PB HEA260 Diseño Con Ménsula
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Toshiba Current Date: 12/06/2015 5:14 p. m. Units system: SI Steel connections Detailed report __________________________________________________________________________________________________________________________ __________________________________________________________________________________ Connection name : BPl_CB_B=355.6[mm]_N=482.6[mm]_tp=25.4[mm]_diam=0_hef=50.8[mm]_W=7.94[mm] Connection ID : 1 Design code : AISC 360-2005 LRFD __________________________________________________________________________________ Family : Base plate (BPl) Type : Column - Base (CB) Description : Placa Base HOMI Educativo LOADS Members Load Type V2 V3 M33 M22 Axial [KN] [KN] [KN*m] [KN*m] [KN] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Column 1 - DL Design 11.32 3.43 -34.69 2.43 -563.00 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Design for major axis Base plate (AISC 360-05 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Base plate Longitudinal dimension [mm] 500.00 262.70 -- Transversal dimension [mm] 400.00 272.70 -- Distance from anchor to edge [mm] 50.80 31.75 -- Tables J3.4, J3.5 Weld size [1/16in] 4 3 -- table J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Concrete base Axial bearing [KN/mm2] 0.02 0.00 1 - DL 0.16 Base plate Flexural yielding (bearing interface) [KN*m/m] 36.03 32.14 1 - DL 0.89 DG1 Sec 3.1.2, DG1 Eq. 3.3.13 Flexural yielding (tension interface) [KN*m/m] 36.03 1.31 1 - DL 0.04 DG1 Eq. 3.3.13 Column Weld capacity [KN/m] 1462.77 13.94 1 - DL 0.01 DG1 p. 35, p. 8-9, Sec. J2.5, Page1
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PB HEA260 Diseño Con Ménsula
Transcript of PB HEA260 Diseño Con Ménsula
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ToshibaCurrent Date: 12/06/2015 5:14 p. m.Units system: SI
Steel connectionsDetailed report__________________________________________________________________________________________________________________________
__________________________________________________________________________________
Connection name :BPl_CB_B=355.6[mm]_N=482.6[mm]_tp=25.4[mm]_diam=0_hef=50.8[mm]_W=7.94[mm]Connection ID : 1Design code : AISC 360-2005 LRFD
__________________________________________________________________________________
Family : Base plate (BPl)Type : Column - Base (CB)Description : Placa Base HOMI Educativo
LOADS
Members Load Type V2 V3 M33 M22 Axial[KN] [KN] [KN*m] [KN*m] [KN]
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Column 1 - DL Design 11.32 3.43 -34.69 2.43 -563.00---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Design for major axis
Base plate (AISC 360-05 LRFD)GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Base plateLongitudinal dimension [mm] 500.00 262.70 --Transversal dimension [mm] 400.00 272.70 --Distance from anchor to edge [mm] 50.80 31.75 -- Tables J3.4,
J3.5Weld size [1/16in] 4 3 -- table J2.4
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Concrete baseAxial bearing [KN/mm2] 0.02 0.00 1 - DL 0.16
Base plateFlexural yielding (bearing interface) [KN*m/m] 36.03 32.14 1 - DL 0.89 DG1 Sec 3.1.2,
DG1 Eq. 3.3.13Flexural yielding (tension interface) [KN*m/m] 36.03 1.31 1 - DL 0.04 DG1 Eq. 3.3.13
ColumnWeld capacity [KN/m] 1462.77 13.94 1 - DL 0.01 DG1 p. 35,
p. 8-9,Sec. J2.5,
Page1
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Sec. J2.4Elastic method weld shear capacity [KN/m] 975.18 31.97 1 - DL 0.03 p. 8-9,
Sec. J2.5,Sec. J2.4
Elastic method weld axial capacity [KN/m] 1462.77 326.00 1 - DL 0.22 p. 8-9,Sec. J2.5,Sec. J2.4
Anchors (ACI 318-08)GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
AnchorsAnchor spacing [mm] 298.40 76.20 -- Sec. D.8.1Distance from anchor to edge [mm] 550.80 76.20 -- Sec. D.7.7.1Effective length [mm] 219.05 -- 280.95
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Steel strength of anchor in tension [KN] 64.63 2.14 1 - DL 0.03 Eq. D-3Breakout of anchor in tension [KN] 90.44 2.14 1 - DL 0.02 Eq. D-4,
Sec. D.3.3.3Breakout of group of anchors in tension [KN] 135.42 3.43 1 - DL 0.03 Eq. D-5,
Sec. D.3.3.3Pullout of anchor in tension [KN] 21.28 2.14 1 - DL 0.10 Sec. D.3.3.3Steel strength of anchor in shear [KN] 33.61 2.96 1 - DL 0.09 Eq. D.20Breakout of anchor in shear [KN] 75.61 2.83 1 - DL 0.04 Sec. D.3.3.3Breakout of group of anchors in shear [KN] 86.56 11.32 1 - DL 0.13 Sec. D.3.3.3Pryout of anchor in shear [KN] 180.87 2.83 1 - DL 0.02 Eq. D-4,
