ASTM D7033-22

Standard Practice for Establishing Design Capacities for Oriented Strand Board (OSB) Wood-Based Structural-Use Panels

SIGNIFICANCE AND USE
4.1 The procedures described in this practice are intended to be used to establish design capacity (both strength and stiffness) values based on testing of OSB that, at a minimum, satisfies the relevant performance requirements of PS 2.  
4.2 Review and reassessment of values derived from this practice shall be conducted on a periodic basis. If a change is found to be significant, retesting or reevaluation, or both, in accordance with the procedures of this practice shall be considered.
SCOPE
1.1 This practice covers the basis for code recognition of design capacities for OSB structural-use panels. Procedures are provided to establish or re-evaluate design capacities for OSB structural-use panels in flatwise and axial applications. Design capacities for OSB structural-use panels in edgewise applications, such as rim board, are outside the scope of this standard. Procedures for sampling and testing are also provided. Design values stated as capacity per unit dimension are to be regarded as standard. Design capacities developed in accordance with this practice are applicable to panels intended for use in dry in-service conditions.
Note 1: This practice is based on ICC-ES Acceptance Criteria AC-182. Relative to the scope of AC-182, this practice is limited to OSB panels.
Note 2: While this practice makes reference to PS 2, this practice applies similarly to products certified to other standards such as CAN/CSA O325.
Note 3: OSB produced under PS 2 is rated with the “Exposure 1” bond classification. Exposure 1 panels covered by PS 2 are intended for dry use applications where the in-service equilibrium moisture content conditions are expected to be less than 16 %. Exposure 1 panels are intended to resist the effects of moisture due to construction delays, or other conditions of similar severity. Guidelines on use of OSB are available from manufacturers and qualified agencies.
Note 4: PS 2-10 replaced the use of nominal thicknesses with a classification term known as Performance Category, which is defined in PS 2 as “A panel designation related to the panel thickness range that is linked to the nominal panel thickness designations used in the International Building Code (IBC) and International Residential Code (IRC).” Therefore, the PS 2 Performance Category should be considered equivalent to the term “nominal thickness” used within this standard.  
1.2 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered standard.  
1.3 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

General Information

• Status: Published
• Publication Date: 14-Jan-2022
• ICS: 79.060.01 - Wood-based panels in general
• Technical Committee: D07 - Wood
• Drafting Committee: D07.03 - Panel Products

Relations

• Refers: ASTM D2718-24 - Standard Test Methods for Structural Panels in Planar Shear (Rolling Shear)
• Effective Date: 15-Feb-2024
• Refers: ASTM D7672-24 - Standard Specification for Evaluating Structural Capacities of Rim Board Products and Assemblies
• Effective Date: 01-Feb-2024
• Refers: ASTM D143-23 - Standard Test Methods for Small Clear Specimens of Timber
• Effective Date: 15-Nov-2023
• Refers: ASTM D1761-20 - Standard Test Methods for Mechanical Fasteners in Wood and Wood-Based Materials
• Effective Date: 15-Apr-2020
• Refers: ASTM D4442-20 - Standard Test Methods for Direct Moisture Content Measurement of Wood and Wood-Based Materials
• Effective Date: 01-Mar-2020
• Refers: ASTM D5457-19c - Standard Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and Resistance Factor Design
• Effective Date: 01-Jul-2019
• Refers: ASTM D5457-19b - Standard Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and Resistance Factor Design
• Effective Date: 15-Apr-2019
• Refers: ASTM D5457-19a - Standard Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and Resistance Factor Design
• Effective Date: 01-Apr-2019
• Refers: ASTM D5457-19 - Standard Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and Resistance Factor Design
• Effective Date: 01-Jan-2019
• Refers: ASTM D5457-18 - Standard Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and Resistance Factor Design
• Effective Date: 01-Nov-2018
• Refers: ASTM D2718-18 - Standard Test Methods for Structural Panels in Planar Shear (Rolling Shear)
• Effective Date: 01-Nov-2018
• Refers: ASTM D3501-05a(2018) - Standard Test Methods for Wood-Based Structural Panels in Compression
• Effective Date: 01-Nov-2018
• Refers: ASTM D5456-18 - Standard Specification for Evaluation of Structural Composite Lumber Products
• Effective Date: 01-Apr-2018
• Refers: ASTM D3043-17 - Standard Test Methods for Structural Panels in Flexure
• Effective Date: 15-Nov-2017
• Refers: ASTM D5457-17 - Standard Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and Resistance Factor Design
• Effective Date: 01-Nov-2017

Overview

ASTM D7033-22 provides standardized procedures for establishing design capacities (strength and stiffness) of oriented strand board (OSB) structural-use panels. Recognizing OSB as a widely used engineered wood product in North American construction, the standard facilitates the derivation of design values based on thorough testing and quality assurance, ensuring safe and reliable application in dry service conditions. The guidance is especially relevant for code recognition of design capacities, where precise, consensus-driven values are necessary for building codes and engineering practice.

Key Topics

• Scope and Applicability

  • Establishes code-recognized design capacities (strength and stiffness) for OSB panels used structurally in flatwise and axial applications.
  • Excludes edgewise applications, such as rim board.
  • Applies only to panels intended for dry service conditions (moisture content less than 16%).

• Testing and Evaluation

  • Mandates sampling and testing methods for characteristic mechanical properties (bending, shear, tension, compression).
  • Requires a minimum number of test replications to ensure statistical reliability of derived values.
  • Specifies normalization procedures when test sample thickness varies from nominal panel thickness.

• Use of Performance Standards

  • References performance standards like PS 2 and CAN/CSA O325, highlighting compatibility with these North American and Canadian benchmarks.
  • Considers PS 2 “Performance Category” designation as equivalent to nominal thickness for code and design purposes.

• Quality Assurance

  • Emphasizes ongoing quality control monitored by qualified agencies.
  • Requires periodic review and reassessment of design values, with retesting as needed for significant changes.

