reglab/statecodes huggingface dataset:
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1906 - FORMWORK, EMBEDDED PIPES AND CONSTRUCTION JOINTS › Subsection 1906.3 - Conduits and pipes embedded in concrete

Current through Register 1525, July 5, 2024
Conduits, pipes and sleeves of any material not harmful to
				  concrete and within the limitations of ACI 318, Section 6.3, are permitted to
				  be embedded in concrete with approval of the registered design
				  professional.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1906 - FORMWORK, EMBEDDED PIPES AND CONSTRUCTION JOINTS › Subsection 1906.4 - Construction joints

Current through Register 1525, July 5, 2024
Construction joints, including their location, shall comply
				  with the provisions of ACI 318, Section 6.4.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.2 - Minimum bend diameters

Current through Register 1525, July 5, 2024
Minimum reinforcement bend diameters utilized in concrete
				  construction shall comply with ACI 318, Section 7.2.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.4 - Surface conditions of reinforcement

Current through Register 1525, July 5, 2024
The surface conditions of reinforcement shall comply with
				  the provisions of ACI 318, Section 7.4.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.5 - Placing reinforcement

Current through Register 1525, July 5, 2024
The placement of reinforcement, including tolerances on
				  depth and cover, shall comply with the provisions of ACI 318, Section 7.5.
				  Reinforcement shall be accurately placed and adequately supported before
				  concrete is placed.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.6 - Spacing limits for reinforcement

Current through Register 1525, July 5, 2024
The clear distance between reinforcing bars, bundled bars,
				  tendons and ducts shall comply with ACI 318, Section 7.6.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.7 - Concrete protection for reinforcement

Current through Register 1525, July 5, 2024
The minimum specified concrete cover for reinforcement shall
				  comply with Sections 1907.7.1 through 1907.7.8.
1907.7.1
Cast-in-place concrete
				(nonprestressed).
Minimum specified concrete cover shall be provided for
				reinforcement in nonprestressed, cast-in-place concrete construction in
				accordance with ACI 318, Section 7.7.1.
1907.7.2
Cast-in-place concrete
				(prestressed).
The minimum specified concrete cover for prestressed and
				nonprestressed reinforcement, ducts and end fittings in cast-in-place
				prestressed concrete shall comply with ACI 318, Section 7.7.2.
1907.7.3
Precast concrete (manufactured
				under plant control conditions).
The minimum specified concrete cover
				for prestressed and nonprestressed reinforcement, ducts and end fittings in
				precast concrete manufactured under plant control conditions shall comply with
				ACI 318, Section 7.7.3.
1907.7.4
Bundled bars.
The minimum specified concrete cover for bundled
				bars shall comply with ACI 318, Section 7.7.4.
1907.7.5
Headed shear stud
				reinforcement.
For headed shear stud reinforcement, the minimum
				specified concrete cover shall comply with ACI 318, Section 7.7.5.
1907.7.6
Corrosive environments.
In corrosive environments or other severe exposure conditions, prestressed and
				nonprestressed reinforcement shall be provided with additional protection in
				accordance with ACI 318, Section 7.7.6.
1907.7.7
Future extensions.
Exposed reinforcement, inserts and plates intended for bonding with future
				extensions shall be protected from corrosion.
1907.7.8
Fire protection.
When
				this code requires a thickness of cover for fire protection greater than the
				minimum concrete cover in Section 1907.7, such greater thickness shall be
				specified.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.8 - Special reinforcement details for columns

Current through Register 1525, July 5, 2024
Offset bent longitudinal bars in columns and load transfer
				  in structural steel cores of composite compression members shall comply with
				  the provisions of ACI 318, Section 7.8.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.10 - Lateral reinforcement for compression members

Current through Register 1525, July 5, 2024
Lateral reinforcement for concrete compression members shall
				  comply with the provisions of ACI 318, Section 7.10.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.11 - Lateral reinforcement for flexural members

Current through Register 1525, July 5, 2024
Lateral reinforcement for compression reinforcement in
				  concrete flexural members shall comply with the provisions of ACI 318, Section
				  7.11.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.12 - Shrinkage and temperature reinforcement

Current through Register 1525, July 5, 2024
Reinforcement for shrinkage and temperature stresses in
				  concrete members shall comply with the provisions of ACI 318, Section
				  7.12.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1907 - DETAILS OF REINFORCEMENT › Subsection 1907.13 - Requirements for structural integrity

Current through Register 1525, July 5, 2024
The detailing of reinforcement and connections between
				  concrete members shall comply with the provisions of ACI 318, Section 7.13, to
				  improve structural integrity.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1909 - STRUCTURAL PLAIN CONCRETE › Subsection 1909.1 - Scope

