1. Short Course on Seismic Design of Reinforced and Confined MasonryShort Course on Seismic Design of Reinforced and Confined Masonry
BuildingsBuildings
February 17-21, 2014, IIT Gandhinagar, IndiaFebruary 17-21, 2014, IIT Gandhinagar, India
Confined Masonry Buildings: Key Components
and Performance in Past Earthquakes
11
Dr. Svetlana BrzevDr. Svetlana Brzev
BCIT, Vancouver, CanadaBCIT, Vancouver, Canada
IIT Gandhinagar, IndiaIIT Gandhinagar, India
2. Acknowledgments
22
• Earthquake Engineering Research Institute
(SPI Projects Fund)
• Maximiliano Astroza and Maria Ofelia
Moroni, Professors, Department of Civil
Engineering, Universidad de Chile
(members of the EERI team)
• Roberto Meli and 12 other co-authors of
the EERI’s Confined Masonry Guide
3. TopicsTopics
33
Confined masonry: key conceptsConfined masonry: key concepts
Lessons learned from the pastLessons learned from the past
earthquakesearthquakes
4. Why Confined Masonry?Why Confined Masonry?
44
Poor performance of unreinforced masonry andPoor performance of unreinforced masonry and
nonductile reinforced concrete (RC) framenonductile reinforced concrete (RC) frame
construction caused unacceptably high human andconstruction caused unacceptably high human and
economic losses in past earthquakeseconomic losses in past earthquakes
This prompted a need for developing and/orThis prompted a need for developing and/or
promoting alternative building technologiespromoting alternative building technologies
The goal is to achieve enhanced seismic performance using
technologies which require similar (preferably lower) level of
construction skills and are economically viable
5. an opportunity for improved seismic performance
both for unreinforced masonry and reinforced
concrete frame construction in low- and medium-rise
buildings
55
CONFINED MASONRY:CONFINED MASONRY:
8. Confined Masonry: Beginnings
Evolved though an informal process based on its
satisfactory performance in past earthquakes
The first reported use in the reconstruction after the 1908
Messina, Italy earthquake (M 7.2) - death toll 70,000
Practiced in Chile and Columbia since 1930’s and in
Mexico since 1940’s
88
Currently practiced in several countries/regions with high
seismic risk, including Latin America, Mediterranean Europe,
Middle East (Iran), South Asia (Indonesia), and the Far East
(China).
9. Confined Masonry and RC Frame Construction:
Performance in Recent Earthquakes
99
January 2010, HaitiJanuary 2010, Haiti
M 7.0M 7.0
300,000 deaths300,000 deaths
February 2010, ChileFebruary 2010, Chile
M 8.8 521 deathsM 8.8 521 deaths
(10 due to confined(10 due to confined
masonry construction)masonry construction)
10. Global Confined Masonry Initiative
An International Strategy Workshop on the
Promotion of Confined Masonry organized in
January 2008 at Kanpur, India
Confined Masonry NetworkConfined Masonry Network established as a project
of the World Housing Encyclopedia with two major
objectives:
To improve the design and construction quality of
confined masonry where it is currently in use; and
To introduce it in areas where it can reduce seismic
risk.
1010
12. Key Components of a Confined Masonry
Building :
Masonry walls made either of clay brick or
concrete block units
Tie-columns = vertical RC confining elements
which resemble columns in reinforced concrete
frame construction.
Tie-beams = horizontal RC confining elements
which resemble beams in reinforced concrete
frame construction.
1212
16. Confined Masonry versus Infilled RC frames:
1616
Confined Masonry
– Walls first
– Concrete later
Reinforced Concrete Infilled
Frame
– Concrete first
– Walls later
Source: Tom Schacher
-construction sequence
- integrity between masonry and frame
19. A comparison: confined masonry and RC frames with
infills
Youtube videos developed by a Calpoly student, USA
http://www.youtube.com/watch?v=zv_q8saRZfQ
http://www.google.co.in/url?sa=t&rct=j&q=confined%
No.No. 1919
26. Strut-and-Tie Model for a Confined
Masonry Panel
BB
AA
CC
DD
BB
AA
CC
DD
nono
dede
strstr
utut
tietie
2626
27. Seismic Design Objectives
RC confining elements must be designed to
prevent crack propagation from the walls into
critical regions of RC confining elements.
This can be achieved if critical regions of the RC
tie-columns are designed to resist the loads
corresponding to the onset of diagonal cracking in
masonry walls.
