Hiệu suất sụp đổ khung bê tông cốt thép chịu địa chấn sử dụng phân tích tĩnh phi tuyến

Hieu suat sup do khung be tong cot thep
chju dja chan
SLF
dung phan
tich
tmh phi tuyen
Ngay nhan bai: 9/12/2013
Ngay siia bai: 23/12/2013
Ngay chap nhan dang: 27/12/2013
Le Van Kha,
Nguyen Hong An
TOM
TAT:
Bai bao trinh bay mot quy trinh danh gia hieu
suJt
sup do cua
kit
cau cilia tren quy trinh ky thuat dpng dat
dila
vao hieu suat
(PBEE) cua Trung tam nghien cdu dpng dat Thai Binh
DilOng
(PEER) sd dung ca phan tich dpng va phan
tich tinh
phi tuyen.
Do tin cay cda philong phap
tinh
da
dilOc
kiem chiing cho cac
khung phang be tong cot thep chiu momen 4, 8, 12 va 20 tang,

chiu mpt bp 40 tran dpng dat manh
co
xac suat
xay
ra la
2%
trong
50 nam. Ket qua cua quy
trinh
sd dung
philOng
phap
tinh dilOc
so sanh
vcri kit
qua til philong phap dpng cho thay mpt
sii
xap xi
rat tot va
tinh
hieu qua cda phflong phap nay.
TCl
khoa:
Ky
thuat dpng dat
dila
vao hieu suat
PBEE,
hieu suat sup
do,

phan
tich
dpng gia tang
(IDA),
phan
tich tinh
phi tuyen (NSP).
ABSTRACT
This paper presents an approach
to
evaluate collapse performance
of
building based on the Performance-Based Earthquake Engineering
(PBEE) methodology of the Pacific Earthquake Engineering
Research Center (PEER) by using both Nonlinear Static Procedure
(NSP) and nonlinear dynamic procedure. The reliability of NSP is
evaluated for 4-, 8-, 12-, and 20-story reinforced concrete special
moment frame
(RC-SMRF)
buildings, which are subjected to 40
strong ground motions having
2%
probability of being exceeded in
50
years.
The results of NSP are compared with nonlinear response
history analysis
(NL-RHA)
method, demonstrating that NSP
requires only a small fraction of

the
computational effort inherent
in exact IDA and still achieves highly accurate results.
Keywords: Performance-Based Earthquake Engineering (PBEE),
collapse performance, Incremental Dynamic Analysis (IDA),
Nonlinear Static Procedure (NSP).
KSUVanKhi
Khoa
Ky
thuat xay dilng, Trfldng Dai hoc Bach khoa TP HCM
268 Ly
Thilclng
Kiet, phfldng 14, Quan
10,
Tp Ho
Chi
Minh
Di dong: 093.943.0555
Email:
TS Nguyin Hong An
Gidi thilu
Ky
thuit
ddng
dat
dUa
vio hieu suit (Performance-Based Earthquake
Engineering, PBEE [1]) la mdt quy trinh
kit
hpp cic cip dp hieu suit

mpng mudn vio qui trinh thilt kl, cung cip eac kiln thflc can thilt cho
viee thilt kl, dinh gii va quin ly cdng trinh ed hilu qui, nham cii thien
va quin ly nhflng
rfli ro
thilt hai do ddng dat. Phien ban dau tien cfla quy
trinh
PBEE
(ATC-40
[2]
vi
FEMA-273 [3])
da danh dau mdt bfldc tiln Idn
Si
chuan
hda eic khii niem ve
y
tfldng hieu
suat
trong thflc hinh
thilt ke
dpng dat trong nhilu nam
[1].
Cac
phit
trien
tiep theo
cfla PBEE la
FEIVIA-
356
[4]

va FEMA-350 [5] nhflng van tdn tai nhilu han
chi.
Sau
dd,
Trung
tam nghien cflu ddng
dit
Thai Blnh Duong
(PEEI?)
[6]
da cd
nhflng cil tiln
quan trpng phuong phip
PBEE.
Khudn khd hieu suit cfla
PEER
eung cap
mdt phflflng phip rd
rang,
cd co
sd
khoa hpc manh me Si xic djnh hieu
suit
cdng
trinh dfla tren xic suit theo mdt tiln trinh tflng
bfldc,
cung
cap
cie thude do hieu suat de djnh luong tdn that kinh
te,

