Conexión Placa Base
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Toshiba Current Date: 12/03/2015 1:09 p. m. Units system: SI File name: C:\Users\JoseLuis\Documents\Personal\PROPUESTA TESIS\Tesis 2015-1_Proyecto\Conexiones\Placa Base.cnx\ Steel connections Detailed report __________________________________________________________________________________________________________________________ __________________________________________________________________________________ Connection name : BPl_CB_B=508[mm]_N=787.4[mm]_tp=57.15[mm]_diam=1_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 LOADS Members Load Type V2 V3 M33 M22 Axial [KN] [KN] [KN*m] [KN*m] [KN] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Column 1 - DL Design -20.84 9.63 -151.25 36.00 -5391.00 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 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] 750.00 513.71 -- Transversal dimension [mm] 700.00 447.67 -- Distance from anchor to edge [mm] 70.00 19.05 -- Tables J3.4, J3.5 Weld size [1/16in] 5 5 -- table J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Concrete base Axial bearing [KN/mm2] 0.02 0.01 1 - DL 0.49 Base plate Flexural yielding (bearing interface) [KN*m/m] 214.68 173.01 1 - DL 0.81 DG1 Sec 3.1.2, DG1 Eq. 3.3.13 Flexural yielding (tension interface) [KN*m/m] 214.68 0.11 1 - DL 0.00 DG1 Eq. 3.3.13 Column Weld capacity [KN/m] 1828.47 1.09 1 - DL 0.00 DG1 p. 35, p. 8-9, Sec. J2.5, Page1
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Conexion placa base
Transcript of Conexión Placa Base
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Toshiba
Current Date: 12/03/2015 1:09 p. m.Units system: SIFile name: C:\Users\JoseLuis\Documents\Personal\PROPUESTA TESIS\Tesis 2015-1_Proyecto\Conexiones\Placa Base.cnx\
Steel connectionsDetailed report__________________________________________________________________________________________________________________________
__________________________________________________________________________________
Connection name :BPl_CB_B=508[mm]_N=787.4[mm]_tp=57.15[mm]_diam=1_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
LOADS
Members Load Type V2 V3 M33 M22 Axial[KN] [KN] [KN*m] [KN*m] [KN]
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Column 1 - DL Design -20.84 9.63 -151.25 36.00 -5391.00---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
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] 750.00 513.71 --Transversal dimension [mm] 700.00 447.67 --Distance from anchor to edge [mm] 70.00 19.05 -- Tables J3.4,
J3.5Weld size [1/16in] 5 5 -- table J2.4
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Concrete baseAxial bearing [KN/mm2] 0.02 0.01 1 - DL 0.49
Base plateFlexural yielding (bearing interface) [KN*m/m] 214.68 173.01 1 - DL 0.81 DG1 Sec 3.1.2,
DG1 Eq. 3.3.13Flexural yielding (tension interface) [KN*m/m] 214.68 0.11 1 - DL 0.00 DG1 Eq. 3.3.13
ColumnWeld capacity [KN/m] 1828.47 1.09 1 - DL 0.00 DG1 p. 35,
p. 8-9,Sec. J2.5,
Page1
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Sec. J2.4Elastic method weld shear capacity [KN/m] 1218.98 35.99 1 - DL 0.03 p. 8-9,
Sec. J2.5,Sec. J2.4
Elastic method weld axial capacity [KN/m] 1828.47 540.88 1 - DL 0.30 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] 560.00 38.10 -- Sec. D.8.1Distance from anchor to edge [mm] 695.00 76.20 -- Sec. D.7.7.1Effective length [mm] 60.32 -- 490.48
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Steel strength of anchor in tension [KN] 15.09 0.19 1 - DL 0.01 Eq. D-3Breakout of anchor in tension [KN] 11.58 0.19 1 - DL 0.02 Eq. D-4,
Sec. D.3.3.3Breakout of group of anchors in tension [KN] 11.58 0.19 1 - DL 0.02 Eq. D-5,
Sec. D.3.3.3Pullout of anchor in tension [KN] 5.32 0.19 1 - DL 0.03 Sec. D.3.3.3Steel strength of anchor in shear [KN] 7.85 5.74 1 - DL 0.73 Eq. D.20Breakout of anchor in shear [KN] 77.67 5.21 1 - DL 0.07 Sec. D.3.3.3Breakout of group of anchors in shear [KN] 97.15 20.84 1 - DL 0.21 Sec. D.3.3.3Pryout of anchor in shear [KN] 11.58 5.21 1 - DL 0.45 Eq. D-4,
