鋼筋混凝土建築物耐震能力詳細評估分析方法推垮分析w3.ncree.org.tw/rcbpa/09015.pdf · II ABSTRACT This study uses the capacity spectrum method which was suggested

NCREE-09-015

()

Seismic Evaluation of Reinforced Concrete Structure with Pushover Analysis

* * * ** *

Yeong-Kae Yeh, Fu-Pei Hsiao, Wen-Cheng Shen,

Yao-Sheng Yang, Shyh-Jiann Hwang,

* **

June 2009

I

ATC-40

(Capacity Spectrum Method)

(Pushover analysis)

FEMA-273 ASCE 41-06

RC

MATLAB

ATC-40

II

ABSTRACT

This study uses the capacity spectrum method which was suggested by ATC-40 to evaluate the seismic resistance of reinforced concrete buildings, and introduced a nonlinear analysis program as a tool to perform a precise seismic evaluation. The capacity spectrum curve is transferred from the relative curve of the base shear versus the roof displacement provided by a pushover analysis. From the pushover analysis, the seismic resistance of the structure is not only controlled by the strength but also by the deformation.

According to ATC-40 and the structure components behavior, we develop a reasonable method to define nonlinear hinge properties for RC members. Because the nonlinear analysis program cannot to set nonlinear hinges on the shell element, this paper provides the equivalent truss mode to simplify the simulation of brick walls.

The National Center for Research on Earthquake Engineering had proceeded a series of static pushover experiments for school buildings, this paper compared the experimental and analytical curves in order to verify the suggested seismic evaluation method. The results of analysis indicate that the proposed analytical method can simulate the strength and the actual seismic behavior of reinforced concrete buildings accurately. Then, the seismic evaluation method which suggested by this paper can provide the engineers a way to perform precise seismic evaluation.

Keywords: Seismic evaluation, pushover analysis, nonlinear hinge, ATC-40

III

........................................................................................................................I

ABSTRACT ......................................................................................................... II ..................................................................................................................... III

....................................................................................................... 1

1.1 ........................................................................................ 1 1.2 ............................................................................ 1 1.3 ............................................................................................. 2

........................................................................... 4

2.1 RC ................................................................... 4 2.1.1 RC ........................................................................................ 4 2.1.2 RC ....................................................................... 7

2.2 RC ................................................................... 9 2.2.1 RC ................................................................................ 9 2.2.2 RC ....................................................................... 9

2.3 RC ................................................................... 9 2.3.1 RC ........................................................................................ 9 2.3.2 RC ......................................................... 16

2.4 .................................................................. 17 2.4.1 ....................................................................................... 17 2.4.2 ....................................................... 19 2.4.3 ............................................................................... 20 2.4.4 ............................................................................... 21 2.4.5 ............................................................................... 21 2.4.6 ........................................................... 22

......................................................................... 23

3.1 ...................................................................... 23 3.2 .......................................................................... 23 3.3 .................................................................. 24 3.4 .................................. 25

......................................................................... 27

4.1 ............................................................................... 27 4.2 .................................................................................. 27 4.3 ...................................................................................... 28

IV

............................................................................................. 30

5.1 ...................................................................................... 30 5.1.1 BMR1-R ................................................................................ 30 5.1.2 PF-2 ................................................................................... 31 5.1.3 ....................................................... 32 5.1.4 ....................................................... 34

5.2 .......................................................................................... 35 5.2.1 ................................................................... 35 5.2.2 ................................................................... 36 5.2.3 ................................................................. 38 5.2.4 ..................................... 39

5.3 .............................................................. 39 5.3.1 A ........................................................................... 39 5.3.2 B ............................................................... 40

..................................................................................................... 42

............................................................................................................. 43

A ............................................. 110

B 97 12 12 ........................... 117

C 98 2 18 ............................. 131

D 98 5 6 ............................... 148

E 98 6 3 ....................................... 159

1

1.1

kgf cm

6

1.2

1

V

roof (capacity

curve)

2

[1]

1.3

ETABSPISA3D

SAP2000NASTRAN

ETABS

ETABS CSI (Computer and Sciences, Inc.)

[2]ETABS

SAP2000

ETABS

ETABS 8.0

Nonlinear ATC-40[3] FEMA 273[4]

(Pushover Analysis)

()

ETABS (default

hinge)(user-defined hinge)

FEMA 273 ATC-40

3

(1)(axial hinge)P

(2)(P-M-M hinge)PMM

(3)(moment hinge)M3(X )M2(Y )

(4)(shear hinge)V2(X )V3(Y )

M3 ETABS

2

A~E A~E 3

SF(Scale Factor)SF

Mn

ETABS FEMA 273

RC (shell element)

RC

4

RC

2.1 RC

2.1.1 RC

4

Elwood Moehle [5][6] 5

P V y

s

(ductile shear failure)

(flexure-shear failure) a

(axial

failure)

Elwood Moehle[5] 50

(drift ratio)

(drift ratio)

3 1 1 14100 133 40 100

s m

g cc

PH A ff

= +

(1)

H stAb s

=

stA

( s )b s m bV bd =

5

bV d h

0.8 cf gA P

(1)

Elwood Moehle[6]

(drift ratio) 24 1 (tan )

100 tantan

a

st yt c

sH PA f d

+=

+ (2)

ytf cd

65 1tan ( / )H h

(2)

Sezen Moehle[7]

1.

