29 Cfr 1926.652

ELECTRONIC CODE OF FEDERAL REGULATIONS
e-CFR Data is current as of September 16, 2014
Title 29 → Subtitle B → Chapter XVII → Part 1926 → Subpart P

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Title 29: Labor
PART 1926—SAFETY AND HEALTH REGULATIONS FOR CONSTRUCTION

Subpart P—Excavations

§1926.652 Requirements for protective systems.
(a) Protection of employees in excavations. (1) Each employee in an excavation shall be protected
from cave-ins by an adequate protective system designed in accordance with paragraph (b) or (c) of this
section except when:
(i) Excavations are made entirely in stable rock; or
(ii) Excavations are less than 5 feet (1.52m) in depth and examination of the ground by a competent
person provides no indication of a potential cave-in.
(2) Protective systems shall have the capacity to resist without failure all loads that are intended or
could reasonably be expected to be applied or transmitted to the system.
(b) Design of sloping and benching systems. The slopes and configurations of sloping and benching
systems shall be selected and constructed by the employer or his designee and shall be in accordance
with the requirements of paragraph (b)(1); or, in the alternative, paragraph (b)(2); or, in the alternative,
paragraph (b)(3), or, in the alternative, paragraph (b)(4), as follows:
(1) Option (1)—Allowable configurations and slopes. (i) Excavations shall be sloped at an angle not
steeper than one and one-half horizontal to one vertical (34 degrees measured from the horizontal),
unless the employer uses one of the other options listed below.
(ii) Slopes specified in paragraph (b)(1)(i) of this section, shall be excavated to form configurations
that are in accordance with the slopes shown for Type C soil in appendix B to this subpart.
(2) Option (2)—Determination of slopes and configurations using Appendices A and B. Maximum
allowable slopes, and allowable configurations for sloping and benching systems, shall be determined in
accordance with the conditions and requirements set forth in appendices A and B to this subpart.
(3) Option (3)—Designs using other tabulated data. (i) Designs of sloping or benching systems shall
be selected from and be in accordance with tabulated data, such as tables and charts.
(ii) The tabulated data shall be in written form and shall include all of the following:

(A) Identification of the parameters that affect the selection of a sloping or benching system drawn
from such data;
(B) Identification of the limits of use of the data, to include the magnitude and configuration of slopes
determined to be safe;
(C) Explanatory information as may be necessary to aid the user in making a correct selection of a
protective system from the data.
(iii) At least one copy of the tabulated data which identifies the registered professional engineer who
approved the data, shall be maintained at the jobsite during construction of the protective system. After
that time the data may be stored off the jobsite, but a copy of the data shall be made available to the
Secretary upon request.
(4) Option (4)—Design by a registered professional engineer. (i) Sloping and benching systems not
utilizing Option (1) or Option (2) or Option (3) under paragraph (b) of this section shall be approved by a
registered professional engineer.
(ii) Designs shall be in written form and shall include at least the following:
(A) The magnitude of the slopes that were determined to be safe for the particular project;
(B) The configurations that were determined to be safe for the particular project; and
(C) The identity of the registered professional engineer approving the design.
(iii) At least one copy of the design shall be maintained at the jobsite while the slope is being
constructed. After that time the design need not be at the jobsite, but a copy shall be made available to
the Secretary upon request.
(c) Design of support systems, shield systems, and other protective systems. Designs of support
systems shield systems, and other protective systems shall be selected and constructed by the employer
or his designee and shall be in accordance with the requirements of paragraph (c)(1); or, in the
alternative, paragraph (c)(2); or, in the alternative, paragraph (c)(3); or, in the alternative, paragraph (c)(4)
as follows:
(1) Option (1)—Designs using appendices A, C and D. Designs for timber shoring in trenches shall
be determined in accordance with the conditions and requirements set forth in appendices A and C to this
subpart. Designs for aluminum hydraulic shoring shall be in accordance with paragraph (c)(2) of this
section, but if manufacturer's tabulated data cannot be utilized, designs shall be in accordance with
appendix D.
(2) Option (2)—Designs Using Manufacturer's Tabulated Data. (i) Design of support systems, shield
systems, or other protective systems that are drawn from manufacturer's tabulated data shall be in
accordance with all specifications, recommendations, and limitations issued or made by the
manufacturer.
(ii) Deviation from the specifications, recommendations, and limitations issued or made by the
manufacturer shall only be allowed after the manufacturer issues specific written approval.
(iii) Manufacturer's specifications, recommendations, and limitations, and manufacturer's approval to
deviate from the specifications, recommendations, and limitations shall be in written form at the jobsite

