Thomas Kang Ph.D., P.E. Assistant Professor
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1 BEHAVIOR OF GROUT-BONDED VS. UNBONDED PT CONCRETE STRUCTURES Thomas Kang Ph.D., P.E. Assistant Professor University of Oklahoma Civil Engineering and Environmental Science May 3 rd 2011
2 ACKNOWLEDGEMENTS 1. Substantial input from K.R. Chung & J.W. Park (, Seoul, Korea) 2. Finite element analysis assistance of Y. Huang, Ph.D. Student, University of Oklahoma Reference No. 1: PTI Journal (Next issue) Reference No. 2: Int. Journal of Theoretical & Applied Multiscale Mechanics (Dec. 2010) 3. Funding support for student and faculty (U.S. DOT-RITA) 4. On-going industry collaboration: C. Hayek (, USA)
3 BONDED PT SYSTEM (PT Transfer Girder) Courtesy of C. Hayek
4 BONDED PT SYSTEM (PT Transfer Girder) Courtesy of C. Hayek
5 BONDED PT SYSTEM (VSL Bonded Tendon System for Flat Plate)
6 BONDED PT SYSTEM (VSL Bonded Tendon System for Flat Plate)
7 BONDED PT SYSTEM (Freyssinet Bonded Tendon System for Flat Plate)
8 PT BLDG. IN DUBAI (Bonded PT Flat Plate) Dubai, Arab Emirates Residential & Office Building 24 Floors + 2 Basement Floors Structural Design: Dongyang (Korea)
9 PT BLDG. IN DUBAI (Bonded PT Flat Plate) Typical Module: 11.3 m x 9.6 m (37 x 31.5 ft) Drop Panel Thickness: 350 mm (13.8 in.)
10 PT BLDG. IN DUBAI (Bonded PT Flat Plate) Courtesy of K.R. Chung
11 PT BLDG. IN SEATTLE (Unbonded PT Flat Plate) Courtesy of J. Brink
12 PT BLDG. IN D.C. (Unbonded PT One-way Beam) Courtesy of C. Hayek
13 RESEARCH NEEDS PT slab-column connections experienced punching damage during Northridge EQ (1994).; Four Seasons Bldg., Sherman Oaks, CA demolished (2005) Objectives Review of prior experimental data Developing FE models (both bonded and unbonded PT) Comparison with the data and codes
14 TESTING OF BONDED PT STRUCTURES Mattock et al. (1971) Seven simply supported PT single-span beams and three continuous two-span beams with bonded or unbonded tendons Cooke et al. (1981) Twelve simply supported PT oneway slabs with bonded or unbonded tendons Warnitchai et al. (2004) Two PT bonded interior slabcolumn connections with and without drop panel Simply supported PT one-way beam (Mattock et al., 1971)
15 TESTS & MODELING (PT Bonded Beams) Mattock et al. (1971) One bonded PT beam and two unbonded PT beams; same prestressing
16 TESTS & MODELING (PT Bonded One-way Slabs) Cooke et al. (1971) Three bonded and three unbonded PT one-way slabs; same other conditions
17 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004) A bonded PT interior two-way slab-column connection (unbonded not tested) Bonded PT slab-column connection tested in Thailand (Warnitchai et al., 2004)
18 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004) A bonded PT interior two-way slab-column connection (unbonded not tested)
19 TESTS & MODELING (PT Bonded Beams) Mattock et al. (1971)
20 TESTS & MODELING (PT Bonded Beams) Mattock et al. (1971)
21 TESTS & MODELING (PT Bonded Beams) Mattock et al. (1971) One bonded PT beam and two unbonded PT beams; same prestressing
22 TESTS & MODELING (PT Bonded One-way Slabs) Cooke et al. (1971)
23 TESTS & MODELING (PT Bonded One-way Slabs) Cooke et al. (1971)
24 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004)
25 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004)
26 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004)
27 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004)
28 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004) Analytical result of tensile stress pattern (under monotonic lateral loading) Observed crack pattern (under reversed cyclic loading)
29 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004)
30 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004) Shear stress distribution at the critical section (FEA) Strains in bonded tendon (Exp. vs. FEA)
31 TESTS & MODELING (PT Bonded Two-way Slab) Warnitchai et al. (2004) Shear stress distribution at the critical section (FEA) Strains in bonded tendon (Exp. vs. FEA)
32 BONDED VS. UNBONDED (Constructability Issues) Tendon Slab 12.7 mm strands (dia.: 12.7mm or ½ in.) Bonded Reduced effective depth Duct Bonded rebar 12.7mm strands (dia.: 6mm, incl. cover) Slab soffit mm c.g.s. 1~2 cm difference Unbonded No change in effective depth Slab soffit mm For 200~250 mm thick slab, unbonded is better
33 BONDED VS. UNBONDED (Rehabilitation Issues) Bonded Unbonded New posttensioning unnecessary New posttensioning necessary If broken, tendon at other locations is okay. Once tendon is broken, no force exists.
34 BONDED VS. UNBONDED (Constructability Issues) Bonded Unbonded No horizontal curve Horizontal curve
35 BONDED VS. UNBONDED (Constructability Issues) Bonded Unbonded Push strands into the duct Extruded tendons
36 BONDED VS. UNBONDED (Constructability Issues) Bonded Unbonded Hard to fix, once grouted Adjustment on site is easy.
37 250 BONDED VS. UNBONDED (Constructability Issues) Bonded Unbonded Obstruction with column longitudinal bars Minimal obstruction by column longitudinal bars
38 BONDED VS. UNBONDED (Constructability Issues) Cost/Area Bonded Depends on the number of ducts Unbonded Not influenced by tendon layout and spacing Thickness Bonded Type Unbonded Type Misc. Cost regarding tendons Cost for Duct and Grouting, Tendon Max Spacing Cost for anchorages Unbonded is better for thinner members Bonded reinforcement No req t for minimum bonded reinforcement (except for M cr ) Minimum bonded reinforcement
39 SUMMARY 1. For flat plates, unbonded PT systems dominate in the U.S. (while there are some bonded PT projects in the east coast) 2. For transfer girders and bridges, bonded PT systems are more popular. 3. Structural performance is similar (while drift capacity of a bonded PT slab-column connection may be lower than that of unbonded PT connection) 4. Constructability issues depends on the market and project.
40 Thank You! Any Questions? Kang s research on RC T-joints under cyclic loads at U of Oklahoma Kang s research on steel FRC beams in shear at U of Oklahoma
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