4Shake table expt on masonry infill wall
Content
EARTHQUAKE ENGINEERING AND STRUCTURAL DYNAMICS Earthquake Engng Struct. Dyn. 2006; 35:1827\u20131852 Published online 2 August 2006 in Wiley InterScience (www.interscience.wiley.com). DOI: 10.1002/eqe.612
Shake-table experiment on reinforced concrete structure containing masonry in\ufb01ll wall Alidad Hashemi\u2021 and Khalid M. Mosalam\u2217,\u2020,\u00a7 Department of Civil and Environmental Engineering, University of California, Berkeley, CA 94720-1710, U.S.A.
SUMMARY A hypothetical 5-storey prototype structure with reinforced concrete (RC) frame and unreinforced masonry (URM) wall is considered. The paper focuses on a shake-table experiment conducted on a substructure of this prototype consisting of the middle bays of its \ufb01rst storey. A test structure is constructed to represent the selected substructure and the relationship between demand parameters of the test structure and those of the prototype structure is established using computational modelling. The dynamic properties of the test structure are determined using a number of preliminary tests before performing the shake-table experiments. Based on these tests and results obtained from computational modelling of the test structure, the test ground motions and the sequence of shakings are determined. The results of the shake-table tests in terms of the global and local responses and the effects of the URM in\ufb01ll wall on the structural behaviour and the dynamic properties of the RC test structure are presented. Finally, the test results are compared to analytical ones obtained from further computational modelling of the test structure subjected to the measured shake-table accelerations. Copyright q 2006 John Wiley & Sons, Ltd. Received 22 April 2006; Revised 13 June 2006; Accepted 13 June 2006 KEY WORDS:
earthquakes; in\ufb01lled frame; modelling; reinforced concrete; shake-table; URM wall
INTRODUCTION Complex structures with multiple dissimilar components (hybrid systems) are frequently built in seismically active regions. Examples include reinforced concrete (RC) building frames with unreinforced masonry (URM) in\ufb01ll walls or steel bridge decks supported on RC piers. In order
\u2217 Correspondence to: Khalid M. Mosalam, 721 Davis Hall, University of California, Berkeley, CA 94720-1710, U.S.A. E-mail: [email protected] Ph.D. Candidate. \u00a7 Associate Professor. \u2020 \u2021
Contract/grant sponsor: National Science Foundation; contract/grant number: CMS0116005
Copyright
q
2006 John Wiley & Sons, Ltd.
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1828
A. HASHEMI AND K. M. MOSALAM
to develop new modelling techniques and study the behaviour of RC buildings with URM in\ufb01ll walls, a two-phase experimental and analytical study is conducted. Masonry in\ufb01lled frames have been experimentally investigated for both in-plane and out-of-plane
Limited data are available on dynamic properties of masonry in\ufb01lled frames since very few
-scale threestorey two-bay RC frames designed for low seismicity regions without in\ufb01ll, with masonry in\ufb01ll 3 .3
The shake-table experiment is carried out on a reduced-scale one-storey RC moment-resisting
The experimental study serves the purpose of calibrating analytical models being developed
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
C2
A0
(a)
A1
B0
B1
A2
A3
B2
1829
C3
B3
N
(b)
Figure 1. Development of the shake-table test structure: (a) prototype structure; and (b) test structure on the shake-table.
PROTOTYPE STRUCTURE The 5-storey prototype moment-resisting frame structure is designed with its exterior columns
(50 psf), respectively, and for the roof, they are 130 Pa (90 psf) and 15 Pa (10 psf), respectively. In the following text, the scaled prototype structure is referred to as the prototype structure. The prototype substructure is selected as the middle bays of the \ufb01rst storey of the prototype
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1830
A. HASHEMI AND K. M. MOSALAM
0
C
0 6 6 3
1
2
3
4110
4110
4110
340x265
340x265
340x265
5 0 3 x 0 3 2
. TYP. P Y T
5 0 3 x 0 3 2
. P URM Y T INFILL
TYP.
TYP . C530x530
B
0 6 6 3
Transverse direction
A
C305x305
Experiment substructure
Figure 2. Floor plan of the
Longitudinal direction
3 -scaled 4
prototype structure (dimensions in mm).
Figure 3. Computational model. Table I. Concrete model properties. Property
Foundation
Beam
Column cover
Column core
Peak compressive
34.4 (4.98)
37.2 (5.39)
38.4 (5.56)
45.3 (6.57)
0.002
0.002
0.002
0.004
0.006 0
0.006 0
0.006 0
0.020 6.90 (1.00)
compressive stress Ultimate strain Stress at ultimate strain (MPa (ksi))
to the prescribed transverse reinforcement is accounted for using confined concrete properties for
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1831
Table II. Steel model properties. Property
Parameter
Yield stress (MPa (ksi)) Yield strain (rad) Modulus of elasticity (GPa (ksi)) Kinematic hardening ratio
458 (66.5) 0.0023 200 (29 000) 0.01
M MP MY
Mcr cr
Y
P
Figure 4. Column–footing joint model.
