reglab/statecodes huggingface dataset:
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1604 - GENERAL DESIGN REQUIREMENTS › Subsection 1604.4 - Analysis

Current through Register 1525, July 5, 2024
Load effects
on structural members and their
				  connections shall be determined by methods of structural analysis that take
				  into account equilibrium, general stability, geometric compatibility and both
				  short- and long-term material properties.
Members that tend to accumulate residual deformations under
				  repeated service loads shall have included in their analysis the added
				  eccentricities expected to occur during their service life.
Any system or method of construction to be used shall be
				  based on a rational analysis in accordance with well-established principles of
				  mechanics. Such analysis shall result in a system that provides a complete load
				  path capable of transferring loads from their point of origin to the
				  load-resisting elements.
The total lateral force shall be distributed to the various
				  vertical elements of the lateral-force-resisting system in proportion to their
				  rigidities, considering the rigidity of the horizontal bracing system or
				  diaphragm. Rigid elements assumed not to be a part of the
				  lateral-force-resisting system are permitted to be incorporated into buildings
				  provided their effect on the action of the system is considered and provided
				  for in the design. Except where diaphragms are flexible, or are permitted to be
				  analyzed as flexible, provisions shall be made for the increased forces induced
				  on resisting elements of the structural system resulting from torsion due to
				  eccentricity between the center of application of the lateral forces and the
				  center of rigidity of the lateral-force-resisting system.
Every structure shall be designed to resist the overturning
				  effects caused by the lateral forces specified in this chapter. See Section
				  1609 for wind loads, Section 1610 for lateral soil loads and Section 1613 for
				  earthquake loads.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1604 - GENERAL DESIGN REQUIREMENTS › Subsection 1604.6 - In-situ load tests

Current through Register 1525, July 5, 2024
The
building official
is authorized to
				  require an engineering analysis or a load test, or both, of any construction
				  whenever there is reason to question the safety of the construction for the
				  intended occupancy. Engineering analysis and load tests shall be conducted in
				  accordance with Section 1714.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1604 - GENERAL DESIGN REQUIREMENTS › Subsection 1604.7 - Preconstruction load tests

Current through Register 1525, July 5, 2024
Materials and methods of construction that are not capable
				  of being designed by
approved
engineering analysis or that do
				  not comply with the applicable material design standards listed in Chapter 35,
				  or alternative test procedures in accordance with Section 1712, shall be load
				  tested in accordance with Section 1715.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1604 - GENERAL DESIGN REQUIREMENTS › Subsection 1604.8 - Anchorage

Current through Register 1525, July 5, 2024
1604.8.1
General.
Anchorage of the roof to walls and columns, and of walls and
				columns to foundations, shall be provided to resist the uplift and sliding
				forces that result from the application of the prescribed loads.
1604.8.1
General.
Anchorage of
				the roof to walls and columns, and of walls and columns to foundations, shall
				be provided to resist the uplift and sliding forces that result from the
				application of the prescribed loads.
1604.8.2
Walls.
Walls shall be
				anchored to floors, roofs and other structural elements that provide lateral
				support for the wall. Such anchorage shall provide a positive direct connection
				capable of resisting the horizontal forces specified in this chapter but not
				less than the minimum strength design horizontal force specified in Section
				11.7.3 of ASCE 7, substituted for "
E
" in the load combinations
				of Section 1605.2 or 1605.3. Concrete and masonry walls shall be designed to
				resist bending between anchors where the anchor spacing exceeds 4 feet (1219
				mm). Required anchors in masonry walls of hollow units or cavity walls shall be
				embedded in a reinforced grouted structural element of the wall. See Sections
				1609 for wind design requirements and 1613 for earthquake design
				requirements.
1604.8.3
Decks.
Where supported by attachment to an
exterior
				wall
, decks shall be positively anchored to the primary structure and
				designed for both vertical and lateral loads as applicable. Such attachment
				shall not be accomplished by the use of toenails or nails subject to
				withdrawal. Where positive connection to the primary building structure cannot
				be verified during inspection, decks shall be self-supporting. Connections of
				decks with cantilevered framing members to exterior walls or other framing
				members shall be designed for both of the following:
1. The reactions resulting from the dead load
				and live load specified in Table 1607.1, or the snow load specified in Section
				1608, in accordance with Section 1605, acting on all portions of the
				deck.
2. The reactions resulting
				from the dead load and live load specified in Table 1607.1, or the snow load
				specified in Section 1608, in accordance with Section 1605, acting on the
				cantilevered portion of the deck, and no live load or snow load on the
				remaining portion of the deck.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1604 - GENERAL DESIGN REQUIREMENTS › Subsection 1604.9 - Counteracting structural actions

Current through Register 1525, July 5, 2024
Structural members, systems, components and cladding shall
				  be designed to resist forces due to earthquake and wind, with consideration of
				  overturning, sliding and uplift. Continuous load paths shall be provided for
				  transmitting these forces to the foundation. Where sliding is used to isolate
				  the elements, the effects of friction between sliding elements shall be
				  included as a force.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1604 - GENERAL DESIGN REQUIREMENTS › Subsection 1604.10 - Wind and seismic detailing

