MOMENT CONNECTION EXAMPLE ACCORDING TO EC3 – 1 – 8 : 2005
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Testo completo
(2) EC.3 – 1/8. Column web panel in shear - §6.2.6.1 EC3 – 1 – 8 :2005. Shear area of the column (HEA160):. 2 · ·
(3) 2 · · 3877 2 · 160 · 9
(4) 6 2 · 15 · 9 1321 Plastic moment of the column: , . !"# · $ %&'. . ().+·,) +.--. 67.40 /0. Plastic moment of the column a flange: , , . 5 -.)·12 ·342 · $. %&'. . -.)·+6-·75 ·,) +.--. 0.891 /0. Plastic moment of the column a stiffener (thickness of a stiffener = 15 mm): 5 ·. -.)·
(5) 12 93:2 ·3;< $. ,83, . %&'. . -.)·
(6) +6-96·+)5·,) +.--. 2.38 /0. Design plastic shear resistance: = ,>. = ,>. = ,>. , ,+ , , , . KLM,NO . . (·?"#,42,@A ;. . (·-.B7+·+-C D,7. ·?"#,42,@A E·?"#,;<,@A. FGH= ,>. P.Q·RS ·TUV √X·YZP. ;. . , ,+ ; = ,>. KLM,[OO,NO . 9.40 /0. ·-.B7+·+-C E·.DB·+-C D,7 , , J. 9.40 /0. P.Q·\X]\·]^_ √X·\.PP. 17.26 /0. Q. `P \aa. a Q. `P \Qa. ] bc. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 2/17.
(7) 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 ·
(8) 9 15 2 · 16 152 Reduction factor for interaction with shear: g 1 then h h+ h+ . +. 5. k ·< i+E+.D·j l44,2,:2 :2 o mn2. . +. p+E+.D·qrs5·tu rC5r. 5. 0.786. Slenderness of the web plate:. v w 2 · e f 152 2 ·
(9) 9 15 104 . 1 · yyy x 0.932 · p l44,2,:2 z·3 5. :2. :2 · $. 0.932 · p. +)·+-(·,) +----·65. 0.707 { 0.72 | } 1. Design resistance of stiffened column web: ~V,LV,NO . ·bLV ·RR,V,LV ·LV ·RS YZP. KLM,[OO,NO . P.^a·\·\_]··]^_. \.PP. Q. `P ]P. _X bc. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 3/17.
(10) 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 ·
(11) 9 15 120 Reduction factor for interaction with shear: g 1 then h h+ h+ . +. kl44,2,:2 ·<:2. i+E+.D·j. mn2. 5. o. . +. p+E+.D·qr5'·tu rC5r. 5. 0.849. Design resistance of stiffened column web: ~,LV,NO . ·RR,V,LV ·LV ·RS YZP. KLM,[OO,NO . P.a`Q·\]P··]^_. \.PP. Q. `P \^^. _P bc. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 4/17.
(12) 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 D-. x+ D-ED) 0.46. | 5.60 6 x D-ED) 0.95. G FG
(13) ; 1.25 · 35 . _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 5/17.
(14) EC.3 – 1/8 Bolt-row considered individually:. d. , 2 · · 188.50 d. , · 168 . d. ,+ d. , 168 { d. , . For Mode 1:. d. , d. , 168 . For Mode 2:. Design resistance of a T - stub flange:. ] `·qP.]_·RR,\ ·RV u·RS. ~,\,NO . `·ZM,\,NO. ,, . ·?"#,5,@A E·,C,@A. ,D, 2 ·. . . -.7·; · k %&5. ·YZP. 2·. E. ~,NO,\ \]`. ^` bc. -.7·()·+--+.). . . `·eP.]_·\a·Q] f·]^_ XP·\.PP. 352.80 /0. 5 ·q-.)· l44,5 ·342 u· $ E·,C,@A.
