mathcad - gr long 20x40 c30_37
TRANSCRIPT
Dimensionare si armare grinda longitudinala 20x40 cm C30/37: •BETON C30/37 OTEL S500
fyk 500 103⋅
kN
m2:=fck 30 103
×kN
m2:=
γs 1.15:=
γc 1.5:=
fydfykγs
4.348 105×
kN
m2⋅=:=
fcdfckγc
2 104×
kN
m2⋅=:=
fctm 2.9 103⋅
kN
m2:=
Cnom 0.030m:=
ϕtrans 0.008m:=
ϕlong 0.025m:=
a Cnom ϕtrans+ϕlong
2+ 0.051 m=:=
hgL 0.4m:= rezulta d hgL a− 0.35m=:=
cota +4.55
Grinda marginala A-B ( ax 1)
MA.B.c 17.04kN m⋅:=
bgL 0.20m:=
μMA.B.c
fcd bgL⋅ d2⋅
0.035=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:= Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.036=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 1.142 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=Asmin 0.26
fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MA.B.st.neg.red 28.52kN m⋅:=
μMA.B.st.neg.red
fcd bgL⋅ d2⋅
0.058=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.06=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 1.935 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
AA.B.stg.neg 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.negAA.B.stg.neg fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.negxA.B.stg.neg
d0.088=:=
MRb.A.B.stg.neg λ η⋅ fcd⋅ ξA.B.stg.neg⋅ 1 0.50 λ⋅ ξA.B.stg.neg⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.neg.red 30.65kN m⋅:=
μMA.B.dr.neg.red
fcd bgL⋅ d2⋅
0.063=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.065=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 2.085 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
AA.B.dr.neg 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.dr.negAA.B.dr.neg fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.negxA.B.dr.neg
d0.088=:=
MRb.A.B.dr.neg λ η⋅ fcd⋅ ξA.B.dr.neg⋅ 1 0.50 λ⋅ ξA.B.dr.neg⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.st.poz.red 12.85kN m⋅:=
μMA.B.st.poz.red
fcd bgL⋅ d2⋅
0.026=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.027=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 0.857 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "NEINDEPLINITA"=
AA.B.st.poz 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C 30/37 < C50/60
xA.B.stg.pozAA.B.st.poz fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.pozxA.B.stg.poz
d0.088=:=
MRb.A.B.stg.poz λ η⋅ fcd⋅ ξA.B.stg.poz⋅ 1 0.50 λ⋅ ξA.B.stg.poz⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.poz.red 6.58kN m⋅:=
μMA.B.dr.poz.red
fcd bgL⋅ d2⋅
0.013=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.014=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 0.436 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.dr.poz 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C30/37
xA.B.dr.pozAA.B.dr.poz fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.pozxA.B.dr.poz
d0.088=:=
MRb.A.B.dr.poz λ η⋅ fcd⋅ ξA.B.dr.poz⋅ 1 0.50 λ⋅ ξA.B.dr.poz⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 3.90m 0.35m− 3.55m=:=
Aafr 3.80m2:=
q 2.5kN
m2:= rezulta qr Aafr
q
lc⋅ 2.676
kNm
⋅=:=
pp 5.12kN
m2:= rezulta pr
pp Aafr⋅
lc5.481
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.A.B.dr.maxMRb.A.B.stg.neg MRb.A.B.dr.poz+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 43.734 kN⋅=:=
Ved.st.A.B.maxMRb.A.B.dr.neg MRb.A.B.stg.poz+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 43.734 kN⋅=:=
Vrd.A.B.st.calcstatic 34.16kN:=
Vrd.A.B.dr.calcstatic 37.47kN:=
Ved.A.B. max Ved.A.B.dr.max Ved.st.A.B.max, Vrd.A.B.st.calcstatic, Vrd.A.B.dr.calcstatic, ( ) 43.734 kN⋅=:=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m=rezulta ρs
As.c.lbgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c 25.66kN:=
Ved.A.B. 43.734 kN⋅=
Ved.A.B. VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.A.B. VRd.max.ctgθ2.5< 1=
ctgθ 2.5:=
Asws
Ved.A.B.0.9 d⋅ fyd⋅ ctgθ⋅
0.128 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.A.B. VRd.max.ctgθ1.00< 1=
se adopta ctgθ 1.75:=
Asws
Ved.A.B.0.9 d⋅ fyd⋅ ctgθ⋅
0.183 mm⋅=:=Asw
s
Aleg
s 250mm:=
AswVed.A.B.
