29
Appendix-7 Presentation material of JICA study team
Appendix-7
Presentation material of JICA study team
Larg
e sc
ale
RC
bu
ildin
g Su
rvey
Ou
tlin
e
•La
rge-
scal
e RC
build
ings
wer
e da
mag
ed a
nd
colla
psed
by t
his
eart
hqua
ke o
n Se
p 30
, 200
9.•
It w
ill m
inim
ize
the
dam
age
of t
he e
arth
quak
e to
oc
cur
in f
utur
e to
rei
nfor
ce t
he la
rge-
scal
e RC
build
ing
whi
ch m
any
peop
le u
se.
•La
rge-
size
d RC
build
ing
is d
amag
ed in
Ban
da A
ceh
and
Yogy
akar
ta in
the
pas
t. T
his
is a
n ov
eral
l pr
oble
m in
Ind
ones
ia, an
d im
med
iate
im
prov
emen
t is
nec
essa
ry.
Why
our
tar
get
is L
arge
sca
le R
C bu
ildin
g?
Wha
t ki
nds
of s
tudy
we
have
don
e?•H
ow la
rge
the
inte
nsity
of
grou
nd m
otio
n at
thi
s ea
rthq
uake
.•W
hat
is fo
und
from
Str
uctu
ral A
naly
sis
of
surv
eyed
bui
ldin
g in
Pad
ang
•Wha
t is
foun
d fr
om th
e vi
ewpo
int
of t
he
Des
ign
Code
•Wha
t is
the
mai
n re
ason
of
thos
e la
rge
dam
age
of b
uild
ings
.•Is
rep
air
poss
ible
for
par
tially
dam
aged
bu
ildin
gs /
Is
stre
ngth
enin
g po
ssib
le w
ithou
t re
cons
truc
tion�
Beca
use
seis
mom
eter
s di
d no
t op
erat
e in
thi
s tim
e, a
ccur
ate
seis
mic
inte
nsity
is u
nide
ntifi
ed.
It is
nec
essa
ry t
o kn
ow a
mor
e ac
cura
te s
eism
ic
inte
nsity
to
anal
yze
seis
mic
inte
nsity
and
re
latio
ns o
f th
e da
mag
e le
vel.
Each
item
of
ques
tionn
aire
is p
repa
red
as
answ
ered
eve
n if
inte
rvie
wee
doe
s no
t ha
ve
spec
ial k
now
ledg
e co
ncer
ning
the
ear
thqu
ake.
Ther
efor
e th
e qu
estio
nnai
re s
urve
y of
sei
smic
in
tens
ity is
use
ful.
Que
stio
nnai
re s
urve
y of
Sei
smic
inte
nsity
Char
acte
ristic
sur
vey
of E
arth
quak
e-D
amag
ed
Build
ings
Stud
y Re
sults
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•W
e m
ust
know
the
fea
ture
of
the
shak
ing
of t
he
2009
.9.3
0 Pa
dang
Par
iam
an E
arth
quak
e in
ord
er
to a
chie
ve b
ette
r en
gine
erin
g.
•Fo
llow
ing
thre
e co
mpo
nent
s sh
ould
be
know
n:1.
Int
ensi
ty2.
Pre
dom
inan
t pe
riod
3. D
urat
ionW
hat
we
mus
t kn
ow
•"I
nten
sity
" is
to
repr
esen
t th
e st
reng
th o
f sh
akin
g w
hich
beg
ins
to d
amag
e st
ruct
ures
.
•In
Jap
an, w
e us
e th
e JM
A In
tens
ity, an
d in
In
done
sia,
you
use
the
MM
Int
ensi
ty.
•Th
ese
"Int
ensi
tys"
are
the
set
s of
the
inde
x va
lues
de
fined
fro
m t
he m
echa
nica
l str
engt
h of
sha
king
(a
ccel
erat
ion
etc.
) m
odifi
ed b
y its
eff
ectiv
enes
s to
de
stru
ctio
n an
d by
the
hum
an f
eelin
g.
•W
e us
ed a
que
stio
nnai
re m
etho
d to
get
the
“i
nten
sity
” di
strib
utio
n in
Pad
ang.
Inte
nsity
of
the
shak
ing
•Ea
ch q
uest
ionn
aire
she
et c
onta
ins
35 e
asy
mul
tiple
-cho
ice
ques
tions
incl
udin
g th
e re
spon
se
of t
he h
ouse
and
the
hum
an f
eelin
g.
•W
e tr
ansl
ated
the
que
stio
ns in
to B
ahas
a In
done
sia
and
dist
ribut
ed m
ore
than
fiv
e hu
ndre
d sh
eets
to
the
resi
dent
s of
Pad
ang.
•JM
A in
tens
ity w
as e
xtra
cted
fro
m t
he c
ount
of
the
answ
ers
usin
g an
em
piric
al f
orm
ula.
•Th
en, J
MA
inte
nsity
was
con
vert
ed t
o th
e M
M
inte
nsity
em
piric
ally
.
Que
stio
nnai
re I
nten
sity
Sur
vey
•M
M in
tens
ity w
as 8
.0-9
.0 in
the
city
are
a of
Pa
dang
.
•Th
e pe
ak a
ccel
erat
ion
of t
he s
haki
ng w
as
estim
ated
to
be 2
50-4
50 g
al. i
nten
sity
em
piric
ally
.
Res
ults
of
the
Inte
nsity
Sur
vey
8.0
8.3
8.5
8.1
8.2 7.3
8.2
8.2 8.0
8.4 8.
4
8.6
8.7
9.0 8.7
8.4
7.9
8.2
Que
stio
nnai
re M
M In
tens
ity(P
rovi
sion
al)
PU
BPK
P
UN
P
BA
PPEN
DA
5.1
5.3
5.4
5.2
5.3 4.7
5.2
5.3 5.1
5.4 5.
1
5.5
5.6
5.7 5.5
5.4
5.1
5.0
Que
stio
nnai
re J
MA
Inte
nsity
(Pro
visi
onal
)
PU
BPK
P
UN
P
BA
PPEN
DA
•Th
e qu
estio
nnai
re in
tens
ity s
urve
y m
etho
d is
ef
fect
ive
in I
ndon
esia
.