(15) E·%&'. . \]`. ^` bc ·e-.)·+6B·75 f·,)ED)·D).B·+-C
(16) D-ED)·+.--. 218.76 /0. Resistance of the second row (inner bolt row): Bolt-row considered individually:. d. , 2 · · 188.50 . d. , 4 · 1.25 · 163.75 . d. ,+ d. , 163.75 { d. , . For Mode 1:. d. , d. , 163.75 . For Mode 2:. Design resistance of a T - stub flange:. ] `·qP.]_·RR,\ ·RV u·RS. ~,\,NO . `·ZM,\,NO. ,, . ·?"#,5,@A E·,C,@A. ,D, 2 ·. . . -.7·; · k %&5. ·YZP. 2·. E. ~,NO,] \]\. _a bc. -.7·()·+--+.). . . `·eP.]_·\X.^_·Q] f·]^_ XP·\.PP. 352.80 /0. 5 ·q-.)· l44,5 ·342 u· $ E·,C,@A.
(17) E·%&'. . \]\. _a bc. ·e-.)·+6D.,)·75 f·,)ED)·D).B·+-C
(18) D-ED)·+.--. 218.03 /0. 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. 6/17.
(19) EC.3 – 1/8. d. ,+ d. , 168 { d. , . For Mode 1:. d. , d. , 168 . For Mode 2:. Design resistance of a T - stub flange:. ] `·qP.]_·RR,\ ·RV u·RS. ~,\,NO . `·ZM,\,NO. ,, . ·?"#,5,@A E·,C,@A. ,D, 2 ·. . . -.7·; · k %&5. ·YZP. 2·. E. ~,NO,X \]`. ^` bc. -.7·()·+--+.). . . `·eP.]_·\a·Q] f·]^_ P.PX·\.PP. 352.80 /0. 5 ·q-.)· l44,5 ·342 u· $ E·,C,@A.
(20) E·%&'. . \]`. ^` bc ·e-.)·+6B·75 f·,)ED)·D).B·+-C
(21) D-ED)·+.--. 218.76 /0. Resistance of the first row and second row considered as a part of a group. ∑ d. , 2 ·
(22) · 2 ·
(23) · 30 120 428.5 . ∑ d. , e0.5 · ·
(24) 2 · 0.625 · f
(25) 2 · 0.625 · 0.5 · e0.5 · 120 5.6 · 30
(26) 2 · 30 0.625 · 35f
(27) 2 · 30 0.625 · 35 0.5 · 120 288 ∑ d. ,+ ∑ d. , 288 { ∑ d. , . For Mode 1:. ∑ d. , ∑ d. , 288 . For Mode 2:. Design resistance of a T - stub flange: ] `·qP.]_·∑ RR,\ ·RV u·RS. ~,\,NO . `·ZM,\,NO. ,, . ·?"#,5,@A E·,C,@A. ,D, 4 ·. . . -.7·; · k %&5 E. 4·. ~,NO,\9] ]\X. a` bc. ·YZP. -.7·()·+--+.). . . `·eP.]_·]aa·Q] f·]^_ XP·\.PP. 705.6 /0. 5 ·q-.)·∑ l44,5 ·342 u· $ E·,C,@A.
(28) E·%&'. . ]\X. a` bc ·e-.)·BB·75 f·,)ED)·,-).6·+-C
(29) D-ED)·+.--. 429 /0. Resistance of the second row and third row considered as a part of a group. ∑ d. , 2 ·
(30) · 2 ·
(31) · 30 120 428.5 . ∑ d. , e0.5 · ·
(32) 2 · 0.625 · f
(33) 2 · 0.625 · 0.5 · e0.5 · 120 5.6 · 30
(34) 2 · 30 0.625 · 35f
(35) 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. 7/17.
(36) EC.3 – 1/8. ∑ d. , ∑ d. , 288 . For Mode 2:. Design resistance of a T - stub flange: ] `·qP.]_·∑ RR,\ ·RV u·RS. ~,\,NO . `·ZM,\,NO. ,, . ·?"#,5,@A E·,C,@A. ,D, 4 ·. . . -.7·; · k %&5. 4·. E. ~,NO,]9X ]\X. a` bc. ·YZP. -.7·()·+--+.). . . `·eP.]_·]aa·Q] f·]^_ XP·\.PP. 705.6 /0. 5 ·q-.)·∑ l44,5 ·342 u· $ E·,C,@A.