during construction of the protective system. After that time this data may be stored off the jobsite, but a
copy shall be made available to the Secretary upon request.
(3) Option (3)—Designs using other tabulated data. (i) Designs of support systems, shield systems,
or other protective systems shall be selected from and be in accordance with tabulated data, such as
tables and charts.
(ii) The tabulated data shall be in written form and include all of the following:
(A) Identification of the parameters that affect the selection of a protective system drawn from such
data;
(B) Identification of the limits of use of the data;
(C) Explanatory information as may be necessary to aid the user in making a correct selection of a
protective system from the data.
(iii) At least one copy of the tabulated data, which identifies the registered professional engineer who
approved the data, shall be maintained at the jobsite during construction of the protective system. After
that time the data may be stored off the jobsite, but a copy of the data shall be made available to the
Secretary upon request.
(4) Option (4)—Design by a registered professional engineer. (i) Support systems, shield systems,
and other protective systems not utilizing Option 1, Option 2 or Option 3, above, shall be approved by a
registered professional engineer.
(ii) Designs shall be in written form and shall include the following:
(A) A plan indicating the sizes, types, and configurations of the materials to be used in the protective
system; and
(B) The identity of the registered professional engineer approving the design.
(iii) At least one copy of the design shall be maintained at the jobsite during construction of the
protective system. After that time, the design may be stored off the jobsite, but a copy of the design shall
be made available to the Secretary upon request.
(d) Materials and equipment. (1) Materials and equipment used for protective systems shall be free
from damage or defects that might impair their proper function.
(2) Manufactured materials and equipment used for protective systems shall be used and
maintained in a manner that is consistent with the recommendations of the manufacturer, and in a
manner that will prevent employee exposure to hazards.
(3) When material or equipment that is used for protective systems is damaged, a competent person
shall examine the material or equipment and evaluate its suitability for continued use. If the competent
person cannot assure the material or equipment is able to support the intended loads or is otherwise
suitable for safe use, then such material or equipment shall be removed from service, and shall be
evaluated and approved by a registered professional engineer before being returned to service.
(e) Installation and removal of support—(1) General. (i) Members of support systems shall be
securely connected together to prevent sliding, falling, kickouts, or other predictable failure.

(ii) Support systems shall be installed and removed in a manner that protects employees from caveins, structural collapses, or from being struck by members of the support system.
(iii) Individual members of support systems shall not be subjected to loads exceeding those which
those members were designed to withstand.
(iv) Before temporary removal of individual members begins, additional precautions shall be taken to
ensure the safety of employees, such as installing other structural members to carry the loads imposed
on the support system.
(v) Removal shall begin at, and progress from, the bottom of the excavation. Members shall be
released slowly so as to note any indication of possible failure of the remaining members of the structure
or possible cave-in of the sides of the excavation.
(vi) Backfilling shall progress together with the removal of support systems from excavations.
(2) Additional requirements for support systems for trench excavations. (i) Excavation of material to
a level no greater than 2 feet (.61 m) below the bottom of the members of a support system shall be
permitted, but only if the system is designed to resist the forces calculated for the full depth of the trench,
and there are no indications while the trench is open of a possible loss of soil from behind or below the
bottom of the support system.
(ii) Installation of a support system shall be closely coordinated with the excavation of trenches.
(f) Sloping and benching systems. Employees shall not be permitted to work on the faces of sloped
or benched excavations at levels above other employees except when employees at the lower levels are
adequately protected from the hazard of falling, rolling, or sliding material or equipment.
(g) Shield systems—(1) General. (i) Shield systems shall not be subjected to loads exceeding those
which the system was designed to withstand.
(ii) Shields shall be installed in a manner to restrict lateral or other hazardous movement of the
shield in the event of the application of sudden lateral loads.
(iii) Employees shall be protected from the hazard of cave-ins when entering or exiting the areas
protected by shields.
(iv) Employees shall not be allowed in shields when shields are being installed, removed, or moved
vertically.
(2) Additional requirement for shield systems used in trench excavations. Excavations of earth
material to a level not greater than 2 feet (.61 m) below the bottom of a shield shall be permitted, but only
if the shield is designed to resist the forces calculated for the full depth of the trench, and there are no
indications while the trench is open of a possible loss of soil from behind or below the bottom of the
shield.
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Appendix A to Subpart P of Part 1926—Soil Classification
(a) Scope and application—(1) Scope. This appendix describes a method of classifying soil and rock
deposits based on site and environmental conditions, and on the structure and composition of the earth

deposits. The appendix contains definitions, sets forth requirements, and describes acceptable visual and
manual tests for use in classifying soils.
(2) Application. This appendix applies when a sloping or benching system is designed in accordance
with the requirements set forth in §1926.652(b)(2) as a method of protection for employees from cave-ins.
This appendix also applies when timber shoring for excavations is designed as a method of protection
from cave-ins in accordance with appendix C to subpart P of part 1926, and when aluminum hydraulic
shoring is designed in accordance with appendix D. This appendix also applies if other protective systems
are designed and selected for use from data prepared in accordance with the requirements set forth in
§1926.652(c), and the use of the data is predicated on the use of the soil classification system set forth in
this appendix.
(b) Definitions. The definitions and examples given below are based on, in whole or in part, the
following: American Society for Testing Materials (ASTM) Standards D653-85 and D2488; The Unified
Soils Classification System, The U.S. Department of Agriculture (USDA) Textural Classification Scheme;
and The National Bureau of Standards Report BSS-121.
Cemented soil means a soil in which the particles are held together by a chemical agent, such as
calcium carbonate, such that a hand-size sample cannot be crushed into powder or individual soil
particles by finger pressure.
Cohesive soil means clay (fine grained soil), or soil with a high clay content, which has cohesive
strength. Cohesive soil does not crumble, can be excavated with vertical sideslopes, and is plastic when
moist. Cohesive soil is hard to break up when dry, and exhibits significant cohesion when submerged.
Cohesive soils include clayey silt, sandy clay, silty clay, clay and organic clay.
Dry soil means soil that does not exhibit visible signs of moisture content.
Fissured means a soil material that has a tendency to break along definite planes of fracture with
little resistance, or a material that exhibits open cracks, such as tension cracks, in an exposed surface.
Granular soil means gravel, sand, or silt, (coarse grained soil) with little or no clay content. Granular
soil has no cohesive strength. Some moist granular soils exhibit apparent cohesion. Granular soil cannot
be molded when moist and crumbles easily when dry.
Layered system means two or more distinctly different soil or rock types arranged in layers.
Micaceous seams or weakened planes in rock or shale are considered layered.
Moist soil means a condition in which a soil looks and feels damp. Moist cohesive soil can easily be
shaped into a ball and rolled into small diameter threads before crumbling. Moist granular soil that
contains some cohesive material will exhibit signs of cohesion between particles.
Plastic means a property of a soil which allows the soil to be deformed or molded without cracking,
or appreciable volume change.
Saturated soil means a soil in which the voids are filled with water. Saturation does not require flow.
Saturation, or near saturation, is necessary for the proper use of instruments such as a pocket
penetrometer or sheer vane.
Soil classification system means, for the purpose of this subpart, a method of categorizing soil and
rock deposits in a hierarchy of Stable Rock, Type A, Type B, and Type C, in decreasing order of stability.
The categories are determined based on an analysis of the properties and performance characteristics of
the deposits and the environmental conditions of exposure.

