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Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
1/17
EC.3 – 1/8
MOMENT CONNECTION EXAMPLE ACCORDING TO EC3 – 1 – 8 : 2005
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
2/17
EC.3 – 1/8
Column web panel in shear - §6.2.6.1 EC3 – 1 – 8 :2005
Shear area of the column (HEA160):
��� � � � 2 · �� · � � � � � 2 · ��� · � � 3877 � 2 · 160 · 9 � �6 � 2 · 15� · 9 � 1321 ���
Plastic moment of the column:
���,� � !"#·$%&' � �().+·�,)+.-- � 67.40 /0�
Plastic moment of the column a flange:
���,�,� � -.�)·12·3425 ·$%&' � -.�)·+6-·75·�,)+.-- � 0.891 /0�
Plastic moment of the column a stiffener (thickness of a stiffener = 15 mm):
���,83,� � -.�)·�1293:2�·3;<5 ·$%&' � -.�)·�+6-96�·+)5·�,)+.-- � 2.38 /0�
Design plastic shear resistance:
= �,> ,� ,+ � (·?"#,42,@A ; � (·-.B7+·+-CD,7 � 9.40 /0
= �,> ,� ,� � �·?"#,42,@AE�·?"#,;<,@A ; � �·-.B7+·+-CE�·�.DB·+-CD,7 � 17.26 /0
= �,> ,� � �FGH= �,> ,� ,+; = �,> ,� ,�J � 9.40 /0
KLM,NO � P.Q·RS·TUV√X·YZP � KLM,[OO,NO � P.Q·\X]\·]^_√X·\.PP � Q. `P � \aa. a � Q. `P � \Qa. ] bc
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
3/17
EC.3 – 1/8
Column web in transverse compression - §6.2.6.2 EC3 – 1 – 8 :2005
Effective width of column web in compression:
�d,�, � � 5 · e� � ��f � 2 · � � 5 · �9 � 15� � 2 · 16 � 152 ��
Reduction factor for interaction with shear:
g � 1 then h � h+
h+ � +i+E+.D·jkl44,2,:2·<:2mn2 o5 � +
p+E+.D·qrs5·trC5r u5 � 0.786
Slenderness of the web plate:
v � � w� � 2 · e� � ��f � 152 � 2 · �9 � 15� � 104 ��
x�yyy � 0.932 · p1l44,2,:2· :2·$z·3:25 � 0.932 · p+)�·+-(·�,)�+----·65 � 0.707 { 0.72 | } � 1
Design resistance of stiffened column web:
~V,LV,NO � �·bLV·��RR,V,LV·�LV·RSYZP � KLM,[OO,NO � P.^a�·\·\_]·�·]^_\.PP � Q. `P � ]P�. _X bc
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
4/17
EC.3 – 1/8
Column web in transverse tension - §6.2.6.3 EC3 – 1 – 8 :2005
Effective width of column web in compression:
�d,�, � � 5 · e� � ��f � 5 · �9 � 15� � 120 ��
Reduction factor for interaction with shear:
g � 1 then h � h+
h+ � +i+E+.D·jkl44,2,:2·<:2mn2 o5 � +
p+E+.D·qr5'·trC5r u5 � 0.849
Design resistance of stiffened column web:
~�,LV,NO � �·��RR,V,LV·�LV·RSYZP � KLM,[OO,NO � P.a`Q·\]P·�·]^_\.PP � Q. `P � \^^. _P bc
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
5/17