(37) E·%&'. . ]\X. a` bc ·e-.)·BB·75 f·,)ED)·,-).6·+-C
(38) D-ED)·+.--. 429 /0. Resistance of the first row, the second row and third row considered as a part of a group. ∑ d. , 2 ·
(39) · 2 · 2 ·
(40) · 30 120 2 · 120 668.5 . ∑ d. , 2 · e0.5 · ·
(41) 2 · 0.625 · f 2 · e0.5 · 120 5.6 · 30
(42) 2 · 30 0.625 · 35f 120 412.25 ∑ d. ,+ ∑ d. , 412.25 { ∑ d. , . For Mode 1:. ∑ d. , ∑ d. , 412.25 . For Mode 2:. Design resistance of a T - stub flange: ] `·qP.]_·∑ RR,\ ·RV u·RS. ~,\,NO . `·ZM,\,NO. ,, . ·?"#,5,@A E·,C,@A. ,D, 6 ·. . . -.7·; · k %&5 E. 6·. ~,NO,\9]9X XP bc. ·YZP. -.7·()·+--+.). . . `·eP.]_·`\].]_·Q] f·]^_ XP·\.PP. 1058.4 /0. 5 ·q-.)·∑ l44,5 ·342 u· $ E·,C,@A.
(43) E·%&'. . XP bc. ·e-.)·(+.)·75 f·,)ED)·+-)B.(·+-C
(44) D-ED)·+.--. Summary of the resistance of the bolt row considered individually: ∑+ 3, . ,. 124.74 121.58 246.32 /0 3, . ∑D+ 3, . ,. 124.74 121.58 124.74 371.06 /0 3, . ∑D 3, . ,. 124.74 121.58 246.32 /0 3, . ,+9 ,9D. 213.84 /0 213.84 /0 ,+99D. 306 /0. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 8/17. 640.5 /0.
(45) 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 . D-.. x+ D-.ED) 0.46 6-. x D-.ED) 0.92. | 5.70. G FG
(46) ; 1.25 · 35 . _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 9/17.
(47) EC.3 – 1/8. Bolt-row considered individually:. d. , 2 · · 2 · · 30.22 189.9 . d. , · 5.70 · 30.22 172.25 . d. ,+ d. , 172.25 { d. , . For Mode 1:. d. , d. , 172.25 . For Mode 2:. Design resistance of a T - stub flange: ,+, . (·?"#,r,@A. ~,],NO . ]·ZM,],NO E·~,X,NO. ,D, 2 ·. . . (·e-.)· l44,r ·3"5 f· $. -.7·; · k %&5. ·%&'. 2·. E. . -.7·()·+--+.). . (·e-.)·+,.)·+65 f·,) D-.·+.--. 352.80 /0. ]·eP.]_·RR,] ·]M f·RS E·~,X,NO
(48) E·YZP. . 401.3 /0. ]·eP.]_·\^].]_·\] f·]^_EX_·X_].a·\PX
(49) 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 d. ,+ d. , 164.63 { d. , . For Mode 1:. d. , d. , 164.63 . For Mode 2:. Design resistance of a T - stub flange: ,+, . (·?"#,r,@A. ~,],NO . ]·ZM,],NO E·~,X,NO. ,D, 2 ·. . . (·e-.)· l44,r ·3"5 f· $. -.7·; · k %&5 E. ·%&'. 2·. . -.7·()·+--+.). . (·e-.)·+6(.6D·+65 f·,) D-.·+.--. 352.80 /0. ]·eP.]_·RR,] ·]M f·RS E·~,X,NO
(50) E·YZP. . 383.52 /0. ]·eP.]_·\`.X·\] f·]^_EX_·X_].a·\PX
(51) XP.]]EX_·\.PP. ]^a. \a bc. ~,NO,] ]^a. \a bc _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 10/17.
