reglab/statecodes huggingface dataset:
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1805 - DAMPPROOFING AND WATERPROOFING › Subsection 1805.4 - Subsoil drainage system

Current through Register 1525, July 5, 2024
Where a hydrostatic pressure condition does not exist,
				  dampproofing shall be provided and a base shall be installed under the floor
				  and a drain installed around the foundation perimeter. A subsoil drainage
				  system designed and constructed in accordance with Section 1805.1.3 shall be
				  deemed adequate for lowering the ground-water table.
1805.4.1
Floor base course.
Floors of basements, except as provided for in Section 1805.1.1, shall be
				placed over a floor base course not less than 4 inches (102 mm) in thickness
				that consists of gravel or crushed stone containing not more than 10 percent of
				material that passes through a No. 4 (4.75 mm) sieve.
Exception:
Where a site is located in
				  well-drained gravel or sand/gravel mixture soils, a floor base course is not
				  required.
1805.4.2
Foundation drain.
A drain shall be placed around the perimeter of a
				foundation that consists of gravel or crushed stone containing not more than
				10-percent material that passes through a No. 4 (4.75 mm) sieve. The drain
				shall extend a minimum of 12 inches (305 mm) beyond the outside edge of the
				footing. The thickness shall be such that the bottom of the drain is not higher
				than the bottom of the base under the floor, and that the top of the drain is
				not less than 6 inches (152 mm) above the top of the footing. The top of the
				drain shall be covered with an
approved
filter membrane
				material. Where a drain tile or perforated pipe is used, the invert of the pipe
				or tile shall not be higher than the floor elevation. The top of joints or the
				top of perforations shall be protected with an
approved
filter
				membrane material. The pipe or tile shall be placed on not less than 2 inches
				(51 mm) of gravel or crushed stone complying with Section 1805.4.1, and shall
				be covered with not less than 6 inches (152 mm) of the same material.
1805.4.3
Drainage discharge.
The
				floor base and foundation perimeter drain shall discharge by gravity or
				mechanical means into an
approved
drainage system that
				complies with the
International Plumbing Code
.
Exception:
Where a site is located in
				  well-drained gravel or sand/gravel mixture soils, a dedicated drainage system
				  is not required.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1806 - PRESUMPTIVE LOAD-BEARING VALUES OF SOILS › Subsection 1806.1 - Load combinations

Current through Register 1525, July 5, 2024
The presumptive load-bearing values provided in Table 1806.2
				  shall be used with the
allowable stress design
load
				  combinations specified in Section 1605.3. The values of vertical foundation
				  pressure and lateral bearing pressure given in Table 1806.2 shall be permitted
				  to be increased by one-third where used with the alternative basic load
				  combinations of Section 1605.3.2 that include wind or earthquake
				  loads.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1806 - PRESUMPTIVE LOAD-BEARING VALUES OF SOILS › Subsection 1806.2 - Presumptive load-bearing values

Current through Register 1525, July 5, 2024
The load-bearing values used in design for supporting soils
				  near the surface shall not exceed the values specified in Table 1806.2 unless
				  data to substantiate the use of higher values are submitted and
approved
. Where the
building official
has
				  reason to doubt the classification, strength or compressibility of the soil,
				  the requirements of Section 1803.5.2 shall be satisfied.
Presumptive load-bearing values shall apply to materials with
				  similar physical characteristics and dispositions. Mud, organic silt, organic
				  clays, peat or unprepared fill shall not be assumed to have a presumptive
				  load-bearing capacity unless data to substantiate the use of such a value are
				  submitted.
Exception:
A presumptive load-bearing capacity
				  shall be permitted to be used where the
building official
deems the load-bearing capacity of mud, organic silt or unprepared fill is
				  adequate for the support of lightweight or temporary structures.
TABLE 1806.2 PRESUMPTIVE LOAD-BEARING
				  VALUES
CLASS OF MATERIALS
VERTICAL FOUNDATION PRESSURE
							 (psf)
LATERAL BEARING PRESSURE
(psf/ft below natural grade)
LATERAL SLIDING RESISTANCE
Coefficient of
							 frictiona
Cohesion (psf)b
1.Crystalline bedrock
12,000
1,200
0.70
-
2.Sedimentary and foliated rock
4,000
400
0.35
-
3.Sandy gravel and/or gravel (GW and GP)
3,000
200
0.35
-
4.Sand, silty sand, clayey sand, silty gravel and
							 clayey gravel (SW, SP, SM, SC, GM and GC)
2,000
150
0.25
-
5.Clay, sandy clay, silty clay, clayey silt, silt and
							 sandy silt (CL, ML, MH and CH)
1,500
100
-
130
For SI: 1 pound per square foot = 0.0479 kPa, 1 pound
							 per square foot per foot = 0.157 kPa/m.
a. Coefficient to be
							 multiplied by the dead load.
b. Cohesion value to be multiplied by
							 the contact area, as limited by Section 1806.3.2.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1806 - PRESUMPTIVE LOAD-BEARING VALUES OF SOILS › Subsection 1806.3 - Lateral load resistance

