ASTM E2126-11(2018)
(Test Method)Standard Test Methods for Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings
Standard Test Methods for Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings
SIGNIFICANCE AND USE
5.1 These test methods are intended to measure the performance of vertical elements of the lateral force resisting system subjected to earthquake loads. Since these loads are cyclic, the loading process simulates the actions and their effects on the specimens.
SCOPE
1.1 These test methods cover the evaluation of the shear stiffness, shear strength, and ductility of the vertical elements of lateral force resisting systems, including applicable shear connections and hold-down connections, under quasi-static cyclic (reversed) load conditions.
1.2 These test methods are intended for specimens constructed from wood or metal framing braced with solid sheathing or other methods or structural insulated panels.
1.3 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.
1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.
1.5 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.
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Designation: E2126 − 11 (Reapproved 2018)
Standard Test Methods for
Cyclic (Reversed) Load Test for Shear Resistance of Vertical
Elements of the Lateral Force Resisting Systems for
Buildings
This standard is issued under the fixed designation E2126; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope D4442Test Methods for Direct Moisture Content Measure-
ment of Wood and Wood-Based Materials
1.1 These test methods cover the evaluation of the shear
D4444Test Method for Laboratory Standardization and
stiffness, shear strength, and ductility of the vertical elements
Calibration of Hand-Held Moisture Meters
of lateral force resisting systems, including applicable shear
E564Practice for Static Load Test for Shear Resistance of
connections and hold-down connections, under quasi-static
Framed Walls for Buildings
cyclic (reversed) load conditions.
E575Practice for Reporting Data from Structural Tests of
1.2 These test methods are intended for specimens con-
Building Constructions, Elements, Connections, and As-
structed from wood or metal framing braced with solid
semblies
sheathing or other methods or structural insulated panels.
E631Terminology of Building Constructions
1.3 The values stated in inch-pound units are to be regarded 2.2 ISO Standard:
ISO16670Timber Structures—Joints Made with Mechani-
as standard. The values given in parentheses are mathematical
conversions to SI units that are provided for information only cal Fasteners—Quasi-static Reversed-cyclic Test Method
and are not considered standard. 2.3 Other Standards:
ANSI/AF&PANDSNationalDesignSpecificationforWood
1.4 This standard does not purport to address all of the
Construction
safety concerns, if any, associated with its use. It is the
responsibility of the user of this standard to establish appro-
3. Terminology
priate safety, health, and environmental practices and deter-
3.1 For definitions of terms used in this standard, see
mine the applicability of regulatory limitations prior to use.
Terminology E631.
1.5 This international standard was developed in accor-
dance with internationally recognized principles on standard-
3.2 Definitions of Terms Specific to This Standard:
ization established in the Decision on Principles for the
3.2.1 ductility ratio, cyclic (D), n—the ratio of the ultimate
Development of International Standards, Guides and Recom-
displacement (∆ ) and the yield displacement (∆ )ofa
u yield
mendations issued by the World Trade Organization Technical
specimen observed in cyclic test.
Barriers to Trade (TBT) Committee.
3.2.2 elastic shear stiffness (K ) (see 9.1.4, Fig. 1),n—the
e
resistance to deformation of a specimen in the elastic range
2. Referenced Documents
before the first major event (FME) is achieved, which can be
2.1 ASTM Standards:
expressedasaslopemeasuredbytheratiooftheresistedshear
D2395TestMethodsforDensityandSpecificGravity(Rela-
load to the corresponding displacement.
tive Density) of Wood and Wood-Based Materials
3.2.3 envelope curve (see Fig. 2),n—the locus of extremi-
ties of the load-displacement hysteresis loops, which contains
the peak loads from the first cycle of each phase of the cyclic
These test methods are under the jurisdiction of ASTM Committee E06 on
loading and neglects points on the hysteresis loops where the
Performance of Buildings and are the direct responsibility of Subcommittee E06.11
absolute value of the displacement at the peak load is less than
on Horizontal and Vertical Structures/Structural Performance of Completed Struc-
that in the previous phase.
tures.
CurrenteditionapprovedJuly1,2018.PublishedJuly2018.Originallyapproved
in 2001. Last previous edition approved in 2011 as E2126–11. DOI: 10.1520/
E2126-11R18. Available from International Organization for Standardization (ISO), ISO
For referenced ASTM standards, visit the ASTM website, www.astm.org, or Central Secretariat, BIBC II, Chemin de Blandonnet 8, CP 401, 1214 Vernier,
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Geneva, Switzerland, http://www.iso.org.
