ASTM E564-00

NOTICE: This standard has either been superseded and replaced by a new version or discontinued.
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Designation: E 564 – 00 An American National Standard
Standard Practice for
Static Load Test for Shear Resistance of Framed Walls for
Buildings
This standard is issued under the fixed designation E 564; 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 (e) indicates an editorial change since the last revision or reapproval.
1. Scope for Building Construction
E 122 Practice for Choice of Sample Size to Estimate a
1.1 This practice describes methods for evaluating the shear
Measure of Quality for a Lot or Process
capacity of a typical section of a framed wall, supported on a
E 575 Practice for Reporting Data from Structural Tests of
rigid foundation and having load applied in the plane of the
Building Constructions, Elements, Connections, and As-
wall along the edge opposite the rigid support and in a direction
semblies
parallel to it. The objective is to provide a determination of the
shear stiffness and strength of any structural light-frame wall
3. Terminology
configuration to be used as a shear-wall on a rigid support.
3.1 Definitions:
1.2 Limitations—This practice is not intended to be used as
3.1.1 racking—when applied to shear walls, refers to the
a basis for classifying sheathing shear capacity or as an
tendency for a wall frame to distort from rectangular to
evaluation of combined flexure and shear resulting from the
rhomboid under the action of an in-plane force applied parallel
wall being loaded on a flexible foundation.
to the wall length.
1.2.1 The effect of sheathing variations is assessed by
3.1.2 shear wall—structural subassembly that acts as a
holding all other variables constant. Permitted variations in
cantilever/diaphragm to transfer horizontal building loads to
framing configuration and boundary conditions, however, re-
the foundation in the form of horizontal shear and an overturn-
quire accurate documentation of the test setup to validate
ing moment.
across-study comparisons of sheathing contribution to wall
3.1.3 uplift—the vertical displacement measured at the
shear capacity.
loaded end stud with respect to the test apparatus.
NOTE 1—A wall tested on a flexible foundation is evaluated by
3.2 Symbols:
comparing shear stiffness and strength results to those of an identical wall
3.2.1 a—height of cantilevered shear wall, in metres (feet).
tested on a rigid foundation, following this practice. However, no methods
3.2.2 b—length of cantilevered shear wall, in metres (feet).
are given for the measurement of wall bending displacements or assess-
2 2
3.2.3 C—initial length of the diagonal a 1 b ,inme-
ment of stress distribution resulting from foundation flexure. Any extrapo- =
lation of wall racking behavior from the foundation conditions specified
tres (feet).
by this practice to flexible conditions shall be done with the support of a
3.2.4 d—diagonal elongation, in millimetres (inches).
comparative test on a representative foundation.
3.2.5 D—total horizontal displacement of the top of the wall
1.3 This standard does not purport to address all of the
measured with respect to the test apparatus, in millimetres
safety concerns, if any, associated with its use. It is the
(inches). This value includes effects due to panel rotation,
responsibility of the user of this standard to establish appro-
translation, and shear.
priate safety and health practices and determine the applica-
3.2.6 G8—global shear stiffness of the assembly, includes
bility of regulatory limitations prior to use.
rotation and translational displacements as well as diaphragm
shear displacement.
2. Referenced Documents
3.2.7 G8 —internal shear stiffness of the assembly, in-
int
2.1 ASTM Standards:
cludes only the shear displacement of the wall in calculation.
E 4 Practices for Force Verification of Testing Machines
3.2.8 P—concentrated load applied at the top edge of the
E 72 Test Methods of Conducting Strength Tests of Panels
wall at the selected reference displacement, in newtons (pound-
force).
3.2.9 P —highest load level held long enough to record
u
This practice is under the jurisdiction of ASTM Committee E06 on Perfor- gage measurements, in newtons (pound-force).
mance of Buildings and is the direct responsibility of Subcommittee E06.11 on
Horizontal and Vertical Structures/Structural Performance of Completed Structures.
Current edition approved Oct. 10, 2000. Published December 2000. Originally
published as E 564 – 95. Last previous edition E 564 – 95. Annual Book of ASTM Standards, Vol 04.11.