Current through Register 1525, July 5, 2024
The design and construction of structural plain concrete,
				  both cast-in-place and precast, shall comply with the minimum requirements of
				  Section 1909 and ACI 318, Chapter 22, as modified in Section 1908.
1909.1.1
Special structures.
For
				special structures, such as arches, underground utility structures, gravity
				walls and shielding walls, the provisions of this section shall govern where
				applicable.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1909 - STRUCTURAL PLAIN CONCRETE › Subsection 1909.2 - Limitations

Current through Register 1525, July 5, 2024
The use of structural plain concrete shall be limited
				  to:
1. Members that are continuously
				supported by soil, such as walls and footings, or by other structural members
				capable of providing continuous vertical support.
2. Members for which arch action provides
				compression under all conditions of loading.
3. Walls and pedestals.
The use of structural plain concrete columns and structural
				  plain concrete footings on piles is not permitted. See Section 1908.1.8 for
				  additional limitations on the use of structural plain
				  concrete.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1909 - STRUCTURAL PLAIN CONCRETE › Subsection 1909.3 - Joints

Current through Register 1525, July 5, 2024
Contraction or isolation joints shall be provided to divide
				  structural plain concrete members into flexurally discontinuous elements in
				  accordance with ACI 318, Section 22.3.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1909 - STRUCTURAL PLAIN CONCRETE › Subsection 1909.4 - Design

Current through Register 1525, July 5, 2024
Structural plain concrete walls, footings and pedestals
				  shall be designed for adequate strength in accordance with ACI 318, Sections
				  22.4 through 22.8.
Exception:
For Group R-3 occupancies and
				  buildings of other occupancies less than two
stories above
grade plane
of light-frame construction, the required edge
				  thickness of ACI 318 is permitted to be reduced to 6 inches (152 mm), provided
				  that the footing does not extend more than 4 inches (102 mm) on either side of
				  the supported wall.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1909 - STRUCTURAL PLAIN CONCRETE › Subsection 1909.5 - Precast members

Current through Register 1525, July 5, 2024
The design, fabrication, transportation and erection of
				  precast, structural plain concrete elements shall be in accordance with ACI
				  318, Section 22.9.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1909 - STRUCTURAL PLAIN CONCRETE › Subsection 1909.6 - Walls

Current through Register 1525, July 5, 2024
In addition to the requirements of this section, structural
				  plain concrete walls shall comply with the applicable requirements of ACI 318,
				  Chapter 22.
1909.6.1
Basement
				walls.
The thickness of exterior basement walls and foundation walls
				shall be not less than 71/2
				inches (191 mm).
1909.6.2
Other walls.
Except as provided for in Section 1909.6.1, the thickness
				of bearing walls shall be not less than
				1/24 the unsupported height
				or length, whichever is shorter, but not less than
				51/2 inches (140
				mm).
1909.6.3
Openings in
				walls.
Not less than one No. 5 bar shall be provided around window, door
				and similar sized openings. The bar shall be anchored to develop
f
y in tension at the corners of
				openings.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1910 - MINIMUM SLAB PROVISIONS › Subsection 1910.1 - General

Current through Register 1525, July 5, 2024
The thickness of concrete floor slabs supported directly on
				  the ground shall not be less than
				  31/2 inches (89 mm). A 6-mil
				  (0.006 inch; 0.15 mm) polyethylene vapor retarder with joints lapped not less
				  than 6 inches (152 mm) shall be placed between the base course or subgrade and
				  the concrete floor slab, or other
approved
equivalent methods
				  or materials shall be used to retard vapor transmission through the floor
				  slab.
Exception:
A vapor retarder is not
				  required:
1. For detached structures
				accessory to occupancies in Group R-3, such as garages, utility buildings or
				other unheated facilities.
2. For
				unheated storage rooms having an area of less than 70 square feet (6.5
				m2) and carports attached to occupancies in Group
				R-3.
3. For buildings of other
				occupancies where migration of moisture through the slab from below will not be
				detrimental to the intended occupancy of the building.
4. For driveways, walks, patios and other
				flatwork which will not be enclosed at a later date.
5. Where
approved
based on
				local site conditions.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1911 - ANCHORAGE TO CONCRETE- ALLOWABLE STRESS DESIGN › Subsection 1911.1 - Scope

Current through Register 1525, July 5, 2024
The provisions of this section shall govern the
allowable stress design
of headed bolts and headed stud
				  anchors cast in normal-weight concrete for purposes of transmitting structural
				  loads from one connected element to the other. These provisions do not apply to
				  anchors installed in hardened concrete or where load combinations include
				  earthquake loads or effects. The bearing area of headed anchors shall be not
				  less than one and one-half times the shank area. Where strength design is used,
				  or where load combinations include earthquake loads or effects, the design
				  strength of anchors shall be determined in accordance with Section 1912. Bolts
				  shall conform to ASTM A 307 or an
approved
equivalent.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1911 - ANCHORAGE TO CONCRETE- ALLOWABLE STRESS DESIGN › Subsection 1911.2 - Allowable service load