Standards volume information, refer to the standard’s Document Summary page on Available from American Forest & Paper Association (AF&PA), 1101 K St.,
the ASTM website. NW, Suite 700, Washington, DC 20005, http://www.afandpa.org.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
E2126 − 11 (2018)
FIG. 1 Performance Parameters of Specimen: (A) Last Point at P $ 0.8 P
u peak
3.2.3.1 Discussion—Specimen displacement in the positive 3.2.9 limit state, n—an event that demarks the two behavior
direction produces a positive envelope curve; the negative states, at which time some structural behavior of the specimen
specimen displacement produces a negative envelope curve. is altered significantly.
The positive direction is based on outward movement of the
3.2.10 specimen, n—the vertical element of the lateral force
hydraulic actuator.
resisting system to be tested. Example of specimens are walls,
3.2.4 envelope curve, average(see Fig. 3),n—envelope structural insulated panels, portal frames, etc. Aspecimen can
be a single element or an entire line of resistance within a
curve obtained by averaging the absolute values of load and
displacement of the corresponding positive and the negative lateral force resisting system.
envelope points for each cycle.
3.2.11 stabilized response, n—load resistance that differs
not more than 5% between two successive cycles at the same
3.2.5 equivalent energy elastic-plastic (EEEP) curve (see
9.1.4, Fig. 1),n—an ideal elastic-plastic curve circumscribing amplitude.
an area equal to the area enclosed by the envelope curve
3.2.12 strength limit state (see Fig. 1),n—the point on the
between the origin, the ultimate displacement, and the dis-
envelope curve corresponding to the maximum absolute dis-
placement axis. For monotonic tests, the observed load-
placement ∆ at the maximum absolute load (P ) resisted
peak peak
displacement curve is used to calculate the EEEP curve.
by the specimen.
3.2.6 failure limit state, n—the point on the envelope curve
3.2.13 ultimate displacement, cyclic (∆ ), n—the displace-
u
corresponding to the last data point with the absolute load
ment corresponding to the failure limit state in cyclic test.
equal or greater than |0.8 P |, as illustrated in Fig. 1.
peak
3.2.14 ultimate displacement, monotonic (∆ ), n—the dis-
m
3.2.7 failure load (P ), n—the load corresponding to the
placementcorrespondingtothefailurelimitstateinmonotonic
u
failure limit state. test.
3.2.8 first major event (FME), n—the first significant limit 3.2.15 yield limit state, n—the point in the load-
state to occur (see limit state). displacement relationship where the elastic shear stiffness of
E2126 − 11 (2018)
FIG. 1 Performance Parameters of Specimen: (B) Last Point at P =0.8 P (continued)
u peak
FIG. 2 Examples of Observed Hysteresis Curve and Envelope Curves for Test Method A
E2126 − 11 (2018)
FIG. 2 Examples of Observed Hysteresis Curve and Envelope Curves for Test Method B (continued)
the assembly decreases 5% or more. For specimens with 6. Specimen
nonlinearductileelasticresponse,theyieldpoint(∆ ,P )
yield yield
6.1 General—The typical specimen consists of a frame,
ispermittedtobedeterminedusingtheEEEPcurve(see9.1.4).
bracing elements, such as panel sheathing, diagonal bracing,
etc., and fastenings. The bracing is attached on one side of the
4. Summary of Test Method
frame unless the purpose of the test requires bracing on both
4.1 Theelasticshearstiffness,shearstrengthandductilityof
sides. The elements of the specimen shall be fastened to the
specimens are determined by subjecting a specimen to full-
frame in a manner to conform to 6.2. Elements used to
reversal cyclic racking shear loads. This is accomplished by
constructspecimensmaybevariedtopermitanticipatedfailure
anchoring the bottom edge of the specimen to a test base
of selected elements.All detailing shall be clearly identified in
simulating intended end-use applications and applying a force
the report in accordance with Section 10.
parallel to the top of the specimen.The specimen is allowed to
6.2 Connections—The performance of specimens is influ-
displace in its plane. Sheathing panels that are a component of
enced by the type, spacing, and edge distance of fasteners
aspecimenshallbepositionedsuchthattheydonotbearonthe
attaching sheathing to framing and spacing of the shear
test frame during testing. (See Note 1.) As the specimen is
connections and hold-down connectors, if applicable, and the
racked to specified displacement increments, the racking
tightnessofthefastenersholdingthespecimentothetestbase.