EC.3 – 1/8
Column flange in transverse bending - §6.2.6.4 EC3 – 1 – 8 :2005
Resistance of the first row (bolt row adjacent to a stiffener):
Effective length:
� � 42 � 0.8 · 15 � 30 ��
�� � 62 ��
� � 35 ��
�x+ � D-D-ED) � 0.46x� � 6�D-ED) � 0.95� | � � 5.60
G � �FG��; 1.25 · �� � 35 ��
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
6/17
EC.3 – 1/8
Bolt-row considered individually:
�d,�� � 2 · � · � � 188.50 ��
�d,�� � � · � � 168 ��
For Mode 1: �d,+ � �d,�� � 168 �� { �d,��
For Mode 2: �d,� � �d,�� � 168 ��
Design resistance of a T - stub flange:
~�,\,NO � `·ZM�,\,NO� � `·qP.]_·��RR,\·�RV] u·RS�·YZP � `·eP.]_·\�a·Q]f·]^_XP·\.PP � \]`. ^` bc
��,D,� � 2 · -.7·�;·�k%&5 � 2 · -.7·�()·+---+.�) � 352.80 /0
��,�,� � �·?"#,5,@AE�·��,C,@A�E� � �·q-.�)·�l44,5·3425 u·$E�·��,C,@A��E��·%&' � �·e-.�)·+6B·75f·�,)ED)·D)�.B·+-C�D-ED)�·+.-- � 218.76 /0
~��,NO,\ � \]`. ^` bc
Resistance of the second row (inner bolt row):
Bolt-row considered individually:
�d,�� � 2 · � · � � 188.50 ��
�d,�� � 4 · � � 1.25 · � � 163.75 ��
For Mode 1: �d,+ � �d,�� � 163.75 �� { �d,��
For Mode 2: �d,� � �d,�� � 163.75 ��
Design resistance of a T - stub flange:
~�,\,NO � `·ZM�,\,NO� � `·qP.]_·��RR,\·�RV] u·RS�·YZP � `·eP.]_·\�X.^_·Q]f·]^_XP·\.PP � \]\. _a bc
��,D,� � 2 · -.7·�;·�k%&5 � 2 · -.7·�()·+---+.�) � 352.80 /0
��,�,� � �·?"#,5,@AE�·��,C,@A�E� � �·q-.�)·�l44,5·3425 u·$E�·��,C,@A��E��·%&' � �·e-.�)·+6D.,)·75f·�,)ED)·D)�.B·+-C�D-ED)�·+.-- � 218.03 /0
~��,NO,] � \]\. _a bc
Resistance of the third row (bolt row adjacent to a stiffener):
Bolt-row considered individually:
�d,�� � 2 · � · � � 188.50 ��
�d,�� � � · � � 168 ��
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
7/17
EC.3 – 1/8
For Mode 1: �d,+ � �d,�� � 168 �� { �d,��
For Mode 2: �d,� � �d,�� � 168 ��
Design resistance of a T - stub flange:
~�,\,NO � `·ZM�,\,NO� � `·qP.]_·��RR,\·�RV] u·RS�·YZP � `·eP.]_·\�a·Q]f·]^_P.PX·\.PP � \]`. ^` bc
��,D,� � 2 · -.7·�;·�k%&5 � 2 · -.7·�()·+---+.�) � 352.80 /0
��,�,� � �·?"#,5,@AE�·��,C,@A�E� � �·q-.�)·�l44,5·3425 u·$E�·��,C,@A��E��·%&' � �·e-.�)·+6B·75f·�,)ED)·D)�.B·+-C�D-ED)�·+.-- � 218.76 /0
~��,NO,X � \]`. ^` bc
Resistance of the first row and second row considered as a part of a group
∑ �d,�� � 2 · �� · � � ��� � 2 · �� · 30 � 120� � 428.5 ��
∑ �d,�� � e0.5 · � � � · � � �2 · � � 0.625 · ��f � �2 · � � 0.625 · � � 0.5 · �� � e0.5 · 120 � 5.6 ·30 � �2 · 30 � 0.625 · 35�f � �2 · 30 � 0.625 · 35 � 0.5 · 120� � 288 ��
For Mode 1: ∑ �d,+ � ∑ �d,�� � 288 �� { ∑ �d,��
For Mode 2: ∑ �d,� � ∑ �d,�� � 288 ��
Design resistance of a T - stub flange:
~�,\,NO � `·ZM�,\,NO� � `·qP.]_·∑ ��RR,\·�RV] u·RS�·YZP � `·eP.]_·]aa·Q]f·]^_XP·\.PP � ]\X. a` bc
��,D,� � 4 · -.7·�;·�k%&5 � 4 · -.7·�()·+---+.�) � 705.6 /0
��,�,� � �·?"#,5,@AE�·��,C,@A�E� � �·q-.�)·∑ �l44,5·3425 u·$E�·��,C,@A��E��·%&' � �·e-.�)·�BB·75f·�,)ED)·,-).6·+-C�D-ED)�·+.-- � 429 /0
~��,NO,\9] � ]\X. a` bc
Resistance of the second row and third row considered as a part of a group
∑ �d,�� � 2 · �� · � � ��� � 2 · �� · 30 � 120� � 428.5 ��
∑ �d,�� � e0.5 · � � � · � � �2 · � � 0.625 · ��f � �2 · � � 0.625 · � � 0.5 · �� � e0.5 · 120 � 5.6 ·30 � �2 · 30 � 0.625 · 35�f � �2 · 30 � 0.625 · 35 � 0.5 · 120� � 288 ��
For Mode 1: ∑ �d,+ � ∑ �d,�� � 288 �� { ∑ �d,��
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
8/17
EC.3 – 1/8
For Mode 2: ∑ �d,� � ∑ �d,�� � 288 ��
Design resistance of a T - stub flange:
~�,\,NO � `·ZM�,\,NO� � `·qP.]_·∑ ��RR,\·�RV] u·RS�·YZP � `·eP.]_·]aa·Q]f·]^_XP·\.PP � ]\X. a` bc
��,D,� � 4 · -.7·�;·�k%&5 � 4 · -.7·�()·+---+.�) � 705.6 /0
��,�,� � �·?"#,5,@AE�·��,C,@A�E� � �·q-.�)·∑ �l44,5·3425 u·$E�·��,C,@A��E��·%&' � �·e-.�)·�BB·75f·�,)ED)·,-).6·+-C�D-ED)�·+.-- � 429 /0
~��,NO,]9X � ]\X. a` bc
Resistance of the first row, the second row and third row considered as a part of a group
∑ �d,�� � 2 · �� · � � �� � 2 · � � 2 · �� · 30 � 120� � 2 · 120 � 668.5 ��
∑ �d,�� � 2 · e0.5 · � � � · � � �2 · � � 0.625 · ��f � � � 2 · e0.5 · 120 � 5.6 · 30 � �2 · 30 � 0.625 ·35�f � 120 � 412.25 ��
For Mode 1: ∑ �d,+ � ∑ �d,�� � 412.25 �� { ∑ �d,��
For Mode 2: ∑ �d,� � ∑ �d,�� � 412.25 ��
Design resistance of a T - stub flange:
~�,\,NO � `·ZM�,\,NO� � `·qP.]_·∑ ��RR,\·�RV] u·RS�·YZP � `·eP.]_·`\].]_·Q]f·]^_XP·\.PP � XP� bc
��,D,� � 6 · -.7·�;·�k%&5 � 6 · -.7·�()·+---+.�) � 1058.4 /0
��,�,� � �·?"#,5,@AE�·��,C,@A�E� � �·q-.�)·∑ �l44,5·3425 u·$E�·��,C,@A��E��·%&' � �·e-.�)·(+�.�)·75f·�,)ED)·+-)B.(·+-C�D-ED)�·+.-- � 640.5 /0
~��,NO,\9]9X � XP� bc
Summary of the resistance of the bolt row considered individually:
∑ �3�,� ,� � 124.74 � 121.58 � 246.32 /0 � �3�,� ,+9����+ � 213.84 /0
∑ �3�,� ,� � 124.74 � 121.58 � 246.32 /0 � �3�,� ,�9DD��� � 213.84 /0
