Experimental Parametric Characterization of Bolted Angle Connection Behavior
Publication: Journal of Structural Engineering
Volume 146, Issue 8
Abstract
This article describes an extensive experimental program that was conducted to characterize comprehensively the nonlinear sectional force-displacement response of bolted steel angle semirigid connections. A total of 139 tests were performed to investigate the influence of angle thickness, position of the column bolts, bolt grade, and bolt pretension. The effect of loading sequence was also examined by applying static and dynamic monotonic and cyclic loading. The observed behavior and failure modes are described. Key parameters defining the load-deformation response of the specimens are quantified, including yield strength, initial stiffness, sharpness of the transition between initial and yielding phases, postyielding stiffness properties, peak forces, and deformations at failure. Monotonic test results were used to define a four-parameter power model that reproduces the force-deformation response of the angles. The influence of each geometric parameter, the bolt type, and the loading protocols on the behavior of the bolted angles was also described. The tests showed that strength and stiffness increased when angle thickness increased, and decreased when the distance between the heel and the column bolt increased. The force-deformation response of monotonic tests can be used to predict the backbone of cyclic and seismic responses. The angles subjected to cyclic and seismic tests, however, developed stable hysteretic response characterized by gradual softening, strength degradation, and smaller ultimate deformations compared with those subjected to monotonic loading.
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Data Availability Statement
The following data, models, or code generated or used during the study are available from the corresponding author by request:
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Experimental setup;
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Experimental measurements;
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Processed data; and
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Calibrated models of the monotonic tests.
Acknowledgments
This study was supported by the Natural Sciences and Engineering Research Council of Canada (Canada Research Chair Program, Grant No. 219924), the National Science Foundation (Grant No. CMMI-1207976), and the American Institute of Steel Construction. The first author received the Steel Structures Education Foundation G. J. Jackson Fellowship of the Canadian Institute of Steel Construction for this research. Patrice Bélanger, Jonathan Auger, and David Ek of the Structures Laboratory of Polytechnique Montréal provided valued assistance in the experimental tests. The opinions, findings, and conclusions in this paper are those of the authors and do not necessarily reflect the views of those acknowledged here.
References
Abdalla, K. M., G. A. Drosopoulos, and G. E. Stavroulakis. 2015. “Failure behavior of a top and seat angle bolted steel connection with double web angles.” J. Struct. Eng. 141 (7): 04014172. https://doi.org/10.1061/(ASCE)ST.1943-541X.0001132.
Abolmaali, A., A. R. Kukreti, and H. Razavi. 2003. “Hysteresis behavior of semi-rigid double web angle steel connections.” J. Constr. Steel Res. 59 (8): 1057–1082. https://doi.org/10.1016/S0143-974X(03)00005-1.
AISC. 2010a. Seismic provisions for structural steel buildings. AISC 341. Chicago: AISC.
AISC. 2010b. Specification for structural steel buildings. AISC 360. Chicago: AISC.
ASTM. 2014a. Standard specification for structural bolts, alloy steel, heat treated, 150 ksi minimum tensile strength (Withdrawn 2016). ASTM A490. West Conshohocken, PA: ASTM.
ASTM. 2014b. Standard specification for structural bolts, steel, heat treated, 120/105 ksi minimum tensile strength (Withdrawn 2016). ASTM A325. West Conshohocken, PA: ASTM.
Azizinamini, A. 1982. “Monotonic response of semi-rigid steel beam to column connections.” M.Sc. thesis, College of Engineering, Univ. of South Carolina.
Azizinamini, A. 1985. “Cyclic characteristics of bolted semi-rigid steel beam to column connections.” Ph.D. thesis, College of Engineering, Univ. of South Carolina.
Ballio, G., L. Calado, and C. A. Castiglioni. 1997. “Low cycle fatigue behaviour of structural steel members and connections.” Fatigue Fract. Eng. Mater. Struct. 20 (8): 1129–1146. https://doi.org/10.1111/j.1460-2695.1997.tb00318.x.
Bernuzzi, C., L. Calado, and C. A. Castiglioni. 2000. “Low-cycle fatigue of structural steel components: A method for re-analysis of test data and a design approach based on ductility.” ISET J. Earthquake Technol. 37 (4): 47–63.
Bjorhovde, R., A. Colson, and J. Brozzetti. 1990. “Classification system for beam-to-column connections.” J. Struct. Eng. 116 (11): 3059–3076. https://doi.org/10.1061/(ASCE)0733-9445(1990)116:11(3059).
Calado, L., G. De Matteis, and R. Landolfo. 2000. “Experimental response of top and seat angle semi-rigid steel frame connections.” Mater. Struct. 33 (8): 499–510. https://doi.org/10.1007/BF02480527.
Chang, K. C., and G. C. Lee. 1987. “Strain rate effect on structural steel under cyclic loading.” J. Eng. Mech. 113 (9): 1292–1301. https://doi.org/10.1061/(ASCE)0733-9399(1987)113:9(1292).