(shear)loadanddisplacementsarecontinuouslymeasured(see
8.7). 6.2.1 Sheathing Panel Attachments—All panel attachments
shall be consistent with the types used in actual building
NOTE 1—If the end-use applications require sheathing panels bear
construction. Structural details, such as fastener schedules,
directly on the sill plate, such as most structural insulated panels, the
fastener edge distance, and the gap between panels, shall be
specimen may be tested with sheathing panels that bear on the sill plate.
reported in accordance with Section 10.
5. Significance and Use
6.2.2 Attachment to the Test Base—Specimen shall be at-
5.1 These test methods are intended to measure the perfor- tached to the test base with fasteners in a manner representing
mance of vertical elements of the lateral force resisting system field conditions. For intended use requirements over a non-
subjected to earthquake loads. Since these loads are cyclic, the rigid foundation, a mock-up flexible base shall be constructed
loading process simulates the actions and their effects on the tosimulatefieldconditions.Considerationshallbegiventothe
specimens. orientation and type of floor joists relative to the orientation of
E2126 − 11 (2018)
FIG. 2 Examples of Observed Hysteresis Curve and Envelope Curves for Test Method C (continued)
FIG. 3 Example of Average Envelope Curve (see Fig. 2, Test Method C)
E2126 − 11 (2018)
the wall assembly.When strap connections are used, they shall actual building construction. The connections of these mem-
be installed (that is, inside/outside the sheathing, etc.) without bers shall be consistent with those intended in actual building
pre-tension in a configuration that simulates the field applica- construction.
tion. The test report shall include details regarding this attach-
6.3.1 For wood framing members, record the species and
ment.
grade of lumber used (or the relevant product identification
6.2.3 Anchor and Hold-Down Bolts—When the specimen
informationforstructuralcompositelumberframing);moisture
frame is made of solid wood or wood-based composites, the
content of the framing members at the time of the specimen
anchorboltsshallbetightenedtonomorethanfingertightplus
fabrication and testing, if more than 24 h passes between these
a ⁄8turn,providedthatthedesignvalueofstressperpendicular
operations (see Test Methods D4442, Test MethodsAor B; or
to the grain is not exceeded (see Note 2).The hold-down bolts
D4444, Test Methods A or B); and specific gravity of the
shall be tightened consistently between replicates in accor-
framing members (see Test Methods D2395, Test Method A).
dance with hold-down manufacturer’s recommendation. The
The specific gravity of the framing members shall be repre-
assembly test shall not start within 10 min of the anchor bolt
sentative of the published specific gravity for the product with
tightening to allow for stress relaxation of the anchor.
no individual member exceeding the published value by more
that 10% (see ANSI/AF&PANDS for example).
NOTE2—Sincesolidwoodandwood-basedcompositesrelaxovertime
as well as potentially shrink due to changing moisture content, the intent
6.3.2 For steel or other metal framing members, record the
of the finger tight plus a ⁄8 turn is to avoid any significant pre-tension on
material specifications and thickness.
the anchor bolts, which may affect the test results. It is the committee
judgment that the maximum bolt tension should not be more than 300 lbf
6.4 Structural Insulated Panel—The panel is prefabricated
(1.33 kN) for the purpose of ensuring the bolt is not caught on a thread or
assembly consisting of an insulating core of 1.5 in. (38 mm)
notseatedfully.Itshouldbenotedthat,however,thebolttensiondepends
minimum sandwiched between two facings. The assembly is
onwoodspeciesanddensity,boltthreadpitch(orboltdiameter),andplate
washer size.Ageneral rule of thumb is to finger-tight plus ⁄8 turn, which constructedbyattachingpanelstogetherandtotopandbottom
willresultinanutdisplacementofapproximately0.01in.(0.254mm)for
plates or tracks.
1 5
⁄2 and ⁄8-in.-diameter (12.7 and 15.9-mm-diameter) UNC bolts.Atorque
ofabout50lbf-in.(5.65kN-mm)withoutboltlubricationwouldnormally
6.5 Specimen Size—The specimen shall have a height and
produce 300 lbf (1.33 kN) of bolt tension.
length or aspect (height/length) ratio that is consistent with
6.3 Frame Requirements—The frame of the specimen shall intended use requirements in actual building construction (see
consist of materials representative of those to be used in the Fig. 4).