Applications

• Building Code Compliance

  • Provides essential procedures for manufacturers, engineers, and regulatory bodies to establish design values accepted by model building codes (e.g., International Building Code - IBC, International Residential Code - IRC).
  • Valuable for code evaluation processes and inclusion in national design references.

• Structural Design

  • Used by structural engineers to calculate uniform and point load-carrying capacities of OSB panels for use as sheathing, subflooring, and wall bracing.
  • Supports accurate specification of OSB in engineered wood construction.

• Product Certification

  • Manufacturers of OSB panels employ the standard to certify product strength and stiffness suitability, ensuring uniformity across different production lots and facilities.
  • Facilitates product acceptance for applications requiring additional engineered values (beyond span ratings).

• Research and Development

  • Enables material scientists and testing laboratories to benchmark new or modified OSB products against recognized performance standards.

Related Standards

To fully implement or cross-reference ASTM D7033-22, the following standards and documents are commonly used:

• PS 2 - Performance Standard for Wood-Based Structural-Use Panels (U.S. Department of Commerce)
• CAN/CSA O325 - Construction Sheathing (Canadian Standards Association)
• ASTM D1037 - Evaluating Properties of Wood-Base Fiber and Particle Panel Materials
• ASTM D3043 - Structural Panels in Flexure
• ASTM D3500/D3501 - Tension and Compression Testing for Structural Panels
• ASTM D2915 - Sampling and Data-Analysis for Structural Wood Products
• ICC-ES AC182 - Acceptance Criteria for Wood-Based Structural-Use Panels
• NDS (ANSI/AWC National Design Specification for Wood Construction)
• CSA O86 - Engineering Design in Wood

These references provide foundational terminology, testing protocols, and design criteria supporting the consistent implementation of OSB structural-use panel capacities.

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Keywords: ASTM D7033-22, OSB, oriented strand board, structural-use panels, design capacity, performance standard, wood-based panels, building code, construction, quality assurance, flexural strength, shear strength

Standards Content (Sample)

