Danh gia quy trinh phan tich tmh phi tuyen trong thiet ke khang chan
Assessment of nonlinear static analysis procedures for seismic design
Ngay nhan bai: 12/12/2016 Ngay su^ bai: 18/01/2017 Ngay chap nhan dSng: 3/02/2017
T 6 M TAT
Bdi bao ndy danh gia quy trinh phan tich diy dan theo dang dao dpng (Modal Pushover Analysis) va phan tich day dan sii dyng tai ngang theo tieu chuan FEMA-356 so vfli phan tich phi tuyen theo mien thfli gian (Nonlinear Respone History Analysis) cho ba khung thep phdng mflt nhjp 3,6 vd 9 tdng chju tac dflng ciia hai bfl dOng dat vert tan suat xdy ra Id 2% va 10% trong 50 nam.
ri;f khda: phiftJng phap phdn tich day dan, phuong phap phan tich theo mien thfli gian, dfl Irfli tang, chuyen vj tang.
ABSTRACT
This paper estimates the Modal Pushover Analysis (MPA) procediu-e andpushoveranalysis using FEM A-356 force distributions against the "exact"
nonlinear respone history analysis (RHA) when it is applied for one-bay steel frames of 3, 6 and 9 storys. Each frame was analysed by two set of 10 ground motions records were assembled representing probabilities of exceedance of 1% and 10% in 50 years.
Keywords: modal pushover analysis, nonlinear response historj- analysis, strory drift, inter storj' displacement.
Tr3n T h a n h Tu5n, Pham Thj U n , Nguyin Ngpc Thing, Le Thj Mai Trang TrUdng D?i hgc Quy Nhon
Tran Thanh Tuan, Pham Thj Lan, Nguyen Ngoc Thang, Le Th[ Mai Trang
1 . Gioi t h i e u
Phan tich t i n h phi tuyen t r d t h i n h c6ng cu de udc tinh tac d o n g cua d o n g dat iin kit eSu c6 dfy chinh xae cao trong eie eong trinh cao tang vh dUpc sir dung rong rai vi no dua ra mot each tiip cjn don gian eho ket eau khong dhn hoi. [1]. ThiJe te thi^t k^ cdng trinh chju tac d6ng cua d6ng dJt h i ^ nay deu dua tr^n viec the dong thi ngang vao ket cau, va dua vao cac ket quh t h u dUOc til biin df ng khong dan h6i cua ket du di d^nh gih i n h hUdng eua dja eh^n d ^ n c6ng trinh.
Theo FEMA-356 [2], p h i n Ong dia ch^n cua k^t eiu duoe t i n h tcjan bSng p h u o n g p h i p ttnh pW tuyen, trong do ket cdu ehiu t i e dong eua t i i bat bl^n khdng d6i theo chieu cao din khi dat ehuydn vl muc tieu C i c dang t i l duge de xuat trong FEMA-3S6 l i t i i phan b o t u o n g d u o n g (Equivalent lateral force (ELF) distnbution), t i i phfln b 6 theo dang dao d 6 n g co bfln (Fundamental mode distribution), tjl ph5n b o deu (Uniform distribution),.., Han c h ^ c u a quy trinh l i chUa x e l d ^ n dang dao d^ng cao hon, do d o p h i n ung dja c h i n dupc x i c djnh tU quy trinh chi chfnh xac c h o e i e cflng trinh khi dang dao dong dau ti^n l i ehu dao, n6 se efl sai iieh d i n g k^ vdi efle eflng trinh c 6 s u d f l n g gflp eua e i c dang dao dong cao hon.
Phuong p h i p d i y d i n MPA dui?c di x u i t bdi Chopra v i Goel, (2002) 13], [4] bao g6m dflng gflp eOa eie dang dao dflng eao hon. £)flu tien thiJc hi^n vi^c tjnh toan day d i n cho t u n g dang dao dflng khac nhau cua ket c i u cci nhifiu b i e t\s do d * xae dinh d i p ung cua cac d ^ n g t u o n g Ung o cac chuyftn yl myc tieu. Sau d d . xac dinh d i p ung toan p h i n ciia h^kit e i u b f l n g each t d h p p cac phan iing thanh phJn theo mflt trong eae phuang phap tfl h p p cae phan iing IcJn n h i t ciia cac dang chlnh.
