This building complex is part of the Indonesian government's effort to provide low cost apartment buildings to society. There are several types of apartments, such as 21, 24, and 36, which refer to the area of a single apartment unit. The apartment units ...

Prepared By: Edwin Lim
Occupancy: Residential
Year Built: 2008
Number of stories: 5
Stories below ground: 0
Size: 18500 sqm
Original Code: Indonesian building code 2002
Modification: Unknown
Year Modified:
Code of Modification:
Lateral Load System: Other
Other Load System: Precast framing system with Concrete Masonry Unit (CMU) infill
Vertical Load System: Slabl_Beams_Columns
Other Vertical Load System:
Foundation : Unknown
Other Foundation :
Country: Indonesia
State: West Java
City: Bandung
Street: Cingised, Arcamanik Subdistrict
Latitude: -6.927528
Longitude: 107.677139


Precast Apartment Complex Complex

Earthquake Information



Earthquake Date 40058
Moment Magnitude 7
Epicentral Distance 108.3
Local Intensity V MMI
Site Description
PGA Lateral None (g)
PGA Vertical None (g)
Ground motion recording stations
Distance to station None
Station Latitude None
Station Longitude None
Ground Motion Summary "The Java earthquake of September 2, 2009, occurred at a depth of about 50 km as a result of reverse faulting. The tectonics of Java are dominated by the north-northeastward subduction of the Australia plate beneath the Sunda plate, with a relative velocity of 59 mm/year at the longitude of the earthquake. Although the September 2 shock's hypocenter would place it near the subduction interface between the Australia and Sunda plate, the orientation of the causative fault that is inferred from the seismic wave radiation-pattern is inconsistent with the shock occurring as inter-plate faulting on that interface. Instead, the earthquake likely occurred as the result of faulting within the subducting Australia plate" (USGS).


Damage Information



Performance summary

During the West Java earthquake, four apartment units constructed in 2004 - 2007 suffered severe damage at its CMU wall. In addition, some structural damage could also be found in the upper part of the columns of these apartment units. However, there was no significant damage in the fifth apartment unit constructed in 2009 (source: Nurjaman, 2010).

Damage state description

The observed damages on the four building apartment units were: 1. Light to severe cracking on CMU infill 2. Minor structural damage to the precast connection and the upper part of column 3. Moderate structural damage at the staircase connection to the floor

Summary of causes of damage

The main difference between the undamaged fifth apartment unit and the rest of the units was the existence of a concrete shear wall on the ground floor. This shear wall had prevented the soft story effect in the building (source: Nurjaman, 2010). In contrast, severe damage could be observed in the CMU infill of the other four apartment units. This led to the belief that the CMU infill has not been strong enough to resist the earthquake lateral load.

Observed Design and Construction Characteristics


Construction Quality

MaterialsNotesContribution to Damage
Reinforcing steel

ExecutionNotesContribution to Damage
Conveyance/placement of concrete
Field variance with design documents
OtherNotesContribution to Damage
Other Factors Construction Quality


Plan IrregularitiesNotesContribution to Damage
Perimeter boundary
Out-of-plane offsets in lateral resisting system
Non-orthogonal systems

Vertical IrregularitiesNotesContribution to Damage
Soft story
Weak story
Geometric variablility of lateral resisting system
In-plane discontinuity of lateral resisting system Discontinuity of CMU infill
Mass distribution
Change in stiffness Continued lateral resisting system with no change in dimension

OtherNotesContribution to Damage
Other Factors Configuration

Lateral Load Resisting System‐General

StrengthNotesContribution to Damage
Overall lack of strength

StiffnessNotesContribution to Damage
Extreme Flexibility

Load PathNotesContribution to Damage
Anchorage of nonstructural elements
Out-of-plane capacity of walls
Diaphragm chords
Diaphragm openings

OtherNotesContribution to Damage
Other Factors Lateral Load Resisting System-General

Lateral Load Resisting System‐Frames

ColumnsNotesContribution to Damage
Shear strength
Flexural strength
Axial load ratio
Vertical load columns drift capacity
Interference of frame action by infill

BeamsNotesContribution to Damage
Strength relative to columns
Shear controlled behavior
Continuity of longitudinal reinforcing
Loss of vertical capacity
Interference of frame action by infill beams

JointsNotesContribution to Damage

OtherNotesContribution to Damage
Other Factors Lateral Load Resisting System-Frames Precast connection

Lateral Load Resisting System‐Shear Walls

ShearNotesContribution to Damage
Diagonal tension/compression
Sliding Shear

FlexureNotesContribution to Damage
Compression zone buckling capacity
Discontinuity of wall
Boundary reinforcing fracture/buckling
Boundary Reinforcing at openings

OtherNotesContribution to Damage
Other Factors Lateral Load Resisting System-Shear Walls

Lateral Load Resisting System‐Infills

InfillsNotesContribution to Damage
Interference with frame action
Out of plane
Attachment to framing

OtherNotesContribution to Damage
Other Factors Lateral Load Resisting Systems-Infills

Lateral Load Resisting System‐Other

FoundationsNotesContribution to Damage
Surface Rupture

OtherNotesContribution to Damage
Pile/Pier tension capacity

MiscellaneousNotesContribution to Damage
Spread footing capacity
Other Factors Lateral Load Resisting Systems-Other-Foundations

OtherNotesContribution to Damage
Other Factors Lateral Load Resisting Systems-Other-Misc

Repair and Retrofit Information



Type of Retrofit or Repair

Improved Performance

Other Retrofit or Repair

Performance Level


Hazard Level


Retrofit or Repair Code


Other Retrofit or Repair Code

Lateral Analysis


Other Lateral Analysis

Design Strategy

Increasing stiffness

Retrofit Summary

The four apartment units were retrofitted by adding a concrete shear wall over the damaged CMU infill wall (Source: PT Bina Raka Metindo).



PT. Bina Raka Metindo.Penyusunan Pedoman Teknis Retrofitting Bangunan Gedung, Indonesia.

Nurjaman, H.N., Faizal, L., and Sidjabat H.R., 2010. Perilaku Aktual Bangunan Gedung Dengan Sistem Pracetak Terhadap Gempa Kuat,Seminar dan Pameran HAKI 2010 - "Perkembangan dan Kemajuan Konstruksi Indonesia. August 2012)
United States Geological Survey (USGS), 2009.Magnitude 7.0 - Java, Indonesia