•W
here
as t
he d
ata
seem
s to
hav
e a
disc
repa
ncy
whi
ch c
omes
fro
m t
he p
erso
nal d
iffer
ence
of
som
e in
terv
iew
ers
and
the
conf
usio
n of
som
e tr
ansl
ated
qu
estio
ns.
•So
me
of t
he q
uest
ions
sho
uld
be m
odifi
ed t
o fit
to
the
circ
umst
ance
s of
Ind
ones
ia a
nd
stan
dard
izat
ion
of in
terv
iew
er's
rol
e sh
ould
be
defin
ed.Dis
cuss
ion
on t
he I
nten
sity
Pred
omin
ant
Perio
d
•Th
e vi
brat
ion
resp
onse
of
stru
ctur
es c
an v
ary
one
by o
ne d
epen
ding
on
the
pred
omin
ant
perio
d of
ea
rthq
uake
and
the
str
uctu
re s
cale
.
Scal
e of
bui
ldin
gSe
nsiti
ve p
erio
d (s
econ
d)Lo
w b
uild
ing
(one
or
two-
stor
y)<
0.5
Mid
dle
scal
e bu
ildin
g (f
or e
xam
ple,
5-s
tory
)0.
5 –
2.0
Hig
h-ris
e bu
ildin
g (f
or e
xam
ple,
20-
stor
y)>
2.0
RC
fram
e w
ith b
rick
wal
l bui
ldin
g
Pred
omin
ant
Perio
d Su
rvey
•Th
e pr
edom
inan
t pe
riod
of e
arth
quak
e de
pend
s on
mai
nly
two
fact
ors:
1. S
ourc
e (S
eism
ic fa
ult)
mec
hani
sm–
Mag
nitu
de, D
epth
, Str
ess
drop
, Dire
ctiv
ity e
tc.
–m
any
varie
ties
and
diff
icul
t fo
r fo
reca
st
2. S
urfa
ce s
oil l
ayer
dep
ositi
ng o
n th
e ba
se r
ock
–St
iffne
ss a
nd d
epth
of
soil
laye
r, Ir
regu
larit
y of
bas
e ro
ck d
epth
etc
.–
Not
sim
ple,
but
pre
dict
able
•G
roun
d m
icro
trem
or w
as o
bser
ved
by s
ensi
tive
seis
mom
eter
and
ana
lyze
d to
get
H/V
spe
ctru
m.
Res
ults
of
Gro
und
Mic
rotr
emor
Obs
erva
tion
•Pr
of. K
iyon
o (K
yoto
Uni
v.)
et a
l. ha
d su
rvey
ed t
he
pred
omin
ant
perio
d of
mic
rotr
emor
and
the
she
ar
wav
e ve
loci
ty d
istr
ibut
ion
(vel
ocity
str
uctu
re)
of
surf
ace
soil
laye
r at
man
y po
ints
of
Pada
ng.
•Ab
ove
resu
lts a
re c
onsi
sten
t w
ith t
heir
resu
lts.
���
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�
��
���
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�
��
���
���
PU s
ite H
/V
BPKP
site
H
/VU
NP
site
H
/V
0.83
sec
.2.
3 sec.
1.5
sec.
Dis
cuss
ion
on t
he
Pred
omin
ant
Perio
d
•Th
e pr
edom
inan
t pe
riod
of g
roun
d m
icro
trem
or o
f
Pada
ng b
ecom
es lo
nger
fro
m t
he s
outh
(PU
site
) to
the
nor
th (
UN
P si
te)
as w
ell a
s fr
om t
he in
land
to
the
coa
st li
ne.
•Th
e sh
ear-
wav
e ve
loci
ty o
f th
e su
rfac
e la
yer
of
thes
e ar
eas
is 1
70 -
300m
/s, a
nd t
he t
hick
ness
is
40-6
0 m
eter
and
bel
ow it
a la
yer
of 5
00m
/s
follo
ws
(fro
m P
rof.
Kiyo
no, e
t al
.).
•Th
is t
he s
hear
wav
e ve
loci
ty d
istr
ibut
ion
(vel
ocity
st
ruct
ure)
inte
rpre
ts t
he p
redo
min
ant
perio
d of
m
icro
trem
or w
ell.
Dis
cuss
ion
on t
he
Pred
omin
ant
Perio
d
•Th
e pr
edom
inan
t pe
riod
of t
he 2
009.
9.30
ea
rthq
uake
is s
uppo
sed
to b
e m
ore
than
1 s
econ
d in
the
fla
t ar
ea o
f Pa
dang
.
•Th
at w
as h
ard
for
the
mid
dle
and
larg
e sc
ale
build
ings
, and
was
mild
for
the
low
bui
ldin
gs.
•It
is n
eces
sary
to
get
the
shea
r w
ave
velo
city
di
strib
utio
n of
dee
per
laye
r fo
r un
ders
tand
ing
and
mod
elin
g be
tter
of
the
Pada
ng g
roun
d vi
brat
ion.
•Th
e m
icro
trem
or o
bser
vatio
n w
ith a
larg
e sc
ale
arra
y, t
he d
eep
bow
ling
and
the
seis
mic
ref
lect
ion
prof
iling
are
requ
ired.
Dur
atio
n of
the
Ear
thqu
ake
•D
urat
ion
of e
arth
quak
e w
ill in
crea
se t
he d
amag
e es
peci
ally
of
larg
e sc
ale
build
ing.
•D
urat
ion
of a
n ea
rthq
uake
is a
ffect
ed b
y th
e m
agni
tude
and
the
dee
p ve
loci
ty s
truc
ture
, and
th
e la
tter
is u
nkno
wn
in c
ase
of P
adan
g.
•Q
uest
ionn
aire
sur
vey:
the
dur
atio
n of
the
de
stru
ctiv
ely
stro
ng s
haki
ng w
as1.
ab
out
10 s
econ
ds2.
ab
out
30 s
econ
ds3.
ab
out
1 m
inut
e4.
ab
out
5 m
inut
es
The
Nex
t Ea
rthq
uake
•M
any
scie
ntis
t ar
e sa
ying
tha
t th
e ne
xt e
arth
quak
e w
ill b
e fr
om t
he M
enta
wai
Gap
.It
will
be
true
.
•As
for
the
Men
taw
ai G
ap e
arth
quak
e -
the
inte
nsity
of
will
be
sam
e le
vel o
r hi
gher
, -
the
pred
omin
ant
perio
d w
ill b
e lo
nger
, -
the
dura
tion
will
als
o be
long
erth
an t
he
2009
.9.3
0 ea
rthq
uake
.