2 4
Annual Book of ASTM Standards, Vol 03.01. Annual Book of ASTM Standards, Vol 14.02.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
E 564
3.2.10 S —ultimate shear strength of the assembly, in new- standards, manufacturer specifications, or industry curing prac-
u
tons per metre (pounds per foot). tices for the various products used, or as needed to meet the
intent of the test. Care shall be taken to ensure that curing and
4. Summary of Practice
conditioning are representative of that expected in the actual
4.1 The shear strength and stiffness of a wall assembly and building construction and that all elements of the wall test
its connections are determined by forcing a racking deforma-
assembly at the time of the test are approximately at the
tion. This is accomplished by anchoring the bottom edge of the equilibrium conditions expected in service.
wall assembly and applying a force to the top edge oriented
5.7 Environmental Effect—When required to evaluate wall
perpendicular to the wall height dimension and parallel to the
assembly performance for simulated environmental conditions,
wall length dimension. Wall distortion is restricted to the plane
preconditioned specimens shall be tested in an environmental
of the unstressed wall. The forces required to rack the wall and
chamber.
the corresponding displacements at each load interval are
6. Procedure
measured.
6.1 Number of Tests—Test a minimum of two wall assem-
5. Wall Test Assembly
blies to determine the shear capacity of a given construction.
5.1 General—A wall assembly consists of frame elements For unsymmetrical shear walls, run the second test with the
including any diagonal bracing members or other reinforce- specimen orientation reversed with respect to the direction of
ments, sheathing elements, and connections. The wall assem- the load application used in the first test. If the strength or shear
bly tested in accordance with this practice shall represent the stiffness of the second test is not within 15 % of the results of
minimum acceptable stiffness using the targeted frame and the first test, test a third wall assembly with the wall oriented
sheathing materials. in the same manner as the weaker of the two test values. The
5.2 Connections—The performance of the wall test assem- strength and stiffness values reported shall be the average of
bly is influenced by the type and spacing of framing connec- the two weakest specimen values if three or more tests are
tions, sheathing-to-frame connections and the wall assembly performed.
anchorage connection to the test fixture, floor, or foundation. 6.2 Loading Procedure:
5.2.1 All connections used in the test shall be representative 6.2.1 General—Racking loads shall be applied parallel to
of those used in the actual building construction. and at the top of the wall, in the central plane of the frame,
5.2.2 Connector size and location on the frame shall corre- using a hydraulic jack or similar loading device capable of
spond to specifications. maintaining a constant displacement rate for continuous load to
5.3 Frame Requirements—The frame is an integral part of failure or holding a static load in the case of incremental
the wall test assembly. The test wall shall consist of the same loading. Loads shall be applied at a constant rate of displace-
number, size, and grade of framing members as are intended to ment to reach the target limit (that is, limiting displacement of
be used in service. ultimate load) in no less than 5 min.
5.4 Test Setup—Provisions shall be made to resist rigid- 6.2.2 Gravity loads, when required, shall be applied along
body rotation in the plane of the wall where this reflects the use the top of the wall in a manner consistent with floor or roof
of the assembly in actual building constructions. This shall be frame loading.
done by application of relevant gravity or other loadings 6.2.3 Static Load Test—Maintain the duration of load ap-
simultaneously with the racking loads. The bottom of the plication at each increment at least 1 min before load and
assembly shall be attached to the test base with anchorage deflection readings are recorded. Apply preload of approxi-
connections simulating those that will be used in service. Load mately 10 % of estimated ultimate load and hold for 5 min to
distribution along the top edge of the wall shall simulate floor seat all connections. Remove the load, wait 5 min, and read all
or roof members that will be used in the actual building gages as the initial readings. At load levels approximately one
construction. When required to minimize distortion, reinforce- third and two thirds of the estimated ultimate load, remove the
ment, such as a strong-back attached along the length of the top load and record the recovery of the wall after 5 min. Reload to
plate or a steel bearing plate attached to the end of the top plate the next higher load level above the backoff load. Continue
shall be installed. The wall test assembly shall be laterally loading and unloading in this manner until ultimate load is
supported along its top with rollers or equivalent means so as reached.
to restrict assembly displacement outside the plane of loading. 6.3 Data Acquisition—The objectives of a study determine
Lateral support rigidity shall not exceed that provided in the the data required fro
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