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: D7033 − 22
Standard Practice for
Establishing Design Capacities for Oriented Strand Board
(OSB) Wood-Based Structural-Use Panels
This standard is issued under the fixed designation D7033; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
INTRODUCTION
Oriented strand board (OSB) wood-based structural-use panels have been used in a variety of
applications since the 1970s. OSB panels manufactured for use in North America generally comply
with U.S. Department of Commerce Standard PS 2. Panels that comply with PS 2 are subjected to
various kinds of qualification performance testing and ongoing quality assurance testing. While many
panel applications are specified simply on the basis of meeting a given “span rating” as defined in PS
2, some construction and specialty applications may require a complete set of engineering design
values. Based on the structural tests required by PS 2 (flexure), along with data for other properties,
a set of baseline capacities has been available since 1988. As is customary for structural-use panels,
design values will be discussed in this practice in terms of design capacities rather than design
properties, where the difference is that a design property is expressed in units of stress (that is,
pounds-per-square inch (newtons-per-square millimeter) and a design capacity is expressed in the
engineering units of strength (that is, inch-pounds (newton-millimeters) of bending strength capacity,
pounds (newtons) of tensile capacity, and so forth). The term “design values” will be used generically
and can apply to either properties or capacities.
As uses for OSB wood-based structural-use panels extend into new applications, it becomes
increasingly important that manufacturers, qualified agencies, and regulatory bodies reference a set of
common, consensus-based procedures for establishment of design values.The purpose of this practice
is to provide these common procedures.
applies similarly to products certified to other standards such as CAN/
1. Scope
CSA O325.
1.1 This practice covers the basis for code recognition of
NOTE 3—OSB produced under PS 2 is rated with the “Exposure 1”
designcapacitiesforOSBstructural-usepanels.Proceduresare
bond classification. Exposure 1 panels covered by PS 2 are intended for
provided to establish or re-evaluate design capacities for OSB dry use applications where the in-service equilibrium moisture content
conditions are expected to be less than 16 %. Exposure 1 panels are
structural-use panels in flatwise and axial applications. Design
intended to resist the effects of moisture due to construction delays, or
capacities for OSB structural-use panels in edgewise
other conditions of similar severity. Guidelines on use of OSB are
applications, such as rim board, are outside the scope of this
available from manufacturers and qualified agencies.
standard. Procedures for sampling and testing are also pro-
NOTE 4—PS 2-10 replaced the use of nominal thicknesses with a
vided. Design values stated as capacity per unit dimension are
classification term known as Performance Category, which is defined in
to be regarded as standard. Design capacities developed in
PS 2 as “A panel designation related to the panel thickness range that is
linked to the nominal panel thickness designations used in the Interna-
accordance with this practice are applicable to panels intended
tional Building Code (IBC) and International Residential Code (IRC).”
for use in dry in-service conditions.
Therefore, the PS 2 Performance Category should be considered equiva-
NOTE 1—This practice is based on ICC-ES Acceptance Criteria
lent to the term “nominal thickness” used within this standard.
AC-182. Relative to the scope ofAC-182, this practice is limited to OSB
panels.
1.2 The values stated in inch-pound units are to be regarded
NOTE 2—While this practice makes reference to PS 2, this practice
as standard. The values given in parentheses are mathematical
conversions to SI units that are provided for information only
and are not considered standard.
This practice is under the jurisdiction of ASTM Committee D07 on Wood and
is the direct responsibility of Subcommittee D07.03 on Panel Products.
1.3 This international standard was developed in accor-
Current edition approved Jan. 15, 2022. Published February 2022. Originally
dance with internationally recognized principles on standard-
approved in 2005. Last previous edition approved in 2014 as D7033 – 14. DOI:
10.1520/D7033-22. ization established in the Decision on Principles for the
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D7033 − 22
Development of International Standards, Guides and Recom- Department of Commerce Voluntary Product Standard
mendations issued by the World Trade Organization Technical
Barriers to Trade (TBT) Committee. 3. Terminology
3.1 Definitions—For definitions of terms related to wood,
2. Referenced Documents
refer to Terminology D9.
2.1 ASTM Standards:
3.2 Definitions of Terms Specific to This Standard:
D9 Terminology Relating to Wood and Wood-Based Prod-
3.2.1 baseline capacities, n—capacities developed for OSB
ucts
panelsintendedforuseinapplicationsthatarenotgovernedby
D143 Test Methods for Small Clear Specimens of Timber
building codes. As distinct from PS 2 and proprietary panels,
D1037 Test Methods for Evaluating Properties of Wood-
documentation of baseline capacities is on the basis of test
Base Fiber and Particle Panel Materials
reports rather than evaluation reports or code reference. Ex-
D1761 Test Methods for Mechanical Fasteners in Wood and
ample applications include, but are not limited to, concrete
Wood-Based Materials
form and industrial panels.
D2718 Test Methods for Structural Panels in Planar Shear
3.2.2 characteristic value, n—a population mean, confi-
(Rolling Shear)
dence interval, or tolerance limit estimated from the test data.
D2719 Test Methods for Wood Structural Panels in Shear
The characteristic value is an intermediate value in the devel-
Through-the-Thickness
opment of design values.
D2915 Practice for Sampling and Data-Analysis for Struc-
tural Wood and Wood-Based Products 3.2.3 design capacity, n—a value that is a function of
material design property and design section property.
D3043 Test Methods for Structural Panels in Flexure
D3500 Test Methods for Wood Structural Panels in Tension
3.2.4 design property, n—the stress-based design value
D3501 Test Methods for Wood-Based Structural Panels in
derived by dividing design capacity by the design section
Compression
property.
D4442 Test Methods for Direct Moisture Content Measure-
3.2.5 oriented strand board (OSB), n—a mat-formed panel
ment of Wood and Wood-Based Materials
product with oriented layers resulting in directional properties.
D4933 Guide for Moisture Conditioning of Wood and
Oriented strand board is comprised primarily of wood strands
Wood-Based Materials
bonded with exterior adhesive formulations under heat and
D5456 Specification for Evaluation of Structural Composite
