Seismic - Shear Walls
Seismic - Shear Walls
Seismic - Shear Walls
net/publication/312151212
Seismic performance of steel plate reinforced concrete shear wall and its
application in China Mainland
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Seismic performance of steel plate reinforced concrete shear wall and its
application in China Mainland
Bin Wang, Huanjun Jiang ⁎, Xilin Lu
State Key laboratory of Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China
Research Institute of Structural Engineering and Disaster Reduction, College of Civil Engineering, Tongji University, Shanghai 200092, China
a r t i c l e i n f o a b s t r a c t
Article history: Reinforced concrete (RC) shear wall is one of the predominant structural components used extensively in high-
Received 22 March 2016 rise buildings to resist lateral loads induced by earthquakes around the world. However, the past earthquake ex-
Received in revised form 25 December 2016 perience and previous research indicated that RC shear walls at the bottom of high-rise buildings may display the
Accepted 1 January 2017
undesirable performance when subjected to severe earthquakes. For this reason, the steel plate reinforced con-
Available online xxxx
crete (SPRC) composite shear walls have been developed, and especially popularly used in super-tall buildings
Keywords:
in China Mainland in recent years. At first, the application of SPRC shear walls in China Mainland is briefly intro-
Steel plate reinforced concrete shear wall duced. Then the modelling techniques with the aid of software OpenSees to simulate the hysteretic behavior of
Numerical model SPRC shear walls are presented and validated by typical experimental results. The verified numerical model is
Parametric study further used in the parametric study focusing on a number of important parameters, including the steel plate
Seismic performance ratio, the axial compressive load ratio, the concrete strength, and the web reinforcement ratio. The results of
this parametric study provide useful information for the engineering application of SPRC shear walls.
© 2017 Elsevier Ltd. All rights reserved.
Introduction construction. For this reason, steel plate reinforced concrete (SPRC)
shear wall which can overcome the above drawbacks of RC shear
RC shear walls have been widely used in tall buildings in earthquake walls due to the advantageous characteristics of two constructional ma-
prone areas due to their high lateral stiffness and strength. It was found terials, steel and concrete was developed. It has been applied in super-
from the past earthquake experience that the RC shear walls in some tall tall buildings popularly in China Mainland in recent years.
buildings suffered severe damage that usually concentrated at the bot- Generally, the SPRC shear walls can be classified into two categories
tom story, such as the failure of RC shear walls in the 22 February according to the different configuration of steel plates and concrete, as
2010 Maule Earthquake and 22 February 2011 Christchurch Earthquake shown in Fig. 1. The first category is the SPRC shear wall with the steel
[1–3]. Especially for the shear walls with high axial compressive load plate embedded in the concrete [5–7]. The second category is concrete
ratio, inadequate confinement in the boundary zones, and relatively filled double-steel-plate (CFSP) shear wall [8–11]. Compared with
lower shear strength, they are prone to suffer earthquake damage. To SPRC shear walls, the application of CFSP shear walls is much less pop-
ensure the desirable seismic performance of RC shear walls, the limit ular, due to the drawbacks of easier buckling of steel plates, the con-
for the axial compressive load ratio, considerate reinforcement details struction difficulty of connection between wall and floor, etc. This
in the wall web and boundary elements are specified in the related seis- study focuses on the first type of SPRC shear walls. Hereinafter the
mic design codes. As the result of design code requirements, RC shear SPRC shear wall only refers to the first type.
