Masonry structures

1. Chapter-09
Masonry Structures under
later loads
Siddharth shankar
Department of Civil(structure)
Engineering
Pulchowk Campus

2. Earthquake
 Earthquake cause shaking of ground, so a building resting on
it will experience motion at its base.
 The roof has a tendency to stay in its original position and the
roof experiences a force, called inertia force.
 Inertia force is the multiplication of the weight and the
acceleration, so larger the weight of the building more the
earthquake shaking.
Engineering representation of
earthquake force

3. Masonry Structures
Masonry is brittle and tensile and shear
strength is very low.
Due to Large mass of masonry structures,
heavy weight attracts large amounts of seismic
forces.
Wall to wall connection and roof connection is
generally weak.
Stress concentration occurs at the corners of
windows and doors.

4.  Out of plane failure
 In plane failure
 Diaphragm failure
 Connection Failure
 Failure due to opening of wall
 Pounding
 Non-structural component failure
Failure Modes of a Masonry buildings

5. Out of Plane Failure
The Earthquake force is
perpendicular to the plane.
The wall tends to overturn or bend.
This causes the partial or full
collapse of the wall.
This is due to Inadequate anchorage
of wall and roof , long and slender
wall, etc.
Characterized by vertical cracks at
corner, cracks at lintel, roof level and
gable wall, etc.

6. In Plane Failure
The Earthquake force is parallel to the plane
The wall is shear off or bend
X- cracks occurs
Characterized by vertical cracks at wall intersection,
separation of corners of two walls, spalling of
materials, etc

7. Diaphragm Failure
 Lack of anchoring produce a push of diaphragm against the
wall.
 Absence of good shear transfer between diaphragms and
reaction wall accounts for damage at corner of wall
 Rare phenomenon in the event of seismic motion
 Separation of wall and diaphragm cause collapse of buildings

8. Connection failure
 For given direction of earthquake, wall A acts as a shear
wall and B acts as flexure wall.
 If the walls are not tied together wall B overturn (out of
olane) and wall A slides (in plane) and collapse occurs.
 Masonry units should tied properly

9. Failure due to opening in walls
 Opening will obstruct the flow of forces from one wall to
another.
 Large opening in shear wall reduces the strength of wall
against the inertia forces.
 Results diagonal cracks in the areas of masonry between
opening and cracks at the level of opening.
 Thus, openings should small and away from corners.

10. Pounding
 When the roofs of two adjacent buildings are at different
levels, during earthquake, two buildings strike against each
other is called pounding.
 Pounding results into cracking of the wall.

11. Non Structural components failure
Falling of plaster from walls and ceiling.
Cracking and overturning of parapets,
chimneys, etc.
Cracking and overturning of partition walls.
Cracking of glasses.
Falling of loosely placed objects.

12. Ductile behaviour of reinforced & unreinforced masonry
 It is the capacity of an element or structure to undergo large
deformation without failure.
 Masonry is brittle in nature.
 Ductility of masonry structure is governed by the ductility
of masonry units & properties of mortar.
 Unreinforced masonry cannot withstand tension so cracks
develops.
 In-plane & out-of-plane failure is also due to ductility of
masonry.
 To improve ductility reinforcing bars are embedded in the
masonry, called reinforced masonry which can resist the
seismic force more than unreinforced masonry.

13. Brittle and Ductile force-deformation behavior
Brittle
Ductile
Δy Δu
Deformation

14. 1. Walls tend to tear apart.

15. 2. Walls tend to shear off diagonally in direction.

16. 3. Failure at corners of walls

17. 4. Walls tend to collapse

18. 5. Failure at corners of openings

19. 6. Hammering/pounding between two adjacent
buildings

21. 7. Separation of thick wall into two layers

22. 8.Separation on unconnected wall at junction

23. 9.Seperation of wall from roof

24.  Non-integrity of wall floor and roof.
 Configuration – irregularity of building causes
torsional effect.
 Large opening of the building.
 Inappropriate position of opening.
 Lack of cross wall in large length of wall.
 Lack of reinforcement make the masonry building
brittle.
 Pounding effect.
 Lack of anchoring element between two walls.
Major causes of failure of masonry buildings

25. Elements of Lateral Load
Resisting Masonry
System

26. Horizontal bands for integrity
Connecting peripheral walls for
structural robustness and integrity
 Plinth band
 Lintel band
 Roof band
 Gable band

30. Roof structure
Light and strong roof is
desirable.
Secure tiles/slates or use GI
sheets.
Good jointing in trusses
Concrete floors in 1:2:4
concrete with reinforcement
in both directions and bend
up near supports.

