evaluation of earthquake resistance of non-ductile reinforced concrete building located in...

EVALUATION OF EARTHQUAKE RESISTANCE OF NON-DUCTILE REINFORCED CONCRETE BUILDING

LOCATED IN THAILANDS HAZARD AREA

TEWA BUETTNER

BUNSIRI PERMSUWAN

This thesis is part of the Bachelor of Engineering course. Department of Civil Engineering, Faculty of Engineering

Burapha University 2013

II

3 3 1 2 3 (pushover analysis) 3 3 (.. 2550) 3 1 15224.48 4.74 2 14315.26 4.34 7837.67 2.35 3 19688.38 18.73 3 3 3 : , , ,

,

III

Abstract

This study emphasized to investigate the earthquake force resistance of non-ductile reinforced concrete building which constructed in Thailand. The 3-story RC building was adopted to evaluate the earthquake resistance capacity when it subjected to earthquake force. A 3-story RC building is assumed to locate in three intensity levels of Thailands hazard area, surveillance zone, first zone and second zone. The RC frame was modeled as a two-dimensional. The moment-rotation relationship consists of yielding moment, capping moment and capping rotation obtained in plastic hinge model are determined from Ibarra and Krawinkler (2005). The capacity curve indicated that the 3-story RC building remains elastic behavior when the earthquake force regarded as base shear subjected to the building not more than 16000 kilogram forces and it can resist the maximum base shear in inelastic range around 19000 kilogram forces before collapse. When the building subjected to the earthquake forces from three intensity levels of Thailands hazard area, although the global behavior the building remain elastic but also the damage due to concrete crushing and/or rebar yielding are occurred in local behavior of beam and column. Keywords : Nonlinear static procedure, pushover analysis, plastic hinge, Thailands hazard

area

IV

. . .

V

..................................................................................................................... ............... II Abstract..................................................................................................................................... III ..................................................................................................................... IV ....................................................................................................................................... V .................................................................................................................................. VII ............................................................................................................................. X 1 1.1 .................................................................................. 1 1.2 ..................................................................................... 2 1.3 .................................................................................................. 2 1.4 .................................................................................... 2 2 2.1 ................................................. 3 2.2 Plastic hinge............................................................................... 4 2.3 Sway mechanism 9 2.4 Capacity design................................................ 10 2.5 Flexural Over-strength.......................................................................................... 14 2.6 ......................... 15 2.7 ..... 22 2.8 ............. 29 2.9 ................................................................................................. 37

VI

()

3 3.1 ....................................................................................... 39 3.2 ............................................................................................ 47 3.3 ............................................................................ 55 4 4.1 .................................. 61 4.2 ..... 65 4.3 1............ 68 4.4 2............ 71 5 5.1 ................................................................................................... 74 5.2 ....................................................................................................... 75 ......................................................................................................................... 76 ......................................................................................................................... 77 . Moment Chord rotation.................... 79 . ............... 89 ...................................................................................................... 94

VII

2.1 1 ............ 4 2.2 ......................................................................................... 5 2.3 . 6 2.4 .............................. 7 2.5 plastic hinge........ 8 2.6 .......... 11 2.7 ........ 11 2.8 Beam sidesway mechanism Column sidesway mechanism 12 2.9 ............................................................ 12 2.10 ... .................. 16 2.11 - ......................................... 17 2.12 Bauschinger ......................................................... 17 2.13 R-5 ( l/d = 2.75)............................. 18 2.15 19 2.16 ................................................................................. 20 2.17 .................................................................. 21 2.18 -...................... 21 2.19 .......................................... 22 2.20 .................................................. 27 3.1 3 ................................................................................................... 40 3.2 1................................................................................................ 41 3.3 ............................................................................................ 42 3.4 2................................................................................................ 43 3.5 3................................................................................................ 44 3.6 ........................................................................................ 45 3.7 ............................................................................ 46

VIII

()

3.8 ............................................................................. 46 3.9 ....................................................................... 47 3.10 SD30............................................. 48 3.11 SR24............................................. 49 3.12 GB3.................................................................................. 50 3.13 B2..................................................................................... 50 3.14 B4..................................................................................... 51 3.15 - 2......................................................... 51 3.16 2 - 3............................................................. 52 3.17 3-...................................................... 53 3.18 .............................................................. 53 3.19 ................................................................... 54 3.20 ............................................... 54 3.21 Dead load................................................... 55 3.22 Live load.................................................... 56 3.23 Super Impose Dead load............................ 56 3.24 ....... 59 3.25 1............... 60 3.26 2............... 60 4.1 .............................................................................. 62 4.2 ............................................................ 64 4.4 ....................................... 65 4.5 ........................................ 66 4.6 ....................... 67 4.7 1............................................... 68 4.8 1................................................ 69 4.9 1............................... 70