•N
amel
y, t
he s
haki
ng w
ill b
e ha
rder
one
aga
inst
the
la
rge
scal
e bu
ildin
g in
Pad
ang.
•A
tsun
ami m
ust
acco
mpa
ny t
oo.
2005
�(M�8.7)
1907
(~M
7.8)
2002
Jakarta
1881
(7.9
)
1941
(7.9
)
1797
�(M8.4)
1861
(M~8
.5)
1935
�(M7.7)
2000
(M7.
8)18
33�(8
.9)
2004
�(M9.15
)
Cur
rent
ly lo
cked
,en
d of
typi
cal c
ycle
Un�kn
own�section,
No�large�eartqu
akes�in
Historical�records
Malaysia
2007
�(M�8.4)
Dan
ny H
ilman
Nat
awid
jaja
, Lab
Eart
h, G
eote
knol
ogi-L
IPI,
Ind
ones
ia
���
��
����
City
are
a of
Ist
anbu
l
Athe
ns
Troy
Ista
nbul
Anka
ra
����
����
����
���
��
����
Whe
n?
Whe
n
Anat
olia
pen
insu
laTu
rkey
Nor
th A
nat
olia
Fau
lt
The
Nex
t Ea
rthq
uake
���
•Th
e la
rge
scal
e bu
ildin
g in
Pad
ang
mus
t se
rve
as
the
vert
ical
eva
cuat
ion
plac
e fr
om t
he t
suna
mi.
•So
, the
y m
ust
be r
ehab
ilita
ted
or r
etro
fitte
d to
w
ithst
and
the
next
ear
thqu
ake.
•Th
e ne
xt b
ig o
ne c
an b
urst
tom
orro
w o
r ca
n bu
rst
10 y
ears
late
r.N
obod
y kn
ows
the
exac
t tim
e.Bu
t, it
will
sur
ely
occu
r.
•Yo
ur m
issi
on is
com
petin
g w
ith t
ime.
Larg
e sc
ale
RC
bu
ildin
g Su
rvey
•La
rge-
scal
e RC
build
ings
wer
e da
mag
ed a
nd
brok
en b
y th
is e
arth
quak
e on
Sep
30,
200
9.•
It w
ill m
inim
ize
the
dam
age
of t
he e
arth
quak
e to
oc
cur
in f
utur
e to
rei
nfor
ce t
he la
rge-
scal
e RC
build
ing
whi
ch m
any
peop
le u
se.
•La
rge-
size
d RC
build
ing
is d
amag
ed in
Ban
da A
ceh
and
Jogj
akar
ta in
the
pas
t. T
his
is a
n ov
eral
l pr
oble
m in
Ind
ones
ia, an
d im
med
iate
im
prov
emen
t is
nec
essa
ry.
Why
our
tar
get
is L
arge
sca
le R
C bu
ildin
g?
•Q
uest
ionn
aire
sur
vey
of S
eism
ic in
tens
ity
•Ch
arac
teris
tic s
urve
y of
Ear
thqu
ake-
Dam
aged
Bu
ildin
gs
•St
udy
for
retr
ofitt
ing
Wha
t ki
nds
of s
tudy
we
have
don
e?St
udy
Resu
lts
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�� ��� ��� #�
%�(��
����
!�"�����#
•Q
uest
ionn
aire
sur
vey
of S
eism
ic in
tens
ity
Beca
use
seis
mom
eter
s di
d no
t op
erat
e in
thi
s tim
e, a
ccur
ate
seis
mic
inte
nsity
is u
nide
ntifi
ed.
It is
nec
essa
ry t
o kn
ow a
mor
e ac
cura
te s
eism
ic
inte
nsity
to
anal
yze
seis
mic
inte
nsity
and
re
latio
ns o
f th
e da
mag
e le
vel.
Ther
efor
e th
e qu
estio
nnai
re s
urve
y of
sei
smic
in
tens
ity is
use
ful.
����������
�����
����������������������
������
��
•Bu
ildin
gs s
urve
yed:
–N
umer
ical
mod
els
of t
he b
uild
ings
–Se
ism
ic L
oadi
ng A
naly
sis
–St
ruct
ural
Saf
ety
Anal
ysis
–St
udy
for
Ret
rofit
ting
��� ��� ���%���������&��� �
��'
��������
������
���
��� ��� ���%���������&��� �
��'
��������
������
���
•BP
KP B
uild
ing
•Jl
Ras
una
Said
No.
69
��� ��� ���%���������&��� �
��'
��������
������
���
•Bu
ilt in
200
3•
In 2
007
eart
hqua
ke, th
e ro
of t
op w
as f
allin
g do
wn
•Th
e ro
of w
as a
ltere
d fr
om t
erra
cott
a ro
of t
o lig
hter
thi
n-st
eel r
oof
•Th
ere
wer
e so
me
min
or d
amag
e at
the
col
umn
at
Floo
r-3
(Flo
or-4
if n
o gr
ound
flo
or).