Table III. Column–footing joint model properties (refer to Figure 4). Mcr (kN m (kip in)) cr (rad) MY (kN m (kip in)) Y (rad) M P (kN m (kip in)) P (rad)
29.9 (265) 0.002 130 (1150) 0.015 158 (1400) 0.030
Strut f mo
Parabola
Straight line
f mu
Tension
mo
Compression
mu
Figure 5. URM infill strut model.
shown in Figure 4 and Table III. The masonry infill wall is modelled using equivalent diagonal
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1832
A. HASHEMI AND K. M. MOSALAM
Table IV. Masonry strut properties (refer to Figure 5). f mo (MPa (ksi))
17.0 (2.46) 0.0028
mo
f mu (MPa (ksi))
1.99 (0.29) 0.0041
mu
0 900
[kN-m] 100
50
150
200 4000
750
3000
600
] ip k [ 450 ad ol 300 ail x 150 A 0
Prototype substructure
2000
Test structure
1000 0
-150 -300 0
] N k [
-1000 500
1000 Moment [kip-in]
1500
Figure 6. Range of change in axial load of the middle columns.
to 223 cm2 (34.6 in2 ). The concrete slab is modelled using horizontal elastic truss members. The Using the OpenSees model, a non-linear time history analysis of the prototype structure sub-
In order to explore the effects of the column axial loads due to the weight of the upper stories in
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
0 150
5
(a)
0
15
20
250
600
]s pi [k ra e 100 sh e as b m u 50 m i ax M 0
[mm] 10
500 400 300 200
0.2
100 Prototype substructure Test structure 0 0.4 0.6 0.8
Corresponding displacement [in]
] N k [
] ni - 200 pi [k y reg 150 ne ci 100 et etr s y H 50 0 (b)
0
Prototype substructure Test structure
1833
25 20 15 10
] -m N [k
5 20
40
60
80
100
0 120
Time [sec]
Figure 7. Comparison between prototype substructure and test structure: (a) max. base shear versus corresponding displacement; and (b) cumulative hysteretic energy.
it is concluded that the axial load on the column has significant effect on its flexural capacity
Comparison between the response of the prototype substructure and the test structure when sub-
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1834
A. HASHEMI AND K. M. MOSALAM
CONFIGURATION AND INSTRUMENTATION OF THE TEST STRUCTURE The overall dimensions of the test structure are 4.88 m
×4.42 m (16
-0
×14
-6
) in plan and
) and ASTM C270 17 Type N mortar. The measured average 28-day compressive strength of the standard masonry prism according to ASTM
[ ]
Uniformly distributed mass is added to the slab in the form of stacked lead ingots bolted to the slab using 10 mm ( 38 ) diameter high strength rods. Static tests confirmed that the friction forces between the slab and the lead ingots are large enough to accommodate up to 4 .0g lateral acceleration at the slab level. To measure the floor acceleration in three directions, 11 accelerometers are installed on the floor
Table V. Member sized and reinforcement details for the test structure. Structural element Concrete slab
Columns
Main reinforcement
Dimensions 95 mm (3 34
) thick M10 (#3) top and
mm diam. × 305 mm 8–19 (#6), 32mm diam. × 12 ) 1
305 mm (12
(1
Transverse reinforcement None
M10@95 mm (#3@3 34 ) over 610 mm (24 ) from the face of the joints and
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1835
SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
B
A
C
Shake-table outline
A
B
6'-0" [1829mm]
C
6'-0" [1829 mm]
A12
A10
1
A11
1
D08
A14
A01 D03
A02 A03
] m m 1 9 7 [5 " -'0 9 1
e ar u q S ] m m 6 9 0 [6 " -'0 0 2
] m m 5 1 1 [4 " -'6 3 1
Accelerometer A04
Displacement transducer
A06
A05
A13
2
2
D07 A08
A07
A09 D04 D02
D05
D06
D01
FOUNDATION PLAN
FLOOR PLAN
Figure 8. Global instrumentation plan for the test structure.