IX

()

4.10 2................................................ 71 4.11 2................................................. 72 4.12 2................................ 73

X

2.1 ..................................... 14 3.1 ............................... 57 3.2 (Base Shear)...................................................................................... 57 3.3 58 3.4 58 1 3.5 59 2

1

1.1 17 2538

() 2537 5.1 25 50 12 2538 7 - 250

(.. 2550) Pushover Analysis

2

1.2 -

-

1.3 - 3 2

-

- 1 2 (..2550)

- Frame 2 - Pushover Analysis SAP2000 V.15.0.0

1.4 - 3

- 3

- 3

2

2.1

(Ground motion) (Damping) (Elastic Response Spectrum) 2.1 1 (Elastic)

4

2.1 1

(Elastic) (Inelastic) ( )

2.2 Plastic hinge

5

(Ductility ratio) 2.2

my

(2.1)

m ()

y

2.2

(Flexural mode) plastic hinge 2.3

6

2.3 2 2.2.1 A

Fe (Kinetic Energy) (absorb) (Potential energy) 2.4

2.2.2 B

= Fi Fe (absorb)

7

(dissipate) (Plastic hinge) 2.5 plastic hinge

2.4 ( : , : )

2.2 plastic

hinge (Curvature ductility) 2.5

m

y

(2.2)

()

1

3 / 1 0.5 /1

p pl l l l

(2.3)

plastic hinge l

plastic hinge

8

0.08 0.15p b yl d fl ( MPa , 1 ) (2.4)

2.5 plastic hinge plastic hinge (Ductile flexural yielding) crushing (shear failure) (bond pull-out failure) crushing plastic hinge (Cyclic loops) 2.5 1 2.5 - (Elasto-plastic)

9

2.3 Sway mechanism

2.6 2.7 plastic hinge

plastic hinge 3 plastic hinge 2 2.8 plastic hinge Beam sidesway mechanism Beam hinge mechanism plastic hinge Column sidesway mechanism Column hinge mechanism

Beam sidesway mechanism plastic hinge Column sidesway mechanism plastic hinge plastic hinge column sidesway mechanism (curvature ductility) beam sway mechanism beam sway mechanism beam sidesway mechanism

Column sidesway mechanism soft-story mechanism beam sidesway mechanism plastic hinge capacity design approach

10

2.4 Capacity design plastic hinge

plastic hinge - (Weak beam-strong column)

2.4.1 1 (Design flexural capacity

strength reduction factor ) ( 2.6 2.7)

2.4.2 2

plastic hinge plastic hinge ACI 2.9 Capacity design method Prof. Paulay, Pristley and Park Canturbury

1 2

2

n n ue

M M W L

LV

(2.5)

1nM 2nM uW L

11

2.6 2.7

12

2.8 Beam sidesway mechanism Column sidesway mechanism

2.9

2.4.3 3

plastic hinge ACI (Special moment resisting frame)

13

6

5c gM M

(2.6)

cM

gM

c gM M (2.7)

2.4.4 4

(Confinement) (Buckling) ACI

2.4.5 5 plastic hinge

plastic hinge -

14

2.5 Flexural Over-strength plastic hinge

flexural over-strength flexural over-strength ( ) nominal strength ( )

0 0 nM M (2.8) over-strength factor

plastic hinge

2.5.1 SR24, SD30, SD40 1 2.1

Steel grade

(ksc) (ksc) AIT

% SR24 2,400 3,600 50 SD30 3,000 3,870 29 SD40 4,000 4,800 20

2.5.2 (T-beam action)

2.5.3 strain hardening 2.5.4 (confinement)

15

2.6 2.6.1

(a/d) a/d (flexure-dominated beams) a/d (Shear-dominated beams)

- (Flexure-dominated beams) 2.10 ... a/d = 4.5

(stiffness) 5 stiffness reload Bauschinger effect 2.11 2.12 buckling

- (Shear-dominated beams) 2.13 2.14 ...

a/d =2.75 ( R-5) a/d = 4.41 ( R-6) R-5 R-6 R-5 R-6 stiffness reload R-6 R-5 stiffness reload

16

2.15 () 15d Sliding shear failure a/d

2.10 ...