Sec. D.3.3.3Pryout of group of anchors in shear [KN] 11.58 5.21 1 - DL 0.45 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 0.81--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
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] 700.00 447.67 --Transversal dimension [mm] 750.00 513.71 --Distance from anchor to edge [mm] 70.00 19.05 -- Tables J3.4,
J3.5Weld size [1/16in] 5 5 -- table J2.4
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DESIGN CHECK
Page2
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Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Concrete baseAxial bearing [KN/mm2] 0.02 0.01 1 - DL 0.49
Base plateFlexural yielding (bearing interface) [KN*m/m] 214.68 169.03 1 - DL 0.79 DG1 Sec 3.1.2,
DG1 Eq. 3.3.13Flexural yielding (tension interface) [KN*m/m] 214.68 0.11 1 - DL 0.00 DG1 Eq. 3.3.13
ColumnWeld capacity [KN/m] 1828.47 1.09 1 - DL 0.00 DG1 p. 35,
p. 8-9,Sec. J2.5,Sec. J2.4
Elastic method weld shear capacity [KN/m] 1218.98 6.45 1 - DL 0.01 p. 8-9,Sec. J2.5,Sec. J2.4
Elastic method weld axial capacity [KN/m] 1828.47 292.57 1 - DL 0.16 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] 560.00 38.10 -- Sec. D.8.1Distance from anchor to edge [mm] 695.00 76.20 -- Sec. D.7.7.1Effective length [mm] 60.32 -- 490.48
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Steel strength of anchor in tension [KN] 15.09 0.19 1 - DL 0.01 Eq. D-3Breakout of anchor in tension [KN] 11.58 0.19 1 - DL 0.02 Eq. D-4,
Sec. D.3.3.3Breakout of group of anchors in tension [KN] 11.58 0.19 1 - DL 0.02 Eq. D-5,
Sec. D.3.3.3Pullout of anchor in tension [KN] 5.32 0.19 1 - DL 0.03 Sec. D.3.3.3Steel strength of anchor in shear [KN] 7.85 5.74 1 - DL 0.73 Eq. D.20Breakout of anchor in shear [KN] 77.00 2.41 1 - DL 0.03 Sec. D.3.3.3Breakout of group of anchors in shear [KN] 97.15 9.63 1 - DL 0.10 Sec. D.3.3.3Pryout of anchor in shear [KN] 11.58 2.41 1 - DL 0.21 Eq. D-4,
Sec. D.3.3.3Pryout of group of anchors in shear [KN] 11.58 2.41 1 - DL 0.21 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 0.79----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Global critical strength ratio 0.81--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Biaxial analysis
Maximum compression and tension (1 - DL)
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Maximum bearing pressure : 0.01111 [KN/mm2]Minimum bearing pressure : 0.01111 [KN/mm2]Maximum anchor tension : 0.18529 [KN]Minimum anchor tension : 0.00000 [KN]Neutral axis angle : -6.45782Bearing length : 728.12311 [mm]
Anchors tensionsAnchor Transverse Longitudinal Shear Tension
[mm] [mm] [KN] [KN]---------------------------------------------------------------------------------------------------------
1 -280.00 -305.00 -5.21 0.192 -280.00 305.00 -5.21 0.003 280.00 305.00 -5.21 0.004 280.00 -305.00 -5.21 0.00
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Major axis anchor groupsResults for tensile breakout (1 - DL)
Group Area Tension Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 23225.76 0.19 1
---------------------------------------------------------------------------------------------------------
Results for shear breakout (1 - DL)
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Group Area Shear Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 1000.00 10.42 1, 42 1000.00 20.84 1, 2, 3, 4
---------------------------------------------------------------------------------------------------------
Minor axis anchor groupsResults for tensile breakout (1 - DL)
Group Area Tension Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 23225.76 0.19 1
---------------------------------------------------------------------------------------------------------
Results for shear breakout (1 - DL)
Group Area Shear Anchors[mm2] [KN]
---------------------------------------------------------------------------------------------------------1 1000.00 9.63 1, 2, 3, 42 1000.00 4.82 3, 4
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