pressure. Design capacities are referenced to the primary and
Lumber Products
secondary structural axes, which typically correspond to the
D5457 Specification for Computing Reference Resistance of
manufacturing machine and cross-machine directions, respec-
Wood-Based Materials and Structural Connections for
tively.The primary direction is often referred to as the strength
Load and Resistance Factor Design
direction.
D5764 Test Method for Evaluating Dowel-Bearing Strength
3.2.6 primary axis, n—the primary axis typically corre-
of Wood and Wood-Based Products
sponds to the manufacturing machine direction and exhibits
D6815 Specification for Evaluation of Duration of Load and
higher mechanical properties relative to the secondary axis.
Creep Effects of Wood and Wood-Based Products
The primary axis typically corresponds to the eight-foot
D7672 Specification for Evaluating Structural Capacities of
dimension of four-foot by eight-foot OSB.
Rim Board Products and Assemblies
3.2.7 proprietary panels, n—refers to OSB structural-use
2.2 Other Documents:
panels having proprietary design capacities as provided in an
ASD/LRFD Manual for Engineered Wood Construction
evaluation report issued by a code evaluation service.
CAN/CSA O325 Construction Sheathing
CSA O86 Engineering Design in Wood
3.2.8 PS 2 panels, n—refers to panels manufactured in
ICC Evaluation ServiceAcceptance CriteriaAC-182 Accep-
accordance with PS 2.
tance Criteria for Wood-Based Structural-Use Panels
NOTE 5—Design values for OSB certified to CAN/CSA O325 are
NDS ANSI/AWC National Design Specification for Wood
published in CSA O86 Engineering Design in Wood. See CSA 086 for
Construction
specific applications of OSB design values.
PS2 PerformanceStandardforWoodStructuralPanels,U.S.
3.2.9 secondary axis, n—the secondary axis typically corre-
sponds to the manufacturing cross-machine direction and
exhibits lower mechanical properties relative to the primary
axis. The secondary axis typically corresponds to the four-foot
dimension of four-foot by eight-foot OSB.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
3.2.10 test cell, n—the combined test data for a single span
Standards volume information, refer to the standard’s Document Summary page on
rating/property that is intended to characterize that sampling
the ASTM website.
Available fromAmerican Wood Council (AWC), 222 Catoctin Circle SE, Suite
unit.
201, Leesburg, VA 20175, https://www.awc.org.
Available from Canadian Standards Association (CSA), 178 Rexdale Blvd.,
Toronto, ON Canada M9W1R3.
5 6
Available from ICC Evaluation Service, 3060 Satum St. Suite 100, Brea, CA AvailablefromU.S.GovernmentPrintingOfficeSuperintendentofDocuments,
92821. 732 N. Capitol St., NW, Mail Stop: SDE, Washington, DC 20401.
D7033 − 22
3.2.11 tolerance limit, n—in this standard, a one-sided strength capacity shall be determined for the same panel
tolerance limit is a value about which it may be stated with specimensevaluatedunder6.1.Bendingstrengthcapacityshall
75 % confidence that a proportion (that is, 90 %, 50 %, and so be determined in the primary and secondary panel directions
forth) of the population has values greater than this tolerance and shall be reported on a per foot of panel width basis. Test
limit. panel thickness shall be recorded. The applicable moment arm
shallbetheloadbarspacingbetweenpointsofcontactwiththe
4. Significance and Use
test panel.
4.1 Theproceduresdescribedinthispracticeareintendedto
6.3 Strength Capacity in Planar Shear (F (Ib/Q), lbf/ft)—
s
be used to establish design capacity (both strength and stiff-
Planar shear strength capacity shall be determined in accor-
ness) values based on testing of OSB that, at a minimum,
dance withTest Methods D2718.Test specimen thickness shall
satisfies the relevant performance requirements of PS 2.
be recorded. Planar shear strength capacities along the primary
and secondary axes shall be determined and shall be reported
4.2 Review and reassessment of values derived from this
practice shall be conducted on a periodic basis. If a change is on a per foot of panel width basis.
found to be significant, retesting or reevaluation, or both, in NOTE 7—Test Methods D2718 includes the use of a five-point bending
test as an approved method.
accordance with the procedures of this practice shall be
considered.
6.4 Strength Capacity in Shear Through-the-Thickness
(F t , lbf/in.)—Shearthrough-the-thicknessshallbedetermined
v v
5. Minimum Sampling Matrix and Frequency
in accordance with Test Methods D2719, Method B or Method
5.1 Development of design capacities under this practice C. Test panel thickness shall be recorded. Shear through-the-
may be for either a single span rating or a full matrix of span
thickness shall be determined along the primary and secondary
ratings as defined in PS 2. axes and shall be reported on the basis of pound-force per inch
of shear-resisting panel length.
5.2 Panels sampled for testing shall be representative of the
population for which design capacities are desired. Panel
6.5 Shear Rigidity Through-the-Thickness (G t , lbf/in.)—
v v
sampling and grouping procedures shall comply with Annex
Shear rigidity through-the-thickness shall be determined in
A1.2 of Specification D5457.
accordance withTest Methods D2719, Method B or Method C.
Test panel thickness shall be recorded. Shear rigidity through-
5.3 Each product (span rating, grade, nominal thickness)
the-thickness shall be determined along the primary and
represents a unique product designation. Grouping within
secondary axes and shall be reported in units of pound-force
product designations shall comply with Annex A1.2 of Speci-
per inch of panel depth.
fication D5457.
NOTE 6—Data should be reviewed periodically. Inclusion of data
6.6 Axial Stiffness (in tension and compression, EA, lbf/ft)—
beyond the review period should be supplemented by proof that it
Axial tension and compression stiffness shall be determined in
represents more recent production.
accordance with Test Methods D3500, Method B—Tensile
5.4 Sampling Matrix for Design Capacities—For the pur-
Strength of Large Specimens, and Test Methods D3501,
pose of developing design capacities, the minimum sampling
Method B—Compression Test for Large Specimens, respec-
matrix shall include every thickness and span rating for which
tively. Test panel thickness shall be recorded. Axial stiffness
a design value will be claimed. Alternatively, when supported
shall be determined along the primary and secondary axes and
byadocumentedmodel,characteristicvaluesforuntestedcells
shall be reported on a per foot of panel width basis. Specimen
are permitted to be established by analytical methods. For each
dimensions shall be recorded.
manufacturing facility and product for which design capacities
are desired, the minimum number of test replications shall be 6.7 Axial Strength (in tension and compression, F A, FA,
c t
30, with the exception of bending stiffness and bending
lbf/ft)—Axial tension and compression strength shall be deter-
strength capacity, for which the minimum number of test mined in accordance with Test Methods D3500, Method