Current through Register 1525, July 5, 2024
Where the presumptive values of Table 1806.2 are used to
				  determine resistance to lateral loads, the calculations shall be in accordance
				  with Sections 1806.3.1 through 1806.3.4.
1806.3.1
Combined resistance.
The total resistance to lateral loads shall be permitted to be
				determined by combining the values derived from the lateral bearing pressure
				and the lateral sliding resistance specified in Table 1806.2.
1806.3.2
Lateral sliding resistance
				limit.
For clay, sandy clay, silty clay, clayey silt, silt and sandy
				silt, in no case shall the lateral sliding resistance exceed one-half the dead
				load.
1806.3.3
Increase for
				depth.
The lateral bearing pressures specified in Table 1806.2 shall be
				permitted to be increased by the tabular value for each additional foot (305
				mm) of depth to a maximum of 15 times the tabular value.
1806.3.4
Increase for poles.
Isolated poles for uses such as flagpoles or signs and poles used to
				support buildings that are not adversely affected by a
				1/2 inch (12.7 mm) motion at
				the ground surface due to short-term lateral loads shall be permitted to be
				designed using lateral bearing pressures equal to two times the tabular
				values.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1807 - FOUNDATION WALLS, RETAINING WALLS AND EMBEDDED POSTS AND POLES › Subsection 1807.2 - Retaining walls

Current through Register 1525, July 5, 2024
Retaining walls shall be designed in accordance with
				  Sections 1807.2.1 through 1807.2.3.
1807.2.1
General.
Retaining
				walls shall be designed to ensure stability against overturning, sliding,
				excessive foundation pressure and water uplift. Where a keyway is extended
				below the wall base with the intent to engage passive pressure and enhance
				sliding stability, lateral soil pressures on both sides of the keyway shall be
				considered in the sliding analysis.
1807.2.2
Design lateral soil loads.
Retaining walls shall be designed for the lateral soil loads set forth
				in Section 1610.
1807.2.3
Safety factor.
Retaining walls shall be designed to resist the lateral
				action of soil to produce sliding and overturning with a minimum safety factor
				of 1.5 in each case. The load combinations of Section 1605 shall not apply to
				this requirement. Instead, design shall be based on 0.7 times nominal
				earthquake loads, 1.0 times other
nominal loads
, and
				investigation with one or more of the variable loads set to zero. The safety
				factor against lateral sliding shall be taken as the available soil resistance
				at the base of the retaining wall foundation divided by the net lateral force
				applied to the retaining wall.
Exception:
Where earthquake loads are included,
				  the minimum safety factor for retaining wall sliding and overturning shall be
				  1.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1807 - FOUNDATION WALLS, RETAINING WALLS AND EMBEDDED POSTS AND POLES › Subsection 1807.3 - Embedded posts and poles

Current through Register 1525, July 5, 2024
Designs to resist both axial and lateral loads employing
				  posts or poles as columns embedded in earth or in concrete footings in earth
				  shall be in accordance with Sections 1807.3.1 through 1807.3.3.
1807.3.1
Limitations.
The design
				procedures outlined in this section are subject to the following limitations:
1. The frictional resistance for structural
				walls and slabs on silts and clays shall be limited to one-half of the normal
				force imposed on the soil by the weight of the footing or slab.
2. Posts embedded in earth shall not be used
				to provide lateral support for structural or nonstructural materials such as
				plaster, masonry or concrete unless bracing is provided that develops the
				limited deflection required.
Wood poles shall be treated in accordance with AWPA U1 for
				  sawn timber posts (Commodity Specification A, Use Category 4B) and for round
				  timber posts (Commodity Specification B, Use Category 4B).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.1 - General

Current through Register 1525, July 5, 2024
Foundations shall be designed and constructed in accordance
				  with Sections 1808.2 through 1808.9. Shallow foundations shall also satisfy the
				  requirements of Section 1809. Deep foundations shall also satisfy the
				  requirements of Section 1810.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.2 - Design for capacity and settlement

Current through Register 1525, July 5, 2024
Foundations shall be so designed that the allowable bearing
				  capacity of the soil is not exceeded, and that differential settlement is
				  minimized. Foundations in areas with expansive soils shall be designed in
				  accordance with the provisions of Section 1808.6.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.3 - Design loads