rfli
ro
thflong vong
(casualty risk) vi thdi gian cdng trinh tam ngflng boat ddng (downtime)
giup cic ben liln quan cd nhilu thdng tin eg
thi
hon de dat duoc muc
tieu hieu suit mong mudn
[7,8].
Quy trinh
danh gia hieu
suit cua PEERdi
duoc ip dung rpng rii
trin thi
gidi.
Nghien cflu nay dfla theo nhflng chi
din danh gii hilu suit
cua
PEER.
Mdt trong nhflng muc tieu cdt Idi cua quy trinh danh gia hieu suit
cua PEER la djnh Iflong hieu suit sup do hay danh gia rfli ro sup do cfla
cdng trinh (di tdn tai hoac dang trong qua trinh thilt kl). Sup do d diy
dflpc hieu li do mat
on
djnh ddng tdng
thi
(Global Instability,
Gl)
khi khi
ning chju tii ngang suy giim do

kit cau
bj hu hdng bdi
lire
ddng dat vi
inh hfldng cfla
hi|u
flng P-i. Hai dai dien chp sfl tiem an sup dp li xae
suit sup dp (P[Collapse|IIVl])vi
tan suat trung binh hang nim efla
sir sup
do
(\„,,pj,,)
tflong flng vdi cap dp dpng dat quan tim
[9].
Bl bio vl cdng
trinh khdi sup do
va
lim
co sd cho vi§c
fldc tinh cic hfl
hai va
ton that (tii
chinh,
thflong vong ) do ddng dit trpng tflong
lai,
viec tinh toin ehinh
xae hai dai Iflong niy li rat quan trpng. Cd nhilu phuong phap dflpe
phit triln Si giii quylt
van
de

nay,
trong dd
cd
ci phuong phap ddng
va
phuong phip
tinh.
Phflong phip phin tfch ddng gia tang (Incremental
Dynamic
Analysis,
IDA
[10])
di dflpc
dUa
vao tilu chuan dja chan hien dai
(FEMA
350),
dflpc xem nhfl li phflong phip fldc tinh ehinh xae nhit cic
trang thai gidi han cfla cdng
trinh,
trong dd cd
sfl sup
dd do mat dn djnh
ddng tdng
thi.
Vi
li phflong phip ddi hdi mdt chuoi cie phin tich ddng
phi tuyln theo ljch sflthdi gian (Nonlinear Response History
Analysis,
NL-

RHA) eho nhilu cap dp khac nhau efla cic dao ddng nen, nln viec ip
dung phuong phip IDA ddi hdi mdt quy trinh tuong ddi phflc tap gdm
nhilu bfldc va tdn nhilu thdi
gian,
ngudn lfle.
Sfl
dung thuit toan thich
hop
(vidu hunt-and-hill-tracing [10,11]) ed
the lim giim sd
I'an
phan tich
NL-RHA can thilt de tao ra moi dfldng cong IDA tfl mdt dao dpng nen
dneinnnn'nsi'i 01.2014
rieng
1^,
tuy nhien sd Iflpng phan tich van li rat
Idn
(Chopra
etal.
[12]).
Trong khi IDA phflc tap va tdn nhilu thdi
gian,
mot sd phuang phap don giin dfla
trin
phan tich tinh phi tuyen (Nonlinear Static
Procedures, NSP) van la sfl lfla chpn khi thi vi
ed
thi
dflpc ip dung trpng thue hanh thiet kl

mi khdng can cung cap cie dap ddng
nen.
Die
biet la khi dinh gii khi ning sup S6 do mat dn
djnh ddng cua
kit
cau, NSP trd nen chinh xic
hon khi sfl sup do nay dflOc chi phdi chu ylu bdi
dang dao ddng dau tien (mode 1)
[13].
Phuang
phip
tinh
don
giin,
nhanh chdng hon, giup xap
xi flng xfl cfla he nhilu bic tu do (MDOF) bdi
md hinh he mdt bic tfl do (SDOF) tflong dflong
cd dfldng cong khi nang (backbone curve) phu
hop vdi dfldng cong day din tTnh
(SPO)
eua he
kit
cau.
Tuy cd nhilu phuong phip gidng nhu
viy tdn tai nhflng thfldng sd dung dang dudng
cong khi ning la song tuyln tinh (bilinear)
[14,15].
Nghiln cflu nay sfldung phflong phap
SPO-to-IDA

