Lightweight Concrete for High Strength - Expanded Shale & Clay

Table 5.10 Predicted vs. Experimental V u Values for Tests Failing in Shear
Test
#
AASHTO
Standard
f y = 62 ksi
V u
(kips)
AASHTO
Standard
f y = 60 ksi
V u
(kips)
AASHTO
LRFD
f y = 62 ksi
V u
(kips)
Exp.
V u
Percent
Diff.
Exp
vs
Std 62
Percent
Diff.
Exp
vs
Std 60
Percent
Diff.
Exp
vs
LRFD
(kips)
G1A-Center 138.7 137.4 103.8 258.0 86.0% 87.8% 148.5%
G1B-East 243.3 238.9 241.1 312.2 28.3% 30.7% 29.5%
G1B-Center 138.6 137.3 104.3 234.1 68.9% 70.5% 124.5%
G1C-East 238.4 234.0 255.5 289.2 21.3% 23.6% 13.2%
G2A-Center 149.5 148.2 82.3 255.9 71.2% 72.7% 211.0%
G2B-Center 150.9 149.6 102.7 246.3 63.2% 64.6% 139.9%
G1 Average 51.1% 53.2% 78.9%
G2 Average 67.2% 68.7% 175.5%
G1 Std Dev 31.3% 31.0% 67.5%
G2 Std Dev 5.7% 5.7% 50.3%
The current AASHTO Standard specification provides a conservative prediction of
concrete and ultimate shear capacity when shear steel capacity is capped at a yield strength of 60
ksi. The alternate design procedure listed in ACI-318 Section 11.4.2.2 for predicting shear
strength produced some unconservative predictions for concrete compressive strengths over
10,000 psi. The method for predicting interface shear strength is conservative for HSLC.
The current AASHTO LRFD specification provides a conservative prediction of ultimate
strength.
5.10 Development Length of 0.6-in. Strand in HPLC
Table 5.11 presents the development length test results. An evaluation of current code
provisions using the twelve slate HPLC girder development length tests in this study and eight
normal weight HPC girder tests from Dill (2000) showed the current AASHTO (1996) and ACI
provisions to be conservative (Table 5.12). The code equations overestimated development
lengths by 19 percent for both slate HPLC and normal weight HPC and never underestimated
them. Use of the current code provisions for design of development length for slate HPLC and
0.6-inch diameter strand was conservative. Based on the concrete strength range addressed in
5-24