Myc tieu chlnh eiia nghien eiiu n i y l i d i n h gifl flnh hudng cCia dang tfli ngang trong quy trinh phfln tieh de dUa ra eic k^t q u i chlnh xflc h o n . Cflc k^l q u i phfln tieh dupe so s i n h vfli k^t q u i trong phuong p h i p phfln tieh phi tuyen theo mien thfli gian NL-RHA. Sai l^ch v i d d chfnh x i e cOa phuong phflp SSi vdt hi khung duoc so s i n h tr#n eic k^t q u i e h u y i n v\ dinh, chuyen vi tflng, d o trfli t i n g . . . do fldcotfrt!' danh gia svr ddng gflp ciia phuong phap nay trong thl^t k^ eflng trinh thue t ^ chiu dflng dSt.
2. M o h i n h phan tfch 2.1. Md hinh khung
Hi khung dCing trong b i l b i o nfly l i khung th^p 3 . 6 v i 9 tflng chiu m o m e n trong di^ fln nghi*n euu SAC giai doan hai, vfl tufln theo tiftu chuSn IBC (International Building Code) 6 Los Angeles [S], [6]
2.2. Dang tdi ngang
Mdt so tn/dng h o p tfli duoc di xuflt trong nghlftn eiJu nay.
- NSPl-Tfli phan b d d f t u J - , „ ^ , t r o n g dfl m j a khdi luong v i s ' l i l u c p h i n b 6 tai tflng j . - NSP2 - T i i theo dang dao d ^ n g d i i n g luc phfln p h d i ,
^^ l i ham dang dao ddng thU n ciia cdng trinh.
=mi|i, t r o n g d d m la ma tr^n khfli lupng;
- N S P 3 - T i l tam g i i e phan bo theochiSu cao s; = mjAJ'. t r o n g d d s] vh 4 ' I f l l^c v i chiftu eaol?i tang j .
2.3. DO" lieu ddng ddt
a o l ^ I L T , ' " r ? ' " * " '* "*>' " ' '^" ' ™ " 8 « " ">" • » < « nSm M61 b« a»ng (Mt S i * ' '"" " ' ' ' " ' 9=V «S xa M <.« gay. Phd gia , & cOa hai M S^ng aS, d u , c .h« h *
Jf%
>--- , . ^ - > - • ; - - =
^'••:-^.
Hinh 1. Ptio ^la toe ctia hai bo dpng dat 3. K ^ t q u j n g h i e n cUu 3.1. Chuyin vidlnh (peak displacements)
Trftn d u d n g cong day dan eho thay mdi quan he giCra cflc lUe cflt day va ehuydn vi m i l . t r o n g phuong phflp day dan eiia he Ichung t h i dang dao dOng dflu tien van chiem Uu the. Hinh 2 bieu dien d u d n g cong day d i n ciia e i e hft k h u n g chju c i c dang tfli k h i e nhau t r o n g quy trinh phfln t i c h tinh phi tuyen.
Hoal dhp/ratil Ixlglil m Hoar 4l(p/Iaui MgM t*}
Hinh 2. Sudng cong iiha ning cua cac l>j khung
Dudng c o n g d i y d i n eua e i c hft khung duge xac djnh tir NSP'2 v i NSP-3 b i m k h i sat nhau. Trong khi do quy trinh phan tich day dfln theo Fema-3S6 t r o n g d d sil d u n g tfli phfln b d deu NSP-1 sai sd khfl Idn so vdi hai t r u d n g hop cdn lai.
