Structural Evaluation Of New Vulcraft Composite Deck Profile: Phase II

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Structural evaluation of new Vulcraft composite deck profile: Phase IIinfo

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keyboard_arrow_downkeyboard_arrow_upRedzuan AbdullahRedzuan AbdullahRedzuan Abdullah

2003

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Abstract

AI generated

This investigation evaluates the strength of composite slabs utilizing newly developed Vulcraft deck profiles featuring innovative embossments. A series of twelve slab configurations were rigorously tested to assess key performance metrics including strength, deflection, slip, and failure modes. Variations in steel deck thickness, deck depth, concrete thickness, and span lengths were systematically examined to derive performance insights.

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Key takeaways

AI generated

1. The investigation tested 24 composite slab specimens with various configurations to assess their structural performance.
2. Deflections measured during tests typically ranged from 1.2 to 1.4 times the calculated values, indicating measurement discrepancies.
3. Shear bond governs strength and failure modes; most specimens demonstrated ductile behavior under load.
4. Applied loads exceeded typical design loads by 15 to 30 times for thicker slabs, confirming their robustness.
5. Concrete compressive strengths varied, with a mean of 3000 psi achieved, affecting overall shear resistance.

FAQ's

AI generated

What factors influenced composite slab strength in the Vulcraft test specimens?add

The study reveals that slab strength was primarily governed by shear bond, with peak loads correlated to slip. Variations in deck depth, thickness, and span length were critical in evaluating these factors.

How did the new deck embossments impact global stability during testing?add

The presence of embossments significantly enhanced load support even with observed slip occurrences. All but one specimen exhibited ductile characteristics, indicating effective interaction between concrete and steel deck.

What were the observed deflection ratios during the slab loading tests?add

Measured-to-calculated deflection ratios were generally between 1.2 and 1.4, suggesting variability in compliance with industry standards. When measured with center-to-center spans, these ratios ranged from 0.93 to 1.06.

In what ways did concrete properties vary across different test specimens?add

Each slab's concrete strength varied due to different casting times, with compressive strengths around 3000 psi achieved. This variability was assumed not to affect shear resistance significantly, consistent with previous findings.

What methods were utilized to measure slip and deflection in the tests?add

Slip was monitored using potentiometers at slab corners, while deflection was recorded via wire pot transducers. These methods ensured accurate tracking of movements during loading conditions.

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References (9)

ASCE (1992). "Standard for the Structural Design of Composite Slabs." ANSI/ASCE 3- 91, American Society of Civil Engineer, New York.

Bode, H and Sauerborn, I. (1992). "Modern Design Concept for Composite Slabs with Ductile Behaviour," Proceeding of an Engineering Foundation Conference on Composite Construction in Steel and Concrete II, ASCE, June, pp. 125-141.

Daniels, B. J. (1988). "Shear Bond Pull-Out Tests for Cold-Formed-Steel Composite Slabs," ICOM Publication No. 194. Ecole Polytechnique Federale De Lausanne. Eurocode 4 (2001). Design of composite steel and concrete structures. Part 1.1, General rules and rules for buildings, EN 1994-1-1, Draft No. 3.

Luttrell, L. D. (1987). "Flexural Strength of Composite Slabs," Composite Steel Structures -Advances, Design and Construction, Elsevier Science Publishing Co., Inc., pp. 106-116.

Shen, G. (2001). Performance evaluation of new corrugated-type embossments for composite deck, Master Thesis, Virginia Polytechnic Institute and State University, Blacksburg, Virginia.

Veljkovic, M. (1994). "Sheeting -Concrete Interaction Performances in the Composite Floor Slabs", Nordic Concrete Research, pp. 3(18).

SDI. (1991). Composite Deck Design Handbook. 1 st Edition, Steel Deck Institute. 4" 4" 3VL16-8-7.5 span B, side 2 4" 3VL16-8-7.5 span B, side 1 3VL16-8-7.5 span A, side 2 23" 3VL16-8-7.5 span A, side 1 32" 32" 32" 32" 32" 32" 32" 32" 25" 8" 8" 8" 8" 10" 29" 24" 9" 8" 17" 13" 25" 11" 11" 8" 8" 9" 26" 30" 9" 8" 7" 8" 11" 23" 52" 52" 52" 52" 4" 4" 3VL16-14-5 span A, side 2 52" 52" 3VL16-14-5 span B, side 2 3VL16-14-5 span B, side 1 4" 52" 52" 3VL16-14-5 span A, side 1 4" 35½" 7½" 5" 3" 4" 3½" 4½" 3" 5" 4" 8½" 4" 6" 6½" 2" 4½" 3½" 5" 5" 4" 44" 39½" 4½" 5½" 5½" 3½" 5" 5½" 7" 8" 9" 5½" 4" 6½" 3" 4½" 6½" 45" 36" 3½" 4½" 4" 4" 2" 2" 3" 4" 4½" 3½" 6" 4" 7" 4" 7" 5" 3½" 2½" 5½" 3½" 3" 7" 4" 35" 33½" 9" 5½" 5½" 3½" 7" 4½" 5" 5" 5½" 7" 4½" 5½" 5" 3" 6" 5" 4" 5" 6" 33" 15" 14" 9" 23" 28" 23" 4" 28" 21" 7" 8" 13½" 10½" 24" 28" 28" 2VL20-7-6.5 span A, side 1 2VL20-7-6.5 span A, side 2 28" 28" 2VL20-7-6.5 span B, side 1 12" 29½" 24" 11½" 7" 2VL20-7-6.5 span B, side 2

4" 2VL20-9-4 span A, side 1

8" 30" 2VL18-7-6.5 span A, side 1

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