Current through Register 1525, July 5, 2024
Foundations shall be designed for the most unfavorable
				  effects due to the combinations of loads specified in Section 1605.2 or 1605.3.
				  The dead load is permitted to include the weight of foundations and overlying
				  fill. Reduced live loads, as specified in Sections 1607.9 and 1607.11, shall be
				  permitted to be used in the design of foundations.
1808.3.1
Seismic overturning.
Where foundations are proportioned using the load combinations of Section
				1605.2 or 1605.3.1, and the computation of seismic overturning effects is by
				equivalent lateral force analysis or modal analysis, the proportioning shall be
				in accordance with Section 12.13.4 of ASCE 7.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.4 - Vibratory loads

Current through Register 1525, July 5, 2024
Where machinery operations or other vibrations are
				  transmitted through the foundation, consideration shall be given in the
				  foundation design to prevent detrimental disturbances of the
				  soil.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.5 - Shifting or moving soils

Current through Register 1525, July 5, 2024
Where it is known that the shallow subsoils are of a
				  shifting or moving character, foundations shall be carried to a sufficient
				  depth to ensure stability.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.6 - Design for expansive soils

Current through Register 1525, July 5, 2024
Foundations for buildings and structures founded on
				  expansive soils shall be designed in accordance with Section 1808.6.1 or
				  1808.6.2.
Exception:
Foundation design need not comply
				  with Section 1808.6.1 or 1808.6.2 where one of the following conditions is
				  satisfied:
1. The soil is removed in
				accordance with Section 1808.6.3; or
2. The
building official
approves stabilization of the soil in accordance with Section 1808.6.4.
1808.6.1
Foundations.
Foundations placed on or within the active zone of expansive soils shall be
				designed to resist differential volume changes and to prevent structural damage
				to the supported structure. Deflection and racking of the supported structure
				shall be limited to that which will not interfere with the usability and
				serviceability of the structure.
Foundations placed below where volume change occurs or below
				  expansive soil shall comply with the following provisions:
1. Foundations extending into or penetrating
				expansive soils shall be designed to prevent uplift of the supported
				structure.
2. Foundations
				penetrating expansive soils shall be designed to resist forces exerted on the
				foundation due to soil volume changes or shall be isolated from the expansive
				soil.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1808 - FOUNDATIONS › Subsection 1808.9 - Vertical masonry foundation elements

Current through Register 1525, July 5, 2024
Vertical masonry foundation elements that are not foundation
				  piers as defined in Section 2102.1 shall be designed as piers, walls or
				  columns, as applicable, in accordance with TMS 402/ACI 530/ASCE
				  5.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.1 - General

Current through Register 1525, July 5, 2024
Shallow foundations shall be designed and constructed in
				  accordance with Sections 1809.2 through 1809.13.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.2 - Supporting soils

Current through Register 1525, July 5, 2024
Shallow foundations shall be built on undisturbed soil,
				  compacted fill material or controlled low-strength material (CLSM). Compacted
				  fill material shall be placed in accordance with Section 1804.5. CLSM shall be
				  placed in accordance with Section 1804.6.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.3 - Stepped footings

Current through Register 1525, July 5, 2024
The top surface of footings shall be level. The bottom
				  surface of footings shall be permitted to have a slope not exceeding one unit
				  vertical in 10 units horizontal (10-percent slope). Footings shall be stepped
				  where it is necessary to change the elevation of the top surface of the footing
				  or where the surface of the ground slopes more than one unit vertical in 10
				  units horizontal (10-percent slope).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.4 - Depth and width of footings

Current through Register 1525, July 5, 2024
The minimum depth of footings below the undisturbed ground
				  surface shall be 12 inches (305 mm). Where applicable, the requirements of
				  Section 1809.5 shall also be satisfied. The minimum width of footings shall be
				  12 inches (305 mm).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.5 - Frost protection

Current through Register 1525, July 5, 2024
Except where otherwise protected from frost, foundations and
				  other permanent supports of buildings and structures shall be protected from
				  frost by one or more of the following methods:
1. Extending below the frost line of the
				locality;
2. Constructing in
				accordance with ASCE 32; or
3.
				Erecting on solid rock.
Exception:
Free-standing buildings meeting all
				  of the following conditions shall not be required to be protected:
1. Assigned to
Occupancy
				Category
I, in accordance with Section 1604.5;
2. Area of 600 square feet (56
				m2) or less for light-frame construction or 400
				square feet (37 m2) or less for other than
				light-frame construction; and
3.
				Eave height of 10 feet (3048 mm) or less.
Shallow foundations shall not bear on frozen soil unless such
				  frozen condition is of a permanent character.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.6 - Location of footings

