reglab/statecodes huggingface dataset:
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1708 - STRUCTURAL TESTING FOR SEISMIC RESISTANCE › Subsection 1708.1 - Testing and qualification for seismic resistance

Current through Register 1525, July 5, 2024
The testing and qualification specified in Sections 1708.2
				  through 1708.5, unless exempted from
special inspections
by
				  the exceptions of Section 1704.1, 1705.3 or 1705.3.1 are required as
				  follows:
1. The
				seismic-force-resisting systems in structures assigned to
Seismic
				Design Category
C, D, E or F, as determined in Section 1613 shall meet
				the requirements of Sections 1708.2 and 1708.3, as applicable.
2. Designated seismic systems in structures
				assigned to
Seismic Design Category
C, D, E or F subject to
				the special certification requirements of ASCE 7 Section 13.2.2 are required to
				be tested in accordance with Section 1708.4.
3. Architectural, mechanical and electrical
				components in structures assigned to
Seismic Design Category
C, D, E or F with an
I
p = 1.0 are
				required to be tested in accordance with Section 1708.4 where the general
				design requirements of ASCE 7 Section 13.2.1, Item 2 for manufacturer's
				certification are satisfied by testing.
4. The seismic isolation system in
				seismically isolated structures shall meet the testing requirements of Section
				1708.5.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1708 - STRUCTURAL TESTING FOR SEISMIC RESISTANCE › Subsection 1708.2 - Concrete reinforcement

Current through Register 1525, July 5, 2024
Where reinforcement complying with ASTM A 615 is used to
				  resist earthquake-induced flexural and axial forces in special moment frames,
				  special structural walls and coupling beams connecting special structural
				  walls, in structures assigned to
Seismic Design Category
B, C,
				  D, E or F as determined in Section 1613, the reinforcement shall comply with
				  Section 21.1.5.2 of ACI 318. Certified mill test reports shall be provided for
				  each shipment of such reinforcement. Where reinforcement complying with ASTM A
				  615 is to be welded, chemical tests shall be performed to determine weldability
				  in accordance with Section 3.5.2 of ACI 318.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1708 - STRUCTURAL TESTING FOR SEISMIC RESISTANCE › Subsection 1708.3 - Structural steel

Current through Register 1525, July 5, 2024
Testing for structural steel shall be in accordance with the
				  quality assurance plan requirements of AISC 341.
Exceptions:
1. Testing for structural steel in structures
				assigned to
Seismic Design Category
C that are not
				specifically detailed for seismic resistance, with a response modification
				coefficient,
R
, of 3 or less, excluding cantilever column
				systems.
2. For ordinary moment
				frames, ultrasonic and magnetic particle testing of complete joint penetration
				groove welds are only required for demand critical welds.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1708 - STRUCTURAL TESTING FOR SEISMIC RESISTANCE › Subsection 1708.4 - Seismic certification of nonstructural components

Current through Register 1525, July 5, 2024
The
registered design professional
shall
				  state the applicable seismic certification requirements for nonstructural
				  components and designated seismic systems on the
construction
				  documents
.
1. The
				manufacturer of each designated seismic system component subject to the
				provisions of ASCE 7 Section 13.2.2 shall test or analyze the component and its
				mounting system or anchorage and submit a
certificate of
				compliance
for review and acceptance by the
registered design
				professional
responsible for the design of the designated seismic
				system and for approval by the
building official
.
				Certification shall be based on an actual test on a shake table, by
				three-dimensional shock tests, by an analytical method using dynamic
				characteristics and forces, by the use of experience data (i.e., historical
				data demonstrating acceptable seismic performance) or by more rigorous analysis
				providing for equivalent safety.
2.
				Manufacturer's certification of compliance for the general design requirements
				of ASCE 7 Section 13.2.1 shall be based on analysis, testing or experience
				data.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1708 - STRUCTURAL TESTING FOR SEISMIC RESISTANCE › Subsection 1708.5 - Seismically isolated structures

Current through Register 1525, July 5, 2024
For required system tests, see Section 17.8 of ASCE
				  7.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1709 - CONTRACTOR RESPONSIBILITY › Subsection 1709.1 - Contractor responsibility

Current through Register 1525, July 5, 2024
Each contractor responsible for the construction of a main
				  wind- or seismic-force-resisting system, designated seismic system or a wind-
				  or seismic-resisting component listed in the statement of special inspections
				  shall submit a written statement of responsibility to the
building
				  official
and the owner prior to the commencement of work on the system
				  or component. The contractor's statement of responsibility shall contain
				  acknowledgement of awareness of the special requirements contained in the
				  statement of
special inspection
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1710 - STRUCTURAL OBSERVATIONS › Subsection 1710.1 - General