6 nV bV

k bV

s

a

Elwood Moehle [5][6] s (1)

a (2) s

a

6

k 312( )ck EI H= (3)

cEI )( ACI 318-05 [8]0.35 c gE I 0.35 c gE I cE

gI T

0.7 c gE I gI

T

ACI 318-05 cV sV

0.53 1140c cg

PV f bdA

= +

(4)

cotst yt csA f d

Vs

= (5)

ytf ACI

45 cd d

450 7

2

12tan

45

1

0

+=

tt ff

(6)

gAP= 2kgf1.06 cmt cf f=

(4)(5) nV

cot 0.53 1140

st stn c

g

A f d PV f bds A

= + +

(7)

bV

7

2b nV M H= (8)

nM (nominal moment strength)

2.

8 nV bV

k nV

[6] a

a (2)

0.04H

3.

9 bV k

bV

2.1.2 RC

RC

1.

8

(clear length)H

10

1 SF(scale factor) Moment SF

nM Rotation SF 1 1

ysaH H

= (9)

max ,a sbH H =

(10)

( )3

12b b

yc

V V Hk EI

= = (11)

ETABS M3 ( Y

M2) ETABS A~E

D E

ETABS

E D 10 20

2.

(clear length)H

11 2 Force SF nV Disp. SF H 2

min ,0.04acH =

(12)

ETABSV2(Y

V3)

CD E

9

ETABS E

D 10 20

2.2 RC

2.2.1 RC

T T

T

[8]

1. T 1/4

() 8 1/2

2. 1/12

() 6 1/2

2.2.2 RC

RCASCE 41-06[9]RC

12 RC

3 RC 4

ETABS

T

T

2.3 RC

2.3.1 RC

ETABS (shell element) RC

10

RC

RC

1. RC

RC RC

13

RC

RC RC

RC

RC

2. RC

RC [10]

RC (

)

()

14

12 2

1p u e VV

= = (13)

15 u e p

RC

(1) ( yV , y )

11

yM

(14)

2 yy

MV

H= (14)

ys , (15)

,s y vhH = (15)

( )2 1 1.2vh y

c w w

VE t

+

= (16)

0.17 = w = wt = yf ,

(17)

IEHV

c

yyf 12

3

, = (17)

gII 7.0= gI yslip,

(18) 2

, 8 ( )b y

slip ys w

d fH

uE d a =

(18)

bd u 1.6 cu f =

Sozen[11] sE wa

(19)

yslipyfysy ,,, ++= (19)

(2) ( fuV , fu )

uM

(20)

HMV ufu

2= (20)

12

fus , (21)

,s fu vhH = (21)

fuf , (22) gII 7.0= gI

3

, 12fu

f fuc

V HE I

= (22)

(23)

, 2( ) ( )2 2p

plastic fu u y p

H = + (23)

u y

p 2 2w

pH=

fuslip , (24)

, ,fu

slip fu slip yy

VV

= (24)

yV yslip, (18)

(25)

fuslipfuplasticfuffusfu ,,,, +++= (25)

16

( 0.4fp fuV V= )

0.02rad 0.02fp H = fp fu

fp fu = 17

(3) ( scrV , scr )

ACI 318

13

0.874

uscr c w

w

N dV f t d= + (26)

0.33 50.16

2

uw c

w wscr c w

n w

u

Nf tV f t dM

V

+ = +

(27)

cf =d =

0.8 (0.8 w ) uV = nM =

uN = uV

02n w

u

MV

14

str w wA t a= (32)

wa yf

Paulay and Priestley[12]

0.25 0.85 uw ww c

NaA f

= +

(33)

wA w w wA t=

(b)

10.7 0.52cf

=

(34)

(c)

1tann

H

=

(35)

23

wn w

a=

(d)

2 tan 13h = (36)

2cot 13v = (37)

( )21

1 0.2h

h h

K

= +

(38)

( )21

1 0.2v

v v

K

= +

(39)

( ) cosh h h c strF K f A = (40)

( ) sinv v v c strF K f A = (41)

15

( )1 1 yhh h hh

FK K K

F= + (42)

( ) 0.751 1 yvv v vv

F NK K K

F+

= + (43)

yhF yvF

(e)

( )1 cossu h v c strV K K f A = + + (44)

(45)~(55)

(f) ()

( )11h v

h h su suh v

F R V V

= =

(45)

( )1tan tan1v h

v v su suh v

F R V V

= =

(46)

(g) ()

hh

th s

FA E

= (47)

0.75 0vvtv s

F NA E

= (48)

thA tvA

(h) ()

02040.002 0.001

815.5cf = +

(49)

0d = (50)

d r

(i) ()

16

( ) ( )2 sin cos 2 2 sin cosvh r d r v d = = + (51)

r v

19

(j)

,s u vhH = (52)

(53)

IEHV

c

susuf 12

3

, = (53)

gII 35.0= gI

18(54)

, ,su

slip su slip yy

VV

= (54)

yV yslip, (18)

(55)

, , ,su s u f su slip su = + + (55)

20 scrV scr

suV su

( 0.4sp suV V= )

0.02rad 0.02sp H = sp su sp su =

17

2.3.2 RC

21

17 5

17

( , )y yV

( , )fu fuV (13) u fu = e y = Moment SF 2HVfu

Rotation SF 1yfu fuy

VV H

H RC d

1

Rotation SF

yfp fp

y

VV H

17 6 (13)

Force SF suV Disp. SF scrsu suscr

VV c

Disp.SF

scrsp sp

scr

VV

2.4

2.4.1

[13]

1.