32. Overall arrangement of masonry structure

33. Chapter-10
Testing of masonry
elements
siddharth shankar
Pulchowk Campus
Department of Civil Engineering

34. Compressive Strength of Bricks and wall

35. Testing of Wall in compression

36. Diagonal Shear Test

40. Normally carried out:
1. Periodically to evaluate the performance of
building
2.To gather information on old building in
order to ascertain the methods of repair or
to demolish
3. To ascertain the strength of concrete if
cube tests failed.

41. NON DESTRUCTIVE TEST (NDT)
 Elastic wave tomography
 Rebound Hammer / Schmidt Hammer
 Ultrasonic Pulse Velocity
 Impact Echo Test
 X-Rays
 Flat Jack Test

42. Elastic wave tomography
 Technique used for locating shallow delaminations,
cracks, and voids.
 Elastic wave tomography is based on two basic
principles from heat transfer: conduction and
radiation. Sound materials with no voids, gaps, or
cracks are more thermally conductive than materials
that are delaminated or contain moisture.
 This allows rapid areal mapping of internal
conditions. It should be noted that the IT method is
most useful for the detection of shallow defects and
flaws.
 Tests For: Voids, Cracks, Moisture.

46. Rebound Method
 Can be used to determine the in-place compressive
strength of concrete within a range of 1500 – 8000 psi
(10-55MPa)
 A quick and simple mean of checking concrete
uniformity.
 Measure the distance of rebound of a spring-loaded
plunger after it struck a smooth concrete surface.
 Results of the test can be affected by factors such as
smoothness of concrete surface, size, shape, rigidity of
specimen, age & moisture condition.
 Type of coarse aggregate & the carbonation of the
surface.

47. Nondestructive Test
Re-bound hammer Method

48. Nondestructive Test Methods
 Rebound Hammer Tests
 Schmidt Hammer

49.  Rebound Method Using Rebound Hammer

50. Ultrasonic Pulse Velocity
 It uses measurement of the speed of ultrasonic
pulses through the concrete to correlate concrete
strength to standard strength.
 Allows the determination of compressive concrete
strength and location of cracks.
 It will identify non homogenous condition in the
structure such as honeycomb, voids and cracks.
 Size of cracks can also be determined.

51. Ultrasonic Pulse Velocity

52. Flat Jack Test
 Flat jack testing is a nondestructive test of
evaluating existing masonry structure. It does
not require removal of masonry units - only
the removal of small portions of mortar is
enough. The flat jack test uses small, thin,
hydraulic jacks to apply a force to a section of
an existing masonry wall, and the method
uses measuring devices to determine the
resulting displacement of the masonry.

53. Flat jack testing has many useful applications:
 It can be used to determine masonry
compressive modulus, which is the stress/strain
relationship of the masonry, or axial stress by
applying axial load and measuring resulting axial
deformation.
 It can be used to estimate compressive strength
and measure the shear strength.
 If the destruction of the masonry units is
acceptable, it can be used to directly measure the
compressive strength by testing the masonry to

54. Flat-Jack Test

55. Push Shear Test

56.  Prepare the test location by removing the brick,
including the mortar, on one side of the brick to be
tested. The head joint on the opposite side of the
brick to be tested is also removed. Care must be
exercised so that the mortar joint above or below the
brick to be tested is not damaged.
 The hydraulic ram is inserted in the space where the
brick was removed. A steel loading block is placed
between the ram and the brick to be tested so that the
ram will distribute its load over the end face of the
brick. The dial gauge can also be inserted in the
space.
Push Shear Test

57.  The brick is then loaded with the ram until the
first indication of cracking or movement of
the brick.
 The ram force and associated deflection on
the dial gauge are recorded to develop a
force-deflection plot on which the first
cracking or movement should be indicated. A
dial gauge can be used to calculate a rough
estimate of shear stiffness
Push Shear Test