Residual Capacity of Reinforced Concrete Frame With and Without Steel Plate Shear Wall Under Sequence Earthquakes By Incremental Dynamic Analysis

DOI: https://doi.org/10.21203/rs.3.rs-712919/v1

Abstract

The residual capacity of a damaged structure after the main earthquake is equal to the smallest spectral acceleration of the first mode, which causes local or general failure during the aftershock. In this research, the effect of seismic sequence on the residual capacity of reinforced concrete frame systems and a relatively new system of reinforced concrete frames eqquipped with steel plate shear wall has been investigated. Based on this, four system of 4, 8, 12 and 24 stories, which represent short, intermediate, tall, are modeled in finite element software and subject to three sets of of single and real seismic sequence, taking into account the damage, The effects of mainshock earthquakes have been analyzed under aftershock earthquakes nonlinear increment dynamic analysis. The analysis showed that in the real seismic sequence, the residual capacity of reinforced concrete frame with steel plate shear wall in short and intermediate structures on average 3 times and in tall structures up to 8 times compared to the residual capacity of reinforced concrete frame without steel plate shear wall. Also, in the real seismic sequence, the residual capacity of the structure decreased with increasing the height of short to intermediate structures and intermediate to tall structures, so that this capacity reduction decreased by an average of 65% in reinforced concrete frame with steel plate shear wall and 75% in reinforced concrete frame without steel plate shear wall.

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Tables

Table 1

Comparison of Finite Element Analysis Results[27] and Choi and Park Model Test [26].

Energy Dissipation

 (kN.m)

 

Elastic Stiffness 

(kN/mm)

     

Lateral Load (kN)

Ratio

Finite

Element

To Test

Finite 

Element

Test

Ratio

Finite

Element

To Test

Finite 

Element

Test

Ratio

Finite

Element

To Test

Finite 

Element

Test

1.08

349.23

323.98

0.91

48

   53   

1.02

       903

886

Table 2        

Comparison of Finite Element Analysis Results[27] and Choi and Park Model Test [26]

 

Elastic Stiffness  (kN/mm)

 

Lateral Load (kN)

Ratio Finite

Element To Test

Finite Element

Test

Ratio Finite

Element To Test

Finite Element

Test

      1

       6

  6

  0.91

 173

190

Table 3

Summary of calculations of bracing equivalent for 4 story model.

As (cross section of

 each strip)(10 strip)

 

Plate 

Thickness(mm)

 

equivalent cross-sectional area of the brace(cm^2)

Story

9.51

1.6

52

1

9.51

1.6

52

2

9.51

1.6

52

3

6.5

1.1

36

4

Table 4

Result for scaling the first category records of seismic scenario (with maximum EPA).

Scale coefficient 

of Models

EPA

Mainshock,

Aftershock

Ratio PGA Aftershock to Mainshock

PGA(g)

Aftershock Earthquake

PGA(g)

Mainshock Earthquake 

Aias

Intensity

cm/s

Year month     day

Time

Station name

Earthquake name

24st

12st

8st

4st

1.16

0.89

0.78

0.67

0.4854,0.1047

0.32

0.143

0.446

193.3

11

86-07-21

14:42,14:51

CDMG 54428 Zack Brothers Ranch

Chalfant Valley

5.36

4.32

4.10

4.70

0.0725-0.0794

0.97

0.072

0.074

13.3

9.6

61-04-09

7:23,7:25

USGS 1028 Hollister city Hall

Hollister

2.19

1.69

1.50

1.23

0.2601-0.043

0.21

0.053

0.255

65.2

2.6

87-03-02

1:42,1:51

99999 Matahina Dam

New zeland

 

Table 5

 Result for scaling the second category of seismic scenario (with nearly maximum EPA).

Scale coefficient

 of Models

EPA

Mainshock,

Aftershock

Ratio PGA Aftershock to Mainshock

PGA(g)

Aftershock Earthquake

PGA(g)