22 V dP

cosdVP

= (56)

1tan bb

HW

=

bH

bW

18

d dd

d d

P LE A

= (57)

dA dL dE

--

V 3

3

5 3 7 32 24 2 4 2

b b b

b b b d b

W H H VH W W E T

= + + + + +

(58)

3

3

5 3 7 32 24 2 4 2

b b b

b b b

W H HH W W

= + + + + +

(59)

0.15 bT 0.5 2.0b bH W

(59) ( )b bH W 0.50.5 ( )b bH W 2.02.0(

0.5 ( ) 2.0b bH W )

bdTEV= (60)

bd

d

bdd TE

PTE

V 2coscoscos === (61)

(58)(62) dA

2cosd b

dL TA

= (62)

2cosd

b

dd

LTAW == (63)

2.

23(a)

(1)

19

2 3

3 3u u u u

VV

= +

(64)

(2)

2

2u u u

VV

=

(65)

ETABS

23(b)

2.4.2

24

c

bl bw bh hg vg

(1) ()

tan b hcb v

h gw g

+=+

(66)

(2) () 2( )tan

2b h

cb b v

h gw l g

+=+ +

(67)

(3) 3( )tan2( )

b hc

b v

h gw g

+=+

(68)

(4)

20

2( )tan b hcb v

h gl g

+=+

(69)

24 0.5B

1B 1B

0.5~2

2.4.3

RC

(1)

( )tan b bH W

( 0.45 )n b b f b mbtV T W H f= + (70)

( )bb WH

21

( )min ,b b bH H W = 1 tanbH W = 2 0.5 tanb bH W H= f mbtf

btf

0.8850.0337( ) (0.654 0.0005047 )f mc mc Nf f = + + (75)

( )0.3381.079mbt mcf f= (76)

0.22bt bcf f= (77)

N mcf bcf CNS

2.4.4

(57)

nu

u b

VE T

=

(78)

bT uE

uE [13~16]

0.7 0.31 261.29u bc mcE f f= (79)

1 1.67 0.64( )b bH W = 0.5 ( ) 2.0b bH W 2

0.3670.556 uE (78)

2.4.5

(1)

0.6r f b b nV T W V= (80)

(2)

22

0.7 0.6r f b b nV T W V= (81)

f bT bW

2.0%

2.4.6

25 7 Force SF cosnV Disp. SF cosu

1tan ( )b bH W= ETABS A~E

D E

23

pA

ATC-40[3]

3.1

V roof 26

aS (/ g ) dS

21 i i i ii i

PF w w = (82)

1 1i ii

w W PF = (83)

1( )aS V W= (84)

1d roofS PF= (85)

iw i i i

1ATC-40 iiroof

HH

=

iH i roofH 1PF

(modal participation factor) 1 (modal mass coefficient) i

iW w= roof

3.2

27

24

initialK

( ,d pS , ,a pS )

s initialK ( ,d yS , ,a yS )

3.3

( ,d pS , ,a pS )( ,d pS , ,a pS )

,,

2 d peqa p

ST

S g=

(86)

0 0.05eq = + (87)

0 [17]

00

14

D

S

EE

= (88)

DE 28

, ,8 4D e a p d pE A S S= (89)

eA

0SE

( ,d pS , ,a pS )

0 , , 2S a p d pE S S= (90)

(89)(90)

25

, ,, ,

4 20.05 e a p d peq

a p d p

A S SS S

= + (91)

, ,, ,

4 20.05 e a p d peq

a p d p

A S SS S

= + (92)

0.33

3.4

[1]( ,d pS , ,a pS ) eqT eq

pA

, 00

, 0 0

, 00

2.51 1 0.20.2

0.22.5

2.5

eqa p eq

s

sp a p eq

s eqa p eq

TS for T T

B T

BA S for T T T

B TS for T T

T

+

= <

26

P Ap

27

4.1

(colph.exe

bwph.exe pga.exe)(mcrinstaller.exe)

(

http://school.ncree.org.tw/phpbb3/index.php)

4.2

(X )(X )

(Y )

1.

2.

3.

4.

28

2800 2kgf/cm

5.

(X )

4.3

ETABS

(X Y )

10 29

45

9

ETABS

(1) RC RC

(2)

(3) (bwph.exe)

(

29

)

(4) (bwph.exe)

(colph.exe) (5) ETABS (4).e2k

(6) ETABS

(7) ETABS

(8) ETABS

(9) (pga.exe)

30

RC RC

5.1

RC RC

RC (NCREE) BMR1-R [18]

RC (NCREE) PF-2 [20]

BW01BW02BW03 BW04 [14]

RC [21]

5.1.1 BMR1-R

BMR1-R

5.1.1.1

1/2.5

75 cm60 cm325 cm

32#64,204

kgf/cm2#32,803 kgf/cm210 cm210 kgf/cm20.15 'c gf A 142,046 kgf (142 tons)