2727
28. Mechanism of Seismic Response in a Confined
Masonry Building
2828
Masonry walls
Critical region
Diagonal cracking
Source: M. Astroza
lecture notes, 2010
29. Failure Mechanism: Key Stages
2929
Masonry walls
Damage in critical
regions
Onset of
Diagonal
cracking
31. Confined Masonry Construction: Toothing at
the Wall-to-Tie-Column Interface
3131
Toothing enhances interaction between masonry walls and
RC confining elements
32. Seismic Performance
3232
Confined masonry construction is found in
countries/regions with very high seismic risk, for
example: Latin America (Mexico, Chile, Peru,
Argentina), Mediterranean Europe (Italy, Slovenia),
South Asia (Indonesia), and the Far East (China).
In some countries (e.g. Italy) for almost 100 years
If properly built, shows satisfactory seismic
performance
EXTENSIVE ENGINEERING INPUT NOTEXTENSIVE ENGINEERING INPUT NOT
REQUIRED!REQUIRED!
34. Earthquake Performance
3434
Confined masonry construction has been exposed to several
destructive earthquakes:
1985 Lloleo, Chile (magnitude 7.8)
1985 Mexico City, Mexico (magnitude 8.0)
2001 El Salvador (magnitude 7.7)
2003 Tecoman, Mexico (magnitude 7.6)
2007 Pisco, Peru (magnitude 8.0)
2003 Bam, Iran (magnitude 6.6)
2004 The Great Sumatra Earthquake and Tsunami, Indonesia
(magnitude 9.0)
2007 Pisco, Peru (magnitude 8.0)
2010 Maule, Chile earthquake (magnitude 8.8)
2010 Haiti earthquake (magnitude 7.0)
Confined masonry buildings performed very well in these
major earthquakes – some buildings were damaged, but
no human losses
35. 3535
Confined Masonry Performed Very Well in Past
Earthquakes
A six-storey confined
masonry building
remained undamaged in
the August 2007 Pisco,
Peru earthquake
(Magnitude 8.0) while
many other masonry
buildings experienced
severe damage or
collapse
36. Seismic Performance of Confined Masonry Buildings in
the February 27, 2010 Chile Earthquake
3636
Confined masonry (CM) used for construction of low-rise
single family dwellings and medium-rise apartment buildings
(up to four-story high).
CM construction practice started in the 1930s, after the 1928
Talca earthquake (M 8.0).
Good performance reported after the 1939 Chillan
earthquake (M 7.8) and this paved the path for continued use
of CM in Chile.
37. Confined Masonry Construction in Chile (Cont’d)
Good performance track record in past earthquakes based on
single family (one- to two-storey) buildings.
Three- and four-storey confined masonry buildings exposed to
severe ground shaking for the first time in the February 2010
earthquake (construction of confined masonry apartment
buildings in the earthquake-affected area started in 1990s).
3737
Modern masonry codes first issued in 1990s – prior
to that, a 1940 document “Ordenanza General de
Urbanismo y Construcción” had been followed
39. Low-Rise Confined Masonry Construction
3939
Two-storey townhouses (semi-detached): small plan dimensions (5 m by 6 m per unit)
40. Performance of Confined Masonry Construction
By and large, confined masonry buildings performed well in
the earthquake.
Most one- and two-story single-family dwellings did not
experience any damage.
Large majority of three- and four-story buildings remained
undamaged
4040
A few buildings suffered severe damage, and twoA few buildings suffered severe damage, and two
three-story buildings collapsedthree-story buildings collapsed
41. Damage Observations: Topics
Masonry damage (in- and out-of-plane)
RC tie-columns
Tie-beam-to-tie-column joints
Confining elements around openings
Construction materials
Collapsed buildings
4141
42. In-plane shear failure of masonry walls at the
base level - hollow clay blocks (Cauquenes)
4242
47. Same failure mechanism as infill masonry
in RC frames!
4747
Bed Joint Sliding (INPS-3), FEMA 306 p.208
48. Out-of-Plane Wall Damage
An example of out-of-plane
damage observed in a three-
storey building
The damage concentrated at the
upper floor levels
The building had concrete floors
and timber truss roof
The same building suffered
severe in-plane damage
4848
Damage at the 2nd
floor level
50. Floor and Roof Diaphragms
Wood floors in single-family buildings (two-storey
high)
Concrete floors in three-storey high buildings and
up (either cast-in-situ or precast)
Precast concrete floors consist of hollow masonry
blocks, precast RC beams, and concrete overlay
(“Tralix” system)
5050
55. Same failure mechanism as columns in RC
frames with infills!