replications shall be 60. A quality assurance program moni-
B—Tensile Strength of Large Specimens, and Test Methods
tored by a qualified agency shall provide verification of
D3501, Method B—Compression Test for Large Specimens,
continuing compliance with claimed design values.
respectively. Test panel thickness shall be recorded. Axial
strength shall be determined along the primary and secondary
6. Testing Requirements
axes and shall be reported on a per foot of panel width basis.
Specimen dimensions shall be recorded.
6.1 Bending Stiffness (EI, lbf-in. /ft)—Bending stiffness
shall be determined in accordance with Test Methods D3043,
6.8 Fastener Withdrawal Resistance—Fastener withdrawal
Method C—Pure Moment Test. Test panel thickness shall be
resistance tests shall be conducted in accordance with Test
recorded. Flexural stiffness shall be determined in the primary
Methods D1761, except that 8d common wire (bright, plain-
and secondary panel directions and shall be reported on a per
shank medium diamond-point steel nail with a nominal shank
foot of width basis. The applicable moment arm shall be the
diameter of 0.131 in. (3.33 mm), a nominal length of 2.5 in.
load bar spacing between points of contact with the test panel.
(63.5 mm), and a head diameter of 0.281 in. (7.14 mm)) nails
6.2 Bending Strength Capacity (F S, lbf-in./ft)—Bending shall be used. Specimen thickness and density shall be re-
b
strength capacity shall be determined in accordance with Test corded. Results shall be reported as tested and as normalized to
Methods D3043, Method C—Pure Moment Test. Bending a per inch of thickness basis for determination or equivalent
D7033 − 22
NOTE 8—The proportional limit stress can also be determined from a
specificgravityinaccordancewithA1.5ofAnnexA1.Fastener
stress-strain curve derived from the load-deformation curve. This meth-
specifications shall be recorded and shall include actual diam-
odology is consistent with Specification D5456.
eter.
6.9 Lateral Fastener Resistance—The equivalent specific
7. Determination of Design Capacities
gravity of the OSB shall be determined on the basis of
7.1 Allowable Stress Design (ASD)—Design capacities for
dowel-bearing performance in accordance with Annex A2 of
allowable stress design shall be determined in accordance with
Annex A1 except that the test fasteners shall include 8d and
ASD/LRFD procedures established in this practice or through
10d common wire nails as defined in Specification D5456,
soft conversion from reliability-based design capacities devel-
AnnexA2. Lateral fastener capacity shall be determined along
oped in accordance with Specification D5457 (7.2 of this
the primary and secondary axes. Specimen thickness and
practice and 4.2 of Specification D5457) except that the
density shall be recorded.
lower-tail fit per A1.2.2.2 of Specification D5457 shall not be
6.10 Nail-Head Pull-Through Resistance—To measure the
permitted.
resistance of a panel to having the head of a nail or other
7.1.1 Characteristic Values—Characteristic values shall be
fastener pulled through the board, nail-head pull-through tests
determined by parametric or non-parametric procedures, or
shall be conducted in accordance with Test Methods D1037,
both, as specified in Practice D2915. Characteristic values for
except that 8d common wire nails with a nominal head
strength capacities shall be the parametric and non-parametric
diameter of 0.281 in. (7.14 mm) shall be used. Specimen
values, except that the characteristic value for fastener
thickness and density shall be recorded. Fastener specifications
withdrawal, lateral fastener resistance, and head pull-through
shall be recorded and shall include actual shank diameter and
shall be the average of the test results determined by 6.8, 6.9,
actual nail head diameter. Results shall be reported as-tested.
and 6.10, respectively.
7.1.2 Parametric Characteristic Values—The procedures of
6.11 Compression Perpendicular to Grain (Bearing) (F ,
cp
Sections 4 and 5 of Practice D2915 shall be followed except
psi)—Compression perpendicular tests shall be conducted in
that provisions of this practice govern where differences occur.
accordance with principles of Test Methods D143, except that
7.1.2.1 The lower 5 % tolerance limit with 75 % confidence
references to placement of growth rings are not applicable.
shall be the characteristic value for strength capacities. When
Specimendimensionsshallbe1.5 in.(38.1mm)(minimum)by
grouping results from multiple producing units, the character-
6 in. (152 mm) by panel thickness with the primary panel
istic value shall be determined for the grouped data as well as
direction parallel to the specimen length direction. The com-
for each unit represented in the grouped dataset. The charac-
pressive load shall be applied perpendicular to the surface of
teristic value of the group shall be the lesser of the character-
the specimen through a 2 in. (50.8 mm) wide bearing plate
istic value of the grouped data and 1.05 times the characteristic
aligned across the width of the specimen. Stress at 0.04 in.
value of the lowest unit in the group.
(1.02 mm) deformation shall be determined. Specimen dimen-
7.1.2.2 Thecharacteristicvalueforstiffnessproperties(such
sions and density shall be recorded.
as EI, EA, G T ), bearing (F ) from 6.11, and fastener
v v cp
6.12 Alternative Compression Perpendicular to Grain
properties shall be the average of the test results determined in
(Bearing)(F ,psi)—Alternativeto6.11,F shallbepermitted
cp cp
accordance with this practice. The characteristic value for
to be determined from compression perpendicular tests con-
bearing(F ),asdeterminedfrom6.12,shallbethelowervalue
cp
ducted in accordance with 6.11 with the exception that the
of the average stress at 0.04 in. (1.02 mm) deformation and the
specimens shall be brought to moisture equilibrium in a
average stress at proportional limit. When grouping results
conditioned environment of 68 °F 6 11 °F (20 °C 6 6 °C) and
from multiple producing units, the characteristic value shall be
65 % 6 5 % relative humidity before testing. Methods for
the lesser of the grouped mean and 1.1 times the mean of the
determinationofcompletionofconditioningaregiveninGuide
lowest unit in the group.
D4933. In addition, stress at 0.04 in. (1.02 mm) deformation
7.1.3 Non-Parametric Characteristic Values—The nonpara-
and proportional limit, as specified in 6.12.1, shall be deter-
metric characteristic value for strength capacities shall be the
mined. Specimen dimensions and density shall be recorded.
fifth percentile tolerance limit with 75 % confidence.
6.12.1 Proportional Limit Stress—The proportional limit
7.2 Load and Resistance Factor Design (LRFD)—Design
stress shall be calculated from the proportional limit load
capacities for LRFD shall be determined in accordance with
defined as the load at which the load-deformation curve
reliability-based provisions of Specification D5457. Reliability
deviates from a linear regression fitted to
...