Stable rock means natural solid mineral matter that can be excavated with vertical sides and remain
intact while exposed.
Submerged soil means soil which is underwater or is free seeping.
Type A means cohesive soils with an unconfined compressive strength of 1.5 ton per square foot
(tsf) (144 kPa) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and, in
some cases, silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also
considered Type A. However, no soil is Type A if:
(i) The soil is fissured; or
(ii) The soil is subject to vibration from heavy traffic, pile driving, or similar effects; or
(iii) The soil has been previously disturbed; or
(iv) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope
of four horizontal to one vertical (4H:1V) or greater; or
(v) The material is subject to other factors that would require it to be classified as a less stable
material.
Type B means:
(i) Cohesive soil with an unconfined compressive strength greater than 0.5 tsf (48 kPa) but less than
1.5 tsf (144 kPa); or
(ii) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silt loam,
sandy loam and, in some cases, silty clay loam and sandy clay loam.
(iii) Previously disturbed soils except those which would otherwise be classed as Type C soil.
(iv) Soil that meets the unconfined compressive strength or cementation requirements for Type A,
but is fissured or subject to vibration; or
(v) Dry rock that is not stable; or
(vi) Material that is part of a sloped, layered system where the layers dip into the excavation on a
slope less steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be
classified as Type B.
Type C means:
(i) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48 kPa) or less; or
(ii) Granular soils including gravel, sand, and loamy sand; or
(iii) Submerged soil or soil from which water is freely seeping; or
(iv) Submerged rock that is not stable, or

(v) Material in a sloped, layered system where the layers dip into the excavation or a slope of four
horizontal to one vertical (4H:1V) or steeper.
Unconfined compressive strength means the load per unit area at which a soil will fail in
compression. It can be determined by laboratory testing, or estimated in the field using a pocket
penetrometer, by thumb penetration tests, and other methods.
Wet soil means soil that contains significantly more moisture than moist soil, but in such a range of
values that cohesive material will slump or begin to flow when vibrated. Granular material that would
exhibit cohesive properties when moist will lose those cohesive properties when wet.
(c) Requirements—(1) Classification of soil and rock deposits. Each soil and rock deposit shall be
classified by a competent person as Stable Rock, Type A, Type B, or Type C in accordance with the
definitions set forth in paragraph (b) of this appendix.
(2) Basis of classification. The classification of the deposits shall be made based on the results of at
least one visual and at least one manual analysis. Such analyses shall be conducted by a competent
person using tests described in paragraph (d) below, or in other recognized methods of soil classification
and testing such as those adopted by the America Society for Testing Materials, or the U.S. Department
of Agriculture textural classification system.
(3) Visual and manual analyses. The visual and manual analyses, such as those noted as being
acceptable in paragraph (d) of this appendix, shall be designed and conducted to provide sufficient
quantitative and qualitative information as may be necessary to identify properly the properties, factors,
and conditions affecting the classification of the deposits.
(4) Layered systems. In a layered system, the system shall be classified in accordance with its
weakest layer. However, each layer may be classified individually where a more stable layer lies under a
less stable layer.
(5) Reclassification. If, after classifying a deposit, the properties, factors, or conditions affecting its
classification change in any way, the changes shall be evaluated by a competent person. The deposit
shall be reclassified as necessary to reflect the changed circumstances.
(d) Acceptable visual and manual tests—(1) Visual tests. Visual analysis is conducted to determine
qualitative information regarding the excavation site in general, the soil adjacent to the excavation, the
soil forming the sides of the open excavation, and the soil taken as samples from excavated material.
(i) Observe samples of soil that are excavated and soil in the sides of the excavation. Estimate the
range of particle sizes and the relative amounts of the particle sizes. Soil that is primarily composed of
fine-grained material is cohesive material. Soil composed primarily of coarse-grained sand or gravel is
granular material.
(ii) Observe soil as it is excavated. Soil that remains in clumps when excavated is cohesive. Soil that
breaks up easily and does not stay in clumps is granular.
(iii) Observe the side of the opened excavation and the surface area adjacent to the excavation.
Crack-like openings such as tension cracks could indicate fissured material. If chunks of soil spall off a
vertical side, the soil could be fissured. Small spalls are evidence of moving ground and are indications of
potentially hazardous situations.
(iv) Observe the area adjacent to the excavation and the excavation itself for evidence of existing
utility and other underground structures, and to identify previously disturbed soil.

