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Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2113 - MASONRY CHIMNEYS › Subsection 2113.16 - Flue area (masonry fireplace)

Current through Register 1525, July 5, 2024
Flue sizing for chimneys serving fireplaces shall be in
				  accordance with Section 2113.16.1 or 2113.16.2.
TABLE 2113.16(1) NET CROSS-SECTIONAL AREA OF ROUND
				  FLUE SIZESa
FLUE SIZE, INSIDE DIAMETER
(inches)
CROSS-SECTIONAL AREA
(square inches)
6
28
7
38
8
50
10
78
103/4
90
12
113
15
176
18
254
For SI: 1 inch = 25.4 mm, 1 square inch = 645
							 mm2.
a. Flue sizes are based on ASTM C
							 315.
TABLE 2113.16(2) NET CROSS-SECTIONAL AREA OF SQUARE
				  AND RECTANGULAR FLUE SIZES
FLUE SIZE, OUTSIDE NOMINAL DIMENSIONS
(inches)
CROSS-SECTIONAL AREA
(square inches)
4.5 x 8.5
23
4.5 x 13
34
8 x 8
42
8.5 x 8.5
49
8 x 12
67
8.5 x 13
76
12 x 12
102
8.5 x 18
101
13 x 13
127
12 x 16
131
13 x 18
173
16 x 16
181
16 x 20
222
18 x 18
233
20 x 20
298
20 x 24
335
24 x 24
431
For SI: 1 inch = 25.4 mm, 1 square inch = 645
							 mm2.
Click to view
							 image
For SI: 1 foot = 304.8 mm, 1 square inch = 645
							 mm2.
FIGURE 2113.16 FLUE SIZES FOR MASONRY
				  CHIMNEYS
2113.16.1
Minimum area.
Round chimney flues shall have a minimum net
				cross-sectional area of at least
				1/12 of the fireplace
				opening. Square chimney flues shall have a minimum net cross-sectional area of
				at least 1/10 of the
				fireplace opening. Rectangular chimney flues with an aspect ratio less than 2
				to 1 shall have a minimum net cross-sectional area of at least
				1/10 of the fireplace
				opening. Rectangular chimney flues with an aspect ratio of 2 to 1 or more shall
				have a minimum net cross-sectional area of at least
				1/8 of the fireplace
				opening.
2113.16.2
Determination of minimum area.
The minimum net cross-sectional area of
				the flue shall be determined in accordance with Figure 2113.16. A flue size
				providing at least the equivalent net cross-sectional area shall be used.
				Cross-sectional areas of clay flue linings are as provided in Tables 2113.16(1)
				and 2113.16(2) or as provided by the manufacturer or as measured in the field.
				The height of the chimney shall be measured from the firebox floor to the top
				of the chimney flue.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2113 - MASONRY CHIMNEYS › Subsection 2113.17 - Inlet

Current through Register 1525, July 5, 2024
Inlets to masonry chimneys shall enter from the side. Inlets
				  shall have a thimble of fireclay, rigid refractory material or metal that will
				  prevent the connector from pulling out of the inlet or from extending beyond
				  the wall of the liner.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2113 - MASONRY CHIMNEYS › Subsection 2113.18 - Masonry chimney cleanout openings

Current through Register 1525, July 5, 2024
Cleanout openings shall be provided within 6 inches (152 mm)
				  of the base of each flue within every masonry chimney. The upper edge of the
				  cleanout shall be located at least 6 inches (152 mm) below the lowest chimney
				  inlet opening. The height of the opening shall be at least 6 inches (152 mm).
				  The cleanout shall be provided with a noncombustible cover.
Exception:
Chimney flues serving masonry
				  fireplaces, where cleaning is possible through the fireplace
				  opening.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2113 - MASONRY CHIMNEYS › Subsection 2113.19 - Chimney clearances

Current through Register 1525, July 5, 2024
Any portion of a masonry chimney located in the interior of
				  the building or within the
exterior wall
of the building shall
				  have a minimum airspace clearance to combustibles of 2 inches (51 mm). Chimneys
				  located entirely outside the
exterior walls
of the building,
				  including chimneys that pass through the soffit or cornice, shall have a
				  minimum airspace clearance of 1 inch (25 mm). The airspace shall not be filled,
				  except to provide fireblocking in accordance with Section 2113.20.
Exceptions:
1. Masonry chimneys equipped with a chimney
				lining system
listed
and labeled for use in chimneys in
				contact with combustibles in accordance with UL 1777, and installed in
				accordance with the manufacturer's instructions, are permitted to have
				combustible material in contact with their exterior surfaces.
2. Where masonry chimneys are constructed as
				part of masonry or concrete walls, combustible materials shall not be in
				contact with the masonry or concrete wall less than 12 inches (305 mm) from the
				inside surface of the nearest flue lining.
3. Exposed combustible
trim
and the edges of sheathing materials, such as wood siding, are permitted to
				abut the masonry chimney sidewalls, in accordance with Figure 2113.19, provided
				such combustible
trim
or sheathing is a minimum of 12 inches
				(305 mm) from the inside surface of the nearest flue lining. Combustible
				material and
trim
shall not overlap the corners of the chimney
				by more than 1 inch (25 mm).
Click to view
							 image
For SI: 1 inch = 25.4 mm.
FIGURE 2113.19 ILLUSTRATION OF EXCEPTION THREE CHIMNEY
				  CLEARANCE PROVISION
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2113 - MASONRY CHIMNEYS › Subsection 2113.20 - Chimney fireblocking