The
col
umn
was
rep
aire
d
��� ��� ���%���������&��� �
��'
��������
������
���
•FE
M m
odel
:
(a)
Firs
t M
ode,
Sw
ay X
, T1
= 1
.02
s(b
) Se
cond
Mod
e,
Sway
Y, T2
= 1
.00
s(c
) Th
ird M
ode,
Tor
sion
Z,
T3
= 0
.91
s
��� ��� ���%���������&��� �
��'
��������
������
���
•M
icro
trem
or M
easu
rem
ent:
Floo
r-4
Long
itudi
nal
Floo
r-4
Late
ral
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
lum
n m
odel
:
Dim
ensi
on o
f Co
lum
n Fl
oor-
2 C-
2
Dim
ensi
on o
f Co
lum
n Fl
oor
2 E-
5
Dim
ensi
on o
f Co
lum
n Fl
oor-
G E
-5
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
lum
n ca
paci
ty:
P-M
Int
erac
tion
Dia
gram
of
Colu
mn
at F
loor
-G u
p to
Flo
or-1
P-M
Int
erac
tion
Dia
gram
of
Colu
mn
at F
loor
-2 u
p to
Flo
or-4
��� ��� ���%���������&��� �
��'
��������
������
���
•Se
ism
ic L
oadi
ng:
Seis
mic
Sta
tic E
quiv
alen
t Lo
adin
g (b
ased
on
SNI
03 1
726
2002
)
��� ��� ���%���������&��� �
��'
��������
������
���
•Se
ism
ic D
eman
d:
Mom
ent
dem
and
at c
olum
ns
due
to S
eism
ic L
oadi
ng
504�kN
.m
792�kN
.m
��� ��� ���%���������&��� �
��'
��������
������
���
•Ax
ial F
orce
at
Colu
mns
:
Axia
l For
ce a
t co
lum
ns
due
to D
ead
and
Life
Loa
d
504�kN
.m
792�kN
.m
865�kN
1525
�kN
��� ��� ���%���������&��� �
��'
��������
������
���
•Sa
fety
of
Colu
mns
:–
Axia
l loa
d at
col
umn
Floo
r-G
=
1525
kN
: Th
eref
ore,
mom
ent
capa
city
is 5
15 k
N.m
–Th
e se
ism
ic d
eman
d of
792
kN
.m
at t
he b
ase
at o
ne c
olum
n is
be
yond
the
mom
ent
capa
city
–Fr
om t
he s
urve
y, t
he c
olum
n sh
ows
little
dam
age
at t
he b
ase
floor
Phot
o of
Col
umn
at
Floo
r-G
��� ��� ���%���������&��� �
��'
��������
������
���
•Sa
fety
of
Colu
mns
:–
Axia
l loa
d at
col
umn
Floo
r-2
=
865
kN:
Ther
efor
e, m
omen
t ca
paci
ty is
230
kN
.m–
The
seis
mic
dem
and
of 5
04
kN.m
at
the
uppe
r pa
rt o
f co
lum
n at
Flo
or-2
is b
eyon
d th
e m
omen
t ca
paci
ty–
From
the
sur
vey,
the
col
umn
show
s se
vere
dam
age
at t
he
uppe
r pa
rtPh
oto
of u
pper
par
t co
lum
n da
mag
e at
Fl
oor-
2
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
nclu
ding
Rem
arks
:
–Th
e da
mag
e of
col
umns
at
Floo
r-2
is d
ue t
o th
e “t
oo
early
” re
duct
ion
of c
olum
n si
ze a
t Fl
oor-
2
–Th
e re
duct
ion
of c
olum
n si
ze s
houl
d be
at
Floo
r-3
whe
re t
he s
eism
ic d
eman
d is
sm
alle
r
��� ��� ���%���������&��� �
��'
��������
������
���
•PU
Bui
ldin
g•
Jl B
atan
g Ar
au N
o. 8
6•
Built
in 1
970’
s
��� ��� ���%���������&��� �
��'
��������
������
���
•FE
M m
odel
:
(a)
Firs
t M
ode,
Sw
ay Y
, T1
= 0
.81
s(b
) Se
cond
Mod
e,
Sway
X, T2
= 0
.38
s(c
) Th
ird M
ode,
To
rsio
n Z,
T3
= 0
.37
s
��� ��� ���%���������&��� �
��'
��������
������
���
•M
icro
trem
or M
easu
rem
ent:
Fift
h Fl
oor
at C
ente
r, Lo
ngitu
dina
lFi
fth
Floo
r at
Cen
ter,
Late
ral
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
lum
n m
odel
:
Dim
ensi
on o
f Co
lum
n at
PU
Bui
ldin
g
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
lum
n ca
paci
ty:
P-M
Int
erac
tion
Dia
gram
of
Colu
mn
Long
itudi
nal D
irect
ion
P-M
Int
erac
tion
Dia
gram
of
Colu
mn
Late
ral D
irect
ion
��� ��� ���%���������&��� �
��'
��������
������
���
•Se
ism
ic L
oadi
ng:
Seis
mic
Sta
tic E
quiv
alen
t Lo
adin
g (b
ased
on
SNI
03 1
726
2002
)
��� ��� ���%���������&��� �
��'
��������
������
���
•Se
ism
ic D
eman
d: Mom
ent
dem
and
at c
olum
ns
due
to S
eism
ic L
oadi
ng
504�kN
.m
792�kN
.m
��� ��� ���%���������&��� �
��'
��������
������
���
•Ax
ial F
orce
at
Colu
mns
:
Axia
l For
ce a
t co
lum
ns
due
to D
ead
and
Life
Loa
d
504�kN
.m
792�kN
.m
865�kN
1525
�kN
��� ��� ���%���������&��� �
��'
��������
������
���
•Sa
fety
of
Colu
mns
:–
Axia
l loa
d at
col
umn
Floo
r-1
is 4
50 k
N,
ther
efor
e th
e m
omen
t ca
paci
ty is
180
kN
.m–
The
dem
and
of 1
98 k
N.m
at
the
bas
e at
one
co
lum
n is
bey
ond
the
mom
ent
capa
city
–Fr
om t
he s
urve
y, t
he
colu
mn
show
s so
ft-s
tory
m
echa
nisc
m
Phot
o of
Col
umn
at
Floo
r-1
��� ��� ���%���������&��� �
��'
��������
������
���
•Sa
fety
of
Colu
mns
:–
Beam
s di
men
sion
in
long
itudi
nal d
irect
ion
is
300
x 30
0 m
m2
(The
sa
me
dim
ensi
on w
ith
colu
mns
wid
th o
f 30
0 m
m)
–H
owev
er, s
eism
ic
dem
and
at b
eam
s is
sm
alle
r th
an t
hat
of
colu
mns
–Th
is le
d to
sof
t st
ory
mec
hani
sm
Phot
o of
Bea
m a
t Fl
oor-
4
��� ��� ���%���������&��� �
��'
��������
������
���
•Th
ings
to
know
:–
Colu
mn
heig
ht:
4.4
m;
Colu
mn
incl
inat
ion:
4�
(0.0
7ra
d), M
omen
t ca
used
by
the
wei
ght
= 1
0341
x0.0
7x4.
4 =
318
5 kN
.m. M
omen
t ca
paci
ty o
f 35
col
umns
=
35x1
80 =
630
0 kN
.m.