(v) Observe the opened side of the excavation to identify layered systems. Examine layered
systems to identify if the layers slope toward the excavation. Estimate the degree of slope of the layers.
(vi) Observe the area adjacent to the excavation and the sides of the opened excavation for
evidence of surface water, water seeping from the sides of the excavation, or the location of the level of
the water table.
(vii) Observe the area adjacent to the excavation and the area within the excavation for sources of
vibration that may affect the stability of the excavation face.
(2) Manual tests. Manual analysis of soil samples is conducted to determine quantitative as well as
qualitative properties of soil and to provide more information in order to classify soil properly.
(i) Plasticity. Mold a moist or wet sample of soil into a ball and attempt to roll it into threads as thin
as 1⁄8 -inch in diameter. Cohesive material can be successfully rolled into threads without crumbling. For
example, if at least a two inch (50 mm) length of 1⁄8 -inch thread can be held on one end without tearing,
the soil is cohesive.
(ii) Dry strength. If the soil is dry and crumbles on its own or with moderate pressure into individual
grains or fine powder, it is granular (any combination of gravel, sand, or silt). If the soil is dry and falls into
clumps which break up into smaller clumps, but the smaller clumps can only be broken up with difficulty, it
may be clay in any combination with gravel, sand or silt. If the dry soil breaks into clumps which do not
break up into small clumps and which can only be broken with difficulty, and there is no visual indication
the soil is fissured, the soil may be considered unfissured.
(iii) Thumb penetration. The thumb penetration test can be used to estimate the unconfined
compressive strength of cohesive soils. (This test is based on the thumb penetration test described in
American Society for Testing and Materials (ASTM) Standard designation D2488—“Standard
Recommended Practice for Description of Soils (Visual—Manual Procedure).”) Type A soils with an
unconfined compressive strength of 1.5 tsf can be readily indented by the thumb; however, they can be
penetrated by the thumb only with very great effort. Type C soils with an unconfined compressive strength
of 0.5 tsf can be easily penetrated several inches by the thumb, and can be molded by light finger
pressure. This test should be conducted on an undisturbed soil sample, such as a large clump of spoil, as
soon as practicable after excavation to keep to a miminum the effects of exposure to drying influences. If
the excavation is later exposed to wetting influences (rain, flooding), the classification of the soil must be
changed accordingly.
(iv) Other strength tests. Estimates of unconfined compressive strength of soils can also be obtained
by use of a pocket penetrometer or by using a hand-operated shearvane.
(v) Drying test. The basic purpose of the drying test is to differentiate between cohesive material
with fissures, unfissured cohesive material, and granular material. The procedure for the drying test
involves drying a sample of soil that is approximately one inch thick (2.54 cm) and six inches (15.24 cm)
in diameter until it is thoroughly dry:
(A) If the sample develops cracks as it dries, significant fissures are indicated.
(B) Samples that dry without cracking are to be broken by hand. If considerable force is necessary
to break a sample, the soil has significant cohesive material content. The soil can be classified as a
unfissured cohesive material and the unconfined compressive strength should be determined.
(C) If a sample breaks easily by hand, it is either a fissured cohesive material or a granular material.
To distinguish between the two, pulverize the dried clumps of the sample by hand or by stepping on them.

If the clumps do not pulverize easily, the material is cohesive with fissures. If they pulverize easily into
very small fragments, the material is granular.
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Appendix B to Subpart P of Part 1926—Sloping and Benching
(a) Scope and application. This appendix contains specifications for sloping and benching when
used as methods of protecting employees working in excavations from cave-ins. The requirements of this
appendix apply when the design of sloping and benching protective systems is to be performed in
accordance with the requirements set forth in §1926.652(b)(2).
(b) Definitions.
Actual slope means the slope to which an excavation face is excavated.
Distress means that the soil is in a condition where a cave-in is imminent or is likely to occur.
Distress is evidenced by such phenomena as the development of fissures in the face of or adjacent to an
open excavation; the subsidence of the edge of an excavation; the slumping of material from the face or
the bulging or heaving of material from the bottom of an excavation; the spalling of material from the face
of an excavation; and ravelling, i.e., small amounts of material such as pebbles or little clumps of material
suddenly separating from the face of an excavation and trickling or rolling down into the excavation.
Maximum allowable slope means the steepest incline of an excavation face that is acceptable for
the most favorable site conditions as protection against cave-ins, and is expressed as the ratio of
horizontal distance to vertical rise (H:V).
Short term exposure means a period of time less than or equal to 24 hours that an excavation is
open.
(c) Requirements—(1) Soil classification. Soil and rock deposits shall be classified in accordance
with appendix A to subpart P of part 1926.
(2) Maximum allowable slope. The maximum allowable slope for a soil or rock deposit shall be
determined from Table B-1 of this appendix.
(3) Actual slope. (i) The actual slope shall not be steeper than the maximum allowable slope.
(ii) The actual slope shall be less steep than the maximum allowable slope, when there are signs of
distress. If that situation occurs, the slope shall be cut back to an actual slope which is at least 1⁄2
horizontal to one vertical ( 1⁄2 H:1V) less steep than the maximum allowable slope.
(iii) When surcharge loads from stored material or equipment, operating equipment, or traffic are
present, a competent person shall determine the degree to which the actual slope must be reduced below
the maximum allowable slope, and shall assure that such reduction is achieved. Surcharge loads from
adjacent structures shall be evaluated in accordance with §1926.651(i).
(4) Configurations. Configurations of sloping and benching systems shall be in accordance with
Figure B-1.