Mainshock Earthquake

Aias

Intensity

Year month  day

Time

Station name

Earthquake name

24st

12st

8st

4st

cm/s

2.70

1.83

1.65

1.37

0.2197,0.0887

0.43

0.106

0.248

50.1

6.9

86-07-21

14:42,14:51

CDMG 54171 Bishop-LADWP South St

Chalfant Valley

4.17

2.15

1.78

1.31

0.1797-0.2268

1.23

0.262

0.212

31.7

63.9

99-09-20

17:57,18:03

CWB 99999 TCU079

Chi-Chi Taiwan 1

3.73

1.72

1.42

1.00

0.1026-0.2844

0.38

0.15

0.396

14.8

78.7

99-09-20

17:57,18:03

CWB 99999 TCU129

Chi-Chi Taiwan 2

1.28

1.05

0.92

0.71

0.4215-0.1614

0.46

0.238

0.519

165.4

11.1

79-10-15

23:16, 23:19

USGS 952 EL Centro Array #5

Imperial Valley

1.37

1.46

1.35

1.29

0.2528-0.0771

0.28

0.071

0.25

144.1

7.3

80-11-23

19:34,19:35

ENEL 99999 Sturno

Irpinia, Italy 1

1.82

1.69

2.28

2.43

0.1335-0.1221

0.74

0.132

0.177

57.8

46.3

80-11-23

19:34,19:35

ENEL 99999 Calitri

Irpinia, Italy 2

0.78

0.62

0.58

0.49

0.6244-0.0385-0.0944

0.18

0.107

0.583

436

1.3

7.3

94-01-17

12:31,12:32,12:41

CDMG 24279 Newhall - Fire Sta

Northridge 1

0.47

0.34

0.28

0.22

1.3491-.0638

0.04

0.069

1.78

2274.8

4.5

94-01-17

12:31,12:41

CDMG 24436 Tarzana – Cedar Hill A

Northridge 2

Table 6

Records with after-earthquake acceleration to main earthquake ratio greater than one [16, 37].

Mechanism

PGA(g)

Arias(cm/s)  Intensity

Magnitude

RSN

Earthquake

NO

Strike-slip

0.236

53.7

5.77

547

Chalfant Valley

1

Strike-slip

0.447

193.8

6.19

558

Chalfant Valley

 

Reverse

0.519

82.8

5.77

406

Coalinga

2

Reverse

0.677

142.4

5.21

418

Coalinga

 

Strike-slip

0.221

86

6.53

185

Imperial Valley

3

Strike-slip

0.255

13.5

5.01

208

Imperial Valley

 

Reverse-oblique

0.194

30.5

5.99

691

Whittier

4

Reverse-oblique

0.206

17.5

5.27

716

Whittier

 

Table 7

Residual capacity of models under real seismic sequence for group I earthquakes with effective peak acceleration.

Earthquake

1

2

Res cap

Res cap%

3

4

Res cap

Res cap%

5

6

Res cap

Res cap%

4Frame

3.3

5.25

1.93

36.8%

4.95

5.85

1.72

29.4%

1.42

1.42

1.42

100.0%

4SPSW

13.75

16.3

7.13

43.7%

5.25

9.95

7.13

71.7%

3.72

5.02

0

0.0%

8Frame

7.8

6.16

2.08

33.8%

2.08

2.08

0.87

41.8%

3.3

1.42

1.42

100.0%

8SPSW

15.8

6.2

0

0.0%

13.25

11.28

5.45

48.3%

8.08

7.8

0

0.0%

12Frame

1.42

2.8

0.4

14.3%

1.42

1.93

0.27

14.0%

2.08

2.08

0.32

15.4%

12SPSW

10.33

6.17

0.62

10.0%

9.22

11.53

0.057

0.5%

3.57

3.57

0.25

7.0%

24Frame

0.23

0.23

0

0.0%

0.23

0.23

0.04

17.4%

0.6

0.23

0.07

30.4%

24SPSW

1.85

2.8

0.74

26.4%

0.67

0.23

0.23

100.0%

1.42

1.2

0.56

46.7%

In table7, Frame equal reinforced concrete frame without steel shear wall, SPSW reinforced concrete frame equipped with steel plate shear wall and Res cap, residual capacity and numbers before Freme and SPSW indicate the number of stories of model. 

Table 8

Residual capacity of models under real seismic sequence for group II earthquakes with nearly maximum EPA.