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: D7033 − 14 D7033 − 22
Standard Practice for
Establishing Design Capacities for Oriented Strand Board
(OSB) Wood-Based Structural-Use Panels
This standard is issued under the fixed designation D7033; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
INTRODUCTION
Oriented strand board (OSB) wood-based structural-use panels have been used in a variety of
applications since the 1970s. OSB panels manufactured for use in North America generally comply
with U.S. Department of Commerce Standard PS-2. PS 2. Panels that comply with PS-2 PS 2 are
subjected to various kinds of qualification performance testing and ongoing quality assurance testing.
While many panel applications are specified simply on the basis of meeting a given “span rating” as
defined in PS-2, PS 2, some construction and specialty applications may require a complete set of
engineering design values. Based on the structural tests required by PS-2 PS 2 (flexure), along with
data for other properties, a set of baseline capacities has been available since 1988. As is customary
for structural-use panels, design values will be discussed in this practice in terms of design capacities
rather than design properties, where the difference is that a design property is expressed in units of
stress (that is, pounds-per-square inch) inch (newtons-per-square millimeter) and a design capacity is
expressed in the engineering units of strength (that is, inch-pounds (newton-millimeters) of bending
strength capacity, pounds (newtons) of tensile capacity, and so forth). The term “design values” will
be used generically and can apply to either properties or capacities.
As uses for OSB wood-based structural-use panels extend into new applications, it becomes
increasingly important that manufacturers, qualified agencies, and regulatory bodies reference a set of
common, consensus-based procedures for establishment of design values. The purpose of this practice
is to provide these common procedures.
1. Scope
1.1 This practice covers the basis for code recognition of design capacities for OSB structural-use panels. Procedures are provided
to establish or re-evaluate design capacities for OSB structural-use panels. panels in flatwise and axial applications. Design
capacities for OSB structural-use panels in edgewise applications, such as rim board, are outside the scope of this standard.
Procedures for sampling and testing are also provided. Design values stated as capacity per unit dimension are to be regarded as
standard. Design capacities developed in accordance with this practice are applicable to panels intended for use in dry in-service
conditions.
NOTE 1—This practice is based on ICC-ES Acceptance Criteria AC-182. Relative to the scope of AC-182, this practice is limited to OSB panels.
NOTE 2—While this practice makes reference to PS-2, PS 2, this practice applies similarly to products certified to other standards such as CAN/CSA O325.
NOTE 3—OSB produced under PS-2 PS 2 is rated with the “Exposure 1” bond classification. Exposure 1 panels covered by PS-2 PS 2 are intended for
dry use applications where the in-service equilibrium moisture content conditions are expected to be less than 16 %. Exposure 1 panels are intended to
This practice is under the jurisdiction of ASTM Committee D07 on Wood and is the direct responsibility of Subcommittee D07.03 on Panel Products.
Current edition approved May 1, 2014Jan. 15, 2022. Published May 2014February 2022. Originally approved in 2005. Last previous edition approved in 20072014 as
D7033 – 07.D7033 – 14. DOI: 10.1520/D7033-14.10.1520/D7033-22.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D7033 − 22
resist the effects of moisture due to construction delays, or other conditions of similar severity. Guidelines on use of OSB are available from manufacturers
and qualified agencies.
NOTE 4—PS-2-10 PS 2-10 replaced the use of nominal thicknesses with a classification term known as Performance Category, which is defined in PS-2
PS 2 as “A panel designation related to the panel thickness range that is linked to the nominal panel thickness designations used in the International
Building Code (IBC) and International Residential Code (IRC).” Therefore, the PS-2 PS 2 Performance Category should be considered equivalent to the
term “nominal thickness” used within this standard.
1.2 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical
conversions to SI units that are provided for information only and are not considered standard.
1.3 This international standard was developed in accordance with internationally recognized principles on standardization
established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued
by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
2. Referenced Documents
2.1 ASTM Standards:
D9 Terminology Relating to Wood and Wood-Based Products
D143 Test Methods for Small Clear Specimens of Timber
D1037 Test Methods for Evaluating Properties of Wood-Base Fiber and Particle Panel Materials
D1761 Test Methods for Mechanical Fasteners in Wood and Wood-Based Materials
D1990 Practice for Establishing Allowable Properties for Visually-Graded Dimension Lumber from In-Grade Tests of Full-Size
Specimens
D2555 Practice for Establishing Clear Wood Strength Values
D2718 Test Methods for Structural Panels in Planar Shear (Rolling Shear)
D2719 Test Methods for Wood Structural Panels in Shear Through-the-Thickness
D2915 Practice for Sampling and Data-Analysis for Structural Wood and Wood-Based Products
D3043 Test Methods for Structural Panels in Flexure
D3500 Test Methods for Wood Structural Panels in Tension
D3501 Test Methods for Wood-Based Structural Panels in Compression
D4442 Test Methods for Direct Moisture Content Measurement of Wood and Wood-Based Materials
D4933 Guide for Moisture Conditioning of Wood and Wood-Based Materials
D5456 Specification for Evaluation of Structural Composite Lumber Products
D5457 Specification for Computing Reference Resistance of Wood-Based Materials and Structural Connections for Load and
Resistance Factor Design
D5764 Test Method for Evaluating Dowel-Bearing Strength of Wood and Wood-Based Products
D6815 Specification for Evaluation of Duration of Load and Creep Effects of Wood and Wood-Based Products
E4D7672 Practices for Force Calibration and Verification of Testing MachinesSpecification for Evaluating Structural Capacities
of Rim Board Products and Assemblies
2.2 Other Documents:
PS-2 Performance Standard for Wood-Based Structural-Use Panels, U.S. Department of Commerce Voluntary Product Standard
NDS ANSI/AF&PA National Design Specification for Wood Construction
AF&PA ASD/LRFD Manual for Engineered Wood Construction
CAN/CSA O325 Construction Sheathing
CSA O86 Engineering Design in Wood
ASD/LRFD Manual for Engineered Wood Construction
ICC Evaluation Service Acceptance Criteria AC-182 Acceptance Criteria for Wood-Based Structural-Use Panels
NDS ANSI/AWC National Design Specification for Wood Construction
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
Available from U.S. Government Printing Office Superintendent of Documents, 732 N. Capitol St., NW, Mail Stop: SDE, Washington, DC 20401.American Wood
