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Frontiers of Structural and Civil Engineering

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Front. Struct. Civ. Eng.    2021, Vol. 15 Issue (1) : 213-226    https://doi.org/10.1007/s11709-021-0692-1
RESEARCH ARTICLE
Influence of core stiffness on the behavior of tall timber buildings subjected to wind loads
Zhouyan XIA1(), Jan-Willem G. VAN DE KUILEN1, Andrea POLASTRI2, Ario CECCOTTI2, Minjuan HE3
1. Wood Research Munich, Technical University of Munich, Munich 80797, Germany
2. Tree and Timber Institute (IVALSA) of the Italian National Research Council, San Michele all’Adige 38010, Italy
3. College of Civil Engineering, Tongji University, Shanghai 100029, China
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Abstract

This study analyzes the feasibility of the use of cross-laminated timber (CLT) as a load-bearing structural element in a 40-story building based on Chinese design requirements. The proposed design of the high-rise concrete–CLT building utilizes the core–outrigger system. Concrete is used for the central core and outriggers, and CLT is used for the rest of the structure of the building. Finite element models with different types of connections were developed using SAP2000 to analyze the lateral behavior of the building under wind action. The finite element models with rigid connections deduce the wind load distributions on individual structural elements, which determine the total number and the stiffness of fasteners of the CLT panels. Accordingly, spring links with equivalent stiffness that simulate the mechanical fasteners were employed in SAP2000. The results indicate that CLT increases the lateral flexibility of the building. A closed concrete core was substituted by two half cores to measure the requirement of the maximum lateral deflection. However, the acceleration at the building top still exceeded the limitation prescribed in Chinese Code JGJ 3–2010 owing to the lightweight of CLT and decreased stiffness of the hybrid building. To restrict this top acceleration within the limit, further approaches to increase the stiffness in the weak direction of the building are required. Methods such as the modification of the floor layout, increase in the thickness of walls, and addition of extra damping capacity should be considered and verified in the future.
Keywords cross-laminated timber      tall timber buildings      finite element analysis      horizontal deflection      top acceleration     
Corresponding Author(s): Zhouyan XIA   
Just Accepted Date: 05 February 2021   Online First Date: 19 March 2021    Issue Date: 12 April 2021
 Cite this article:   
Zhouyan XIA,Jan-Willem G. VAN DE KUILEN,Andrea POLASTRI, et al. Influence of core stiffness on the behavior of tall timber buildings subjected to wind loads[J]. Front. Struct. Civ. Eng., 2021, 15(1): 213-226.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0692-1
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I1/213
Fig.1  Preliminary floor layout of the tall concrete–CLT building.
Fig.2  Cross-section of the finite element model.
Fig.3  CLT wall panel with openings.
Fig.4  Example of a tall CLT building with four concrete outriggers and tendons.
Fig.5  Schematic of CLT.
Fig.6  Illustration of CLT panel with eight layers and loads in varied directions.
properties concrete CLT wall (in plane) CLT floor (perpendicular to the plane) tendon
density (kg/m3) 2500 400 400 7700
MoE (E0,ef) (N/mm2) 30000 10100 11700 195000
MoE (E90,ef) (N/mm2) – 2800 1200 –
shear stiffness (N/mm2) 12500 250 690 –
compressive strength (N/mm2) 30 21.4 – –
tensile strength (N/mm2) – 15.7 – 2140 (minimum)
minimum yield strength (N/mm2) – – – 1860
Tab.1  Material properties of finite element models
Fig.7  Arrangement of various spring links in CLT walls on the left side of the building. (a) Distribution of T, Sy, and Sx; (b) distribution of CO and JZ.
Fig.8  Finite element model (M3) and position of the control point
Fig.9  Concrete–CLT building with one full core. (a) Layout of the full closed core; (b) two-story cross-section of M5.
Fig.10  CLT wall with unbonded post-tensioning tendons in the Y-axis.
results M1 M2 M3 M4 M5 M6
maximum deflection from SAP2000 (mm) 121 562 310 395 153 152
maximum interstory deflection (mm) 3.8 17.0 9.8 12.5 4.2 4.2
interstory drift index 1/870 1/200 1/340 1/265 1/780 1/780
Tab.2  Deflections and drifts of the six models under wind action
Fig.11  Lateral forces along the building height on different structural parts of M3.
Fig.12  Interaction forces between the concrete core and CLT of M3.
story uplift (kN) Vy (kN) Vx (kN) VJZ (kN)
1–10 1386 502 317 414
11–20 872 5794 363 334
21–30 313 532 352 225
31–40 - 353 268 114
Tab.3  Maximum values of uplift and shear forces (Vx, Vy) on CLT sidewalls in Y- and X-directions, and shear forces in joint zone of every ten stories
story T (kN/m) Sy (kN/m) Sx (kN/m) CO (kN/m) JZ (kN/m)
1–10 152000 93440 60210 52820 83400
11–20 102000 107710 69130 63940 66720
21–30 34000 99020 66900 48650 44480
31–40 0 65790 51290 33360 25020
Tab.4  Required stiffness of spring links
results M1 M2 M3 M4 M5 M6a)
maximum deflections without P-? effect (mm) 112 552 312 424 157 155
maximum deflections with P-? effect (mm) 115 572 322 444 160 159
difference 2.7% 3.6% 3.2% 4.7% 1.9% 2.6%
maximum sc of core (N/mm2) 15.4 11.6 18.5 24.6 12.5 13.3
maximum st of core (N/mm2) – 6.0 6.0 1.1 2.9 2.3
maximum sc of sidewall
(along Y-direction) (N/mm2)		 11.8 13.4 5.9 3.6 2.3 3.5
maximum st of sidewall
(along Y-direction) (N/mm2)		 – 6.0 – – – –
Tab.5  Deflections, compressive stress, and tensile stress of the six models under combined loads
models mass (ton/story) a (m/s2)
ξ = 0.01 ξ = 0.02 ξ = 0.05
M1 (full concrete) 469 0.208 0.148 0.094
M2 (full CLT) ?79 1.308 0.930 0.594
M3 (concrete–CLT, two half cores, rigid) 191 0.524 0.371 0.238
M4 (concrete–CLT, two half cores, with fasteners) 191 0.560 0.399 0.254
M5 (concrete–CLT, rigid, one full core) 205 0.510 0.363 0.232
M6 (concrete–CLT, one full core, with tendons) 205 0.504 0.359 0.228
Tab.6  Wind-induced accelerations at the top of the six building types
models 1 mode 2 mode 3 mode
period (s) direction participating mass ratio (%) period (s) direction participating mass ratio (%) period (s) direction participating mass ratio (%)
M1 2.79 UY 62.5 1.47 UX 61.5 0.73 RZ 73.3
M2 3.14 UY 67.8 2.24 UX 67.6 1.79 RZ 70.1
M3 3.00 UY 62.2 2.13 UX 59.0 1.47 RZ 64.7
M4 3.67 UX 52.8 3.48 UY 55.5 1.65 RZ 69.2
M5 3.49 UX 58.8 2.26 UY 59.5 0.92 RZ 76.5
M6 3.33 UX 59.0 2.25 UY 59.0 0.92 RZ 76.0
Tab.7  First three vibration modes of the six models
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