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Inputs

Materials
f'c (N/mm²)
fy (N/mm²)
fys (N/mm²)
   
Geometry (Units mm)  
Beam Thickness
Beam Depth
Clear Span
No. of Truss Cells
   
Width of Nodes at Mid Span
Width of Nodes at Edges
   
Working Span (Truss Width)
Depth of Flexural Reo mm
Truss Depth
   
Applied Loads
Overstrength Factor
ULS Moment -Left (Larger)
ULS Moment -Right (Smaller)
Corresponding ULS Shear (KN)
   
SLS Moment-Left
SLS Moment-Right
SLS Shear

 

Analysis & REO

Clear Span/ Total Depth
Working Span / Truss Depth
   
Vertical Tie (Shear)
Shear Stress in Section MPa
Total Shear REO mm² in each vertical tie
   Legs    @ spacing of
   
Horizontal Tie Force (Flexure)
Flexural REO mm²
(reduced by overstrength factor)
   
Inclined Strut Force
Strut Angle
Horizontal Struts Force
   

Preview

 

Nodes

Mid Span Nodes (CTT)
 
Width (mm) Base Stress
Height (mm) Side Stress
Hypo (mm) Incl. Stress
Strut/Node Angle Shear Stress
Applied (MPa) Allowed MPa
 
 
Critical Wall Node; Label
Width (mm) Base Stress
Height (mm) Side Stress
Hypo (mm) Incl. Stress
Strt./Nd. Ang Shear Stress
Applied (MPa) Allowed MPa
 

Notes

1- This module is adopting STM model introduced through following ACI Paper:
Lee, H. J., Kuchma, D. A., Baker, W. F., & Novak, L. C. (2008). Design and analysis of heavily loaded reinforced concrete link beams for Burj Dubai. ACI Structural Journal, 105(4). https://doi.org/10.14359/19859
2- Beam theory, although does not seem applicable for deep beams, results in a more conservative design for this very case, therefore user is encouraged to make comparisons with results from Section 8 of the AS3600-2018
3- User may justify via calcs or testing that the nodes, and struts, are confined, to claim the maximum node stress of ϕ1.8 fc.
4- V = (M1+M2) / Span, user can't change this to maintain equilibrium. Use judgment to design for shear.
5- You might have the shear increased by overstrength factor, to make the beam fail on flexure first, hence you could justify lesser flexural reo than in calcs here.
6- Struts must not overlap

RKALC Assistant