Current through Register 1525, July 5, 2024
The allowable service load for headed anchors in shear or
				  tension shall be as indicated in Table 1911.2. Where anchors are subject to
				  combined shear and tension, the following relationship shall be
				  satisfied:
(P
s /
P
t
)5
/
3
+ (V
s /
V
t
)
5/3 <= 1
(Equation 19-1)
where:
P
s = Applied tension
				  service load, pounds (N).
P
t = Allowable
				  tension service load from Table 1911.2, pounds (N).
V
s = Applied shear
				  service load, pounds (N).
V
t = Allowable shear
				  service load from Table 1911.2, pounds (N).
TABLE 1911.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS
				  (pounds)
BOLT DIAMETER
(inches)
MINIMUM EMBEDMENT
(inches)
EDGE DISTANCE
(inches)
SPACING (inches)
MINIMUM CONCRETE STRENGTH
							 (psi)
f'
c= 2,500
f'
c= 3,000
f'
c= 4,000
Tension
Shear
Tension
Shear
Tension
Shear
1/4
21/2
11/2
3
200
500
200
500
200
500
3/8
3
21/4
41/2
500
1,100
500
1,100
500
1,100
1/2
4
4
3
5
6
6
950
1,450
1,250
1,600
950
1,500
1,250
1,650
950
1,550
1,250
1,750
5/8
41/2
41/2
33/4
61/4
71/2
71/2
1,500
2,125
2,750
2,950
1,500
2,200
2,750
3,000
1,500
2,400
2,750
3,050
3/4
5
5
41/2
71/2
9
9
2,250
2,825
3,250
4,275
2,250
2,950
3,560
4,300
2,250
3,200
3,560
4,400
7/8
6
51/4
101/2
2,550
3,700
2,550
4,050
2,550
4,050
1
7
6
12
3,050
4,125
3,250
4,500
3,650
5,300
11/8
8
63/4
131/2
3,400
4,750
3,400
4,750
3,400
4,750
11/4
9
71/2
15
4,000
5,800
4,000
5,800
4,000
5,800
For SI: 1 inch = 25.4 mm, 1 pound per square inch =
							 0.00689 MPa, 1 pound = 4.45 N.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1911 - ANCHORAGE TO CONCRETE- ALLOWABLE STRESS DESIGN › Subsection 1911.3 - Required edge distance and spacing

Current through Register 1525, July 5, 2024
The allowable service loads in tension and shear specified
				  in Table 1911.2 are for the edge distance and spacing specified. The edge
				  distance and spacing are permitted to be reduced to 50 percent of the values
				  specified with an equal reduction in allowable service load. Where edge
				  distance and spacing are reduced less than 50 percent, the allowable service
				  load shall be determined by linear interpolation.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1911 - ANCHORAGE TO CONCRETE- ALLOWABLE STRESS DESIGN › Subsection 1911.4 - Increase in allowable load

Current through Register 1525, July 5, 2024
Increase of the values in Table 1911.2 by one-third is
				  permitted where the provisions of Section 1605.3.2 permit an increase in
				  allowable stress for wind loading.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1911 - ANCHORAGE TO CONCRETE- ALLOWABLE STRESS DESIGN › Subsection 1911.5 - Increase for special inspection

Current through Register 1525, July 5, 2024
Where
special inspection
is provided for
				  the installation of anchors, a 100-percent increase in the allowable tension
				  values of Table 1911.2 is permitted. No increase in shear value is
				  permitted.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1912 - ANCHORAGE TO CONCRETE- STRENGTH DESIGN › Subsection 1912.1 - Scope

Current through Register 1525, July 5, 2024
The provisions of this section shall govern the strength
				  design of anchors installed in concrete for purposes of transmitting structural
				  loads from one connected element to the other. Headed bolts, headed studs and
				  hooked (J- or L-) bolts cast in concrete and expansion anchors and undercut
				  anchors installed in hardened concrete shall be designed in accordance with
				  Appendix D of ACI 318 as modified by Sections 1908.1.9 and 1908.1.10, provided
				  they are within the scope of Appendix D.
The strength design of anchors that are not within the scope
				  of Appendix D of ACI 318, and as amended in Sections 1908.1.9 and 1908.1.10,
				  shall be in accordance with an
approved
procedure.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.1 - General

Current through Register 1525, July 5, 2024
Shotcrete is mortar or concrete that is pneumatically
				  projected at high velocity onto a surface. Except as specified in this section,
				  shotcrete shall conform to the requirements of this chapter for plain or
				  reinforced concrete.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.2 - Proportions and materials