Current through Register 1525, July 5, 2024
All spaces between chimneys and floors and ceilings through
				  which chimneys pass shall be fireblocked with noncombustible material securely
				  fastened in place. The fireblocking of spaces between wood joists, beams or
				  headers shall be to a depth of 1 inch (25 mm) and shall only be placed on
				  strips of metal or metal lath laid across the spaces between combustible
				  material and the chimney.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2201 - GENERAL › Subsection 2201.1 - Scope

Current through Register 1525, July 5, 2024
The provisions of this chapter govern the quality, design,
				  fabrication and erection of steel used structurally in buildings or
				  structures.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2202 - DEFINITIONS › Subsection 2202.1 - Definitions

Current through Register 1525, July 5, 2024
The following words and terms shall, for the purposes of
				  this chapter and as used elsewhere in this code, have the meaning shown
				  herein.
STEEL CONSTRUCTION, COLD-FORMED.
That type of
				  construction made up entirely or in part of steel structural members cold
				  formed to shape from sheet or strip steel such as roof deck, floor and wall
				  panels, studs, floor joists, roof joists and other structural elements.
STEEL JOIST.
Any steel structural member of a
				  building or structure made of hot-rolled or cold-formed solid or open-web
				  sections, or riveted or welded bars, strip or sheet steel members, or slotted
				  and expanded, or otherwise deformed rolled sections.
STEEL MEMBER, STRUCTURAL.
Any steel structural
				  member of a building or structure consisting of a rolled steel structural shape
				  other than cold-formed steel, or steel joist members.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2203 - IDENTIFICATION AND PROTECTION OF STEEL FOR STRUCTURAL PURPOSES › Subsection 2203.1 - Identification

Current through Register 1525, July 5, 2024
Identification of structural steel members shall comply with
				  the requirements contained in AISC 360. Identification of cold-formed steel
				  members shall comply with the requirements contained in AISI S100.
				  Identification of cold-formed steel light-frame construction shall also comply
				  with the requirements contained in AISI S200. Other steel furnished for
				  structural load-carrying purposes shall be properly identified for conformity
				  to the ordered grade in accordance with the specified ASTM standard or other
				  specification and the provisions of this chapter. Steel that is not readily
				  identifiable as to grade from marking and test records shall be tested to
				  determine conformity to such standards.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2203 - IDENTIFICATION AND PROTECTION OF STEEL FOR STRUCTURAL PURPOSES › Subsection 2203.2 - Protection

Current through Register 1525, July 5, 2024
Painting of structural steel members shall comply with the
				  requirements contained in AISC 360. Painting of open-web steel joists and joist
				  girders shall comply with the requirements of SJI CJ-1.0, SJI JG-1.1, SJI K-1.1
				  and SJI LH/DLH-1.1. Individual structural members and assembled panels of
				  cold-formed steel construction shall be protected against corrosion in
				  accordance with the requirements contained in AISI S100. Protection of
				  cold-formed steel light- frame construction shall also comply with the
				  requirements contained in AISI S200.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2204 - CONNECTIONS › Subsection 2204.1 - Welding

Current through Register 1525, July 5, 2024
The details of design, workmanship and technique for
				  welding, inspection of welding and qualification of welding operators shall
				  conform to the requirements of the specifications listed in Sections 2205,
				  2206, 2207, 2209 and 2210.
Special inspection
of welding shall
				  be provided where required by Section 1704.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2204 - CONNECTIONS › Subsection 2204.2 - Bolting

Current through Register 1525, July 5, 2024
The design, installation and inspection of bolts shall be in
				  accordance with the requirements of the specifications listed in Sections 2205,
				  2206, 2209 and 2210.
Special inspection
of the installation of
				  high-strength bolts shall be provided where required by Section
				  1704.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2205 - STRUCTURAL STEEL › Subsection 2205.1 - General

Current through Register 1525, July 5, 2024
The design, fabrication and erection of structural steel for
				  buildings and structures shall be in accordance with AISC 360. Where required,
				  the seismic design of steel structures shall be in accordance with the
				  additional provisions of Section 2205.2.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2205 - STRUCTURAL STEEL › Subsection 2205.2 - Seismic requirements for steel structures