Current through Register 1525, July 5, 2024
Lateral-force-resisting systems shall meet seismic detailing
				  requirements and limitations prescribed in this code and ASCE 7, excluding
				  Chapter 14 and Appendix 11A, even when wind
load effects
are
				  greater than seismic
load effects
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1605 - LOAD COMBINATIONS › Subsection 1605.1 - General

Current through Register 1525, July 5, 2024
Buildings and other structures and portions thereof shall be
				  designed to resist:
1. The load
				combinations specified in Section 1605.2, 1605.3.1 or 1605.3.2,
2. The load combinations specified in
				Chapters 18 through 23, and
3. The
				load combinations with overstrength factor specified in Section 12.4.3.2 of
				ASCE 7 where required by Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 of ASCE 7.
				With the simplified procedure of ASCE 7 Section 12.14, the load combinations
				with overstrength factor of Section 12.14.3.2 of ASCE 7 shall be
				used.
Applicable loads shall be considered, including both
				  earthquake and wind, in accordance with the specified load combinations. Each
				  load combination shall also be investigated with one or more of the variable
				  loads set to zero.
Where the load combinations with overstrength factor in
				  Section 12.4.3.2 of ASCE 7 apply, they shall be used as follows:
1. The basic combinations for strength design
				with overstrength factor in lieu of Equations 16-5 and 16-7 in Section
				1605.2.1.
2. The basic combinations
				for
allowable stress design
with overstrength factor in lieu
				of Equations 16-12, 16-13 and 16-15 in Section 1605.3.1.
3. The basic combinations for
allowable stress design
with overstrength factor in lieu of
				Equations 16-20 and 16-21 in Section 1605.3.2.
16051.1
Stability.
Regardless of
				which load combinations are used to design for strength, where overall
				structure stability (such as stability against overturning, sliding, or
				buoyancy) is being verified, use of the load combinations specified in Section
				1605.2 or 1605.3 shall be permitted. Where the load combinations specified in
				Section 1605.2 are used, strength reduction factors applicable to soil
				resistance shall be provided by a
registered design
				professional
. The stability of retaining walls shall be verified in
				accordance with Section 1807.2.3.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1605 - LOAD COMBINATIONS › Subsection 1605.2 - Load combinations using strength design or load and resistance factor design

Current through Register 1525, July 5, 2024
1605.2.1
Basic load combinations.
Where strength design or
load and
				resistance factor design
is used, structures and portions thereof
				shall resist the most critical effects from the following combinations of
				factored loads:
1.4(
D
+
F
)
(Equation 16-1)
1.2(
D
+
F
+
T
) + 1.6(
L
+
H
)
							 +0.5(
L
r or
S
or
R
)
(Equation 16-2)
1.2
D
+ 1.6(
L
r or
S
or
R
) +
							 (
f
1
L
or 0.8
W
)
(Equation 16-3)
1.2
D
+ 1.6
W
+
f
1
L
+ 0.5(
L
r or
S
or
R
)
(Equation 16-4)
1.2
D
+ 1.0
E
+
f
1
L
+
f
2
S
(Equation 16-5)
0.9
D
+ 1.6
W
+
							 1.6
H
(Equation 16-6)
0.9
D
+ 1.0
E
+
							 1.6
H
(Equation 16-7)
where:
f
1
=
1 for floors in places of public assembly, for live
							 loads in excess of 100 pounds per square foot (4.79 kN/m2), and for parking
							 garage live load, and
=
0.5 for other live loads.
f
2
=
0.7 for roof configurations (such as saw tooth) that
							 do not shed snow off the structure, and
=
0.2 for other roof configurations.
Exception:
Where other factored load
				  combinations are specifically required by the provisions of this code, such
				  combinations shall take precedence.
1605.2.2
Flood loads.
Where
				flood loads,
F
a, are to be considered
				in the design, the load combinations of Section 2.3.3 of ASCE 7 shall be used.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1605 - LOAD COMBINATIONS › Subsection 1605.3 - Load combinations using allowable stress design

Current through Register 1525, July 5, 2024
1605.3.1
Basic load
				combinations.
Where
allowable stress design
(working
				stress design), as permitted by this code, is used, structures and portions
				thereof shall resist the most critical effects resulting from the following
				combinations of loads:
D
+
F
(Equation 16-8)
D
+
H
+
F
+
L
+
T
(Equation 16-9)
D
+
H
+
F
+ (
L
r or
S
or
R
)
(Equation 16-10)
D
+
H
+
F
+ 0.75(
L
+
T
) +
							 0.75(
L
r or
S
or
R
)
(Equation 16-11)
D
+
H
+
F
+ (
W
or 0.7
E
)
(Equation 16-12)
D
+
H
+
F
+ 0.75(
W
or 0.7
E
) +
							 0.75
L
+ 0.75(
L
r or
S
or
R
)
(Equation 16-13)
0.6
D
+
W
+
H
(Equation 16-14)
0.6
D
+ 0.7
E
+
H
(Equation 16-15)
Exceptions:
1. Crane hook loads need not be combined with
				roof live load or with more than three-fourths of the snow load or one-half of
				the wind load.
2. Flat roof snow
				loads of 30 psf (1.44 kN/m2) or less and roof live
				loads of 30 psf (1.44 kN/m2) or less need not be
				combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44
				kN/m2), 20 percent shall be combined with seismic
				loads.
1605.3.1.1
Stress
				increases
. Increases in allowable stresses specified in the appropriate
				material chapter or the referenced standards shall not be used with the load
				combinations of Section 1605.3.1, except that increases shall be permitted in
				accordance with Chapter 23.
1605.3.1.2
Flood loads
. Where
				flood loads, Fa, are to be considered in design, the load combinations of
				Section 2.4.2 of ASCE 7 shall be used.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1605 - LOAD COMBINATIONS › Subsection 1605.4 - Heliports and helistops