17

2.11 -

2.12 Bauschinger

18

2.13 R-5 ( l/d = 2.75)

2.14 R-6 ( l/d = 4.46)

19

2.15 2.6.2

crush P- effect

20

2.16

2.6.3

() unbalanced moment unbalancedmoment unbalanced moment 16

1 2 j y ys sV A f A f H (2.9)

joint shear failure joint shear failure 90 2.17 (Bond failure) (slip)

21

bond pull-outfailure joint shear failure bond pull-out failure 2.18 joint shear failure bond pull-out failure capacity design -

2.17

2.18 -

22

2.7 (nM )

yM , y , /c yM M , ,cap pl , pc , , c c capping

/c yM M pc sK cK ,/ /s e y cap pl c y yK K M M M ( / ) /c e y pc c yK K M M yM cM capping hysteretic strength hysteretic stiffness

2.19

- nyM M

u s udk

23

(equivalent rectangular stress distribution) Whitney 0.85 'cf 1c

1 uk d 1 0.85 280'c kscf (2.10)

1' 280

0.85 0.0570

cf

280 560'cksc kscf (2.11)

1 0.65 560'c kscf (2.12) sf s sE yf sE

=

0.85 'c s sabf A f (2.13)

0.85 '

s s

c

A f

f ba (2.14)

( nM )

T C ( udj ) 2

ad

T

24

2

n u s s

aT j d A f dM

(2.15)

C

2

0.85 'n u ca

C j d ab dM f

(2.16)

( Modulus of Rupture : 2.0 'r cff kg/cm

2) (section uncracked) (strain distribution) a 2.14 2.15 2.16 nM

1 0.59'

sn s s

c

fM A f d

f

2 1 0.59

'

cs

c

ff

fbd

(2.17)

sAbd

bd (yielding failure) s y sf

yf ( 5600 kg/cm2 ACI ...) 2.14 2.15 s yf f

0.85 ' 0.85 '

ys s

c c

fA fd

f b fa

cm (2.18)

25

2

n u s y

aT j d A f dM

kg-cm (2.19)

1 0.59'

y

n s y

c

fA f d

fM

kg-cm (2.20)

2 1 0.59'

y

n y

c

ff

fM bd

kg-cm (2.21)

n s y uf j dM A 2n ubdM R kg-cm (2.22)

1 0.59'

y

u

c

f

fj

1 0.59'

y

u y

c

ff

fR

(crushing failure) u 0.003 mm/mm sf s y

= 0.85 'c s sab A ff = s sE bd (2.23)

1 1 uc k da

/s u d c c (2.21)

1/ 0.85 'u s cE fm 2 0

u um k mk

2

2 2u

m mmpk

(2.24)

26

uc k d s (2.23) (2.15) (balanced failure) u = 0.003 mm/mm s = y s yf f

b b

b ( balanced steel ratio )

bc 0.003u mm/mm s y

/

0.003

y s b

b

f E d c

c

0.003

0.003b

y

s

df

E

c

10.003

0.003b

y

s

df

E

a

10.85 ' 0.003

0.003 /

cb

y y s

f

f f E

(2.25)

62.04 10sE kg/kg

10.85 ' 6,120

6,120

cb

y y

f

f f

(2.26)

2

bn s y

aA f dM

2 1 0.59

'

y

n b y b

c

fM bd f

f

kg-cm (2.27)

27

-

Interaction Diagram

eh ,

0.85 '

y

c

fm

f , tm 2.20 nP

n nM Pe (2.28)

2.20

28

pc

1.02(0.76)(0.031) (0.02 40 ) 0.10vpc sh (2.29) v ( / ' )g cP A f

sh

cM

0.01 '/ (1.25)(0.89) (0.91) units c

c fv

c yM M (2.30) ,( / ' )sh y w cf f v ( / ' )g cP A f 'cf MPa

unitc 1 'cf yf MPa 6.9 ksi y yield ,

, , ,y y f y b y s (2.31) ,y f yield ,y b yield ,y s yield ,cap pl ,cap pl plastic rotation capacity

0.01 ' 0.10.43 10.0

, 0.12(1 0.55 )(0.16) (0.02 40 ) (0.54) (0.66) (2.27)units c nc f Sv

cap pl sl sha (2.32)

29

sla = 1

sla = 0

v ( / ' )g cP A f

nS 'cf

sh ,cap pl

unitc 1 'cf yf MPa 6.9 ksi

2.8 .. 2550 5 (3) .. 2522 8 (3) .. 2522 ( 3) .. 2543 29 32 33 41 42 43 1 49 (.. 2540) .. 2522 2 1

30

2 3 (1) 1 () () () () () () () () () (2) 2 () () () ()

31

() () () () () 4 3 (Limited Ductility) 6 (.. 2527) .. 2522 5 6 6

32

(1)

V = ZIKCSW

V Z 7 I 8 K C 11 S 12 W 25 (2) ()

Ft = 0.07 TV

Ft 0.25 V T 0.7 Ft 0 ()

1

( )t x xx n

i i

i

V F w hF

wh

tF xF x

33

T 10

V ,x iw w x i ,x ih h x i

i = 1 x = 1

1

n

i i

i

wh

1 n

n 7 (Z) 1 0.19 2 0.38 8 (I)

I

(1) 3 (2) (3)

