ACI 355.4 PDF

While ACI gives no limitations on maximum anchor diameter, for anchors beyond this dimension, the testing authority should decide if the tests described. Click here to preview This standard prescribes testing programs and evaluation requirements forpost-installed adhesive anchors intended for use in concrete. Concrete in Accordance With ACI and the IBC . Qualification of Post-Installed Adhesive Anchors in Concrete (ACI. ).

Author: Mugami Akijar
Country: Burma
Language: English (Spanish)
Genre: Life
Published (Last): 15 September 2004
Pages: 141
PDF File Size: 7.20 Mb
ePub File Size: 5.93 Mb
ISBN: 962-2-37975-792-4
Downloads: 42780
Price: Free* [*Free Regsitration Required]
Uploader: Vomuro

Adhesive anchors may exhibit concrete breakout failure before attainment of the maximum bond stress achievable for the adhesive in question.

Install the anchor in a closed crack in accordance with 4. 35.4 upper limit on the ratio of hole 3 Table 1. The tests shall be conducted at the greatest embedment depth for which concrete cone failure is anticipated to occur and may be approximated using Eq. Bret Turley Secretary Werner A. The work of ACI is conducted by individual ACI members and through volunteer committees composed of both members and non-members. The crack width is assumed to be roughly percent of the maximum crack width associated with avi conditions, with the maximum level of cyclic loading approximately twice the service load level under nonseismic conditions.

In particular, the sensitivity of adhesive anchors to variations in installation and service-condition parameters such as hole cleaning, installation orientation, and cracked concrete characteristics may vary widely from each system. Note the use of unconfined tests for reference tests can lead to an unconservative assessment if the unconfined reference tests result in concrete cone failures.

Looking for other ways to read this?

Refer to gel time. The Institute shall not be liable for any loss or damage arising therefrom. The characteristic value is less than the average by a percentage of the average and based 355.44 the number of tests conducted, the confidence level that the code writing body elects to use, and an accepted failure rate.


What are the securities? Drilled holes for thermocouples shall have a maximum 3555.4 diameter of 13 mm and shall be sealed in such a manner that the temperature readings reflect the concrete temperature. Install the anchor according to 4. Unconfined tension tests shall be conducted at the smallest, middle, and largest diameters in low- and highstrength concrete with five replicates per test series.

Criteria are separately prescribed to determine the suitability of adhesive anchors used in uncracked concrete only, or in both cracked and uncracked concrete. The required sequence of 3555.4 An exception to determine the reduced hole cleaning effort, regardless of the number of hole cleaning operations specified in the MPII, the number of times the operation step is repeated in tests for reduced cleaning effort shall not exceed two.

For each test, simultaneously record the torque at first formation of a hairline crack at one or 3555.4 anchors and the maximum torque that can be applied to the anchors. Because these anchors may demonstrate tension behavior that does not conform ac the design method deemed to satisfy the anchor design requirements of ACI M, Appendix D, they are not considered in this standard.

Anchor element type, material, diameter, and length.

355.4M-11 Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary (Metric)

Once the test member attains standard temperature, conduct a confined tension test to failure with continuous measurement of load and displacement. In this case, qualification will be specific to the tested concrete mixture.

Greater values for spacing of reinforcement are allowed as in the case of narrow concrete components, for example: Performance of a tension test to failure to measure the residual tension resistance of the tested anchor. Caution should be exercised in the determination of whether cyclic loading should be explicitly considered. For tests conducted in accordance with 9.

Proof load levels shall not exceed the lesser of 50 percent of the expected peak load based on adhesive bond strength or 80 percent of the anchor yield strength. Testing Assessment Test no.


ACI : Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary

A basic differentiation is made between outdoor and indoor use. Bit wear should, nevertheless, be monitored during the test program. The formation of limited-depth conical breakout surfaces shall avi be considered as pullout failures. Individuals who 355.4 this publication in any way assume all risk and accept total responsibility for the application and use of this information. Typical sources of elevated concrete temperature are anticipated, with the exception of heat of hydration in earlyage concrete, extreme elevated temperature for example, boiler roomsand exposure to nuclear radiation in containment structure.

Development of fracture surfaces that do not project to the concrete surface may preclude the attainment of maximum potential bond strength. Confined tests do not generate large spall cones, and as such serve to reduce the volume of concrete required for the test program. Cycling of the crack width and monitoring of the anchor displacement. Please help us to share our service with your friends.

Also, you can type in a page number and press Enter to go directly to that page in the book. Tests for the cure time at standard temperature represent a spot 355.4 of the validity of the data provided by the 355.44.

Refer to hairline crack. Use a maximum coarse aggregate size of either Anchor element type—Anchor element types used in the anchorage system include different steel material types such as carbon and stainless steels, different tensile strengths of the steel, and different anchor elements such as threaded rods, reinforcing bars, and internally threaded inserts 3.

The bond model used in ACI M is appropriate for steels only because the use of non-steel elements may influence the bond stress distribution and may involve failure modes not considered in the model.

Author: admin