Wind and Structures

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Refined damage prediction of low-rise building envelope under high wind load

  • Pan, F. (Department of Civil and Environmental Engineering, Louisiana State University) ;
  • Cai, C.S. (Department of Civil and Environmental Engineering, Louisiana State University) ;
  • Zhang, W. (Department of Civil and Environmental Engineering, Louisiana State University) ;
  • Kong, B. (Department of Civil and Environmental Engineering, Louisiana State University)
  • Received : 2013.09.20
  • Accepted : 2014.02.06
  • Published : 2014.06.25
⟨ Previous Next ⟩

Abstract

Since low-rise residential buildings are the most common and vulnerable structures in coastal areas, a reliable prediction of their performance under hurricanes is necessary. The present study focuses on developing a refined finite element model that is able to more rigorously represent the load distributions or redistributions when the building behaves as a unit or any portion is overloaded. A typical 5:12 sloped low-rise residential building is chosen as the prototype and analyzed under wind pressures measured in the wind tunnel. The structural connections, including the frame-to-frame connections and sheathing-to-frame connections, are modeled extensively to represent the critical structural details that secure the load paths for the entire building system as well as the boundary conditions provided to the building envelope. The nail withdrawal, the excessive displacement of sheathing, the nail head pull-through, the sheathing in-plane shear, and the nail load-slip are found to be responsible for the building envelope damage. The uses of the nail type with a high withdrawal capacity, a thicker sheathing panel, and an optimized nail edge distance are observed to efficiently enhance the building envelope performance based on the present numerical damage predictions.