Current through Register 1525, July 5, 2024
Footings on granular soil shall be so located that the line
				  drawn between the lower edges of adjoining footings shall not have a slope
				  steeper than 30 degrees (0.52 rad) with the horizontal, unless the material
				  supporting the higher footing is braced or retained or otherwise laterally
				  supported in an
approved
manner or a greater slope has been
				  properly established by engineering analysis.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.7 - Prescriptive footings for light-frame construction

Current through Register 1525, July 5, 2024
Where a specific design is not provided, concrete or
				  masonry-unit footings supporting walls of light-frame construction shall be
				  permitted to be designed in accordance with Table 1809.7.
TABLE 1809.7 PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
				  LIGHT-FRAME CONSTRUCTIONa, b, c, d, e
NUMBER OF FLOORS SUPPORTED BY THE FOOTINGf
WIDTH OF FOOTING
(inches)
THICKNESS OF
FOOTING (inches)
1
12
6
2
15
6
3
18
8g
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Depth of footings shall be in accordance with Section 1809.4.
b. The ground under the floor shall be permitted to be excavated
							 to the elevation of the top of the footing.
c. Interior
							 stud-bearing walls shall be permitted to be supported by isolated footings. The
							 footing width and length shall be twice the width shown in this table, and
							 footings shall be spaced not more than 6 feet on center.
d. See
							 Section 1908 for additional requirements for concrete footings of structures
							 assigned to Seismic Design Category C, D, E or F.
e. For thickness
							 of foundation walls, see Section 1807.1.6.
f. Footings shall be
							 permitted to support a roof in addition to the stipulated number of floors.
							 Footings supporting roof only shall be as required for supporting one floor.
g. Plain concrete footings for Group R-3 occupancies shall be
							 permitted to be 6 inches thick.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.8 - Plain concrete footings

Current through Register 1525, July 5, 2024
The edge thickness of plain concrete footings supporting
				  walls of other than light-frame construction shall not be less than 8 inches
				  (203 mm) where placed on soil or rock.
Exception:
For plain concrete footings
				  supporting Group R-3 occupancies, the edge thickness is permitted to be 6
				  inches (152 mm), provided that the footing does not extend beyond a distance
				  greater than the thickness of the footing on either side of the supported
				  wall.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.9 - Masonry-unit footings

Current through Register 1525, July 5, 2024
The design, materials and construction of masonry-unit
				  footings shall comply with Sections 1809.9.1 and 1809.9.2, and the provisions
				  of Chapter 21.
Exception:
Where a specific design is not
				  provided, masonry-unit footings supporting walls of light-frame construction
				  shall be permitted to be designed in accordance with Table 1809.7.
1809.9.1
Dimensions.
Masonry-unit footings shall be laid in Type M or S mortar complying with
				Section 2103.8 and the depth shall not be less than twice the projection beyond
				the wall, pier or column. The width shall not be less than 8 inches (203 mm)
				wider than the wall supported thereon.
1809.9.2
Offsets.
The maximum
				offset of each course in brick foundation walls stepped up from the footings
				shall be 11/2 inches (38 mm)
				where laid in single courses, and 3 inches (76 mm) where laid in double
				courses.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.10 - Pier and curtain wall foundations

Current through Register 1525, July 5, 2024
Except in
Seismic Design Categories
D, E
				  and F, pier and curtain wall foundations shall be permitted to be used to
				  support light-frame construction not more than two
stories
				  above
grade plane
, provided the following
				  requirements are met:
1. All
				load-bearing walls shall be placed on continuous concrete footings bonded
				integrally with the
exterior wall
footings.
2. The minimum actual thickness of a
				load-bearing masonry wall shall not be less than 4 inches (102 mm) nominal or
				35/8 inches (92 mm) actual
				thickness, and shall be bonded integrally with piers spaced 6 feet (1829 mm) on
				center (o.c.).
3. Piers shall be
				constructed in accordance with Chapter 21 and the following:
3.1. The unsupported height of the masonry
				piers shall not exceed 10 times their least dimension.
3.2. Where structural clay tile or hollow
				concrete masonry units are used for piers supporting beams and girders, the
				cellular spaces shall be filled solidly with concrete or Type M or S mortar.
Exception:
Unfilled hollow piers shall be
				  permitted where the unsupported height of the pier is not more than four times
				  its least dimension.
3.3.
				Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or
				concrete or the cavities of the top course shall be filled with concrete or
				grout.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.11 - Steel grillage footings