Current through Register 1525, July 5, 2024
Shotcrete proportions shall be selected that allow suitable
				  placement procedures using the delivery equipment selected and shall result in
				  finished in-place hardened shotcrete meeting the strength requirements of this
				  code.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.4 - Reinforcement

Current through Register 1525, July 5, 2024
Reinforcement used in shotcrete construction shall comply
				  with the provisions of Sections 1913.4.1 through 1913.4.4.
1913.4.1
Size.
The maximum size
				of reinforcement shall be No. 5 bars unless it is demonstrated by
				preconstruction tests that adequate encasement of larger bars will be
				achieved.
1913.4.2
Clearance.
When No. 5 or smaller bars are used, there shall be a minimum
				clearance between parallel reinforcement bars of
				21/2 inches (64 mm). When
				bars larger than No. 5 are permitted, there shall be a minimum clearance
				between parallel bars equal to six diameters of the bars used. When two
				curtains of steel are provided, the curtain nearer the nozzle shall have a
				minimum spacing equal to 12 bar diameters and the remaining curtain shall have
				a minimum spacing of six bar diameters.
Exception:
Subject to the approval of the
building official
, required clearances shall be reduced where
				  it is demonstrated by preconstruction tests that adequate encasement of the
				  bars used in the design will be achieved.
1913.4.3
Splices.
Lap splices of
				reinforcing bars shall utilize the noncontact lap splice method with a minimum
				clearance of 2 inches (51 mm) between bars. The use of contact lap splices
				necessary for support of the reinforcing is permitted when
approved
by the
building official
, based on satisfactory
				preconstruction tests that show that adequate encasement of the bars will be
				achieved, and provided that the splice is oriented so that a plane through the
				center of the spliced bars is perpendicular to the surface of the
				shotcrete.
1913.4.4
Spirally
				tied columns.
Shotcrete shall not be applied to spirally tied
				columns.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.5 - Preconstruction tests

Current through Register 1525, July 5, 2024
When required by the
building official
, a
				  test panel shall be shot, cured, cored or sawn, examined and tested prior to
				  commencement of the project. The sample panel shall be representative of the
				  project and simulate job conditions as closely as possible. The panel thickness
				  and reinforcing shall reproduce the thickest and most congested area specified
				  in the structural design. It shall be shot at the same angle, using the same
				  nozzleman and with the same concrete mix design that will be used on the
				  project. The equipment used in preconstruction testing shall be the same
				  equipment used in the work requiring such testing, unless substitute equipment
				  is
approved
by the
building
				  official
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.6 - Rebound

Current through Register 1525, July 5, 2024
Any rebound or accumulated loose aggregate shall be removed
				  from the surfaces to be covered prior to placing the initial or any succeeding
				  layers of shotcrete. Rebound shall not be used as aggregate.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.7 - Joints

Current through Register 1525, July 5, 2024
Except where permitted herein, unfinished work shall not be
				  allowed to stand for more than 30 minutes unless edges are sloped to a thin
				  edge. For structural elements that will be under compression and for
				  construction joints shown on the
approved construction
				  documents
, square joints are permitted. Before placing additional
				  material adjacent to previously applied work, sloping and square edges shall be
				  cleaned and wetted.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.8 - Damage

Current through Register 1525, July 5, 2024
In-place shotcrete that exhibits sags, sloughs, segregation,
				  honeycombing, sand pockets or other obvious defects shall be removed and
				  replaced. Shotcrete above sags and sloughs shall be removed and replaced while
				  still plastic.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.9 - Curing

Current through Register 1525, July 5, 2024
During the curing periods specified herein, shotcrete shall
				  be maintained above 40°F (4°C) and in moist condition.
1913.9.1
Initial curing.
Shotcrete shall be kept continuously moist for 24 hours after shotcreting is
				complete or shall be sealed with an
approved
curing
				compound.
1913.9.2
Final
				curing.
Final curing shall continue for seven days after shotcreting, or
				for three days if high- early-strength cement is used, or until the specified
				strength is obtained. Final curing shall consist of the initial curing process
				or the shotcrete shall be covered with an
approved
moisture-retaining cover.
1913.9.3
Natural curing.
Natural
				curing shall not be used in lieu of that specified in this section unless the
				relative humidity remains at or above 85 percent, and is authorized by the
registered design professional
and
approved
by the
building official
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1913 - SHOTCRETE › Subsection 1913.10 - Strength tests