(52) 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 d. ,+ d. , 164.63 { d. , . For Mode 1:. d. , d. , 164.63 . For Mode 2:. Design resistance of a T - stub flange: ,+, . (·?"#,r,@A. ~,],NO . ]·ZM,],NO E·~,X,NO. ,D, 2 ·. . . (·e-.)· l44,r ·3"5 f· $. -.7·; · k %&5. ·%&'. 2·. E. . -.7·()·+--+.). . (·e-.)·+6(.6D·+65 f·,) D-.·+.--. 352.80 /0. ]·eP.]_·RR,] ·]M f·RS E·~,X,NO
(53) E·YZP. . 383.52 /0. ]·eP.]_·\`.X·\] f·]^_EX_·X_].a·\PX
(54) 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 ·
(55) · 2 ·
(56) · 30.22 120 430 . ∑ d. , e0.5 · ·
(57) 2 · 0.625 · f
(58) 2 · 0.625 · 0.5 · e0.5 · 120 5.7 · 30.22
(59) 2 · 30.22 0.625 · 35f
(60) 2 · 30.22 0.625 · 35 0.5 · 120 292.25 ∑ d. ,+ ∑ d. , 292.25 { ∑ d. , . For Mode 1:. ∑ d. , ∑ d. , 292.25 . For Mode 2:. Design resistance of a T - stub flange: 5 (·q-.)·∑ l44,r ·342 u· $. ,+, . (·?"#,r,@A. ~,],NO . ]·ZM,],NO E·~,X,NO. ,D, 4 · _X. Xa bc. . . -.7·; · k %&5 E. 4·. ~,NO,\9] _X. Xa bc. ·%&'. -.7·()·+--+.). . . (·e-.)·7.)·+65 f·,) D-.·+.--. 705.6 /0. ] ]·qP.]_·∑ RR,] ·RV u·RS E·~,X,NO.
(61) E·YZP. . 680.83 /0. ]·eP.]_·]Q].]_·\] f·]^_EX_·^P_.·\PX
(62) XP.]]EX_·\.PP. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 11/17. .
(63) EC.3 – 1/8 Resistance of the second row and third row considered as a part of a group. ∑ d. , 2 ·
(64) · 2 ·
(65) · 30.22 120 430 . ∑ d. , 2 ·
(66) 2 · 0.625 · 0.5 · 2 ·
(67) 2 · 30.22 0.625 · 35 0.5 · 120 284.63 ∑ d. ,+ ∑ d. , 284.63 { ∑ d. , . For Mode 1:. ∑ d. , ∑ d. , 284.63 . For Mode 2:. Design resistance of a T - stub flange: 5 (·q-.)·∑ l44,r ·342 u· $. ,+, . (·?"#,r,@A. ~,],NO . ]·ZM,],NO E·~,X,NO. ,D, 4 ·. . . -.7·; · k %&5. 4·. E. _X]. ]^ bc. ·%&'. -.7·()·+--+.). . . (·e-.)·B(.6D·+65 f·,) D-.·+.--. 705.6 /0. ] ]·qP.]_·∑ RR,] ·RV u·RS E·~,X,NO.
(68) E·YZP. . 663 /0. ]·eP.]_·]a`.X·\] f·]^_EX_·^P_.·\PX
(69) XP.]]EX_·\.PP. . ~,NO,]9X _X]. ]^ bc Resistance of the first row, the second row and third row considered as a part of a group. ∑ d. , 2 ·
(70) · 2 · 2 ·
(71) · 30.22 120 2 · 120 669.9 . ∑ d. , e0.5 · ·
(72) 2 · 0.625 · f
(73) 2 · 0.625 · 0.5 · e0.5 · 120 5.7 · 30.22
(74) 2 · 30.22 0.625 · 35f 120
(75) 2 · 30.22 0.625 · 35 0.5 · 120 412.25 ∑ d. ,+ ∑ d. , 412.25 { ∑ d. , . For Mode 1:. ∑ d. , ∑ d. , 412.25 . For Mode 2:. Design resistance of a T - stub flange: 5 (·q-.)·∑ l44,r ·342 u· $. ,+, . (·?"#,r,@A. ~,],NO . ]·ZM,],NO E·~,X,NO. ,D, 6 · ^QP. _ bc. . . -.7·; · k %&5. 6·. E. ·%&'. -.7·()·+--+.). . . (·e-.)·(+.)·+65 f·,) D-.·+.--. 1058.4 /0. ] ]·qP.]_·∑ RR,] ·RV u·RS E·~,X,NO.
(76) E·YZP. . 960.4 /0. ]·eP.]_·`\].]_·\] f·]^_EX_·\P_a.`·\PX
(77) XP.]]EX_·\.PP. ~,NO,\9]9X ^QP. _ bc _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 12/17. .