walls in the bottom stories of super-tall buildings are often designed Although the SPRC shear wall has been applied in engineering prac-
with large thickness and dense steel reinforcement. The thick walls tice, and the preliminary design provisions are specified in the latest
may occupy considerable useful space, while increasing the self-weight Chinese design code JGJ3-2010 [12], the research work which has
of the entire structure, which in turn amplifies the earthquake force. On been carried out on it up to now is very limited. The existing numerical
the other hand, increasing the amount of vertical and horizontal steel models developed for the SPRC shear wall can hardly simulate the hys-
reinforcement in RC walls could not improve their ductility and energy teretic behavior of SPRC shear walls. Most of them are common finite el-
dissipation capacity effectively [4]. Congestion of reinforcement at the ement models individually considering the properties of constituent
wall web and boundary zones often causes serious difficulties in concrete, steel plate and shear studs, by which the structural analysis
of super-tall building structures is time consuming. The modelling tech-
⁎ Corresponding author. nique needs improvement. In addition, the effects of main design pa-
E-mail address: jhj73@tongji.edu.cn (H. Jiang). rameters on the seismic performance of the SPRC shear wall are not
http://dx.doi.org/10.1016/j.jcsr.2017.01.003
0143-974X/© 2017 Elsevier Ltd. All rights reserved.
B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143 133
Fig. 2. Typical view of SPRC shear wall in construction site of Shanghai Tower.
Fig. 1. General configuration for SPRC and CFSP walls.
clear. However, such kind of knowledge could be beneficial to its appli- prevented even under severe earthquakes. Shear studs should be
cation in the engineering practice. The objective of this paper is to devel- welded on both sides of the steel plate to reduce the bond-slip between
op improved numerical model to simulate the hysteretic behavior of the the concrete and steel plate. The embedded shape steel at the boundary
SPRC shear wall and then carry out the parametric analysis on its seis- columns can enhance the load carrying capacity. As can be expected, the
mic performance through numerical simulation. Conclusions and de- SPRC walls can improve the capacity of carrying the compressive force
sign recommendations are drawn accordingly. and shear force, and reduce the self-weight of the structure by the use
of thinner walls, compared with conventional RC walls.
1. Application of SPRC shear walls in China mainland
2. Numerical model for SPRC shear walls
There is a surge in the construction of super-tall buildings in China
since the 1990s. According to statistic data, China accounts for 55%
The modelling and nonlinear analyses in this study were conducted
buildings of the twenty top super-tall buildings around the world
with the aid of the software OpenSees [14]. The numerical model can
under construction currently [13]. SPRC shear walls were applied in
take the interaction between axial force, bending moment and shear
most of the buildings with the height over 400 m and the buildings
force into account. The details of the numerical model are described as
with the height over 200 m in the region with the seismic intensity of
follows.
8. Table 1 shows the structural design parameters of typical super-tall
buildings adopting the SPRC shear walls in China Mainland.
The buildings listed in Table 1 are located in regions with the risk of 2.1. Numerical model
moderate to strong earthquakes. The largest value of steel plate ratio is
close to 6%. The high-strength concrete is preferred in super-tall build- A numerical model for the SPRC shear wall was developed in
ings to meet the demand of the high load-carrying capacity of the struc- OpenSees, as shown in Fig. 3. Boundary elements of SPRC wall were
tural components. However, for the brittle post-peak behavior of high- modelled by using the displacement-based beam-column fiber element
strength concrete, the upper limit of the compressive strength of con- which can ensure both reasonable level of accuracy and convergence ef-
crete in engineering application in China Mainland is 60 MPa in general ficiency [15,16]. To incorporate the confining effect induced by the stir-
case. If reasonable measures are taken to improve the component duc- rup in boundary elements, the concrete zone in the numerical model
tility, such as reduced axial compressive load ratio, the concrete with was divided into the unconfined concrete zone (concrete cover) and
higher strength is allowed to be used. the confined concrete zone. The shape steel embedded in boundary el-
Fig. 2 presents a typical engineering application of SPRC shear walls ements was represented by a number of discrete steel fibers. The quad
in Shanghai Tower with the total height of 632 m. The steel plates are element with a bilinear isoparametric formulation was used to model
embedded in RC walls and the buckling of the steel plates could be the web of SPRC wall, including the RC panel and steel plate. Elastic
Table 1
Structural design parameters of typical super-tall buildings in China Mainland.
Building name Height Number of storya Concrete strength fcu (MPa)b Steel plate ratioc Seismic intensityd Completion year
(m)
beam-column elements were used to model the rigid loading beam 2.2. Material constitutive relationships
where the axial compressive load and lateral load were applied.