(the Static
Pushover-to-lneremental
Dynamic Analysis,
SP02IDA
[16,17]) phat triln
bdi Vamvatsikos va Cornell, cho phep sfl dung
cic dang dfldng cong khi nang tfl song tuyln
tinh
din
tfl tuyln tinh (quadrillnear) phflc tap,
giup tao ra cac dfldng cong IDA chinh xic
hon,
cho phep ngfldi sfl dung dat
dflOc
nhflng
fldc tinh chinh xic ve cic thdng sd phin flng
(Engineering Demand Parameter, EDP) va khi
ning (Intensity Measure, IM) efla
kit
cau cho
cac trang thii gidi ban quan tam, trong do ed
mit on djnh ddng tdng the (Gl).
2.
Quy trinh danh gia hieu
suHt
sup do
theo PEER
Hieu suit sup dd theo quy trinh PBEE cfla
PEER
dac trflng bdi hai dai Iflong P[Collapse|IM]

vi
\„^
^.
Quy trtnh dinh gia bao gdm 2 bfldc
[9].
""^
Bfldc 1: Phin tich rui ro vj tri (Hazard
Analysis). Milu ti xic suit xiy ra cua cac trin
dpng dat tai cic vj tri cu the, die trflng bdi
biln do dac cfldng dp (IM). Sfl dung phd gia
tdc,
Sa(T1,
(,),
tfldng flng vdi ti sd cin
{(.)
va chu
ky d mode dao ddng dau
tiln (Tl)
cfla he
kit
eau
nhflli
mdt dai dien ehinh cho
IM.
Trong dd
X[IM]
la tan suit trung binh hing nim cfla sfl
vflpt mdt cfldng dp dap ddng nln cu the, la mdt
ham cua IM. Bfldc nay dfloc thflc hien bdi cic ky
sfl

dja chan
[8],
cung cap: (1) mdt phin tich xic
suit nguy hiem dja chan (Probabilistic Seismic
Hazard Analysis, PSHA) cho vj tri cu the, (2) mdt
pho phin flng (Uniform Hazard Spectrum,
LJHS)
cho cic cap dp dpng dat khac nhau (vi du xic
suit xiy ra 2% trong 50 nim), vi (3) vdi mdi
cap dp nhfl viy, cung cap mdt bp gdm n dap
ddng nen de sfl dung trong phin tieh ddng
phi tuyln d bfldc tilp theo.
Kit
qui quan trpng
nhit
cOa
bfldc niy la cic bd dao ddng nln dai
di§n
cho
k
I'
u vflc
xiy dung cdng trinh va dfldng
cong nc
^iem
dja chan (Hazard Curve) the
hidn
m
J^n
he gifla IM vdi X[IM] dat dupc

tfl PSHA.
Bfldc 2: Phan tich phan flng
kit
eau. Mdt
md hinh chi tilt efla
kit
eau cd ke
din
phi tuyln
hinh hpc vi vat lieu dupe tao ra, cic dao dpng
nln cung cap tfl bfldc
1
dflpc sfldung trpng md
phdng bang IDA vi phin flng cua
kit
ciu dflpc
xac djnh bing eac thdng sd yeu cau ky thuit,
ching ban nhudp trdi ting d mii,
6^,
dflpc xic
djnh nhfl li chuyin vj mii chia chp chilu eao
cdng
trinh;
hoac gii trj Idn nhat cfla dp trdi ting
d tat ei eac tang,
6^^^
xac djnh bang cich chia
dp trdi cho chieu cao mdi tang. Cudng dp dao
ddng nln gay sup do (do mit on djnh dpng)
cdng trinh dupe gpi la cudng dp sup dd hay"khi

ning sup
dp"(Sa;.)
cua cdng trinh
[18].Thdng
ke
tit ci cic gia trj
Sa^.
nay dl tao ra dfldng cong
phin phdi xic suit (Cumulative probability
function,
CDF) sup do P[Collapse|IM]. Tan suit
trung blnh hang nam cua sfl sup do
i\„^^^
J
dupe tinh toin bang cich lay tieh phin dudng
eong P[Collapse|IM] efla cdng tnnh vdi dfldng
eong nguy hiem dja chan thu dupc tfl bfldc 1
theo phflong trtnh (1) (Ibarra 2003, phflong
trinh (7.10) [19]).
^collapse
Trong
dd.
=
j"p[Sac<x].|d?.|M(x)|
(1)
^
la tin suat trung blnh hang nim cua
sfl sup So,
P[Sa^£x]
la xae suit dl gii trj x vflpt