Current through Register 1525, July 5, 2024
Strength tests for shotcrete shall be made by an
approved agency
on specimens that are representative of the
				  work and which have been water soaked for at least 24 hours prior to testing.
				  When the maximum-size aggregate is larger than
				  3/8 inch (9.5 mm), specimens
				  shall consist of not less than three 3-inch-diameter (76 mm) cores or 3-inch
				  (76 mm) cubes. When the maximum-size aggregate is
				  3/8 inch (9.5 mm) or smaller,
				  specimens shall consist of not less than 2-inch-diameter (51 mm) cores or
				  2-inch (51 mm) cubes.
1913.10.1
Sampling.
Specimens shall be taken from the in-place work or from test
				panels, and shall be taken at least once each shift, but not less than one for
				each 50 cubic yards (38.2 m3) of
				shotcrete.
1913.10.2
Panel
				criteria.
When the maximum-size aggregate is larger than
				3/8 inch (9.5 mm), the test
				panels shall have minimum dimensions of 18 inches by 18 inches (457 mm by 457
				mm). When the maximum size aggregate is
				3/8 inch (9.5 mm) or smaller,
				the test panels shall have minimum dimensions of 12 inches by 12 inches (305 mm
				by 305 mm). Panels shall be shot in the same position as the work, during the
				course of the work and by the nozzlemen doing the work. The conditions under
				which the panels are cured shall be the same as the work.
1913.10.3
Acceptance criteria.
The average compressive strength of three cores from the in-place work or a
				single test panel shall equal or exceed 0.85
f
c with no single core less than 0.75
f
c. The average compressive strength of three
				cubes taken from the in-place work or a single test panel shall equal or exceed
f
c with no individual cube less than
				0.88
f
c. To check accuracy, locations
				represented by erratic core or cube strengths shall be retested.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1914 - REINFORCED GYPSUM CONCRETE › Subsection 1914.1 - General

Current through Register 1525, July 5, 2024
Reinforced gypsum concrete shall comply with the
				  requirements of ASTM C 317 and ASTM C 956.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1914 - REINFORCED GYPSUM CONCRETE › Subsection 1914.2 - Minimum thickness

Current through Register 1525, July 5, 2024
The minimum thickness of reinforced gypsum concrete shall be
				  2 inches (51 mm) except the minimum required thickness shall be reduced to
				  11/2 inches (38 mm), provided
				  the following conditions are satisfied:
1. The overall thickness, including the
				formboard, is not less than 2 inches (51 mm).
2. The clear span of the gypsum concrete
				between supports does not exceed 33 inches (838 mm).
3. Diaphragm action is not
				required.
4. The design live load
				does not exceed 40 pounds per square foot (psf) (1915 Pa).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1915 - CONCRETE-FILLED PIPE COLUMNS › Subsection 1915.1 - General

Current through Register 1525, July 5, 2024
Concrete-filled pipe columns shall be manufactured from
				  standard, extra-strong or double-extra-strong steel pipe or tubing that is
				  filled with concrete so placed and manipulated as to secure maximum density and
				  to ensure complete filling of the pipe without voids.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1915 - CONCRETE-FILLED PIPE COLUMNS › Subsection 1915.2 - Design

Current through Register 1525, July 5, 2024
The safe supporting capacity of concrete-filled pipe columns
				  shall be computed in accordance with the
approved
rules or as
				  determined by a test.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1915 - CONCRETE-FILLED PIPE COLUMNS › Subsection 1915.3 - Connections

Current through Register 1525, July 5, 2024
. Caps, base plates and connections shall be of
approved
types and shall be positively attached to the shell
				  and anchored to the concrete core. Welding of brackets without mechanical
				  anchorage shall be prohibited. Where the pipe is slotted to accommodate webs of
				  brackets or other connections, the integrity of the shell shall be restored by
				  welding to ensure hooping action of the composite section.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1915 - CONCRETE-FILLED PIPE COLUMNS › Subsection 1915.4 - Reinforcement

Current through Register 1525, July 5, 2024
To increase the safe load-supporting capacity of
				  concrete-filled pipe columns, the steel reinforcement shall be in the form of
				  rods, structural shapes or pipe embedded in the concrete core with sufficient
				  clearance to ensure the composite action of the section, but not nearer than 1
				  inch (25 mm) to the exterior steel shell. Structural shapes used as
				  reinforcement shall be milled to ensure bearing on cap and base
				  plates.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1915 - CONCRETE-FILLED PIPE COLUMNS › Subsection 1915.5 - Fire-resistance-rating protection

Current through Register 1525, July 5, 2024
Pipe columns shall be of such size or so protected as to
				  develop the required fire-resistance ratings specified in Table 601. Where an
				  outer steel shell is used to enclose the fire protective covering, the shell
				  shall not be included in the calculations for strength of the column section.
				  The minimum diameter of pipe columns shall be 4 inches (102 mm) except that in
				  structures of Type V construction not exceeding three
stories
				  above
grade plane
or 40 feet (12 192 mm) in
building height
, pipe columns used in basements and as
				  secondary steel members shall have a minimum diameter of 3 inches (76
				  mm).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1915 - CONCRETE-FILLED PIPE COLUMNS › Subsection 1915.6 - Approvals