5555
Column Snap Through Shear Failure (INF1C1), FEMA
306 p.211
56. How to prevent buckling and shear failure
of RC tie-columns?
5656
All surveyed buildings in Chile had uniform
tie spacing 200 mm
Tie size 6 mm typical, in some cases 4.2 mm
(when prefabricated cages were used)
Closer tie spacing at the ends of tie-columns
(200 mm regular and 100 mm at ends)
57. How to Prevent Shear Failure?
5757
Must check shear capacity of tie-
columns!
Vp ≥ Vr/2
Vr = wall shear resistance
Same approach like RC frames with
infills!
Note: an increase of tie-column length
may be required in some cases!
Vr
61. Tie-Column-to-Tie-Beam
Connection: Drawing Detail
(prefabricated reinforcement)
6161
Note additional reinforcing
bars at the tie-beam-to-tie-
column joint
(in this case, prefabricated
reinforcement cages were
used for tie-beams and tie-
columns)Tie-columnTie-column
Tie-beamTie-beam
65. Tie-column Vertical Reinforcement & Tie-Beam
Longitudinal Reinforcement
6565
It is preferred to place beam reinforcement outsideIt is preferred to place beam reinforcement outside
the column reinforcement cagethe column reinforcement cage
NONO YEYESS
66. Tie-Column Reinforcement:
Drawing Detail (Chile)
6666
Note prefabricated tie-
column reinforcement: 8
mm longitudinal bars and
4.2 mm ties at 150 mm
spacing
Additional ties to be placed
at the site per drawing
specifications
70. Building Materials: Hollow Concrete
Blocks ???
7070
Concrete blocks are widely used for masonry
construction in North America and
The quality is very good due to advanced
manufacturing technology
Quality of blocks in other countries often not
satisfactory due to low-tech manufacturing
technology and an absence of quality control
71. A severely damaged confined masonry concrete
block wall in Chile
7171
In spite of poor seismic performance, it is impossible
to avoid the use of concrete blocks for masonry
construction in many countries…
72. Masonry Units – Confined Masonry Guide
7272
The guide permits the use of concrete blocks, but restricts the
percentage of perforations and minimum compressive
strength: 4 MPa (bricks) and 5 MPa (blocks-gross area)
74. Engineered Confined Masonry Buildings –
Evidence of Collapse
Two 3-storey confined masonry buildings
collapsed in the February 2010 Chile earthquake
(Santa Cruz and Constitución)
Most damage concentrated in the first storey level
7474
75. Simulated Seismic Response:
Shake-Table Testing
Questions:
1. Which analysis approach is able to simulate seismic response in the
most accurate manner?
2. Which approach is most suitable for practical design applications?
Sources:Sources:
Alcocer, Arias, andAlcocer, Arias, and
Vazquez (2004)Vazquez (2004)
Juan Guillermo AriasJuan Guillermo Arias
(2005)(2005)
7575
76. A Possible Collapse Mechanism for Multi-storey
Confined Masonry Buildings
7676
77. Seismic Performance of Confined Masonry
Buildings: Shake-Table Studies
777777
Shake-Table Testing of a 3-storey Confined Masonry Building at UNAM,
Mexico (Credit: Sergio Alcocer and Juan Arias)
78. Building #1: Building Complex in Constitución (Cerro O’
Higgins)
7878
A
BC
N
Note a steep slope on the west
and north sides!
83. Probable Causes of CollapseProbable Causes of Collapse
8383
1. Geotechnical issues: a localized influence of the
unrestrained slope boundary and localized
variations in sub-surface strata caused localized
variations of horizontal (and possibly vertical)
ground accelerations
2. Inadequate wall density (less than 1% per floor)
86. 8686
Probable Causes of Collapse
Poor quality of
construction (both brick
and concrete block
masonry)
Low wall density (less
than 1% per floor)
Note: only one (out of 28) buildings in the
same complex collapsed !
87. Key Causes of DamageKey Causes of Damage
8787
1. Inadequate wall density
2. Poor quality of masonry materials and
construction
3. Inadequate detailing of reinforcement in confining
elements
4. Absence of confining elements at openings
5. Geotechnical issues