The behavior of shear studs connecting the RC panel and embedded The uniaxial Concrete02 model in OpenSees was used as the
steel plate was simulated by using the command “equalDOF”, which constitutive model both for the unconfined concrete and the con-
would make the nodes of RC panel and steel plate elements have the crete confined by the stirrups. The corresponding stress and
identical coordinates. In other words, the bond-slip between the con- strain values at the peak and crushing point on the curve can be
crete and steel plate was ignored in this model. To be noted, this as- computed by using the Chang and Mander model [17], as shown
sumption may be unsuitable when there are no enough shear studs to in Fig. 4.
coordinate the deformation under cyclic loading. The command The behavior of the longitudinal reinforcement and shape steel in
“equalDOF” was also used to model the deformation compatibility be- the boundary zones was represented by the uniaxial Steel02 material
tween the boundary element and the web of SPRC wall. All nodes at model. The values for yield strength fy and Young's modulus E0 were de-
the base of the walls were entirely fixed. The mesh size was recom- termined from the tensile tests for the steel. The strain-hardening ratio
mended to be equal to the plastic hinge length after trialling various dif- was taken as 1%. The parameters R0, cR1 and cR2, which control the non-
ferent mesh sizes, which is adequate to obtain enough accuracy and linear curve shape, were taken as 18.5, 0.925 and 0.15, respectively, as
improve the convergence efficiency. shown in Fig. 5.
Fig. 4. Uniaxial stress-strain relationship for concrete. Fig. 5. Uniaxial stress-strain relationship for steel.
B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143 135
Fig. 6. Comparison of force-displacement hysteretic relationship between the experimental and numerical results.
The RC panel of the SPRC shear wall adopted the plane stress RC ma- specimens are provided as follows, and more design details can be
terial model, named FAReinforcedConcretePlaneStress in OpenSees, found in Thomsen and Wallace [20], Lefas and Kotsovos [21], Cao et
which was based on the Cyclic Softened Membrane Model (CSMM) pro- al. [22], and Jiang et al. [6].
posed by Mansour and Hsu [18,19]. The cracked reinforced concrete RW2 was a slender RC wall with the height of 3660 mm and the
was assumed to be a continuum material in a smeared crack model. cross-section dimensions of 1220 mm × 102 mm. The average compres-
The material properties were characterized by a set of smeared stress- sive strength of the concrete at the testing time was 42.8 MPa. The yield
strain relationships for the concrete and the steel. strengths of longitudinal reinforcement in the boundary zones and the
The multi-dimensional material PlaneStressSimplifiedJ2 was web, and the hoop steel were 434 MPa, 448 MPa, and 434 MPa, respec-
adopted to simulate the steel plate. The values for yield strength fy and tively. The axial compressive load of 378 kN was applied at the top of the
Young's modulus E0 were determined from the tensile tests for the wall by the load transfer assembly. The specimen was subjected to cyclic
steel plate. The corresponding bulk modulus K and shear modulus G loading controlled by the displacement with two cycles at each ampli-
were determined from the Young's modulus E0. The buckling of the tude level. The first cycle at the lateral drift level of 0.5% resulted in flex-
steel plate was ignored since it could be avoided due to the lateral re- ural cracks over the bottom story. Major concrete spalling at both
straint effect of the surrounding concrete. boundary zones was recorded at the drift of 2.5%. The observed damage
mode of RW2 was flexure dominating.
2.3. Simulation results and validation SW33 was designed to investigate the effect of loading history and
repair methods on the RC wall. The height of the wall was 1300 mm,
In this section, six typical experiments on the specimens of RC and the cross-section was a 650 mm × 65 mm rectangle. The average
walls, SRC walls and SPRC walls with different design parameters concrete compressive strength was 39.4 MPa. The yield strengths of ver-
were used to validate the numerical model. All specimens consid- tical, horizontal and hoop reinforcement were 470 MPa, 520 MPa, and
ered in this section were subjected to a concentrated lateral force 420 MPa, respectively. It was subjected to the horizontal cyclic load at
at their top in a single bending configuration. The details of the test the top which was force-controlled before the yielding of the edge
Fig. 7. Comparison of lateral force versus strain of longitudinal reinforcement relationship between experimental and numerical results.