Current through Register 1525, July 5, 2024
Grillage footings of structural steel shapes shall be
				  separated with
approved
steel spacers and be entirely encased
				  in concrete with at least 6 inches (152 mm) on the bottom and at least 4 inches
				  (102 mm) at all other points. The spaces between the shapes shall be completely
				  filled with concrete or cement grout.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.12 - Timber footings

Current through Register 1525, July 5, 2024
Timber footings shall be permitted for buildings of Type V
				  construction and as otherwise
approved
by the
building
				  official
. Such footings shall be treated in accordance with AWPA U1
				  (Commodity Specification A, Use Category 4B). Treated timbers are not required
				  where placed entirely below permanent water level, or where used as capping for
				  wood piles that project above the water level over submerged or marsh lands.
				  The compressive stresses perpendicular to grain in untreated timber footings
				  supported upon treated piles shall not exceed 70 percent of the allowable
				  stresses for the species and grade of timber as specified in the AF & PA
				  NDS.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1809 - SHALLOW FOUNDATIONS › Subsection 1809.13 - Footing seismic ties

Current through Register 1525, July 5, 2024
Where a structure is assigned to
Seismic Design
				  Category
D, E or F in accordance with Section 1613, individual spread
				  footings founded on soil defined in Section 1613.5.2 as
Site
				  Class
E or F shall be interconnected by ties. Unless it is
				  demonstrated that equivalent restraint is provided by reinforced concrete beams
				  within slabs on grade or reinforced concrete slabs on grade, ties shall be
				  capable of carrying, in tension or compression, a force equal to the lesser of
				  the product of the larger footing design gravity load times the seismic
				  coefficient,
S
DS, divided by 10 and 25
				  percent of the smaller footing design gravity load.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1810 - DEEP FOUNDATIONS › Subsection 1810.1 - General

Current through Register 1525, July 5, 2024
Deep foundations shall be analyzed, designed, detailed and
				  installed in accordance with Sections 1810.1 through 1810.4.
1810.1.1
Geotechnical
				investigation.
Deep foundations shall be designed and installed on the
				basis of a geotechnical investigation as set forth in Section 1803.
1810.1.2
Use of existing deep
				foundation elements.
Deep foundation elements left in place where a
				structure has been demolished shall not be used for the support of new
				construction unless satisfactory evidence is submitted to the
building
				official
, which indicates that the elements are sound and meet the
				requirements of this code. Such elements shall be load tested or redriven to
				verify their capacities. The design load applied to such elements shall be the
				lowest allowable load as determined by tests or redriving data.
1810.1.3
Deep foundation elements
				classified as columns.
Deep foundation elements standing unbraced in
				air, water or fluid soils shall be classified as columns and designed as such
				in accordance with the provisions of this code from their top down to the point
				where adequate lateral support is provided in accordance with Section 1810.2.1.
Exception:
Where the unsupported height to least
				  horizontal dimension of a cast-in-place deep foundation element does not exceed
				  three, it shall be permitted to design and construct such an element as a
				  pedestal in accordance with ACI 318.
1810.1.4
Special types of deep
				foundations.
The use of types of deep foundation elements not
				specifically mentioned herein is permitted, subject to the approval of the
building official
, upon the submission of acceptable test
				data, calculations and other information relating to the structural properties
				and load capacity of such elements. The allowable stresses for materials shall
				not in any case exceed the limitations specified herein.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1810 - DEEP FOUNDATIONS › Subsection 1810.2 - Analysis

Current through Register 1525, July 5, 2024
The analysis of deep foundations for design shall be in
				  accordance with Sections 1810.2.1 through 1810.2.5.
1810.2.1
Lateral support.
Any
				soil other than fluid soil shall be deemed to afford sufficient lateral support
				to prevent buckling of deep foundation elements and to permit the design of the
				elements in accordance with accepted engineering practice and the applicable
				provisions of this code.
Where deep foundation elements stand unbraced in air, water
				  or fluid soils, it shall be permitted to consider them laterally supported at a
				  point 5 feet (1524 mm) into stiff soil or 10 feet (3048 mm) into soft soil
				  unless otherwise
approved
by the
building
				  official
on the basis of a geotechnical investigation by a
registered design professional
.
1810.2.2
Stability.
Deep
				foundation elements shall be braced to provide lateral stability in all
				directions. Three or more elements connected by a rigid cap shall be considered
				braced, provided that the elements are located in radial directions from the
				centroid of the group not less than 60 degrees (1 rad) apart. A two-element
				group in a rigid cap shall be considered to be braced along the axis connecting
				the two elements. Methods used to brace deep foundation elements shall be
				subject to the approval of the
building official
.
Deep foundation elements supporting walls shall be placed
				  alternately in lines spaced at least 1 foot (305 mm) apart and located
				  symmetrically under the center of gravity of the wall load carried, unless
				  effective measures are taken to provide for eccentricity and lateral forces, or
				  the foundation elements are adequately braced to provide for lateral
				  stability.
Exceptions:
1. Isolated cast-in-place deep foundation
				elements without lateral bracing shall be permitted where the least horizontal
				dimension is no less than 2 feet (610 mm), adequate lateral support in
				accordance with Section 1810.2.1 is provided for the entire height and the
				height does not exceed 12 times the least horizontal dimension.
2. A single row of deep foundation elements
				without lateral bracing is permitted for one- and two-family dwellings and
				lightweight construction not exceeding two
stories above
grade plane
or 35 feet (10 668 mm) in
building
				height
, provided the centers of the elements are located within the
				width of the supported wall.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 18 - Soils and Foundations › Section 1810 - DEEP FOUNDATIONS › Subsection 1810.4 - Installation