Current through Register 1525, July 5, 2024
Where required by the provisions of Section 1710.2 or
				  1710.3, the owner shall employ a
registered design
				  professional
to perform structural observations as defined in Section
				  1702.
Prior to the commencement of observations, the structural
				  observer shall submit to the
building official
a written
				  statement identifying the frequency and extent of structural
				  observations.
At the conclusion of the work included in the permit, the
				  structural observer shall submit to the
building official
a
				  written statement that the site visits have been made and identify any reported
				  deficiencies which, to the best of the structural observer's knowledge, have
				  not been resolved.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1710 - STRUCTURAL OBSERVATIONS › Subsection 1710.2 - Structural observations for seismic resistance

Current through Register 1525, July 5, 2024
Structural observations shall be provided for those
				  structures assigned to
Seismic Design Category
D, E or F, as
				  determined in Section 1613, where one or more of the following conditions
				  exist:
1. The structure is classified
				as
Occupancy Category
III or IV in accordance with Table
				1604.5.
2. The height of the
				structure is greater than 75 feet (22 860 mm) above the base.
3. The structure is assigned to
Seismic Design Category
E, is classified as
Occupancy
				Category
I or II in accordance with Table 1604.5, and is greater than
				two
stories above
grade plane
.
4. When so designated by the
registered design professional
responsible for the structural
				design.
5. When such observation is
				specifically required by the
building official
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1710 - STRUCTURAL OBSERVATIONS › Subsection 1710.3 - Structural observations for wind requirements

Current through Register 1525, July 5, 2024
Structural observations shall be provided for those
				  structures sited where the basic wind speed exceeds 110 mph (49 m/sec)
				  determined from Figure 1609, where one or more of the following conditions
				  exist:
1. The structure is classified
				as
Occupancy Category
III or IV in accordance with Table
				1604.5.
2. The
building
				height
of the structure is greater than 75 feet (22 860 mm).
3. When so designated by the
registered design professional
responsible for the structural
				design.
4. When such observation is
				specifically required by the
building official
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1711 - DESIGN STRENGTHS OF MATERIALS › Subsection 1711.1 - Conformance to standards

Current through Register 1525, July 5, 2024
The design strengths and permissible stresses of any
				  structural material that are identified by a manufacturer's designation as to
				  manufacture and grade by mill tests, or the strength and stress grade is
				  otherwise confirmed to the satisfaction of the
building
				  official
, shall conform to the specifications and methods of design of
				  accepted engineering practice or the
approved
rules in the
				  absence of applicable standards.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1711 - DESIGN STRENGTHS OF MATERIALS › Subsection 1711.2 - New materials

Current through Register 1525, July 5, 2024
For materials that are not specifically provided for in this
				  code, the design strengths and permissible stresses shall be established by
				  tests as provided for in Section 1712.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1712 - ALTERNATIVE TEST PROCEDURE › Subsection 1712.1 - General

Current through Register 1525, July 5, 2024
In the absence of
approved
rules or other
approved
standards, the
building official
shall make, or cause to be made, the necessary tests and investigations; or the
building official
shall accept duly authenticated reports from
approved
agencies
in respect to the quality
				  and manner of use of new materials or assemblies as provided for in Section
				  104.11. The cost of all tests and other investigations required under the
				  provisions of this code shall be borne by the applicant.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1713 - TEST SAFE LOAD › Subsection 1713.1 - Where required

Current through Register 1525, July 5, 2024
Where proposed construction is not capable of being designed
				  by
approved
engineering analysis, or where proposed
				  construction design method does not comply with the applicable material design
				  standard, the system of construction or the structural unit and the connections
				  shall be subjected to the tests prescribed in Section 1715. The
building official
shall accept certified reports of such tests
				  conducted by an
approved
testing agency, provided that such
				  tests meet the requirements of this code and
approved
procedures.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1714 - IN-SITU LOAD TESTS › Subsection 1714.1 - General

Current through Register 1525, July 5, 2024
Whenever there is a reasonable doubt as to the stability or
				  load-bearing capacity of a completed building, structure or portion thereof for
				  the expected loads, an engineering assessment shall be required. The
				  engineering assessment shall involve either a structural analysis or an in-situ
				  load test, or both. The structural analysis shall be based on actual material
				  properties and other as-built conditions that affect stability or load-bearing
				  capacity, and shall be conducted in accordance with the applicable design
				  standard. If the structural assessment determines that the load-bearing
				  capacity is less than that required by the code, load tests shall be conducted
				  in accordance with Section 1714.2. If the building, structure or portion
				  thereof is found to have inadequate stability or load-bearing capacity for the
				  expected loads, modifications to ensure structural adequacy or the removal of
				  the inadequate construction shall be required.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1714 - IN-SITU LOAD TESTS › Subsection 1714.2 - Test standards