cfldng dp sup dd
Sa^
(tfle la xic suit de cdng
trinh bj sup dp khi cfldng dp dap ddng nen la
x),
WM(x)
la tan suit trung binh hing nim eua
cfldng dp dao ddng nen vuot x (tdc la mdt dilm
tren dudng eong nguy hilm dja chin).
3. Mo hinh khung
vi duf
lieu dong
dUt
He
kit
eau sfl dung trong nghien cflu niy
la cic khung BTCT chju mdmen (reinforced
concrete special moment resisting frame,
RC-
SMRF) ba nhjp, 4,
8,12
va 20 ting (ky hieu
tflOng
flng ID1010, ID1024, ID1015 va iD1020),
dflpc thilt kl cho khu vflc chju dja chin cao
(miln bic LPS Angeles, Califprnia) theo tieu
chuan
IBC-03,
ASCE 7-02, vi ACI
318-02.

Thdng
tin chi tilt ve eae he khung dflpc trinh bay trong
Haselton et al.[9].
Phi
tuyln vit lieu va hinh hpc
diu
duoc xlt
din
trong nghien cflu nay. Qng
xfl phi tuyln eua
kit
eau dflpe phin tich bang
phan mem OPENSEES [20] vi MATLAB [21].
Nghiln cflu nay sfl dung mpt bd gdm 40
dao ddng nln trong bp dao ddng nen Far-Field
CO
bin dupe phit triln trong dfl in ATC-63 (the
Applied Technology Council (ATC) Project 63)
[9].
Cic dao dpng nln nay cd eUdng dp Idn tfl
6.5-7.6
vi xic suit xiy ra la 2% trong 50 nam,
tflc la cd chu ky 2475 nim.
4.
Phifcmg ph^p
IDA
Cfldng dp sup do efla
kit
cau ed
thi

dupc
xic djnh bSng phflong phap IDA. Buac Si
xuat bdi Vamvatsikos vi Cornell (2002), IDA
li phflong phap ddng sfl dung mpt chuoi cic
phan tich Ijch sfl phin flng phi tuyln theo mien
thdi gian (NL-RHA)
cOa
mdt md hinh
kit
cau
chiu mpt hoac nhilu dao ddng nen. Mdi mdt
phin tieh dpng dflpe die trflng bdi it nhit hai
dai Iflpng: cfldng dp dap ddng nln, IM (dai dien
bdi
Sa(T1,y)
vi phin flng cua
kit
ciu, EDP (dai
dien bdi 9 , hoic
6
). Cfldng dd cfla moi dao
root •
max
-*
•
ddng nln dupe tang giim tUOng flng vdi nhieu
ti ie khic nhau (vi du: 0,2; 0,4;
0,6 1;
1,2;
1,4 2 )

de xem xet diy dfl cic pham vl flng xfl cua
kit
eau:
tfl dan hdi
din
chiy
dIo
va cudi eung li
sup do do mit 6n djnh ddng tdng the. Cie
kit
qui tfl nhflng phin tich NL-RHA eho nhilu ti le
khic nhau cfla mdt dao dpng nln thu dfloc mpt
dfldng eong IDA
thi
hien mdi quan he gifla IM
vdi EDP Viec thue hien IDA bao gdm nhilu budc
[10,11].
Hinh 1
thi
hien cic dfldng cong IDA
efla khung 4 tang chju 40 trin dpng dit, cic
dfldng cpng nay cd
thi Suae
tong hpp thinh
cic dfldng IDA phin vj 16%, 50% va 84% eua
Sa(T1,(,)
chp
9^1^
de xic djnh cac trang thii gidi
han quan tam [10]. Cic gii trj nay dflpc tinh

toin nhfl phflong trtnh (2)
50%
=
)<
=
exp(|i);
16% =
)(.exp(-5);
84%
=
)<.exp(5);
n =
z:.
Inxi
(Inxj-lnx)'
(2)
OLN.Total - -^5
-I-
crLM,Modeling
(3)
Trong dd, x,
p
va 6 lan
IflOt
li trung hinh hpc
(goemetric mean), trung binh logarit tfl nhien
vi dp phan tin eua n
(n=40)
gii trj quan sat cua
X|