1.50 1.25 1.00

34

9 (K) K

(1) (Shear Wall) (Braced Frame) (2) (Ductile Moment-Resisting Frame) (3) () 25 () () (Rigidity) (4) K C 0.12 0.25 () (1) (2) (3) (4)

1.33

0.67

0.80

2.5

1.0

10 (T) (1)

0.09 nhTD

35

(2)

T = 0.10 N

nh

D N 11 (C)

1C =

15 T

0.12 0.12 12 (S)

S (1) (2) (3) (4)

1.0 1.2 1.5 2.5

(Shale) 60 60

36

9 (Undrained Shear Strength) 24 (2,400 ) 9 C S 0.14 0.14 0.26 0.26 13 (Story Drift) 6 (1) (2) 0.5 14 : 49 (.. 2540) .. 2522

37

2.9 Krawinkler Seneviratna (1998) 2, 5, 10, 20, 30 40 2 8 4 ( Northridge) 9 FEMA 273 5 5 5 Williams Albermani (2003) 3, 6, 10 (Nonlinear Static Procedure, NSP) FEMA 356 MPA NL RHA FEMA 356 MPA MPA FEMA 356 NL RHA Chintanapakdee Chopra (2003) 3, 6, 9, 12, 15 18 1, 1.5, 2, 4 6 20 MPA NL RHA

38

MPA NL RHA 2 3 NL RHA MPA 30 (Response Spectrum Analysis , RSA) (Elastic) (Underrestimate) ()

3

3

SAP2000 1 2 ..2550

3.1 3.1.1

- 3 12.85 m - 200 kg./m.2

- ACI 318-89

- 10 cm - 3 GB3, B2 B4 0.20.4m 3.6

- 3 - 2 0.30.3m 2- 3 0.250.25m 3 - 0.20.2m 3.7

40

3.1 3

41

3.2 1

42

3.3

43

3.4 2

44

3.5 3

45

3.6

46

3.7

3.8

47

3.1.2 - 210 kg/cm2

- 2 SR24 SD30 2,400 kg/cm2 3,000 kg/cm2

3.2 3.2.1

3.9

48

3.10 SD30

49

3.11 SR24

50

\ 3.2.2 ( Section Properties) - (Frame Properties)

3.12 GB3

3.13 B2

51

3.14 B4

3.15 - 2

52

3.16 2 - 3

53

3.17 3-

3.18

54

3.2.3 (hinge Properties)

3.19

3.20

55

3.3 3.3.1 200 kg/m2 3.21 , 3.22 3.23

3.21 Dead load

56

3.22 Live load

3.23 Super Impose Dead load

57

3.3.2 ..2550

- 3.1 ( W )

(kg)

3,168 2,304 11,520 0 116 17,108

3 6,600 2,304 11,520 4,800 240 25,464 2 6,600 2,304 11,520 4,800 375 25,599

5,808 2,304 11,520 4,800 476 24,908 1 5,808 2,304 11,520 4,800 476 24,908

117,987 (Base Shear)

V ZIKCSW 3.2 (Base Shear)

zone Z I K C S W(kg) V(kg) 0.19 1 1 0.12 1.2 117987 3138

1 0.19 1 1 0.12 2.5 117987 5829 2 0.38 1 1 0.12 1 117987 5380

58

-

1

( )t x xx n

i i

i

V F w hF

wh

3.3 ( xF )

( )xh m ( )xw kg x xh w ( )tF kg ( )V kg ( )xF kg

11.65 17,108 199,308 0 3,266 971 3 8.65 25,464 220,264 0 3,266 1,074 2 5.65 25,599 144,634 0 3,266 705

2.95 24,908 73,479 0 3,266 358 1 0.25 24,908 6,227 0 3,266 30

3.4 ( xF ) 1

( )xh m ( )xw kg x xh w ( )tF kg ( )V kg ( )xF kg 11.65 17,108 199,308 0 6,066 1,804

3 8.65 25,464 220,264 0 6,066 1,994 2 5.65 25,599 144,634 0 6,066 1,309

2.95 24,908 73,479 0 6,066 665 1 0.25 24,908 6,227 0 6,066 56

59

3.5 ( xF ) 2

3.24


3 8.65 25,464 220,264 0 5,599 1,840 2 5.65 25,599 144,634 0 5,599 1,208

2.95 24,908 73,479 0 5,599 614 1 0.25 24,908 6,227 0 5,599 52

60

3.25 1

3.26 2

4

1 2 Pushover Analysis (Capacity Curve)

4.1 4.1.1 (Capacity curve) 4.1 19,688.38 kgf

18.73 cm 1 15,224.48 kgf 4.74 cm 2 14,315.26 kgf 4.34 cm 7,837.67 kgf 2.35 cm

62

4.1

4.1.2 ( Plastic hinges mechanism )

- Yield (Y) - Immediate Occupancy (IO)