Current through Register 1525, July 5, 2024
Deep foundations shall be installed in accordance with
				  Section 1810.4. Where a single deep foundation element comprises two or more
				  sections of different materials or different types spliced together, each
				  section shall satisfy the applicable conditions of installation.
1810.4.1
Structural integrity.
Deep foundation elements shall be installed in such a manner and
				sequence as to prevent distortion or damage that may adversely affect the
				structural integrity of adjacent structures or of foundation elements being
				installed or already in place and as to avoid compacting the surrounding soil
				to the extent that other foundation elements cannot be installed properly.
1810.4.1.1
Compressive strength of
				precast concrete piles.
A precast concrete pile shall not be driven
				before the concrete has attained a compressive strength of at least 75 percent
				of the specified compressive strength (
f
c), but not less than the strength sufficient
				to withstand handling and driving forces.
1810.4.1.2
Casing.
Where
				cast-in-place deep foundation elements are formed through unstable soils and
				concrete is placed in an open-drilled hole, a casing shall be inserted in the
				hole prior to placing the concrete. Where the casing is withdrawn during
				concreting, the level of concrete shall be maintained above the bottom of the
				casing at a sufficient height to offset any hydrostatic or lateral soil
				pressure. Driven casings shall be mandrel driven their full length in contact
				with the surrounding soil.
1810.4.1.3
Driving near uncased
				concrete.
Deep foundation elements shall not be driven within six
				element diameters center to center in granular soils or within one-half the
				element length in cohesive soils of an uncased element filled with concrete
				less than 48 hours old unless
approved
by the
building
				official
. If the concrete surface in any completed element rises or
				drops, the element shall be replaced. Driven uncased deep foundation elements
				shall not be installed in soils that could cause heave.
1810.4.1.4
Driving near cased
				concrete.
Deep foundation elements shall not be driven within four and
				one-half average diameters of a cased element filled with concrete less than 24
				hours old unless
approved
by the
building
				official
. Concrete shall not be placed in casings within heave range
				of driving.
1810.4.1.5
Defective timber piles.
Any substantial sudden increase in rate of
				penetration of a timber pile shall be investigated for possible damage. If the
				sudden increase in rate of penetration cannot be correlated to soil strata, the
				pile shall be removed for inspection or rejected.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1901 - GENERAL › Subsection 1901.2 - Plain and reinforced concrete

Current through Register 1525, July 5, 2024
Structural concrete shall be designed and constructed in
				  accordance with the requirements of this chapter and ACI 318 as amended in
				  Section 1908 of this code. Except for the provisions of Sections 1904 and 1910,
				  the design and construction of slabs on grade shall not be governed by this
				  chapter unless they transmit vertical loads or lateral forces from other parts
				  of the structure to the soil.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1901 - GENERAL › Subsection 1901.3 - Source and applicability

Current through Register 1525, July 5, 2024
The format and subject matter of Sections 1902 through 1907
				  of this chapter are patterned after, and in general conformity with, the
				  provisions for structural concrete in ACI 318.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1901 - GENERAL › Subsection 1901.4 - Construction documents

