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Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010

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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

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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

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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

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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

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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