–Th
eref
ore:
The
bui
ldin
g ca
n st
and
at t
his
tiltin
g po
sitio
n be
caus
e th
e de
man
d m
omen
t ca
used
by
P-de
lta e
ffec
t is
51%
the
cap
acity
of
the
colu
mns
. –
The
build
ing
theo
retic
ally
sta
rts
to c
olla
pse
whe
n th
e til
ting
degr
ee b
ecom
es 6
300/
(103
41x4
.4)
= 0
.14
rad
(or
7.9�
).•
Not
e: T
he w
eigh
t is
by
stru
ctur
al c
ompo
nent
onl
y. T
he w
eigh
t m
ay in
crea
se (
by a
bout
50%
) du
e to
exi
sten
ce o
f m
ason
ry
wal
ls a
nd li
fe lo
ads.
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
nclu
ding
Rem
arks
:
–Se
ism
ic d
eman
d at
bea
ms
is lo
wer
tha
n th
e se
ism
ic
dem
and
at c
olum
ns–
Sinc
e th
e be
am w
idth
is t
he s
ame
as c
olum
n w
idth
, it
led
to s
oft
stor
y m
echa
nism
of
colu
mns
–M
oreo
ver,
sin
ce t
he c
olum
ns d
imen
sion
is t
he s
ame
alon
g th
e he
ight
of
stru
ctur
e, t
he d
amag
e is
co
ncen
trat
ed a
t fir
st f
loor
��� ��� ���%���������&��� �
��'
��������
������
���
•BA
PPED
A Bu
ildin
g•
Jl K
hotib
Sul
aim
an N
o. 1
•Bu
ilt in
.....
..
��� ��� ���%���������&��� �
��'
��������
������
���
•FE
M m
odel
:
(a)
Firs
t M
ode,
Sw
ay Y
, T1
= 0
.483
s(b
) Fi
rst
Mod
e, S
ide
View
(c)
Third
Mod
e, T
orsi
on
Z, T
3 =
0.4
23 s
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
lum
n m
odel
:
Dim
ensi
on o
f Co
lum
n at
BAP
PED
A Bu
ildin
g
The
beam
dim
ensi
on is
h=
500
mm
and
b=
300
mm
.
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
lum
n ca
paci
ty:
P-M
Int
erac
tion
Dia
gram
of
Colu
mn
��� ��� ���%���������&��� �
��'
��������
������
���
•Se
ism
ic L
oadi
ng:
Seis
mic
Sta
tic E
quiv
alen
t Lo
adin
g (b
ased
on
SNI
03 1
726
2002
)
��� ��� ���%���������&��� �
��'
��������
������
���
•Se
ism
ic D
eman
d:
Max
imum
Mom
ent
(206
kN
.m)
at C
olum
n Ba
se
Und
er S
eism
ic E
quiv
alen
t St
atic
Loa
ding
(SN
I-03
-172
6-20
02)
504�kN
.m
792�kN
.m
��� ��� ���%���������&��� �
��'
��������
������
���
•Ax
ial F
orce
at
Colu
mns
:
Axia
l For
ce D
iagr
am a
t Co
lum
n un
der
Dea
d Lo
ad
(larg
est
axia
l for
ce is
403
kN
)
504�kN
.m
792�kN
.m
865�kN
1525
�kN
��� ��� ���%���������&��� �
��'
��������
������
���
•Sa
fety
of
Colu
mns
:–
Axia
l loa
d at
col
umn
Floo
r-1
is 4
03 k
N,
ther
efor
e th
e m
omen
t ca
paci
ty is
400
kN
.m–
The
dem
and
of 2
06 k
N.m
at
the
bas
e at
one
co
lum
n is
low
er t
he
mom
ent
capa
city
–H
owev
er, t
he c
olum
n sh
ows
heav
y da
mag
e an
d so
ft-s
tory
m
echa
nisc
m
Phot
o of
Col
umns
at
Floo
r-1
��� ��� ���%���������&��� �
��'
��������
������
���
•Sa
fety
of
Colu
mns
:–
The
colu
mn
coul
d no
t de
velo
p its
ful
l cap
acity
(it
colla
psed
bec
ause
of
pull
out
of r
ebar
s):
•Th
e ov
erla
ppin
gs o
f re
bars
w
ere
at t
he la
rge
mom
ent
area
•th
e re
bars
wer
e th
e sm
ooth
ty
pe•
the
stirr
ups
wer
e to
o sm
all
(�5.
5 m
m)
Phot
o of
Col
umn
Reba
r an
d St
irrup
s at
Flo
or-1
��� ��� ���%���������&��� �
��'
��������
������
���
•Co
nclu
ding
Rem
arks
:
–Re
al c
olum
n ca
paci
ty is
low
er t
han
the
calc
ulat
ed
capa
city
:•
Colu
mn
reba
rs w
ere
over
lapp
ed a
t m
axim
um m
omen
t re
gion
•Sm
ooth
typ
e of
reb
ars
•To
o-sm
all s
tirru
ps.
–So
ft s
tory
fai
lure
mec
hani
sm:
•H
igh
colu
mns
at
first
flo
or
•Ad
ditio
nal b
allu
stra
de a
t up
per
floor
s•
Larg
e be
am d
imen
sion
Larg
e sc
ale
RC
bu
ildin
g Su
rvey
From
th
e V
iew
Poi
nt
of D
esig
n
Cod
e
SNI
03-1
727-
1989
:Per
atur
an P
embe
bana
nun
tuk
Rum
ahda
nG
edun
g
Base
She
ar F
orce V=
CD�
Wt
Whe
re �
Wt:T
otal
wei
ght
of d
ead
load
and
redu
ced
live
load
CD=
C�I�K
C:
Base
she
ar c
oeff
icie
ntI
: Im
port
ance
fac
tor
K:
Stru
ctur
e ty
pe fac
tor
(K =
1.0
for
rei
nfor
ced
conc
rete
)
For
Pada
n C:
Base
she
ar c
oeff
icie
ntis 0.07Fi
rm g
roun
d
Soft
gro
und
This
sei
smic
load
is for
met
hod
of e
last
ic
This
sei
smic
load
is a
pplie
d fo
r th
e m
etho
d of
el
astic
stif
fene
ssst
ress
ana
lysi
s. (
allo
wab
le
stre
ss d
esig
n m
etho
d)As
sum
ed r
etur
n pe
riod
may
be
abou
t 73
yea
rs
asse
ssed
acc
eler
atio
n va
lue
of t
he e
arth
quak
eRe
sult
of q
uest
ionn
aire
sur
vey
was
abo
ut �
asI jm
ath
is v
alue
cor
resp
ond
to ���
as M
MI
this
val
ue c
orre
spon
d to
223
gal
(P
GA)
Whe
n ba
se s
hear
coe
ffic
ient
C=
0.07
The
Cva
lue
of s
ome
exam
ple
of s
urve
yed
build
ings
ar
e 0.