Current through Register 1525, July 5, 2024
Details of column connections and splices shall be shop
				  fabricated by
approved
methods and shall be
approved
only after tests in accordance with the
approved
rules. Shop-fabricated concrete-filled pipe columns
				  shall be inspected by the
building official
or by an
approved
representative of the manufacturer at the
				  plant.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 20 - Aluminum › Section 2002 - MATERIALS › Subsection 2002.1

Current through Register 1525, July 5, 2024
General.
Aluminum used for structural purposes
				  in buildings and structures shall comply with AA ASM 35 and AA ADM 1. The
nominal loads
shall be the minimum design loads required by
				  Chapter 16.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2101 - GENERAL › Subsection 2101.2 - Design methods

Current through Register 1525, July 5, 2024
Masonry shall comply with the provisions of one of the
				  following design methods in this chapter as well as the requirements of
				  Sections 2101 through 2104. Masonry designed by the
allowable stress
				  design
provisions of Section 2101.2.1, the strength design provisions
				  of Section 2101.2.2 or the prestressed masonry provisions of Section 2101.2.3
				  shall comply with Section 2105.
2101.2.1
Allowable stress
				design.
Masonry designed by the
allowable stress design
method shall comply with the provisions of Sections 2106 and 2107.
2101.2.2
Strength design.
Masonry designed by the strength design method shall comply with the provisions
				of Sections 2106 and 2108, except that autoclaved aerated concrete (AAC)
				masonry shall comply with the provisions of Section 2106, Section 1613.6.4 and
				Chapter 1 and Appendix A of TMS 402/ACI 530/ASCE 5.
2101.2.3
Prestressed masonry.
Prestressed masonry shall be designed in accordance with Chapters 1 and 4 of
				TMS 402/ACI 530/ASCE 5 and Section 2106.
Special inspection
during construction shall be provided as set forth in Section
				1704.5.
2101.2.4
Empirical
				design.
Masonry designed by the empirical design method shall comply
				with the provisions of Sections 2106 and 2109 or Chapter 5 of TMS 402/ACI
				530/ASCE 5.
2101.2.5
Glass
				unit masonry.
Glass unit masonry shall comply with the provisions of
				Section 2110 or Chapter 7 of TMS 402/ACI 530/ASCE 5.
2101.2.6
Masonry veneer.
Masonry
				veneer shall comply with the provisions of Chapter 14 or Chapter 6 of TMS
				402/ACI 530/ASCE 5.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2101 - GENERAL › Subsection 2101.3 - Construction documents

Current through Register 1525, July 5, 2024
The
construction documents
shall show all
				  of the items required by this code including the following:
1. Specified size, grade, type and location
				of reinforcement, anchors and wall ties.
2. Reinforcing bars to be welded and welding
				procedure.
3. Size and location of
				structural elements.
4. Provisions
				for dimensional changes resulting from elastic deformation, creep, shrinkage,
				temperature and moisture.
5. Loads
				used in the design of masonry.
6.
				Specified compressive strength of masonry at stated ages or stages of
				construction for which masonry is designed, except where specifically exempted
				by this code.
7. Details of
				anchorage of masonry to structural members, frames and other construction,
				including the type, size and location of connectors.
8. Size and location of conduits, pipes and
				sleeves.
9. The minimum level of
				testing and inspection as defined in Chapter 17, or an itemized testing and
				inspection program that meets or exceeds the requirements of Chapter 17.
2101.3.1
Fireplace drawings.
The
construction documents
shall describe in sufficient detail the
				location, size and construction of masonry fireplaces. The thickness and
				characteristics of materials and the clearances from walls, partitions and
				ceilings shall be indicated.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.1 - Concrete masonry units

Current through Register 1525, July 5, 2024
Concrete masonry units shall conform to the following
				  standards: ASTM C 55 for concrete brick; ASTM C 73 for calcium silicate face
				  brick; ASTM C 90 for load-bearing concrete masonry units or ASTM C 744 for
				  prefaced concrete and calcium silicate masonry units.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.2 - Clay or shale masonry units

Current through Register 1525, July 5, 2024
Clay or shale masonry units shall conform to the following
				  standards: ASTM C 34 for structural clay
load-bearing wall
tile; ASTM C 56 for structural clay nonload-bearing wall tile; ASTM C 62 for
				  building brick (solid masonry units made from clay or shale); ASTM C 1088 for
				  solid units of thin veneer brick; ASTM C 126 for ceramic-glazed structural clay
				  facing tile, facing brick and solid masonry units; ASTM C 212 for structural
				  clay facing tile; ASTM C 216 for facing brick (solid masonry units made from
				  clay or shale); ASTM C 652 for hollow brick (hollow masonry units made from
				  clay or shale) or ASTM C 1405 for glazed brick (single-fired solid brick
				  units).
Exception:
Structural clay tile for
				  nonstructural use in fireproofing of structural members and in wall furring
				  shall not be required to meet the compressive strength specifications. The
				  fire-resistance rating shall be determined in accordance with ASTM E 119 or UL
				  263 and shall comply with the requirements of Table 602.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.3 - AAC masonry