Current through Register 1525, July 5, 2024
Structural components and assemblies shall be tested in
				  accordance with the appropriate material standards listed in Chapter 35. In the
				  absence of a standard that contains an applicable load test procedure, the test
				  procedure shall be developed by a
registered design
				  professional
and
approved
. The test procedure shall
				  simulate loads and conditions of application that the completed structure or
				  portion thereof will be subjected to in normal use.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1714 - IN-SITU LOAD TESTS › Subsection 1714.3 - In-situ load tests

Current through Register 1525, July 5, 2024
In-situ load tests shall be conducted in accordance with
				  Section 1714.3.1 or 1714.3.2 and shall be supervised by a
registered
				  design professional
. The test shall simulate the applicable loading
				  conditions specified in Chapter 16 as necessary to address the concerns
				  regarding structural stability of the building, structure or portion
				  thereof.
1714.3.1
Load test
				procedure specified.
Where a standard listed in Chapter 35 contains an
				applicable load test procedure and acceptance criteria, the test procedure and
				acceptance criteria in the standard shall apply. In the absence of specific
				load factors or acceptance criteria, the load factors and acceptance criteria
				in Section 1714.3.2 shall apply.
1714.3.2
Load test procedure not
				specified.
In the absence of applicable load test procedures contained
				within a standard referenced by this code or acceptance criteria for a specific
				material or method of construction, such existing structure shall be subjected
				to a test procedure developed by a
registered design
				professional
that simulates applicable loading and deformation
				conditions. For components that are not a part of the seismic-load-resisting
				system, the test load shall be equal to two times the unfactored design loads.
				The test load shall be left in place for a period of 24 hours. The structure
				shall be considered to have successfully met the test requirements where the
				following criteria are satisfied:
1. Under the
				design load, the deflection shall not exceed the limitations specified in
				Section 1604.3.
2. Within 24 hours
				after removal of the test load, the structure shall have recovered not less
				than 75 percent of the maximum deflection.
3. During and immediately after the test, the
				structure shall not show evidence of failure.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1715 - PRECONSTRUCTION LOAD TESTS › Subsection 1715.1 - General

Current through Register 1525, July 5, 2024
In evaluating the physical properties of materials and
				  methods of construction that are not capable of being designed by
approved
engineering analysis or do not comply with applicable
				  material design standards listed in Chapter 35, the structural adequacy shall
				  be predetermined based on the load test criteria established in this
				  section.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1715 - PRECONSTRUCTION LOAD TESTS › Subsection 1715.2 - Load test procedures specified

Current through Register 1525, July 5, 2024
Where specific load test procedures, load factors and
				  acceptance criteria are included in the applicable design standards listed in
				  Chapter 35, such test procedures, load factors and acceptance criteria shall
				  apply. In the absence of specific test procedures, load factors or acceptance
				  criteria, the corresponding provisions in Section 1715.3 shall
				  apply.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1715 - PRECONSTRUCTION LOAD TESTS › Subsection 1715.3 - Load test procedures not specified

Current through Register 1525, July 5, 2024
Where load test procedures are not specified in the
				  applicable design standards listed in Chapter 35, the load-bearing and
				  deformation capacity of structural components and assemblies shall be
				  determined on the basis of a test procedure developed by a
registered
				  design professional
that simulates applicable loading and deformation
				  conditions. For components and assemblies that are not a part of the
				  seismic-force-resisting system, the test shall be as specified in Section
				  1715.3.1. Load tests shall simulate the applicable loading conditions specified
				  in Chapter 16.
1715.3.1
Test
				procedure.
The test assembly shall be subjected to an increasing
				superimposed load equal to not less than two times the superimposed design
				load. The test load shall be left in place for a period of 24 hours. The tested
				assembly shall be considered to have successfully met the test requirements if
				the assembly recovers not less than 75 percent of the maximum deflection within
				24 hours after the removal of the test load. The test assembly shall then be
				reloaded and subjected to an increasing superimposed load until either
				structural failure occurs or the superimposed load is equal to two and one-half
				times the load at which the deflection limitations specified in Section
				1715.3.2 were reached, or the load is equal to two and one-half times the
				superimposed design load. In the case of structural components and assemblies
				for which deflection limitations are not specified in Section 1715.3.2, the
				test specimen shall be subjected to an increasing superimposed load until
				structural failure occurs or the load is equal to two and one-half times the
				desired superimposed design load. The allowable superimposed design load shall
				be taken as the lesser of:
1. The load at the
				deflection limitation given in Section 1715.3.2.
2. The failure load divided by 2.5.
3. The maximum load applied divided by
				2.5.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1715 - PRECONSTRUCTION LOAD TESTS › Subsection 1715.4 - Wall and partition assemblies

