GROUP B-2015 BCAC TOPICSReport D – Group B New Topics July 2015 Page 3 ITEM IBC 16-2 Gary Ehrlich Table 1607.1 and Section 3106 – Canopies and Marquees For the 2012 IBC, a proposal

Report D – Group B New Topics July 2015 Page 1

GROUP B-2015 BCAC TOPICS Copyright ©2015 International Code Council, Inc.

ITEM IBC 14-1 John Taecker

Exterior Window and Door testing…….


ITEM IBC 16-1 Gary Ehrlich ICC-500 and Risk Category IV Table 1604.5 includes “designated earthquake, hurricane or other shelters” as buildings or other structures to be classified as Risk Category IV. Section 423 requires hurricane and tornado shelters to be designed in accordance with ICC-500. The listing in Table 1604.5 has raised two concerns:

1. ICC-500 specifies ultimate design wind speeds for hurricanes and tornadoes that are well in excess of the Risk Category IV wind speeds mandated by Figure 1609B. It would not be appropriate to use Figure 1609B to obtain the wind loads for a hurricane or tornado shelter falling within the scope of ICC-500.

2. Section 1604.5.1 on multiple occupancies requires that a building having areas whose

occupancies trigger different risk categories be designed for the highest risk category, unless the portions of differing occupancies are structurally separated. There is concern that designating a portion of a Risk Category II or III building as a hurricane or tornado shelter could result in triggering a Risk Category IV design for the entire building.

3. Where portions of a building with different occupancies are structurally separated, Section

1604.5.1 requires the access path to/egress from the higher risk category portion to also be designed to the highest risk category. This could be taken to require the corridors in an otherwise Risk Category II or III structure leading to a hurricane or tornado shelter be designed to Risk Category IV requirements.

Ideally, Table 1604.5 should be amended to remove “hurricane” from the Risk Category IV listing for designated shelters. A new subsection can be added to state that buildings or structures containing or attached to a storm shelter designed in accordance with ICC-500 shall not be classified as Risk Category IV due to the shelter unless other requirements of the occupancy (e.g. toxic chemicals) would trigger a Risk Category IV determination.


ITEM IBC 16-2 Gary Ehrlich Table 1607.1 and Section 3106 – Canopies and Marquees For the 2012 IBC, a proposal from NCSEA was approved that redefined canopies with certain characteristics (flat or near-flat roof, proximity to a window) as “marquees”, thus requiring a 75psf live load per Table 1607.1. This change sets up potential conflicts with IBC Section 3106 which provides specific requirements for marquees that may not be appropriate for elements that the average user would think of as a “canopy” but that the IBC now considers a “marquee”. For example:

1. IBC Section 3106.2 imposes specific height/thickness limits on marquees relative to distance from the lot/curb line. Does this impose an unjustified limit on some “canopies” that are now redefined by the code as “marquees?”

2. IBC Section 3106.5 states a marquee shall be supported entirely from the building. Many

canopies are self-supported on four posts and may be only attached to the building for lateral stability. What happens if such a canopy is close enough to a window above that the IBC now considers it a “marquee?”

3. IBC Section 3106.5 also states a marquee shall be constructed of non-combustible materials. Does this mean that a canopy that the code now re-classifies as a “marquee” cannot be wood-framed?


ITEM IBC 16-3 Michael Anthony, University of Michigan

TABLE 1607.1

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo, AND MINIMUM CONCENTRATED LIVE LOADSg

OCCUPANCY OR USE

Sectio

n

UNIFOR

M

(psf)

CONCENTRATE

D (lbs.)

1. Apartments (see residential) 304 — —

2. Access floor systems

Office use

Computer use

50

100

2,000

2,000

3. Armories and drill rooms 150 m —

4. Assembly areas

Fixed seats (fastened to floor)

Follow spot, projections and control rooms

Lobbies

Movable seats

Stage floors

Platforms (assembly)

Other assembly areas

60 m

50

100 m

100 m

150 m

100 m

100 m

—

5. Balconies and decksh

Same as

occupanc

y served

—

6. Catwalks 40 300

7. Cornices 60 —

8. Corridors

First floor

Other floors

100

Same as

occupanc

y served

except as

indicated

—

9. Dining rooms and restaurants 100 m —

10. Dwellings (see residential) — —

11. Elevator machine room grating

(on area of 2 inches by 2 inches)

— 300


12. Finish light floor plate construction

(on area of 1 inch by 1 inch)

— 200

13. Fire escapes

On single-family dwellings only

100

40 —

14. Garages (passenger vehicles only)

Trucks and buses

40 m Note a

See Section 1607.7

15. Handrails, guards and grab bars See Section 1607.8

16. Helipads See Section 1607.6

17. Hospitals

Corridors above first floor

Operating rooms, laboratories

Patient rooms

80

60

40

1,000

1,000

1,000

18. Hotels (see residential) — —

18.5 Laboratories (1)

Type of Space Min Live Load (kPa) /

psf

Animal Research Facility 6.0 / 125

Aquatic Facilities 6.0 / 125

Cagewash 10.0 / 200

Catwalks (exclusively walking surfaces) 2.0 / 40

Dedicated Areas for Compact File Systems 12.0 / 250

Equipment Imaging Spaces 10.0 / 200

Frozen Storage, Refrigeration Areas 10.0 / 200


Here is the unit calculator: http://www.convertunits.com/from/psf/to/kPa

Interstitial Platform (exclusively walking

surfaces)

2.0 / 40

Laboratories 5.0 / 100

Loading Docks And Receiving Areas 12.0 / 250

Mechanical Areas (or weight of equipment if

greater)

7.5 / 150

Operating Rooms 5.0 / 100

Reception Lobby Areas 6.0 / 125

Roofs (not designed for future expansion) 2.0 / 40

Stairs, Corridors 5.0 / 100

Standard File Rooms 7.5 / 150


No change to remainder of Table.