Council (AWC), 222 Catoctin Circle SE, Suite 201, Leesburg, VA 20175, https://www.awc.org.
Available from American National Standards Institute (ANSI), 25 W. 43rd St., 4th Floor, New York, NY 10036.
Available from Canadian Standards Association (CSA), 178 Rexdale Blvd., Toronto, ON Canada M9W1R3.
Available from American Forest and Paper Association (AF&PA), 1111 19th St., NW, Suite 800, Washington, DC 20036.ICC Evaluation Service, 3060 Satum St. Suite
100, Brea, CA 92821.
D7033 − 22
PS 2 Performance Standard for Wood Structural Panels, U.S. Department of Commerce Voluntary Product Standard
3. Terminology
3.1 Definitions—For definitions of terms related to wood, refer to Terminology D9.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 baseline capacities—capacities, n—capacities developed for OSB panels intended for use in applications that are not
governed by building codes. As distinct from PS-2 PS 2 and proprietary panels, documentation of baseline capacities is on the basis
of test reports rather than evaluation reports or code reference. Example applications include, but are not limited to, concrete form
and industrial panels.
3.2.2 characteristic value—value, n—a population mean, confidence interval, or tolerance limit estimated from the test data. The
characteristic value is an intermediate value in the development of design values.
3.2.3 design capacity—capacity, n—a value that is a function of material design property and design section property.
3.2.4 design property—property, n—the stress-based design value derived by dividing design capacity by the design section
property.
3.2.5 oriented strand board (OSB)—(OSB), n—a mat-formed panel product with oriented layers resulting in directional properties.
Oriented strand board is comprised primarily of wood strands bonded with exterior adhesive formulations under heat and pressure.
Design capacities are referenced to the primary and secondary structural axes, which typically correspond to the manufacturing
machine and cross-machine directions, respectively. The primary direction is often referred to as the strength direction.
3.2.6 primary axis—axis, n—the primary axis typically corresponds to the manufacturing machine direction and exhibits higher
mechanical properties relative to the secondary axis. The primary axis typically corresponds to the eight-foot dimension of
four-foot by eight-foot OSB.
3.2.7 proprietary panels—panels, n—refers to OSB structural-use panels having proprietary design capacities as provided in an
evaluation report issued by a code evaluation service.
3.2.8 PS-2 panels—PS 2 panels, n—refers to panels manufactured in accordance with PS-2.PS 2.
NOTE 5—Design values for OSB certified to CAN/CSA O325 are published in CSA O86 Engineering Design in Wood. See CSA 086 for specific
applications of OSB design values.
3.2.9 secondary axis—axis, n—the secondary axis typically corresponds to the manufacturing cross-machine direction and
exhibits lower mechanical properties relative to the primary axis. The secondary axis typically corresponds to the four-foot
dimension of four-foot by eight-foot OSB.
3.2.10 test cell—cell, n—the combined test data for a single span rating/property that is intended to characterize that sampling unit.
3.2.11 tolerance limit—limit, n—in this standard, a one-sided tolerance limit is a value about which it may be stated with 75%75 %
confidence that a proportion (that is, 90%, 50%,90 %, 50 %, and so forth) of the population has values greater than this tolerance
limit.
4. Significance and Use
4.1 The procedures described in this practice are intended to be used to establish design capacity (both strength and stiffness)
values based on testing of OSB that, at a minimum, satisfies the relevant performance requirements of PS-2.PS 2.
Available from ICC Evaluation Service, 5360 Workman Mill Rd, Whittier, California 90601U.S. Government Printing Office Superintendent of Documents, 732 N.
Capitol St., NW, Mail Stop: SDE, Washington, DC 20401.
D7033 − 22
4.2 Review and reassessment of values derived from this practice shall be conducted on a periodic basis. If a change is found to
be significant, retesting or reevaluation, or both, in accordance with the procedures of this practice shall be considered.
5. Minimum Sampling Matrix and Frequency
5.1 Development of design capacities under this practice may be for either a single span rating or a full matrix of span ratings as
defined in PS-2.PS 2.
5.2 Panels sampled for testing shall be representative of the population for which design capacities are desired. Panel sampling
and grouping procedures shall comply with Section 4Annex A1.2 of Specification D5457.
5.3 Each product (span rating, grade, nominal thickness) represents a unique product designation. Grouping within product
designations shall comply with Section 4Annex A1.2 of Specification D5457.
NOTE 6—Data should be reviewed periodically. Inclusion of data beyond the review period should be supplemented by proof that it represents more recent
production.
5.4 Sampling Matrix for Design Capacities—For the purpose of developing design capacities, the minimum sampling matrix shall
include every thickness and span rating for which a design value will be claimed. Alternatively, when supported by a documented
model, characteristic values for untested cells are permitted to be established by analytical methods. For each manufacturing
facility and product for which design capacities are desired, the minimum number of test replications shall be 30, with the
exception of bending stiffness and bending strength capacity, for which the minimum number of test replications shall be 60. A
quality assurance program monitored by a qualified agency shall provide verification of continuing compliance with claimed
design values.
6. Testing Requirements
6.1 Bending Stiffness (EI, lbf-in. /ft) —/ft)—Bending stiffness shall be determined in accordance with Test Methods D3043,
Method C—Pure Moment Test. Test panel thickness shall be recorded. Flexural stiffness shall be determined in the primary and
secondary panel directions and shall be reported on a per foot of width basis. The applicable moment arm shall be the load bar
spacing between points of contact with the test panel.
6.2 Bending Strength Capacity (F S, lbf-in./ft)—Bending strength capacity shall be determined in accordance with Test Methods
b
D3043, Method C—Pure Moment Test. Bending strength capacity shall be determined for the same panel specimens evaluated
under 6.1. Bending strength capacity shall be determined in the primary and secondary panel directions and shall be reported on
a per foot of panel width basis. Test panel thickness shall be recorded. The applicable moment arm shall be the load bar spacing
between points of contact with the test panel.
6.3 Strength Capacity in Planar Shear (F (Ib/Q), lbf/ft)—Planar shear strength capacity shall be determined in accordance with
s
Test Methods D2718. Test specimen thickness shall be recorded. Planar shear strength capacities along the primary and secondary
axes shall be determined and shall be reported on a per foot of panel width basis.
NOTE 7—Test Methods D2718 includes the use of a five-point bending test as an approved method.