30

31

5.1.1.2 BMR1-R

ETABS

ETABS M3

52

NCREE ETABS

48

48 ETABS

42,896

kgfETABS M3 43,217 kgf 47,298 kgf

M3

5.1.2 PF-2

RC PF-2

5.1.2.1

300

cm 450 cm 276 kgf/cm2 3,092

kgf/cm2 3,537 kgf/cm2 25,108 kgf (25.1 tons)

31

5.1.2.2 PF-2

ETABS

32

ETABS M3

53

NCREE ETABS

49

53

16,881 kgfM3 16,660 kgf 16,927 kgf

M3

M3

5.1.3

(BW01~BW04)

5.1.3.1

BW01

BW02BW03BW04RC

BW0110mm

:

BW01

RC 80 cm 150 cm 223 kgf/cm2

4,126 kgf/cm2 3,968 kgf/cm2

100 cm 80 cm 0.5B(9.6cm)

185 kgf/cm2 193 kgf/cm2

32

BW02


33

4,126 kgf/cm2 3,968 kgf/cm2

100 cm 80 cm 0.5B(9.6 cm)


32

BW03


4,126 kgf/cm2 3,968 kgf/cm2

100 cm 80 cm 0.5B(9.6 cm)


32

BW04


4,126 kgf/cm2 3,968 kgf/cm2

100 cm 80 cm 0.5B(9.6 cm)


32

5.1.3.2

RC ETABS

54~ 57

NCREE ETABS

50 BW01

BW01

BW01

54~ 57

34

12 BW02 BW04

BW01 54

5.1.4

5.1.4.1

RC

:

RC80 cm150 cm209 kgf/cm2

2,803 kgf/cm22,803 kgf/cm2360 cm

280 cm1B(20.4 cm)333 kgf/cm2

131 kgf/cm2

33

5.1.4.2

RC

ETABS

58 NCREE

ETABS 51

58

32,886 kgf 38,909 kgf

35

5.2

5.2.1

[22]

5.2.1.1

72 9.3

3.18 3.5

262 tons

297 tons559 tons40 cm

()120 tons

9

10

1134~37

59~60

5.2.1.2

ETABS

36

63

Present ETABS

61 62

63

216,032 kgf 191,272 kgf

59 60

A-frame 57 ETABS

A-frame C5C7 B-frame 16 ETABS

B-frame C8C13 C5C7

C8

C13

C8

5.2.2

5.2.2.1

60 10.4

37

3.95

3.75

309 tons201.8 tons

510.8 tons11

38~4243

64~66

5.2.2.2

ETABS

69 NCREE ETABS

67 68

69

297,220 kgf 245,392 kgf

5.2

64 68

A-frame 347 ETABS

A-frame C3C4C7 B-frame 689 ETABS

B-frame C6C8C9

38

5.2.3

5.2.3.1

18.210.8

3.83.6

(Specimen I)(Specimen II)

198tons155tons

353tons11

44~4770~72

5.2.3.2

ETABS

75 NCREE

ETABS

73 74

75

() 120,022 kgf() 121,390 kgf

114,238 kgf

39

71 74

A-frame 234567

ETABS A-frame C2~C7 C2~C7

C4~C7 C2 C3

C2 C3

5.2.4

3.5

3.8181 tons136 tons

317 tons11

76~77

78

79

147,260 kgf

124,810 kgf

5.3

5.3.1 A

[23]

40

5.3.1.1

50 10

3.6 3.6

498 tons371 tons869tons210

kgf/cm22,800 kgf/cm22,800 kgf/cm2

132.5 kgf/cm2210 kgf/cm2

80~83

5.3.1.2

ETABS

84 Present

SERCB

84 [23] 313,000 kgf

355,155 kgf

5.3.2 B

[24]

5.3.2.1

3.6

53.510.2

41

901B

160 kgf/cm2

2,800 kgf/cm2

5.3.2.2

3.1

ETABS

433,420 kgf

8.42 cm

85 Present SERCB

5.3.3

SERCB

42

ETABS

RC

RC RC

1.

2.

ETABS

3.

4.

5.

43

[1] 2006

[2] CSI, ETABSExtended 3D analysis of building systems, Nonlinear

Version 8.5.4, Users Manual, Computer and Structures, Inc.,

Berkeley,California, 1999.

[3] ACT-40, Seismic evaluation and retrofit of concrete buildings. Report No.

SSC 96-01, Applied Technology Council, 1996.

[4] FEMA 273, NEHRP Guidelines for the Seismic Rehabilitation of

Buildings, Federal Emergency Management Agency, Washington, D.C.,

1997.

[5] Elwood, K. J., and Moehle, J. P., Axial capacity model for shear

damaged columns, ACI Structural Journal, Vol. 102, No. 4, 578-587,

2005.

[6] Elwood, K. J., and Moehle, J. P., Drift capacity of reinforced concrete

columns with light transverse reinforcement, Earthquake Spectra, Vol.

21, No. 1, 71-89, 2005.

[7] Sezen, H. and Moehle, J. P., Shear strength model for lightly reinforced

concrete columns, Journal of Structural Engineering, ASCE, Vol. 130,

No. 11, 1692-1703, 2004.

[8] ACI Committee 318, Building code requirements for structural concrete

(ACI 318-05) and commentary (ACI 318R-05). American Concrete

Institute, Farmington Hills, MI, 2005.