Current through Register 1525, July 5, 2024
Load-bearing wall
and partition assemblies
				  shall sustain the test load both with and without window framing. The test load
				  shall include all design load components. Wall and partition assemblies shall
				  be tested both with and without door and window framing.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1715 - PRECONSTRUCTION LOAD TESTS › Subsection 1715.5 - Exterior window and door assemblies

Current through Register 1525, July 5, 2024
The design pressure rating of exterior windows and doors in
				  buildings shall be determined in accordance with Section 1715.5.1 or
				  1715.5.2.
Exception:
Structural wind load design
				  pressures for window units smaller than the size tested in accordance with
				  Section 1715.5.1 or 1715.5.2 shall be permitted to be higher than the design
				  value of the tested unit provided such higher pressures are determined by
				  accepted engineering analysis. All components of the small unit shall be the
				  same as the tested unit. Where such calculated design pressures are used, they
				  shall be validated by an additional test of the window unit having the highest
				  allowable design pressure.
1715.5.1
Exterior windows and doors.
Exterior windows and sliding doors
				shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440. The
label
shall state the name of the manufacturer, the
approved
labeling agency and the product designation as
				specified in AAMA/ WDMA/CSA101/I.S.2/A440. Exterior side-hinged doors shall be
				tested and
labeled
as conforming to
				AAMA/WDMA/CSA101/I.S.2/A440 or comply with Section 1715.5.2. Products tested
				and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 shall not be subject
				to the requirements of Sections 2403.2 and 2403.3.
1715.5.2
Exterior windows and door
				assemblies not provided for in Section 1715.5.1.
Exterior window and
				door assemblies shall be tested in accordance with ASTM E 330. Structural
				performance of garage doors shall be determined in accordance with either ASTM
				E 330 or ANSI/DASMA 108, and shall meet the acceptance criteria of ANSI/DASMA
				108. Exterior window and door assemblies containing glass shall comply with
				Section 2403. The design pressure for testing shall be calculated in accordance
				with Chapter 16. Each assembly shall be tested for 10 seconds at a load equal
				to 1.5 times the design pressure.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1715 - PRECONSTRUCTION LOAD TESTS › Subsection 1715.6 - Test specimens

Current through Register 1525, July 5, 2024
Test specimens and construction shall be representative of
				  the materials, workmanship and details normally used in practice. The
				  properties of the materials used to construct the test assembly shall be
				  determined on the basis of tests on samples taken from the load assembly or on
				  representative samples of the materials used to construct the load test
				  assembly. Required tests shall be conducted or witnessed by an
approved
agency
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1716 - MATERIAL AND TEST STANDARDS › Subsection 1716.1 - Test standards for joist hangers and connectors

Current through Register 1525, July 5, 2024
1716.1.1
Test standards for joist
				hangers.
The vertical load-bearing capacity, torsional moment capacity
				and deflection characteristics of joist hangers shall be determined in
				accordance with ASTM D 1761 using lumber having a specific gravity of 0.49 or
				greater, but not greater than 0.55, as determined in accordance with AF &
				PA NDS for the joist and headers.
Exception:
The joist length shall not be
				  required to exceed 24 inches (610 mm).
1716.1.1
Test standards for joist
				hangers.
The vertical load-bearing capacity, torsional moment capacity
				and deflection characteristics of joist hangers shall be determined in
				accordance with ASTM D 1761 using lumber having a specific gravity of 0.49 or
				greater, but not greater than 0.55, as determined in accordance with AF &
				PA NDS for the joist and headers.
Exception:
The joist length shall not be
				  required to exceed 24 inches (610 mm).
1716.1.2
Vertical load capacity for
				joist hangers.
The vertical load capacity for the joist hanger shall be
				determined by testing a minimum of three joist hanger assemblies as specified
				in ASTM D 1761. If the ultimate vertical load for any one of the tests varies
				more than 20 percent from the average ultimate vertical load, at least three
				additional tests shall be conducted. The allowable vertical load of the joist
				hanger shall be the lowest value determined from the following:
1. The lowest ultimate vertical load for a
				single hanger from any test divided by three (where three tests are conducted
				and each ultimate vertical load does not vary more than 20 percent from the
				average ultimate vertical load).
2.
				The average ultimate vertical load for a single hanger from all tests divided
				by three (where six or more tests are conducted).
3. The average from all tests of the vertical
				loads that produce a vertical movement of the joist with respect to the header
				of 1/8 inch (3.2
				mm).
4. The sum of the allowable
				design loads for nails or other fasteners utilized to secure the joist hanger
				to the wood members and allowable bearing loads that contribute to the capacity
				of the hanger.
5. The allowable
				design load for the wood members forming the connection.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 17 - Structural Tests and Special Inspections › Section 1716 - MATERIAL AND TEST STANDARDS › Subsection 1716.2 - Concrete and clay roof tiles