beam in frame B. Moreover, three accelerometers at the base of the URM wall on the footing (one To measure global displacements of the shake-table and the test structure with respect to the
To measure local displacements and rotations, 75 displacement transducers are used: nine are
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1836
A. HASHEMI AND K. M. MOSALAM
Table VI. Snap-back test results (refer to Figure 1(c) for orientation of the North (N) direction). In-plane (North–South direction) Conditions of the test structure at time of the Natural Damping pull (snap-back) test period (s) ratio (%)
Stiffness (kN/mm (kips/in))
Out-of-plane (East–West direction) Stiffness (kN/mm (kips/in))
Natural Damping period (s) ratio (%)
Before building the wall
0.135
4.30
19.8 (113.3)
0.134
4.40
23.5 (134.0)
After building the wall
0.055
5.70
74.5 (425.5)
0.122
4.30
29.3 (167.1)
After building the wall
0.134
6.85
75.5 (431.0)
0.232
4.25
29.4 (168.0)
Table VII. Ground motion specifications. Ground motion
Station
Direction
PGA (g)
PGV (mm/s (in/s))
PGD (mm (in))
090 N
1.570 0.762
920 (36.23) 329 (12.97)
130 (5.13) 19 (0.75)
Northridge, CA, 1994 Tarzana Duzce, Turkey, 1999 Lamont
Table VIII. Scale factors for different levels of input ground motions. Level Northridge, CA, 1994 (TAR) Duzce, Turkey, 1999 (DUZ)
1
2
3
4
6
7
8
0.05 —
0.17 —
0.23 —
0.39 —
0.59 —
— 1.50
— 2.00
out-of-plane directions of the test structure, separately. The results of these tests are summarized in Table VI.
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
2.5
Begining of the test (TAR 1) TAR 4
2
] [g n oi at1.5 elr ec ac l rat 1 ec p S
TAR 6
After removal of the wall
Duzce Northridge Design Spectrum 1
1.57g
5
10
15
Duzce
0
DUZ 8
-1 0
DUZ 7
0
Northridge, Tarzana
0 ] [g -1 n oi 0 at elr e cc A 1
0.5
0
1837
0.2
0.4 0.6 Period [sec]
0.8
5
10 Time [sec]
15
1
Figure 9. Response spectra (5% damping) for the selected ground motions.
period of the undamaged infilled structure to the period of the structure after removal of the infill
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1838
A. HASHEMI AND K. M. MOSALAM
F I mu
m
mu
u
ut
mu
t
m
mu
FS
FI
cˆ u h
System Identification: u ut ug u u dt , u F I
H
u dt2 Re gression kˆ, cˆ (k u c u)
Fwall
d1 top 1
top 2
i 1
Vcol
Mtop Vtop
Vcol
bot
2
6
, Mtop
Vcol
1
FS
top
h
bot
H
, Mbot
Mtop
Mbot h
Vtop
Fwall Vtop
Fwall
Mbot
h
2
bot
Measurements for column i
Figure 10. System identification and member shear force calculation in the test structure.
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1839
=− −ˆ ˙
u referred to FI force in the structure is calculated from the dynamic equilibrium, i.e. FSc as the total restoring force of the test structure. The portion of the total restoring force carried by each column can be calculated using the data
= ( 1 − 2)/d1 Vcol = ( Mtop + Mbot )/ h
(3) (4)
where Mtop , Mbot , and h are defined in Figure 10. For the middle frame columns where there is contact between the URM wall and the column, the equation for column shear force above the contact length is rewritten as in Equation (5), where
h
is the contact length between the URM infill and the RC column segment bounded by the two instrumented sections and Wall Fis the horizontal component of the portion of the force in the URM infill wall that is transferred to the column within the portion of contact length H Wall
are relatively small and the second term of
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1840
200
A. HASHEMI AND K. M. MOSALAM
-60
-40
-20
[mm] 0
20
40
K=391 kips/in
0 -200
] N k [
-400
-100
-2
(a)
-60
-1
0
1
Displacement [in.] -40
-20
[mm]
Initial stiffness K=364 kips/in
ip 50 [k ra e 0 hs es -50 Final stiffness a B-100 K=289 kips/in
0
20
40
2
60
200
800
150
600
] 100
400
-200 -400 -600
20
40
60 600
]s 100 ip [k 50 aer hs 0 es -50 a B
K=365 kips/in
400 200 0 -200
] N k [
s ip 50 [k ra e 0 hs es -50 a B-100
] N k [
-400 -600 -800 -2
(b)
0
0
800
-200 -3
3
200
-20
-150
-800
-200 -3
-40
-100
-600
-150
]s 100
400 200
-60
150
600
]s 100 ip [k 50 aer hs 0 es -50 a B
150
200
800
150
200
[mm]
60
-60
-1
0
1
Displacement [in.] -40
-20
[mm]
Initial stiffness K=278 kips/in
0
20
40
2
3
60 800
K=160 kips/in
600 400 200 0
K=62 kips/in -200 -400 -600
] N k [
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1841
of the pull test results) to 68.4 kN/mm (391 kips/in) but there is no visible sign of damage in
Figure 11(c), corresponding to level TAR 6, shows the first significant signs of damage. The
The response of the test structure during level DUZ 7, Figure 11(d), shows the most significant
)), the cracks on the wall open and close without engaging the URM infill wall resulting in an observed
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1842
A. HASHEMI AND K. M. MOSALAM
0.5 70
400
] 350 ni s/ pi 300 [k s 250 es fn ift 200 s e 150 vi ct 100 ffe E 50
(a)
0 TAR 1
40
Test results
30
Wall removal
0.4
60 50
Results using ground motion signals Results using white-noise signals
] m m / N k [
DUZ 8
] esc0.3 [ d oi er0.2 P
Cracking of the wall
20 10
TAR 2
TAR 3
TAR 4
TAR 6
DUZ 7
Test progress
0
DUZ 8 DUZ 7-2
0.1 0
(b)
TAR 1
TAR3
TAR 6 DUZ 7 Test level
DUZ 7-2
Figure 12. Variation of dynamic properties of the test structure: (a) effective stiffness; and (b) natural period.