(Sa(T1,0)
theo phin phdi logarit chuan va
"iNTotal '^ '°"9 ^^
P^^"
'^" "^"^ ^^^ ^^" ^^ '''^"
ddi ngau nhien eua eac dao dpng nln (gpi li
sir
bien dpi record-to-reeord) va do su khdng chic
chin trong md hinh (modeling uncertainty),
-^^,„„<,.,,„,
la'y
b^ng
0-5
Pi-
er
0.05 0.1 0.15
ed
trdi ting ldn nhit
(«Ui>)
Hlnti
1.
Cic dildng cong IDA cda khung BTCT chjumdmen4
tang (ID1010) dildl 40 tran dong
dat
Moi diem trdn
trin
hinh 1 tflong flng vdi
mdt phin tich NL-RHA cho mdt cap cfldng
dp eua mdt dao ddng nln va sfl mat dn djnh
dpng tpng the bilu hiln bdi die tinh nim

ngang
(flatline)
cfla mdi dfldng cong IDA nay,
d dd phin flng dja chin cua
kit
cau
(6 J
ting
oi.2oi4Bnnicdai 107
0
Oill
0.02 0.03
(c)
DO Mi ting mil (6!,^)
(d)
Hinh
2.
Cac ducrng
cong
SPO vdi
4dang phan phoi
tai:
(a)
Ichung
4tang
(IDIOIO);
(b) khung
Stdog
(101024):
(c) Uiimg 12 tang

(101015);
va (d) khmg20 tdng (101020)
O.OOS 0.01
0.01
S
0.02
B9 trai ting mai (£>„,,)
3500
3M0
5
2500
^
2000
^
1500 •
1000
500
0
<
1 Duimg
l;
tUAng
hOa'vy^
1
1
•>^
-
•-
• 2
X

—•—Ci»n X
' '-^ 1 1
-»—'
0
02
0.4 0.6 0.8 1 1.2
(c)
Chuydn vj mdi
[m]
Hinh3.fluc(ng
cong
SPO'te nhaf'va dirdng ly tirdng
hda
tiwng
dng: (a) khung 4tang (IDIOIO);
(b) khang
8 tdng
(101024);
(c) khung 12 tdng
(101015);
va (d)
khang 20
tang (101020)
02 0.4
0.6
0.8 1
Chuydn \n mat
[m]
vd ban vdi mdt sfl ting rit nhd eua cfldng dp
dap dpng nln

Sa(T1,0,
cfldng dp sup dp
(Sa^)
tuong flng the hien bdi cie dilm cudi efla moi
dfldng cong IDA. Cie dfldng eong phin phdi
xac suit sup dd (vdi tdng dp phin tan aLN,Total
xic djnh theo phflong trtnh (3)) tflOng flng cfla
bdn khung trong nghiln cflu nay xic djnh bang
phflong phip IDA va SP02IDA duqc trinh bay va
so
sanh
d
phan sau.
5. Phflong phap phan tich tfnh phi tuyen
SP02IDA li mpt phflong phip dua tren sfl
kit
ndi gifla dfldng cong day dan tmh (SPO) vdi
dfldng cong IDA khi
thi
hien mdi quan he gifla
cfldng dp dap ddng nen (Sa(Tl ,0) vdi phin flng
cua
kit
eau
(S^J.
Thdng qua mdt phflong phap
tflong tu nhfl FEMA 273, dfla
trin
nguyen ly sfl
dung he mdt bic tu dp (SDOF) tflOng dflong

de xap xi cho he nhilu bac tfl do (MDOF), cic
kit
qui phin vj IDA eho he SDOF thu dupe tfl
SP02IDA ed the dflpc sfl dung dl xap xi chinh
xic flng xfl dja chan cfla he MDOF Phflong
phap nay ddi hdi sfl dung he SDOF cd dfldng
cong khi nang phu hop nhat vdi dfldng cong
SPO"te
nhat" cfla he MDOF de xap xi chinh xie
phin flng ddng cfla nd. Dfldng cong nay dflpe
tao ra bing cich thflc hien cic phan tich diy
din
tinh
tflong flng vdi cie dang phin phdi tii
ngang
cung
cap bdi FEMA 356 hoac cic dang tii
dl xuat bdi Vamvasikot vi Cornell [14]. Budng
cong SPO "te nhit" se tflong flng vdi trfldng
hop cdng trtnh sup dd khi biln dang la it nhit.
Thuc hien ly tudng hda dudng cong niy de thu
dflpc dfldng cong khi nang cho he SDOF tflong
dflong,
va cudi cflng cic phin vj IDA 16%, 50%
va 84% cua he MDOF se dfloc fldc
tinh.
Hinh 2
the hien cic dfldng cong SPO eua bdn khung
tren vdi mdt vii trudng hop tii tflong flng
nhfl:

(1) phin bd theo Iflc ngang tflong dflong (ELF);
(2) phin bd theo dang dao ddng dau tien (first
mpde); (3) theo dang cin bic hai cua tdng cae
blnh phflong cfla hai dao dpng dau tien
(twio
modes SRSS); (4) la dang nghjch dio cfla trfldng
hop (3)
(tw/o
modes SRSS, then inverse), quan
sit cic bilu dd thi trfldng hop nay se cho dfldng
cong SPO "te nhat". Sfl dung phflong phip
1;^
tfldng hda cfla Chopra et
al.
[8],
dfldng cong kha
nang tflong flng eho he SDOF tflong dflong cua
cic khung dupe the hiln tren hinh
3.Tfldd
cic
dfldng phan vj IDA 16%, 50% va 84% eho cie
khung va cic diem eudng dp sup do
Sa,.
tuong
flng
Suae
Udc tinh (hinh 4). Dp phan tin
(6)
va
trung binh logarit tu nhien

(p)
cfla nd dflpc tinh
theo phflong trinh (3)
[19].
:i|nfM%L
2 yx•^6%J
=
l"(>'50%)
(3)
Trong dd, x84%, x50% vi
x16%
tflong flng
vdi cic gii trj cua SaC,84%, SaC,50%vi
SaC,16%
(cic diem cham trdn) tren hinh 4.
6. Ket qui nghien
culu
Hinh 5 trtnh bay eac dudng eong phin
phdi xae suit sup dd cfla bdn khung BTCT chju
mdmen trong nghien cflu niy tfl phflong phip
ddng IDA (Haseltpn et al. [9]) va phflong phip
tinh dl xuit (SP02IDA), sai sd gifla hai phflong
phap
thi
hien tren hinh 6. Tfl dd, eac gii trj
\oii.p« ^^dc
fldc tinh bang cich lay tieh phin
theo phflong trinh (1) eua moi dfldng cong nay
vdi dfldng cong nguy hiem dja chan cho khu
vuc xiy dflng edng trinh [9].

Kit
qui so sinh
diy dfl hon gifla hai phflong phip duoc trtnh
baytrongBing
1.
7. Ket luan:
Trong bai bio nay, mdt nghien cflu so sanh
gifla
viec
ap dung phflong phap tinh SP02IDA
vdi phflong phip ddng IDA vio quy trtnh danh
gii
hieu
suat sup dd cfla Trung tim nghiln
cflu ddng
dat
Thii Blnh Dflong (PEER) da dfloc
OSBWniCHB.'l
01.2014
0
OJ02
OJ04
0.06
0.08 0.1 0.12 0.14
(a)
00 trolling I0nnhjt«u
0 0.02 0.04 0.06 0.08 0.1 0.12 0 0.02 0.04 0.06 0.08
(c)
OOtrOi ting kSn
nil*

(«!,„)
(d)
BO
troi ting kin nhit
(ftj
Hinh
4
Cac dudng phan
vj
IDA
taSP02IDA:
firj khung 4 tdng (101010);(b) khung 8 tdng
(101024);
(c) khang 12 tdng
(101015);
vd (d)
khung
20 tdng (101020)
—
IDA-Haseltonetal.[9]
-SP02IDA-Ticgii
2
4 6
Safn=0.86)[g]
(c)
1
2
Sa(n=2.13s)Ig]
(d)
1