Current through Register 1525, July 5, 2024
1716.2.1
Overturning
				resistance.
Concrete and clay roof tiles shall be tested to determine
				their resistance to overturning due to wind in accordance with SBCCI SSTD 11
				and Chapter 15.
1716.2.2
Wind tunnel testing.
When roof tiles do not satisfy the limitations in
				Chapter 16 for rigid tile, a wind tunnel test shall be used to determine the
				wind characteristics of the concrete or clay tile roof covering in accordance
				with SBCCI SSTD 11 and Chapter 15.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1801 - GENERAL › Subsection 1801.2 - Design basis

Current through Register 1525, July 5, 2024
Allowable bearing pressures, allowable stresses and design
				  formulas provided in this chapter shall be used with the
allowable
				  stress design
load combinations specified in Section 1605.3. The
				  quality and design of materials used structurally in excavations and
				  foundations shall comply with the requirements specified in Chapters 16, 19,
				  21, 22 and 23 of this code. Excavations and fills shall also comply with
				  Chapter 33.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1802 - DEFINITIONS › Subsection 1802.1 - Definitions

Current through Register 1525, July 5, 2024
The following words and terms shall, for the purposes of
				  this chapter, have the meanings shown herein.
DEEP FOUNDATION.
A deep foundation is a
				  foundation element that does not satisfy the definition of a shallow
				  foundation.
DRILLED SHAFT.
A drilled shaft is a
				  cast-in-place deep foundation element constructed by drilling a hole (with or
				  without permanent casing) into soil or rock and filling it with fluid
				  concrete.
Socketed drilled shaft.
A socketed drilled shaft
				  is a drilled shaft with a permanent pipe or tube casing that extends down to
				  bedrock and an uncased socket drilled into the bedrock.
HELICAL PILE.
Manufactured steel deep foundation
				  element consisting of a central shaft and one or more helical bearing plates. A
				  helical pile is installed by rotating it into the ground. Each helical bearing
				  plate is formed into a screw thread with a uniform defined pitch.
MICROPILE.
A micropile is a bored,
				  grouted-in-place deep foundation element that develops its load-carrying
				  capacity by means of a bond zone in soil, bedrock or a combination of soil and
				  bedrock.
SHALLOW FOUNDATION.
A shallow foundation is an
				  individual or strip footing, a mat foundation, a slab-on-grade foundation or a
				  similar foundation element.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1803 - GEOTECHNICAL INVESTIGATIONS › Subsection 1803.1 - General

Current through Register 1525, July 5, 2024
Geotechnical investigations shall be conducted in accordance
				  with Section 1803.2 and reported in accordance with Section 1803.6. Where
				  required by the
building official
or where geotechnical
				  investigations involve in-situ testing, laboratory testing or engineering
				  calculations, such investigations shall be conducted by a
registered
				  design professional
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1803 - GEOTECHNICAL INVESTIGATIONS › Subsection 1803.2 - Investigations required

Current through Register 1525, July 5, 2024
Geotechnical investigations shall be conducted in accordance
				  with Sections 1803.3 through 1803.5.
Exception:
The
building
				  official
shall be permitted to waive the requirement for a
				  geotechnical investigation where satisfactory data from adjacent areas is
				  available that demonstrates an investigation is not necessary for any of the
				  conditions in Sections 1803.5.1 through 1803.5.6 and Sections 1803.5.10 and
				  1803.5.11.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1803 - GEOTECHNICAL INVESTIGATIONS › Subsection 1803.3 - Basis of investigation

