/ Specification for Windows, Doors and Unit Skylights . . . . . . . .602.1.2, 602.1.3101/I.S.2/NAFS-02 Voluntary Performance Specification for Windows, Skylights, and Glass Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602.1.2450-00 09 Voluntary Performance Rating Method for Mulled Fenestration Assemblies . . . . . . . . . . . . . . . . . 602.4.1, 602.4.1.2, 602.4.1.3506-00 08 Voluntary Specification for Hurricane Impact and Cycle Testing of Fenestration Products . . . . . . . . . . . . . . . . . . . . . . . . 603.1


ACI

AFPA

American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48333

Standard Referenced reference in section number Title number 318- 0511 Building Code Requirements for ReinforcedStructural Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209.1, Table 209(2), Table 209(6), Table

209(11), Table 209(12), Table 209(13), Table 209(14), Table 209(15), Table 209(16), Table 209(17),Table209(19), Table 209(20)

530/ASCE 5/TMS 402-0511 Building Code Requirements for Masonry Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 701.5, 704.1, 704.2, 704530.1/ASCE 6/TMS 602-0511 Specifications for Masonry Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 701.5, 704.1, 704.2, 704

American Forest and Paper Association111 19th Street, NW, Suite 800Washington, DC 20036

Standard Referenced reference in section number Title number NDS-05 2012 National Design Specification (NDS) for Wood Construction, with 2005 Supplement . . . . . . . . . . . . 103.1, 202.1.7, 202AFPA-932012 Span Tables for Joists and Rafters. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .204.3.1, 206.1.1, 20WFCM-2001 2012 Wood Frame Construction Manual for One- and Two-Family Dwellings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table

207.1.1, 303.1.1, 305.2.3, 305.3.2, 307.1, 307.1.1, 307.1.2, 307.1.5, 307.2

AHA American Hardboard Association CPA Composite Panel Association 1210 West Northwest Highway 19465 Deerfield Avenue, Suite 306 Palatine, IL 60 Leesburg, VA 20176

Standard Referenced reference in section number Title number

A135.6-98 06 Hardboard Siding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table 701(5)



AISI

ASCE

ASME

ASTM

American Iron and Steel Institute1140 Connecticut Ave., Suite 705Washington, DC 20036

Standard Referenced reference in section number Title number AISI S230-07 / S2-08 Standard for Cold-Formed Steel Framing-Prescriptive Method for One- and Two-Family Dwellings . . . . . Table with Supplement 2 dated 2008.

305.3.2

American Society of Civil Engineers1801 Alexander Bell DriveReston, VA 20191

Standard Referenced reference in section number Title number ASCE 7-05 10 Minimum Design Loads for Buildings and Other Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 209(2), Table 209(6)

American Society of Mechanical EngineersThree Park AvenueNew York, NY 10016-5990

Standard Referenced reference in section number Title number B18.6.1-1981 (R20038) Wood Screws (Inch Series) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 504(4), 504.7.7.1.2, 504.8.7.1.2

ASTM International100 Barr Harbor DriveWest Conshohocken, PA 19428

Standard Referenced reference in section number Title number A 36-05 08 Specification for Carbon Structural Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.5A 123/A 123M-02 12 Specification for Zinc (Hot-dip Galvanized) Coating on Iron and Steel Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.6,

202.1.7.3.2, 304.3.2A 153-05 Zinc Coating (Hot-Dip) on Iron and Steel Hardware. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.6, 202.1.7.3.1,304.3.1A 307-0407b Carbon Steel Bolts and Studs, 60,000 psi Tensile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 207.6.2, 209.2.2.2, 404.5.1, 404.5.2A 615-05a09 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.4, 209.2.2.1A 641-03 09a Zinc-Coated (Galvanized) Carbon Steel Wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.6, 202.1.7.3.1, 304.3.1, 504.2.1.1A 653/A 653M-04a 08 Specification for Steel Sheet, Zinc–coated (Galvanized) or Zinc–iron Alloy-coated

(Galvanized) by the Hot–dip Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.6, 202.1.7.3.2, 304.3.2A 706-0509 Low-Alloy Steel Deformed Bars for Concrete Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.4, 209.2.2.1A 951-02 06 Specification for Masonry Joint Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.5A 996/A 996M-04 09 Specifications for Rail–Steel and Axle–Steel Deformed Bars for Concrete Reinforcement. . . . . . . . . . . . . . . 202.1.4, 209.2.2.1A 1008/A 1008M-04a12 Specification for Steel, Sheet, Cold-rolled, Carbon, Structural, High-strength Low-alloy, and