∑ �3�,� ,� � 124.74 � 121.58 � 124.74 � 371.06 /0 � �3�,� ,+9�9DD��+ � 306 /0
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
9/17
EC.3 – 1/8
End plate bending - §6.2.6.5 EC3 – 1 – 8 :2005
Resistance of the first row (bolt row below tension flange of beam)
Effective length:
� � 37 � 0.8 · �� · √2 � 37 � 0.8 · 6 · √2 � 30.22 ��
�� � 60 ��
� � 35 ��
�x+ � D-.��D-.��ED) � 0.46x� � 6-D-.��ED) � 0.92� | � � 5.70
G � �FG��; 1.25 · �� � 35 ��
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
10/17
EC.3 – 1/8
Bolt-row considered individually:
�d,�� � 2 · � · � � 2 · � · 30.22 � 189.9 ��
�d,�� � � · � � 5.70 · 30.22 � 172.25 ��
For Mode 1: �d,+ � �d,�� � 172.25 �� { �d,��
For Mode 2: �d,� � �d,�� � 172.25 ��
Design resistance of a T - stub flange:
��,+,� � (·?"#,r,@A� � (·e-.�)·�l44,r·3"5f·$�·%&' � (·e-.�)·+,�.�)·+65f·�,)D-.��·+.-- � 401.3 /0
��,D,� � 2 · -.7·�;·�k%&5 � 2 · -.7·�()·+---+.�) � 352.80 /0
~�,],NO � ]·ZM�,],NOE�·~�,X,NO�E� � ]·eP.]_·��RR,]·�M]f·RSE�·~�,X,NO��E��·YZP � ]·eP.]_·\^].]_·\�]f·]^_EX_·X_].a·\PX�XP.]]EX_�·\.PP � ]a]. XP bc
~��,NO,\ � ]a]. XP bc
Resistance of the second row (inner bolt row):
Bolt-row considered individually:
�d,�� � 2 · � · � � 2 · � · 30.22 � 189.9 ��
�d,�� � 4 · � � 1.25 · � � 4 · 30.22 � 1.25 · 35 � 164.63 ��
For Mode 1: �d,+ � �d,�� � 164.63 �� { �d,��
For Mode 2: �d,� � �d,�� � 164.63 ��
Design resistance of a T - stub flange:
��,+,� � (·?"#,r,@A� � (·e-.�)·�l44,r·3"5f·$�·%&' � (·e-.�)·+6(.6D·+65f·�,)D-.��·+.-- � 383.52 /0
��,D,� � 2 · -.7·�;·�k%&5 � 2 · -.7·�()·+---+.�) � 352.80 /0
~�,],NO � ]·ZM�,],NOE�·~�,X,NO�E� � ]·eP.]_·��RR,]·�M]f·RSE�·~�,X,NO��E��·YZP � ]·eP.]_·\�`.�X·\�]f·]^_EX_·X_].a·\PX�XP.]]EX_�·\.PP � ]^a. \a bc
~��,NO,] � ]^a. \a bc
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
11/17
EC.3 – 1/8
Resistance of the third row (end bolt row):
Bolt-row considered individually:
�d,�� � 2 · � · � � 2 · � · 30.22 � 189.9 ��
�d,�� � 4 · � � 1.25 · � � 4 · 30.22 � 1.25 · 35 � 164.63 ��
For Mode 1: �d,+ � �d,�� � 164.63 �� { �d,��
For Mode 2: �d,� � �d,�� � 164.63 ��
Design resistance of a T - stub flange:
��,+,� � (·?"#,r,@A� � (·e-.�)·�l44,r·3"5f·$�·%&' � (·e-.�)·+6(.6D·+65f·�,)D-.��·+.-- � 383.52 /0
��,D,� � 2 · -.7·�;·�k%&5 � 2 · -.7·�()·+---+.�) � 352.80 /0