Current through Register 1525, July 5, 2024
Soil classification shall be based on observation and any
				  necessary tests of the materials disclosed by borings, test pits or other
				  subsurface exploration made in appropriate locations. Additional studies shall
				  be made as necessary to evaluate slope stability, soil strength, position and
				  adequacy of load-bearing soils, the effect of moisture variation on
				  soil-bearing capacity, compressibility, liquefaction and expansiveness.
1803.3.1
Scope of investigation.
The scope of the geotechnical investigation including the number and
				types of borings or soundings, the equipment used to drill or sample, the
				in-situ testing equipment and the laboratory testing program shall be
				determined by a
registered design professional
.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1803 - GEOTECHNICAL INVESTIGATIONS › Subsection 1803.4 - Qualified representative

Current through Register 1525, July 5, 2024
The investigation procedure and apparatus shall be in
				  accordance with generally accepted engineering practice. The
registered
				  design professional
shall have a fully qualified representative on
				  site during all boring or sampling operations.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1803 - GEOTECHNICAL INVESTIGATIONS › Subsection 1803.5 - Investigated conditions

Current through Register 1525, July 5, 2024
Geotechnical investigations shall be conducted as indicated
				  in Sections 1803.5.1 through 1803.5.12.
1803.5.1
Classification.
Soil
				materials shall be classified in accordance with ASTM D 2487.
1803.5.2
Questionable soil.
Where the classification, strength or compressibility of the soil is in
				doubt or where a load-bearing value superior to that specified in this code is
				claimed, the
building official
shall be permitted to require
				that a geotechnical investigation be conducted.
1803.5.3
Expansive soil.
In
				areas likely to have expansive soil, the
building official
shall require soil tests to determine where such soils do exist.
Soils meeting all four of the following provisions shall be
				  considered expansive, except that tests to show compliance with Items 1, 2 and
				  3 shall not be required if the test prescribed in Item 4 is conducted:
1. Plasticity index (PI) of 15 or greater,
				determined in accordance with ASTM D 4318.
2. More than 10 percent of the soil particles
				pass a No. 200 sieve (75 µm), determined in accordance with ASTM D
				422.
3. More than 10 percent of the
				soil particles are less than 5 micrometers in size, determined in accordance
				with ASTM D 422.
4. Expansion index
				greater than 20, determined in accordance with ASTM D 4829.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1803 - GEOTECHNICAL INVESTIGATIONS › Subsection 1803.6 - Reporting

Current through Register 1525, July 5, 2024
Where geotechnical investigations are required, a written
				  report of the investigations shall be submitted to the
building
				  official
by the owner or authorized agent at the time of
permit
application. This geotechnical report shall include,
				  but need not be limited to, the following information:
1. A plot showing the location of the soil
				investigations.
2. A complete
				record of the soil boring and penetration test logs and soil samples.
3. A record of the soil profile.
4. Elevation of the water table, if
				encountered.
5. Recommendations for
				foundation type and design criteria, including but not limited to: bearing
				capacity of natural or compacted soil; provisions to mitigate the effects of
				expansive soils; mitigation of the effects of liquefaction, differential
				settlement and varying soil strength; and the effects of adjacent
				loads.
6. Expected total and
				differential settlement.
7. Deep
				foundation information in accordance with Section 1803.5.5.
8. Special design and construction provisions
				for foundations of structures founded on expansive soils, as
				necessary.
9. Compacted fill
				material properties and testing in accordance with Section 1803.5.8.
10. Controlled low-strength material
				properties and testing in accordance with Section 1803.5.9.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1804 - EXCAVATION, GRADING AND FILL › Subsection 1804.1 - Excavation near foundations

Current through Register 1525, July 5, 2024
Excavation for any purpose shall not remove lateral support
				  from any foundation without first underpinning or protecting the foundation
				  against settlement or lateral translation.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1804 - EXCAVATION, GRADING AND FILL › Subsection 1804.2 - Placement of backfill

Current through Register 1525, July 5, 2024
The excavation outside the foundation shall be backfilled
				  with soil that is free of organic material, construction debris, cobbles and
				  boulders or with a controlled low-strength material (CLSM). The backfill shall
				  be placed in lifts and compacted in a manner that does not damage the
				  foundation or the waterproofing or dampproofing material.
Exception:
CLSM need not be
				  compacted.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1804 - EXCAVATION, GRADING AND FILL › Subsection 1804.3 - Site grading