Current through Register 1525, July 5, 2024
The design of structural steel structures to resist seismic
				  forces shall be in accordance with the provisions of Section 2205.2.1 or
				  2205.2.2 for the appropriate
seismic design category
.
2205.2.1
Seismic Design Category A, B
				or C.
Structural steel structures assigned to
Seismic Design
				Category
A, B or C shall be of any construction permitted in Section
				2205. An
R
factor as set forth in Section 12.2.1 of ASCE 7 for
				the appropriate steel system is permitted where the structure is designed and
				detailed in accordance with the provisions of AISC 341, Part I. Systems not
				detailed in accordance with the above shall use the
R
factor
				in Section 12.2.1 of ASCE 7 designated for "structural steel systems not
				specifically detailed for seismic resistance."
2205.2.2
Seismic Design Category D, E
				or F.
Structural steel structures assigned to
Seismic Design
				Category
D, E or F shall be designed and detailed in accordance with
				AISC 341, Part I.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2205 - STRUCTURAL STEEL › Subsection 2205.3 - Seismic requirements for composite construction

Current through Register 1525, July 5, 2024
The design, construction and quality of composite steel and
				  concrete components that resist seismic forces shall conform to the
				  requirements of the AISC 360 and ACI 318. An
R
factor as set
				  forth in Section 12.2.1 of ASCE 7 for the appropriate composite steel and
				  concrete system is permitted where the structure is designed and detailed in
				  accordance with the provisions of AISC 341, Part II. In
Seismic Design
				  Category
B or above, the design of such systems shall conform to the
				  requirements of AISC 341, Part II.
2205.3.1
Seismic Design Categories D, E
				and F.
Composite structures are permitted in
Seismic Design
				Categories
D , E and F, subject to the limitations in Section 12.2.1
				of ASCE 7, where substantiating evidence is provided to demonstrate that the
				proposed system will perform as intended by AISC 341, Part II. The
				substantiating evidence shall be subject to
building official
approval. Where composite elements or connections are required to sustain
				inelastic deformations, the substantiating evidence shall be based on cyclic
				testing.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2206 - STEEL JOISTS › Subsection 2206.1 - General

Current through Register 1525, July 5, 2024
The design, manufacture and use of open web steel joists and
				  joist girders shall be in accordance with one of the following Steel Joist
				  Institute (SJI) specifications:
1. SJI
				CJ-1.0
2. SJI K-1.1
3. SJI LH/DLH-1.1
4. SJI JG-1.1
Where required, the seismic design of buildings shall be in
				  accordance with the additional provisions of Section 2205.2 or
				  2210.5.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2206 - STEEL JOISTS › Subsection 2206.2 - Design

Current through Register 1525, July 5, 2024
The
registered design professional
shall
				  indicate on the
construction documents
the steel joist and/or
				  steel joist girder designations from the specifications
listed
in Section 2206.1 and shall indicate the requirements for joist and joist
				  girder design, layout, end supports, anchorage, non-SJI standard bridging,
				  bridging termination connections and bearing connection design to resist uplift
				  and lateral loads. These documents shall indicate special requirements as
				  follows:
1. Special loads including:
1.1. Concentrated loads;
1.2. Nonuniform loads;
1.3. Net uplift loads;
1.4. Axial loads;
1.5. End moments; and
1.6. Connection forces.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2206 - STEEL JOISTS › Subsection 2206.3 - Calculations

Current through Register 1525, July 5, 2024
The steel joist and joist girder manufacturer shall design
				  the steel joists and/or steel joist girders in accordance with the current SJI
				  specifications and load tables to support the load requirements of Section
				  2206.2. The
registered design professional
may require
				  submission of the steel joist and joist girder calculations as prepared by a
registered design professional
responsible for the product
				  design. If requested by the
registered design professional
,
				  the steel joist manufacturer shall submit design calculations with a cover
				  letter bearing the seal and signature of the joist manufacturer's
registered design professional
. In addition to standard
				  calculations under this seal and signature, submittal of the following shall be
				  included:
1. Non-SJI standard bridging
				details (e.g., for cantilevered conditions, net uplift, etc.).
2. Connection details for:
2.1. Non-SJI standard connections (e.g.,
				flush-framed or framed connections);
2.2. Field splices; and
2.3. Joist headers.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2206 - STEEL JOISTS › Subsection 2206.4 - Steel joist drawings

Current through Register 1525, July 5, 2024
Steel joist placement plans shall be provided to show the
				  steel joist products as specified on the
construction
				  documents
and are to be utilized for field installation in accordance
				  with specific project requirements as stated in Section 2206.2. Steel placement
				  plans shall include, at a minimum, the following:
1. Listing of all applicable loads as stated
				in Section 2206.2 and used in the design of the steel joists and joist girders
				as specified in the
construction documents
.
2. Profiles for nonstandard joist and joist
				girder configurations (standard joist and joist girder configurations are as
				indicated in the SJI catalog).
3.
				Connection requirements for:
3.1. Joist
				supports;
3.2. Joist girder
				supports;
3.3. Field splices;
				and
3.4. Bridging
				attachments.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2206 - STEEL JOISTS › Subsection 2206.5 - Certification

Current through Register 1525, July 5, 2024
At completion of manufacture, the steel joist manufacturer
				  shall submit a
certificate of compliance
in accordance with
				  Section 1704.2.2 stating that work was performed in accordance with
approved
construction documents
and with SJI
				  standard specifications.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2207 - STEEL CABLE STRUCTURES › Subsection 2207.1 - General