Current through Register 1525, July 5, 2024
Heliport and helistop landing areas shall be designed for
				  the following loads, combined in accordance with Section 1605:
1. Dead load,
D,
plus the
				gross weight of the helicopter,
Dh,
plus snow load,
S.
2. Dead load,
D,
plus two
				single concentrated impact loads,
L,
approximately 8 feet
				(2438 mm) apart applied anywhere on the touchdown pad (representing each of the
				helicopter's two main landing gear, whether skid type or wheeled type), having
				a magnitude of 0.75 times the gross weight of the helicopter. Both loads acting
				together total 1.5 times the gross weight of the helicopter.
3. Dead load,
D,
plus a
				uniform live load,
L,
of 100 psf (4.79
				kN/m2).
Exception:
Landing areas designed for
				  helicopters with gross weights not exceeding 3,000 pounds (13.34 kN) in
				  accordance with Items 1 and 2 shall be permitted to be designed using a 40 psf
				  (1.92 kN/m2) uniform live load in Item 3, provided
				  the landing area is identified with a 3,000- pound (13.34 kN) weight
				  limitation. This 40-psf (1.92 kN/m2) uniform live
				  load shall not be reduced. The landing area weight limitation shall be
				  indicated by the numeral "3" (kips) located in the bottom right corner of the
				  landing area as viewed from the primary approach path. The indication for the
				  landing area weight limitation shall be a minimum 5 feet (1524 mm) in
				  height.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1606 - DEAD LOADS › Subsection 1606.2 - Design dead load

Current through Register 1525, July 5, 2024
For purposes of design, the actual weights of materials of
				  construction and fixed service equipment shall be used. In the absence of
				  definite information, values used shall be subject to the approval of the
building official.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.2 - Loads not specified

Current through Register 1525, July 5, 2024
For occupancies or uses not designated in Table 1607.1, the
				  live load shall be determined in accordance with a method
approved
by the
building
				  official.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.3 - Uniform live loads

Current through Register 1525, July 5, 2024
The live loads used in the design of buildings and other
				  structures shall be the maximum loads expected by the intended use or occupancy
				  but shall in no case be less than the minimum uniformly distributed unit loads
				  required by Table 1607.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.4 - Concentrated loads

Current through Register 1525, July 5, 2024
Floors and other similar surfaces shall be designed to
				  support the uniformly distributed live loads prescribed in Section 1607.3 or
				  the concentrated load, in pounds (kilonewtons), given in Table 1607.1,
				  whichever produces the greater
load effects.
Unless otherwise
				  specified, the indicated concentration shall be assumed to be uniformly
				  distributed over an area 21/2
				  feet by 21/2 feet (0.76 m by
				  0.76 m) [61/4 square feet
				  (0.58 m2)] and shall be located so as to produce the
				  maximum
load effects
in the structural
				  members.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.5 - Partition loads

Current through Register 1525, July 5, 2024
In office buildings and in other buildings where partition
				  locations are subject to change, provisions for partition weight shall be made,
				  whether or not partitions are shown on the
construction
				  documents,
unless the specified live load exceeds 80 psf (3.83
				  kN/m2). The partition load shall not be less than a
				  uniformly distributed live load of 15 psf (0.72
				  kN/m2).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.6 - Truck and bus garages

Current through Register 1525, July 5, 2024
Minimum live loads for garages having trucks or buses shall
				  be as specified in Table 1607.6, but shall not be less than 50 psf (2.40
				  kN/m2), unless other loads are specifically
				  justified and
approved
by the
building
				  official
. Actual loads shall be used where they are greater than the
				  loads specified in the table.
TABLE 1607.6 UNIFORM AND CONCENTRATED
				  LOADS
LOADING
CLASSa
UNIFORM LOAD
(pounds/linear foot of lane)
CONCENTRATED LOAD
(pounds)b
For moment design
For shear design
H20-44 and HS20-44
640
18,000
26,000
H15-44 and HS15-44
480
13,500
19,500
For SI: 1 pound per linear foot = 0.01459 kN/m, 1
							 pound = 0.004448 kN, 1 ton = 8.90 kN.
a. An H loading class designates a two-axle truck
								with a semitrailer. An HS loading class designates a tractor truck with a
								semitrailer. The numbers following the letter classification indicate the gross
								weight in tons of the standard truck and the year the loadings were
								instituted.
b. See Section 1607.6.1 for the loading of multiple
								spans.
1607.6.1
Truck and bus garage live load application.
The concentrated load and
				uniform load shall be uniformly distributed over a 10-foot (3048 mm) width on a
				line normal to the centerline of the lane placed within a 12-foot-wide (3658
				mm) lane. The loads shall be placed within their individual lanes so as to
				produce the maximum stress in each structural member. Single spans shall be
				designed for the uniform load in Table 1607.6 and one simultaneous concentrated
				load positioned to produce the maximum effect. Multiple spans shall be designed
				for the uniform load in Table 1607.6 on the spans and two simultaneous
				concentrated loads in two spans positioned to produce the maximum negative
				moment effect. Multiple span design loads, for other effects, shall be the same
				as for single spans.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.7 - Loads on handrails, guards, grab bars, seats and vehicle barrier systems