2
Saai =2.635) [g]
Hinh
5.
eucmg cong CDF sup do xac dinh bdi
SP02IDA
va
IDA:
(a) khang
4tdng
(IDIOIO);
(bj
khung 8 tdng
(101024);
(c) khung 12 tdng
(101015);
va (d) khang 20 tdng (101020)
thflc hien cho eic khung BTCT chju mdmen
ba nhjp, 4, 8, 12 va 20 tang chju 40 trin ddng
dat vdi xac suat xay ra 2% trpng 50%. Phuong
phap SP02IDA eho
kit
qui ude tinh kha chinh
xac cfldng dp sup do eua edng trinh (eac gii trj
phin vj
16%,
50%, 84% cua SaC) va cie gia trj
P[Collapse|Sa(T1,5%)] va XCollape. Sai sd Idn
nhit gifla hai phflong phip la rat nhd.
Kit

qua
nghiln
cdu
cho thiy:
phuc"'"
phip SP02IDA don giin vi nhanh
chdng,
ed
thi
thay
thi
tdt eho phuong phip
IDA trong viee dinh gii hieu suit sup do cfla
edng trtnh mi khdng can eung cap cie bp dao
ddng nln dau vip va chi ddi hdi mdt nd
liic
tinh
toin rat nhd so vdi IDA phflc tap, sfl dung nhilu
phin tich dpng phi tuyen theo miln thdi
gian.
Sfl sup do do mat on djnh ddng eua cdng
trinh chi chju chi phdi chfl ylu bdi dang dao
ddng dau tien (mode 1), the hien qua dp chinh
xie cao trong cic
kit
qui so sinh vl cfldng dp
sup do va hieu suit sup dp (bing 1) ngay ci ddi
vdi edng trtnh eao ting (20 ting).
Su ehinh xie efla phflpng phip tTnh
SP02IDA phu thudc chfl ylu vao viec lua chpn

cic dang phin phdi tai ngang. Tuy nhien cic
dang tii nay la khdng duy nhit, vl vay viec xem
xet mpt vai dang tii khic nhau khi sfl dung
phuang phip nay li cin thiet.
Tiki LI|U THAM
KHAO
[I]
Krawinkler,
H.,
Miranda.L,
(2004). Performance-
based earthquake engineering. Earthquake Engineering: from
engineering seismology
to
Performance-based earthquake
engineering.
Chapter
9,
Bozorgni a
Y,
Bertero W
(eds);
CRC
Press:
Boca
Raton,
9-1to
9-59.
[2] ATC-40. (1996). Seismic Evaluation
and

Retrofit
of existing concrete buildings, Report
No.
ATC-40, Applied
Technology
Council,
Redwood
City,
CA.
[3] FEMA-273. (1997). NEHRP guidelines
for
the seismic
rehabilitation
of
buildings.
Report
No.
FEMA-273, Federal
Emergency
ManagementAgency,
Washington, D.C.
[4]
FEMA-356. (2000). Prestandard and commentary
for
the seismic rehabilitation
of
buildings.
Report No. FEMA-356,
Federal Emergency ManagementAgency,
Washington,

D.C.
[5]
FEMA-SAC (2000). Recommended seismic design
criteria
for
nev^
steel
moment-frame
buildings.
Report
No.
FEMA-
350,
SAC
Joint
Venture,
Federal
Emergency Management Agency,
Washington,
DC.
[6]
PEER,
Pacific Earthquake Engineering Research
Center:
Strudural Performance Database, University
of
California,
Berkeley,
Available at
[7]

Deierlein, G. (2004). "Oven/lew
of
a comprehensive
framework
for
earthquake performance assessment".
Proceedings Inter Workshop
on
Performance
Based
Design,
Bled,
Slovenia,
June.
[8] Cornell,
A.
(2004). "Hazard, ground motions,
and
prababilistic assessments
for
PBSD".
Proceedings
Inter.
Workshop
on Performance
Based
Design,
Bled,
Slovenia,
June.

[9] Haselton, CB.
and
G.G. Deierlein (2007). "Assessing
seismic collapse safety
of
Modern Reinforced Concrete Frame
Buildings', PEER Report 2007/08, Pacific Engineering Research
Center,
University of
California,
Berkeley,
California.
[10] Vamvatsikos
D,
Cornell
CA
(2002). "Incremental
dynamic analysis". Earthquake Engineering
and
Structural
Oynamics;31(3):491-514.
[II]
Vamvatsikos
D,
Cornell CA
(2004)."Applled incremental
dynamic
analysis".
Earthquake
Spectra;