~�,],NO � ]·ZM�,],NOE�·~�,X,NO�E� � ]·eP.]_·��RR,]·�M]f·RSE�·~�,X,NO��E��·YZP � ]·eP.]_·\�`.�X·\�]f·]^_EX_·X_].a·\PX�XP.]]EX_�·\.PP � ]^a. \a bc
~��,NO,X � ]^a. \a bc
Resistance of the first row and second row considered as a part of a group
∑ �d,�� � 2 · �� · � � ��� � 2 · �� · 30.22 � 120� � 430 ��
∑ �d,�� � e0.5 · � � � · � � �2 · � � 0.625 · ��f � �2 · � � 0.625 · � � 0.5 · �� � e0.5 · 120 � 5.7 ·30.22 � �2 · 30.22 � 0.625 · 35�f � �2 · 30.22 � 0.625 · 35 � 0.5 · 120� � 292.25 ��
For Mode 1: ∑ �d,+ � ∑ �d,�� � 292.25 �� { ∑ �d,��
For Mode 2: ∑ �d,� � ∑ �d,�� � 292.25 ��
Design resistance of a T - stub flange:
��,+,� � (·?"#,r,@A� � (·q-.�)·∑ �l44,r·3425 u·$�·%&' � (·e-.�)·�7�.�)·+65f·�,)D-.��·+.-- � 680.83 /0
��,D,� � 4 · -.7·�;·�k%&5 � 4 · -.7·�()·+---+.�) � 705.6 /0
~�,],NO � ]·ZM�,],NOE�·~�,X,NO�E� � ]·qP.]_·∑ ��RR,]·�RV] u·RSE�·~�,X,NO��E��·YZP � ]·eP.]_·]Q].]_·\�]f·]^_EX_·^P_.�·\PX�XP.]]EX_�·\.PP �_X�. Xa bc
~��,NO,\9] � _X�. Xa bc
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
12/17
EC.3 – 1/8
Resistance of the second row and third row considered as a part of a group
∑ �d,�� � 2 · �� · � � ��� � 2 · �� · 30.22 � 120� � 430 ��
∑ �d,�� � 2 · �2 · � � 0.625 · � � 0.5 · �� � 2 · �2 · 30.22 � 0.625 · 35 � 0.5 · 120� � 284.63 ��
For Mode 1: ∑ �d,+ � ∑ �d,�� � 284.63 �� { ∑ �d,��
For Mode 2: ∑ �d,� � ∑ �d,�� � 284.63 ��
Design resistance of a T - stub flange:
��,+,� � (·?"#,r,@A� � (·q-.�)·∑ �l44,r·3425 u·$�·%&' � (·e-.�)·�B(.6D·+65f·�,)D-.��·+.-- � 663 /0
��,D,� � 4 · -.7·�;·�k%&5 � 4 · -.7·�()·+---+.�) � 705.6 /0
~�,],NO � ]·ZM�,],NOE�·~�,X,NO�E� � ]·qP.]_·∑ ��RR,]·�RV] u·RSE�·~�,X,NO��E��·YZP � ]·eP.]_·]a`.�X·\�]f·]^_EX_·^P_.�·\PX�XP.]]EX_�·\.PP �_X]. ]^ bc
~��,NO,]9X � _X]. ]^ bc
Resistance of the first row, the second row and third row considered as a part of a group
∑ �d,�� � 2 · �� · � � �� � 2 · � � 2 · �� · 30.22 � 120� � 2 · 120 � 669.9 ��
∑ �d,�� � e0.5 · � � � · � � �2 · � � 0.625 · ��f � � � �2 · � � 0.625 · � � 0.5 · �� � e0.5 · 120 � 5.7 ·30.22 � �2 · 30.22 � 0.625 · 35�f � 120 � �2 · 30.22 � 0.625 · 35 � 0.5 · 120� � 412.25 ��
For Mode 1: ∑ �d,+ � ∑ �d,�� � 412.25 �� { ∑ �d,��
For Mode 2: ∑ �d,� � ∑ �d,�� � 412.25 ��
Design resistance of a T - stub flange:
��,+,� � (·?"#,r,@A� � (·q-.�)·∑ �l44,r·3425 u·$�·%&' � (·e-.�)·(+�.�)·+65f·�,)D-.��·+.-- � 960.4 /0
��,D,� � 6 · -.7·�;·�k%&5 � 6 · -.7·�()·+---+.�) � 1058.4 /0