High-strength Low-alloy with Improved Formability, Solution Hardened, and Bake Hardenable. . . . . . . . . . . . . . . . . . .B 117-07A11 Standard Practice for Operating Salt Spray (Fog) Apparatus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.7.3.1, 304.3.1C 62-05 08 Building Brick (Solid Masonry Units Made from Clay or Shale) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.1C 90-05a08 Load-Bearing Concrete Masonry Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.1C 94/C 94M-04 09 Specification for Ready-mixed Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .209.2.1.1C 143-05a08 Standard Test Method for Slump of Hydraulic Cement Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209.2.1.1C 216-05a 07a Facing Brick (Solid Masonry Units Made from Clay or Shale) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.1C 270-05a 08a Mortar for Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.2C 406-00 06e01 Specifications for Roofing Slate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .504.6.4C 476-02 08 Grout for Reinforced and Non-reinforced Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.3


DASMA

DOC


C 652-0509 Hollow Brick (Hollow Masonry Units Made from Clay or Shale) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.1C 685/C685M-0107 Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing . . . . . . . . . . . . . . . . . . . . 209.2.1.1C 754- 0408 Specification for Installation of Steel Framing Members to Receive Screw-attached Gypsum Panel Products . . . . . . Table 102C 926-98a (2005) 06 Application of Portland Cement Based Plaster . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .703C 1019-0309 Test Method of Sampling and Testing Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.3C 1186-0208 Specification for Flat Nonasbestos Fiber Cement Sheets. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 701(5), 707D 41-e0105 Specification for Asphalt Primer Used in Roofing,Dampproofing, and Waterproofing . . . . . . . . . . . . . . . . . . . . . . . . . . 502.2.2D 43-00(2006) Specification for Coal Tar Primer Used in Roofing, Damproofing and Waterproofing. . . . . . . . . . . . . . . . . . . . . . . . . . . 502.2.2D 226-97a06 Specification for Asphalt–saturated (Organic Felt) Used in Roofing and Waterproofing . . . . . . . . . 504.6.3, 504.7.3, 504.7.8.1,

504.8.3, Table 504.(11), 504.8.9.1, 505.1.4D 371-89(1996) Standard Specification for Asphalt Roll Roofing (Organic Felt) Surfaced

with Mineral Granules; Wide Selvage (Withdrawn 2002) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505.1.5D 1970-0109 Specification for Self–adhering Polymer Modified Bitumen Sheet Materials Used as

Steep Roofing Underlayment for Ice Dam Protection . . . . . . . . . . . . . . . . . . . . . . 504.3.2, 504.6.3, 504.7.3, 504.8.3, 505.1.4D 3161-03b09 Test Method for Wind Resistance of Asphalt Shingles (Fan Induced Method) . . . . . . . . . . . . . . . . . . . . . 504.2.2, Table 504(1) D 3679-0409 Specification for Rigid Poly (Vinyl Chloride) (PVC) Siding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 701, 705D 3909-97b(2004)e1 Specification for Asphalt Roll Roofing (Glass Felt) Surfaced with Mineral Granules . . . . . . . . . . . . . . . . . . . . . . . . . . . 505.1.5D 6380-01e103(2009) Standard Specification for Asphalt Roll Roofing (Organic Felt) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505.1.5D 7158-0508d Standard Test Method for Wind Resistance of Sealed Asphalt

Shingles (Uplift Force/Uplift Resistance Method) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 504.2.2, Table 504(1)E 84-0409 Test Method for Surface Burning Characteristics of Building Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209.2.3E 119-0008a Test Methods for Fire Tests of Building Construction and Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209.4.1E 330-02 Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by

Uniform Static Air Pressure Difference. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .602.1.4E 1886-05 Standard Test Method for Performance of Exterior Windows, Curtain Walls, Doors, and Storm

Shutters Impacted by Missile(s) and Exposed to Cyclic Pressure Differentials . . . . . . . . . . . . . . . . . . . . . . . . . . . 603.1, 603.2E 1996-05b09 Standard Specification for Performance of Exterior Windows, Glazed Curtain Walls, Doors

and Storm Shutters Impact Protective SystemsImpacted by Windborne Debris in Hurricanes . . . . . . . . . . . . . . . . F 1554-9907a Standard Specification for Anchor Bolts, Steel 36,55 and 105-ksi Yield Strength . . . . . . . . 207.6.2, 209.2.2.2, 404.5.1, 404.5.2F 1667-05 Specification for Driven Fasteners, Nails, Spikes, and Staples . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.7.2, 504.2.1G85-02e111 Standard Practice for Modified Salt Spray (Fog) Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.1.7.3.1, 304.3.1