Niu l i y gifl t n chuydn vi tir ket qufl phuong phflp NL-RHA Ifl chuan, ta xem xftt tflp hpp d i l m kit q u i e h u y i n vj dinh eua e i e phuong p h i p Ong vdi hai b d trfln d d n g dflt duoe chpn se hdi l u n h u thft n i o d e n ducmg c h u i n , Tflp h p p e i e gifl tri ( u ' L - . (u')™. , (u*)„a,j ' ' ^ " dUdng c h u i n (u' V ed hft sd gde bflng 1 dupe trinh b i y tai hinh 3.
P h i n l i n g ciia eae he k h u n g ehjU tflc d d n g hai b d trfln d d n g dat dupe xac dinh bdi p h u o n g phap phan tich p h i t u y e n day d i n t h e o d a n g dao d d n g NSP-2, phan tieh day d a n t h e o Fema-356 chiu tai t r o n g p h a n b d deu NSP-1. t i i t r o n g t a m giac NSP-3 v i phan tich phfln Ung phi tuyen theo mien t h d i gian NL-RHA
Ket q u i chuydn vi t i n g / e h i e u cao nha (%) tir e i e p h u o n g phap dupe so s i n h trong Hinh 4.
Oe so sanh chuyen vi tang cua hft khung dupe xflc d i n h b i n g cac phuang p h i p vdi phucmg p h i p ehlnh xac NL-RHA. D f l chinh xac cua chuyen vi tang ducK kiem tra bflng each xac dinh t^ sd giufa c h u y i n vj tang dupe x i c dinh tCf c i c p h u o n g phap va e h u y i n vi tang dupe xflc dinh tir phucmg p h i p NL-RHA: u \ , p = " s - r , p / " N L - H H A - ^ V ^ " " («• c a n g g i n 1 thi ket qufl cang ehinh xflc. Hinh 5 t h e hiftn t^ s6 u " ^ p ciia cflc he k h u n g .
Ket qufl chuyen vi t i n g eua efle p h u o n g p h i p khflc nhau uTig vdi hai b d c i c trfln d d n g d i t iufln bflm sflt vdi gifl tri nghiem chinh xflc dupe x i c
<^nh tir phuong phap NL-RHA. Sai sdehuyen vl tang ddi vdi nghiftm c h i n h xac duoc t h e hlftn d Bflng 1.
Ddi vdi trfln d d n g dat LA10IN50, sai sd Idn nhat cua NSP-1 lan lUpt la 31.29%, 15.05% va 43.07% eho hft khung 3 , 6 v i 9 t a n g ; sai so eua NSP-3 la 2.37%, 11.17% vfl 10.56%; trong Ichl d d sal sfl cua NSP-2 l i 3.04%, 11.70% v i 9.5% cho 3 hft khung tuOng tJng trftn.
Vdi e i c t r i n d f l n g d i t LA2IN50, sai so chuyen vj t i n g cho hft k h u n g 3, 6 vfl 9 tang lan Iuot l i 16.70%, 15.59% v i 11.64% cho NSP-1; t r o n g khi d d k i t qua t u NSP-2 l i 0.89%, 8.73% vfl 14.20%, Cdn k i t qufl t i f NSP-3 thl sai sd n h d hon nhieu. 0.89%, 7.76% v i 12.82%.
A nn «rt> t«i
C J :LJ 'MJ :UJ :L
A m «A(%)
Kinli 3. Up hop cac dl^m chuyen v| dinh ciia cdc he khung
Tuy t h e o d d ldn cflc t r i n d d n g dflt khflc nhau m i e i e ehuyen vl dinh i i khflc nhau. Vdi e i e trfln d d n g dat LA10/50, gia t n c h u y i n vl dinh dupe xfle djnh theo cflc phuong p h i p ed dp phan t i n nhfl h o n so vfli efle t r i n ddng d i t LA2/50. Vfli ciing d U lieu cua m d t bd trfln d d n g d i t , chuyen vi muc tiftu d u o c x i e djnh theo phuong p h i p tlnh phi t u y i n vdi tfli phan bd d i u NSP-1 ed biftn d d dao d d n g Idn hem phuong p h i p phan tieh d i y dfln theo dang dao d d n g NSP-2 v i phfln tfeh d i y d i n theo Fema-356 trong dd sir d u n g tfli tam g i i e d i u NSP-3.