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Figure B-1
Slope Configurations
(All slopes stated below are in the horizontal to vertical ratio)
B-1.1 Excavations made in Type A soil.
1. All simple slope excavation 20 feet or less in depth shall have a maximum allowable slope of 3⁄4 :1.

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SIMPLE SLOPE—GENERAL
Exception: Simple slope excavations which are open 24 hours or less (short term) and which are 12
feet or less in depth shall have a maximum allowable slope of 1⁄2 :1.

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SIMPLE SLOPE—SHORT TERM
2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope of 3⁄4 to 1
and maximum bench dimensions as follows:

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SIMPLE BENCH

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MULTIPLE BENCH
3. All excavations 8 feet or less in depth which have unsupported vertically sided lower portions
shall have a maximum vertical side of 31⁄2 feet.

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UNSUPPORTED VERTICALLY SIDED LOWER PORTION—MAXIMUM 8 FEET IN DEPTH
All excavations more than 8 feet but not more than 12 feet in depth which unsupported vertically
sided lower portions shall have a maximum allowable slope of 1:1 and a maximum vertical side of 31⁄2
feet.

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UNSUPPORTED VERTICALLY SIDED LOWER PORTION—MAXIMUM 12 FEET IN DEPTH
All excavations 20 feet or less in depth which have vertically sided lower portions that are supported
or shielded shall have a maximum allowable slope of 3⁄4 :1. The support or shield system must extend at
least 18 inches above the top of the vertical side.

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SUPPORTED OR SHIELDED VERTICALLY SIDED LOWER PORTION
4. All other simple slope, compound slope, and vertically sided lower portion excavations shall be in
accordance with the other options permitted under §1926.652(b).
B-1.2 Excavations Made in Type B Soil
1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of
1:1.

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SIMPLE SLOPE

2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1 and
maximum bench dimensions as follows:

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SINGLE BENCH

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MULTIPLE BENCH
3. All excavations 20 feet or less in depth which have vertically sided lower portions shall be
shielded or supported to a height at least 18 inches above the top of the vertical side. All such
excavations shall have a maximum allowable slope of 1:1.

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VERTICALLY SIDED LOWER PORTION
4. All other sloped excavations shall be in accordance with the other options permitted in
§1926.652(b).
B-1.3 Excavations Made in Type C Soil
1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 11⁄2
:1.

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SIMPLE SLOPE
2. All excavations 20 feet or less in depth which have vertically sided lower portions shall be
shielded or supported to a height at least 18 inches above the top of the vertical side. All such
excavations shall have a maximum allowable slope of 11⁄2 :1.

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VERTICAL SIDED LOWER PORTION
3. All other sloped excavations shall be in accordance with the other options permitted in
§1926.652(b).
B-1.4 Excavations Made in Layered Soils
1. All excavations 20 feet or less in depth made in layered soils shall have a maximum allowable
slope for each layer as set forth below.

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2. All other sloped excavations shall be in accordance with the other options permitted in
§1926.652(b).

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Appendix C to Subpart P of Part 1926—Timber Shoring for Trenches
(a) Scope. This appendix contains information that can be used timber shoring is provided as a
method of protection from cave-ins in trenches that do not exceed 20 feet (6.1 m) in depth. This appendix
must be used when design of timber shoring protective systems is to be performed in accordance with
§1926.652(c)(1). Other timber shoring configurations; other systems of support such as hydraulic and
pneumatic systems; and other protective systems such as sloping, benching, shielding, and freezing
systems must be designed in accordance with the requirements set forth in §1926.652(b) and
§1926.652(c).
(b) Soil Classification. In order to use the data presented in this appendix, the soil type or types in
which the excavation is made must first be determined using the soil classification method set forth in
appendix A of subpart P of this part.
(c) Presentation of Information. Information is presented in several forms as follows:
(1) Information is presented in tabular form in Tables C-1.1, C-1.2, and C-1.3, and Tables C-2.1, C2.2 and C-2.3 following paragraph (g) of the appendix. Each table presents the minimum sizes of timber
members to use in a shoring system, and each table contains data only for the particular soil type in
which the excavation or portion of the excavation is made. The data are arranged to allow the user the
flexibility to select from among several acceptable configurations of members based on varying the
horizontal spacing of the crossbraces. Stable rock is exempt from shoring requirements and therefore, no
data are presented for this condition.
(2) Information concerning the basis of the tabular data and the limitations of the data is presented
in paragraph (d) of this appendix, and on the tables themselves.
(3) Information explaining the use of the tabular data is presented in paragraph (e) of this appendix.
(4) Information illustrating the use of the tabular data is presented in paragraph (f) of this appendix.
(5) Miscellaneous notations regarding Tables C-1.1 through C-1.3 and Tables C-2.1 through C-2.3
are presented in paragraph (g) of this Appendix.
(d) Basis and limitations of the data—(1) Dimensions of timber members. (i) The sizes of the timber
members listed in Tables C-1.1 through C-1.3 are taken from the National Bureau of Standards (NBS)
report, “Recommended Technical Provisions for Construction Practice in Shoring and Sloping of
Trenches and Excavations.” In addition, where NBS did not recommend specific sizes of members,
member sizes are based on an analysis of the sizes required for use by existing codes and on empirical
practice.
(ii) The required dimensions of the members listed in Tables C-1.1 through C-1.3 refer to actual
dimensions and not nominal dimensions of the timber. Employers wanting to use nominal size shoring are
directed to Tables C-2.1 through C-2.3, or have this choice under §1926.652(c)(3), and are referred to
The Corps of Engineers, The Bureau of Reclamation or data from other acceptable sources.
(2) Limitation of application. (i) It is not intended that the timber shoring specification apply to every
situation that may be experienced in the field. These data were developed to apply to the situations that
are most commonly experienced in current trenching practice. Shoring systems for use in situations that
are not covered by the data in this appendix must be designed as specified in §1926.652(c).