FIG. 4 An Example of Shear Wall Specimen
E2126 − 11 (2018)
FIG. 5 An Example of Test Setup for Shear Wall Specimen
(127 × 76 × 6.4-mm) steel section. Other sections with equal or less
7. Test Setup
stiffness have been successfully employed.
7.1 The specimen shall be tested such that all elements and
7.3.2 The load beam selected shall not be continuous over
sheathing surfaces are observable. For specimens such as
discontinuities in the test specimen (see Note 4).
framed walls with sheathing on both faces of framing or
frameless structural insulated panels, the specimens are dis-
NOTE 4—Examples of discontinuities include portal frame openings,
wall perforations, transitions between differential bracing types, etc.
mantled after tests to permit observation of all elements.
Continuationofarigidloadbeamoverthesediscontinuitiescanaddtothe
7.2 The bottom of the specimen shall be attached to a test
measured in-plane rigidity of the system. However, the use of continuous
base as specified
...
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: E2126 − 11 E2126 − 11 (Reapproved 2018)
Standard Test Methods for
Cyclic (Reversed) Load Test for Shear Resistance of Vertical
Elements of the Lateral Force Resisting Systems for
Buildings
This standard is issued under the fixed designation E2126; 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.
1. Scope
1.1 These test methods cover the evaluation of the shear stiffness, shear strength, and ductility of the vertical elements of lateral
force resisting systems, including applicable shear connections and hold-down connections, under quasi-static cyclic (reversed)
load conditions.
1.2 These test methods are intended for specimens constructed from wood or metal framing braced with solid sheathing or other
methods or structural insulated panels.
1.3 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.
1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility
of the user of this standard to establish appropriate safety safety, health, and healthenvironmental practices and determine the
applicability of regulatory limitations prior to use.
1.5 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:
D2395 Test Methods for Density and Specific Gravity (Relative Density) of Wood and Wood-Based Materials
D4442 Test Methods for Direct Moisture Content Measurement of Wood and Wood-Based Materials
D4444 Test Method for Laboratory Standardization and Calibration of Hand-Held Moisture Meters
E564 Practice for Static Load Test for Shear Resistance of Framed Walls for Buildings
E575 Practice for Reporting Data from Structural Tests of Building Constructions, Elements, Connections, and Assemblies
E631 Terminology of Building Constructions
2.2 ISO Standard:
ISO 16670 Timber Structures—Joints Made with Mechanical Fasteners—Quasi-static Reversed-cyclic Test Method
2.3 Other Standards:
ANSI/AF&PA NDS National Design Specification for Wood Construction
3. Terminology
3.1 For definitions of terms used in this standard, see Terminology E631.
3.2 Definitions of Terms Specific to This Standard:
These test methods are under the jurisdiction of ASTM Committee E06 on Performance of Buildings and are the direct responsibility of Subcommittee E06.11 on
Horizontal and Vertical Structures/Structural Performance of Completed Structures.
Current edition approved May 1, 2011July 1, 2018. Published May 2011July 2018. Originally approved in 2001. Last previous edition approved in 20102011 as
E2126 – 10.E2126 – 11. DOI: 10.1520/E2126-11.10.1520/E2126-11R18.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards
volume information, refer to the standard’sstandard’s Document Summary page on the ASTM website.
Available from International Organization for Standardization (ISO), 1, ch. de la Voie-Creuse, Case postale 56, CH-1211, Geneva 20, Switzerland, http://www.iso.ch.ISO
Central Secretariat, BIBC II, Chemin de Blandonnet 8, CP 401, 1214 Vernier, Geneva, Switzerland, http://www.iso.org.
Available from American Forest and& Paper Association (AF&PA), 1111 19th1101 K St., NW, Suite 800,700, Washington, DC 20036,20005, http://www.afandpa.org.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
E2126 − 11 (2018)
3.2.1 ductility ratio, cyclic (D), n—the ratio of the ultimate displacement (Δ ) and the yield displacement (Δ ) of a specimen
u yield
observed in cyclic test.
3.2.2 elastic shear stiffness (K ) (see 9.1.4, Fig. 1),n—the resistance to deformation of a specimen in the elastic range before
e
the first major event (FME) is achieved, which can be expressed as a slope measured by the ratio of the resisted shear load to the
corresponding displacement.
