Also, specialised systems (like post-tensioning slab systems and nuclear power plants) are not in focus. Gagnon, S., and Pirvu, C. (2011). Consequently, several contemporary high-rise wood buildings have been constructed around the world over the last 10 years. The, The study also has been carried out for the, 3. This chapter covers Sections 12.2.2 and 12.2.3 of ASCE 7-16, which address a variety of issues related to the combination of different structural systems in one direction, two directions, or along the height of a building. The LLRS comprises eight shear walls with a core in the center of the building, which was constructed with structural composite lumber and connected with dowel-type connections and wood–steel composite system. An I-shape section was assumed for the analysis of the shear core, where an equivalent length of the shear core in the other direction was utilized as the thickness of the elements at the two ends of the core, to account for the core effect. As mass timber panel system is novel, specification on the values of RoRd specifically for this type of structural system is unavailable in NBCC. Storey drifts (A) and inter-storey drifts (B) of CHECKER building under static wind effect. Applications, Vol. ground floor decks or fitted in between the building column. The analysis and design approach can be extended to other tall buildings containing engineered mass timber panels. ASTM. Eight storey (G+8) building is considered for the seismic analysis. Idealized models were used to model the reversed cyclic load–slip responses of HSK system and LSL dowel connection, since the load–displacement curves of these connections were unavailable. The use, distribution or reproduction in other forums is permitted, provided the original author(s) or licensor are credited and that the original publication in this journal is cited, in accordance with accepted academic practice. possible to vacate the building during retrofitting. = Design horizontal acceleration spectrum values using the natural period of vibration. Specifically, this project develops design solutions by applying the analysis tools and technical information generated in the NEWBuildS research program (Chen et al., 2015). Report of the NSERC Strategic Research Network on Innovative Wood Products and Building Systems. As shown in Figure 8, the load increases linearly with displacement in the initial elastic stage (0–5,500 kN). 2, which also usually happens to mid-rise light wood frame structures and fulfills the requirement of Sentence 4.1.8.11. out for the different cases using shear wall and bracings for the different heights, maximum height considered for the present study is 75m. (1994). Also, the lateral force attracted by such walls is significantly reduced. Bricks whose solid ingredient is 100% fly ash have been manufactured. In this paper, the seismic analysis of reinforced concrete (RC) buildings with different types of bracing (V-type, inverted V-type, X-type) are provided. This study provides a valuable insight into the structural performance of LLRS using mass timber panels as a viable option for high-rise buildings. Keywords: high-rise building, wood structure, lateral load-resisting system, mass timber, wind-induced response, seismic response, Citation: Chen Z and Chui Y-H (2017) Lateral Load-Resisting System Using Mass Timber Panel for High-Rise Buildings. Front. (2011). Earthquake and its occurrence, measurements and its, For the purpose of determining the design seismic forces, the country (India) is classified into, four seismic zones (II, III, IV, and V). Storey drift (A) and inter-storey drift (B) of CHECKER building under earthquake using response spectrum analysis. The storey drift and inter-storey drift of the FE model under the design dynamic wind effect are shown in Figure 6. The design capacities of the connections were assumed to be the measured strengths divided by 1.6. Subjected To Seismic Load" International Journal of Scientific & Engineering Both the static and dynamic procedures are discussed in the wind-induced response section below. different cases along with different heights on seismic parameters like base shear, lateral Then, the relationship between load and displacement becomes non-linear, as the vertical joints of shear wall and core yield sequentially (Figures 9A,B). 1 according to Rayleigh’s method. The number of modes to be considered in the analysis should be such that the sum of the total. Connection types and their locations and failure sequence affect the structural performance of the buildings under seismic and wind action. Similar idealized hysteresis loops were derived from the lateral resisting system. The use of steel bracing systems for strengthening or retrofitting seismically The manufacturing process uses techniques and equipment similar to those used in clay brick factories. This reason will govern the choice of lateral system for high-rise buildings. which will supplement the behavior of moment resisting frames in resisting the lateral load. Earthquake Spectra and Design. (2014). Earthquake Analysis of Building Configuration with Different Position of Shear Wall. It is established that the design of a multi-storey building is governed by lateral loads and it should be the prime concern of designer to provide adequate safety to structure against lateral loads. Dowel-type connection of LSL using 19 mm (3/4″) dowel with a slenderness ratio of four times fastener diameter (Moses, 2000) was used as the vertical joints of shear wall, while the HSK system was used as vertical joints of core, shear connectors, and hold-downs for the whole system. Eng. Plot of base shear vs top storey lateral drift of CHECK building based on FE analysis, and idealized bilinear response using the EEEP method. The lateral load resisting systems for earthquake loads are similar to those for wind loads. FPInnovations Report No. Insufficient lateral resistances and poor detailing of reinforcement are the main reasons for inadequate seismic performance. To resist the shear force between panels or between panel and the podium, as well as the overturning uplift force, shear connectors and hold-downs are required, as shown in Figure 1. Also, the discussion is limited to normal buildings without any special devices, like base isolation and other energy absorbing or dissipating devices. Toyota National College of Technology, Japan, National Institute for Land and Infrastructure Management, Japan. Moses, D. M. (2000). Due to symmetry of the building, only the LLRS in the east–west direction is presented. Since the length of shear wall or/and core is larger than the commercially available mass timber panel width [2.44 m for structural composite lumber (SCL) and 3.00 m for CLT], vertical joints (Figure 1) are needed to connect adjacent panels. Chen, Z., Chui, Y. H., Ni, C., and Xu, J. KEY WORDS: RC frame, Earthquake load, linear static analysis, External Shear wall, Internal Shear wall. It consists of glued-in steel plate that has circular holes in it. A finite element (FE) model of the building was developed using general-purpose FE software, ABAQUS. In present research we have used square grid of 20m in each direction of 5m bay in each direction, software used is ETABS 9.7.0, the work has been carried out for the different cases using shear wall and bracings for the different heights, maximum height considered for the present study is 75m.