URM infill wall. This effective stiffness denotes the average tangent stiffness of the test structure
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
14 12
Regression Energy equivalent
]10 [% o it 8 ra g ni 6 p am D4 2 0
TAR 1 TAR 2 TAR 3 TAR 4 TAR 6 DUZ 7 DUZ 8 DUZ 7-2
1843
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1844
A. HASHEMI AND K. M. MOSALAM
(a)
(b)
(c)
Figure 14. Observed damage of the test structure: (a) cracking after Duzce 7; (b) partial collapse after Duzce 8; and (c) final state after Duzce 7-2.
180
800
180
800
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1845
SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
URM Wall RC Frames
] 130 s pi 100 k[ 50 e rc 0 o f r a -50 e h S -100
-130 7
500 250 -250 -500 8
9
(a)
10
11
25 15
-15 -25 9
10 Time [sec]
-130 14
12
0
8
] 130 s pi 100 k[ 50 e rc 0 fo r a -50 e h S -100
500 250 0 -250
11
12
] m [m
16
17
18
] 1.25 ni 1 [ t n 0.5 e m e 0 c al p -0.5 si D -1
-1.25 14
(b)
] N [k
-500 15
Wall cracking
Maximum base shear
] 1.25 ni 1 [ t n 0.5 e m e 0 c al p -0.5 si D -1
-1.25 7
] N [k
0
URM Wall RC Frames
19 Maximum floor displacement 25 15 0 -15 -25
15
16
17
Time [sec]
18
19
] m [m
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1846
A. HASHEMI AND K. M. MOSALAM
125
500 400 300 200 100 0 -100 -200 -300 -400 -500
100
] pi [k
50
W
F
0
-50 -100 -125 -8.5-7 (a)
-5
-3
-10 1
3
5
7 8.5 x10
-3
125
500 400 300 200 100 0 -100 -200 -300 -400 -500
100
] N k [
] pi [k
50
W
F
0
-50 -100 -125 -8.5-7 (b)
-5
-3
-10 1
3
5
7 8.5 x10-3
] N k [
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
0.55 Case: VA=VC=0 → VS=Vb/2 o VS VC tia 0.5 r B TAR 1 TAR 2 VS VB aer TAR 3 hs VA es0.45 TAR 4 Vb a b B TAR 6 ot r 0.4 DUZ 7 ea hs DUZ 8 alb0.35 Case: V =V =V → V =V /3 A B C S b S (a)
0.3
110 100
Test level
Slab shear envelope 400
]s 80 pi k[ e60 rc fo aer 40 h S
Wall cracking
(b)
300 200 100
20 0
1847
5
10
15 Time [sec]
0 20
] N k [
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1848
A. HASHEMI AND K. M. MOSALAM
C1
C2
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
(b) (a)
C1
C2
1849
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1850 ] 1.5 n 1 [.i ps 0.5 i d 0
A. HASHEMI AND K. M. MOSALAM
Simulation Experiment
30 15 0
[mm]
] m m
0
10
20
30
800
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1851
The benefits and limitations of the analytical model of the test structure is discussed and
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1852
A. HASHEMI AND K. M. MOSALAM
16. ASTM C 873-99. Standard Test Method for Compressive Strength of Concrete Cylinders Cast-in-Place in Cylindrical Molds. ASTM: West Conshohocken, PA, 1999. 17. ASTM C 270. Standard Specification for Mortar for Unit Masonry. ASTM: West Conshohocken, PA, 2003. 18. ASTM C 1314. Standard Test Method for Compressive Strength of Masonry Prisms. ASTM: West Conshohocken,
Shake-table experiment on reinforced concrete structure containing masonry in\ufb01ll wall Alidad Hashemi\u2021 and Khalid M. Mosalam\u2217,\u2020,\u00a7 Department of Civil and Environmental Engineering, University of California, Berkeley, CA 94720-1710, U.S.A.