3.2.3 envelope curve (see Fig. 2)), , n—the locus of extremities of the load-displacement hysteresis loops, which contains the
peak loads from the first cycle of each phase of the cyclic loading and neglects points on the hysteresis loops where the absolute
value of the displacement at the peak load is less than that in the previous phase.
3.2.3.1 Discussion—
Specimen displacement in the positive direction produces a positive envelope curve; the negative specimen displacement produces
a negative envelope curve. The positive direction is based on outward movement of the hydraulic actuator.
3.2.4 envelope curve, average(see Fig. 3),n—envelope curve obtained by averaging the absolute values of load and
displacement of the corresponding positive and the negative envelope points for each cycle.
3.2.5 equivalent energy elastic-plastic (EEEP) curve (see 9.1.4, Fig. 1),n—an ideal elastic-plastic curve circumscribing an area
equal to the area enclosed by the envelope curve between the origin, the ultimate displacement, and the displacement axis. For
monotonic tests, the observed load-displacement curve is used to calculate the EEEP curve.
3.2.6 failure limit state, n—the point on the envelope curve corresponding to the last data point with the absolute load equal or
greater than |0.8 P |, as illustrated in Fig. 1.
peak
3.2.7 failure load (P ), n—the load corresponding to the failure limit state.
u
3.2.8 first major event (FME), n—the first significant limit state to occur (see limit state).
3.2.9 limit state, n—an event that demarks the two behavior states, at which time some structural behavior of the specimen is
altered significantly.
FIG. 1 Performance Parameters of Specimen: (A) Last Point at P $ 0.8 P
u peak
E2126 − 11 (2018)
FIG. 1 Performance Parameters of Specimen: (B) Last Point at P = 0.8 P (continued)
u peak
FIG. 2 Examples of Observed Hysteresis Curve and Envelope Curves for Test Method A
E2126 − 11 (2018)
FIG. 2 Examples of Observed Hysteresis Curve and Envelope Curves for Test Method B (continued)
3.2.10 specimen, n—the vertical element of the lateral force resisting system to be tested. Example of specimens are walls,
structural insulated panels, portal frames, etc. A specimen can be a single element or an entire line of resistance within a lateral
force resisting system.
3.2.11 stabilized response, n—load resistance that differs not more than 5 % between two successive cycles at the same
amplitude.
3.2.12 strength limit state (see Fig. 1),n—the point on the envelope curve corresponding to the maximum absolute displacement
Δ at the maximum absolute load (P ) resisted by the specimen.
peak peak
3.2.13 ultimate displacement, cyclic (Δ ), n—the displacement corresponding to the failure limit state in cyclic test.
u
3.2.14 ultimate displacement, monotonic (Δ ), n—the displacement corresponding to the failure limit state in monotonic test.
m
3.2.15 yield limit state, n—the point in the load-displacement relationship where the elastic shear stiffness of the assembly
decreases 5 % or more. For specimens with nonlinear ductile elastic response, the yield point (Δ , P ) is permitted to be
yield yield
determined using the EEEP curve (see 9.1.4).
4. Summary of Test Method
4.1 The elastic shear stiffness, shear strength and ductility of specimens are determined by subjecting a specimen to full-reversal
cyclic racking shear loads. This is accomplished by anchoring the bottom edge of the specimen to a test base simulating intended
end-use applications and applying a force parallel to the top of the specimen. The specimen is allowed to displace in its plane.
Sheathing panels that are a component of a specimen shall be positioned such that they do not bear on the test frame during testing.
(See Note 1.) As the specimen is racked to specified displacement increments, the racking (shear) load and displacements are
continuously measured (see 8.7).
NOTE 1—If the end-use applications require sheathing panels bear directly on the sill plate, such as most structural insulated panels, the specimen may
be tested with sheathing panels that bear on the sill plate.
5. Significance and Use
5.1 These test methods are intended to measure the performance of vertical elements of the lateral force resisting system
subjected to earthquake loads. Since these loads are cyclic, the loading process simulates the actions and their effects on the
specimens.