[9] ASCE, Seismic Rehabilitation of Existing Buildings (ASCE 41-06).

American Society of Civil Engineers, Reston, Virginia, 2006.

[10] RC

2005

[11] Sozen, M. A., Monteiro, P., Moehle, J. P., and Tang, H. T., Effects of

cracking and age on stiffness reinforced concrete walls resisting in-plane

44

shear, Proc., The Fourth Symposium on Nuclear Power Plant Structures,

Equipment, and Piping, North Carolina State Univ., Raleigh, NC, Dec.,

3.1-3.13, 1992.

[12] Paulay, T., and Priestley, M. J. N., Seismic Design of Reinforced

Concrete and Masonry Buildings, John Wiley & Sons, Inc., New York,

744 pp., 1992.

[13] 2008

[14] RC

2003

[15]

1994

[16] RC

1996

[17] Chopra, A. K., Dynamics of Structures Theory and Applications to

Earthquake Engineering, Prentice-Hall, Inc., Englewood Cliffs, New

Jersey, USA, 1999.

[18] FRP

NCREE-99-0301999

[19] RC

NCREE-03-0102003

[20]

NCREE-06-0102006

[21]

()74-31

1985

[22]

EM05-003622005

45

[23]

095301070000G3317

2006

[24]

NCREE-08-0232008

- 46 -

1 RC (M3 Type)

Points Moment/SF Rotation/SF

A 0 0

B 1 0

C 1 a

D 0 b

E 0 10b

2 RC (V2 Type)

Points Force/SF Disp./SF

A 0 0

B 1 0

C 0 c

D 0 10c

E 0 10c

- 47 -

3 RC

bal

w c

Vb d f a b c

0.0 3 0.025 0.05 0.2

0.0 6 0.02 0.04 0.2

0.5 3 0.02 0.03 0.2

0.5 6 0.015 0.02 0.2

0.0 3 0.02 0.03 0.2

0.0 6 0.01 0.015 0.2

0.5 3 0.01 0.015 0.2

0.5 6 0.005 0.01 0.2

4 RC

a b c

(d/2) 0.003 0.02 0.2

>(d/2) 0.003 0.01 0.2

- 48 -

5 RC

Points Moment/SF Rotation/SF

A 0 0

B y

u

VV

0

C 1 1

D 0.4 d

E 0.4 d

6 RC

Points Force/SF Disp/SF

A 0 0

B scr

su

VV

0

C 1 1

D 0.4 c

E 0.4 c

7

Points Force/SF Disp/SF

A 0 0

B 1 0

C r nV V 2 cosr

u u un

VV

D r nV V 0.02

cosb

u

H

E r nV V 0.02

cosb

u

H

- 49 -

8

eq sB 1B

0.50 1.93 1.75

- 50 -

9

15 GC1C2N 201 23 GA3A4S 197 24 GA2A3S 232 25

1

CC3N 150

195

13 GC6C7N 334 14 GC4C5N 199 20 GA6A7S 163 21 GA5A6S 231 22

2

GA4A5S 167

219

11 GC12C13N 188 12 GC11C12N 213 18 GA12A13S 251 19

4

GA11A12S 226

220

9 GC15C16N 425 10 GC13C14N 436 16 GA14A15S 152 17

5

GA13A14S 252

316

4 GA21A22S 273 5 GA20A21S 171 6 GA19A20S 268 7 GA19B19E 166 8

7

GB19D19E 155

207

1 GA23A24S 240 2 GA22A23S 271 3

8 GA25B25W 306

272

kgf/cm2

- 51 -

10

4 31 CA10 D19 3752.56 32 CA10 D19 4129.85 35 CA10 D19 4364.39

4078.86

33 CA10 D16 3834.13 41 CD10 D16 3599.60 46 CC10 D16 3630.19

3691.37

48 CC10 D19 3946.30 50 CC10 D19 4099.26 52 CC10 D19 4313.40

4119.65

kgf /cm2

5 27 CA13 R6.4 4751.88 28 CA13 R6.4 5200.55 29 CA13 R6.4 4915.03

4955.82

19 CA15 D19 3599.60 22 CD13 D19 4160.44 24 CC13 D19 3966.70

4262.41

20 CA15 D19 3885.12 23 CD13 D16 4782.47 25 CC13 D16 3956.50

4201.23

43 GA14A15 D19 3599.60 44 GA14A15 D19 3538.42 45 GA14A15 D19 3721.96

3619.99

kgf /cm2

- 52 -

11

'cf 219.95 210.06 153.98 210.06

yf 4262.41 4198.78 2928.62 4262.41

ytf 2799.12 4198.78 4866.09 2799.12

mcf 301.84 301.84 301.84 301.84

bcf 150.10 150.10 150.10 150.10

kgf /cm2

12

BW01 27862.73 19773.32 BW02 29730.85 19642.79 BW03 34929.36 19435.79 BW04 33356.96 21102.01

kgf

- 53 -

roof

(Base Shear)

roof

V

1

2 ETABS (M3)

- 54 -

3 FEMA 273

L

V

P

M

M

4

5

- 55 -

V

k

Vn

Vb

Vb=2Mn/H

as

6

P V

p

2p

(-,)

(0,-)