REASON Square-footage in the education and healthcare facilities industry used for laboratory research is significant. The absence of guidance on live loading for this use/occupancy class in the International Building Code is noteworthy. The specific information correlating use/occupancy/type of space for laboratories originates from a National Institutes of Health (NIH) Office of Research Facilities requirement for buildings that the NIH funds and is available at this link: http://orf.od.nih.gov/PoliciesAndGuidelines/BiomedicalandAnimalResearchFacilitiesDesignPoliciesandGuidelines/DRMHTMLver/Chapter5/Pages/Section5-2StructuralLoadRequirements.aspx From the NIH/ORF Table 5-2 we have extracted only the occupancy/use categories that apply to laboratories in our industry. Remarks: 1. This table may not be appropriate for all non-NIH laboratories but it is a starting point. We were unable to locate the research (if any) that provided the technical substantiation for these numbers. We did, however, consult with many


structural engineers during 2014 to discuss this proposal. Since the cdpAccess system did not process edits to the table, our tabulation is shown more fully here: Laboratories / 100 Animal Research Facility / 125 Animal Research Facility With Primates / 150 Aquatic Facilities / 150 Cagewash / 200 Frozen Storage, Refrigeration Areas / 200 Operating Rooms / 100 2. The link to the NIH/ORF shows the formatted table we are copying. 3. We used an on-line kPa to psf unit converter and rounded up 4. University of Michigan Plant Operations is willing to provide impetus for research to get these numbers right and will coordinate with the ASCE Structural Engineering Institute BIBLIOGRAPHY The specific information correlating use/occupancy/type of space for laboratories originates from a National Institutes of Health (NIH) Office of Research Facilities requirement for buildings that the NIH funds and is available at these links: http://orf2.od.nih.gov/orfphones.asp?division=OD http://orf.od.nih.gov/PoliciesAndGuidelines/BiomedicalandAnimalResearchFacilitiesDesignPoliciesandGuidelines/DRMHTMLver/Chapter5/Pages/Section5-2StructuralLoadRequirements.aspx From the NIH/ORF Table 5-2 we have extracted only the occupancy/use categories that apply to laboratories in our industry. Significant professional expertise was provided by structural engineers at Wiss, Janney, Elstner Associates, Inc., Thornton Tomasetti, Purdue University and the University of Michigan

http://orf.od.nih.gov/PoliciesAndGuidelines/BiomedicalandAnimalResearchFacilitiesDesignPoliciesandGuidelines/DRMHTMLver/Chapter5/Pages/Section5-2StructuralLoadRequirements.aspx

http://orf.od.nih.gov/PoliciesAndGuidelines/BiomedicalandAnimalResearchFacilitiesDesignPoliciesandGuidelines/DRMHTMLver/Chapter5/Pages/Section5-2StructuralLoadRequirements.aspx


ITEM IBC 16-4 John Taecker Structural requirements for photvoltaic as an extension of G211-14

G 211-15 3101.1, 3111, 3111.1, 3111.1.1, 3111.1.1 (New), 3111.1.2 (New), 3111.2 (New), 3111.2.1 (New),

3111.3 (New), 3111.3.1 (New), 3111.3.2 (New), 3111.3.3 (New), 3111.3.4 (New), 3111.3.5 (New),

3111.3.5.1 (New)

Proponent : Edward Kulik, representing Building Code Action Committee ([email protected])

2015 International Building Code

Revise as follows:

3101.1 Scope. The provisions of this chapter shall govern special building construction including membrane

structures, temporary structures, pedestrian walkways and tunnels, automatic vehicular

gates, awnings and canopies, marquees, signs, and towers and antennas, swimming pool enclosures and safety

devices, and solar energy systems.

SECTION 3111

PHOTOVOLTAIC PANELS AND MODULESSOLAR ENERGY SYSTEMS

3111.1 General. Photovoltaic panels and modules Solar energy systems shall comply with the requirements of

this code and the International Fire Codesection.

Delete without substitution:

3111.1.1 Rooftop-mounted photovoltaic panels and modules. Photovoltaic panels and modules installed on a roof

or as an integral part of a roof assembly shall comply with the requirements of Chapter 15 and the International Fire

Code.

Add new text as follows:

3111.1.1 Wind resistance. Rooftop mounted photovoltaic panels and modules and solar thermal collectors shall be

designed in accordance with Section 1609.

3111.1.2 Roof live load. Roof structures that provide support for solar energy systems shall be designed in

accordance with Section 1607.12.5.

3111.2 Solar thermal systems. Solar thermal systems shall be designed and installed in accordance with Section

2606.12, the International Plumbing Code, the International Mechanical Code, and the International Fire Code.

3111.2.1 Equipment listings. Solar thermal systems and components shall be listed and labeled in accordance with

ICC 900/SRCC 300 and ICC 901/SRCC 100.

3111.3 Photovoltaic solar energy systems. Photovoltaic solar energy systems shall be designed and installed in

accordance with this section, the International Fire Code, NFPA 70, and the manufacturer's installation instructions.


3111.3.1 Equipment listings. Photovoltaic panels and modules shall be listed and labeled in accordance with UL

1703. Inverters shall be listed and labeled in accordance with UL 1741. Systems connected to the utility grid shall use

inverters listed for utility interaction.

3111.3.2 Fire classification. Rooftop-mounted photovoltaic systems shall have a fire classification in accordance with

Section 1505.9. Building integrated photovoltaic systems shall have a fire classification in accordance with Section

1505.8.

3111.3.3 Building integrated photovoltaic systems. Building integrated photovoltaic systems that serve as roof

coverings shall be designed and installed in accordance with Section 1507.17.

3111.3.4 Access and pathways. Roof access, pathways and spacing requirements shall be provided in accordance

with Section 605.11 of the International Fire Code.

3111.3.5 Ground mounted photovoltaic systems. Ground mounted photovoltaic systems shall be designed and

installed in accordance with Chapter 16 and the International Fire Code.

3111.3.5.1 Fire separation distances. Ground mounted photovoltaic systems shall be subject to the fire separation

distance requirements determined by the local jurisdiction.

Add new standard(s) as follows: ICC/SRCC

ICC 900/SRCC 300 Solar Thermal Systems ICC 901/SRCC 100 Solar Thermal Collector

Reason: This public proposal is submitted by the ICC Building Code Action Committee (BCAC). The BCAC was established by the ICC Board of

Directors to pursue opportunities to improve and enhance an assigned International Code or portion thereof. This includes both the technical

aspects of the codes as well as the code content in terms of scope and application of referenced standards. Since its inception in July, 2011, the

BCAC has held 13 open meetings and numerous workgroup calls which included members of the BCAC as well as any interested party to discuss

and debate the proposed changes and the public comments. Related documentation and reports are posted on the BCAC website at:

http://www.iccsafe.org/cs/BCAC/Pages/default.aspx.

