*Email: Gholipour_m@aut.ac.ir

*

I

I

I

I

I

I

FEMA355D

FEMA350

FEMA351

I

I

ANSYS

MP1

MP2MP3

Column Cover Plate

Beam Top-Flange Plate

Reinforced Cover Plate

Beam Bottom-Flange

Plate

AISC

MP1

H=300 cm

cm240bL

AISC

cm1500 L

AISC

MP1

ST-37ANSYS

MP1MP2MP3

MP1

IPE270 Beam section

2IPE240 Column section

220 Center line of column I-

sections

PL220*10 Column cover plate

PL280*60*20 Reinforced cover plate

PL300*200*15 *Beam bottom-flange

plate

PL150*100*10 Shear tab

PL270*210*15 Doubler plate

PL220*60*15 Continuity plate

*

MP1

Loading

Roller Support

Lateral Support

ST-37

2.10E+06 2/ cmKg

0.32/ cmKg6500

MP1

Yield Stress

) 2/ cmKg ) Part

3107 Beam/Column flange

3451 Beam/Column web- web stiffener

3540 Beam top flange plate- reinforced column cover plate

3120 Beam bottom flange plate-doubler plate-continuity plate

3535 Shear tab-column cover plate

SOLID45

XYZ

SOLID45

CONTA173

TARGE170TARGET

CONTACT

SAC97

AISCFEMA350

MP1

MP1

2/ cmKg

Mp

0.8Mp

AISC

a) Von Mises stress contour

b) Von Mises plastic strain contour

MP1

-20

-15

-10

-5

0

5

10

15

20

0 10 20 30 40 50 60 70

Cycles

δ(cm)

X

Y

Z

0

.00813

.016259

.024389

.032519

.040649

.048778

.056908

.065038

.073167

X

Y

Z

.51602

1347

2693

4040

5386

6732

8079

9425

10772

12118

MP1

AISC

Φs

ab12

AC

B

D

bh1t2t

ABCD

AC

Ms

Φs

sk

MsΦs

AISC

MP1

Ms(KN.m)

Φs(rad)

sk

(KN.m)

I(m^4)

L (m)

EILKs /

102.96 1.41E-03 7.28E+04 5.79E-05 4.8 28.73

EILKs /

AISC

)(2

21

22

ab

bapz

)(

))()((

21 tthb

DCBAc

A

C

B

D

E7018

E6013

MP1

MP1

MP1

0.8Mp

AISC

LEI /20Ms

IPE270

Ms

LEI /20

LEI /20

Φs

sK s

sM

KN.m

LEI /

EILKs /

AISC

0

50

100

150

200

250

300

0 0.01 0.02 0.03 0.04 0.05 0.06

Interstory drift Angle(rad)

Mo

me

nt a

t C

olu

mn

Fa

ce

(K

N.m

)

Experimental

Model

Finite Element

Model0.8Mp

IPE200

(IPE400)

IPE200

MP2HbL0L

IPE400

MP3HbL0L

AISC

MP2MP3

MP1

ST-37

2/ cmKg

2.10E+060.32/ cmKg6500

MP1

MP2*

IPE200 Beam section

2IPE180 Column section

180 Center line of column I-

sections

PL180*8 Column cover plate

PL220*60*18 Reinforced cover plate

PL220*150*18 **Beam bottom-flange

plate

PL120*80*8 Shear tab

PL200*150*10 Doubler plate

PL160*45*18 Continuity plate

MP3*

IPE400 Beam section

2IPE360 Column section

330 Center line of column I-

sections

PL330*15 Column cover plate

PL420*80*25 Reinforced cover plate

PL560*300*30 **Beam bottom-flange

plate

PL250*150*15 Shear tab

PL400*330*25 Doubler plate

PL340*85*30 Continuity plate

*mm

**

MP2aMP3

b

0

50

100

150

200

250

300

0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009

Connection Rotation(rad)

Mo

men

t at

Co

lum

n F

ace(K

N.m

)