136 B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143
Fig. 8. Dimensions and reinforcement details of SPRC shear wall specimens (unit: mm).
tensile reinforcement and then displacement-controlled. The specimen The numerical models are able to capture the general hysteretic re-
failed in the flexure-shear mode. sponses, including the lateral peak strength, strength degradation, and
SW1.5-2 was a SRC wall with channel-section steel embedded in the stiffness deterioration. From the numerical simulation results it was
boundary zones of the wall. The height of the wall was 1350 mm, and found that Specimens RW2, SPRCW1, SPRCW2, and SPRCW3 failed
the cross-section dimensions were 1000 mm × 150 mm. The average with the crushing of the concrete in boundary elements with high stress
concrete compressive strength was 37.5 MPa. The yield strengths of lon- concentration while Specimens SW33 and SW1.5-2 failed firstly with
gitudinal reinforcement in boundary zones and the web, channel-sec- the crushing of the concrete of boundary elements, and then following
tion steel, and hoop steel were 313 MPa, 380 MPa, 379 MPa, and with yielding of the horizontal steel reinforcement in the web, which
338 MPa, respectively. The axial load of 500 kN was applied at the top conformed to the tested failure modes of each specimen. Comparisons
of the wall. The cyclic horizontal load applied at the top was displace- of the lateral force versus strain of longitudinal reinforcement relation-
ment-controlled. The specimen failed in flexure-shear mode. ship between experimental (where measured strain data was available)
SPRCW1, SPRCW2, and SPRCW3 were the barbell-section walls de- and numerical results for Specimen SW33 and SPRCW1 are presented in
signed to investigate the compression-bending behavior of SPRC Fig. 7, which shows good agreement for the two specimens until the
walls. All design parameters were consistent among the three speci- given maximum displacement. The analytical results reveal that the nu-
mens except for the axial compressive load ratio. The height of the spec- merical models are able to simulate the local responses as well as the
imens was 2060 mm, and the cross-section dimensions of the web were global responses.
600 mm × 150 mm while the boundary section was 190 mm × 100 mm.
The average concrete compressive strength was 67.2 MPa. The yield 3. Parametric study of SPRC shear walls
strengths of longitudinal reinforcement in boundary zones and the
web, I-section steel, and hoop steel were 436 MPa, 291 MPa, 334 MPa, 3.1. Design of reference specimen
and 298 MPa, respectively. The yield strength of the embedded steel
plate was 309 MPa. The axial compressive loads acting on the top of To evaluate the seismic performance of SPRC shear walls, a reference
three specimens were 2180 kN, 2610 kN, and 3050 kN, respectively. specimen was designed to represent typical parameters in engineering
The cyclic horizontal load was force-controlled before the yielding of application. The design parameters of boundary zones and wall web
the tensile longitudinal rebar in boundary element and then displace- were determined according to JGJ3-2010 and engineering practice.
ment-controlled. All specimens failed in flexural-dominant mode. Based on the validated numerical models for the above specimens of
Numerical models for the above specimens were set up. The consti- SPRC walls, the overall dimensions and steel reinforcement details of
tutive relationships of the steel and concrete were modelled according the reference specimen were designed similar to the specimens in
to the actual material properties from the test results. The responses Jiang et al. [6], as shown in Fig. 8.
of the specimens were obtained at each loading step. Fig. 6 shows the The compressive strength grade of concrete is C60 (the axial compres-
comparison of the force-displacement hysteretic curve between the ex- sive strength fc = 38.5 MPa). Four rebars with the diameter of 10 mm and
perimental and numerical results. The aspect ratio hw/lw is shown at the a shape steel with the dimensions of 40 mm × 40 mm × 4 mm were
up left of the figures, where hw is the height of the entire wall and lw is placed in each boundary column. The volumetric ratio of the transverse
the length of the wall in the direction of loading. In general, there are reinforcement in the boundary columns is 2.3%. The thickness of embed-
good agreements between the experimental and numerical results. ded steel plate is 4.7 mm, corresponding to the steel plate ratio of 3%. The
Table 2
Material properties of steel.