Currently, provisions for solar energy systems, both solar thermal and photovoltaic, are scattered throughout the International Building Code, International Fire Code, International Plumbing Code, International Mechanical Code, and the National Electrical Code (NFPA 70). The intent of this proposed change is to do for these codes what was done in the 2015 International Residential Code through Proposal RM98-13. This proposed change consolidates and organizes all the requirements, with necessary section revisions and section additions, in an easily used format that assists the user to find all the applicable requirements – fire, electrical, structural, plumbing, and mechanical - related to solar thermal and photovoltaic systems.

Both of these systems are special building construction, and this proposal expands on the existing Section 3111 for photovoltaic panels and modules, providing clarity as to where specific requirements are located in the building and other codes.

As with the new Section R324 in the International Residential Code, expanding Section 3111 will allow for easy inclusion of new solar energy system types and locations.

Several of the new sections proposed to Section 3111 are located in other parts of the code, and a follow-up proposal will be made in the Group B cycle to address those sections, which include:

1510.7.1 (proposed new Section 3111.1) 1510.7.3, 1510.7.4, and 1512.1 (proposed new Section 3111.3) 1510.7.4 (proposed new Section 3111.3.1) 1510.7 (proposed new Section 3111.3.2)

Also a new section will be proposed in Group B cycle to address the specific structural requirements for wind resistance in Chapter 16. These requirements will be coordinated with new provisions in ASCE 7-16.

The requirement for guards in Section 3111.1.3 is already in Section 1015.6.

The new standards developed by ICC/SRCC are referenced for solar thermal equipment and installations.


Cost Impact: Will not increase the cost of construction

This code change proposal will not increase the cost of construction. The proposal attempts to clarify the code, but does not make any technical

changes to code requirements.

Analysis: A review of the standards proposed for inclusion in the code, ICC 900/SRCC 300 and ICC 901/SRCC 100, with regard to the ICC criteria

for referenced standards (Section 3.6 of CP#28) will be posted on the ICC website on or before April 2, 2015.

G 211-15

Committee Action: Approved as Modified

3111.1.3 Guards. Installations shall comply with Section 1015.6 prior to installation of solar thermal

systems or photovoltaic solar energy systems.

Committee Reason: The change is a very good cleanup. The modification removed a fatal flaw in

the original proposal.

Assembly Action: None


ITEM IBC 17-1 Staff

FABRICATED ITEM. Structural, load-bearing or lateral load-resisting members of assemblies consisting of materials assembled prior to installation in a building or structure, or subjected to operations such as heat treatment, thermal cutting, cold working or reforming after manufacture and prior to installation in a building or structure. Materials produced in accordance with standards referenced by this code, such as rolled structural steel shapes, steel reinforcing bars, masonry units and wood structural panels, or in accordance with a referenced standard that provides requirements for quality control done under the supervisions of a third-party quality control agency, are not “fabricated items.” 1704.2.5 Special inspection of fabricated items. Where fabrication of structural, load-bearing or lateral load-

resisting members or assemblies is being conducted on the premises of a fabricator’s shop, special inspections of the

fabricated items shall be performed during fabrication.

Exceptions:

1. Special inspections during fabrication are not required where the fabricator maintains approved

detailed fabrication and quality control procedures that provide a basis for control of the

workmanship and the fabricator’s ability to conform to approved construction documents and this

code. Approval shall be based upon review of fabrication and quality control procedures and

periodic inspection of fabrication practices by the building official.

2. Special inspections are not required where the fabricator is registered and approved in

accordance with Section 1704.2.5.1.

3. Materials produced in accordance with standards referenced by this code, such as rolled

structural steel shapes, steel reinforcing bars, masonry units and wood structural panels, or in

accordance with a referenced standard that provides requirements for quality control done under the

supervisions of a third-party quality control agency.

Reason: With the reformatting of Section 1704.2.5 in the 2015 IBC, it seems evident that the definition of “fabricated

item” includes an exception to special inspection of fabricated items that more appropriately belongs under Section

1704.2.5.



How does one get to Section 1703???


Chapter 17 – The revised title “Special Inspection and Tests” needs to be reflected in other

portions of the code.


ITEM IBC 23-1 Gary Ehrlich IBC Section 2308 During NAHB’s review of the proposed reformat of Section 2308 last cycle, we identified a number of items that needed to be clarified. We felt they were largely editorial changes, but the BCAC decided they were technical and did not want to risk losing the overall reformat (which we supported as necessary). Now that the reformat was approved, the BCAC should consider these clarifications/correlations:

1. 2308.3.1 Foundation plates or sills – The approved text makes the SDC E and 4-foot requirements exceptions to the base code, even though they are more stringent requirement. Exceptions typically denote a condition where a less stringent requirement than the main code text is appropriate, not vice versa. Also, given the standard foundation anchorage provisions are combined with the SDC E provision, anchor straps should be allowed everywhere.

2. Also, Section 2308.3.1 was revised to point to Section 1706.1 (Design Strengths of

Materials – Conformance to standards), but it seems like Section 1710.1 may be more applicable. Section 1706.1 seems more targeted at the base materials (e.g. cold-formed steel) used for a structural element (joist, beam, column), while Section 1710 (Preconstruction Load Tests) seems a better fit for an actual connector as fabricated for a specific use in connecting two structural elements together. Or, perhaps 1711 need to be expanded to cover a wider range of structural connectors, not just joist hangers.


ITEM IBC 23-2 Gary Ehrlich

2308.3.1, 2308.3.2 2308.3 Foundations and footings. Foundations and footings shall be designed and constructed in accordance with Chapter 18. Connections to foundations and footings shall comply with this section. 2308.3.1 Foundation plates or sills. Foundation plates or sills resting on concrete or masonry foundations shall comply with Section 2304.3.1. Foundation plates or sills shall be bolted or anchored to the foundation with not less than 1/2-inch-diameter (12.7 mm) steel bolts or approved anchors spaced to provide equivalent anchorage as the steel bolts. Bolts shall be embedded at least 7 inches (178 mm) into concrete or masonry. Bolts shall be spaced not more than 4 feet (1219 mm) 6 feet (1829 mm) on center and there shall be not less than two bolts or anchor straps per piece with one bolt or anchor strap located not more than 12 inches (305 mm) or less than 4 inches (102 mm) from each end of each piece. A properly sized nut and washer shall be tightened on each bolt to the plate. Exceptions:

1. Along braced wall lines in structures assigned to Seismic Design Category E, steel bolts with a minimum nominal diameter of 5/8 inch (15.9 mm) or approved anchor straps load-rated in accordance with Section 2304.10.3 and spaced to provide equivalent anchorage shall be used.