20(21:523-553.
[12]
Han,
S.W.,
Moon,
K.H.,
Chopra
A.K.
(2010)."Application
of
MPA to
estimate probability
of
collapse
of
structures",
Earthquake Engineering
and
Structural Dynamics;
39:1259-
1278.
[13] Vamvatsikos 0., Aschheim M., Comartin CD. (2011).
'A
targeted
nonlinear dynamic procedure
to
evaluate
the
seismic
performance

of
structures". Proceedings
of
the
C0MPDYN2011
Conference
on
Computational Methods
in
Structural Dynamics
and Earthquake
Engineering,
Corfu,
Greece.
[141 Chintanapakdee, C,
Nguyen,
A.H.,
and
Hayashikawa,
I
(2009).
"Assessment of
modal
pushover analysis
procedure
for
seismic evaluation of buckling-restrained
braced (rames".The lES
journal
Part A: Civil

& Structural Engineering 2(3): 174-186.
[15]
Nguyen,
A.H.,
Chintanapakdee, C, and Hayashikawa,
oi.2oi4J5Dni:[|9i
109
Bing
1:
So sinh
kit
qua gifla SP02IDA va phflong phip chinh xae IDA
Cdng trtnh
4
tang
(IDIOIO)
Sting
(IDI
024)
12
ting
(ID1015)
20
tang
(ID1020)
Phflong phip
IDA
SP02IDA
Saisd
IDA

SP021DA
Saisd
IDA
SP021DA
Saisd
IDA
SP021DA
Saisd
Cic gii tri tinh
toin
Sac.so%(g)
2.24
2.25
0.45%
0.72
0.72
0%
0.62
0.6
3.23%
0.48
0.48
0%
Sac84%(g)
3.41
3.2
6.14%
1.07
1.04
3.18%

0.92
0.88
3.9%
0.69
0.7
1.7%
Saci6%(g)
1.47
1.42
3.52%
0.483
0.48
-0.55%
0.419
0.39
7.09%
0.33
0.3
10.4%
OlnTotal
0.65
0.64
0.89%
0.64
0.632
1.25%
0.63
0.645
2.32%
0.62

0.655
5.7%
M
0.806
0.811
3.41%
-0.329
-0.329
0%
-0.48
-0.511
6.86%
-0.732
-0.734
0.3%
PiCollapse] tai
Sa2«,/5ii(T1,4)
0.09
0.085
0.3.41%
0.35
0.348
0.53%
0.29
0.312
7.61%
0.31
0.321
3.5%
Xcollap.dO")

2.5
2.28
8.76%
16.8
16
4.76%
12.6
14
11.11%
13.8
15
11.9%
"8
Sa(n=0.8es)(g]
0
, I
2
3
.1 .
1
-1 -
-?
lb)
San'1=1.71s)lg]
^ ^
(c)
Saai=2.13s)[g]
(d)
Sa(n =2,635)
lg)

Hinh
6.
Sai so giiia SP02IDA va IDA trong tinh toan dudng cong CDF sup
do:
(a) khung 4 tang
(IDIOIO);
(b) khung 8 tang (101024);(cj khang 12 tdng
(101015);
va (d) khung20 tdng (ID1020)
T.
(2010).
"Assessment
of
current
nonlinear static
procedures
for
seismic evaluation of
6RBF
buildings".
Journal
of Construdional
Steel Research
66(8-9):1118-1127.
[16] Vamvatsikos, D. and Comell, C (2005).
"Dired
estimation of seismic demand and capacity of multidegree-
of-fi'eedom
systems through incremental dynamic analysis of
single degree of

freedom
approximation" Journal of Strudural
Engineering
(ASCE);
131(4):
589-599.
[17] Vamvatsikos, D. and Cornell, C (2006).
"Dirert
estimation of seismic demand and capacity of oscillators
with multi-linear static pushovers though
IDA".
Earthquake
Engineering and Structural
Dynamic;
35(91:1097-1117.
[18] Zareian F, Krawinkler H
(2007).'Assessment
of
probability of collapseand design for collapse
safety".
Earthquake
Engineering and Structural
Dynamics;
36(13):1901-19M.
[19] Ibarra
LF
(2003).
"Global
collapse of
frame stmctures

under seismic
excitations".
PhD
Dissertation,
Departmert
of
Civil
and Environmental Engineering, Stanford University, Stanford,
CA.
[20]
Open System
for Earthquake Engineering Simulation
(Opensees). Pacific Earthquake Engineering Research Center,
University of
California,
Berkeley,

[21] MATLAB (2010).The Language ofTechnical
Computing.
Version
R2010a,
The Mathworks
Inc.,
Natlck,
Massachusetts.
MOlBinniEvaai 01.2014