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

22000

0 10 20 30 40 50 60 70 80 90

Base

Reac

tion (

kgf)

Displacement (cm)

Pushover Curve

1

2

(2.35,7837.67)

(4.34,14315.26) (4.74,15224.48) ()

()

() ()

63

- Life Safety (LS) 75%

- Collapse Prevention (CP) 90%

- Failure (F)

4.1 4.2 4.48 cm () 14,766.41 kgf 1 Y IO 2 IO 3 Y Elastic

6.73 cm () 17,898.18 kgf 1 2 Y IO 3 IO Yield Elastic

18.73 cm () 19,688.38 kgf 1 3 Y IO LS F 2 IO LS Y 1 IO LS 2 IO Inelastic

23.92 cm () 19,428.76 kgf 1 Y IO F 2 LS F 3 IO Y 1 IO , LS F Y 2 IO Inelastic

64

() ()

() ()

Yield Immediate Occupancy Live Safety Collapse Prevention Failure

4.2

65

4.2 4.2.1 (Capacity curve) 1 2 3 30 kg 358 kg 705 kg 1,074 kg 971 kg 4.4 7,837.67 kgf 2.35 cm 4.5

4.4

66

4.5

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

22000

0 10 20 30 40 50 60 70 80 90

Base

Reac

tion (

kgf)

Displacement (cm)

Pushover Curve

(2.35,7837.67)

67

4.2.2 (Plastic hinges mechanism) 4.5 4.6 () 1 2 3 Y IO

() ()

() ()


4.6

68

4.3 1 4.3.1 (Capacity Curve)

1 1 2 3 56 kg 665 kg 1,309 kg 1,994 kg 1,804 kg 4.7 15,224.48 kgf 4.74 cm 4.8

4.7 1

69

4.8 1

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

22000

0 10 20 30 40 50 60 70 80 90

Base

Reac

tion (

kgf)

Displacement (cm)

Pushover Curve

1 (4.74,15224.48)

70

4.2.2 (Plastic hinges mechanism) 4.8 4.9

() 1 2 3 Y IO

() ()

() ()


4.9 1

71

4.4 2 4.4.1 (Capacity Curve)

2 1 2 3 52 kg 614 kg 1,208 kg 1,840 kg 1,665 kg 4.10 14,315.26 kgf 4.34 cm 4.11

4.10 2

72

4.11 2

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

22000

0 10 20 30 40 50 60 70 80 90

Base

Reac

tion (

kgf)

Displacement (cm)

Pushover Curve

2

(4.34,14315.26)

73

4.4.2 (Plastic hinges mechanism) 4.11 4.12

() 1 2 3 Y IO

() ()

() ()


4.12 2

5

3 Pushover Analysis

5.1 5.1.1 (Earthquake intensity)

- 1 (Base Shear) 5,829 kgf

- 2 (Base Shear) 5,380 kgf

- (Base Shear) 3,138 kgf

1

5.1.2 (Performance of reinforced concrete frames)

- 19,688.38 kgf 18.73 cm

- 1 15,224.48 kgf 4.74 cm

- 2 14,315.26 kgf 4.34 cm

- 7,837.67 kgf 2.35 cm

1 2

75

5.1.3 ( Plastic hinges mechanism ) - 1 2 1 2 3 Yield (Y) Immediate Occupancy (IO)

5.2 - 1 2

-

- (S) (S)

- (..2550)

[1.] , .. 2550 [2.] , , .. 2546 [3.] , , 2541 [4.] , , 5 .. 2554 [5.] Curtis B Haselton and Gregory G. Deierlein, Assessing Seismic Collapse Safety of Modern Reinforce Concrete Moment Frame Buildings, Department of Civil and Environmental Engineering Stanford University, 2007

77

1. 82/3 5 20260 E-mail [email protected] 2. 90 11 27260 E-mail [email protected]

.

Moment Chord rotation

80

Moment Chord rotation

GB3 ( Single reinforcement )

b = 20 cm , h = 40 cm , d = 36.3 cm , 'd = 3.7 cm , 1 = 0.85

'cf = 210 kg/cm2 210 9.81 20.6

100

Mpa

yf = 3,000 kg/cm2 3,000 9.81 294.3

100

Mpa

22 0.64 0.0014

20 20

shsh

A

sb

23 1.23.39

4sA

cm2 ,

22 1.2' 2.26

4sA

cm2

0.85 'cC f ba 0.85 210 20 a

s yT A f 3.39 3000 10,170 kg

T C ; 101700.85 210 20

a

= 2.85 cm

2n

aM T d

2.8510170 36.32

354,679 kg-cm

3,547 3547 kg-m

0.9 3,547y nM M = 3,192 kg-m

3,192 9.81

1,000yM

31.32 kN-m

81

'g c

Pv

A f 0

20 40 210

= 0 ; 0P kg

0.01 '1.25 (0.89) (0.91) unit c

c fvc

y

M

M

0 0.01(1)(20.6)31.32 1.25 (0.89) (0.91)cM = 38.39 kN-m

cM = 38.39 1,000

9.81

= 3,914 kg-m

,cap pl

0.01 ' 0.010.43 10.0

, 0.12(1 0.55 )(0.16) (0.02 40 ) (0.54) (0.66) (2.27)units c nc f sv

cap pl sl sha

0 0.43 0.01(1)(20.6) 0.01(21.44) 10.0(0.0078)0.12(1 0.55(1))(0.16) (0.02 40(0.0014) (0.54) (0.66) (2.27)