07
If t
he s
afet
y fa
ctor
ass
umed
in a
llow
able
str
ess
is
3.0
Criti
cal m
embe
r of
the
bui
ldin
g ca
n yi
eld
to t
he
horiz
onta
l ine
rtia
forc
e of
0.2
1 tim
es g
ravi
ty.
0.07
�3.
0=0.
21It
is u
nder
stan
dabl
e th
at s
ome
RC
build
ings
yie
ld t
o th
e ea
rthq
uake
mot
ion
at t
his
time.
The
eart
hqua
ke m
otio
n es
timat
ed a
bout
0.3
tim
es
grav
ity
Build
ing
Capa
city
Indo
nesi
an n
ew c
ode
for
seis
mic
load
SNI
03-1
726-
2002
:Per
atur
an
SNI
03-1
726-
2002
:Per
atur
an P
embe
bana
nun
tuk
Rum
ahda
nG
edun
g
Base
She
ar F
orce
C1�
IV
=W
tR
R: S
eism
ic R
educ
tion
Fact
or
For
Pada
n
C=
0.83
for
med
ium
gro
und
Seis
mic
Red
uctio
n Fa
ctor
C1�
IV
=W
tR
R: S
eism
ic R
educ
tion
Fact
or
Activ
ity f
or E
xist
ing
Build
ings
at n
orm
al
times
Dia
gnos
is o
f an
tisei
smic
capa
city
exis
ting
nonq
ualif
ied
Imm
edia
tely
afte
r ea
rthq
uake
Post
-E
arth
quak
eTe
mpo
rary
Ris
k E
valu
atio
n
Reh
abili
tatio
npe
riod
OK
Stre
ngth
enin
g
UN
SAFE
RE
STR
ICT
ED
USE
OK
Dia
gnos
is o
f an
tisei
smic
capa
city
Dem
olis
h an
d R
econ
stru
ctio
n
light
Rep
air
Rep
air
desi
gnR
epai
r an
d St
reng
then
ing
or “
ATC
-20-
Rap
id E
valu
atio
n”
Seis
mic
cap
acity
inde
xI s
Sim
plifi
ed m
etho
d fo
r es
timat
ion
of e
arth
quak
e r
esis
tanc
e
�Th
e ho
rizon
tal s
hear
cap
acity
of
the
colu
mns
and
the
wal
l is
calc
ulat
ed a
nd t
otal
ed.
�In
spec
t ou
tline
of
the
build
ing
and
dam
age
of
stru
ctur
al m
embe
rs a
t th
e m
ost
seve
rely
da
mag
ed f
loor
�Th
e ea
rthq
uake
-res
ista
nce
in a
bui
ldin
g is
judg
ed. r
efer
ring
to t
he d
istr
ibut
ion
of
I s-v
alve
in t
he e
xam
ple
of p
ast
eart
hqua
ke.
IsV
alu
e (
Seis
mic
In
dex
of s
tru
ctu
re )
an
d it
’s
dist
ribu
tion
A
bou
t th
e en
tire
Ja
pan
D
amag
ed
Is V
alu
eV
alu
e n
eede
d in
cod
e
PG
A c
once
rnin
g ca
paci
ty (
appr
oxim
ate
only
)
Relative frequency
Polic
y fo
r re
pair
wor
k an
d st
reng
then
ing
•I sva
lue
of p
artia
lly d
amag
ed b
uild
ing
was
calc
ulat
ed
•Tha
t w
as a
bout
med
ium
val
ue o
f th
e he
avily
da
mag
ed b
uild
ing
in J
apan
ese
past
ear
thqu
ake.
•Pol
icy
for
repa
ir w
ork
and
stre
ngth
enin
g is
not
to b
e da
mag
ed s
erio
usly
eve
n if
the
sam
esc
ale
of t
he e
arth
quak
e oc
cur
agai
n.
•Pos
sibi
lity
to a
chie
ve t
his
polic
y de
pend
s on
proc
urem
ent
of s
kill
and
budg
et
��
•Th
e du
ctili
ty o
f co
lum
ns o
f RC
fram
e bu
ildin
g is
es
sent
ially
impo
rtan
t in
the
mod
ern
eart
hqua
ke
resi
stan
t de
sign
.
•If
you
cou
ld u
tiliz
e th
is d
esig
n co
ncep
t an
d ge
t its
co
nstr
uctio
n te
chni
que,
you
cou
ld lo
wer
the
co
nstr
uctio
n co
st a
s w
ell a
s im
prov
e th
e ea
rthq
uake
res
ista
nce
of b
uild
ings
rem
arka
bly.
•If
you
app
lied
new
des
ign
code
SN
I-20
02 t
o al
l of
the
larg
e RC
build
ings
in P
adan
g an
d ca
refu
lly
follo
w t
he s
truc
tura
l det
ail r
equi
red,
all
build
ings
in
Pada
ng d
id n
ot c
olla
pse.
Duc
tility
is e
ssen
tial f
or m
oder
n RC
stru
ctur
e
•Be
ams
in t
he f
ram
e sh
ould
yie
ld f
irst.
•Co
lum
ns s
houl
d yi
eld
at it
s to
p or
at
its b
otto
m b
y be
ndin
g if
nece
ssar
y. S
hear
fai
lure
of
colu
mns
has
to
be
avoi
ded.
•Th
e di
strib
utio
n of
sto
ry s
tiffn
ess
alon
g th
e ve
rtic
al a
xis
shou
ld b
e sm
ooth
. Pilo
ti w
ithou
t re
info
rced
she
ar w
all s
houl
d no
t be
use
d.
•Th
e pl
anar
sha
pe o
f th
e bu
ildin
g sh
ould
be
sym
met
ry n
ot t
o ge
nera
te t
he e
xces
s to
rsio
n.