2 1.06t cf f =

7

- 56 -

V

k

Vn

Vb

Vb=2Mn/H

a

8

V

Vn

Vb

Vb=2Mn/H

9

- 57 -

SF

MM

Rotation SF

10

SF

PP

Disp. SF

11

12 ASCE 41-06 RC

- 58 -

13

p e

u

( )1 1,V ( )2 2,V

14

- 59 -

( )1 1,V ( )2 2,V

( )1,0V1

2 2 21

,V VV

( )1 1,V 1

2 21

,V VV

15 ()()

- 60 -

Load

Deflecion

),( crcrV ( , )fu fuV ( , )y yV

( )yV ( )y

( )uV

( )fu

16

Lateral Deformation

B

A

C

D, E

Late

ral

17 RC

- 61 -

18

2

2vh

v

d h

r

h

v

19

- 62 -

( , )scr scrV ( , )su suV

( )scrV ( )scr ( )su( )suV

20

21

- 63 -

22

( [13])

(a)

(b)

rVrV

nV nVV V

u u2 u 2 u

23

- 64 -

b

bb

b

b

b

b

b

b

b

b

c c

cc

24

( [13])

SF

PP

/ SF

C

B

A

D,E

u

25

- 65 -

26

Sa

Sddy

sKinitial

Kinitial

dp

ay

ap

27

- 66 -

28

- 67 -

DL+0.5LL

ETABS()

ETABS(e2k)

Bwph.exe

Colph.exe

ETABS

()

PGA.exe

PGA

ETABS(e2k)

ETABS(e2k)

29

- 68 -

75*60

55 c

m29

0 cm

(#3@

10)

75 c

m

245*180

A A

60 c

m75 cm

Section A

30 BMR1-R ( [18])

- 69 -

31 PF-2 ( [20])

32 BW01-BW04 ( [14])

- 70 -

33 ( [21])

34 (2F RF)

- 71 -

A frame

30 30270 30270 30270 30270 30270 30270

1234567

G.L

332

340

5029

050

282

70

35

- 72 -

36

37

- 73 -

38

- 74 -

39

- 75 -

40

41 (1)

- 76 -

42 (2)

- 77 -

43

- 78 -

(a) Plan view of Roof floor

(b) Plan view of 2F floor

44

- 79 -

45

46

- 80 -

47

- 81 -

48 BMR1-R

49 PF-2

- 82 -

50 BW01

51

- 83 -

0 10 20 30Roof Displacement (cm)

0

20000

40000

60000

Bas

e Sh

ear (

kgf)

ExperimentalNCREE

52 BMR1-R


0

4000

8000

12000

16000

20000

Bas

e Sh

ear (

kgf)

ExperimentalNCREE

53 PF-2

- 84 -

0 0.4 0.8 1.2 1.6 2Roof Displacement (cm)

0

5000

10000

15000

20000

25000B

ase

Shea

r (kg

f)ExperimentalNCREE

54 BW01

0 1 2 3 4 5Roof Displacement (cm)

0

10000

20000

30000

Bas

e Sh

ear (

kgf)

ExperimentalNCREE

55 BW02

- 85 -


0

10000

20000

30000

40000B

ase

Shea

r (kg

f)ExperimentalNCREE

56 BW03


0

10000

20000

30000

40000

Bas

e Sh

ear (

kgf)

ExperimentalNCREE

57 BW04

- 86 -

0 4 8 12 16Roof Displacement (cm)

0

10000

20000

30000

40000

50000

Bas

e Sh

ear (

kgf)

ExperimentalNCREE

58

- 87 -

59

- 88 -

60

- 89 -

61 ETABS

3-D

- 90 -

A-frame

B-frame

C-frame

D-frame

62 ETABS

- 91 -


0

100000

200000

300000B

ase

Shea

r (kg

f)ExperimentalExperimental_CorrectionNCREE

63

- 92 -

64 ()

- 93 -

65 ()

- 94 -

66

- 95 -

67 ETABS

3-D

- 96 -

A-frame

B-frame

C-frame

D-frame

68 ETABS

- 97 -

0 10 20 30 40Roof Displacement (cm)

0

100000

200000

300000

400000B

ase

Shea

r (kg


69

- 98 -

70 ()

- 99 -

71 ()

- 100 -

72

- 101 -

73 ETABS

3-D

- 102 -

A-frame

B-frame

C-frame

74 ETABS

- 103 -


0

40000

80000

120000

160000B

ase

Shea

r (kg


75

- 104 -

76

- 105 -

C1 C2 C3 C4 C5

4-#66-#7

4-#66-#7

6-#6 6-#6 6-#5

#3@20 #3@20 #3@20 #3@20 #3@20

33 x 40 33 x 40 33 x 40 30 x 30 24 x 24

77

78

- 106 -


0

40000

80000

120000

160000

200000B

ase

Shea

r (kg


79

80

- 107 -

81

82

83

- 108 -

0 2 4 6 8 10 12Displacement (cm)

0

100000

200000

300000

400000La

tera

l For

ce (k

gf)

SERCBPresent

84


0

100000

200000

300000

400000

500000

Bas

e Sh

ear (

kgf)

NCREESERCB

85

- 109 -

110

A

MATLAB

MCRInstaller.exe

RC

Bwph.exe ETABS

.e2k

ETABS

filename.txt()

filename.e2k(ETABS )

filename.e2k( ETABS )