0.0237 redians

pc

1.02(0.76)(0.031) (0.02 40 ) 0.10vpc sh

0 1.02(0.76)(0.031) (0.02 40(0.0014)) 0.10

0.0549 redians 0.10

,cap pl pc = 0.0237 + 0.0549 = 0.0786 redians

1 Moment Chord rotation GB3

Point Moment ( kg-m ) Chord rotation ( redians ) A 0 0 B 3,192 0 C 3,914 0.0237 D 0 0.0786 E 0 0.0786

82

B2 ( Double reinforcement )

b = 20 cm , h = 40 cm , d = 36.1 cm , 'd = 3.9 cm , 1 = 0.85

'cf = 210 kg/cm2 210 9.81 20.6

100

Mpa

yf = 3,000 kg/cm2 3,000 9.81 294.3

100

Mpa

22 0.64 0.0014

20 20

shsh

A

sb

22 1.64.02

4sA

cm2 ,

22 1.6' 4.02

4sA

cm2

1

6,120 '

1.7 '

s s y

c

A A fR

f b

6,120 4.02 4.02 3,000

1.7 210 20 0.85

= 2.07

1

6,120 ' '

0.85 '

s

c

d A

f b

6,120 3.9 4.02

0.85 210 20 0.85

= 31.62

2c R R 22.07 2.07 31.62 = 3.92 cm

1a c = 0.853.92 = 3.33 cm

'' 0.003s s

c df E

c

63.92 3.9 0.003 2.04 103.92

= 31.22 kg/cm2

0.85 ' ' '( ')2

n c s s

aM f ba d A f d d

3.330.85 210 20 3.33 36.1 4.02 31.22 36.1 3.92

413,408 kg-cm

4,134 kg-m

83

0.9 4,134y nM M = 3,721 kg-m

3,721 9.81

1,000yM

36.50 kN-m

'g c

Pv

A f 0

20 40 210

= 0 ; 0P kg

0.01 '1.25 (0.89) (0.91) unit c

c fvc

y

M

M

0 0.01(1)(20.6)36.50 1.25 (0.89) (0.91)cM = 44.75 kN-m

cM = 44.75 1,000

9.81

= 4,561 kg-m

,cap pl

0.01 ' 0.010.43 10.0

, 0.12(1 0.55 )(0.16) (0.02 40 ) (0.54) (0.66) (2.27)units c nc f sv

cap pl sl sha

0 0.43 0.01(1)(20.6) 0.01(21.44) 10.0(0.0111)0.12(1 0.55(1))(0.16) (0.02 40(0.0014) (0.54) (0.66) (2.27)

0.0243 redians

pc

1.02(0.76)(0.031) (0.02 40 ) 0.10vpc sh

0 1.02(0.76)(0.031) (0.02 40(0.0014)) 0.10

0.0549 redians 0.10

,cap pl pc = 0.0243 + 0.0549 = 0.0792 redians

84

2 Moment Chord rotation B2


C5A

b = 20 cm , h = 20 cm , d = 20 3.9 = 16.1 cm , 'd = 3.9 cm

'cf = 210 kg/cm2 210 9.81 20.6

100

Mpa

yf = 3,000 kg/cm2 3,000 9.81 294.3

100

Mpa

22 0.64 0.0014

20 20

shsh

A

sb

1

0.003

0.003b

y

s

da k

f

E

6

0.85 0.003 16.1

30000.003

2.04 10

= 9.18 cm

0.85 'b b cP a f b = 9.180.8521020 = 32,773 kg

0.85 ' '( ')2

'

bc b y s

b

b

af a b d f A d d

eP

29.180.85 210 9.18 20 16.1 3,000 2 1.6 (16.1 3.9)2 4

'32,773

be

85

'be = 16 cm

( ')'