2. Bolts in braced wall lines in structures not exceeding over two stories above grade shall be spaced not more than 6 feet (1829 mm) 4 feet (1219 mm) on center.

2308.3.2 Braced wall line sill plate anchorage in Seismic Design Categories D and E. Sill plates along braced wall lines in buildings assigned to Seismic Design Category D or E shall be anchored with anchor bolts with steel plate washers between the foundation sill plate and the nut, or approved anchor straps load-rated in accordance with Section 2304.10.3 and spaced to provide equivalent anchorage. In buildings assigned to Seismic Design Category E, anchor bolts shall have a minimum nominal diameter of 5/8 inch (15.9 mm). Plate Such washers shall be a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16-inch (4.76 mm) larger than the bolt diameter and a slot length not to exceed 1-3/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut. Reason: In the course of reviewing S273-12 during the previous code cycle, the editorial reorganization of Section 2308, two inconsistencies in the foundation anchorage section were identified, however at the time the BCAC did not want to make any changes that could be perceived as technical changes. The purpose of this proposal is to bring these changes forward. The first change deletes Exception #1 under Section 2308.3.1 and moves the requirements into Section 2308.3.2, thus eliminating a redundant provision and one of two exceptions that are more stringent than the base provision. The second change swaps the 4 foot spacing requirement in Exception #2 and the 6 foot requirement in the base provision. The actual implementation of the bolt spacing requirement is not changed, however the language would now be consistent with the general philosophy that an exception should be a relaxation of the base provision.


ITEM IBC 23-3 Staff


Staff note: 2015 IBC related code sections are shown below for your information.

2304.10.5 Fasteners and connectors in contact with preservative-treated and fire-retardant-treated wood. Fasteners, including nuts and washers, and connectors in contact with preservative-treated and fire-retardant-treated wood shall be in accordance with Sections 2304.10.5.1 through 2304.10.5.4. The coating weights for zinc-coated fasteners shall be in accordance with ASTM A 153.

2304.10.5.1 Fasteners and connectors for preservative-treated wood. Fasteners, including nuts and washers, in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B 695, Class 55 minimum. Connectors that are used in exterior applications and in contact with preservative-treated wood shall have coating types and weights in accordance with the treated wood or connector manufacturer’s recommendations. In the absence of manufacturer's recommendations, a minimum of ASTM A 653, Type G185 zinc-coated galvanized steel, or equivalent, shall be used.

Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative-treated wood in an interior, dry environment shall be permitted.

2304.10.5.2 Fastenings for wood foundations. Fastenings, including nuts and washers, for wood foundations shall be as required in AWC PWF.

2304.10.5.3 Fasteners for fire-retardant-treated wood used in exterior applications or wet or damp locations. Fasteners, including nuts and washers, for fire-retardant-treated wood used in exterior applications or wet or damp locations shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and


lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B 695, Class 55 minimum.

2304.10.5.4 Fasteners for fire-retardant-treated wood used in interior applications. Fasteners, including nuts and washers, for fire-retardant-treated wood used in interior locations shall be in accordance with the manufacturer’s recommendations. In the absence of manufacturer’s recommendations, Section 2304.10.5.3 shall apply.


ITEM IEBC 11-1 Gary Ehrlich

IEBC Section 1103 – Horizontal Additions and Wind Loads

Questions have been raised within the ASCE 7 Wind Load Subcommittee relative to horizontal additions and their effect on existing buildings. The issue is that extending a low-rise building horizontally changes the width of the edge zone over which higher wind pressures apply when the “envelope method” is used. Under Section 1101.2 (creation of non-conformity) and Section 1103.3 (lateral force-resisting system), the addition could technically require structural elements at the far end of the building that were outside the original end zone but now fall within the new edge zone to be upgraded (stiffened or replaced), as well as requiring a retrofit of the LFRS. ASCE 7 is considering a proposal that would address large, flat-roof buildings (say on the order of a Super Wal-Mart or industrial warehouse) of such length that the addition does not change the behavior of wind loads at the opposite end. However, for more typical sizes of buildings, the potential issue of triggering a retrofit of elements not immediately adjacent to the addition would still exist. The suggested solution is a new section similar to 1103.4 for snow drift loads that would provide some reasonable level (% stress increase and/or % increase in load delivered to a particular line of wind force resistance) below which the existing structural elements would not have to be upgraded.


ITEM IRC 2-1 John Taecker

Definition of appliances and equipment




Section R324 – Prescriptive details of PV




Section R324 – Flashing of penetrations and attachments of PV


ITEM IRC 6-1 Gary Ehrlich

RB R309.2, R602.10, AH105.1 R309.2 Carports. Carports shall be open on not less than two sides. Carport floor surfaces shall be of approved noncombustible material. Carports not open on two or more sides shall be considered to be a garage and shall comply with the provisions of this section for garages.

Exception: Asphalt surfaces shall be permitted at ground level in carports. The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway. R602.10 Wall bracing. Buildings shall be braced in accordance with this section or, when applicable, Section R602.12. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1. Exception: Wall bracing shall not be required for open sides of carports where the roof framing of the carport is connected to a ledger or other support attached to the adjacent wall of the dwelling or where the roof framing of the carport is continuous with the roof framing of the dwelling. SECTION AH105 STRUCTURAL PROVISIONS AH105.1 Design loads. Patio covers shall be designed and constructed to sustain, within the stress limits of this code, all dead loads plus a vertical live load of not less than 10 pounds per square foot (0.48 kN/m2), except that snow loads shall be used where such snow loads exceed this minimum. Such covers shall be designed to resist the minimum wind loads set forth in Section R301.2.1. Wall bracing provided in accordance with Section R602.10 shall be deemed to comply with the minimum wind load requirements of Section R301.2.1. Reason: The purpose of this code change is to correct a frequent misapplication of wall bracing requirements to carports and patio covers. Carports generally consist of wood rafter or truss framing supported on beams and posts, with at least two sides fully open, and are generally attached to the dwelling on at least one side via a ledger, or the roof framing may be an extension of the dwelling’s roof framing. Porch covers are also generally structures consisting of wood rafter or truss framing supported on beams or posts, with plastic or screen infill between the posts, and are also generally attached to the dwelling on at least one side. In most cases both carports and porch covers rely on the beam and post framing and attachment to the dwelling for support and for transfer of lateral loads to the dwelling. Given this dependence and load transfer ability, the small plan area of most carports and patio covers, and the need for unobstructed space between the posts, builders and designers should not be required to design carports and porch covers to accommodate at least 2 to 4 feet of framed and sheathed wall at each post.