SUMMARY A hypothetical 5-storey prototype structure with reinforced concrete (RC) frame and unreinforced masonry (URM) wall is considered. The paper focuses on a shake-table experiment conducted on a substructure of this prototype consisting of the middle bays of its \ufb01rst storey. A test structure is constructed to represent the selected substructure and the relationship between demand parameters of the test structure and those of the prototype structure is established using computational modelling. The dynamic properties of the test structure are determined using a number of preliminary tests before performing the shake-table experiments. Based on these tests and results obtained from computational modelling of the test structure, the test ground motions and the sequence of shakings are determined. The results of the shake-table tests in terms of the global and local responses and the effects of the URM in\ufb01ll wall on the structural behaviour and the dynamic properties of the RC test structure are presented. Finally, the test results are compared to analytical ones obtained from further computational modelling of the test structure subjected to the measured shake-table accelerations. Copyright q 2006 John Wiley & Sons, Ltd. Received 22 April 2006; Revised 13 June 2006; Accepted 13 June 2006 KEY WORDS:
earthquakes; in\ufb01lled frame; modelling; reinforced concrete; shake-table; URM wall
INTRODUCTION Complex structures with multiple dissimilar components (hybrid systems) are frequently built in seismically active regions. Examples include reinforced concrete (RC) building frames with unreinforced masonry (URM) in\ufb01ll walls or steel bridge decks supported on RC piers. In order
\u2217 Correspondence to: Khalid M. Mosalam, 721 Davis Hall, University of California, Berkeley, CA 94720-1710, U.S.A. E-mail: [email protected] Ph.D. Candidate. \u00a7 Associate Professor. \u2020 \u2021
Contract/grant sponsor: National Science Foundation; contract/grant number: CMS0116005
Copyright
q
2006 John Wiley & Sons, Ltd.
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1828
A. HASHEMI AND K. M. MOSALAM
to develop new modelling techniques and study the behaviour of RC buildings with URM in\ufb01ll walls, a two-phase experimental and analytical study is conducted. Masonry in\ufb01lled frames have been experimentally investigated for both in-plane and out-of-plane
Limited data are available on dynamic properties of masonry in\ufb01lled frames since very few
-scale threestorey two-bay RC frames designed for low seismicity regions without in\ufb01ll, with masonry in\ufb01ll 3 .3
The shake-table experiment is carried out on a reduced-scale one-storey RC moment-resisting
The experimental study serves the purpose of calibrating analytical models being developed
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
C2
A0
(a)
A1
B0
B1
A2
A3
B2
1829
C3
B3
N
(b)
Figure 1. Development of the shake-table test structure: (a) prototype structure; and (b) test structure on the shake-table.
PROTOTYPE STRUCTURE The 5-storey prototype moment-resisting frame structure is designed with its exterior columns
(50 psf), respectively, and for the roof, they are 130 Pa (90 psf) and 15 Pa (10 psf), respectively. In the following text, the scaled prototype structure is referred to as the prototype structure. The prototype substructure is selected as the middle bays of the \ufb01rst storey of the prototype
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1830
A. HASHEMI AND K. M. MOSALAM
0
C
0 6 6 3
1
2
3
4110
4110
4110
340x265
340x265
340x265
5 0 3 x 0 3 2
. TYP. P Y T
5 0 3 x 0 3 2
. P URM Y T INFILL
TYP.
TYP . C530x530
B
0 6 6 3
Transverse direction
A
C305x305
Experiment substructure
Figure 2. Floor plan of the
Longitudinal direction
3 -scaled 4
prototype structure (dimensions in mm).
Figure 3. Computational model. Table I. Concrete model properties. Property
Foundation
Beam
Column cover
Column core
Peak compressive
34.4 (4.98)
37.2 (5.39)
38.4 (5.56)
45.3 (6.57)
0.002
0.002
0.002
0.004
0.006 0
0.006 0
0.006 0
0.020 6.90 (1.00)
compressive stress Ultimate strain Stress at ultimate strain (MPa (ksi))
to the prescribed transverse reinforcement is accounted for using confined concrete properties for
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1831
Table II. Steel model properties. Property
Parameter
Yield stress (MPa (ksi)) Yield strain (rad) Modulus of elasticity (GPa (ksi)) Kinematic hardening ratio
458 (66.5) 0.0023 200 (29 000) 0.01
M MP MY
Mcr cr
Y
P
Figure 4. Column–footing joint model.