2b b

d de e

16.1 3.916

2

= 9.9 cm

0.85 '

y

c

fm

f 3,000

0.85 210

= 16.8

9.9

20

e

h = 0.495

24 1.64

20 16.1

= 0.025

16.8 0.025m = 0.42

0.495eh , 0.336m 1

1

0.43

3

86

1 0.43'

n

c

P

bhf

nP = 0.432020210 = 36,120 kg

n nM Pe = 36,1200.099 = 3,576 kg-m

y nM M = 0.93,576 = 3,218 kg-m

3,218 9.81

1,000yM

= 31.57 kN-m

9,589

' 20 20 210g c

Pv

A f

= 0.11 ; 9,859P kg

0.01 '1.25 (0.89) (0.91) unit c

c fvc

y

M

M

0.11 0.01(1)(20.6)31.57 1.25 (0.85) (0.91)cM = 38.21 kN-m

cM = 38.21 1,000

9.81

= 3,895 kg-m

,cap pl

0.01 ' 0.010.43 10.0

, 0.12(1 0.55 )(0.16) (0.02 40 ) (0.54) (0.66) (2.27)units c nc f sv

cap pl sl sha

0.11 0.43 0.01(1)(20.6) 0.01(21.44) 10.0(0.025)0.12(1 0.55(1))(0.16) (0.02 40(0.0014) (0.54) (0.66) (2.27)

0.0223 redians

pc

1.02(0.76)(0.031) (0.02 40 ) 0.10vpc sh

0.11 1.02(0.76)(0.031) (0.02 40(0.0014)) 0.10

0.0374 redians 0.10

87

,cap pl pc = 0.0223 + 0.0374 = 0.0597 redians

3 Moment Chord rotation C5A


4 yM , y , cM , ,cap pl , ,cap pl pl

Column yM

(kg-m) y

(radians) cM

(kg-m) ,cap pl

(radians) ,cap pl pl

(radians) GB3 3,192 0 3,914 0.0237 0.0786 B2 3,721 0 4,561 0.0243 0.0792 B4 6,773 0 8,304 0.0257 0.0806

88

5 yM , y , cM , ,cap pl , ,cap pl pl

Column yM

(kg-m) y

(radians) cM

(kg-m) ,cap pl

(radians) ,cap pl pl

(radians) C5-A 3,218 0 3,895 0.0223 0.0597 C5-B 3,218 0 3,828 0.0169 0.0391 C5-C 3,218 0 3,868 0.0200 0.0504 C5-D 3,218 0 3,904 0.0230 0.0629 C4-A 6,233 0 7,468 0.0174 0.0407 C4-B 6,233 0 7,361 0.0138 0.0289 C4-C 6,233 0 7,421 0.0157 0.0350 C4-D 6,233 0 7,421 0.0157 0.0350 C3-A 7,709 0 9,212 0.0267 0.0674 C3-B 7,709 0 9,084 0.0214 0.0482 C3-C 7,709 0 9,159 0.0243 0.0585 C3-D 7,709 0 9,255 0.0287 0.0755 C2-A 7,709 0 9,116 0.0226 0.0524 C2-B 7,709 0 8,979 0.0178 0.0368 C2-C1 7,709 0 9,148 0.0239 0.0569 C2-C2 7,709 0 9,137 0.0235 0.0554 C2-D 7,709 0 9,223 0.0272 0.0693 C1-A 7,709 0 9,010 0.0188 0.0398 C1-B 7,709 0 8,844 0.0140 0.0261 C1-C 7,709 0 9,021 0.0192 0.0410 C1-D 7,709 0 9,159 0.0243 0.0585

90

(Base Shear)

V ZIKCSW

- ( Z ) Z = 0.19 1 Z = 0.19 2 Z = 0.38

- ( I ) I = 1.00

- ( K ) K = 1.00

- ( C )

( T )

0.09 nhTD

0.09 11.650.30

12.00T s

1

C = 15 T

1C = 0.122

15 0.30

0.12 0.12 C = 0.12

91

- ( S ) S = 1.2 1 S = 2.5 2 S = 1.0

- (W)

6 ( W )

(kg)

3,168 2,304 11,520 0 116 17,108

3 6,600 2,304 11,520 4,800 240 25,464 2 6,600 2,304 11,520 4,800 375 25,599

5,808 2,304 11,520 4,800 476 24,908 1 5,808 2,304 11,520 4,800 476 24,908

117,987

V ZIKCSW 7 (Base Shear)

zone Z I K C S W(kg) V(kg) 0.19 1 1 0.12 1.2 117987 3138

1 0.19 1 1 0.12 2.5 117987 5829 2 0.38 1 1 0.12 1 117987 5380

92

0.07 tF TV tF 0.25V T 0.7 tF 0 tF = 0 ( T = 0.3 < 0.7 )

- ( xF )

1

( )t x xx n

i i

i

V F w hF

wh

8 ( xF )

( )xh m ( )xw kg x xh w ( )tF kg ( )V kg ( )xF kg

11.65 17,108 199,308 0 3,266 971 3 8.65 25,464 220,264 0 3,266 1,074 2 5.65 25,599 144,634 0 3,266 705