Current through Register 1525, July 5, 2024
The
construction documents
for structural
				  concrete construction shall include:
1. The specified compressive strength of
				concrete at the stated ages or stages of construction for which each concrete
				element is designed.
2. The
				specified strength or grade of reinforcement.
3. The size and location of structural
				elements, reinforcement and anchors.
4. Provision for dimensional changes
				resulting from creep, shrinkage and temperature.
5. The magnitude and location of prestressing
				forces.
6. Anchorage length of
				reinforcement and location and length of lap splices.
7. Type and location of mechanical and welded
				splices of reinforcement.
8.
				Details and location of contraction or isolation joints specified for plain
				concrete.
9. Minimum concrete
				compressive strength at time of posttensioning.
10. Stressing sequence for posttensioning
				tendons.
11. For structures
				assigned to
Seismic Design Category
D, E or F, a statement if
				slab on grade is designed as a structural diaphragm (see Section 21.12.3.4 of
				ACI 318).
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1901 - GENERAL › Subsection 1901.5 - Special inspection

Current through Register 1525, July 5, 2024
The
special inspection
of concrete elements
				  of buildings and structures and concreting operations shall be as required by
				  Chapter 17.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1902 - DEFINITIONS › Subsection 1902.1 - General

Current through Register 1525, July 5, 2024
The words and terms defined in ACI 318 shall, for the
				  purposes of this chapter and as used elsewhere in this code for concrete
				  construction, have the meanings shown in ACI 318 as modified by Section
				  1908.1.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1903 - SPECIFICATIONS FOR TESTS AND MATERIALS › Subsection 1903.1 - General

Current through Register 1525, July 5, 2024
Materials used to produce concrete, concrete itself and
				  testing thereof shall comply with the applicable standards listed in ACI 318.
Where required, special inspections and tests shall be in accordance
				  with Chapter 17.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1903 - SPECIFICATIONS FOR TESTS AND MATERIALS › Subsection 1903.2 - Glass fiber reinforced concrete

Current through Register 1525, July 5, 2024
Glass fiber reinforced concrete (GFRC) and the
				  materials used in such concrete shall be in accordance with the PCI MNL 128
				  standard.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1904 - DURABILITY REQUIREMENTS › Subsection 1904.1 - Water-cementitious materials ratio

Current through Register 1525, July 5, 2024
Where maximum water-cementitious materials ratios are
				  specified in ACI 318, they shall be calculated in accordance with ACI 318,
				  Section 4.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1904 - DURABILITY REQUIREMENTS › Subsection 1904.2 - Exposure categories and classes

Current through Register 1525, July 5, 2024
Concrete shall be assigned to exposure classes in accordance
				  with ACI 318, Section 4.2, based on:
1. Exposure to freezing and thawing in a
				moist condition or deicer chemicals;
2. Exposure to sulfates in water or
				soil;
3. Exposure to water where
				the concrete is intended to have low permeability; and
4. Exposure to chlorides from deicing
				chemicals, salt, saltwater, brackish water, seawater or spray from these
				sources, where the concrete has steel reinforcement.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1904 - DURABILITY REQUIREMENTS › Subsection 1904.4 - Freezing and thawing exposures

Current through Register 1525, July 5, 2024
Concrete that will be exposed to freezing and thawing, in
				  the presence of moisture, with or without deicing chemicals being present,
				  shall comply with Sections 1904.4.1 and 1904.4.2.
1904.4.1
Air entrainment.
Concrete exposed to freezing and thawing while moist shall be air entrained in
				accordance with ACI 318, Section 4.4.1.
1904.4.2
Deicing chemicals.
For
				concrete exposed to freezing and thawing in the presence of moisture and
				deicing chemicals, the maximum weight of fly ash, other pozzolans, silica fume
				or slag that is included in the concrete shall not exceed the percentages of
				the total weight of cementitious materials permitted by ACI 318, Section
				4.4.2.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1904 - DURABILITY REQUIREMENTS › Subsection 1904.5 - Alternative cementitious materials for sulfate exposure

Current through Register 1525, July 5, 2024
. Alternative combinations of cementitious materials for use
				  in sulfate-resistant concrete to those listed in ACI 318, Table 4.3.1 shall be
				  permitted in accordance with ACI 318, Section 4.5.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.1 - General

Current through Register 1525, July 5, 2024
The required strength and durability of concrete shall be
				  determined by compliance with the proportioning, testing, mixing and placing
				  provisions of Sections 1905.1.1 through 1905.13.
1905.1.1
Strength.
Concrete
				shall be proportioned to provide an average compressive strength as prescribed
				in Section 1905.3 and shall satisfy the durability criteria of Section 1904.
				Concrete shall be produced to minimize the frequency of strengths below
f
c as prescribed in Section 1905.6.3.
For concrete designed and constructed in accordance with this chapter,
				f
c
shall not be less than 2,500 psi
				(17.22 MPa).
No maximum specified compressive strength shall apply
				unless restricted by a specific provision of this code or ACI 318.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.2 - Selection of concrete proportions