How
to
impr
ove
the
duct
ility
of
a R
C fr
ame
•If
the
bea
ms
yiel
d by
be
ndin
g fir
st, m
any
yiel
ding
hin
ges
are
gene
rate
d an
d vi
brat
ion
ener
gy c
an
be a
bsor
bed
by t
heir
yiel
ding
, whe
reas
the
yi
eld
hing
es in
the
co
lum
ns c
an b
e m
inim
ized
. The
n, t
he
build
ing
can
avoi
d co
llaps
ing.
Beam
yie
ld f
irst
Yiel
d hi
nge
by b
endi
ng
•Sh
ear
failu
re o
f a
colu
mn
will
lead
the
su
pers
truc
ture
to
a b
rittle
fal
l dow
n.•
Shea
r fa
ilure
occ
urs
in t
he
follo
win
g ca
ses:
–1.
Sho
rt c
olum
n–
2. C
olum
n w
ith p
oor
late
ral
reba
r–
3. C
olum
n w
ith e
xces
s m
ain
rein
forc
emen
t–
4. C
olum
n w
ith e
xces
s ve
rtic
al lo
ad
Let
the
shea
r fa
ilure
nev
er o
ccur
Shor
t co
lum
n
Sudd
en fa
ll do
wn
Vert
ical
lo
adSe
ism
iclo
ad Crac
king
Colu
mns
sho
uld
yiel
d by
ben
ding
Exce
ss m
ain
rein
forc
emen
t an
d po
or la
tera
l reb
ar
Inad
equa
te lo
catio
n of
reb
ar la
p jo
int
Dis
trib
utio
n of
stif
fnes
s sh
ould
be
smoo
th
The
colu
mns
yie
lded
by
bend
ing,
but
only
the
yie
ld h
inge
s in
the
firs
t st
ory
colu
mns
abs
orbe
d th
e vi
brat
ion
ener
gy
and
defo
rmed
too
muc
h.
Yiel
d hi
nge
Pilo
ti
Seis
mic
load
Build
ings
sho
uld
be s
ymm
etry
Gra
vity
ce
nter
Rig
idity
ce
nter
Seis
mic
forc
e
How
to
impr
ove
the
duct
ility
of
a RC
colu
mn
It is
pos
sibl
e to
co
nstr
uct
so
defo
rmab
le c
olum
n if
we
arra
nge
reba
rs
smar
tly.
Load
Def
orm
atio
nCr
ack
by b
endi
ng
Yiel
d of
mai
n re
bar
Com
pres
sion
cra
ck
of c
over
con
cret
eBr
eak
of r
ebar
an
d fr
actu
re o
f co
re c
oncr
ete
Rapi
d dr
op o
f st
iffne
ss
End
stat
eSa
fe li
mit
AB
C
DE
F
Late
ral c
onfin
emen
t im
prov
e th
e du
ctili
ty
A
Mai
nre
info
rcem
ent
Late
ral
conf
inem
ent
AB
CD
EF
Load
Def
orm
atio
n
Late
ral c
onfin
emen
t im
prov
e th
e du
ctili
ty (
2)
Mai
nre
info
rcem
ent
Late
ral
conf
inem
ent
AB
CH
oop
clos
ed
by w
eldi
ngSq
uare
spira
l hoo
pCi
rcle
spira
l hoo
p
Dia
met
er o
f ho
op
Hoo
p re
bar
ratio
Hoop pitch
Both
end
s
Mid
dle
Duc
tility
of
beam
col
umn
conn
ectio
n
Required bond length
90�
fock
bon
d
Loca
tion
of jo
int
shou
ld b
e m
iddl
e of
col
umn
and
be d
ispe
rsed
.To
p st
ory
corn
er
Duc
tility
of
beam
col
umn
conn
ectio
n
Exce
ss v
ertic
al lo
ad r
uins
the
duc
tility
Crus
hed
conc
rete
drop
sdo
wn.
Floo
r and
be
am lo
ad
Mom
ent d
ue
to d
ead
load
Dea
d lo
ad Seis
mic
load
Bend
ing
mom
ent
Curv
atur
e
Vert
ical
load
larg
e
Vert
ical
load
smal
l
Gen
eral
rem
arks
•Th
e fie
ld e
ngin
eer
as w
ell a
s th
e st
ruct
ure
desi
gner
mus
t be
tra
ined
to
unde
rsta
nd t
he v
ital
impo
rtan
ce o
f th
e pr
oper
arr
ange
men
t of
reb
ars.
•D
efor
med
reb
ar s
houl
d be
use
d fo
r bo
th o
f th
e m
ain
rein
forc
emen
t an
d th
e la
tera
l con
finem
ents
, an
d th
e de
tail
of r
ebar
join
ts a
nd t
he a
ncho
rage
m
ust
be e
xact
ly fol
low
the
req
uire
men
ts.
•Th
ese
impl
emen
tatio
ns w
ill d
eman
d co
st u
p, b
ut it
is
not
so
larg
e co
mpa
red
to t
he t
otal
cos
t of
bu
ildin
g. I
t is
a s
mar
t ch
oice
in t
he v
iew
fro
m t
he
cost
ben
efit.
Gen
eral
rem
arks
(2
)
•Th
e fu
ndam
enta
l kno
wla
dge
to c
onst
ruct
duc
tile
rein
forc
ed-c
oncr
ete
stru
ctur
es s
houl
d be
tr
ansf
erre
d to
citi
zens
and
stu
dent
s, t
oo.
•Fo
r ex
ampl
e, e
xces
s w
ater
mus
t no
t be
use
d to
m
ix f
resh
con
cret
e, f
resh
con
cret
e in
a for
m m
ust
be c
ompa
cted
wel
l, la
tera
l (tr
ansv
erse
) re
bar
layo
ut m
ust
be d
ense
, and
so
on.
•M
ass
med
ia a
nd s
choo
l edu
catio
n ca
n be
util
ized
.
•Th
en, u
nder
-con
stru
ctio
n bu
ildin
gs w
ill b
e ev
alua
ted
by t
he m
any
eyes
of
the
publ
ic, a
nd t
he
bott
om o
f th
e co
nstr
uctio
n te
chni
que
will
impr
ove.