~�,],NO � ]·ZM�,],NOE�·~�,X,NO�E� � ]·qP.]_·∑ ��RR,]·�RV] u·RSE�·~�,X,NO��E��·YZP � ]·eP.]_·`\].]_·\�]f·]^_EX_·\P_a.`·\PX�XP.]]EX_�·\.PP �^QP. _ bc
~��,NO,\9]9X � ^QP. _ bc
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
13/17
EC.3 – 1/8
Summary of the resistance of the bolt row considered individually:
∑ �3�,� ,� � 282.30 � 278.18 � 560.48 /0 � �3�,� ,+9����+ � 536.38 /0
∑ �3�,� ,� � 278.18 � 278.18 � 556.36 /0 � �3�,� ,�9DD��� � 532.27 /0
∑ �3�,� ,� � 282.30 � 278.18 � 278.18 � 838.66 /0 � �3�,� ,+9�9DD��+ � 790.5 /0
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
14/17
EC.3 – 1/8
Beam web in compression - §6.2.6.7 EC3 – 1 – 8 :2005
�� � ∑ � ·¡ � � �--·+6·BED,B·+6·�+6E-.)·D,B��--·+6ED,B·+6 � 136.84 ��
~V,R�,NO � �L� · e¢�L � ��R � £¤f · RSYZP � \� · �X^a � \� � \X�. a`� · ]^_\.PP � \\X\ bc
Beam web in tension - §6.2.6.8 EC3 – 1 – 8 :2005
~�,L�,NO � ��RR,�,L� · �L� · RSYZP
The effective width of the beam web in tension should be taken as equal to the effective length of the
equivalent T-stub representing the end plate in bending, obtained for an individual bolt row or a bolt group.
�3, 1,� ,+ � �d,3, 1 · 1 · $%&' � 172.25 · 16 · �,)+.-- � 757.9 /0
�3, 1,� ,� � �d,3, 1 · 1 · $%&' � 164.63 · 16 · �,)+.-- � 724.4 /0
�3, 1,� ,D � �d,3, 1 · 1 · $%&' � 164.63 · 16 · �,)+.-- � 724.4 /0
�3, 1,� ,+9� � �d,3, 1 · 1 · $%&' � 292.25 · 16 · �,)+.-- � 1286 /0
�3, 1,� ,�9D � �d,3, 1 · 1 · $%&' � 284.63 · 16 · �,)+.-- � 1252.4 /0
�3, 1,� ,+9�9D � �d,3, 1 · 1 · $%&' � 412.25 · 16 · �,)+.-- � 1814 /0
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
15/17
EC.3 – 1/8
ASSEMBLY OF THE COMPONENTS - §6.2.7.2 EC3 – 1 – 8 :2005
§6.2.7.2 – (6)
1. First bolt row considered as an individual bolt - row :
- The column web in tension: �3, �,� � 177.50 /0
- The column flange in bending: ~�,RV,NO � \]`. ^` bc
- The end plate in bending: �3,d�,� � 282.30 /0
- The beam web in tension: �3, 1,� � 757.9 /0
2. Second bolt row considered as an individual bolt - row:
- The column web in tension: F¦,§¨,©ª � 177.50 kN
- The column flange in bending: ~�,RV,NO � \]\. _a bc
- The end plate in bending: F¦,®,©ª � 278.18 kN
- The beam web in tension: F¦,§¯,©ª � 724.4 kN
3. Third bolt row considered as an individual bolt - row :
- The column web in tension: F¦,§¨,©ª � 177.50 kN
- The column flange in bending: F¦,°¨,©ª � \]`. ^` ±²
