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Neo RC Beam Section Capacity v0.1

ACI 318-99

Compressive strength


fc'
:240​

kgf/sq.cm
Main rebar yield strength


fy
:4,000​

kgf/sq.cm
Stirrup yield strength


fys
:2,400​

kgf/sq.cm
Width of section


b
:20​

cm
Depth of section


h
:40​

cm
Covering


c'
:3.0​

cm
Compression rebars
Quantity


nc
:2​

rebars
Size


dc
:16​

mm
Area


Ac
:2.01​

sq. cm
Tension rebars
Quantity


nt
:2​

rebars
Size


dt
:16.00​

mm
Area


At
:2.01​

sq. cm
Stirrups
Quantity


ns
:1​

rebars
Size


ds
:6​

mm
Area


Ass
:0.283​

sq. cm
Spacing


s
:15​

cm

Calculation



β1=0.85−0.05(fc′−28070)>ˉ0.65\beta_1 = 0.85-0.05(\frac {f_c'-280}{70}) \=> 0.65
Beta1


beta1
:0.85​


Balanced reinforcement ratio

ρb=0.85β1fc′fy(ϵcEsϵcEs+fy)\rho_b = 0.85\beta_1\frac{f_c'}{f_y}(\frac{\epsilon_c E_s}{\epsilon_c E_s + f_y })
Maximum reinforcement ratio

ρm=0.75ρb\rho _m = 0.75\rho_b
Max rho (As/bd)


rhom
:0.020​


Edge to compression rebar centroid


d'
:4.40​
cm
Effective depth


d
:35.60​

cm
Compression rebar area


As'
:4.02​

sq. cm
Tension rebar area


As
:4.02​

sq. cm
Rho (As/bd)


rho
:0.006​




Sectin is
:under-reinforced (good)​

For under-reinforced sections

Asfy=0.85fc′β1cb+As′(c−d′c)ϵcEsA_sf_y = 0.85f_c'\beta_1cb +A_s'(\frac {c-d'}c)\epsilon_c E_s

ϕMn=ϕ[0.85fc′ab(d−a2)+As′fs′(d−d′)]\phi M_n = \phi[ 0.85f_c'ab (d-\frac a2) + A_s'f_s'(d-d')]

ϕ=0.9\phi = 0.9
Stress block depth


c
:4.49​

cm
Effective stress block depth


a
:3.82​

cm
Compression rebar stress


fs'
:125​

ksc
Moment capacity


phi*Mn
:4,864​

kgf-m

ϕVn=ϕ(Vc+Vs)\phi V_n = \phi (V_c + V_s)

ϕ=0.85\phi = 0.85

Vc=0.53fc′bdV_c = 0.53 \sqrt{f_c'}bd

Vs=AvfydsV_s=\frac{A_vf_yd}{s}
Concrete shear capacity


Vc
:5,846​

kgf
Stirrup shear capacity


Vs
:3,224​

kgf
Total shear capacity


phi*Vn
:7,709​

kgf