Sec. D.3.3.3Pryout of group of anchors in shear [KN] 270.83 5.66 1 - DL 0.02 Eq. D-5,
Sec. D.3.3.3Interaction of tensile and shear forces 1.20 0.00 1 - DL 0.00 Eq. D-32
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Critical strength ratio 0.89--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Design for minor axis
Base plate (AISC 360-05 LRFD)GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Base plateLongitudinal dimension [mm] 400.00 272.70 --Transversal dimension [mm] 500.00 262.70 --Distance from anchor to edge [mm] 50.80 31.75 -- Tables J3.4,
J3.5Weld size [1/16in] 4 3 -- table J2.4
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
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Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Concrete baseAxial bearing [KN/mm2] 0.02 0.00 1 - DL 0.16
Base plateFlexural yielding (bearing interface) [KN*m/m] 36.03 32.14 1 - DL 0.89 DG1 Sec 3.1.2,
DG1 Eq. 3.3.13Flexural yielding (tension interface) [KN*m/m] 36.03 1.31 1 - DL 0.04 DG1 Eq. 3.3.13
ColumnWeld capacity [KN/m] 1462.77 13.94 1 - DL 0.01 DG1 p. 35,
p. 8-9,Sec. J2.5,Sec. J2.4
Elastic method weld shear capacity [KN/m] 975.18 3.69 1 - DL 0.00 p. 8-9,Sec. J2.5,Sec. J2.4
Elastic method weld axial capacity [KN/m] 1462.77 54.15 1 - DL 0.04 p. 8-9,Sec. J2.5,Sec. J2.4
Anchors (ACI 318-08)GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
AnchorsAnchor spacing [mm] 298.40 76.20 -- Sec. D.8.1Distance from anchor to edge [mm] 550.80 76.20 -- Sec. D.7.7.1Effective length [mm] 219.05 -- 280.95
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Steel strength of anchor in tension [KN] 64.63 2.14 1 - DL 0.03 Eq. D-3Breakout of anchor in tension [KN] 90.44 2.14 1 - DL 0.02 Eq. D-4,
Sec. D.3.3.3Breakout of group of anchors in tension [KN] 120.58 3.43 1 - DL 0.03 Eq. D-5,
Sec. D.3.3.3Pullout of anchor in tension [KN] 21.28 2.14 1 - DL 0.10 Sec. D.3.3.3Steel strength of anchor in shear [KN] 33.61 2.96 1 - DL 0.09 Eq. D.20Breakout of anchor in shear [KN] 74.02 0.86 1 - DL 0.01 Sec. D.3.3.3Breakout of group of anchors in shear [KN] 86.56 3.43 1 - DL 0.04 Sec. D.3.3.3Pryout of anchor in shear [KN] 180.87 0.86 1 - DL 0.00 Eq. D-4,
Sec. D.3.3.3Pryout of group of anchors in shear [KN] 241.16 1.71 1 - DL 0.01 Eq. D-5,
Sec. D.3.3.3Interaction of tensile and shear forces 1.20 0.00 1 - DL 0.00 Eq. D-32
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Critical strength ratio 0.89----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Global critical strength ratio 0.89--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Biaxial analysisMaximum compression and tension (1 - DL)
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Maximum bearing pressure : 0.00373 [KN/mm2]Minimum bearing pressure : 0.00373 [KN/mm2]Maximum anchor tension : 2.13637 [KN]Minimum anchor tension : 0.00000 [KN]Neutral axis angle : -6.59790Bearing length : 399.91755 [mm]
Anchors tensionsAnchor Transverse Longitudinal Shear Tension
[mm] [mm] [KN] [KN]---------------------------------------------------------------------------------------------------------
1 -149.20 -199.20 2.83 2.142 -149.20 199.20 2.83 0.003 149.20 199.20 2.83 0.004 149.20 -199.20 2.83 1.29
---------------------------------------------------------------------------------------------------------
Major axis anchor groupsResults for tensile breakout (1 - DL)
Group Area Tension Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 539040.00 3.43 1, 4
---------------------------------------------------------------------------------------------------------
Results for shear breakout (1 - DL)
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Group Area Shear Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 450.00 11.32 1, 2, 3, 42 450.00 5.66 2, 3
---------------------------------------------------------------------------------------------------------
Minor axis anchor groupsResults for tensile breakout (1 - DL)
Group Area Tension Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 539040.00 3.43 1, 4
---------------------------------------------------------------------------------------------------------
Results for shear breakout (1 - DL)
Group Area Shear Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 450.00 3.43 1, 2, 3, 42 450.00 1.71 3, 4
---------------------------------------------------------------------------------------------------------
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