Case
stu
dyof
re
pair
and
seis
mic
ret
rofit
ting
met
hod
in t
he B
PKP
build
ing
�Rep
air
dam
aged
str
uctu
re (
colu
mn)
�M
inim
um s
eism
ic r
etro
fittin
g (u
pper
str
uctu
re)
�Co
st e
stim
atio
n (R
e-co
nstr
uctio
n vs
Rep
air
and
Seis
mic
ret
rofit
ting)
�������������� ������������������
�Rep
air
of d
amag
ed c
olum
nsD
amag
e le
vel o
f di
strib
utio
n of
col
umn
on e
ach
floor
is a
s fo
llow
,
Rep
air
dam
aged
str
uctu
re
Dam
age
leve
lD
amag
e de
scrip
tion
for c
olum
n
IV
isib
le n
arro
w c
rack
s on
conc
rete
surf
ace
(cra
ck w
idth
is le
ss th
an 0
.2 m
m)
IIV
isib
le c
rack
s of c
oncr
ete
cove
r(c
rack
s wid
th is
abo
ut 0
.2 -
1 m
m)
III
Loca
l cru
sh o
f con
cret
e co
ver
Rem
arka
ble
wid
e cr
acks
(cr
ack
wid
th is
abo
ut 1
-2
mm
)
IVR
emar
kabl
e cr
ush
of c
oncr
ete
with
exp
osed
re-b
ars
Pilli
ng o
ff of
con
cret
e co
ver (
crac
k w
idth
is m
ore
than
2 m
m)
VB
uckl
ing
of re
-bar
s, c
rack
s in
core
con
cret
e, v
isib
le v
ertic
al /h
oriz
onta
l col
umn
defo
rmat
ion,
bui
ldin
g in
clin
atio
n/se
ttlem
ent
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Rep
air
dam
aged
str
uctu
re
�D
amag
e-le
vel
Mos
t se
vere
dam
aged
flo
or is
2nd
floor
as
belo
w,
Num
ber
of C
olum
n
Num
ber
of C
olum
n
DAM
AGE
LEVE
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AGE
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Rep
air
dam
aged
str
uctu
re
�D
amag
ed s
truc
ture
Dam
age
Leve
l
�D
amag
e Le
vel
�
Dam
age
Leve
l
�D
amag
e Le
vel
�
Truc
t
Rep
air
dam
aged
str
uctu
re
�Ju
dgm
ent
by d
amag
e ra
tio o
f st
ruct
ure
Dam
age
leve
l of
colu
mn
of 2
ndflo
or is
“Se
vere
Dam
age”
be
caus
e of
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To in
stal
l sup
port
ers
unde
r th
e be
am-b
otto
m t
o su
stai
n ve
rtic
al
load
of
the
colu
mn.
To in
stal
l sup
port
ers
unde
r th
e be
am-b
otto
m t
o su
stai
n ve
rtic
al
load
of
the
shea
r fr
actu
red
colu
mn.
The
colu
mns
of
dam
age
leve
l IV
and
V pu
shes
th
em b
ack
to o
rigin
al h
eigh
t by
jack
s.
Rep
air
dam
aged
str
uctu
re
�Res
tore
a c
olum
n by
rep
laci
ng m
ain
bar
and
cast
ing
conc
rete
.
Cons
truc
tion
step
1. T
akin
g of
f th
e da
mag
ed c
oncr
ete
2. G
rout
ing
to t
he c
rack
ed p
ortio
n3.
Rep
air
of e
xist
ing
hoop
s (D
amag
ed r
e-ba
rs s
houl
d be
wel
ded
if ne
cess
ary.
)4.
Set
ting
up t
he m
ould
5. M
orta
r fil
ling
or c
oncr
ete
cast
ing
Rep
air
dam
aged
str
uctu
re
Ver
tical
load
supp
orte
rN
eces
sary
leng
thfo
rla
pped
splic
e Con
cret
eca
stin
g
Rem
oval
ofve
rtica
llo
adsu
ppor
ter
Lapp
edsp
lice
Shea
rre
-bar
Wel
ded
join
t
�Th
e co
lum
ns o
f da
mag
e le
vel �
and�
repa
ircr
acks
by
pres
sing
-fit
non-
shrin
k m
orta
r, a
nd
cast
ing
conc
rete
aft
er r
epai
r ho
op b
ar.
Rep
air
dam
aged
str
uctu
re
Cons
truc
tion
step
1. T
akin
g of
f th
e da
mag
ed c
oncr
ete
2. G
rout
ing
to t
he c
rack
ed p
ortio
n3.
Rep
air
of e
xist
ing
hoop
s (D
amag
ed r
einf
orci
ng b
ars
shou
ld b
e w
elde
d if
nece
ssar
y.)
4. S
ettin
g up
the
mou
ld5.
Mor
tar
fillin
g or
con
cret
e ca
stin
g
pres
sing
-fit
non-
shrin
k m
orta
r
Low
-shr
ink
mor
targ
rout
ing
orco
ncre
teca
stin
g
Exis
ting
conc
rete
Rep
airo
fcra
cks
Taki
ngof
fthe
dam
aged
conc
rete
Rep
airo
fcra
cks
Low
-shr
ink
mor
tar
orco
ncre
te
Rep
airo
fexi
stin
gda
mag
edho
op
Wire
-mes
hD
ia.3
@50
mm
Gro
utin
g or
cas
ting
Wire
-mes
hD
ia. 3
@50
mm
conc
rete
Rep
airo
fhoo
ps
Min
imum
sei
smic
ret
rofit
ting
�To
incr
ease
the
stif
fnes
s of
the
bui
ldin
g by
in
stal
ling
eart
hqua
ke-r
esis
tant
wal
ls o
f RC.
Wal
lthi
ckne
ssW
allt
hick
ness
Gro
uted
mor
tar
Post
-inst
alle
dan
chor
Gro
uted
mor
tar
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ing
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smic
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ht w
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ith t
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ove
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ch r
epai
red
and
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seis
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inde
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str
uctu
reco
nsid
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g da
mag
ed
mem
ber
capa
city
Cost
est
imat
ion
�Co
st e
stim
atio
n fo
r re
-con
stru
ctio
n an
d re
pair
& r
etro
fittin
g
The
cons
truc
tion
cost
of
the
exis
ting
BPKP
b
uild
ing
is a
ppro
xim
atel
y Rp
18.3
bill
ion.
(ex
clud
ing
Des
ign,
M
anag
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t an
d su
perv
ise
by C
onsu
ltant
s)
The
repa
ir an
d re
trof
ittin
g co
st o
f ex
istin
g BP
KP b
uild
ing
is a
ppro
xim
atel
y Rp
XX b
illio
n.
