Toshiba

Current Date: 11/03/2015 11:39 a. m.Units system: SIFile name: C:\Users\JoseLuis\Documents\Personal\PROPUESTA TESIS\Tesis 2015-1_Proyecto\Conexiones\Conexin RBS.cnx\

Steel connectionsDetailed report__________________________________________________________________________________________________________________________

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Connection name : Corte RBSConnection ID : 1VDesign code : AISC 360-2005 LRFD

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Family : Single plate (SP)Type : Beam - Column flange (BCF)Description : M

LOADS

Members Load Type V2 V3 M33 M22 Axial[KN] [KN] [KN*m] [KN*m] [KN]

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Beam 1V - DL Design -123.26 -- -- -- 65.60Column 1V - DL Design -- -- -229.01 -- -4303.44---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

GEOMETRIC CONSIDERATIONS

Dimensions Unit Value Min. value Max. value Sta. References------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Shear plateLength [mm] 381.00 273.56 547.12 p. 10-104Thickness [mm] 6.00 -- 11.11 p. 10-102Vertical edge distance [mm] 38.10 31.75 -- Tables J3.4,

J3.5Horizontal edge distance [mm] 38.10 38.10 -- p. 10-102Vertical center-to-center spacing (pitch) [mm] 76.20 50.80 144.00 Sec. J3.3,

Sec. J3.5Beam

Vertical edge distance [mm] 156.21 31.75 -- Tables J3.4,J3.5

Horizontal edge distance [mm] 50.00 38.10 -- p. 10-102Support

Weld size [1/16in] 4 3 -- p. 10-101------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK

Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Shear plateBolts shear [KN] 353.90 139.63 1V - DL 0.39 Tables (7-1..14)Bolt bearing under shear load [KN] 389.09 123.26 1V - DL 0.32 Eq. J3-6Shear yielding [KN] 340.44 123.26 1V - DL 0.36 Eq. J4-3Shear rupture [KN] 291.39 123.26 1V - DL 0.42 Eq. J4-4Block shear [KN] 278.36 123.26 1V - DL 0.44 Eq. J4-5Bolt bearing under axial load [KN] 299.96 65.60 1V - DL 0.22 Eq. J3-6Yielding strength due to axial load [KN] 510.67 65.60 1V - DL 0.13 Eq. J4-1

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Rupture due to axial load [KN] 485.65 65.60 1V - DL 0.14 Eq. J4-2Tear out under axial load [KN] 439.58 65.60 1V - DL 0.15 Eq. J4-5

Plate (support side)Weld capacity [KN] 862.74 139.63 1V - DL 0.16 p. 9-5,

Tables J8-4 .. J8-11Beam

Bolt bearing under shear load [KN] 1005.10 123.26 1V - DL 0.12 Eq. J3-6Shear yielding [KN] 1670.01 123.26 1V - DL 0.07 Eq. J4-3Shear rupture [KN] 1335.11 123.26 1V - DL 0.09 Eq. J4-4Bolt bearing under axial load [KN] 1005.10 65.60 1V - DL 0.07 Eq. J3-6Yielding strength due to axial load [KN] 5544.68 65.60 1V - DL 0.01 Eq. D2-1Rupture due to axial load [KN] 3009.53 65.60 1V - DL 0.02 Eq. J4-2Tear out under axial load [KN] 1152.19 65.60 1V - DL 0.06 Eq. J4-5

Support--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Critical strength ratio 0.44--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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