Current through Register 1525, July 5, 2024
Handrails,
guards
, grab bars, accessible
				  seats, accessible benches and vehicle barrier systems shall be designed and
				  constructed to the structural loading conditions set forth in this
				  section.
1607.7.1
Handrails and
				guards.
Handrails and
guards
shall be designed to
				resist a load of 50 pounds per linear foot (plf) (0.73 kN/m) applied in any
				direction at the top and to transfer this load through the supports to the
				structure. Glass handrail assemblies and
guards
shall also
				comply with Section 2407.
Exceptions:
1. For one- and two-family dwellings, only
				the single concentrated load required by Section 1607.7.1.1 shall be
				applied.
2. In Group I-3, F, H and
				S occupancies, for areas that are not accessible to the general public and that
				have an
occupant load
less than 50, the minimum load shall be
				20 pounds per foot (0.29 kN/m).
1607.7.1.1
Concentrated load.
Handrails and
guards
shall be able to resist a single
				concentrated load of 200 pounds (0.89 kN), applied in any direction at any
				point along the top, and to transfer this load through the supports to the
				structure. This load need not be assumed to act concurrently with the loads
				specified in Section 1607.7.1.
1607.7.1.2
Components.
Intermediate rails (all those except the handrail), balusters and panel fillers
				shall be designed to withstand a horizontally applied normal load of 50 pounds
				(0.22 kN) on an area equal to 1 square foot (0.0929
				m2), including openings and space between rails.
				Reactions due to this loading are not required to be superimposed with those of
				Section 1607.7.1 or 1607.7.1.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.8 - Impact loads

Current through Register 1525, July 5, 2024
The live loads specified in Section 1607.3 include allowance
				  for impact conditions. Provisions shall be made in the structural design for
				  uses and loads that involve unusual vibration and impact forces.
1607.8.1
Elevators.
Elevator
				loads shall be increased by 100 percent for impact and the structural supports
				shall be designed within the limits of deflection prescribed by ASME
				A17.1.
1607.8.2
Machinery.
For the purpose of design, the weight of machinery and moving
				loads shall be increased as follows to allow for impact:
(1) elevator machinery, 100 percent;
(2) light machinery, shaft- or
				motor-driven, 20 percent;
(3)
				reciprocating machinery or power-driven units, 50 percent;
(4) hangers for floors or balconies, 33
				percent. Percentages shall be increased where specified by the
				manufacturer.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.10 - Distribution of floor loads

Current through Register 1525, July 5, 2024
Where uniform floor live loads are involved in the design of
				  structural members arranged so as to create continuity, the minimum applied
				  loads shall be the full dead loads on all spans in combination with the floor
				  live loads on spans selected to produce the greatest effect at each location
				  under consideration. It shall be permitted to reduce floor live loads in
				  accordance with Section 1607.9.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.12 - Crane loads

Current through Register 1525, July 5, 2024
The crane live load shall be the rated capacity of the
				  crane. Design loads for the runway beams, including connections and support
				  brackets, of moving bridge cranes and monorail cranes shall include the maximum
				  wheel loads of the crane and the vertical impact, lateral and longitudinal
				  forces induced by the moving crane.
1607.12.1
Maximum wheel load.
The maximum wheel loads shall be the wheel loads produced by the weight of the
				bridge, as applicable, plus the sum of the rated capacity and the weight of the
				trolley with the trolley positioned on its runway at the location where the
				resulting load effect is maximum.
1607.12.2
Vertical impact force.
The maximum wheel loads of the crane shall be increased by the percentages
				shown below to determine the induced vertical impact or vibration force:
Monorail cranes (powered)
25 percent
Cab-operated or remotely operated bridge cranes
							 (powered)
25 percent
Pendant-operated bridge cranes (powered)
10 percent
Bridge cranes or monorail cranes with hand-geared
							 bridge, trolley and hoist
0 percent
1607.12.3
Lateral force.
The
				lateral force on crane runway beams with electrically powered trolleys shall be
				calculated as 20 percent of the sum of the rated capacity of the crane and the
				weight of the hoist and trolley. The lateral force shall be assumed to act
				horizontally at the traction surface of a runway beam, in either direction
				perpendicular to the beam, and shall be distributed according to the lateral
				stiffness of the runway beam and supporting structure.
1607.12.4
Longitudinal force.
The longitudinal force on crane runway beams, except for bridge cranes with
				hand-geared bridges, shall be calculated as 10 percent of the maximum wheel
				loads of the crane. The longitudinal force shall be assumed to act horizontally
				at the traction surface of a runway beam, in either direction parallel to the
				beam.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1607 - LIVE LOADS › Subsection 1607.13 - Interior walls and partitions