Door and Access Systems ManufacturersAssociation international1300 Summer AvenueCleveland, OH 44115-2851

Standard Referenced reference in section number Title number 115-2003 05 Standard Method for Testing Garage Doors: Determination of Structural Performance

Under Missile Impact and Cyclic Wind Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .603.2108-2002 05 Standard Method for Testing Sectional Garage Doors: Determination of Structural

Performance Under Uniform Static Air Pressure Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602.1.4

United States Department of Commerce100 Bureau Drive Stop 3460Gaithersburg, MD 20899

Standard Referenced reference in section number Title number PS1-95 09 Construction and Industrial Structural Plywood . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103.1PS2-92 10 Performance Standard for Wood-based Structural-use Panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103.1

CD#:

Date Rec’d.:

Log No.:

Comment

No.:

ICC

TPI

WDMA

AISI


International Code Council500 New Jersey Avenue, NW6th FloorWashington, DC 20001

Standard Referenced reference in section number Title number IBC-0612 International Building Code© . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101.2.1, 101.3, 101.4, 101.5, 104.4, 204.3.7, 204.4, 205.4.8,

207.2.3, 207.5.1, 308.5.1, 501.2, 501.3.1, Table 501(3), 502.1, 504.1, 504.2,504.3, 504.3.4, Table 504(2), 504.3.6, 504.3.7.1, 504.4, 504.4.1, 504.5,

504.5.1, 504.6, 504.6.8, 504.7, 504.7.7, 504.7.9, 504.8, 504.8.7, 504.8.10,505.1, 505.1.6, 505.2, 505.2.1, 505.3, 505.3.1, 505.4, 505.4.1, 505.5, 505.5.1,

505.6, 505.6.1, 505.7, 505.7.1, 701.2, 702.4 702.5, 708.2IRC-06 12 International Residential Code© . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101.2.1, 101.5, 102.2.2, 102.3, 202.1.7.1, 204.3.5,

204.3.7, 204.3.8, 206.1.1, 207.1.3, 207.3.2, 305.1.1, 501.2, 501.3.1, 502.1,504.1, 504.2, 504.3, 504.4, 504.5, 504.6, 504.7, 504.8, 505.1, 505.2, 505.3,

505.4, 505.5, 505.6, 505.6.1, 505.7, 701.2, 701.3, 701.4, 701.5, 702.3, 702.4,702.5, 704.4, 706, 707.1, 708.1, 709

SBCCI SSTD 11-97 Standard for Determining Wind Resistance of Concrete or Clay Roof Tiles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 207(4)

Truss Plate Institute583 D'Onofrio Drive, Suite 200Madison, WI 53719

Standard Referenced reference in section number Title number TPI 1-20022007 National Design Standard for Metal-Plate-Connected Wood Truss Construction . . . . . . . . . . . . . . 202.1.7.3.2, 207.2.1, 304.3.2

Window & Door Manufacturer Association1400 East Touhy Avenue, Suite 470Des Plaines, IL 60018

Standard Referenced reference in section number Title number 101/I.S.2/A440-05 11 Standard/Specification for Windows, Doors and Unit Skylights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602.1.2, 602.1.3101/I.S.2/NAFS-02 Voluntary Performance Specification for Windows, Skylights, and Glass Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602.1.




General Comment: Make changes noted in IS-RHW36-11/12 to ACI and add TMS references.

IS-RHW53-2

Proponent: Bonnie Manley,

Revise proposal as follows:


Standard Referenced reference in section


AAMA

ACI

AFPA AWC AWC AWC


number Title number AISI S230-07 / S2-08S3-12 (2012), Standard for Cold-Formed Steel Framing-Prescriptive Method for One- and Two-Family Dwellings . . . . . Table with Supplement 32, dated 20122008(Reaffirmed 2012)

305.3.2

Reason: The purpose of this comment is to adopt the latest edition of AISI S230. The preface of the document states the following:

“The American Iron and Steel Institute Committee on Framing Standards has developed this Supplement 3 to AISI S230-07, the Standard for Cold-Formed Steel Framing – Prescriptive Method for One and Two Family Dwellings, 2007 Edition, to allow the 2007 Edition of AISI S230 to be used in conjunction with the 2010 Edition of ASCE 7.