3.2. Chuyin VI tdng (Inter story displacements)
liinh S. Iy so chuyfn vi ting trung bii cjc he khung
Kinh 4. Chuyen VI tSng trung binh dia cac he khung
1 3 . Od trdi tdng (story drift)
O d trfli tang cua hft khung ilng vdi hai bfl e i c trfln d d n g dflt duoe the hiftn d hinh 6. Cung n h u e h u y i n vi t i n g , d p trfli t i n g cOa he k h u n g dupe xae dinh bdi cflc phuong phflp k h i bam sflt nghiftm chfnh x i c NL-RHA.
99
cudng d d Iran ddng dat e i n g Idn thi sat sd eua he khung c i n g tang Iftn.
c i n g Iftn cao thi sai sd e i n g ldn.
N h i m t h l hiftn sai sd k i t q u i d d trdi l i n g duoc xac dinh tCr cflc phuong phflp so vdri nghiftm chinh xac NL-RHA, xet ty sd y . i / ^ . Bieu d d ty so n i y the hien d hinh 7.
—r I
J i
n -v-VpMu.
il.
il
UUMM
Hinh 6. EMtrw tang ming bll khung
Hinh 7. Ty so do trot tjng trung binh ctia ac h&khung
Cudng do e i c t r i n d p n g dflt c i n g l d n t h l sal s6 d ^ trfli t i n g cie h(.
khung eflng ldn. Vdi mdi trfln d d n g dflt. g l i tri d d trdi tflng dUpc xflc||tt, tir NSP-2 v i NSP-3 khfl tdt, sai sd so v d i nghiftm ehinh xflc l i M i f l n g i M ke Trong khi dfl, sai sd ttf NSP-1 l i khfl Ifln. dfle bl^t d c i c trfln d ^ g M : cfl eudng do Idn LA21N50. Cflc ket qufl sai s6 d d trdi t i n g t h l hl^n dtM
Sai sd d d trfli t i n g tir NSP-1 doi vdi cflc hft khung chju t i c d^ng c | i ' hai b d ddng d i t Ifl khfl Idn, 45.95% v i 27.59% eho hft khung 3 tflng d ^ t i e dflng t r i n dflng d i t LAI 0IN5O v i LA2IN50. Vdi hft khung 9 t i n g t h l a l sd l i n iuot Ifl 74.1 a% vfl 71,59% tUong iJng vdi hai bfl e i c t r i n d^ng dJt
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1 "
2-d 3"*
1 "
2«i 3"*
4 * 5 * 6 * 1 "
2"
3"
4 * S * 6 "
7 * 8 » 9 *
Bing 1 : Sai sd ehuyen
NSP-1 -20.81 -25.73 -31.29 15.05 11.83 7.S3 2.12 - 3 J 0 -7.96 43.07 41,01 37 84 32.26 25 52 17.88 9 55 201 -5,04
LA10IN50 NSP-2
-3.04 -039 1.47 -11.70 -8.54
•5-25 -1.58 2.17 5.98 -1.92 5 17 4 36 6 95 8.86 9.50 8 24 6.27 3 53
vi tflng ciia cac hft khung Ong vfli hai bd eie
NSP-3 -2.37
0.34 2.22 -11.17 -7.83 -4.28 -0.28 3.81 7,95 -2.92 0 36 384 6 86 9-30 10 56 9 68 8 4 5 6 14
NSP-1 -10.06 -13 07 -16.70 15.59 13 34 10.92 8.14 4.69 -225 11.64 10.13 8 53 6.84 4,90 2 62 0.09 -3 11
•7 32 LA2INS0 NSP-2
0.34 0.89 0 72 -8.73 -6.98 -4,83 -2.20 0.00 -1.43 -14.20
•12.32 -9.89 -6.58 -2.89 0.97 4 63 7,91 9.49
NSP-3 0.57 1.14 0.96 -7.78 -5.94 -3,67 -0.91 1.43 0,07 -12.82 -10,87 -8.33 -4.86 -0 95 3 1 7 7.13 1072 1251