Current through Register 1525, July 5, 2024
Concrete proportions shall be determined in accordance with
				  the provisions of ACI 318, Section 5.2.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.3 - Proportioning on the basis of field experience and/or trial mixtures

Current through Register 1525, July 5, 2024
Concrete proportioning determined on the basis of field
				  experience and/or trial mixtures shall be done in accordance with ACI 318,
				  Section 5.3.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.4 - Proportioning without field experience or trial mixtures

Current through Register 1525, July 5, 2024
Concrete proportioning determined without field experience
				  or trial mixtures shall be done in accordance with ACI 318, Section
				  5.4.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.5 - Average strength reduction

Current through Register 1525, July 5, 2024
As data become available during construction, it is
				  permissible to reduce the amount by which the average compressive strength
				  (
f '
c) is required to exceed the
				  specified value of
f '
c in accordance
				  with ACI 318, Section 5.5.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.6 - Evaluation and acceptance of concrete

Current through Register 1525, July 5, 2024
The criteria for evaluation and acceptance of concrete shall
				  be as specified in Sections 1905.6.2 through 1905.6.5.
1905.6.1
Qualified technicians.
Concrete shall be tested in accordance with the requirements in Sections
				1905.6.2 through 1905.6.5. Qualified field testing technicians shall perform
				tests on fresh concrete at the job site, prepare specimens required for curing
				under field conditions, prepare specimens required for testing in the
				laboratory and record the temperature of the fresh concrete when preparing
				specimens for strength tests. Qualified laboratory technicians shall perform
				all required laboratory tests.
1905.6.2
Frequency of testing.
The frequency of conducting strength tests of concrete and the minimum number
				of tests shall be as specified in ACI 318, Section 5.6.2.
Exception:
When the total volume of a given
				  class of concrete is less than 50 cubic yards (38
				  m3), strength tests are not required when evidence
				  of satisfactory strength is submitted to and approved by the building
				  official.
1905.6.3
Strength test specimens.
Specimens prepared for acceptance testing of
				concrete in accordance with Section 1905.6.2 and strength test acceptance
				criteria shall comply with the provisions of ACI 318, Section 5.6.3.
1905.6.4
Field-cured specimens.
Where required by the building official to determine adequacy of curing and
				protection of concrete in the structure, specimens shall be prepared, cured,
				tested and test results evaluated for acceptance in accordance with ACI 318,
				Section 5.6.4.
1905.6.5
Low-strength test results.
Where any strength test (see ACI 318, Section
				5.6.2.4) falls below the specified value of
f
c, the provisions of ACI 318, Section 5.6.5,
				shall apply.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.7 - Preparation of equipment and place of deposit

Current through Register 1525, July 5, 2024
Prior to concrete being placed, the space to receive the
				  concrete and the equipment used to deposit it shall comply with ACI 318,
				  Section 5.7.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.9 - Conveying

Current through Register 1525, July 5, 2024
The method and equipment for conveying concrete to the place
				  of deposit shall comply with ACI 318, Section 5.9.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.10 - Depositing

Current through Register 1525, July 5, 2024
The depositing of concrete shall comply with the provisions
				  of ACI 318, Section 5.10.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.11 - Curing

Current through Register 1525, July 5, 2024
The length of time, temperature and moisture conditions for
				  curing of concrete shall be in accordance with ACI 318, Section
				  5.11.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.12 - Cold weather requirements

Current through Register 1525, July 5, 2024
Concrete to be placed during freezing or near-freezing
				  weather shall comply with the requirements of ACI 318, Section
				  5.12.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1905 - CONCRETE QUALITY, MIXING AND PLACING › Subsection 1905.13 - Hot weather requirements

Current through Register 1525, July 5, 2024
Concrete to be placed during hot weather shall comply with
				  the requirements of ACI 318, Section 5.13.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1906 - FORMWORK, EMBEDDED PIPES AND CONSTRUCTION JOINTS › Subsection 1906.1 - Formwork

Current through Register 1525, July 5, 2024
The design, fabrication and erection of forms shall comply
				  with ACI 318, Section 6.1.
Code of Massachusetts Regulations › 780 CMR - STATE BOARD OF BUILDING REGULATIONS AND STANDARDS › Chapter 19 - Concrete › Section 1906 - FORMWORK, EMBEDDED PIPES AND CONSTRUCTION JOINTS › Subsection 1906.2 - Removal of forms, shores and reshores

Current through Register 1525, July 5, 2024
The removal of forms and shores, including from slabs and
				  beams (except where cast on the ground), and the installation of reshores shall
				  comply with ACI 318, Section 6.2.