Material Reinforcement area/steel thickness Yielding strength (MPa) Ultimate strength (MPa) Young's modulus (MPa)
where N is the axial load applied on the specimen; fc, fsy and fpy denote
the axial compressive strength of the concrete, the yield strength of the
shape steel and the steel plate, respectively; and Ac, As and Ap are the
cross-sectional area of the concrete, the shape steel and the steel plate,
respectively. The prescribed value of axial compressive load ratio is
0.4, and the corresponding axial compressive load is 1880 kN based on
the Eq. (1).
It is noted that the design axial compressive load ratio specified in
JGJ3-2010 considers the load factor and material strength reduction fac-
tor in Eq. 1. A value of 1.2 was used for the load factor, and the material
strength reduction factors were 0.7 and 0.9 for the concrete and the
steel, respectively. A design axial load ratio of 0.4 was adopted in the
specimen, and the corresponding test axial compressive load ratio was
Fig. 9. Cyclic loading protocol. 0.25. In other words, the design axial load ratio was approximately 1.6
times the test axial load ratio.
The axial compressive load was exerted at the top of the specimens
firstly and kept constant throughout the entire loading process. Then
cyclic lateral load was applied at the top loading beam, with typical dis-
placement-control protocol shown in Fig. 9, which consists of three cy-
cles at each level with displacement amplitude increment of 5 mm until
failure.
The cyclic behavior of the reference specimen was studied using the
validated numerical model. The element size in the numerical model is
400 mm, equal to one-half of the cross-sectional height of the shear
wall, which is the recommended value used to estimate the plastic
Fig. 10. Force-displacement hysteretic curves of reference specimen.
hinge length at the base of a wall [23]. The predicted force-displacement
hysteretic curve is shown in Fig. 10. To determine the likely failure mode
of the reference specimen, the flexural strength and shear strength were
estimated using the moment-curvature method and the equations
specified in JGJ3-2010, respectively. According to JGJ3-2010, the shear
strength of SPRC wall is the sum of the contribution from the concrete,
the steel reinforcement, the shape steel in boundary zones and the em-
bedded steel plate, as follows:
1 Aw A 0:3
V¼ 0:5f t bw hwo þ 0:13N þ f yv sh hwo þ f Aa1
λ−0:5 A s λ a
0:6
þ f Ap ð2Þ
λ−0:5 p
where λ is the shear span ratio (1.5 ≤ λ ≤ 2.2); ft is the concrete tensile
Fig. 11. Moment-curvature relationships for reference specimen. strength (MPa); bw is the width of the wall web; hwo is the effective
depth of the wall; Aw is the area of the wall web; A is the gross cross-sec-
tion area; fyv is the yield strength of the transverse reinforcement; Ash is
reinforcement ratio of the vertical and horizontal distributed reinforce- the area of the transverse reinforcement; s is the spacing of the trans-
ment is 0.4%, which is the lower limit specified in JGJ3-2010. The material verse reinforcement; fa is the yield strength of the shape steel; Aa1 is
properties of the steel are listed in Table 2. the area of the shape steel in a boundary column; fp is the yield strength
The aspect ratio of the specimen is 3.5, that is, the clear height of wall of the steel plate; Ap is the area of the steel plate; and N is the axial com-
between the loading point and the base is 2800 mm. The specimen was pressive load (N ≤ 0.2fcbwhw).
designed with flexure dominated behavior. The axial compressive load Fig. 11 presents the moment-curvature relationships for the refer-
ratio of SPRC shear walls is defined as follows: ence specimen. The shear force corresponding to the flexural strength
was 317.2 kN, which ignored the flexure-shear interaction. The maxi-
N mum shear strength of the reference specimen based on Eq. (2) was
n¼ ð1Þ
f c Ac þ f sy As þ f py Ap 650.4 kN. The reference specimen was determined to be flexure-critical
Table 3
Range of parameters of numerical models.