2.95 24,908 73,479 0 3,266 358 1 0.25 24,908 6,227 0 3,266 30

93

9 ( xF ) 1

10 ( xF ) 2


3 8.65 25,464 220,264 0 6,066 1,994 2 5.65 25,599 144,634 0 6,066 1,309

2.95 24,908 73,479 0 6,066 665 1 0.25 24,908 6,227 0 6,066 56


3 8.65 25,464 220,264 0 5,599 1,840 2 5.65 25,599 144,634 0 5,599 1,208

2.95 24,908 73,479 0 5,599 614 1 0.25 24,908 6,227 0 5,599 52

EVALUATION OF EARTHQUAKE RESISTANCE OF NON-DUCTILE REINFORCED CONCRETE BUILDING LOCATED IN THAILANDS HAZARD

AREA

.

3 3 1 2 3 (pushover analysis) 3 3 (.. 2550) 3 1 15224.48 4.74 2 14315.26 4.34 7837.67 2.35 3 19688.38 18.73 3 3

95

3

Abstract This study emphasized to investigate the earthquake force resistance of non-ductile

reinforced concrete building which constructed in Thailand. The 3-story RC building was adopted to evaluate the earthquake resistance capacity when it subjected to earthquake force. A 3-story RC building is assumed to locate in three intensity levels of Thailands hazard area, surveillance zone, first zone and second zone. The RC frame was modeled as a two-dimensional. The moment-rotation relationship consists of yielding moment, capping moment and capping rotation obtained in plastic hinge model are determined from Ibarra and Krawinkler (2005). The capacity curve indicated that the 3-story RC building remains elastic behavior when the earthquake force regarded as base shear subjected to the building not more than 16000 kilogram forces and it can resist the maximum base shear in inelastic range around 19000 kilogram forces before collapse. When the building subjected to the earthquake forces from three intensity levels of Thailands hazard area, although the global behavior the building remain elastic but also the damage due to concrete crushing and/or rebar yielding are occurred in local behavior of beam and column.

96

1.)

17 2538 () 2537 5.1 25 50 12 2538 7 - 250

( . . 2550) Pushover Analysis

2.)

3 SAP2000 1 2 ..2550

97

2.1 3 12.85 m 200 kg./m.2 ACI 318-89 10 cm

2.2

2.2.1 yM , y ,

/c yM M , ,cap pl , pc , , c pc

1.02(0.76)(0.031) (0.02 40 ) 0.10vpc sh

cM 0.01 '

/ (1.25)(0.89) (0.91) units cc fv

c yM M y

, , ,y y f y b y s ,cap pl

0.43

,

0.01 ' 0.1 10.0

0.12(1 0.55 )(0.16) (0.02 40 )

(0.54) (0.66) (2.27)units c n

v

cap pl sl sh

c f S

a

98

2.2.2 ..2550

- (Base Shear)

V ZIKCSW -

1

( )t x xx n

i i

i

V F w hF

wh

3.) 3.1

19,688.38 kgf 18.73 cm 1 15,224.48 kgf 4.74 cm 2 14,315.26 kgf 4.34 cm

7,837.67 kgf 2.35 cm

3.2 (Plastic hinges mechanism )

4.48 cm () 14,766.41 kgf 1 Y IO 2 IO 3 Y Elastic

6.73 cm ()

99

17,898.18 kgf 1 2 Y IO 3 IO Yield Elastic

18.73 cm () 19,688.38 kgf 1 3 Y IO LS F 2 IO LS Y 1 IO LS 2 IO Inelastic

23.92 cm () 19,428.76 kgf 1 Y IO F 2 LS F 3 IO Y 1 IO , LS F Y 2 IO Inelastic

()

()

()

100

()

3.3 () 1 2 3 Y IO

3.4 1

() 1 2 3 Y IO

1 3.5 2

() 1 2 3 Y IO

101

2

4) 4.1 (Earthquake intensity) 1 4.2 (Performance of

reinforced concrete frames) 1 2 4.3 ( Plastic hinges mechanism )

5) - 1 2

-

- (S) (S)

102

- (..2550)

[1.] , .. 2550 [2.] , , .. 2546 [3.] , , 2541 [4.] , , 5 .. 2554 [5.] Curtis B Haselton and Gregory G. Deierlein, Assessing Seismic Collapse Safety of Modern Reinforce Concrete Moment Frame Buildings, Department of Civil and Environmental Engineering Stanford University, 2007

1).pdf2).pdf3).pdf4).pdf5).pdf6).pdf7) 1.pdf8) 2.pdf9) 3.pdf10) 4.pdf11) 5.pdf12).pdf13).pdf14)().pdf15)().pdf16)(1).pdf17)(2).pdf

evaluation of earthquake resistance of non-ductile reinforced concrete building located in...

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