- The end plate in bending: F¦,®,©ª � 278.18 kN
- The beam web in tension: F¦,§¯,©ª � 724.4 kN
§6.2.7.2 – (7)
4. Total design resistance: ∑ �3,� ,� � 124.74 � 121.58 � 124.74 � 371.06 /0 � ³:",@A´ � +7B.�+ � 198.2 /0D��+
Then: ~�,NO,\ � \]`. ^` bc ~�,NO,] � ³:",@A´ � �3,� ,+ � 198.2 � 124.74 � ^X. `� bc ~�,NO,X � P bc
5. Total design resistance: ∑ �3,� ,� � 124.74 � 121.58 � 124.74 � 371.06 /0 � ��, �,� � 206.53 /0D��+
Then: �3,� ,+ � 124.74 /0 �3,� ,� � ��, �,� � �3,� ,+ � 206.53 � 124.74 � 81.79 /0 � 73.46 /0 �3,� ,D � 0 /0
§6.2.7.2 – (8) row considered as a part of a group:
∑ �3�,� ,� � 124.74 � 73.46 � 198.2 /0 { �3�,� ,+9����+ � 213.84 /0
∑ �3�,� ,� � 73.46 � 0 � 73.46 /0 { �3�,� ,�9DD��� � 213.84 /0
∑ �3�,� ,� � 124.74 � 73.46 � 0 � 198.2 /0 { �3�,� ,+9�9DD��+ � 306 /0
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
16/17
EC.3 – 1/8
JOINT MOMENT RESISTANCE - §6.2.7.2 (1) EC3 – 1 – 8 :2005
Design moment resistance:
Zµ,NO � ~��,NO,\ · ¢\ � ~��,NO,] · ¢] � \]`. ^` · P. XPQ_ � ^X. `� · P. \aQ_ � _]. _X bc�
124.74 kN
73.46 kN
_______________________________________________________________________________________________________
Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010
17/17
EC.3 – 1/8
JOINT SHEAR RESISTANCE - EC3 – 1 – 8 :2005
a. Resistance of on bolt - row:
��,� � -.)·�;·�k%&5 � -.)·�()·+---+.�) � 98 /0
KNO,\ � ��,�¶L · ~U,NO � ] · Qa � \Q� bc
b. Bearing resistance of the column flange of one bolt - row: � � �FG · �rD· ' � +( ; 1¸ � �FG · +�-D·�� � +( ; 1¸ � 1.00
/ � �FG ·2.8 · d5 ' � 1.7; 2.5¸ � �FG ·2.8 · D)�� � 1.7; 2.5¸ � 2.50
�1,� � ¹·º·342· ·�%&5 � +.--·�.)-·7·�-·(D-+.�) � 154.8 /0
KNO,] � ��,�¶L · ~�,NO � ] · \_`. a � XPQ. � bc
The shear joint resistance is due to the resistance of the bolts, but the resistance of the single bolt row
should be reduced, as follow, in presence of shear and tensile force:
- Shear resistance of the first bolt row: » �3�,� ,+ � 124.74 /0K��,NO,\ � -.(+.( · =� ,+ � _� bc� - Shear resistance of the first bolt row: » �3�,� ,� � 73.46 /0K��,NO,] � -.(+.( · =� ,+ � _� bc� - Shear resistance of the first bolt row: ¼ �3�,� ,D � 0 /0K��,NO,X � =� ,+ � \Q� bc�
Joint Shear Resistance:
Kµ,NO � ] · _� � \Q� � XPa bc
196 kN
196 kN
196 kN
56 kN
56 kN
196 kN
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