Supplement 3 to AISI S230-07 updates the referenced documents. Supplement 3 also eliminates 97-mil clip angle bearing stiffeners from Tables B2-1 through B2-4, for consistency with the design provisions in AISI S210-07, the North American Standard for Cold-Formed Steel Framing - Floor and Roof System Design, 2007 Edition.

Supplement 3 to AISI S230-07 does not replace Supplement 2 to AISI S230-07, but is intended to be used in conjunction with AISI S230-07 with Supplement 2. Supplement 3 also includes Errata issued on July 29, 2009; September 10, 2010; and May 19, 2011. When packaged together, this complete set of documents is designated as AISI S230-07 w/S3-12.”

IS-RHW53-3

Proponent: George J. Wiggins, City of Winter park, Florida, representing the ICC Consensus Committee on Residential Construction in high-Wind Regions (IS-RHW)

Revise proposal as follows:

(Portions of proposal not shown remain unchanged)

American Architectural Manufacturers Association1827 Walden Office Square, Suite 550Schaumburg, IL 60173

Standard Reference number Title

450-09 10 Voluntary Performance Rating Method for Mulled Fenestration Assemblies . . . . . . . .. . . 602.4.1, 602.4.1.2, 602.4.1.3506-08 11 Voluntary Specification for Hurricane Impact and Cycle Testing of Fenestration Products . . . . . . . . . . . . . . . . . . . . . . . . 603.1

American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48333


318- 11 14 Building Code Requirements for Structural Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209.1, Table 209(2), Table 209(6), Table 209(11),

Table 209(12), Table 209(13), Table 209(14), Table 209(15), Table 209(16), Table 209(17),Table209(19), Table 209(20)

530 - 11 13 Building Code Requirements for Masonry Structures. . . . . . . . Table 701.5, 704.1, 704.2, 704530.1 - 11 13 Specifications for Masonry Structures . . . . .. . . . . . . . . . . . . . . . . . . . . Table 701.5, 704.1, 704.2, 704

American Forest and Paper Association American Wood Council 111 19th Street, NW, Suite 800 Washington, DC 20036


ANSI/AWCNDS-2012 2015 National Design Specification (NDS) for Wood Construction, with 2005 Supplement . . . . . . . 103.1, 202.1.7, 202AWC ST JRAFPA-2012 2015 Span Tables for Joists and Rafters. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .204.3.1,206.1.1, 20AWC WFCM-2001 2012 Wood Frame Construction Manual for One- and Two-Family Dwellings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .



CPA Composite Panel Association

19465 Deerfield Avenue, Suite 306 Leesburg, VA 20176


A135.6-06 2012 Hardboard Engineered Wood Siding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . .


AISI

ASCE

ASTM


Standard Reference number Title AISI S230-07 / S2-08 S3-12(2012) Standard for Cold-Formed Steel Framing-Prescriptive Method for One- and Two-Family Dwellings 2007 with Supplement 2 3 dated 2008 2012 (2012)

305.3.2

American Society of Civil Engineers1801 Alexander Bell DriveReston, VA 20191


ASCE 7- 10 Minimum Design Loads for Buildings and Other Structures with Supplement No. 1.

ASTM International100 Barr Harbor DriveWest Conshohocken, PA 19428


A 153/A153M-05 09 Zinc Coating (Hot-Dip) on Iron and Steel Hardware. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2A 307-07b 10 Carbon Steel Bolts and Studs, 60,000 psi Tensile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 207.6.2, 209, A 615/A 615M-0912 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement . . .. . . . . . . . . . . . . . . . . . . . . A 653/A 653M-08 11 Specification for Steel Sheet, Zinc–coated (Galvanized) or Zinc– iron Alloy-coated (Galvanized) by the Hot–dip Process . . . . . . . A 706/A 706M-09B Low-Alloy Steel Deformed Bars for Concrete Reinforcement . . . . . . . . . . . . . . . .. . . . . . . . . . . . 202.1.4, 2A 951/A 951M -06 11 Specification for Masonry Joint Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A 996/A 996M-2009b Specifications for Rail–Steel and Axle–Steel Deformed Bars for Concrete Reinforcement. . . . . . . . . . . . . . C 62-08 12 Building Brick (Solid Masonry Units Made from Clay or Shale) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C 90-08 12 Load-Bearing Concrete Masonry Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C 94/C 94M-09 12 Specification for Ready-mixed Concrete . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C 143/C 143M-08 2010a Standard Test Method for Slump of Hydraulic Cement Concrete . . . . . . . . . . . . . . .. . . . . . . . . . C 216-07a 12 Facing Brick (Solid Masonry Units Made from Clay or Shale) . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .C 270-08a 12 Mortar for Unit Masonry . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C 406/C 406M-06e01 2010 Specifications for Roofing Slate . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C 476-08 10 Grout for Reinforced and Non-reinforced Masonry . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . .

C 652-09 12 Hollow Brick (Hollow Masonry Units Made from Clay or Shale) . . . .. . . . . . . . . . . .. . . . . . 202.1.1C 685/C685M-07 11 Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing .. 209.2.1.1C 754- 08 11 Specification for Installation of Steel Framing Members to Receive Screw-attached Gypsum Panel Products . . . . . . Table 102C 926-06 12a Application of Portland Cement Based Plaster. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . .703C 1019-09 11 Test Method of Sampling and Testing Grout . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202.1.3C 1186-08 Specification for Flat Nonasbestos Fiber Cement Sheets. . . ... . . . . . . . Table 701(5), 707D 1970/D 1970M-09 11 Specification for Self–adhering Polymer Modified Bitumen Sheet Materials Used as

Steep Roofing Underlayment for Ice Dam Protection . . . . . . . . . . . . . . . . . . . . . . 504.3.2, 504.6.3, D 3161/D 3161-09 12 Test Method for Wind Resistance of Asphalt Shingles (Fan Induced Method) ... 504.2.2, Table

D 3679-09 11 Specification for Rigid Poly (Vinyl Chloride) (PVC) Siding . . . . .. . . . . . . . . . . . . . Table 701, 705D 3909/D3909M-97b(2004) (2012)e1 Specification for Asphalt Roll Roofing (Glass Felt) Surfaced with Mineral Granules. . .. . . 50D 7158/D7158M-08d 2011 Standard Test Method for Wind Resistance of Sealed Asphalt

Shingles (Uplift Force/Uplift Resistance Method) . . . . . . . .. . . . . 504.2.2, Table 504(1)E 84-09 2012c Test Method for Surface Burning Characteristics of Building Materials . . .. . .. . . . . 209.2.3E 119-08a 2012a Test Methods for Fire Tests of Building Construction and Materials. . .. . . . . . . . .. . . . 209.4.1


DASMA

ICC

TPI

E 1996-09 12 Standard Specification for Performance of Exterior Windows, Glazed Curtain Walls, Doors and Impact Protective Systems Impacted by Windborne Debris in Hurricanes . . . . . . . . . . . . . . . . F 1667-0511AE1 Specification for Driven Fasteners, Nails, Spikes, and Staples . . . .. . . . . . . . . . 202.1.7.2, 504.2.1

Door and Access Systems ManufacturersAssociation international1300 Summer AvenueCleveland, OH 44115-2851


115-05 12 Standard Method for Testing Garage Doors: Determination of Structural PerformanceUnder Missile Impact and Cyclic Wind Pressure . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .603.2

108-05 12 Standard Method for Testing Sectional Garage Doors: Determination of StructuralPerformance Under Uniform Static Air Pressure Difference . . . . . . . .. . . . . . . . . . . . . 602.1.4

International Code Council500 New Jersey Avenue, NW6th FloorWashington, DC 20001

Standard Reference number Title IBC-12 15 International Building Code© . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101.2.1, 101.3, 101.4, 101.5, IRC-12 15 International Residential Code© . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101.2.1, 101.5,

Truss Plate Institute583 D'Onofrio Drive, Suite 200Madison, WI 53719

Standard Reference number Title TPI 1-2007 2012 National Design Standard for Metal-Plate-Connected Wood Truss Construction . . . . . . . . . . . . . .

Reason: This Public Comment is to update the reference standards, which are referenced in the IBC and IRC, to match the standards that are to be updated for the 2015 IBC and IRC. The updates are as listed in ICC Code Change Proposal ADM62-13.ADM 62-13 lists standards that the promulgators have already updated or will have updated by December 1, 2014. The ICC Administrative Provisions Committee will act on the proposal at the Code Action Committee Hearing, April 21-22, 2013 at Dallas, TX at the Sheraton Downtown Hotel. ADM62-13 can be viewed at: http://www.iccsafe.org/cs/codes/Documents/2012-2014Cycle/Proposed-B/01-Admin.pdf