ITEM IRC 7-1 Gary Ehrlich

RB Table R702.1(3), R703.7 R703.7 Exterior plaster (stucco). Installation of these materials shall be in compliance with ASTM C 926, ASTM C 1063 and the provisions of this code. Exterior plaster (stucco) shall be installed in accordance with ASTM C 926, C 1063 and the provisions of this section. Cement materials shall be in accordance with ASTM C 91, C 150, C 595 or C 1328. Metal or wire lath shall be in accordance with ASTM C 847, C 933 or C 1032. R703.7.1 Lath. Lath and lath attachments shall be of corrosion-resistant materials. Expanded metal, welded wire or woven wire lath shall be attached with 1 1/2-inch-long (38 mm), 11 gage nails having a 7/16-inch (11.1 mm) head, or 7/8-inch-long (22.2 mm), 16 gage staples, spaced not more less than 7 6 inches (178 152 mm) on center vertically along framing members and not more than 24 inches on center horizontally into framing members, or as otherwise approved. R702.7.1.1 Furring strips. Wood furring strips not less than 1 inch by 2 inches (25 mm by 51 mm) in nominal dimension or minimum ¾” metal channels shall be provided behind the lath, or the lath shall be self-furring lath, Furring shall be spaced a maximum of 24 inches on center horizontally and fastened into framing members. R703.7.2 Plaster. Plastering with Portland cement plaster shall be not less than three coats where applied over metal lath or wire lath and shall be not less than two coats where applied over masonry, concrete, pressure-preservative treated wood or decay-resistant wood as specified in Section R317.1 or gypsum backing. If the plaster surface is completely covered by veneer or other facing material or is completely concealed, plaster application need be only two coats, provided the total thickness is as set forth in Table R702.1(1). On wood-frame construction with an on-grade floor slab system, exterior plaster shall be applied to cover, but not extend below, lath, paper and screed. The proportion of aggregate to cementitious materials shall be as set forth in Table R702.1(3). R703.7.2.1 Weep screeds. A minimum 0.019-inch (0.5 mm) (No. 26 galvanized sheet gage), corrosion-resistant weep screed or plastic weep screed, with a minimum vertical attachment flange of 3 1/2 inches (89 mm) shall be provided at or below the foundation plate line on exterior stud walls in accordance with ASTM C 926. The weep screed shall be placed not less than 4 inches (102 mm) above the earth or 2 inches (51 mm) above paved areas and shall be of a type that will allow trapped water to drain to the exterior of the building. The weather-resistant barrier shall lap the attachment flange. The exterior lath shall cover and terminate on the attachment flange of the weep screed. R703.7.3 Water-resistive barriers. Water-resistive barriers shall be installed as required in Section R703.2 and, where applied over wood-based sheathing, shall include a water-resistive vapor-permeable barrier with a performance at least equivalent to two layers of Grade D paper. The individual layers shall be installed independently such that each layer provides a separate continuous plane and any flashing (installed in accordance with Section R703.4) intended to drain to the water-resistive barrier is directed between the layers.

Exception: Where the water-resistive barrier that is applied over wood-based sheathing has a water resistance equal to or greater than that of 60-minute Grade D paper and is separated from the stucco by an intervening, substantially non water-absorbing layer or designed drainage space.

R703.7.4 Application. Each coat shall be kept in a moist condition for at least 48 hours prior to application of the next coat.

Exception: Applications installed in accordance with ASTM C 926.


R703.7.5 Curing. The finish coat for two-coat cement plaster shall not be applied sooner than seven days after application of the first coat. For three-coat cement plaster, the second coat shall not be applied sooner than 48 hours after application of the first coat. The finish coat for three coat cement plaster shall not be applied sooner than seven days after application of the second coat.

TABLE R702.1(3) CEMENT PLASTER PROPORTIONS, PARTS BY VOLUME

For SI: 1 inch = 25.4 mm, 1 pound = 0.454 kg. a. Lime by volume of 0 to ¾ shall be used where the plaster will be placed over low-absorption surfaces such as dense clay tile or brick.

b. The same or greater sand proportion shall be used in the second coat than used in the first coat. c. Lime by volume of ¾ to 1½ shall be used where the plaster will be placed over low-absorption surfaces such as dense clay tile or brick.

Reason: The purpose of this code change is to correlate the requirements for exterior lath and plaster (stucco) with the requirements of ASTM C 926 and C 1063 and recommended practice. The code requirements in the IRC are not in alignment with the reference standards and lack key details needed to insure a good installation and minimize the risk of moisture intrusion.

In particular, the IRC lath attachment requirements state a 6” nail or staple spacing but do not specify direction or what nailing substrates are permitted. ASTM C 1063 specifies a 7” vertical spacing along and 16” to 24” horizontal spacing into wall studs. Without this clear direction in the code, some stucco is being installed with fasteners in a 6” grid pattern (both horizontal and vertical), leading to fasteners penetrating sheathing and providing a path for moisture intrusion behind the WRB and exterior sheathing and causing decay and water damage. Also, the IRC does not include the requirement in C 1063 to provide a minimum ¼” drainage gap using furring behind expanded metal or wire lath except where such lath is self-furring. A furring requirement is added here using sizes consistent with other wood furring requirements in the IRC and the minimum channel size from C 1063.

Inconsistencies in Table R702.1(3) were also noted. For a first coat of masonry cement plaster, the “1” should appear under the Masonry Cement column, not the Lime column. The proportions of lime for a Portland cement finish coat are also revised to align with Table 3 of ASTM C926.