Current through Register 1525, July 5, 2024
The design, fabrication and erection including related
				  connections, and protective coatings of steel cables for buildings shall be in
				  accordance with ASCE 19.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2207 - STEEL CABLE STRUCTURES › Subsection 2207.2 - Seismic requirements for steel cable

Current through Register 1525, July 5, 2024
The design strength of steel cables shall be determined by
				  the provisions of ASCE 19 except as modified by these provisions.
1. A load factor of 1.1 shall be applied to
				the prestress force included in
T
3 and
T
4 as defined in Section
				3.12.
2. In Section 3.2.1, Item (c)
				shall be replaced with "1.5
T
3" and
				Item (d) shall be replaced with "1.5
T
4."
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2208 - STEEL STORAGE RACKS › Subsection 2208.1 - Storage racks

Current through Register 1525, July 5, 2024
The design, testing and utilization of industrial steel
				  storage racks made of cold-formed or hot-rolled steel structural members, shall
				  be in accordance with the RMI/ANSI MH 16.1. Where required by ASCE 7, the
				  seismic design of storage racks shall be in accordance with the provisions of
				  Section 15.5.3 of ASCE 7, except that Items (1), (2) and (3) of Section 15.5.3
				  of ASCE 7 do not apply when the rack design satisfies RMI/ANSI MH
				  16.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2209 - COLD-FORMED STEEL › Subsection 2209.1 - General

Current through Register 1525, July 5, 2024
The design of cold-formed carbon and low-alloy steel
				  structural members shall be in accordance with AISI S100. The design of
				  cold-formed stainless-steel structural members shall be in accordance with ASCE
				  8. Cold-formed steel light-frame construction shall also comply with Section
				  2210.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.1 - General

Current through Register 1525, July 5, 2024
The design and installation of structural members and
				  nonstructural members utilized in cold-formed steel light-frame construction
				  where the specified minimum base steel thickness is between 0.0179 inches
				  (0.455 mm) and 0.1180 inches (2.997 mm) shall be in accordance with AISI S200
				  and Sections 2210.2 through 2210.7, as applicable.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.2 - Header design

Current through Register 1525, July 5, 2024
Headers, including box and back- to-back headers, and double
				  and single L-headers shall be designed in accordance with AISI S212 or AISI
				  S100.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.3 - Trusses

Current through Register 1525, July 5, 2024
2210.3.1
Design.
Cold-formed steel trusses shall be designed in accordance with
				AISI S214, Sections 2210.3.1 through 2210.3.5 and accepted engineering
				practice.
2210.3.2
Truss
				design drawings.
The truss design drawings shall conform to the
				requirements of Section B2.3 of AISI S214 and shall be provided with the
				shipment of trusses delivered to the job site. The truss design drawings shall
				include the details of permanent individual truss member restraint/bracing in
				accordance with Section B6(a) or B6(c) of AISI S214 where these methods are
				utilized to provide restraint/bracing.
2210.3.3
Deferred submittals.
AISI S214 Section B4.2 shall be deleted.
2210.3.4
Trussses spanning 60 feet or
				greater.
The owner shall contract with a
registered design
				professional
for the design of the temporary installation
				restraint/bracing and the permanent individual truss member restraint/bracing
				for trusses with clear spans 60 feet (18 288 mm) or greater.
Special
				inspection
of trusses over 60 feet (18 288 mm) in length shall conform
				to Section 1704.
2210.3.5
Truss quality assurance.
Trusses not part of a manufacturing process
				that provides requirements for quality control done under the supervision of a
				third-party quality control agency, shall be manufactured in compliance with
				Sections 1704.2 and 1704.3, as applicable.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.4 - Wall stud design

Current through Register 1525, July 5, 2024
Wall studs shall be designed in accordance with either AISI
				  S211 or AISI S100.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.5 - Floor and roof system design

Current through Register 1525, July 5, 2024
Framing for floor and roof systems in buildings shall be
				  designed in accordance with either AISI S210 or AISI S100.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.6 - Lateral design

Current through Register 1525, July 5, 2024
Light-frame shear walls, diagonal strap bracing that is part
				  of a structural wall and diaphragms used to resist wind, seismic and other
				  in-plane lateral loads shall be designed in accordance with AISI
				  S213.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 22 - Steel › Section 2210 - COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION › Subsection 2210.7 - Prescriptive framing

Current through Register 1525, July 5, 2024
Detached one- and two-family
dwellings
and
townhouses
, less than or equal to three
stories
				  above
grade plane
, shall be permitted to be
				  constructed in accordance with AISI S230 subject to the limitations
				  therein.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2301 - GENERAL › Subsection 2301.2 - General design requirements

