Ram Series can dimension the steel necessary to add to the concrete in order to resist the calculated strengths. The dimension and checking is based on the EHE Spanish regulation. It is based in a point per point checking. In this way, any type of structural typology can be analyzed. To begin, choose:
Concrete->Concrete
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To dimension the plate just over the support, select on point close to the support after pressing button Sel. In the window.
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Check that you want to dimension in the x’ axe, typology type: plate and then press button Dimension .
Note : In theory, it would be necessary to select the point just over the support to dimension the section. In practice, it is better to select one point more separated, in order to have less strengths there, and accept a little of plasticity in the materials.
Ram Series gives one proposal for arming the section and the level of security that the proposed steel has:
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To modify it press button transfer (the triangle pointing to right in the figure). The proposed steel is included as one steel set in the system.
Select the included steel set from the list and pick button Edit/Ren . Another option is just create a new steel set with button New . Then, change it as seen in the figure:
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Press Ok and then, select the newly created steel set and press Check . To see the calculation made to justify this steel, select View Results
One report similar to this one will be viewed:
Esfuerzos sobre la sección
Esfuerzo axil |
Momento (Mx') |
Cortante |
-5.484kN/m |
-73.0356kN·m/m |
3.40121kN/m |
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Propiedades del elemento
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Tipo de exposición: IIb
fck =25N/mm2
Control normal de ejecución
rnom =rmin +Δr=30+10=40mm
Comprobación para placas.
As,inf = 3.92699cm2 > 50%·1.8/1000·Ac =2.07cm2
As,sup = 10.6186cm2 > 50%·1.8/1000·Ac =2.07cm2
CUMPLE
As,sup ·fyd > 0.25·W/h·fcd
0.00106186·434.783 > 0.25·0.00881667/0.23·16.6667
461.678kN > 159.722kN
CUMPLE
Se considera la armadura de compresión para el cálculo.
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As,inf =3.93cm2 As,sup =10.6cm2
Posición x=0m; Axil=-5.484kN Momento=-73.0356kN·m CUMPLE
N=-3.57977kN M=-47.6153kN·m => σc =12.176MPa
fck,120 =1.24·fck =1.24·25=31MPa
σc < 0.60fck,120
12.176MPa < 0.60·31=18.6MPa CUMPLE
N=-3.57977kN M=-47.6153kN·m => σs =264.015MPa
fct,m =0.3*sqrt3 (fck 2 )=2.56496MPa
Mfis =b·h2 /6·fct,m =22.6144kN·m
σsr =Mfis /(0.8·d·As )=22614.4/(0.8·0.184148·0.00106186)=144.565Mpa
k1 =(ε1 +ε2 )/(8ε1 )=(0.00175997+0)/(8·0.00175997)=0.125
Ac,eficaz =575cm2
sm =2c+0.2s+0.4k1 φAc,eficaz /As =2·40+0.2·100+0.4·0.125·12·575/10.6186=132.49mm
εsm =σs /Es [1-k2 (σsr /σs )2 ]=0.00112218 > 0.4σs /Es
Clase de exposición IIb wmax =0.3mm
wk =1.7sm εsm < wmax
0.253mm < 0.3mm CUMPLE
Agotamiento por compresión oblicua del alma (EHE 44.2.3.1)
Vrd =Vd =3.40121 kN (x=0.092074m)
Vu1 =0.30·fcd b0 d=0.30·16666.7·1·0.184148=920.74kN
Vrd < Vu1 CUMPLE
Agotamiento por tracción en el alma (EHE 44.2.3.2)
Vrd =Vd =3.40121kN (x=0.276222m)
Vcu =0.10ξ(100ρ1 fck )1/3 ·b0 d=0.10·2.04215(100·0.00576633·25)1/3 ·1000·184.148=91.524 kN
ξ=1+(200/d)1/2 =2.04215
ρ1 =As /(b0 d)=0.00576633 < 0.02
fy90,d =fyd < 400N/mm2 (EHE 40.2)
Vsu =A90 fy90,d 0.90d=0.00100531·4e+008·0.9·0.184148=66.6452 kN
Vrd < Vcu +Vsu
3.40121 kN < 158.169 kN CUMPLE
Disposiciones relativas a las armaduras (EHE 44.2.3.4)
Vrd <1/5Vu1
st < 0.8d; st < 300mm
< ; < CUMPLE
Cuantía mínima de armadura transversal (EHE 44.2.3.4)
A90 fy90,d > 0.02fcd b0
0.00100531·4e+008 > 0.02·1.66667e+007·1
402.124 kN > 333.333 kN CUMPLE
Limitación de fisuración por cortante (EHE 49.3)
(Vrd -3Vcu )/(A90 d)=-1767.08 MPa
st =100 mm < CUMPLE
Disposición mínima por armadura a compresión (EHE 42.3.1)
st < 15φmin
< 15·10=150 mm CUMPLE
φt > 1/4φmax ·st /15φmin
> 1/4·10·0.666667=1.66667 mm CUMPLE
To dimension the support, select on point close to the support after pressing button Sel. In the window.
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The rest of the process is the same that the one of the shell.