6.4 Strength Capacity in Shear Through-the-Thickness (F t , lbf/in.)—Shear through-the-thickness shall be determined in
v v
accordance with Test Methods D2719, Method B or Method C. Test panel thickness shall be recorded. Shear through-the-thickness
shall be determined along the primary and secondary axes and shall be reported on the basis of pound-force per inch of
shear-resisting panel length.
6.5 Shear Rigidity Through-the-Thickness (G t , lbf/in.)—Shear rigidity through-the-thickness shall be determined in accordance
v v
with Test Methods D2719, Method B or Method C. Test panel thickness shall be recorded. Shear rigidity through-the-thickness
shall be determined along the primary and secondary axes and shall be reported in units of pound-force per inch of panel depth.
6.6 Axial Stiffness (in tension and compression, EA, lbf/ft)—Axial tension and compression stiffness shall be determined in
accordance with Test Methods D3500, Method B—Tensile Strength of Large Specimens, and Test Methods D3501, Method
D7033 − 22
B—Compression Test for Large Specimens, respectively. Test panel thickness shall be recorded. Axial stiffness shall be determined
along the primary and secondary axes and shall be reported on a per foot of panel width basis. Specimen dimensions shall be
recorded.
6.7 Axial Strength (in tension and compression, F A, F A, lbf/ft)—Axial tension and compression strength shall be determined in
c t
accordance with Test Methods D3500, Method B—Tensile Strength of Large Specimens, and Test Methods D3501, Method
B—Compression Test for Large Specimens, respectively. Test panel thickness shall be recorded. Axial strength shall be determined
along the primary and secondary axes and shall be reported on a per foot of panel width basis. Specimen dimensions shall be
recorded.
6.8 Fastener Withdrawal Resistance—Fastener withdrawal resistance tests shall be conducted in accordance with Test Methods
D1761, except that 8d common wire (bright, plain-shank medium diamond-point steel nail with a nominal shank diameter of 0.131
in., 0.131 in. (3.33 mm), a nominal length of 2.5 in., 2.5 in. (63.5 mm), and a head diameter of 0.281 in.) 0.281 in. (7.14 mm))
nails shall be used. Specimen thickness and density shall be recorded. Results shall be reported as tested and as normalized to a
per inch of thickness basis for determination or equivalent specific gravity in accordance with A1.5 of Annex A1. Fastener
specifications shall be recorded and shall include actual diameter.
6.9 Lateral Fastener Resistance—The equivalent specific gravity of the OSB shall be determined on the basis of dowel-bearing
performance in accordance with A1.6Annex A2 of Annex A1 except that the test fasteners shall include 8d and 10d common wire
nails as defined in Specification D5456, Annex A2. Lateral fastener capacity shall be determined along the primary and secondary
axes. Specimen thickness and density shall be recorded.
6.10 Nail-Head Pull-Through Resistance—To measure the resistance of a panel to having the head of a nail or other fastener pulled
through the board, nail-head pull-through tests shall be conducted in accordance with Test Methods D1037, except that 8d common
wire nails with a nominal head diameter of 0.281 in. 0.281 in. (7.14 mm) shall be used. Specimen thickness and density shall be
recorded. Fastener specifications shall be recorded and shall include actual shank diameter and actual nail head diameter. Results
shall be reported as-tested.
6.11 Compression Perpendicular to Grain (Bearing) Capacity (F , psi)—Compression perpendicular tests shall be conducted in
cp
accordance with principles of Test Methods D143, except that references to placement of growth rings are not applicable. Specimen
dimensions shall be 1.5 in. 1.5 in. (38.1 mm) (minimum) by 6 in. by panel thickness. 6 in. (152 mm) by panel thickness with the
primary panel direction parallel to the specimen length direction. The compressive load shall be applied perpendicular to the
surface of the specimen through a 2-in. 2 in. (50.8 mm) wide bearing plate aligned across the width of the specimen. Stress at
0.04-in. 0.04 in. (1.02 mm) deformation shall be recorded.determined. Specimen dimensions and density shall be recorded.
6.12 Alternative Compression Perpendicular to Grain (Bearing) (F , psi)—Alternative to 6.11, F shall be permitted to be
cp cp
determined from compression perpendicular tests conducted in accordance with 6.11 with the exception that the specimens shall
be brought to moisture equilibrium in a conditioned environment of 68 °F 6 11 °F (20 °C 6 6 °C) and 65 % 6 5 % relative
humidity before testing. Methods for determination of completion of conditioning are given in Guide D4933. In addition, stress
at 0.04 in. (1.02 mm) deformation and proportional limit, as specified in 6.12.1, shall be determined. Specimen dimensions and
density shall be recorded.
6.12.1 Proportional Limit Stress—The proportional limit stress shall be calculated from the proportional limit load defined as the
load at which the load-deformation curve deviates from a linear regression fitted to the approximately linear portion of the
load-deformation curve.
P
PL
σ 5 (1)
PL
l b
p
where:
σ = proportional limit stress,
PL
P = proportional limit load,
PL
l = measured length of bearing plate parallel to specimen length, and
p
b = measured width of specimen.
NOTE 8—The proportional limit stress can also be determined from a stress-strain curve derived from the load-deformation curve. This methodology is
consistent with Specification D5456.
D7033 − 22
7. Determination of Design Capacities
7.1 Allowable Stress Design (ASD)—Design capacities for allowable stress design shall be determined in accordance with
ASD/LFRDASD/LRFD procedures established in this practice or through soft conversion from reliability-based design capacities
developed in accordance with Specification D5457 (7.2 of this practice and 6.74.2 of Specification D5457) except that the
lower-tail fit per 4.2.2A1.2.2.2 of Specification D5457 shall not be permitted.
7.1.1 Characteristic Values—Characteristic values shall be determined by parametric or non-parametric procedures, or both, as
specified in Practice D2915. Characteristic values for strength capacities shall be the parametric and non-parametric values, except
that the characteristic value for fastener withdrawal, lateral fastener resistance, and head pull-through shall be the average of the
test results determined by 6.8, 6.9, and 6.10, respectively.
7.1.2 Parametric Characteristic Values—The procedures of Sections 34 and 45 of Practice D2915 shall be followed except that
provisions of this practice govern where differences occur.
7.1.2.1 The lower 5 % tolerance limit with 75 % confidence shall be the characteristic value for strength capacities. When
grouping results from multiple producing units, the characteristic value shall be determined for the grouped data as well as for each
unit represented in the grouped dataset. The characteristic value of the group shall be the lesser of the characteristic value of the
grouped data and 1.05 times the characteristic value of the lowest unit in the group.
7.1.2.2 The characteristic value for stiffness properties (such as EI, EA, G T ), bearing (Fcp),(F ) from 6.11, and fastener
v v cp
properties shall be
...