Current through Register 1525, July 5, 2024
The design of structural elements or systems, constructed
				  partially or wholly of wood or wood-based products, shall be in accordance with
				  one of the following methods:
1.
Allowable stress design
in accordance with Sections 2304, 2305
				and 2306.
2.
Load and
				resistance factor design
in accordance with Sections 2304, 2305 and
				2307.
3.
Conventional
				light-frame construction
in accordance with Sections 2304 and 2308.
Exception:
Buildings designed in accordance with
				  the provisions of the AF & PA WFCM shall be deemed to meet the requirements
				  of the provisions of Section 2308.
4. The design and construction of log
				structures shall be in accordance with the provisions of ICC 400.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2301 - GENERAL › Subsection 2301.3 - Nominal sizes

Current through Register 1525, July 5, 2024
For the purposes of this chapter, where dimensions of lumber
				  are specified, they shall be deemed to be nominal dimensions unless
				  specifically designated as actual dimensions (see Section
				  2304.2).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2303 - MINIMUM STANDARDS AND QUALITY › Subsection 2303.2 - Fire-retardant-treated wood

Current through Register 1525, July 5, 2024
Fire-retardant-treated wood
is any wood
				  product which, when impregnated with chemicals by a pressure process or other
				  means during manufacture, shall have, when tested in accordance with ASTM E 84
				  or UL 723, a
listed
flame spread index of 25 or less and show
				  no evidence of significant progressive combustion when the test is continued
				  for an additional 20-minute period. Additionally, the flame front shall not
				  progress more than 101/2 feet
				  (3200 mm) beyond the centerline of the burners at any time during the
				  test.
2303.2.1
Pressure
				process.
For wood products impregnated with chemicals by a pressure
				process, the process shall be performed in closed vessels under pressures not
				less than 50 pounds per square inch gauge (psig) (345 kPa).
2303.2.2
Other means during
				manufacture.
For wood products produced by other means during
				manufacture, the treatment shall be an integral part of the manufacturing
				process of the wood product. The treatment shall provide permanent protection
				to all surfaces of the wood product.
2303.2.3
Testing.
For wood
				products produced by other means during manufacture, other than a pressure
				process, all sides of the wood product shall be tested in accordance with and
				produce the results required in Section 2303.2. Wood structural panels shall be
				permitted to test only the front and back faces.
2303.2.4
Labeling.
Fire-retardant-treated lumber and wood structural panels shall be labeled. The
label
shall contain the following items:
1. The identification
mark
of an
approved
agency
in accordance with
				Section 1703.5.
2. Identification
				of the treating manufacturer.
3.
				The name of the fire-retardant treatment.
4. The species of wood treated.
5. Flame spread and smoke-developed
				index.
6. Method of drying after
				treatment.
7. Conformance to
				appropriate standards in accordance with Sections 2303.2.5 through
				2303.2.8.
8. For
fire-retardant-treated wood
exposed to weather, damp or wet
				locations, include the words "No increase in the
listed
classification when subjected to the Standard Rain Test" (ASTM D
				2898).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2303 - MINIMUM STANDARDS AND QUALITY › Subsection 2303.3 - Hardwood and plywood

Current through Register 1525, July 5, 2024
Hardwood and decorative plywood shall be manufactured and
				  identified as required in HPVA HP-1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2303 - MINIMUM STANDARDS AND QUALITY › Subsection 2303.4 - Trusses

Current through Register 1525, July 5, 2024
2303.4.1
Design.
Wood trusses shall be designed in accordance with the provisions
				of this code and accepted engineering practice. Members are permitted to be
				joined by nails, glue, bolts, timber connectors, metal connector plates or
				other
approved
framing devices.
2303.4.1.1
Truss design
				drawings.
The written, graphic and pictorial depiction of each
				individual truss shall be provided to the
building official
for approval prior to installation. Truss design drawings shall also be
				provided with the shipment of trusses delivered to the job site. Truss design
				drawings shall include, at a minimum, the information specified below:
1. Slope or depth, span and
				spacing;
2. Location of all joints
				and support locations;
3. Number of
				plies if greater than one;
4.
				Required bearing widths;
5. Design
				loads as applicable, including:
5.1. Top chord
				live load;
5.2. Top chord dead
				load;
5.3. Bottom chord live
				load;
5.4. Bottom chord dead
				load;
5.5. Additional loads and
				locations; and
5.6. Environmental
				design criteria and loads (wind, rain, snow, seismic,
				etc.);
6. Other lateral
				loads, including drag strut loads;
7. Adjustments to wood member and metal
				connector plate design value for conditions of use;
8. Maximum reaction force and direction,
				including maximum uplift reaction forces where applicable;
9. Metal-connector-plate type, size and
				thickness or gage, and the dimensioned location of each metal connector plate
				except where symmetrically located relative to the joint interface;
10. Size, species and grade for each wood
				member;
11. Truss-to-truss
				connections and truss field assembly requirements;
12. Calculated span-to-deflection ratio and
				maximum vertical and horizontal deflection for live and total load as
				applicable;
13. Maximum axial
				tension and compression forces in the truss members; and
14. Required permanent individual truss
				member restraint location and the method and details of restraint/bracing to be
				used in accordance with Section 2303.4.1.2.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2303 - MINIMUM STANDARDS AND QUALITY › Subsection 2303.5 - Test standard for joist hangers and connectors