Current through Register 1525, July 5, 2024
Interior walls and partitions that exceed 6 feet (1829 mm)
				  in height, including their finish materials, shall have adequate strength to
				  resist the loads to which they are subjected but not less than a horizontal
				  load of 5 psf (0.240 kN/m2).
Exception:
Fabric partitions complying with
				  Section 1607.13.1 shall not be required to resist the minimum horizontal load
				  of 5 psf (0.24 kN/m2).
1607.13.1
Fabric partitions.
Fabric partitions that exceed 6 feet (1829 mm) in height, including
				their finish materials, shall have adequate strength to resist the following
				load conditions:
1. A horizontal distributed
				load of 5 psf (0.24 kN/m2) applied to the partition
				framing. The total area used to determine the distributed load shall be the
				area of the fabric face between the framing members to which the fabric is
				attached. The total distributed load shall be uniformly applied to such framing
				members in proportion to the length of each member.
2. A concentrated load of 40 pounds (0.176
				kN) applied to an 8-inch diameter (203 mm) area [50.3 square inches (32 452
				mm2)] of the fabric face at a height of 54 inches
				(1372 mm) above the floor.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.1 - General

Current through Register 1525, July 5, 2024
Design snow loads shall be determined in accordance with
				  Chapter 7 of ASCE 7, but the design roof load shall not be less than that
				  determined by Section 1607.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.2 - Ground snow loads

Current through Register 1525, July 5, 2024
The ground snow loads to be used in determining the design
				  snow loads for roofs shall be determined in accordance with ASCE 7 or Figure
				  1608.2 for the contiguous United States and Table 1608.2 for Alaska.
				  Site-specific case studies shall be made in areas designated "CS" in Figure
				  1608.2. Ground snow loads for sites at elevations above the limits indicated in
				  Figure 1608.2 and for all sites within the CS areas shall be
approved
. Ground snow load determination for such sites shall
				  be based on an extreme value statistical analysis of data available in the
				  vicinity of the site using a value with a 2-percent annual probability of being
				  exceeded (50-year mean recurrence interval). Snow loads are zero for Hawaii,
				  except in mountainous regions as
approved
by the
building official
.
TABLE 1608.2 GROUND SNOW LOADS,
p
g , FOR ALASKAN
				  LOCATIONS
LOCATION
POUNDS PER
SQUARE
							 FOOT
LOCATION
POUNDS PER
SQUARE
							 FOOT
LOCATION
POUNDS PER
SQUARE
							 FOOT
Adak
30
Galena
60
Petersburg
150
Anchorage
50
Gulkana
70
St. Paul Islands
40
Angoon
70
Homer
40
Seward
50
Barrow
25
Juneau
60
Shemya
25
Barter Island
35
Kenai
70
Sitka
50
Bethel
40
Kodiak
30
Talkeetna
120
Big Delta
50
Kotzebue
60
Unalakleet
50
Cold Bay
25
McGrath
70
Valdez
160
Cordova
100
Nenana
80
Whittier
300
Fairbanks
60
Nome
70
Wrangell
60
Fort Yukon
60
Palmer
50
Yakutat
150
For SI: 1 pound per square foot = 0.0479 kN/m2.
Click to view
							 image
FIGURE 1608.2
GROUND SNOW LOADS,
pg
, FOR THE UNITED STATES
				  (psf)
Click to view
							 image
FIGURE 1608.2- continued
GROUND SNOW
				  LOADS,
pg
, FOR THE UNITED STATES
				  (psf)
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.4 - Drifts on Multiple Level Roofs

Current through Register 1525, July 5, 2024
For multiple stepped roofs similar to that shown in Figure
				  1608.4.1, the sum of all the roof lengths upwind above the drift under
				  consideration, lu*, in Figure 1608.4.1, shall replace
				  lu in Figure 7-8 of ASCE 7. For multiple level roofs
				  similar to that shown in Figure 1608.4.2, if the total calculated height of a
				  drift and the underlying uniform snow layer on the upwind side of a higher roof
				  (hd + hb) is equal to or greater
				  than 0.7(hb + hc), then the
				  length, lu*, as shown in Figure 1608.4.2, shall be used
				  in place of lu in Figure 7-8 of ASCE 7.
Click to view
				  image
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.5 - Very High Roof Separations

Current through Register 1525, July 5, 2024
When the ratio
				  hr/LT is greater than 1.0, where
				  LT is the dimension in feet of the upper roof
				  perpendicular to the wind flow (perpendicular to lu in
				  Figure 7-8 of ASCE 7) and hr = hb
				  + hc, the drift surcharge load on the lower roof due to
				  drifting of snow from the upper roof may be reduced. The reduced height of the
				  drift surcharge, hdr, shall be not less than:
				  hdr = hr (2 -
				  hr/LT), except that when
				  hr/LT is greater than 2.0,
				  hdr shall be equal to zero.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.6 - Snow Pockets or Wells

Current through Register 1525, July 5, 2024
Account shall be taken of the load effects of potentially
				  excessive snow accumulation in pockets or wells of roofs or decks.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.7 - Roof Projections