B i n g 2 : Sai sd d ^ trdi tflng eua c i e hft khung iSng vdi hai bfy cic trfln ddng dflt
NSP-1 -20.81 -31.67 -45,95 15,05 7.52 -4.91 -23.09 -42.33 -58.69 43.07 38.05 25.90 2.91 -19 80 -40.67 -56.33 -67.03
• 7 4 ! 8 LA10IN50
NSP-2 3.04 1.58 1.08 -11,70 -5 64 0 30 7.41 7 80 -1,42 -1.92 4.14 8,29 8,70 7,60 2.25 -9 12
-35.89 NSP-3
"2.37 2 34 1.48 -11.17 -4.73 1.78 9.62 10 32 0,68 -2.92 3 J 4 8,44 10.06 10.41 6 3 3 -4 80 -19.80 -33,66
NSP-1 10.06 16.75 27 59 15 59 10.38 2.86 -11.18 -30.40 -49.49 11.64 7.96 2.97 -4.17 -13.84 -28-22
- 5 9 3 1 -71-59
LA2IN50 NSP-2
0.34 0.83 3,96 -8,73 -5 55 -2,42 -2.58 -10.98 -2438 -14.20 -10.75 -6.05 1.40 8 J 1
3.73 -10.37
NSP-3 0.S7 1,07 3,82 -7.78 -4,43 -107 -1.06
•957 -2337 -12.82 -9.22 -4,28 3.60 1130 15.52 1613
-8.78
4. Ket lu^n
Di/a tr£n kit qui phin tieh eiia khung 3,6 v i 9 tflng tif cflc phucmg phflp phin tieh day dfln v i NL-RHA cho 10 trin dpng dat cd tan suit 10%
trong 50 nhm vh 2% trong 50 nam, tie gii ed mot sd ket luan sau:
(1 ] Vdi eiing dCr lieu trin dflng dit, sai so ehuyen vj ting vfl dd trdi tflng cua he khung dupe xflc djnh tir cflc phuang phflp tflng len khi cang Iftn cao.
(2) Khi cudng dp ddng d i t tang len, ket qui eiia NSP-1 tich rdi khdi nghiem chinh xic d cic tang cao cOa hft khung.
(3) Ket q u f l t i r p h u o n g p h f l p p h i n t i e h d a y d f l n t h e o d a n g d a o d f l n g MPA b i m s i t so v d i n g h i e m c h l n h xfle so v d i efle ket q u f l t i r p h a n t i e h d a y d i n t h e o F e m a - 3 5 6 .
TAI UEU THAM UlAo
I I ] ATC-40, Seismic Evaluation and ttetrofllof Concrele Buildings. Redwood Cty, California, 19%.
[2] FEMA-356, PrestandanJ and Commentaiy for the Rehabilitation of Buildings. 2000 (3) IJod, R. K, and A. K. Chi^Ha, "Evaluation of MPA Proodiire U^ng SAC Buildings,' lournal of Strudural Engineering, ASCE, submitted for publication, 2002.
[4] Kalkan, I., and Kunnath, S. K. 'Method of modal combinations for pushover analysis of buildings.' Procof Uie 13th Worid Confeience on Earthquake ^gineering, Vancouver, BC Canada.
2004.
(51 SEAOC Seismic design manual, Volume III, - Building design examples Steel concrete and cladding. Structural Engineers Association of Califomia, Sacramento, CA, 2000.
t6| Somerville,P etal.,DeveltqimentDfGroiindMotionTimeHistoriesfDrPhase 2 of the FEMA/SAC Steel Project SAC Background Document Report No, SAC/B[)-9/04. SAC Joint Venture, 355 UniverHly Ave,Sacramento,California. 1997,
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