Note: The SPRCW-S3, SPRCW-n0.4, SPRCW-C60 and SPRCW-ρ0.4 are the same specimen, which are the above-mentioned reference specimen.
138 B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143
Fig. 12. Force-displacement hysteretic curves of specimens with different steel plate ratio.
Fig. 14. Force-displacement relationships for individual RC wall and steel plate.
B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143 139
Fig. 15. Individual proportion of load carried by RC wall and steel plate.
This further explains that the SPRC wall has a relatively high load-carry- increase of the axial compressive load ratio, the strength contributed
ing capacity in the later loading stage, which is different from the con- by the RC wall deteriorates under cyclic loading. The variation of indi-
ventional RC wall that is prone to lose strength under severe vidual proportion of load carried by RC wall and steel plate is shown
earthquakes. in Fig. 19. The results demonstrate that for SPRCW-n0.3the portion of
Table 4 lists the yield displacement (Δy), ultimate displacement the load carried by the RC wall is stable from the yield stage to peak
(Δu), ductility ratio (μ) and the ultimate drift ratio (θu) of the four spec- strength stage, but for SPRCW-n0.6 with higher compressive load ratio
imens. The ultimate drift ratio is calculated as θu = Δu/hw (hw = the portion decreases significant.
2800 mm). Since increasing the steel plate ratio will both increase the Table 5 lists the deformation capacity and ductility of specimens
yield displacement and ultimate displacement of the specimens, the with different axial compressive load ratio. With the increase of axial
rule of the variation of the ductility ratio with the increase of the steel compressive load ratio, the deformation capacity and corresponding
plate ratio is not clear. However, the ultimate deformation capacity in- ductility ratio decrease obviously. SPRCW-n0.3 has a high ductility
creases clearly. ratio value of 3.5 and the ultimate drift ratio is 1/63, but SPRCW-n0.6
has a relatively low ductility ratio value of 2.4 and the ultimate drift
ratio is 1/113.
3.4.2. Effect of axial compressive load ratio
The comparisons of force-displacement hysteretic curves and skele-
ton curves with different axial compressive load ratio are presented in 3.4.3. Effect of concrete strength
Figs. 16 and 17. It can be seen that the axial compressive load ratio has The comparison of force-displacement hysteretic curves and skele-
significant effect on the hysteretic behavior and deformation capacity. ton curves with different concrete strength are shown in Figs. 20 and
The effect of the axial compressive load ratio on the carrying capacity 21. The results show that concrete strength has an obvious effect on
is not significant, but the effect on the strength degradation after the
peak load is considerate.
Force-displacement relationships of individual RC wall and steel
plate in SPRCW-n0.3 and SPRCW-n0.6 are shown in Fig. 18. With the
Table 4
Deformation capacity and ductility of specimens with different steel plate ratio.
Fig. 16. Force-displacement hysteretic curves of specimens with different axial compressive load ratio.
140 B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143
Fig. 18. Force-displacement relationships for individual RC wall and steel plate.
Fig. 19. Individual proportion of load carried by RC wall and steel plate.
Fig. 20. Force-displacement hysteretic curves of specimens with different concrete strength.
B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143 141
Table 6
Deformation capacity and ductility of specimens with different concrete strength.
Fig. 22. Force-displacement relationships for individual RC wall and steel plate.
Fig. 23. Individual proportion of load carried by RC wall and steel plate.
142 B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143
Fig. 24. Force-displacement hysteretic curves of specimens with different web reinforcement ratio.
Fig. 26. Force-displacement relationships for individual RC wall and steel plate.
Fig. 27. Individual proportion of load carried by RC wall and steel plate.
B. Wang et al. / Journal of Constructional Steel Research 131 (2017) 132–143 143
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