Current through Register 1525, July 5, 2024
The term roof projections used herein and in section 7.8 of
				  ASCE 7 shall be interpreted to include screen walls, parapets, fire wall
				  projections, and mechanical equipment. Drift loads at roof projections shall be
				  in accordance with section 7.8 of ASCE 7.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.8 - Sliding Snow

Current through Register 1525, July 5, 2024
In addition to the sliding snow load on a lower roof as
				  required in section 7.9 of ASCE 7, the lower roof shall be designed for a
				  windward drift surcharge at the wall separating the upper and lower roofs in
				  accordance with Figure 1608.4.1 and section 7.8 of ASCE 7. The sliding snow
				  load and the windward drift surcharge need not be considered to act
				  concurrently.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.9 - Snow Guards

Current through Register 1525, July 5, 2024
Sliding snow from an adjacent sloping high roof need not be
				  considered on the low roof if snow guards, as specified herein, are provided on
				  the high roof In this case, the sloping roof with snow guards shall be designed
				  for the unit snow loads required for a flat roof The roof area(s) requiring
				  snow guards shall be indicated on the construction documents. Snow guards shall
				  be designed by a
registered design professional.
The
registered design professional
shall insure that there are
				  adequate load paths from the snow guards into the supporting members and from
				  the supporting members into the primary structure. The structural design of
				  snow guards shall account for the impact of the sliding snow. The effectiveness
				  in preventing the sliding of snow of proprietary snow guard systems shall be
				  demonstrated by tests.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1608 - SNOW LOADS › Subsection 1608.10 - Snow Storage and Collection Areas

Current through Register 1525, July 5, 2024
Consideration of potentially excessive snow accumulation
				  shall be given to portions of structures designated or used as snow collection
				  or storage areas during and after snow removal operations (
e.g.
temporary snow collection areas when mechanically removing snow from a
				  roof; snow storage areas for parking structures).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1609 - WIND LOADS › Subsection 1609.2 - Definitions

Current through Register 1525, July 5, 2024
The following words and terms shall, for the purposes of
				  Section 1609, have the meanings shown herein.
HURRICANE-PRONE REGIONS.
Areas vulnerable to
				  hurricanes defined as:
1. The U. S.
				Atlantic Ocean and Gulf of Mexico coasts where the basic wind speed is greater
				than 90 mph (40 m/s) and
2. Hawaii,
				Puerto Rico, Guam, Virgin Islands and American Samoa.
WIND-BORNE DEBRIS REGION.
Portions of
hurricane-prone regions
that are within 1 mile (1.61 km) of
				  the coastal mean high water line where the basic wind speed is 110 mph (48 m/s)
				  or greater; or portions of
hurricane-prone regions
where the
				  basic wind speed is 120 mph (53 m/s) or greater; or Hawaii.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1609 - WIND LOADS › Subsection 1609.3 - Basic wind speed

Current through Register 1525, July 5, 2024
The basic wind speed, in mph, for the determination of the
				  wind loads shall be determined by Figure 1609. Basic wind speed for the special
				  wind regions indicated, near mountainous terrain and near gorges shall be in
				  accordance with local jurisdiction requirements. Basic wind speeds determined
				  by the local jurisdiction shall be in accordance with Section 6.5.4 of ASCE
				  7.
In nonhurricane-prone regions, when the basic wind speed is
				  estimated from regional climatic data, the basic wind speed shall be not less
				  than the wind speed associated with an annual probability of 0.02 (50-year mean
				  recurrence interval), and the estimate shall be adjusted for equivalence to a
				  3-second gust wind speed at 33 feet (10 m) above ground in Exposure Category C.
				  The data analysis shall be performed in accordance with Section 6.5.4.2 of ASCE
				  7.
1609.3.1
Wind speed
				conversion.
When required, the 3-second gust basic wind speeds of Figure
				1609 shall be converted to fastest-mile wind speeds,
V
fm, using Table 1609.3.1 or Equation
				16-32.
Click to view
							 image
(Equation 16-32)
where:
V
3S = 3-second gust
				  basic wind speed from Figure 1609.
TABLE 1609.3.1 EQUIVALENT BASIC WIND
				  SPEEDSa, b, c
V
3S
85
90
100
105
110
120
125
130
140
145
150
160
170
V
fm
71
76
85
90
95
104
109
114
123
128
133
142
152
For SI: 1 mile per hour = 0.447 m/s.
a.
							 Linear interpolation is permitted.
b.
V
3S is the 3-second gust wind speed
							 (mph).
c.
V
fm is the
							 fastest mile wind speed (mph).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1609 - WIND LOADS › Subsection 1609.4 - Exposure category