Colph.exe RC

.e2k RC

ETABS

filename.txt()

filename.e2k(ETABS )

filename.e2k( ETABS )

PGA.exe P-

111

ETABS

filename.txt()

filename.txt(P- ETABS )

filename.txt(PGA )

112

ETABS kgf cm

P- kgf cm

( kgf cm) Tab

Bwph.exe

$ BRICK WALL PROPERTIES

$Name width height thick f_mc f_bc P Bond Confinement

Name()

width(cm)

height(cm)

thick(cm)

f_mc(kgf/cm2)

f_bc(kgf/cm2)

P(kgf)

Bond1 ()2 (

)3 4

Confinement4 3 2

Colph.exe RC

113

1.

$ BEAM SECTIONS

$Name1 Name2 L f_cp f_yl f_yt cover hoop spacing num_hoop

Name1T

Name2 T L

L(cm)

f_cp(kgf/cm2)

f_yl(kgf/cm2)

f_yt(kgf/cm2)

cover(cm)

hoop

spacing(cm)

num_hoop

2.

$ BEAM DATA

$Name story section

Name( ETABS )

story

section( Name1)

3.

$ CONCRETE SECTIONS

$Name f_cp f_yl f_yt cover hoop spacing num_hoop

b

num_hoop=2

114

Name( ETABS )

f_cp(kgf/cm2)

f_yl(kgf/cm2)

f_yt(kgf/cm2)

cover(cm)

hoop

spacing(cm)

num_hoop

4.

$ COLUMN DATA

$Name story section shape Height L fromBtm

Name( ETABS )

story

section( Name)

shape

Height(cm)

L(cm)

fromBtm(cm)

5.

$ AXIAL LOAD

$Story Column Loc P

Story()

Column()

Loc()

h

b

num_hoop=3

115

P(kgf)

ETABS MS.EXCEL

kgf-cm

6.

$ SECTION PROPERTIES

(Name)

(h) (b)

(d) (f_yl) (s)... (s)

...

(d) (f_yl) (s)... (s)

Name( shape )

h(cm)

b(cm)

d(cm)

f_yl(kgf/cm2)

s

COLUMN01

24 36

5 4504 7 7

12 3029 6 6

19 4504 7 7

b=36

h=24

2-#64-#7

5 4 12

= + +

116

PGA.exe

1.

$ BUILDING PROPERTIES

$Weight Height

...

Weight(kgf)

Height(cm)

2.

$ SITE SPECTRUM PARAMETER

$S_DS S_D1

S_DSSDS

S_D1SD1 1

117

B 97 12 12

1. fixed y

ASCE41

2.

V-D

ASCE41

3. ETABS

4. capacity curve capacity spectrum ETABS1PF1

ATC-40 capacity curve capacity spectrum

5.

6.

118

1.

(NCREE-08-023) 4.15 u 49 fu

2. () 5.2

3. () 5.4

4.

5.

119

1. Mu

Pushover

P-M-M hinge

P-M-M hinge Pushover

2. model ETABS

ETABS

3. MyMn

yM nM

yM nM

4.

V- ETABS

ETABS

5. 202 Pushover

ETABS

6. ApeqPushover eq

Chopra[2.3]eq

=0.33

7.

FRP

8. (

)

120

9. ()

10.

11.

12. Pushover

121

1.

2. ()

(1) (2)

3. (1) (2) (3)

122

1. ATC40 Pushover

1

10

2.

123

1.

2. aV a

Priestley 4

a 0.04H 4

3. Ap ( 2.12)

4.

5.

a a

6. RC

7. Ra

Ra

124

1. RC

2. RC

3. RC

4.

5.

8RC

6.

7.

()

8.

9. ()

10.

GAP

125

11. ()

12.

13. ETABS v8.0

ETABS v8.0

14. beam data data(XX )(XY )

XY

15. T

T

16. RC

RC

17. RC COLUMN SECTION PROPERTIES

RC RC

18. RC X Y XY

X X RC()

RC X X RC

19. P.147(4)

126

0.8Vmax(1)~(3) 0.8Vmax

0.8Vmax

20. 8.4 0.8VmaxP.24 2.4 0.8Vmax+(I=1.0)P.148 Vmaxinterstroy drift 2% 2.4 I=1.25 I

8.4 I=1.25 Vmax interstroy drift 2% I=1.0

21. P.133

22. PUSH1 LOAD PATTEM DEAD (DL+0.5LL)*1 DEAD*1+LIVE*0.5

23. Static Nonlinear Case DataP-Delta

P-Delta

P-

P-

24. Y M2V3 Y

Y M2V3

127

25.

26.

27.

28. ()

29.

RC ()

RC

30.

31. Ap

32.

0.33(P.20) ATC-40 TYPE ABC 0.33

0.33 ATC-40

33. 1/2B 1/2B

34.

128

35.

129

1. T

T

T T

2.

High-rise RCW()(Low-rise)(H/L

130

1. y uM M=

y uM M= uM

2. 475 2500 PGA curve

475

2500 3. yQu FEMA 273

FEMA273

4.

5. ETABS

6.