Table III. Column–footing joint model properties (refer to Figure 4). Mcr (kN m (kip in)) cr (rad) MY (kN m (kip in)) Y (rad) M P (kN m (kip in)) P (rad)
29.9 (265) 0.002 130 (1150) 0.015 158 (1400) 0.030
Strut f mo
Parabola
Straight line
f mu
Tension
mo
Compression
mu
Figure 5. URM infill strut model.
shown in Figure 4 and Table III. The masonry infill wall is modelled using equivalent diagonal
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1832
A. HASHEMI AND K. M. MOSALAM
Table IV. Masonry strut properties (refer to Figure 5). f mo (MPa (ksi))
17.0 (2.46) 0.0028
mo
f mu (MPa (ksi))
1.99 (0.29) 0.0041
mu
0 900
[kN-m] 100
50
150
200 4000
750
3000
600
] ip k [ 450 ad ol 300 ail x 150 A 0
Prototype substructure
2000
Test structure
1000 0
-150 -300 0
] N k [
-1000 500
1000 Moment [kip-in]
1500
Figure 6. Range of change in axial load of the middle columns.
to 223 cm2 (34.6 in2 ). The concrete slab is modelled using horizontal elastic truss members. The Using the OpenSees model, a non-linear time history analysis of the prototype structure sub-
In order to explore the effects of the column axial loads due to the weight of the upper stories in
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
0 150
5
(a)
0
15
20
250
600
]s pi [k ra e 100 sh e as b m u 50 m i ax M 0
[mm] 10
500 400 300 200
0.2
100 Prototype substructure Test structure 0 0.4 0.6 0.8
Corresponding displacement [in]
] N k [
] ni - 200 pi [k y reg 150 ne ci 100 et etr s y H 50 0 (b)
0
Prototype substructure Test structure
1833
25 20 15 10
] -m N [k
5 20
40
60
80
100
0 120
Time [sec]
Figure 7. Comparison between prototype substructure and test structure: (a) max. base shear versus corresponding displacement; and (b) cumulative hysteretic energy.
it is concluded that the axial load on the column has significant effect on its flexural capacity
Comparison between the response of the prototype substructure and the test structure when sub-
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1834
A. HASHEMI AND K. M. MOSALAM
CONFIGURATION AND INSTRUMENTATION OF THE TEST STRUCTURE The overall dimensions of the test structure are 4.88 m
×4.42 m (16
-0
×14
-6
) in plan and
) and ASTM C270 17 Type N mortar. The measured average 28-day compressive strength of the standard masonry prism according to ASTM
[ ]
Uniformly distributed mass is added to the slab in the form of stacked lead ingots bolted to the slab using 10 mm ( 38 ) diameter high strength rods. Static tests confirmed that the friction forces between the slab and the lead ingots are large enough to accommodate up to 4 .0g lateral acceleration at the slab level. To measure the floor acceleration in three directions, 11 accelerometers are installed on the floor
Table V. Member sized and reinforcement details for the test structure. Structural element Concrete slab
Columns
Main reinforcement
Dimensions 95 mm (3 34
) thick M10 (#3) top and
mm diam. × 305 mm 8–19 (#6), 32mm diam. × 12 ) 1
305 mm (12
(1
Transverse reinforcement None
M10@95 mm (#3@3 34 ) over 610 mm (24 ) from the face of the joints and
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1835
SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
B
A
C
Shake-table outline
A
B
6'-0" [1829mm]
C
6'-0" [1829 mm]
A12
A10
1
A11
1
D08
A14
A01 D03
A02 A03
] m m 1 9 7 [5 " -'0 9 1
e ar u q S ] m m 6 9 0 [6 " -'0 0 2
] m m 5 1 1 [4 " -'6 3 1
Accelerometer A04
Displacement transducer
A06
A05
A13
2
2
D07 A08
A07
A09 D04 D02
D05
D06
D01
FOUNDATION PLAN
FLOOR PLAN
Figure 8. Global instrumentation plan for the test structure.