Current through Register 1525, July 5, 2024
For each wind direction considered, an exposure category
				  that adequately reflects the characteristics of ground surface irregularities
				  shall be determined for the site at which the building or structure is to be
				  constructed. Account shall be taken of variations in ground surface roughness
				  that arise from natural topography and vegetation as well as from constructed
				  features.
1609.4.1
Wind
				directions and sectors.
For each selected wind direction at which the
				wind loads are to be evaluated, the exposure of the building or structure shall
				be determined for the two upwind sectors extending 45 degrees (0.79 rad) either
				side of the selected wind direction. The exposures in these two sectors shall
				be determined in accordance with Sections 1609.4.2 and 1609.4.3 and the
				exposure resulting in the highest wind loads shall be used to represent winds
				from that direction.
1609.4.2
Surface roughness categories.
A ground surface roughness within
				each 45-degree (0.79 rad) sector shall be determined for a distance upwind of
				the site as defined in Section 1609.4.3 from the categories defined below, for
				the purpose of assigning an exposure category as defined in Section 1609.4.3.
Surface Roughness B.
Urban and suburban areas,
				  wooded areas or other terrain with numerous closely spaced obstructions having
				  the size of single-family dwellings or larger.
Surface Roughness C.
Open terrain with scattered
				  obstructions having heights generally less than 30 feet (9144 mm). This
				  category includes flat open country, grasslands, and all water surfaces in
hurricane-prone regions
.
Surface Roughness D.
Flat, unobstructed areas
				  and water surfaces outside
hurricane-prone regions
. This
				  category includes smooth mud flats, salt flats and unbroken ice.
1609.4.3
Exposure
				categories.
An exposure category shall be determined in accordance with
				the following:
Exposure B.
Exposure B shall apply where the
				  ground surface roughness condition, as defined by Surface Roughness B, prevails
				  in the upwind direction for a distance of at least 2,600 feet (792 m) or 20
				  times the height of the building, whichever is greater.
Exception:
For buildings whose mean roof height
				  is less than or equal to 30 feet (9144 mm), the upwind distance is permitted to
				  be reduced to 1,500 feet (457 m).
Exposure C.
Exposure C shall apply for all cases
				  where Exposures B or D do not apply.
Exposure D.
Exposure D shall apply where the
				  ground surface roughness, as defined by Surface Roughness D, prevails in the
				  upwind direction for a distance of at least 5,000 feet (1524 m) or 20 times the
				  height of the building, whichever is greater. Exposure D shall extend inland
				  from the shoreline for a distance of 600 feet (183 m) or 20 times the height of
				  the building, whichever is greater.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1610 - SOIL LATERAL LOADS › Subsection 1610.1 - General

Current through Register 1525, July 5, 2024
Foundation walls and retaining walls shall be designed to
				  resist lateral soil loads. Soil loads specified in Table 1610.1 shall be used
				  as the minimum design lateral soil loads unless determined otherwise by a
				  geotechnical investigation in accordance with Section 1803. Foundation walls
				  and other walls in which horizontal movement is restricted at the top shall be
				  designed for at-rest pressure. Retaining walls free to move and rotate at the
				  top shall be permitted to be designed for active pressure. Design lateral
				  pressure from surcharge loads shall be added to the lateral earth pressure
				  load. Design lateral pressure shall be increased if soils at the site are
				  expansive. Foundation walls shall be designed to support the weight of the full
				  hydrostatic pressure of undrained backfill unless a drainage system is
				  installed in accordance with Sections 1805.4.2 and 1805.4.3.
Exception:
Foundation walls extending not more
				  than 8 feet (2438 mm) below grade and laterally supported at the top by
				  flexible diaphragms shall be permitted to be designed for active
				  pressure.
TABLE 1610.1 LATERAL SOIL LOAD
DESCRIPTION OF BACKFILL
							 MATERIALc
UNIFIED SOIL
CLASSIFICATION
DESIGN LATERAL SOIL LOADa
(pound per square foot per foot of depth)
Active pressure
At-rest pressure
Well-graded, clean gravels; gravel-sand mixes
GW
30
60
Poorly graded clean gravels; gravel-sand mixes
GP
30
60
Silty gravels, poorly graded gravel-sand mixes
GM
40
60
Clayey gravels, poorly graded gravel-and-clay
							 mixes
GC
45
60
Well-graded, clean sands; gravelly sand mixes
SW
30
60
Poorly graded clean sands; sand-gravel mixes
SP
30
60
Silty sands, poorly graded sand-silt mixes
SM
45
60
Sand-silt clay mix with plastic fines
SM-SC
45
100
Clayey sands, poorly graded sand-clay mixes
SC
60
100
Inorganic silts and clayey silts
ML
45
100
Mixture of inorganic silt and clay
ML-CL
60
100
Inorganic clays of low to medium plasticity
CL
60
100
Organic silts and silt clays, low plasticity
OL
Note b
Note b
Inorganic clayey silts, elastic silts
MH
Note b
Note b
Inorganic clays of high plasticity
CH
Note b
Note b
Organic clays and silty clays
OH
Note b
Note b
For SI: 1 pound per square foot per foot of depth =
							 0.157 kPa/m, 1 foot = 304.8 mm.
a. Design lateral soil loads are
							 given for moist conditions for the specified soils at their optimum densities.
							 Actual field conditions shall govern. Submerged or saturated soil pressures
							 shall include the weight of the buoyant soil plus the hydrostatic loads.
b. Unsuitable as backfill material.
c. The definition
							 and classification of soil materials shall be in accordance with ASTM D
							 2487.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1610 - SOIL LATERAL LOADS › Subsection 1610.2 - Seismic Loads on Foundation Walls and Retaining Walls

