Source: http://regpub.com/1926-subpart-p/
Timestamp: 2020-01-23 00:10:15
Document Index: 652554243

Matched Legal Cases: ['art 1911', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', '§1926', 'art 1926', '§1926', 'art 1926', '§1926', 'art 1926', '§1926', 'art 1926', 'art 1926', '§1926', '§1926', '§1926', '§1926', 'art 1926', 'art 1926', '§1926', 'art 1926', 'art 1926', '§1926', '§1926', '§1926', 'art 1926', 'art 1926']

1926 Subpart P - Excavations - RegPub!
Subpart P – Excavations
Authority: Sec. 107, Contract Worker Hours and Safety Standards Act (Construction Safety Act) (40 U.S.C. 333); Secs. 4, 6, 8, Occupational Safety and Health Act of 1970 (29 U.S.C. 653, 655, 657); Secretary of Labor’s Order No. 12-71 (36 FR 8754), 8-76 (41 FR 25059), or 9-83 (48 FR 35736), as applicable, and 29 CFR part 1911.
§1926.650 – Scope, application, and definitions applicable to this subpart
§1926.650(a)
This subpart applies to all open excavations made in the earth’s surface. Excavations are defined to include trenches.
§1926.650(b)
§1926.651 – Specific excavation requirements
§1926.651(a)
§1926.651(b)
§1926.651(b)(1)
§1926.651(b)(2)
§1926.651(b)(3)
§1926.651(b)(4)
§1926.651(c)
§1926.651(c)(1)
§1926.651(c)(1)(i)
§1926.651(c)(1)(ii)
§1926.651(c)(1)(iii)
§1926.651(c)(1)(iv)
§1926.651(c)(1)(v)
§1926.651(c)(2)
§1926.651(d)
§1926.651(e)
§1926.651(f)
§1926.651(g)
§1926.651(g)(1)
§1926.651(g)(1)(i)
§1926.651(g)(1)(ii)
§1926.651(g)(1)(iii)
§1926.651(g)(1)(iv)
§1926.651(g)(2)
§1926.651(g)(2)(i)
§1926.651(g)(2)(ii)
§1926.651(h)
§1926.651(h)(1)
§1926.651(h)(2)
§1926.651(h)(3)
§1926.651(i)
§1926.651(i)(1)
§1926.651(i)(2)
§1926.651(i)(2)(i)
§1926.651(i)(2)(ii)
§1926.651(i)(2)(iii)
§1926.651(i)(2)(iv)
§1926.651(i)(3)
§1926.651(j)
§1926.651(j)(1)
§1926.651(j)(2)
§1926.651(k)
§1926.651(k)(1)
§1926.651(k)(2)
§1926.651(l)
§1926.652 – Requirements for protective systems
§1926.652(a)
§1926.652(a)(1)
§1926.652(a)(1)(i)
§1926.652(a)(1)(ii)
§1926.652(a)(2)
§1926.652(b)
Design of sloping and benching systems.
§1926.652(b)(1)
§1926.652(b)(1)(i)
§1926.652(b)(1)(ii)
§1926.652(b)(2)
Option (2) – Determination of slopes and configurations using Appendices A and B.
§1926.652(b)(3)
§1926.652(b)(3)(i)
§1926.652(b)(3)(ii)
§1926.652(b)(3)(ii)(A)
§1926.652(b)(3)(ii)(B)
§1926.652(b)(3)(ii)(C)
§1926.652(b)(3)(iii)
§1926.652(b)(4)
§1926.652(b)(4)(i)
§1926.652(b)(4)(ii)
§1926.652(b)(4)(ii)(A)
§1926.652(b)(4)(ii)(B)
§1926.652(b)(4)(ii)(C)
§1926.652(b)(4)(iii)
§1926.652(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:
§1926.652(c)(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.
§1926.652(c)(2)
§1926.652(c)(2)(i)
§1926.652(c)(2)(ii)
§1926.652(c)(2)(iii)
§1926.652(c)(3)
§1926.652(c)(3)(i)
§1926.652(c)(3)(ii)
§1926.652(c)(3)(ii)(A)
§1926.652(c)(3)(ii)(B)
§1926.652(c)(3)(ii)(C)
§1926.652(c)(3)(iii)
§1926.652(c)(4)
§1926.652(c)(4)(i)
§1926.652(c)(4)(ii)
§1926.652(c)(4)(ii)(A)
§1926.652(c)(4)(ii)(B)
§1926.652(c)(4)(iii)
§1926.652(d)
§1926.652(d)(1)
§1926.652(d)(2)
§1926.652(d)(3)
§1926.652(e)
§1926.652(e)(1)
§1926.652(e)(1)(i)
§1926.652(e)(1)(ii)
§1926.652(e)(1)(iii)
§1926.652(e)(1)(iv)
§1926.652(e)(1)(v)
§1926.652(e)(1)(vi)
§1926.652(e)(2)
§1926.652(e)(2)(i)
§1926.652(e)(2)(ii)
§1926.652(f)
Sloping and benching systems.
§1926.652(g)
§1926.652(g)(1)
§1926.652(g)(1)(i)
§1926.652(g)(1)(ii)
§1926.652(g)(1)(iii)
§1926.652(g)(1)(iv)
§1926.652(g)(2)
Additional requirement for shield systems used in trench excavations.
Appendix A to Subpart P of Part 1926 – Soil Classification
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.
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.
(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 American 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.
(5) Reclassification.
(1) Visual tests.
(2) Manual tests.
(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 minimum 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:
Appendix B to Subpart P of Part 1926 – Sloping and Benching
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).
(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.
(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 ( 1⁄2H:1V) less steep than the maximum allowable slope.
(4) Configurations.
Configurations of sloping and benching systems shall be in accordance with Figure B-1.
MAXIMUM ALLOWABLE SLOPES (H:V)[1] FOR EXCAVATIONS LESS THAN 20 FEET DEEP[3]
TYPE A[2] 3⁄4:1 (53º)
TYPE C 11⁄2:1 (34º)
2 A short-term maximum allowable slope of 1⁄2H:1V (63º) is allowed in excavations in Type A soil that are 12 feet (3.67 m) or less in depth. Short-term maximum allowable slopes for excavations greater than 12 feet (3.67 m) in depth shall be 3⁄4H:1V (53º).
1. All simple slope excavation 20 feet or less in depth shall have a maximum allowable slope of 3⁄4:1.
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.
Simple Slope — Short Term
Unsupported Vertically Sided Lower Portion — Maximum 8 Feet In Depth
All excavations more than 8 feet but not more than 12 feet in depth with unsupported vertically sided lower portions shall have a maximum allowable slope of 1:1 and a maximum vertical side of 31⁄2 feet.
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.
1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 11⁄2:1.
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.
Appendix C to Subpart P of Part 1926 – Timber Shoring for Trenches
This appendix contains information that can be used when 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.
(d) Basis and limitations of the data
(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).
(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.
Space 3 × 8 uprights at six feet horizontally.
Appendix D to Subpart P of Part 1926 – Aluminum Hydraulic Shoring for Trenches
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).
In order to use 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 part 1926.
(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 manufacturer.
(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.
(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.
(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.
Appendix E to Subpart P of Part 1926 – Alternatives to Timber Shoring
Appendix F to Subpart P of Part 1926 – Selection of Protective Systems
FIGURE 1 – PRELIMINARY DECISIONS
FIGURE 2 – SLOPING OPTIONS
FIGURE 3 – SHORING AND SHIELDING OPTIONS
“1926 Subpart P” App on Google Play