Current through Register 1525, July 5, 2024
AAC masonry units shall conform to ASTM C 1386 for the
				  strength class specified.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.4 - Stone masonry units

Current through Register 1525, July 5, 2024
Stone masonry units shall conform to the following
				  standards: ASTM C 503 for marble building stone (exterior); ASTM C 568 for
				  limestone building stone; ASTM C 615 for granite building stone; ASTM C 616 for
				  sandstone building stone; or ASTM C 629 for slate building
				  stone.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.5 - Ceramic tile

Current through Register 1525, July 5, 2024
Ceramic tile shall be as defined in, and shall conform to
				  the requirements of, ANSI A137.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.6 - Glass unit masonry

Current through Register 1525, July 5, 2024
Hollow glass units shall be partially evacuated and have a
				  minimum average glass face thickness of
				  3/16 inch (4.8 mm). Solid
				  glass-block units shall be provided when required. The surfaces of units
				  intended to be in contact with mortar shall be treated with a polyvinyl butyral
				  coating or latex-based paint. Reclaimed units shall not be
				  used.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.7 - Second-hand units

Current through Register 1525, July 5, 2024
Second-hand masonry units shall not be reused unless they
				  conform to the requirements of new units. The units shall be of whole, sound
				  materials and free from cracks and other defects that will interfere with
				  proper laying or use. Old mortar shall be cleaned from the unit before
				  reuse.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.8 - Mortar

Current through Register 1525, July 5, 2024
Mortar for use in masonry construction shall conform to ASTM
				  C 270 and Articles 2.1 and 2.6 A of TMS 602/ACI 530.1/ASCE 6, except for
				  mortars listed in Sections 2103.9, 2103.10 and 2103.11. Type S or N mortar
				  conforming to ASTM C 270 shall be used for glass unit
				  masonry.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.9 - Surface-bonding mortar

Current through Register 1525, July 5, 2024
Surface-bonding mortar shall comply with ASTM C 887. Surface
				  bonding of concrete masonry units shall comply with ASTM C
				  946.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.10 - Mortars for ceramic wall and floor tile

Current through Register 1525, July 5, 2024
Portland cement mortars for installing ceramic wall and
				  floor tile shall comply with ANSI A108.1A and ANSI A108.1B and be of the
				  compositions indicated in Table 2103.10.
TABLE 2103.10 CERAMIC TILE MORTAR
				  COMPOSITIONS
LOCATION
MORTAR
COMPOSITION
Walls
Scratchcoat
1
							 cement;1/5 hydrated lime;
4 dry or 5 damp sand
Setting bed and leveling coat
1
							 cement;1/2 hydrated lime;
5 damp sand to 1 cement
1 hydrated lime, 7 damp sand
Floors
Setting bed
1
							 cement;1/10 hydrated lime;
5 dry or 6 damp sand; or 1 cement; 5 dry or 6 damp sand
Ceilings
Scratchcoat and sand bed
1
							 cement;1/2 hydrated lime;
21/2 dry sand or
							 3 damp sand
2103.10.1
Dry-set portland cement mortars.
Premixed prepared portland
				cement mortars, which require only the addition of water and are used in the
				installation of ceramic tile, shall comply with ANSI A118.1. The shear bond
				strength for tile set in such mortar shall be as required in accordance with
				ANSI A118.1. Tile set in dry-set portland cement mortar shall be installed in
				accordance with ANSI A108.5.
2103.10.2
Latex-modified portland
				cement mortar.
Latex-modified portland cement thin-set mortars in which
				latex is added to dry-set mortar as a replacement for all or part of the
				gauging water that are used for the installation of ceramic tile shall comply
				with ANSI A118.4. Tile set in latex-modified portland cement shall be installed
				in accordance with ANSI A108.5.
2103.10.3
Epoxy mortar.
Ceramic
				tile set and grouted with chemical-resistant epoxy shall comply with ANSI
				A118.3. Tile set and grouted with epoxy shall be installed in accordance with
				ANSI A108.6.
2103.10.4
Furan
				mortar and grout.
Chemical-resistant furan mortar and grout that are
				used to install ceramic tile shall comply with ANSI A118.5. Tile set and
				grouted with furan shall be installed in accordance with ANSI A108.8.
2103.10.5
Modified epoxy-emulsion
				mortar and grout.
Modified epoxy-emulsion mortar and grout that are used
				to install ceramic tile shall comply with ANSI A118.8. Tile set and grouted
				with modified epoxy-emulsion mortar and grout shall be installed in accordance
				with ANSI A108.9.
2103.10.6
Organic adhesives.
Water-resistant organic adhesives used for the
				installation of ceramic tile shall comply with ANSI A136.1. The shear bond
				strength after water immersion shall not be less than 40 psi (275 kPa) for Type
				I adhesive and not less than 20 psi (138 kPa) for Type II adhesive when tested
				in accordance with ANSI A136.1. Tile set in organic adhesives shall be
				installed in accordance with ANSI A108.4.
2103.10.7
Portland cement
				grouts.
Portland cement grouts used for the installation of ceramic tile
				shall comply with ANSI A118.6. Portland cement grouts for tile work shall be
				installed in accordance with ANSI A108.10.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.11 - Mortar for AAC masonry