Current through Register 1525, July 5, 2024
For the required test standards for joist hangers and
				  connectors, see Section 1716.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2303 - MINIMUM STANDARDS AND QUALITY › Subsection 2303.6 - Nails and staples

Current through Register 1525, July 5, 2024
Nails and staples shall conform to requirements of ASTM F
				  1667. Nails used for framing and sheathing connections shall have minimum
				  average bending yield strengths as follows: 80 kips per square inch (ksi) (551
				  MPa) for shank diameters larger than 0.177 inch (4.50 mm) but not larger than
				  0.254 inch (6.45 mm), 90 ksi (620 MPa) for shank diameters larger than 0.142
				  inch (3.61 mm) but not larger than 0.177 inch (4.50 mm) and 100 ksi (689 MPa)
				  for shank diameters of at least 0.099 inch (2.51 mm) but not larger than 0.142
				  inch (3.61 mm).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2303 - MINIMUM STANDARDS AND QUALITY › Subsection 2303.7 - Shrinkage

Current through Register 1525, July 5, 2024
Consideration shall be given in design to the possible
				  effect of cross-grain dimensional changes considered vertically which may occur
				  in lumber fabricated in a green condition.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2304 - GENERAL CONSTRUCTION REQUIREMENTS › Subsection 2304.2 - Size of structural members

Current through Register 1525, July 5, 2024
Computations to determine the required sizes of members
				  shall be based on the net dimensions (actual sizes) and not nominal
				  sizes.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2304 - GENERAL CONSTRUCTION REQUIREMENTS › Subsection 2304.3 - Wall framing

Current through Register 1525, July 5, 2024
The framing of exterior and interior walls shall be in
				  accordance with the provisions specified in Section 2308 unless a specific
				  design is furnished.
2304.3.1
Bottom plates.
Studs shall have full bearing on a 2-inch-thick (actual
				11/2-inch, 38 mm) or larger
				plate or sill having a width at least equal to the width of the
				studs.
2304.3.2
Framing over
				openings.
Headers, double joists, trusses or other
approved
assemblies that are of adequate size to transfer
				loads to the vertical members shall be provided over window and door openings
				in load-bearing walls and partitions.
2304.3.3
Shrinkage.
Wood walls
				and bearing partitions shall not support more than two floors and a roof unless
				an analysis satisfactory to the
building official
shows that
				shrinkage of the wood framing will not have adverse effects on the structure or
				any plumbing, electrical or mechanical systems, or other equipment installed
				therein due to excessive shrinkage or differential movements caused by
				shrinkage. The analysis shall also show that the roof drainage system and the
				foregoing systems or equipment will not be adversely affected or, as an
				alternate, such systems shall be designed to accommodate the differential
				shrinkage or movements.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2304 - GENERAL CONSTRUCTION REQUIREMENTS › Subsection 2304.4 - Floor and roof framing

Current through Register 1525, July 5, 2024
The framing of wood-joisted floors and wood framed roofs
				  shall be in accordance with the provisions specified in Section 2308 unless a
				  specific design is furnished.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2304 - GENERAL CONSTRUCTION REQUIREMENTS › Subsection 2304.5 - Framing around flues and chimneys

Current through Register 1525, July 5, 2024
Combustible framing shall be a minimum of 2 inches (51 mm),
				  but shall not be less than the distance specified in Sections 2111 and 2113 and
				  the
International Mechanical Code
, from flues, chimneys and
				  fireplaces, and 6 inches (152 mm) away from flue openings.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2304 - GENERAL CONSTRUCTION REQUIREMENTS › Subsection 2304.10 - Heavy timber construction

Current through Register 1525, July 5, 2024
2304.10.1
Columns.
Columns
				shall be continuous or superimposed throughout all stories by means of
				reinforced concrete or metal caps with brackets, or shall be connected by
				properly designed steel or iron caps, with pintles and base plates, or by
				timber splice plates affixed to the columns by metal connectors housed within
				the contact faces, or by other
approved
methods.
2304.10.1.1
Column connections.
Girders and beams shall be closely fitted around columns and adjoining ends
				shall be cross tied to each other, or intertied by caps or ties, to transfer
				horizontal loads across joints. Wood bolsters shall not be placed on tops of
				columns unless the columns support roof loads only.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2304 - GENERAL CONSTRUCTION REQUIREMENTS › Subsection 2304.12 - Long-term loading

Current through Register 1525, July 5, 2024
Wood members supporting concrete, masonry or similar
				  materials shall be checked for the effects of long-term loading using the
				  provisions of the AF & PA NDS. The total deflection, including the effects
				  of long-term loading, shall be limited in accordance with Section 1604.3.1 for
				  these supported materials.
Exception:
Horizontal wood members supporting
				  masonry or concrete nonstructural floor or roof surfacing not more than 4
				  inches (102 mm) thick need not be checked for long-term
				  loading.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2305 - GENERAL DESIGN REQUIREMENTS FOR LATERAL-FORCE-RESISTING SYSTEMS › Subsection 2305.1 - General

