Cut Sheet
Table Of Contents
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 1
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 2
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 3
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 4
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 5
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 6
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 7
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 8
- LH Dottie Concrete Rod Hangersport No. 15C299 Revised 3-9-16 9
Concrete Rod Hanger ASTM E488 Testing Report Number 15C299
December 11, 2015 Revised March 9, 2016 Page 3 of 7
C E L CONSULTING
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5. TEST MEMBERS
5.1 Description: Concrete test members of normal weight concrete were prepared in
accordance with the requirements of E488 Section 6.4. No steel reinforcing was installed in
any of the test members. Test members varied in size from 48" by 48" by 12" thick to 72” by
72” by 19” thick. Concrete placement, sampling and preparation of compression test
specimens were performed by CEL personnel for all test members.
5.2 Component Materials: Concrete was supplied by Cemex from their plant in Oakland,
CA. Information about the concrete aggregates is located in Appendix 3 along with the
concrete mix designs.
5.3 Strength Determination: Compression test specimens were tested in general
conformance with ASTM C39 at Consolidated Engineering Laboratories Concrete
Laboratory. All test specimens were field-cured in the immediate vicinity of the test members
under similar environmental conditions until just prior to testing.
Test member strength was determined in accordance with typical procedures using strength-
age relationships developed based on compression tests done at specified intervals. The Excel
logarithmic trendline function was used for this purpose, and the strength-age graphs with the
trendline formulas are provided in Appendix 3 along with the supporting compression test
data sheets. Test member strengths, calculated using the trendline formulas, are provided on
the anchor test data forms (ATDFs).
6. TEST PROCEDURES
6.1 Anchor Installation: The holes were drilled a rotary hammer drill in the percussion
mode. The brand, model number, size and type of rotary hammer drill was representative of
the types typically used in field installations. Carbide tipped drill bits meeting the
requirements of ANSI B212.15 were used. The holes were drilled perpendicular to the
surface of the test slabs within a 6 degree tolerance, verified by visual observation, in a
manner representative of actual field installations. Hole depth was approximately 1/4" deeper
than the required embedment, measured from the concrete surface to the tip of the embedded
end, and drilling debris removed by blowing out the holes with compressed air. The hangers
were driven into the hole with a drill motor using the hex socket provided by L.H. Dottie.
Some of the tools disengaged from the hanger hex head before reaching full embedment.
They were installed to full embedment by hand using a socket wrench.
6.2 Anchor Testing: The loading system and LVDT were assembled and positioned as
described in Section 4. An initial load of approximately 5% of the expected ultimate capacity
of the anchor was applied to the test anchor according to Section 8.5 of E488. The continuous
load application method described in Section 8.6.1 of E488 was used. The required loading
rate of 25% to 100% of the expected ultimate capacity of the anchor system per minute was