Keywords

Acknowledgement

Supported by : NSF

References

  1. ANSYS version 12.1 (2009), (computer software). ANSYS Inc., Cecil Township, PA.
  2. APA. (1997), PDS-Plywood design specification, The Engineered Wood Association, Tacoma, WA
  3. APA. (2012), Wind resistance of wood structural panel sheathed walls, TT-110B, The Engineered Wood Association, Tacoma, WA.
  4. ASCE. (2010), Minimum design loads for buildings and other structures, ASCE7-10, Reston, Va.
  5. Asiz, A., Chui, Y.H. and Smith, I. (2008), Failure analysis of light wood frame structures under wind load, CIB-W18 Meeting 41, St. Andrews, Canada, Paper 41-15-5.
  6. Chok, C.V. (1988), Wind parameters of Texas Tech University field site, M.S. thesis, Texas Tech University, Lubbock, TX.
  7. Cope, A. (2004), Vulnerability of low rise buildings to hurricane, Ph.D. Dissertation, University of Florida, Gainesville, FL.
  8. Cramer, S.M., Drozdek, J.M. and Wolfe, R.W. (2000), "Load sharing effects in light-frame wood-truss assemblies", J. Struct. Eng. - ASCE, 126(12), 1388-1394. https://doi.org/10.1061/(ASCE)0733-9445(2000)126:12(1388)
  9. Dao, T. and van de Lindt, J. (2008), "New nonlinear roof sheathing fastener model for use in finite-element wind load applications", J. Struct. Eng. - ASCE, 134(10), 1668-1674. https://doi.org/10.1061/(ASCE)0733-9445(2008)134:10(1668)
  10. Falk, R. and Itani, R. (1989), "Finite element modeling of wood diaphragms", J. Struct. Eng. - ASCE, 115(3), 543-559. https://doi.org/10.1061/(ASCE)0733-9445(1989)115:3(543)
  11. FEMA. (1992), Building performance Hurricane Andrew in Florida-Observations, recommendations and technical guidance, FEMA488, Washington, DC, 28.
  12. FEMA. (2006), Mitigation assessment team report: Hurricane Charley in Florida, FEMA488, Washington, DC, 5-1-5-13.
  13. Fruhwald, E., Serrano, E., Toratti, T., Emilsson, A. and Thelandersson, S. (2007), Design of safe timber structures -How can we learn from structural failures in concrete, steel and timber?, TVBK-3053, Lund, Sweden, Lund, Sweden.
  14. Girhammar, U.A., Bovim, N.I. and Kallsner, B. (2004), "Characteristics of sheathing-to-timber joints in wood shear walls", Proceedings of the 8th World conference on timber engineering, Lahti, Finland.
  15. Herzog, B. and Yeh, B. (2006), "Nail withdrawal and pull-through strength of panels", Proceedings of the 9th world conference on timber engineering, Curran Associates, Inc., Portland, Oregon.
  16. Holmes, J.D. (2001), Wind loading of structures, Spon Press, New York, NY, 128-138.
  17. IBC. (2011), 2012 International Building Code, ICC, Washington, DC
  18. Martin, K.G. (2010), Evaluation of system effects and structural load paths in a wood-framed structure, M.S. thesis, Oregon State University, Corvallis, OR.
  19. Martin, K.G., Gupta, R., Prevatt, D.O., Datin, P.L. and Lindt, J.W.v.d. (2011), "Modeling system effects and structural load paths in a wood-framed structure", J. Architect. Eng., 17(4), 134-143. https://doi.org/10.1061/(ASCE)AE.1943-5568.0000045
  20. Mi, H. (2004), Behavior of unblocked wood shearwalls, Master, University of New Brunswick, Fredericton, NB.
  21. Pan, F., Cai, C.S. and Zhang, W. (2103), "Wind-induced internal pressures of buildings with multiple openings", J. Eng. Mech. - ASCE, 139(3), 376-385. https://doi.org/10.1061/(ASCE)EM.1943-7889.0000464
  22. Pinelli, J.P., Simiu, E., Gurley, K., Subramanian, C., Zhang, L., Cope, A., Filliben, J.J. and Hamid, S. (2004), "Hurricane damage prediction model for residential structures", J. Struct. Eng. - ASCE, 130(11), 1685-1691. https://doi.org/10.1061/(ASCE)0733-9445(2004)130:11(1685)
  23. Shenton III, H.W., Dinehart, D.W. and Elliott, T.E. (1998), "Stiffness and energy degradation of wood frame shear walls", Can. J. Civil Eng., 25(3), 412-423. https://doi.org/10.1139/l97-108
  24. Simiu, E., Vickery, P. and Kareem, A. (2007), "Relation between saffir-simpson hurricane scale wind speeds and peak 3-s gust speeds over open terrain", J. Struct. Eng. - ASCE, 133(7), 1043-1045. https://doi.org/10.1061/(ASCE)0733-9445(2007)133:7(1043)
  25. Solari, G. and Kareem, A. (1998), "On the formulation of ASCE7-95 gust effect factor", J. Wind Eng. Ind. Aerod., 77-78, 673-684. https://doi.org/10.1016/S0167-6105(98)00182-2
  26. Thampi, H., Dayal, V. and Sarkar, P.P. (2011), "Finite element analysis of interaction of tornados with a low-rise timber building", J. Wind Eng. Ind. Aerod., 99(4), 369-377. https://doi.org/10.1016/j.jweia.2011.01.004
  27. Van de Lindt, J., Graettinger, A., Gupta, R., Skaggs, T., Pryor, S. and Fridley, K. (2007), "Performance of wood-frame structures during Hurricane Katrina", J. Perform. Constr. Fac., 21(2), 108-116. https://doi.org/10.1061/(ASCE)0887-3828(2007)21:2(108)
  28. Wang, Q., Chui, Y.H., Ni, C., Smith, I. and Asiz, A. (2010), "An empirical model to predict load-slip response of laterally loaded nailed joint", Proceedings of the 11th World Conference on Timber Engineering, June 20-24, Riva del Garda, Italy.
  29. Wolfe, R.W. and McCarthy, M. (1989), Structural performance of light-frame roof assemblies: I. Truss assemblies with high truss stiffness variability, FPL-RP-492, Forest Products Laboratory, Madison, WI.

Cited by

  1. A review of wood-frame low-rise building performance study under hurricane winds vol.141, 2017, https://doi.org/10.1016/j.engstruct.2017.03.036
  2. Equivalent parameterized beam model for nailed connections in low-rise residential buildings vol.145, 2017, https://doi.org/10.1016/j.engstruct.2017.05.002
  3. Three-Dimensional Finite-Element Modeling and Validation of a Timber-Framed House to Wind Loading vol.143, pp.9, 2017, https://doi.org/10.1061/(ASCE)ST.1943-541X.0001850
  4. Finite-element modeling framework for predicting realistic responses of light-frame low-rise buildings under wind loads vol.164, pp.None, 2014, https://doi.org/10.1016/j.engstruct.2018.01.034
  5. Effects of Nonstructural Wall in Progressive Failure of Coastal Residential Buildings Subjected to Strong Winds vol.26, pp.1, 2014, https://doi.org/10.1061/(asce)ae.1943-5568.0000373
  6. Three-Dimensional Equivalent Parameterized Beam Element for Nail Connections in Wood Residential Buildings vol.147, pp.4, 2014, https://doi.org/10.1061/(asce)st.1943-541x.0002983