20EI/L

Ms

MP3

a) MP2

b) MP3

MP2MP3

MP2MP3

MP2MP3

2/ cmKg

a) Von Mises stress contour

a) Von Mises stress contour

b) Von Mises plastic strain contour

MP2MP3

X

Y

Z

.733E-06

.013244

.026487

.03973

.052973

.066217

.07946

.092703

.105946

.119189

MP2

MP3MP1

MP2MP3a

b

a) MP2

b) MP3

MP2MP3

0.8Mp

AISC

EILKs /

MP2MP3

AISC

MP2MP3

Model Name

Ms

(KN.m) Φs

(rad) sk

(KN.m)

I

(m^4) L

(m)

EILKs /

MP2 46.56 1.34E-

03 3.48E+

04 1.94E-

05 4.8 41

MP3 278.4 1.20E-

03 2.31E+

05 2.31E-

04 6.8 32.35

E6013

-100

-80

-60

-40

-20

0

20

40

60

80

100

-0.08 -0.06 -0.04 -0.02 0 0.02 0.04 0.06 0.08

Interstory Drift Angle(rad)

Mo

men

t at

Co

lum

n F

ace(K

N.m

)

-0.8Mp

0.8Mp

-600

-400

-200

0

200

400

600

-0.08 -0.06 -0.04 -0.02 0 0.02 0.04 0.06 0.08

Interstory Drift Angle(rad)

Mo

men

t at

Co

lum

n f

ace(K

N.m

)

LEI /20LEI /2

AISC

0.8Mp

AISC

0.8Mp

AISC

AISC

EILKs /

1. Federal Emergency Management Agency. (2000). FEMA-355D: State of the Art Report on Connection

Reinforcement. Sac Joint Venture, Sacramento, California.

2. Engelhardt, M.D., Sabol T.A., Aboutaha R.S. and Frank K.H. (1995). “Testing Connections: An Overview

of AISC Northridge Moment Connection Test Program.” AISC, Modern Steel Construction, Vol. 35, No. 5,

PP. 36-44.

3. Kurobane, Y., Ogawa, K. and Ueda, C. (1996). “Kobe Earthquake Damage to High-Rise Ashiyahama

Apartment Buildings: Brittle Tensile Failure of Box Section Columns.” Proc., th7 Tubular Structures

Conf., Balkema, Rotterdam, PP. 277-284.

4. Federal Emergency Management Agency. (2000). FEMA-350: Recommended Seismic Design Criteria for

New Welded Steel Moment Frame Buildings. Sac Joint Venture, Sacramento, California.

5. Federal Emergency Management Agency. (2000). FEMA-351: Recommended Seismic Evaluation and

Upgrade Criteria for Existing Welded Steel Moment Frame Buildings. Sac Joint Venture, Sacramento,

California.

6. Mazrooe, A., Simonian, W. and Nikkhah eshghi, M. (2009). Experimental Evaluation of Rigid Welded

Connections Used in IRAN. BHRC Publication No.R-305, Tehran. (In Persian)

7. Iranian National Building Code. (2005). Part 10: Steel Structures. Ministry of Housing and Urban

Development,Tehran. (In Persian)

8. Deylami, A. and Shiravand, M.R. (2005). “Moment Connection of Steel Built-up Column Using Side

Plates.” Proc. Fourth International Conf. on Advances in Steel Structures, Shanghai, PP. 911-916.

9. AISC, American Institute of Steel Construction. (2005). Seismic Provisions for Structural Steel Buildings.

Chicago.

10. AISC, American Institute of Steel Construction. (2005). Specification for Structural Steel Buildings.

Chicago.

11. Clark, P. (1997). Protocol for Fabrication, Inspection, Testing, and Documentation of Beam-Column

Connection Test and other Experimental Specimen. SAC Joint Venture, Sacramento, California.

12. Mazzolani, F.M. (2000), Moment Resistant Connections of Steel Frames in Seismic Areas, E & FN SPON,

London.

13. Deylami, A. (2010). Report of I-Beam to Double-I Built-up Column Moment Connection Experiments.

BHRC Publication (under revision), Tehran. (In Persian)