10

ASCE-41

131

C 98 2 18

7. (1)

ytf

ytf

1. ytf 2800~4200 kgf/cm2

2. (1)

NCREE-07-015(2007)

8. (10)(12) b c a y

b c

a (y/H)

(y/H) 9.

ASCE

(pp. 2)

3D

(pp. 6)

132

ETABS

4-16 (C)()

( fuV4.0 )0.02rad

RC

10. 0

ASCE 41

133

bal

w c

Vb d f a b c

0.0 3 0.025 0.05 0.2

0.0 6 0.02 0.04 0.2

0.5 3 0.02 0.03 0.2

0.5 6 0.015 0.02 0.2

0.0 3 0.02 0.03 0.2

0.0 6 0.01 0.015 0.2

0.5 3 0.01 0.015 0.2

0.5 6 0.005 0.01 0.2

11.

ASCE/SEI41-061.5RC

(ASCE/SEI41-06 pp. 180)(2002)

12cm () 15cm()12cm 15cm

4

GAVH

EI12VH 3

+=

134

EI A

4

135

1.

2. P

3.

0

4.

Vmax Vmax

136

1.

2.

137

1.

SERCB

2. 10()

3. RC

RC

4. ()

5.

138

1. cf

2100kgf cmcf

cf cA

cA

cf cA

2. 135

3.

4.

5. Pushover analysis

cA

139

Ac Vmax

6. Coupled walls building

y max

RCW RCW Equal displacement rule RCW (Unequal lengths)

RCW

RCW RCW

7.

8. M3 V2 Y M2 V3

Y M2V3

9.

10.

()

11. (Vmax or 0.8Vmax)(2.0% or 1.0%)

140

()

ABCDE

12. ( AC 100~150 gal)()

ABCDE ETABS

13. ETABS

hinge()()

hinge

14. M3 (overturning moment) Mn()

DL M3

ETABS P-M-M

M3

M3 DL - ETABS

ETABS P-M-M P-M-MM3

141

BMR1-R P-M-M

0 5 10 15 20 25 30Roof Displacement (cm)

0

10000

20000

30000

40000

50000

Bas

e Sh

ear (

kgf)

ExperimentalPresentETABS-M3ETABS-PMM

15. P.45 s ya H H= [ ]max a sb H H= b

max a y s yb H H H H =

ETABS a

b

a (y/H)

(y/H)

142

1. RC

1

Shell RC RC

2.

21p.133

3.

(2002)

12cm () 15cm ()

143

()

()

()()5

4

4.

()2

ASCE 41

5.

6. (RC)

7. RC

RC

()

(

RC

144

)

8.

(

)

0.3 3kg m

9.

10. 8 etabs

Define Static Load

ATC-40

145

Case Names Auto Lateral Load User Coefficient()

11.

12.

475

2500

475

13. RC

RC

RC

(ETABS MODEL)

()

RC

146

2V

N =

2V

N =

0=N

kNN 812.=

5/)( 32 NNN +=

1N2N

3N

V

V

V

V

V

V

V

N

NP

P

P

P

V

14. 10

P

ETABS P P

15. Chopra & Goel 2002 EESD(Earthquake Engineering and Structural Dynamics)

PUSHOVER

FEMA 440

147

()

( 1.6)

()

SRSS

148

D 98 5 6

1.

2. ASCE 41

3.

()

4. Vmax

475 50 10%(IRa)

97 12 18

475

I RaVmax

149

1.

2.

ASCE 41-06

()

150

1.

2.

3. 14000

50% 7000 7000 7000

151

1. P23 3.2 P24 3.3

2.

?

3.

4

?

4.

()

5.

( Response 2000)

6. P-

?

4

()

P-

152

1.

2. 6F RC

() RC

()

2.14

3.

(a)limitation (b) (c)

4. Pushover

()( LT)30%~40%()

? [ 2F Pushover ]

153

5. Pushover Pushover

R()I()() Ra()

97 12 18

475

I Ra Vmax

154

1.

155

1. 1

()

2. 4

My Mu 1 (page 45)

Mu(C )=My(B ) Mu=1.25 My

Mn (nominal moment strength) My MuMn

3. 56 6 8

ETABS

6 6

ASCE 41

4. 7~9

2.4

R 2.4~4.8

R 3.0 R 5.0

FEMA 273

97 12 18

475

Elwood Moehle

156

y(B =0.005)u(C =0.015 0.02 R3.0 R5.0) c(E =0.03 0.04) FEMA 273

2.0

ASCE 41-06

5. 27

DL+1/2LL+0.1C EQ My Mu

My Mu DL+1/2LL

ASCE 41-06 ()

6. 1.2 475

Ra 2500

R

( 2500 ) 2/3 1/2(475 )

97 12 18

475

I Ra Vmax

157

7.

8.

89 7 12

97 12 18

158

1.

2.

3.

()

4.

5.

159

E 98 6 3

1.

()

2.

3.5 9

3.5 9 3.4

Documents

鋼筋混凝土建築物耐震能力詳細評估分析方法 推垮分析w3.ncree.org.tw/rcbpa/09015.pdf · II ABSTRACT This study uses the capacity spectrum method which was suggested

鋼筋混凝土建築物耐震能力詳細評估分析方法推垮分析w3.ncree.org.tw/rcbpa/09015.pdf · II ABSTRACT This study uses the capacity spectrum method which was suggested