Current through Register 1525, July 5, 2024
The ground immediately adjacent to the foundation shall be
				  sloped away from the building at a slope of not less than one unit vertical in
				  20 units horizontal (5-percent slope) for a minimum distance of 10 feet (3048
				  mm) measured perpendicular to the face of the wall. If physical obstructions or
				  lot lines prohibit 10 feet (3048 mm) of horizontal distance, a 5-percent slope
				  shall be provided to an
approved
alternative method of
				  diverting water away from the foundation. Swales used for this purpose shall be
				  sloped a minimum of 2 percent where located within 10 feet (3048 mm) of the
				  building foundation. Impervious surfaces within 10 feet (3048 mm) of the
				  building foundation shall be sloped a minimum of 2 percent away from the
				  building.
Exception:
Where climatic or soil conditions
				  warrant, the slope of the ground away from the building foundation shall be
				  permitted to be reduced to not less than one unit vertical in 48 units
				  horizontal (2-percent slope).
The procedure used to establish the final ground level
				  adjacent to the foundation shall account for additional settlement of the
				  backfill.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1804 - EXCAVATION, GRADING AND FILL › Subsection 1804.4 - Grading and fill in flood hazard areas

Current through Register 1525, July 5, 2024
In
flood hazard areas
established in
				  Section 1612.3, grading and/or fill shall not be
approved
:
1. Unless
				such fill is placed, compacted and sloped to minimize shifting, slumping and
				erosion during the rise and fall of flood water and, as applicable, wave
				action.
2. In floodways, unless it
				has been demonstrated through hydrologic and hydraulic analyses performed by a
registered design professional
in accordance with standard
				engineering practice that the proposed grading or fill, or both, will not
				result in any increase in flood levels during the occurrence of the
design flood
.
3.
				In flood hazard areas subject to high-velocity wave action, unless such fill is
				conducted and/or placed to avoid diversion of water and waves toward any
				building or structure.
4. Where
				design flood elevations are specified but floodways have not been designated,
				unless it has been demonstrated that the cumulative effect of the proposed
flood hazard area
encroachment, when combined with all other
				existing and anticipated
flood hazard area
encroachment, will
				not increase the design flood elevation more than 1 foot (305 mm) at any
				point.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1804 - EXCAVATION, GRADING AND FILL › Subsection 1804.5 - Compacted fill material

Current through Register 1525, July 5, 2024
Where shallow foundations will bear on compacted fill
				  material, the compacted fill shall comply with the provisions of an
approved
geotechnical report, as set forth in Section
				  1803.
Exception:
Compacted fill material 12 inches
				  (305 mm) in depth or less need not comply with an
approved
report, provided the in-place dry density is not less than 90 percent of the
				  maximum dry density at optimum moisture content determined in accordance with
				  ASTM D 1557. The compaction shall be verified by
special
				  inspection
in accordance with Section 1704.7.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1804 - EXCAVATION, GRADING AND FILL › Subsection 1804.6 - Controlled low-strength material (CLSM)

Current through Register 1525, July 5, 2024
Where shallow foundations will bear on controlled
				  low-strength material (CLSM), the CLSM shall comply with the provisions of an
approved
geotechnical report, as set forth in Section
				  1803.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1805 - DAMPPROOFING AND WATERPROOFING › Subsection 1805.1 - General

Current through Register 1525, July 5, 2024
Walls or portions thereof that retain earth and enclose
				  interior spaces and floors below grade shall be waterproofed and dampproofed in
				  accordance with this section, with the exception of those spaces containing
				  groups other than residential and institutional where such omission is not
				  detrimental to the building or occupancy.
Ventilation for crawl spaces shall comply with Section
				  1203.4.
1805.1.1
Story above
				grade plane.
Where a basement is considered a
story
above
grade plane
and the finished ground
				level adjacent to the basement wall is below the basement floor elevation for
				25 percent or more of the perimeter, the floor and walls shall be dampproofed
				in accordance with Section 1805.2 and a foundation drain shall be installed in
				accordance with Section 1805.4.2. The foundation drain shall be installed
				around the portion of the perimeter where the basement floor is below ground
				level. The provisions of Sections 1803.5.4, 1805.3 and 1805.4.1 shall not apply
				in this case.
1805.1.2
Under-floor space.
The finished ground level of an under-floor space
				such as a crawl space shall not be located below the bottom of the footings.
				Where there is evidence that the ground-water table rises to within 6 inches
				(152 mm) of the ground level at the outside building perimeter, or that the
				surface water does not readily drain from the building site, the ground level
				of the under-floor space shall be as high as the outside finished ground level,
				unless an
approved
drainage system is provided. The provisions
				of Sections 1803.5.4, 1805.2, 1805.3 and 1805.4 shall not apply in this case.
1805.1.2.1
Flood hazard areas.
For buildings and structures in flood hazard areas as established in Section
				1612.3, the finished ground level of an under-floor space such as a crawl space
				shall be equal to or higher than the outside finished ground level on at least
				one side.
Exception:
Under-floor spaces of Group R-3
				  buildings that meet the requirements of FEMA/FIA-TB-11.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1805 - DAMPPROOFING AND WATERPROOFING › Subsection 1805.2 - Dampproofing