Current through Register 1525, July 5, 2024
Exterior foundation walls and retaining walls shall be
				  designed to resist an earthquake force, Fw, for
				  horizontal backfill surface, equal to:
Fw =
				  0.100(SS)(Fa)(Yt)(H)2
where SS is the maximum considered
				  earthquake spectral response acceleration from Table 1604.11,
				  Fa is the site coefficient from Table 1613.5.3(1),
				  yt is the total unit weight of the soil, and H is the
				  height of the wall measured as the difference in elevation of finished ground
				  surface or floor in front of and behind the wall. The earthquake force from the
				  backfill shall be distributed as an inverted triangle over the height of the
				  wall.
Surcharges that are applied over extended periods of time
				  shall be included in the total static lateral soil pressure and their
				  earthquake lateral force shall be computed and added to the force determined
				  above. The point of application of the earthquake force from extended duration
				  surcharge shall be determined on an individual case basis.
If the backfill or the existing soil behind the backfill
				  consists of loose saturated granular soil, the potential for liquefaction of
				  the backfill or existing soil adjacent to the wall during seismic loading shall
				  be evaluated in accordance with the requirements of section 1806.4. If the
				  backfill or existing soil beyond the backfill is potentially subject to
				  liquefaction, the increase in design lateral load on the foundation wall or
				  retaining wall shall be determined by a
registered design
				  professional.
For wall strength design, a load factor of 1.43 shall be
				  applied to the earthquake force calculated above.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1611 - RAIN LOADS › Subsection 1611.1 - Design rain loads

Current through Register 1525, July 5, 2024
Each portion of a roof shall be designed to sustain the load
				  of rainwater that will accumulate on it if the primary drainage system for that
				  portion is blocked plus the uniform load caused by water that rises above the
				  inlet of the secondary drainage system at its design flow. The design rainfall
				  shall be based on the 100-year hourly rainfall rate indicated in Figure 1611.1
				  or on other rainfall rates determined from
approved
local
				  weather data.
R
= 5.2(
d
s +
d
h)
(Equation 16-35)
For SI:
R
=
				  0.0098(
d
s +
d
h)
where:
d
h = Additional
				  depth of water on the undeflected roof above the inlet of secondary drainage
				  system at its design flow (i.e., the hydraulic head), in inches (mm).
d
s = Depth of water
				  on the undeflected roof up to the inlet of secondary drainage system when the
				  primary drainage system is blocked (i.e., the static head), in inches
				  (mm).
R
= Rain load on the undeflected roof, in
				  psf (kN/m2). When the phrase "undeflected roof" is used,
				  deflections from loads (including dead loads) shall not be considered when
				  determining the amount of rain on the roof.
Click to view
							 image
FIGURE 1611.1 100-YEAR, 1-HOUR RAINFALL (INCHES)
				  EASTERN UNITED STATES [P]
For SI: 1 inch = 25.4 mm.
Source: National
							 Weather Service, National Oceanic and Atmospheric Administration, Washington,
							 DC.
Click to view
							 image
FIGURE 1611.1-continued 100-YEAR, 1-HOUR RAINFALL
				  (INCHES) CENTRAL UNITED STATES [P]
For SI: 1 inch = 25.4 mm.
Source: National
							 Weather Service, National Oceanic and Atmospheric Administration, Washington,
							 DC.
Click to view
							 image
FIGURE 1611.1-continued 100-YEAR, 1-HOUR RAINFALL
				  (INCHES) WESTERN UNITED STATES [P]
For SI: 1 inch = 25.4 mm.
Source: National
							 Weather Service, National Oceanic and Atmospheric Administration, Washington,
							 DC.
Click to view
							 image
FIGURE 1611.1-continued 100-YEAR, 1-HOUR RAINFALL
				  (INCHES) ALASKA [P]
For SI: 1 inch = 25.4 mm.
Source: National
							 Weather Service, National Oceanic and Atmospheric Administration, Washington,
							 DC.
Click to view
							 image
FIGURE 1611.1-continued 100-YEAR, 1-HOUR RAINFALL
				  (INCHES) HAWAII [P]
For SI: 1 inch = 25.4 mm.
Source: National
							 Weather Service, National Oceanic and Atmospheric Administration, Washington,
							 DC.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1611 - RAIN LOADS › Subsection 1611.2 - Ponding instability

Current through Register 1525, July 5, 2024
For roofs with a slope less than
				  1/4 inch per foot [1.19
				  degrees (0.0208 rad)], the design calculations shall include verification of
				  adequate stiffness to preclude progressive deflection in accordance with
				  Section 8.4 of ASCE 7.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 16 - Structural Design › Section 1611 - RAIN LOADS › Subsection 1611.3 - Controlled drainage

Current through Register 1525, July 5, 2024
Roofs equipped with hardware to control the rate of drainage
				  shall be equipped with a secondary drainage system at a higher elevation that
				  limits accumulation of water on the roof above that elevation. Such roofs shall
				  be designed to sustain the load of rainwater that will accumulate on them to
				  the elevation of the secondary drainage system plus the uniform load caused by
				  water that rises above the inlet of the secondary drainage system at its design
				  flow determined from Section 1611.1. Such roofs shall also be checked for
				  ponding instability in accordance with Section 1611.2.