(78) EC.3 – 1/8 Summary of the resistance of the bolt row considered individually: ∑+ 3, . ,. 282.30 278.18 560.48 /0 3, . ∑D+ 3, . ,. 282.30 278.18 278.18 838.66 /0 3, . ∑D 3, . ,. 278.18 278.18 556.36 /0 3, . ,+9 ,9D. 536.38 /0 532.27 /0 ,+99D. 790.5 /0. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 13/17.
(79) EC.3 – 1/8. Beam web in compression - §6.2.6.7 EC3 – 1 – 8 :2005. . ∑ ·¡ . . --·+6·BED,B·+6·
(80) +6E-.)·D,B --·+6ED,B·+6 R. 136.84 . ~V,R,NO L · e¢L R £¤ f · Y S \ ·
(81) X^a \ \X. a` · \.PP \\X\ bc ZP. ]^_. Beam web in tension - §6.2.6.8 EC3 – 1 – 8 :2005 R. ~,L,NO RR,,L · L · Y S. ZP. 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, . 3, 1, 3, 1, 3, 1, . 3, 1, 3, 1, . ,+ , ,D. ,). ,). ,). d. ,3, 1 · 1 · % $ 172.25 · 16 · +.-- 757.9 /0 &'. d. ,3, 1 · 1 · % $ 164.63 · 16 · +.-- 724.4 /0 &'. d. ,3, 1 · 1 · % $ 164.63 · 16 · +.-- 724.4 /0. ,+9 ,9D. &'. ,). ,). d. ,3, 1 · 1 · % $ 292.25 · 16 · +.-- 1286 /0 &'. d. ,3, 1 · 1 · % $ 284.63 · 16 · +.-- 1252.4 /0. ,+99D. &'. ,). d. ,3, 1 · 1 · % $ 412.25 · 16 · +.-- 1814 /0 &'. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 14/17.
(82) 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: ∑D+ 3, . ,. 124.74 121.58 124.74 371.06 /0 . Then: ~,NO,\ \]`. ^` bc. ~,NO,] . ³:",@A ´. ~,NO,X P bc. 3, . ,+. ³:",@A ´. . +7B. +. 198.2 /0. 198.2 124.74 ^X. ` bc. 5. Total design resistance: ∑D+ 3, , 124.74 121.58 124.74 371.06 /0 , , 206.53 /0 Then: 3, ,+ 124.74 /0 3, , , , 3, 3, ,D 0 /0. ,+. 206.53 124.74 81.79 /0 73.46 /0. §6.2.7.2 – (8) row considered as a part of a group: ∑+ 3, . ,. 124.74 73.46 198.2 /0 { 3, . ∑D+ 3, . ,. 124.74 73.46 0 198.2 /0 { 3, . ∑D 3, . ,. 73.46 0 73.46 /0 { 3, . ,9D. ,+9. 213.84 /0. 213.84 /0 ,+99D. 306 /0. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 15/17.
(83) EC.3 – 1/8. JOINT MOMENT RESISTANCE - §6.2.7.2 (1) EC3 – 1 – 8 :2005. 124.74 kN 73.46 kN. Design moment resistance:. Zµ,NO ~,NO,\ · ¢\ ~,NO,] · ¢] \]`. ^` · P. XPQ_ ^X. ` · P. \aQ_ _]. _X bc. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 16/17.
(84) 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 ·. r D· '. / FG ·2.8 ·. 1, . + (. ; 1¸ FG · d5. '. 1.00. D). 1.7; 2.5¸ FG ·2.8 · 1.7; 2.5¸ 2.50. ¹·º·342 · · %&5. ++ ; 1¸ D· (. . +.--·.)-·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:. -. Shear resistance of the first bolt row:. -. Shear resistance of the first bolt row:. 196 kN. ». ». 3, . ,+ 124.74 /0 -.( K,NO,\ +.( · = ,+ _ bc. 3, . K,NO,] . , 73.46 /0 -.( · = _ bc ,+ +.(. 3, ,D 0 /0 ¼ K,NO,X = ,+ \Q bc. 56 kN. Joint Shear Resistance:. 196 kN. 56 kN. 196 kN. 196 kN. Kµ,NO ] · _ \Q XPa bc. _______________________________________________________________________________________________________ Edit by Simone Caffè and Emanuela Fantin – 01 Ottobre 2010. 17/17.
(85)
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