COAT CEMENT PLASTER

TYPE

CEMENTITIOUS MATERIALS VOLUME OF AGGREGATE PER

SUM OF SEPARATE

VOLUMES OF CEMENTITIOUS

MATERIALSb

Portland Cement Type I, II or III or Blended Cement Type IP, I (PM), IS

or I (SM)

Plastic Cement

Masonry Cement Type M, S or N

Lime

First

Portland or

blended 1 ¾ - 1½a 2½ - 4

Masonry 1 1 2½ - 4

Plastic 1 2½ - 4

Second

Portland or

blended 1 ¾ - 1½ 3 - 5

Masonry 1 3 - 5

Plastic 1 3 - 5

Finish

Portland or

blended 1

1½ - 2c

¾ - 2 1½ - 3

Masonry 1 1½ - 3

Plastic 1 1½ - 3


ITEM IRC 5-1

Chuck Bajnai Suggested outline and reorg.

507 Exterior Decks

507.1 General

507.2 Materials

507.3 Footings

507.4 Posts

507.5 Beams

507.6 Joists

507.7 Deck boards

507.8 Deck ledgers

507.8.5 Lateral restraints

507.9 Guards

507.10 Stairs/ramps

R507.11 Porches

1. While the Deck Code Coalition (DCC) may or may not submit code changes to any of these areas,

this would be our initial outline for reorganization.

2. The pages that follow are a word doc format of the 2015 Section R507 that will be published in the

next few weeks. I have added in red the relocation of the main parts.


2

SECTION R507

EXTERIOR DECKS

Renumbered under Section R507.1

R507.1 Decks. Wood-framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing members, connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck.


R507.2 Deck ledger connection to band joist. Deck ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1 (1) and R507.2.1 (2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301.

R507.2.1 Ledger details. Deck ledgers installed in accordance with Section R507.2 shall be a minimum 2-inch by 8- inch (51 mm by 203 mm) nominal, pressure-preservative- treated southern pine, incised pressure-preservative-treated Hem-fir, or approved, naturally durable, No. 2 grade or better lumber. Deck ledgers installed in accordance with Section R507.2 shall not support concentrated loads from beams or girders. Deck ledgers shall not be supported on stone or masonry veneer.

R507.2.2 Band joist details. Band joists attached by a ledger in accordance with Section R507.2 shall be a minimum 2-inch-nominal (51 mm), solid-sawn, spruce-pine-fir lumber or a minimum 1-inch by 91/ -inch (25 mm 241 mm) dimensional, Douglas fir, laminated veneer lumber. Band joists attached by a ledger in accordance with Section R507.2 shall be fully supported by a wall or sill plate below.

R507.2.3 Ledger to band joist fastener details. Fasteners used in deck ledger connections in accordance with Table R507.2 shall be hot-dipped galvanized or stainless steel and shall be installed in accordance with Table R507.2.1 and Figures R507.2.1 (1) and R507.2.1 (2).

Renumbered under Section R507.8.5

R507.2.4 Deck lateral load connection. The lateral load connection required by Section R507.1 shall be permitted to be in accordance with Figure R507.2.3 (1) or R507.2.3 (2). Where the lateral load connection is provided in accordance with Figure R507.2.3 (1), hold-down tension devices shall be installed in not less than two locations per deck, within 24 inches of each end of the deck. Each device shall have an allowable stress design capacity of not less than 1,500 pounds (6672 N). Where the lateral load connections are provided in accordance with Figure R507.2.3(2), the hold-down tension devices shall be installed in not less than four locations per deck, and each device shall have an allowable stress design capacity of not less than 750 pounds (3336 N).



R507.3 Plastic composite deck boards, stair treads, guards, o r h a n d r a i l s . Plastic c o m p o s i t e e x t e r i o r d e c k boards, stair treads, guards and handrails shall comply with the requirements of ASTM D 7032 and the requirements of Section 507.3.

R507.3.1 Labeling. Plastic composite deck boards and stair treads, or their packaging, shall bear a label that indicates compliance to ASTM D 7032 and includes the allowable load and maximum allowable span determined in accordance with ASTM D 7032. Plastic or composite handrails and guards, or their packaging, shall bear a label that indicates compliance to ASTM D 7032 and includes the maximum allowable span determined in accordance with ASTM D 7032.

R507.3.2 Flame spread index. Plastic composite deck boards, stair treads, guards, and handrails shall exhibit a flame spread index not exceeding 200 when tested in accordance with ASTM E 84 or UL 723 with the test specimen remaining in place during the test.

Exception: Plastic composites determined to be noncombustible.

R507.3.3 Decay resistance. Plastic composite deck boards, stair treads, guards and handrails containing wood, cellulosic or other biodegradable materials shall be decay resistant in accordance with ASTM D 7032.

R507.3.4 Termite resistance. Where required by Section 318, plastic composite deck boards, stair treads, guards

and handrails containing wood, cellulosic or other biodegradable materials shall be termite resistant in accordance with ASTM D 7032.

507.3.5 Installation of plastic composites. Plastic composite deck boards, stair treads, guards and handrails shall be installed in accordance with this code and the manufacturer’s instructions.


MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS

TOP EDGE BOTTOM EDGE ENDS ROW SPACING

Ledgera 2 inchesd

3/ inch 2 inchesb

15/ inchesb

Band Joistc

3/ inch 2 inches 2 inchesb 15/ inchesb

2

2

TABLE R507.2 DECK LEDGER CONNECTION TO BAND JOISTa, b

(Deck live load = 40 psf, deck dead load = 10 psf, snow load 40 psf)

CONNECTION DETAILS

JOIST SPAN

6 and less 61 to 8 81 to 10 101 to 12 121 to 14 141 to 16 161 to 18

On-center spacing of fasteners

1/ -inch diameter lag screw with 1/ -inch 2 2

maximum sheathingc, d

30

23

18

15

13

11

10

1/ -inch diameter bolt with 1/ -inch maximum 2 2

sheathingd

36

36

34

29

24

21

19

1/ -inch diameter bolt with 1-inch maximum 2

sheathinge

36

36

29

24

21

18

16

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

a. Ledgers shall be flashed in accordance with Section R703.8 to prevent water from contacting the house band joist.

b. Snow load shall not be assumed to act concurrently with live load.

c. The tip of the lag screw shall fully extend beyond the inside face of the band joist.

d. Sheathing shall be wood structural panel or solid sawn lumber.

e. Sheathing shall be permitted to be wood structural panel, gypsum board, fiberboard, lumber or foam sheathing. Up to 1/ -inch thickness of stacked washers shall be permitted to substitute for up to 1/ inch of allowable sheathing thickness where combined with wood structural panel or lumber sheathing.