Current through Register 1525, July 5, 2024
Where hydrostatic pressure will not occur as determined by
				  Section 1803.5.4, floors and walls for other than wood foundation systems shall
				  be dampproofed in accordance with this section. Wood foundation systems shall
				  be constructed in accordance with AF & PA PWF.
1805.2.1
Floors.
Dampproofing
				materials for floors shall be installed between the floor and the base course
				required by Section 1805.4.1, except where a separate floor is provided above a
				concrete slab.
Where installed beneath the slab, dampproofing shall consist
				  of not less than 6-mil (0.006 inch; 0.152 mm) polyethylene with joints lapped
				  not less than 6 inches (152 mm), or other
approved
methods or
				  materials. Where permitted to be installed on top of the slab, dampproofing
				  shall consist of mopped-on bitumen, not less than 4-mil (0.004 inch; 0.102 mm)
				  polyethylene, or other
approved
methods or materials. Joints
				  in the membrane shall be lapped and sealed in accordance with the
				  manufacturer's installation instructions.
1805.2.2
Walls.
Dampproofing
				materials for walls shall be installed on the exterior surface of the wall, and
				shall extend from the top of the footing to above ground level.
Dampproofing shall consist of a bituminous material, 3 pounds
				  per square
yard
(16 N/m2) of
				  acrylic modified cement, 1/8
				  inch (3.2 mm) coat of surface-bonding mortar complying with ASTM C 887, any of
				  the materials permitted for waterproofing by Section 1805.3.2 or other
approved
methods or materials.
1805.2.2.1
Surface preparation of
				walls.
Prior to application of dampproofing materials on concrete walls,
				holes and recesses resulting from the removal of form ties shall be sealed with
				a bituminous material or other
approved
methods or materials.
				Unit masonry walls shall be parged on the exterior surface below ground level
				with not less than 3/8 inch
				(9.5 mm) of portland cement mortar. The parging shall be coved at the footing.
Exception:
Parging of unit masonry walls is not
				  required where a material is
approved
for direct application
				  to the masonry.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1805 - DAMPPROOFING AND WATERPROOFING › Subsection 1805.3 - Waterproofing

Current through Register 1525, July 5, 2024
Where the ground-water investigation required by Section
				  1803.5.4 indicates that a hydrostatic pressure condition exists, and the design
				  does not include a ground-water control system as described in Section
				  1805.1.3, walls and floors shall be waterproofed in accordance with this
				  section.
1805.3.1
Floors.
Floors required to be waterproofed shall be of concrete and
				designed and constructed to withstand the hydrostatic pressures to which the
				floors will be subjected.
Waterproofing shall be accomplished by placing a membrane of
				  rubberized asphalt, butyl rubber, fully adhered/fully bonded HDPE or polyolefin
				  composite membrane or not less than 6-mil [0.006 inch (0.152 mm)] polyvinyl
				  chloride with joints lapped not less than 6 inches (152 mm) or other
approved
materials under the slab. Joints in the membrane
				  shall be lapped and sealed in accordance with the manufacturer's installation
				  instructions.
1805.3.2
Walls.
Walls required to be waterproofed shall be of concrete or
				masonry and shall be designed and constructed to withstand the hydrostatic
				pressures and other lateral loads to which the walls will be subjected.
Waterproofing shall be applied from the bottom of the wall to
				  not less than 12 inches (305 mm) above the maximum elevation of the
				  ground-water table. The remainder of the wall shall be dampproofed in
				  accordance with Section 1805.2.2. Waterproofing shall consist of two-ply
				  hot-mopped felts, not less than 6-mil (0.006 inch; 0.152 mm) polyvinyl
				  chloride, 40-mil (0.040 inch; 1.02 mm) polymer-modified asphalt, 6-mil (0.006
				  inch; 0.152 mm) polyethylene or other
approved
methods or
				  materials capable of bridging nonstructural cracks. Joints in the membrane
				  shall be lapped and sealed in accordance with the manufacturer's installation
				  instructions.
1805.3.2.1
Surface preparation of walls.
Prior to the application of waterproofing
				materials on concrete or masonry walls, the walls shall be prepared in
				accordance with Section 1805.2.2.1.