Current through Register 1525, July 5, 2024
Structures using wood shear walls and diaphragms to resist
				  wind, seismic and other lateral loads shall be designed and constructed in
				  accordance with AF & PA SDPWS and the provisions of Sections 2305, 2306 and
				  2307.
2305.1.1
Openings in shear
				panels.
Openings in shear panels that materially affect their strength
				shall be detailed on the plans, and shall have their edges adequately
				reinforced to transfer all shearing stresses.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2305 - GENERAL DESIGN REQUIREMENTS FOR LATERAL-FORCE-RESISTING SYSTEMS › Subsection 2305.3 - Shear wall deflection

Current through Register 1525, July 5, 2024
The deflection (Delta) of a blocked wood structural panel
				  shear wall uniformly fastened throughout with staples is permitted to be
				  calculated by the use of the following equation:
Click to view
							 image
(Equation 23-2)
For SI:
Click to view
							 image
where:
A
= Area of boundary element cross section
				  in square inches (mm2) (vertical member at shear
				  wall boundary).
b
= Wall width, in feet (mm).
d
a = Vertical
				  elongation of overturning anchorage (including fastener slip, device
				  elongation, anchor rod elongation, etc.) at the design shear load
				  (
v
).
E
= Elastic modulus of boundary element
				  (vertical member at shear wall boundary), in pounds per square inch
				  (N/mm2).
e
n = Staple
				  deformation, in inches (mm) [see Table 2305.2(1)].
Gt =
Panel rigidity through the thickness,
				  in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)].
h
= Wall height, in feet (mm).
v
= Maximum shear due to design loads at
				  the top of the wall, in pounds per linear foot (N/mm).
[Delta] = The calculated deflection, in inches (mm).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2306 - ALLOWABLE STRESS DESIGN › Subsection 2306.4 - Lumber sheathed shear walls

Current through Register 1525, July 5, 2024
Single and double diagonally sheathed lumber shear walls
				  shall be designed and constructed in accordance with AF & PA SDPWS. Single
				  and double diagonally sheathed lumber walls shall not be used to resist seismic
				  forces in structures assigned to
Seismic Design Category
E or
				  F.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2306 - ALLOWABLE STRESS DESIGN › Subsection 2306.5 - Particleboard shear walls

Current through Register 1525, July 5, 2024
Particleboard shear walls shall be designed and constructed
				  in accordance with AF & PA SDPWS. Particleboard shear walls shall be
				  permitted to resist horizontal forces using the allowable shear capacities set
				  forth in Table 2306.5. Allowable capacities in Table 2306.5 are permitted to be
				  increased 40 percent for wind design. Particleboard shall not be used to resist
				  seismic forces in structures assigned to
Seismic Design
				  Category
D, E or F.
TABLE 2306.5
ALLOWABLE SHEAR FOR
				  PARTICLEBOARD SHEAR WALL SHEATHINGb
PANEL GRADE
MINIMUM NOMINAL
PANEL
							 THICKNESS
(inch)
MINIMUM NAIL
PENETRATION IN
FRAMING
(inches)
PANELS APPLIED DIRECT TO
							 FRAMING
Nail size (common or
galvanized box)
Allowable shear (pounds per foot)
							 nail spacing at
panel edges
							 (inches)a
6
4
3
2
M-S "Exterior Glue" and M-2 "Exterior
							 Glue"
3/8
11/2
6d
120
180
230
300
3/8
11/2
8d
130
190
240
315
1/2
140
210
270
350
1/2
15/8
10d
185
275
360
460
5/8
200
305
395
520
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939
							 N/m.
a. Values are not permitted in Seismic Design Category D, E
							 or F.
b. Galvanized nails shall be hot-dipped or tumbled.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2306 - ALLOWABLE STRESS DESIGN › Subsection 2306.6 - Fiberboard shear walls

