Load Path On Rc Building Structures
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Notes on Using SAP2000 as a tool, Suyono Nt. 2007 Sorry for day i'm on a lazy state in writes all of equations and make details of calculation like a report.
Load Path on RC Building Structures Because of node limitation in SAP2000 Student version (100 nodes max) only small/moderate numbers of meshing shell elements in my SAP models, it's about 80 nodes. For calculation beams bending moment hope it would be satisfied :( ??, for another purpose of calculating such as slabs moment and/or deflection i'm not sure. In others word it'll not capture the structural behaviour (need more FE mesh).
page 1 of 17
Column (all columns, below and above storey being considered) H=300 B=300 LL ½ w l = 0,5*4*3 = 6 kN/m DLslab 0,5*0,12*24*3 = 4,32 kN/m DLbeam 0,2*0,4*24 = 1,92 kN/m
Material Properties (I left as default, except weight density) Load Combination 1,2DL+1,6LL
RC beam design Modified ACI318-99 parameter to satisfy SNI91 RC building codes. Type: Sway Ordinary (non seismic)
Element dimensions (in mm units) Beams (all beams in X and Y direction) H=400 B=200
CASE 1 Modelling structures with frame element to represent beam and column. Loads applied to beam in -z direction, distributed as trapezoidal and triangular.
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 2 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
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Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 4 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 5 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 6 of 17
CASE 2 Modelling structures with frame element to represent beam and column, shell element for slabs to study force distribution on beam members. Here's eccentricity being ignore to simplify.
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 7 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 8 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 9 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 10 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 11 of 17
CASE 2 Modelling structures with frame element to represent beam and column, shell element for slabs. Here's eccentricity being considered to study force distribution on beam members. How these take effect on beams internal force. Adjacent node shell to beams are connected with rigid link to transfer slab forces. e=(0,4/2)-(0,12/2)=0,14m
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 12 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 13 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
as can be seen, the amount of axial forces are large cause of beam-slab eccentricity. Positive sign (tension) at beam spans and negative sign (compression) at beam end. It must be converted before to get real moment for RC design purposes. again :) sorry i'm on lazy state to makes detail of calculation, just do it by yourself. You can look from researcher who interested in mixed element, truss to beam, beam to shell, shell to solid, etc.
page 14 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 15 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 16 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 17 of 17
In RC design command i didn't make a further calculation to get design moment, just want to know how much it differ from other models result. Whohah ... it's about 35% less than 1st simple models (for a long past years i trusted).
Concluding and Remarks ● load from mesh at corners are lost from contribution of beam internal force. ● ignoring eccentricity makes plate rotation at end spans are less stiff. ● more FE mesh means more accurate result (mesh FE in this model isn't captures structural behaviour) ● make your FE model's simple as possible but not simpler :)
Load Path on RC Building Structures Because of node limitation in SAP2000 Student version (100 nodes max) only small/moderate numbers of meshing shell elements in my SAP models, it's about 80 nodes. For calculation beams bending moment hope it would be satisfied :( ??, for another purpose of calculating such as slabs moment and/or deflection i'm not sure. In others word it'll not capture the structural behaviour (need more FE mesh).
page 1 of 17
Column (all columns, below and above storey being considered) H=300 B=300 LL ½ w l = 0,5*4*3 = 6 kN/m DLslab 0,5*0,12*24*3 = 4,32 kN/m DLbeam 0,2*0,4*24 = 1,92 kN/m
Material Properties (I left as default, except weight density) Load Combination 1,2DL+1,6LL
RC beam design Modified ACI318-99 parameter to satisfy SNI91 RC building codes. Type: Sway Ordinary (non seismic)
Element dimensions (in mm units) Beams (all beams in X and Y direction) H=400 B=200
CASE 1 Modelling structures with frame element to represent beam and column. Loads applied to beam in -z direction, distributed as trapezoidal and triangular.
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 2 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 3 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 4 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 5 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 6 of 17
CASE 2 Modelling structures with frame element to represent beam and column, shell element for slabs to study force distribution on beam members. Here's eccentricity being ignore to simplify.
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 7 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 8 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 9 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 10 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 11 of 17
CASE 2 Modelling structures with frame element to represent beam and column, shell element for slabs. Here's eccentricity being considered to study force distribution on beam members. How these take effect on beams internal force. Adjacent node shell to beams are connected with rigid link to transfer slab forces. e=(0,4/2)-(0,12/2)=0,14m
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 12 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 13 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
as can be seen, the amount of axial forces are large cause of beam-slab eccentricity. Positive sign (tension) at beam spans and negative sign (compression) at beam end. It must be converted before to get real moment for RC design purposes. again :) sorry i'm on lazy state to makes detail of calculation, just do it by yourself. You can look from researcher who interested in mixed element, truss to beam, beam to shell, shell to solid, etc.
page 14 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 15 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 16 of 17
Notes on Using SAP2000 as a tool, Suyono Nt. 2007
page 17 of 17
In RC design command i didn't make a further calculation to get design moment, just want to know how much it differ from other models result. Whohah ... it's about 35% less than 1st simple models (for a long past years i trusted).
Concluding and Remarks ● load from mesh at corners are lost from contribution of beam internal force. ● ignoring eccentricity makes plate rotation at end spans are less stiff. ● more FE mesh means more accurate result (mesh FE in this model isn't captures structural behaviour) ● make your FE model's simple as possible but not simpler :)
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