Earthquake

1

2

Res cap

Res cap

3

4

Res cap

Res cap

5

6

Res cap

Res cap

4Frame

2.8

3.57

0.87

24.4%

2.8

5.25

1.72

32.8%

2.08

3.3

1.56

47.3%

4SPSW

8.08

12.05

11.5

95.4%

18.55

17.75

13.55

76.3%

13.6

13.7

10.33

75.4%

8Frame

3.57

4.1

2.24

54.6%

3.3

6.16

1.66

26.9%

3.56

3.3

1.32

40.0%

8SPSW

9.17

7.76

1.32

17.0%

6.8

10.5

1.89

18.0%

7.8

7.13

2.55

35.8%

12Frame

0.8

1.42

0.71

50.0%

1.93

1.93

0.53

27.5%

1.27

2.55

0.93

36.5%

12SPSW

5.85

7.13

0.8

11.2%

3.57

6.17

0

0.0%

8.15

5.25

1.56

29.7%

24Frame

0.23

0.23

0

0.0%

0.23

0.23

0.07

30.4%

0.23

1.2

0

0.0%

24SPSW

0.6

2.55

0

0.0%

2.08

2.08

0.27

13.0%

1.42

2.8

0.8

28.6%

Continous of Table 8

Earthquake

7

8

Res cap

Res cap

9

10

Res cap

Res cap

11

12

Res cap

Res cap

4Frame

1.42

3.3

0.67

20.3%

1.42

0.8

0.8

100.0%

1.42

1.42

0.55

38.7%

4SPSW

7.8

9.95

9.95

100.0%

3.3

20

16.2

81.0%

2.08

1.2

1.2

100.0%

8Frame

2.55

4.95

0.74

14.9%

2.55

2.55

1.66

65.1%

2.8

3.3

3.3

100.0%

8SPSW

2.76

9.22

0.23

2.5%

4.38

8.15

4.1

50.3%

6.12

4.38

3.7

84.5%

12Frame

1.42

1.27

0.33

26.0%

0.67

1.2

0.71

59.2%

0.8

2.8

0.62

22.1%

12SPSW

3.57

4.1

0.05

1.2%

2.8

4.1

2.9

70.7%

9.95

5.85

5.85

100.0%

24Frame

0.23

0.8

0

0.0%

0.67

0.62

0.26

41.9%

0.6

0.23

0.15

65.2%

24SPSW

1.42

0.8

0.18

22.5%

2.08

1.42

1.27

89.4%

0.8

1.27

0.8

63.0%

Continous of Table 8

Earthquake

13

14

Res cap

Res cap

16

17

Res cap

Res cap

4Frame

2.08

4.38

1.2

27.4%

3.56

5.85

0.93

15.9%

4SPSW

2.15

2.08

0

0.0%

1

1

0

0.0%

8Frame

4.38

4.38

1.93

44.1%

2.55

8.15

1.85

22.7%

8SPSW

5.21

0.18

0

0.0%

5.8

2.76

2.34

84.8%

12Frame

1.42

2.08

0.36

17.3%

1.42

2.55

0.4

15.7%

12SPSW

4.38

6.8

0.74

10.9%

4.38

2.08

2.08

100.0%

24Frame

0.23

0.6

0.05

8.3%

0.23

0.23

0.23

100.0%

24SPSW

1.42

0.8

0.23

28.8%

0.62

3.57

0.23

6.4%

Table 9

Residual capacity of models under real seismic sequence for group III earthquakes 

Earthquake

185

208

Res cap

Res cap

406

418

Res cap

Res cap

547

558

Res cap

Res cap

4Frame

1.2

2.08

0.55

26.4%

2.8

4.38

1.32

30.1%

2.8

3.3

1.47

44.5%

4SPSW

4.1

5.25

5.25

100.0%

16.2

17.6

12.3

69.9%

5.85

12.71

12.71

100.0%

8Frame

2.08

5.25

0.38

7.2%

3.57

5.25

1.66

31.6%

3.3

6.16

3.08

50.0%

8SPSW

1.27

11.1

5.45

49.1%

6.17

7.13

0.3

4.2%

5.25

14.85

0.36

2.4%

12Frame

0.8

0.66

0.33

50.0%

1.42

2.08

0

0.0%

2.08

1.27

1.2

94.5%

12SPSW

1.41

6.8

1.12

16.5%

4.1

5.25

0.71

13.5%

3.3

10.33

2.55

24.7%

24Frame

0.6

0.23

0

0.0%

0.62

0.66

0

0.0%

0.66

0.23

0.01

4.3%

24SPSW

2.55

0.67

0.23

34.3%

2.08

2.08

0.8

38.5%

1.42

1.42

0.834

58.7%

Continous of Table 9

Earthquake

691

716

Res cap

Res cap

4Frame

2.55

3.57

2.55

71.4%

4SPSW

6.8

16.2

7.13

44.0%

8Frame

3.56

4.38

1.66

37.9%

8SPSW

10.3

7.13

1.08

15.1%

12Frame

0.8

2.55

0

0.0%

12SPSW

7.8

6.16

2.55

41.4%

24Frame

0.23

0.8

0.23

28.8%

24SPSW

0.8

2.08

0.8

38.5%

 Table 10

Comparison of residual capacity of models under earthquakes of groups I, II and III

Earthquake

groups I

groups II

groups III

4Frame

1.69

1.04

1.47

4SPSW

4.75

7.84

9.35

8Frame

1.46

1.84

1.70

8SPSW

1.82

2.02

1.80

12Frame

0.33

0.57

0.38

12SPSW

0.31

1.75

1.73

24Frame

0.04

0.10

0.06

24SPSW

0.51

0.47

0.67