Cyclic Lateral Loading Behavior of Thin-Shell Precast Concrete Wall Panels
Abstract
:1. Introduction
2. Background
3. Scope of the Research
4. Experimental Program
4.1. Test Panels
4.2. Material Properties
4.3. Construction of Wall Panels
4.4. Loading Sequence
4.5. Reverse Cyclic Loading
4.6. Test Setup
4.7. Instrumentation
- Load cells;
- String potentiometers (string pots);
- Linear potentiometers (linear pots);
- Strain gauges applied to the concrete surface;
- Strain gauges applied to the steel studs.
4.7.1. Load Cells
4.7.2. String Potentiometers
4.7.3. Linear Potentiometers
4.7.4. Strain Gauges
5. Test Results and Discussion
5.1. Loading Sequence
5.1.1. Panel NLB-1
5.1.2. Panel NLB-2
5.2. Failure Mode
5.2.1. Panel NLB-1
5.2.2. Panel NLB-2
5.3. Lateral Load Distribution during Testing
5.4. Measured Lateral Deflections
5.4.1. Panel NLB-1
5.4.2. Panel NLB-2
5.5. Measured Relative Vertical and Horizontal Displacements
5.5.1. Panel NLB-1
5.5.2. Panel NLB-2
5.6. Measured Strains
- Outer face of concrete shell on the concrete;
- The inner face of the concrete shell (steel stud side) on the concrete;
- On the flange of steel stud closest to the concrete;
- On the web of steel studs closest to the concrete
- On the web of steel studs farthest from the concrete
- On the flange of steel stud farthest from the concrete.
5.6.1. Panel NLB-1 Strains
5.6.2. Panel NLB-2 Strains
6. Conclusions
- The unique design enabled lightweight panels with a thermally isolated concrete shell, separated from the steel stud structure by a continuous air and insulation gap;
- The panels behaved well at their service levels, exhibiting nearly elastic behavior over nearly 5000 cycles of reverse-cyclic lateral loading;
- Panel NLB-1 did not reach its intended ultimate design level, indicating that the top connection between the integrated concrete beam and concrete face shell was insufficient. It is recommended that this connection be strengthened by adding more CFRP grids at a closer spacing or by using a stronger CFRP grid;
- Panel NLB-2 reached and exceeded its intended ultimate design level, indicating that the design was sufficient for this specimen. However, the designs of NLB-1 and NLB-2 were identical, indicating some variability in the manufacturing process influenced the ultimate strength. Improving the connection strength between integrated concrete beams and the concrete shell should improve the average strength of the panels. A final design should achieve the ultimate design level in all tests;
- The rivet connections between steel studs and concrete shell were effective but did allow slip between stud and concrete in the vertical and lateral directions. This slip prevented composite behavior from developing, meaning that the steel studs and the concrete shell were bending about separate neutral axes in flexure. A more efficient design might increase the strength of the connection between steel studs and concrete shell (by reducing rivet spacing) to achieve composite performance in bending. Modifying the rivets to improve the bond between rivets and concrete might also help in this regard.
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Foam Type | Density [pcf] | Compressive Strength [psi] | Elastic Modulus [psi] |
---|---|---|---|
Extruded Polystyrene | 1.55 | 25 | 675 |
Step Number | Applied Lateral Load Steps | ||
---|---|---|---|
Load Level [psf] | Load per Cylinder [kips] | Cycles Completed [#] | |
1 | 0 | 0 | 0 |
2 | 35% × 60 = 21 psf | 1.75 | 4697 |
3 | 40% × 60 = 24 psf | 2 | 96 |
4 | 45% × 60 = 27 psf | 2.25 | 1 |
5 | 50% × 60 = 30 psf | 2.5 | 1 |
6 | 60% × 60 = 36 psf | 3 | 1 |
7 | 70% × 60 = 42 psf | 3.5 | 1 |
8 | 80% × 60 = 48 psf | 4 | 1 |
9 | 90% × 60 = 54 psf | 4.5 | 1 |
10 | 100% × 60 = 60 psf | 5 | 1 |
Continue to Failure | 10% Increments |
Percentage of the Design Wind Speed [%] | Given Wind Speed [mph] |
Probability 1 − F(U) [%] | Probable Number of Cycles [#] |
---|---|---|---|
10 | 12 | 52.72973% | 831,442,389 |
20 | 24 | 7.73076% | 121,898,627 |
30 | 36 | 0.31514% | 4,969,087 |
40 | 48 | 0.00357% | 56,320 |
45 | 54 | 0.00024% | 3710 |
50 | 60 | 0.00001% | 177 |
60 | 72 | 0.00000% | 0.2 |
70 | 84 | 0.00000% | 0.0 |
80 | 96 | 0.00000% | 0.0 |
90 | 108 | 0.00000% | 0.0 |
100 | 120 | 0.00000% | 0.0 |
Step Number | Applied Lateral Load Steps | ||
---|---|---|---|
Load Level [psf] | Load Per Cylinder [kips] | Cycles Completed [#] | |
1 | 0 | 0 | 0 |
2 | 35% × 60 = 21 psf | 1.75 | 4697 |
3 | 40% × 60 = 24 psf | 2 | 96 |
4 | 45% × 60 = 27 psf | 2.25 | 1 |
5 | 50% × 60 = 30 psf | 2.5 | 1 |
6 | 60% × 60 = 36 psf | 3 | 1 |
7 | 70% × 60 = 42 psf | 3.5 | 1 |
8 | 80% × 60 = 48 psf | 4 | 1 |
9 | 90% × 60 = 54 psf | 4.5 | Separation of the top concrete beam from the thin outer shell |
Step Number | Applied Lateral Load Steps | ||
---|---|---|---|
Load Level [psf] | Load per Cylinder [kips] | Cycles Completed [#] | |
1 | 0 | 0 | 0 |
2 | 35% × 60 = 21 psf | 1.75 | 4697 |
3 | 40% × 60 = 24 psf | 2 | 96 |
4 | 45% × 60 = 27 psf | 2.25 | 1 |
5 | 50% × 60 = 30 psf | 2.5 | 1 |
6 | 60% × 60 = 36 psf | 3 | 1 |
7 | 70% × 60 = 42 psf | 3.5 | 1 |
8 | 80% × 60 = 48 psf | 4 | 1 |
9 | 90% × 60 = 54 psf | 4.5 | 1 |
10 | 100% × 60 = 60 psf | 5 | 1 |
11 | 110% × 60 = 66 psf | 5.5 | Separation of the top concrete beam |
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Sevil Yaman, T.; Lucier, G. Cyclic Lateral Loading Behavior of Thin-Shell Precast Concrete Wall Panels. Buildings 2023, 13, 2750. https://doi.org/10.3390/buildings13112750
Sevil Yaman T, Lucier G. Cyclic Lateral Loading Behavior of Thin-Shell Precast Concrete Wall Panels. Buildings. 2023; 13(11):2750. https://doi.org/10.3390/buildings13112750
Chicago/Turabian StyleSevil Yaman, Tugce, and Gregory Lucier. 2023. "Cyclic Lateral Loading Behavior of Thin-Shell Precast Concrete Wall Panels" Buildings 13, no. 11: 2750. https://doi.org/10.3390/buildings13112750