E2126 − 11 (2018)
FIG. 2 Examples of Observed Hysteresis Curve and Envelope Curves for Test Method C (continued)
FIG. 3 Example of Average Envelope Curve (see Fig. 2, Test Method C)
E2126 − 11 (2018)
6. Specimen
6.1 General—The typical specimen consists of a frame, bracing elements, such as panel sheathing, diagonal bracing, etc., and
fastenings. The bracing is attached on one side of the frame unless the purpose of the test requires bracing on both sides. The
elements of the specimen shall be fastened to the frame in a manner to conform to 6.2. Elements used to construct specimens may
be varied to permit anticipated failure of selected elements. All detailing shall be clearly identified in the report in accordance with
Section 10.
6.2 Connections—The performance of specimens is influenced by the type, spacing, and edge distance of fasteners attaching
sheathing to framing and spacing of the shear connections and hold-down connectors, if applicable, and the tightness of the
fasteners holding the specimen to the test base.
6.2.1 Sheathing Panel Attachments—All panel attachments shall be consistent with the types used in actual building
construction. Structural details, such as fastener schedules, fastener edge distance, and the gap between panels, shall be reported
in accordance with Section 10.
6.2.2 Attachment to the Test Base—Specimen shall be attached to the test base with fasteners in a manner representing field
conditions. For intended use requirements over a non-rigid foundation, a mock-up flexible base shall be constructed to simulate
field conditions. Consideration shall be given to the orientation and type of floor joists relative to the orientation of the wall
assembly. When strap connections are used, they shall be installed (that is, inside/outside the sheathing, etc.) without pre-tension
in a configuration that simulates the field application. The test report shall include details regarding this attachment.
6.2.3 Anchor and Hold-Down Bolts—When the specimen frame is made of solid wood or wood-based composites, the anchor
bolts shall be tightened to no more than finger tight plus a ⁄8 turn, provided that the design value of stress perpendicular to the
grain is not exceeded (see Note 2). The hold-down bolts shall be tightened consistently between replicates in accordance with
hold-down manufacturer’s recommendation. The assembly test shall not start within 10 min of the anchor bolt tightening to allow
for stress relaxation of the anchor.
NOTE 2—Since solid wood and wood-based composites relax over time as well as potentially shrink due to changing moisture content, the intent of
the finger tight plus a ⁄8 turn is to avoid any significant pre-tension on the anchor bolts, which may affect the test results. It is the committee judgment
that the maximum bolt tension should not be more than 300 lbf (1.33 kN) for the purpose of ensuring the bolt is not caught on a thread or not seated
fully. It should be noted that, however, the bolt tension depends on wood species and density, bolt thread pitch (or bolt diameter), and plate washer size.
1 1
A general rule of thumb is to finger-tight plus ⁄8 turn, which will result in a nut displacement of approximately 0.01 in. (0.254 mm) for ⁄2 and
⁄8-in.-diameter (12.7 and 15.9-mm-diameter) UNC bolts. A torque of about 50 lbf-in. (5.65 kN-mm) without bolt lubrication would normally produce
300 lbf (1.33 kN) of bolt tension.
6.3 Frame Requirements—The frame of the specimen shall consist of materials representative of those to be used in the actual
building construction. The connections of these members shall be consistent with those intended in actual building construction.
6.3.1 For wood framing members, record the species and grade of lumber used (or the relevant product identification
information for structural composite lumber framing); moisture content of the framing members at the time of the specimen
fabrication and testing, if more than 24 h passes between these operations (see Test Methods D4442, Test Methods A or B; or
D4444, Test Methods A or B); and specific gravity of the framing members (see Test Methods D2395, Test Method A). The specific
gravity of the framing members shall be representative of the published specific gravity for the product with no individual member
exceeding the published value by more that 10 % (see ANSI/AF&PA NDS for example).
6.3.2 For steel or other metal framing members, record the material specifications and thickness.
6.4 Structural Insulated Panel—The panel is prefabricated assembly consisting of an insulating core of 1.5 in. (38 mm)
minimum sandwiched between two facings. The assembly is constructed by attaching panels together and to top and bottom plates
or tracks.
6.5 Specimen Size—The specimen shall have a height and length or aspect (height/length) ratio that is consistent with intended
use requirements in actual building construction (see Fig. 4).
7. Test Setup
7.1 The specimen shall be tested such that all elements and sheathing surfaces are observable. For specimens such as framed
walls with sheathing on both faces of framing or frameless structural insulated panels, the specimens are dismantled after tests to
permit observation of all elements.
7.2 The bottom of the specimen shall be attached to a test base as specified in 6.
...
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