TABLE 507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS

4 8

4 8

For SI: 1 inch = 25.4 mm.

a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1 (1).

b. Maximum 5 inches.

c. For engineered rim joists, the manufacturer’s recommendations shall govern.

d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1 (1).


FIGURE R507.2.1(1) PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS

FIGURE R507.2.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS

*DISTANCE SHALL BE PERMITTED TO BE REDUCED TO 4.5" IF LAG SCREWS ARE USED OR BOLT SPACING IS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 BAND JOISTS.

LEDGER

5.5" MIN. FOR 2 X 8*

6.5" MIN. FOR 2 X 10

7.5" MIN. FOR 2 X 12

3/4" MIN.


STAGGER

FASTENERS IN 2

ROWS

2" MIN. LAG SCREW OR BOLT

5" MAX.

2"

2″ MIN.

2″ MIN.

1-5/8″ MIN.

5″ MAX.

DECK JOIST

LAG SCREWS OR BOLTS

FLOOR FRAMING

EXISTING FOUNDATION WALL

JOIST HANGER


EXTERIOR SHEATHING

EXTERIOR STUD WALL

EXISTING 2x BAND JOIST OR ENGINEERED RIM BOARD

2015 INTERNATIONAL RESIDENTIAL CODE® 29

FIGURE 507.2.3(1)

DECK ATTACHMENT FOR LATERAL LOADS

FIGURE R507.2.3(2) DECK ATTACHMENT FOR LATERAL LOADS

NOTE: THIS DETAIL IS APPLICABLE WHERE FLOOR JOISTS ARE PARALLEL TO DECK JOISTS.

APPROVED JOIST HANGERS

SHEATHING

SIDING

FLASHING FOR WATER TIGHTNESS

DECKING

FLOOR JOISTS

2″ MIN. 2x LEDGER WITH FASTENERS IN ACCORDANCE WITH TABLE R507.2

A FULLY THREADED 3/8″ DIAMETER LAG SCREW PREDRILLED W/ MIN. 3″ PENETRATION TO CENTER OF TOP PLATE, STUDS, OR HEADER.

HOLD-DOWN DEVICE MIN 750 LB. CAPACITY AT 4 LOCATIONS, EVENLY DISTRIBUTED ALONG DECK AND ONE WITHIN 2″ OF EACH END OF THE LEDGER. HOLD-DOWN DEVICES SHALL FULLY ENGAGE DECK JOIST PER HOLD-DOWN MANUFACTURER.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FLOOR SHEATHING NAILING AT

6″ MAXIMUM ON CENTER TO JOIST WITH

HOLD-DOWN

FLOOR JOIST DECK JOIST

HOLD-DOWN OR SIMILAR TENSION DEVICE




R507.4 Decking. Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. Wood decking shall be attached to each supporting member with not less than (2) 8d threaded nails or (2) No. 8 wood screws.


R507.5 Deck joists. Maximum allowable spans for wood deck joists, as shown in Figure R507.5, shall be in accordance with Table R507.5. Deck joists shall be permitted to cantilever not greater than one-fourth of the actual, adjacent joist span.

R507.5.1 Lateral restraint at supports. Joist ends and bearing locations shall be provided with lateral restraint to prevent rotation. Where lateral restraint is provided by joist hangers or blocking between joists, their depth shall equal not less than 60 percent of the joist depth. Where lateral restraint is provided by rim joists, they shall be secured to the end of each joist

with not less than (3) 10d (3-inch 0.128-inch) nails or (3) No. 10 3-inch (76 mm) long wood screws.

TABLE R507.4 MAXIMUM JOIST SPACING

MATERIAL TYPE AND NOMINAL SIZE MAXIMUM ON-CENTER JOIST SPACING

Perpendicular to joist Diagonal to joista

11/ -inch-thick wood 4

16 inches 12 inches

2-inch-thick wood 24 inches 16 inches

Plastic composite In accordance with Section R507.3 In accordance with Section R507.3

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.01745 rad.

a. Maximum angle of 45 degrees from perpendicular for wood deck boards

TABLE R507.5 DECK JOIST SPANS FOR COMMON LUMBER SPECIESf (ft. - in.)

SPECIESa

SIZE

SPACING OF DECK JOISTS WITH NO CANTILEVERb

(inches) SPACING OF DECK JOISTS WITH CANTILEVERSc

(inches)

12 16 24 12 16 24

Southern pine

2 6 9-11 9-0 7-7 6-8 6-8 6-8

2 8 13-1 11-10 9-8 10-1 10-1 9-8

2 10 16-2 14-0 11-5 14-6 14-0 11-5

2 12 18-0 16-6 13-6 18-0 16-6 13-6

Douglas fir-larchd, hem-fird

spruce-pine-fird

2 6 9-6 8-8 7-2 6-3 6-3 6-3

2 8 12-6 11-1 9-1 9-5 9-5 9-1

2 10 15-8 13-7 11-1 13-7 13-7 11-1

2 12 18-0 15-9 12-10 18-0 15-9 12-10

Redwood, western cedars, ponderosa pinee, red pinee

2 6 8-10 8-0 7-0 5-7 5-7 5-7

2 8 11-8 10-7 8-8 8-6 8-6 8-6

2 10 14-11 13-0 10-7 12-3 12-3 10-7

2 12 17-5 15-1 12-4 16-5 15-1 12-4

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound = 0.454 kg.

a. No. 2 grade with wet service factor.

b. Ground snow load, live load = 40 psf, dead load = 10 psf, L/ = 360.

c. Ground snow load, live load = 40 psf, dead load = 10 psf, L/ = 360 at main span, L/ = 180 at cantilever with a 220-pound point load applied to end. d. Includes incising factor.

e. Northern species with no incising factor

f. Cantilevered spans not exceeding the nominal depth of the joist are permitted.