(ii) When any of the following conditions are present, the members specified in the tables are not
considered adequate. Either an alternate timber shoring system must be designed or another type of
protective system designed in accordance with §1926.652.
(A) When loads imposed by structures or by stored material adjacent to the trench weigh in excess
of the load imposed by a two-foot soil surcharge. The term “adjacent” as used here means the area within
a horizontal distance from the edge of the trench equal to the depth of the trench.
(B) When vertical loads imposed on cross braces exceed a 240-pound gravity load distributed on a
one-foot section of the center of the crossbrace.
(C) When surcharge loads are present from equipment weighing in excess of 20,000 pounds.
(D) When only the lower portion of a trench is shored and the remaining portion of the trench is
sloped or benched unless: The sloped portion is sloped at an angle less steep than three horizontal to
one vertical; or the members are selected from the tables for use at a depth which is determined from the
top of the overall trench, and not from the toe of the sloped portion.
(e) Use of Tables. The members of the shoring system that are to be selected using this information
are the cross braces, the uprights, and the wales, where wales are required. Minimum sizes of members
are specified for use in different types of soil. There are six tables of information, two for each soil type.
The soil type must first be determined in accordance with the soil classification system described in
appendix A to subpart P of part 1926. Using the appropriate table, the selection of the size and spacing of
the members is then made. The selection is based on the depth and width of the trench where the
members are to be installed and, in most instances, the selection is also based on the horizontal spacing
of the crossbraces. Instances where a choice of horizontal spacing of crossbracing is available, the
horizontal spacing of the crossbraces must be chosen by the user before the size of any member can be
determined. When the soil type, the width and depth of the trench, and the horizontal spacing of the
crossbraces are known, the size and vertical spacing of the crossbraces, the size and vertical spacing of
the wales, and the size and horizontal spacing of the uprights can be read from the appropriate table.
(f) Examples to Illustrate the Use of Tables C-1.1 through C-1.3.
(1) Example 1.
A trench dug in Type A soil is 13 feet deep and five feet wide.
From Table C-1.1, for acceptable arrangements of timber can be used.
Arrangement #B1
Space 4×4 crossbraces at six feet horizontally and four feet vertically.
Wales are not required.
Space 3×8 uprights at six feet horizontally. This arrangement is commonly called “skip shoring.”
Arrangement #B2
Space 4×6 crossbraces at eight feet horizontally and four feet vertically.
Space 8×8 wales at four feet vertically.

Space 2×6 uprights at four feet horizontally.
Arrangement #B3
Space 6×6 crossbraces at 10 feet horizontally and four feet vertically.
Space 8×10 wales at four feet vertically.
Space 2×6 uprights at five feet horizontally.
Arrangement #B4
Space 6×6 crossbraces at 12 feet horizontally and four feet vertically.
Space 10×10 wales at four feet vertically.
Spaces 3×8 uprights at six feet horizontally.
(2) Example 2.
A trench dug in Type B soil in 13 feet deep and five feet wide. From Table C-1.2 three acceptable
arrangements of members are listed.
Arrangement #B1
Space 6×6 crossbraces at six feet horizontally and five feet vertically.
Space 8×8 wales at five feet vertically.
Space 2×6 uprights at two feet horizontally.
Arrangement #B2
Space 6×8 crossbraces at eight feet horizontally and five feet vertically.
Space 10×10 wales at five feet vertically.
Space 2×6 uprights at two feet horizontally.
Arrangement #B3
Space 8×8 crossbraces at 10 feet horizontally and five feet vertically.
Space 10×12 wales at five feet vertically.
Space 2×6 uprights at two feet vertically.
(3) Example 3.
A trench dug in Type C soil is 13 feet deep and five feet wide.