Chen, W. F., and N. Kishi. 1989. “Semirigid steel beam-to-column connections – data-base and modeling.” J. Struct. Eng. 115 (1): 105–119. https://doi.org/10.1061/(ASCE)0733-9445(1989)115:1(105).
Citipitioglu, A. M., R. M. Haj-Ali, and D. W. White. 2002. “Refined 3D finite element modeling of partially-restrained connections including slip.” J. Constr. Steel Res. 58 (5–8): 995–1013. https://doi.org/10.1016/S0143-974X(01)00087-6.
CSA (Canadian Standards Association). 2009. Design of steel structures. CSA S16. Mississauga, ON, Canada: CSA.
Danesh, F., A. Pirmoz, and A. S. Daryan. 2007. “Effect of shear force on the initial stiffness of top and seat angle connections with double web angles.” J. Constr. Steel Res. 63 (9): 1208–1218. https://doi.org/10.1016/j.jcsr.2006.11.011.
Elnashai, A. S., A. Y. Elghazouli, and F. A. Denesh-Ashtiani. 1998. “Response of semirigid steel frames to cyclic and earthquake loads.” J. Struct. Eng. 124 (8): 857–867. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:8(857).
Faella, C., V. Piluso, and G. Rizzano. 1998. “Experimental analysis of bolted connections: Snug versus preloaded bolts.” J. Struct. Eng. 124 (7): 765–774. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:7(765).
Garlock, M., J. Ricles, and R. Sause. 2003. “Cyclic load tests and analysis of bolted top-and-seat angle connections.” J. Struct. Eng. 129 (12): 1615–1625. https://doi.org/10.1061/(ASCE)0733-9445(2003)129:12(1615).
Giuffre, A., and P. E. Pinto. 1970. “Il comportamento del cemento armato per sollecitazioni cicliche di forte intensita.” Giornale del Genio Civile 5: 391–408.
Gong, Y. 2014. “Ultimate tensile deformation and strength capacities of bolted-angle connections.” J. Constr. Steel Res. 100 (6): 50–59. https://doi.org/10.1016/j.jcsr.2014.04.029.
Gong, Y. 2017. “Test, modeling and design of bolted-angle connections subjected to column removal.” J. Constr. Steel Res. 139 (Dec): 315–326. https://doi.org/10.1016/j.jcsr.2017.10.004.
Hines, E. M., M. E. Appel, and P. J. Cheever. 2009. “Collapse performance of low-ductility chevron braced steel frames in moderate seismic regions.” Eng. J. AISC 46 (3): 149–180.
Kishi, N., R. Hasan, W. F. Chen, and Y. Goto. 1997. “Study of Eurocode 3 steel connection classification.” Eng. Struct. 19 (9): 772–779. https://doi.org/10.1016/S0141-0296(96)00151-4.
Mazzoni, S., F. McKenna, M. H. Scott, and G. L. Fenves. 2006. OpenSees command language manual. Berkeley, CA: Pacific Earthquake Engineering Research Center, Univ. of California, Berkeley.
Menegotto, M., and P. E. Pinto. 1973. Method of analysis for cyclically loaded R.C. plane frames including changes in geometry and non-elastic behaviour of elements under combined normal force and bending, 9. Zürich, Switzerland: International Association for Bridge and Structural Engineering.
Miner, M. A. 1945. “Cumulative damage in fatigue.” J. Appl. Mech. 67: 5.
Owens, G. W., and D. B. Moore. 1992. “The robustness of simple connections.” Struct. Engineer 70 (3): 37–46.
Richard, R. M., and B. J. Abbott. 1975. “Versatile elastic-plastic stress-strain formula.” J. Eng. Mech. Div. 101 (4): 511–515.
Shen, J., and A. Astaneh-Asl. 1999. “Hysteretic behavior of bolted-angle connections.” J. Constr. Steel Res. 51 (3): 201–218. https://doi.org/10.1016/S0143-974X(99)00030-9.
Soroushian, P., and K. B. Choi. 1987. “Steel mechanical properties at different strain rates.” J. Struct. Eng. 113 (4): 663–672. https://doi.org/10.1061/(ASCE)0733-9445(1987)113:4(663).
Swanson, J. A., and X. Gao. 2000. “Strength determination of heavy clip-angle connection components.” In Proc., 4th Int. Workshop on Connections in Steel Structures, 234–243. Chicago: American Institute of Steel Construction.
Wakabayashi, M., T. Nakamura, S. Iwai, and Y. Hayashi. 1984. “Effect of strain rate on the behavior of structural members subjected to earthquake force.” In Proc., 8th World Conf. on Earthquake Engineering, 491–498. Tokyo: International Association for Earthquake Engineering.
Yang, B., and K. Tan. 2013. “Robustness of bolted-angle connections against progressive collapse: Mechanical modelling of bolted-angle connections under tension.” Eng. Struct. 57 (Dec): 153–168. https://doi.org/10.1016/j.engstruct.2013.08.041.
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©2020 American Society of Civil Engineers.
History
Received: Apr 27, 2019
Accepted: Dec 9, 2019
Published online: May 28, 2020
Published in print: Aug 1, 2020
Discussion open until: Oct 28, 2020
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