FIGURE R507.5

TYPICAL DECK JOIST SPANS


R507.6 Deck Beams. Maximum allowable spans for wood deck beams, as shown in Figure R507.6, shall be in accordance with Table R507.6. Beam plies shall be fastened with two rows of 10d (3-inch 0.128-inch) nails minimum at 16 inches (406 mm) on center along each edge. Beams shall be permitted to cantilever at each end up to one-fourth of the actual beam span. Splices of multispan beams shall be located at interior post locations.

Renumbered under Section R507.5 and/or R507.6

R507.7 Deck joist and deck beam bearing. The ends of each joist and beam shall have not less than 11/2 inches (38 mm) of bearing on wood or metal and not less than 3 inches (76 mm) on concrete or masonry for the entire width of the beam. Joist framing into the side of a ledger board or beam shall be supported by approved joist hangers. Joists bearing on a beam shall be connected to the beam to resist lateral displacement.

LEDGER BOARD LEDGER BOARD

JOISTS WITH DROPPED BEAM JOISTS WITH FLUSH BEAM

OPTIONAL

CANTILEVER

BUILDING WALL BUILDING WALL

JOIST HANGER JOIST HANGER

JOIST JOIST

RIM JOIST BEAM

BEAM

JOIST HANGER

POST BEYOND

POST

JOIST SPAN JOIST SPAN


SPECIESc

SIZEd

DECK JOIST SPAN LESS THAN OR EQUAL TO: (feet)

6 8 10 12 14 16 18

Southern pine

2 – 2 6 6-11 5-11 5-4 4-10 4-6 4-3 4-0

2 – 2 8 8-9 7-7 6-9 6-2 5-9 5-4 5-0

2 – 2 10 10-4 9-0 8-0 7-4 6-9 6-4 6-0

2 – 2 12 12-2 10-7 9-5 8-7 8-0 7-6 7-0

3 – 2 6 8-2 7-5 6-8 6-1 5-8 5-3 5-0

3 – 2 8 10-10 9-6 8-6 7-9 7-2 6-8 6-4

3 – 2 10 13-0 11-3 10-0 9-2 8-6 7-11 7-6

3 – 2 12 15-3 13-3 11-10 10-9 10-0 9-4 8-10

Douglas fir-larche, hem-fire, spruce-pine-fire, redwood, western cedars, ponderosa pinef, red pinef

3 6 or 2 – 2 x 6 5-5 4-8 4-2 3-10 3-6 3-1 2-9

3 8 or 2 – 2 8 6-10 5-11 5-4 4-10 4-6 4-1 3-8

3 10 or 2 – 2 10 8-4 7-3 6-6 5-11 5-6 5-1 4-8

3 12 or 2 – 2 12 9-8 8-5 7-6 6-10 6-4 5-11 5-7

4 6 6-5 5-6 4-11 4-6 4-2 3-11 3-8

4 8 8-5 7-3 6-6 5-11 5-6 5-2 4-10

4 10 9-11 8-7 7-8 7-0 6-6 6-1 5-8

4 12 11-5 9-11 8-10 8-1 7-6 7-0 6-7

3 – 2 6 7-4 6-8 6-0 5-6 5-1 4-9 4-6

3 – 2 8 9-8 8-6 7-7 6-11 6-5 6-0 5-8

3 – 2 10 12-0 10-5 9-4 8-6 7-10 7-4 6-11

3 – 2 12 13-11 12-1 10-9 9-10 9-1 8-6 8-1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound = 0.454 kg.

a. Ground snow load, live load = 40 psf, dead load = 10 psf, L/ = 360 at main span, L/ = 180 at cantilever with a 220-pound point load applied at the end.

b. Beams supporting deck joists from one side only.

c. No. 2 grade, wet service factor.

d. Beam depth shall be greater than or equal to depth of joists with a flush beam condition.

e. Includes incising factor.

f. Northern species. Incising factor not included.

FIGURE R507.6 TYPICAL DECK BEAM SPANS

TABLE R507.6

DECK BEAM SPAN LENGTHSa, b (ft. - in.)

JOISTS JOISTS

BEAM

BEAM

OPTIONAL

CANTILEVER

OPTIONAL

CANTILEVER

POST

POST

DROPPED BEAM FLUSH BEAM

BEAM SPAN

BEAM SPAN OPTIONAL

CANTILEVER


Renumbered under Section R507.4 and/or R507.5

R507.7.1 Deck post to deck beam. Deck beams shall be attached to deck posts in accordance with Figure R507.7.1 or by other equivalent means capable to resist lateral displacement. Manufactured post-to-beam connectors shall be sized for the post and beam sizes. All bolts shall have washers under the head and nut.

Exception: Where deck beams bear directly on footings in accordance with Section R507.8.1.


R507.8 Deck posts. For single-level wood-framed decks with beams sized in accordance with Table R507.6, deck post size shall be in accordance with Table R507.8.

TABLE R507.8 DECK POST HEIGHTa

DECK POST SIZE MAXIMUM HEIGHTa

4 4 8'

4 6 8'

6 6 14'

For SI: 1 foot = 304.8 mm.

a. Measured to the underside of the beam.


R507.8.1 Deck post to deck footing. Posts shall bear on footings in accordance with Section R403 and Figure R507.8.1. Posts shall be restrained to prevent lateral displacement at the bottom support. Such lateral restraint shall be provided by manufactured connectors installed in accordance with Section R507 and the manufacturers’ instructions or a minimum post embedment of 12 inches (305 mm) in surrounding soils or concrete piers.

5½″ MIN.

2½″ MIN.

BEAM APPROVED POST CAP

(2) ½″ DIAMETER THROUGH-BOLTS WITH WASHERS

DECK POST

DECK POST

NOTCH POST POST CAP


FIGURE R507.7.1 DECK BEAM TO DECK POST

Report B – New Group B Items March 2015 Page 34

DE

PT

H P

ER

R

40

3.1

.4

GRADE

CONCRETE

STEM

TYPICAL DECK

POST

FIGURE R507.8.2

TYPICAL DECK POSTS TO DECK FOOTINGS

TYPICAL

FOOTING


ITEM IRC App L-1 John Taecker

Delete Appendix L without substitution.


ITEM IRC App O-1 John Taecker

Move Appendix O into Chapter 3

GROUP B-2015 BCAC TOPICSReport D – Group B New Topics July 2015 Page 3 ITEM IBC 16-2 Gary Ehrlich Table 1607.1 and Section 3106 – Canopies and Marquees For the 2012 IBC, a proposal

Documents