From Table C-1.3 two acceptable arrangements of members can be used.
Arrangement #B1
Space 8×8 crossbraces at six feet horizontally and five feet vertically.
Space 10×12 wales at five feet vertically.
Position 2×6 uprights as closely together as possible.
If water must be retained use special tongue and groove uprights to form tight sheeting.
Arrangement #B2
Space 8×10 crossbraces at eight feet horizontally and five feet vertically.
Space 12×12 wales at five feet vertically.
Position 2×6 uprights in a close sheeting configuration unless water pressure must be resisted. Tight
sheeting must be used where water must be retained.
(4) Example 4.
A trench dug in Type C soil is 20 feet deep and 11 feet wide. The size and spacing of members for
the section of trench that is over 15 feet in depth is determined using Table C-1.3. Only one arrangement
of members is provided.
Space 8×10 crossbraces at six feet horizontally and five feet vertically.
Space 12×12 wales at five feet vertically.
Use 3×6 tight sheeting.
Use of Tables C-2.1 through C-2.3 would follow the same procedures.
(g) Notes for all Tables.
1. Member sizes at spacings other than indicated are to be determined as specified in §1926.652(c),
“Design of Protective Systems.”
2. When conditions are saturated or submerged use Tight Sheeting. Tight Sheeting refers to the use
of specially-edged timber planks (e.g., tongue and groove) at least three inches thick, steel sheet piling,
or similar construction that when driven or placed in position provide a tight wall to resist the lateral
pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of
planks side-by-side allowing as little space as possible between them.
3. All spacing indicated is measured center to center.
4. Wales to be installed with greater dimension horizontal.

5. If the vertical distance from the center of the lowest crossbrace to the bottom of the trench
exceeds two and one-half feet, uprights shall be firmly embedded or a mudsill shall be used. Where
uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the
trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42
inches. Mudsills are wales that are installed at the toe of the trench side.
6. Trench jacks may be used in lieu of or in combination with timber crossbraces.
7. Placement cf crossbraces. When the vertical spacing of crossbraces is four feet, place the top
crossbrace no more than two feet below the top of the trench. When the vertical spacing of crossbraces is
five feet, place the top crossbrace no more than 2.5 feet below the top of the trench.

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Appendix D to Subpart P of Part 1926—Aluminum Hydraulic Shoring for Trenches
(a) Scope. This appendix contains information that can be used when aluminum hydraulic shoring is
provided as a method of protection against cave-ins in trenches that do not exceed 20 feet (6.1m) in
depth. This appendix must be used when design of the aluminum hydraulic protective system cannot be
performed in accordance with §1926.652(c)(2).
(b) Soil Classification. In order to use data presented in this appendix, the soi1 type or types in
which the excavation is made must first be determined using the soil classification method set forth in
appendix A of subpart P of part 1926.
(c) Presentation of Information. Information is presented in several forms as follows:
(1) Information is presented in tabular form in Tables D-1.1, D-1.2, D-1.3 and E-1.4. Each table
presents the maximum vertical and horizontal spacings that may be used with various aluminum member
sizes and various hydraulic cylinder sizes. Each table contains data only for the particular soil type in
which the excavation or portion of the excavation is made. Tables D-1.1 and D-1.2 are for vertical shores
in Types A and B soil. Tables D-1.3 and D1.4 are for horizontal waler systems in Types B and C soil.

(2) Information concerning the basis of the tabular data and the limitations of the data is presented
in paragraph (d) of this appendix.
(3) Information explaining the use of the tabular data is presented in paragraph (e) of this appendix.
(4) Information illustrating the use of the tabular data is presented in paragraph (f) of this appendix.
(5) Miscellaneous notations (footnotes) regarding Table D-1.1 through D-1.4 are presented in
paragraph (g) of this appendix.
(6) Figures, illustrating typical installations of hydraulic shoring, are included just prior to the Tables.
The illustrations page is entitled “Aluminum Hydraulic Shoring; Typical Installations.”
(d) Basis and limitations of the data. (1) Vertical shore rails and horizontal wales are those that meet
the Section Modulus requirements in the D-1 Tables. Aluminum material is 6061-T6 or material of
equivalent strength and properties.
(2) Hydraulic cylinders specifications. (i) 2-inch cylinders shall be a minimum 2-inch inside diameter
with a minimum safe working capacity of no less than 18,000 pounds axial compressive load at maximum
extension. Maximum extension is to include full range of cylinder extensions as recommended by product
manufaturer.
(ii) 3-inch cylinders shall be a minimum 3-inch inside diameter with a safe working capacity of not
less than 30,000 pounds axial compressive load at extensions as recommended by product
manufacturer.
(3) Limitation of application.
(i) It is not intended that the aluminum hydraulic specification apply to every situation that may be
experienced in the field. These data were developed to apply to the situations that are most commonly
experienced in current trenching practice. Shoring systems for use in situations that are not covered by
the data in this appendix must be otherwise designed as specified in §1926.652(c).
(ii) When any of the following conditions are present, the members specified in the Tables are not
considered adequate. In this case, an alternative aluminum hydraulic shoring system or other type of
protective system must be designed in accordance with §1926.652.
(A) When vertical loads imposed on cross braces exceed a 100 Pound gravity load distributed on a
one foot section of the center of the hydraulic cylinder.
(B) When surcharge loads are present from equipment weighing in excess of 20,000 pounds.
(C) When only the lower portion or a trench is shored and the remaining portion of the trench is
sloped or benched unless: The sloped portion is sloped at an angle less steep than three horizontal to
one vertical; or the members are selected from the tables for use at a depth which is determined from the
top of the overall trench, and not from the toe of the sloped portion.
(e) Use of Tables D-1.1, D-1.2, D-1.3 and D-1.4. The members of the shoring system that are to be
selected using this information are the hydraulic cylinders, and either the vertical shores or the horizontal
wales. When a waler system is used the vertical timber sheeting to be used is also selected from these
tables. The Tables D-1.1 and D-1.2 for vertical shores are used in Type A and B soils that do not require
sheeting. Type B soils that may require sheeting, and Type C soils that always require sheeting are found
in the horizontal wale Tables D-1.3 and D-1.4. The soil type must first be determined in accordance with