beam in frame B. Moreover, three accelerometers at the base of the URM wall on the footing (one To measure global displacements of the shake-table and the test structure with respect to the
To measure local displacements and rotations, 75 displacement transducers are used: nine are
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1836
A. HASHEMI AND K. M. MOSALAM
Table VI. Snap-back test results (refer to Figure 1(c) for orientation of the North (N) direction). In-plane (North–South direction) Conditions of the test structure at time of the Natural Damping pull (snap-back) test period (s) ratio (%)
Stiffness (kN/mm (kips/in))
Out-of-plane (East–West direction) Stiffness (kN/mm (kips/in))
Natural Damping period (s) ratio (%)
Before building the wall
0.135
4.30
19.8 (113.3)
0.134
4.40
23.5 (134.0)
After building the wall
0.055
5.70
74.5 (425.5)
0.122
4.30
29.3 (167.1)
After building the wall
0.134
6.85
75.5 (431.0)
0.232
4.25
29.4 (168.0)
Table VII. Ground motion specifications. Ground motion
Station
Direction
PGA (g)
PGV (mm/s (in/s))
PGD (mm (in))
090 N
1.570 0.762
920 (36.23) 329 (12.97)
130 (5.13) 19 (0.75)
Northridge, CA, 1994 Tarzana Duzce, Turkey, 1999 Lamont
Table VIII. Scale factors for different levels of input ground motions. Level Northridge, CA, 1994 (TAR) Duzce, Turkey, 1999 (DUZ)
1
2
3
4
6
7
8
0.05 —
0.17 —
0.23 —
0.39 —
0.59 —
— 1.50
— 2.00
out-of-plane directions of the test structure, separately. The results of these tests are summarized in Table VI.
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
2.5
Begining of the test (TAR 1) TAR 4
2
] [g n oi at1.5 elr ec ac l rat 1 ec p S
TAR 6
After removal of the wall
Duzce Northridge Design Spectrum 1
1.57g
5
10
15
Duzce
0
DUZ 8
-1 0
DUZ 7
0
Northridge, Tarzana
0 ] [g -1 n oi 0 at elr e cc A 1
0.5
0
1837
0.2
0.4 0.6 Period [sec]
0.8
5
10 Time [sec]
15
1
Figure 9. Response spectra (5% damping) for the selected ground motions.
period of the undamaged infilled structure to the period of the structure after removal of the infill
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1838
A. HASHEMI AND K. M. MOSALAM
F I mu
m
mu
u
ut
mu
t
m
mu
FS
FI
cˆ u h
System Identification: u ut ug u u dt , u F I
H
u dt2 Re gression kˆ, cˆ (k u c u)
Fwall
d1 top 1
top 2
i 1
Vcol
Mtop Vtop
Vcol
bot
2
6
, Mtop
Vcol
1
FS
top
h
bot
H
, Mbot
Mtop
Mbot h
Vtop
Fwall Vtop
Fwall
Mbot
h
2
bot
Measurements for column i
Figure 10. System identification and member shear force calculation in the test structure.
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1839
=− −ˆ ˙
u referred to FI force in the structure is calculated from the dynamic equilibrium, i.e. FSc as the total restoring force of the test structure. The portion of the total restoring force carried by each column can be calculated using the data
= ( 1 − 2)/d1 Vcol = ( Mtop + Mbot )/ h
(3) (4)
where Mtop , Mbot , and h are defined in Figure 10. For the middle frame columns where there is contact between the URM wall and the column, the equation for column shear force above the contact length is rewritten as in Equation (5), where
h
is the contact length between the URM infill and the RC column segment bounded by the two instrumented sections and Wall Fis the horizontal component of the portion of the force in the URM infill wall that is transferred to the column within the portion of contact length H Wall
are relatively small and the second term of
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1840
200
A. HASHEMI AND K. M. MOSALAM
-60
-40
-20
[mm] 0
20
40
K=391 kips/in
0 -200
] N k [
-400
-100
-2
(a)
-60
-1
0
1
Displacement [in.] -40
-20
[mm]
Initial stiffness K=364 kips/in
ip 50 [k ra e 0 hs es -50 Final stiffness a B-100 K=289 kips/in
0
20
40
2
60
200
800
150
600
] 100
400
-200 -400 -600
20
40
60 600
]s 100 ip [k 50 aer hs 0 es -50 a B
K=365 kips/in
400 200 0 -200
] N k [
s ip 50 [k ra e 0 hs es -50 a B-100
] N k [
-400 -600 -800 -2
(b)
0
0
800
-200 -3
3
200
-20
-150
-800
-200 -3
-40
-100
-600
-150
]s 100
400 200
-60
150
600
]s 100 ip [k 50 aer hs 0 es -50 a B
150
200
800
150
200
[mm]
60
-60
-1
0
1
Displacement [in.] -40
-20
[mm]
Initial stiffness K=278 kips/in
0
20
40
2
3
60 800
K=160 kips/in
600 400 200 0
K=62 kips/in -200 -400 -600
] N k [
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1841
of the pull test results) to 68.4 kN/mm (391 kips/in) but there is no visible sign of damage in
Figure 11(c), corresponding to level TAR 6, shows the first significant signs of damage. The
The response of the test structure during level DUZ 7, Figure 11(d), shows the most significant
)), the cracks on the wall open and close without engaging the URM infill wall resulting in an observed
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1842
A. HASHEMI AND K. M. MOSALAM
0.5 70
400
] 350 ni s/ pi 300 [k s 250 es fn ift 200 s e 150 vi ct 100 ffe E 50
(a)
0 TAR 1
40
Test results
30
Wall removal
0.4
60 50
Results using ground motion signals Results using white-noise signals
] m m / N k [
DUZ 8
] esc0.3 [ d oi er0.2 P
Cracking of the wall
20 10
TAR 2
TAR 3
TAR 4
TAR 6
DUZ 7
Test progress
0
DUZ 8 DUZ 7-2
0.1 0
(b)
TAR 1
TAR3
TAR 6 DUZ 7 Test level
DUZ 7-2
Figure 12. Variation of dynamic properties of the test structure: (a) effective stiffness; and (b) natural period.