Current through Register 1525, July 5, 2024
Fiberboard shear walls shall be designed and constructed in
				  accordance with AF & PA SDPWS. Fiberboard shear walls are permitted to
				  resist horizontal forces using the allowable shear capacities set forth in
				  Table 2306.6. Allowable capacities in Table 2306.6 are permitted to be
				  increased 40 percent for wind design. Fiberboard shall not be used to resist
				  seismic forces in structures assigned to
Seismic Design
				  Category
D, E or F.
TABLE 2306.6
ALLOWABLE SHEAR VALUES (plf)
				  FOR WIND OR SEISMIC LOADING ON
SHEAR WALLS OF FIBERBOARD SHEATHING
				  BOARD CONSTRUCTION FOR TYPE V CONSTRUCTION
				  ONLYa,b,c,d,e
THICKNESS AND
GRADE
FASTENER SIZE
ALLOWABLE SHEAR VALUE
(pounds per linear foot)
NAIL SPACING AT PANEL EDGES
							 (inches)a
4
3
2
1/2' or 25/32' Structural
No. 11 gage galvanized roofing nail 11/2' long for
							 1/2', 13/4' long for 25/32' with 3/8' head
170
230
260
No. 11 gage galvanized staple, 7/16'
							 crownf
150
200
225
No. 11 gage galvanized staple, 1'
							 crownf
220
290
325
For SI: 1 inch = 25.4 mm, 1 pound per linear foot =
							 14.5939 N/m.
a. Fiberboard sheathing shall not be used to brace
							 concrete or masonry walls.
b. Panel edges shall be backed with
							 2-inch or wider framing of Douglas fir-larch or Southern pine. For framing of
							 other species: (1) Find specific gravity for species of framing lumber in AF
							 & PA NDS. (2) For staples, multiply the shear value from the table above by
							 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all
							 other species. (3) For nails, multiply the shear value from the table above by
							 the following adjustment factor: specific gravity adjustment factor =
							 [1-(0.5-SG)], where SG = Specific gravity of the framing lumber.
c. Values shown are for fiberboard sheathing on one side only with long panel
							 dimension either parallel or perpendicular to studs.
d. Fastener
							 shall be spaced 6 inches on center along intermediate framing members.
e. Values are not permitted in Seismic Design Category D, E or F.
f. Staple length shall not be less than 11/2 inches for 25/32-inch
							 sheathing or 11/4 inches for 1/2-inch sheathing.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2307 - LOAD AND RESISTANCE FACTOR DESIGN › Subsection 2307.1 - Load and resistance factor design

Current through Register 1525, July 5, 2024
The structural analysis and construction of wood elements
				  and structures using
load and resistance factor design
shall
				  be in accordance with AF & PA NDS and AF & PA SDPWS.
2307.1.1
Wood structural panel shear
				walls.
In
Seismic Design Category
D, E or F, where
				shear design values exceed 490 pounds per foot (7154 N/m), all framing members
				receiving edge nailing from abutting panels shall not be less than a single
				3-inch (76 mm) nominal member or two 2-inch (51 mm) nominal members fastened
				together in accordance with AF & PA NDS to transfer the design shear value
				between framing members. Wood structural panel joint and sill plate nailing
				shall be staggered at all panel edges. See Sections 4.3.6.1 and 4.3.6.4.3 of AF
				& PA SDPWS for sill plate size and anchorage requirements.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2308 - CONVENTIONAL LIGHT-FRAME CONSTRUCTION › Subsection 2308.1 - General

Current through Register 1525, July 5, 2024
The requirements of this section are intended for
conventional light-frame construction
. Other methods are
				  permitted to be used, provided a satisfactory design is submitted showing
				  compliance with other provisions of this code. Interior nonload-bearing
				  partitions, ceilings and curtain walls of
conventional light-frame
				  construction
are not subject to the limitations of this section.
				  Alternatively, compliance with AF & PA WFCM shall be permitted subject to
				  the limitations therein and the limitations of this code. Detached one- and
				  two-family dwellings and multiple single-family dwellings (townhouses) not more
				  than three
stories above grade plane
in height with a separate
means of egress
and their accessory structures shall comply
				  with the
International Residential Code
.
2308.1.1
Portions exceeding limitations
				of conventional construction.
When portions of a building of otherwise
				conventional construction exceed the limits of Section 2308.2, these portions
				and the supporting load path shall be designed in accordance with accepted
				engineering practice and the provisions of this code. For the purposes of this
				section, the term "portions" shall mean parts of buildings containing volume
				and area such as a room or a series of rooms.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 23 - Wood › Section 2308 - CONVENTIONAL LIGHT-FRAME CONSTRUCTION › Subsection 2308.2 - Limitations

Current through Register 1525, July 5, 2024
Buildings are permitted to be constructed in accordance with
				  the provisions of
conventional light-frame construction
,
				  subject to the following limitations, and to further limitations of Sections
				  2308.11 and 2308.12.
1. Buildings
				shall be limited to a maximum of three
stories above
grade plane
. For the purposes of this section, for buildings
				in
Seismic Design Category
D or E as determined in Section
				1613, cripple stud walls shall be considered to be a
story
.
Exception:
Solid blocked cripple walls not
				  exceeding 14 inches (356 mm) in height need not be considered a
story
.
2.
				Maximum floor-to-floor height shall not exceed 11 feet, 7 inches (3531 mm).
				Bearing wall height shall not exceed a stud height of 10 feet (3048
				mm).
3. Loads as determined in
				Chapter 16 shall not exceed the following:
3.1. Average dead loads shall not exceed 15
				psf (718 N/m2) for combined roof and ceiling,
				exterior walls, floors and partitions.
Exceptions:
1. Subject to the limitations of Sections
				2308.11.2 and 2308.12.2, stone or masonry veneer up to the lesser of 5 inches
				(127 mm) thick or 50 psf (2395 N/m2) and installed
				in accordance with Chapter 14 is permitted to a height of 30 feet (9144 mm)
				above a noncombustible foundation, with an additional 8 feet (2438 mm)
				permitted for gable ends.
2.
				Concrete or masonry fireplaces, heaters and chimneys shall be permitted in
				accordance with the provisions of this code.