the soil classification system described in appendix A to subpart P of part 1926. Using the appropriate
table, the selection of the size and spacing of the members is made. The selection is based on the depth
and width of the trench where the members are to be installed. In these tables the vertical spacing is held
constant at four feet on center. The tables show the maximum horizontal spacing of cylinders allowed for
each size of wale in the waler system tables, and in the vertical shore tables, the hydraulic cylinder
horizontal spacing is the same as the vertical shore spacing.
(f) Example to Illustrate the Use of the Tables:
(1) Example 1:
A trench dug in Type A soil is 6 feet deep and 3 feet wide. From Table D-1.1: Find vertical shores
and 2 inch diameter cylinders spaced 8 feet on center (o.c.) horizontally and 4 feet on center (o.c.)
vertically. (See Figures 1 & 3 for typical installations.)
(2) Example 2:
A trench is dug in Type B soil that does not require sheeting, 13 feet deep and 5 feet wide. From
Table D-1.2: Find vertical shores and 2 inch diameter cylinders spaced 6.5 feet o.c. horizontally and 4
feet o.c. vertically. (See Figures 1 & 3 for typical installations.)
(3) A trench is dug in Type B soil that does not require sheeting, but does experience some minor
raveling of the trench face. The trench is 16 feet deep and 9 feet wide. From Table D-1.2: Find vertical
shores and 2 inch diameter cylinder (with special oversleeves as designated by footnote #B2) spaced 5.5
feet o.c. horizontally and 4 feet o.c. vertically, plywood (per footnote (g)(7) to the D-1 Table) should be
used behind the shores. (See Figures 2 & 3 for typical installations.)
(4) Example 4: A trench is dug in previously disturbed Type B soil, with characteristics of a Type C
soil, and will require sheeting. The trench is 18 feet deep and 12 feet wide. 8 foot horizontal spacing
between cylinders is desired for working space. From Table D-1.3: Find horizontal wale with a section
modulus of 14.0 spaced at 4 feet o.c. vertically and 3 inch diameter cylinder spaced at 9 feet maximum
o.c. horizontally. 3×12 timber sheeting is required at close spacing vertically. (See Figure 4 for typical
installation.)
(5) Example 5: A trench is dug in Type C soil, 9 feet deep and 4 feet wide. Horizontal cylinder
spacing in excess of 6 feet is desired for working space. From Table D-1.4: Find horizontal wale with a
section modulus of 7.0 and 2 inch diameter cylinders spaced at 6.5 feet o.c. horizontally. Or, find
horizontal wale with a 14.0 section modulus and 3 inch diameter cylinder spaced at 10 feet o.c.
horizontally. Both wales are spaced 4 feet o.c. vertically. 3×12 timber sheeting is required at close
spacing vertically. (See Figure 4 for typical installation.)
(g) Footnotes, and general notes, for Tables D-1.1, D-1.2, D-1.3, and D-1.4.
(1) For applications other than those listed in the tables, refer to §1926.652(c)(2) for use of
manufacturer's tabulated data. For trench depths in excess of 20 feet, refer to §1926.652(c)(2) and
§1926.652(c)(3).
(2) 2 inch diameter cylinders, at this width, shall have structural steel tube (3.5×3.5×0.1875)
oversleeves, or structural oversleeves of manufacturer's specification, extending the full, collapsed length.
(3) Hydraulic cylinders capacities. (i) 2 inch cylinders shall be a minimum 2-inch inside diameter with
a safe working capacity of not less than 18,000 pounds axial compressive load at maximum extension.

Maximum extension is to include full range of cylinder extensions as recommended by product
manufacturer.
(ii) 3-inch cylinders shall be a minimum 3-inch inside diameter with a safe work capacity of not less
than 30,000 pounds axial compressive load at maximum extension. Maximum extension is to include full
range of cylinder extensions as recommended by product manufacturer.
(4) All spacing indicated is measured center to center.
(5) Vertical shoring rails shall have a minimum section modulus of 0.40 inch.
(6) When vertical shores are used, there must be a minimum of three shores spaced equally,
horizontally, in a group.
(7) Plywood shall be 1.125 in. thick softwood or 0.75 inch. thick, 14 ply, arctic white birch (Finland
form). Please note that plywood is not intended as a structural member, but only for prevention of local
raveling (sloughing of the trench face) between shores.
(8) See appendix C for timber specifications.
(9) Wales are calculated for simple span conditions.
(10) See appendix D, item (d), for basis and limitations of the data.

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Appendix E to Subpart P of Part 1926—Alternatives to Timber Shoring

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Appendix F to Subpart P of Part 1926—Selection of Protective Systems
The following figures are a graphic summary of the requirements contained in subpart P for
excavations 20 feet or less in depth. Protective systems for use in excavations more than 20 feet in depth
must be designed by a registered professional engineer in accordance with §1926.652 (b) and (c).

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