URM infill wall. This effective stiffness denotes the average tangent stiffness of the test structure
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
14 12
Regression Energy equivalent
]10 [% o it 8 ra g ni 6 p am D4 2 0
TAR 1 TAR 2 TAR 3 TAR 4 TAR 6 DUZ 7 DUZ 8 DUZ 7-2
1843
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1844
A. HASHEMI AND K. M. MOSALAM
(a)
(b)
(c)
Figure 14. Observed damage of the test structure: (a) cracking after Duzce 7; (b) partial collapse after Duzce 8; and (c) final state after Duzce 7-2.
180
800
180
800
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1845
SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
URM Wall RC Frames
] 130 s pi 100 k[ 50 e rc 0 o f r a -50 e h S -100
-130 7
500 250 -250 -500 8
9
(a)
10
11
25 15
-15 -25 9
10 Time [sec]
-130 14
12
0
8
] 130 s pi 100 k[ 50 e rc 0 fo r a -50 e h S -100
500 250 0 -250
11
12
] m [m
16
17
18
] 1.25 ni 1 [ t n 0.5 e m e 0 c al p -0.5 si D -1
-1.25 14
(b)
] N [k
-500 15
Wall cracking
Maximum base shear
] 1.25 ni 1 [ t n 0.5 e m e 0 c al p -0.5 si D -1
-1.25 7
] N [k
0
URM Wall RC Frames
19 Maximum floor displacement 25 15 0 -15 -25
15
16
17
Time [sec]
18
19
] m [m
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1846
A. HASHEMI AND K. M. MOSALAM
125
500 400 300 200 100 0 -100 -200 -300 -400 -500
100
] pi [k
50
W
F
0
-50 -100 -125 -8.5-7 (a)
-5
-3
-10 1
3
5
7 8.5 x10
-3
125
500 400 300 200 100 0 -100 -200 -300 -400 -500
100
] N k [
] pi [k
50
W
F
0
-50 -100 -125 -8.5-7 (b)
-5
-3
-10 1
3
5
7 8.5 x10-3
] N k [
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
0.55 Case: VA=VC=0 → VS=Vb/2 o VS VC tia 0.5 r B TAR 1 TAR 2 VS VB aer TAR 3 hs VA es0.45 TAR 4 Vb a b B TAR 6 ot r 0.4 DUZ 7 ea hs DUZ 8 alb0.35 Case: V =V =V → V =V /3 A B C S b S (a)
0.3
110 100
Test level
Slab shear envelope 400
]s 80 pi k[ e60 rc fo aer 40 h S
Wall cracking
(b)
300 200 100
20 0
1847
5
10
15 Time [sec]
0 20
] N k [
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1848
A. HASHEMI AND K. M. MOSALAM
C1
C2
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
(b) (a)
C1
C2
1849
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1850 ] 1.5 n 1 [.i ps 0.5 i d 0
A. HASHEMI AND K. M. MOSALAM
Simulation Experiment
30 15 0
[mm]
] m m
0
10
20
30
800
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SHAKE-TABLE EXPERIMENT ON REINFORCED CONCRETE STRUCTURE
1851
The benefits and limitations of the analytical model of the test structure is discussed and
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1852
A. HASHEMI AND K. M. MOSALAM
16. ASTM C 873-99. Standard Test Method for Compressive Strength of Concrete Cylinders Cast-in-Place in Cylindrical Molds. ASTM: West Conshohocken, PA, 1999. 17. ASTM C 270. Standard Specification for Mortar for Unit Masonry. ASTM: West Conshohocken, PA, 2003. 18. ASTM C 1314. Standard Test Method for Compressive Strength of Masonry Prisms. ASTM: West Conshohocken,