Current through Register 1525, July 5, 2024
Thin-bed mortar for AAC masonry shall comply with Article
				  2.1 C.1 of TMS 602/ACI 530.1/ASCE 6. Mortar used for the leveling courses of
				  AAC masonry shall comply with Article 2.1 C.2 of TMS 602/ACI 530.1/ASCE
				  6.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.12 - Grout

Current through Register 1525, July 5, 2024
Grout shall comply with Article 2.2 of TMS 602/ACI
				  530.1/ASCE 6.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2103 - MASONRY CONSTRUCTION MATERIALS › Subsection 2103.13 - Metal reinforcement and accessories

Current through Register 1525, July 5, 2024
Metal reinforcement and accessories shall conform to Article
				  2.4 of TMS 602/ACI 530.1/ASCE 6. Where unidentified reinforcement is
approved
for use, not less than three tension and three
				  bending tests shall be made on representative specimens of the reinforcement
				  from each shipment and grade of reinforcing steel proposed for use in the
				  work.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2104 - CONSTRUCTION › Subsection 2104.1 - Masonry construction

Current through Register 1525, July 5, 2024
Masonry construction shall comply with the requirements of
				  Sections 2104.1.1 through 2104.4 and with TMS 602/ACI 530.1/ASCE 6.
2104.1.1
Tolerances.
Masonry,
				except masonry veneer, shall be constructed within the tolerances specified in
				TMS 602/ACI 530.1/ASCE 6.
2104.1.2
Placing mortar and units.
Placement of mortar, grout, and clay,
				concrete, glass, and AAC masonry units shall comply with TMS 602/ACI 530.1/ASCE
				6.
2104.1.3
Installation of
				wall ties.
Wall ties shall be installed in accordance with TMS 602/ACI
				530.1/ASCE 6.
2104.1.4
Chases and recesses.
Chases and recesses shall be constructed as masonry
				units are laid. Masonry directly above chases or recesses wider than 12 inches
				(305 mm) shall be supported on lintels.
2104.1.5
Lintels.
The design for
				lintels shall be in accordance with the masonry design provisions of either
				Section 2107 or 2108.
2104.1.6
Support on wood.
Masonry shall not be supported on wood girders
				or other forms of wood construction except as permitted in Section
				2304.12.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2104 - CONSTRUCTION › Subsection 2104.2 - Corbeled masonry

Current through Register 1525, July 5, 2024
Corbeled masonry shall comply with the requirements of
				  Section 1.12 of TMS 402/ACI 530/ASCE 5.
2104.2.1
Molded cornices.
Unless
				structural support and anchorage are provided to resist the overturning moment,
				the center of gravity of projecting masonry or molded cornices shall lie within
				the middle one-third of the supporting wall. Terra cotta and metal cornices
				shall be provided with a structural frame of
approved
noncombustible material anchored in an
approved
manner.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2104 - CONSTRUCTION › Subsection 2104.3 - Cold weather construction

Current through Register 1525, July 5, 2024
The cold weather construction provisions of TMS 602/ACI
				  530.1/ASCE 6, Article 1.8 C, shall be implemented when the ambient temperature
				  falls below 40°F (4°C).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2104 - CONSTRUCTION › Subsection 2104.4 - Hot weather construction

Current through Register 1525, July 5, 2024
The hot weather construction provisions of TMS 602/ACI
				  530.1/ASCE 6, Article 1.8 D, shall be implemented when the ambient air
				  temperature exceeds 100°F (37.8°C), or 90°F (32.2°C) with a
				  wind velocity greater than 8 mph (3.58 m/s).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 21 - Masonry › Section 2105 - QUALITY ASSURANCE › Subsection 2105.1 - General

Current through Register 1525, July 5, 2024
A quality assurance program shall be used to ensure that the
				  constructed masonry is in compliance with the
construction
				  documents
.
The quality assurance program shall comply with the
				  inspection and testing requirements of Chapter 17.