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.457 cm2
⋅=:=
AetrAsw
20.228 cm2
⋅=:=
REZULTA Aseffetr 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.sAseffetr
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 77.297 kN⋅=:=
VRd.s Ved.A.B.≥ 1=
Grinda marginala B -C (ax 1)
MB.C.c 22.51kN m⋅:=
bgL 0.20m:=
μMB.C.c
fcd bgL⋅ d2⋅
0.046=:= μlim 0.372:= clasa beton C16/20 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.047=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 1.517 cm2⋅=:=
Asmin 0.26fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MB.C.st.neg.red 30.17kN m⋅:=
μMB.C.st.neg.red
fcd bgL⋅ d2⋅
0.062=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.064=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 2.051 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.stg.neg 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.negAB.C.stg.neg fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.stg.negxB.C.stg.neg
d0.088=:=
MRb.B.C.stg.neg λ η⋅ fcd⋅ ξB.C.stg.neg⋅ 1 0.50 λ⋅ ξB.C.stg.neg⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.dr.neg.red 32.10kN m⋅:=
μMB.C.dr.neg.red
fcd bgL⋅ d2⋅
0.066=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.068=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 2.187 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.dr.neg 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.negAB.C.dr.neg fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.dr.negxB.C.dr.neg
d0.088=:=
MRb.B.C.dr.neg λ η⋅ fcd⋅ ξB.C.dr.neg⋅ 1 0.50 λ⋅ ξB.C.dr.neg⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.st.poz.red 0.34kN m⋅:=
μMB.C.st.poz.red
fcd bgL⋅ d2⋅
6.959 10 4−×=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 6.961 10 4−×=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 0.022 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.st.poz 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.pozAB.C.st.poz fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.stg.pozxB.C.stg.poz
d0.088=:=
MRb.B.C.stg.poz λ η⋅ fcd⋅ ξB.C.stg.poz⋅ 1 0.50 λ⋅ ξB.C.stg.poz⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.dr.poz.red 0kN m⋅:=
μMB.C.dr.poz.red
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.dr.poz 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.pozAB.C.dr.poz fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.dr.pozxB.C.dr.poz
d0.088=:=
MRb.B.C.dr.poz λ η⋅ fcd⋅ ξB.C.dr.poz⋅ 1 0.50 λ⋅ ξB.C.dr.poz⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 4.60m 0.35m− 4.25m=:=
Aafr 5.29m2:=
q 2.5kN
m2:= rezulta qr Aafr
q
lc⋅ 3.112
kNm
⋅=:=
pp 5.12kN
m2:= rezulta pr
pp Aafr⋅
lc6.373
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.B.C.dr.maxMRb.B.C.stg.neg MRb.B.C.dr.poz+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 49.545 kN⋅=:=
Ved.st.B.C.maxMRb.B.C.dr.neg MRb.B.C.stg.poz+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 49.545 kN⋅=:=
Vrd.B.C.st.calcstatic 41.47kN:=
Vrd.B.C.dr.calcstatic 41.85kN:=
Ved.B.C max Ved.B.C.dr.max Ved.st.B.C.max, Vrd.B.C.st.calcstatic, Vrd.B.C.dr.calcstatic, ( ) 49.545 kN⋅=:=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m= REZULTA ρsAs.c.lbgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c. cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c VRd.c. N⋅ 25.657 kN⋅=:=
Ved.B.C 49.545 kN⋅=
Ved.B.C VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.B.C VRd.max.ctgθ2.5< 1=
ctgθ 2.5:=
Asws
Ved.B.C0.9 d⋅ fyd⋅ ctgθ⋅
0.145 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.B.C VRd.max.ctgθ1.00< 1=
se adopta ctgθ 1.75:=
Asws
Ved.B.C0.9 d⋅ fyd⋅ ctgθ⋅
0.207 mm⋅=:=Asw
s
Aleg
s 250mm:=
AswVed.B.C
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.518 cm2
⋅=:=
AetrAsw
20.259 cm2
⋅=:=
Aseffetr 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.sAseffetr
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 77.297 kN⋅=:=
VRd.s Ved.B.C≥ 1=
Grinda centrala A-B ( ax 2)
MA.B.c2 25.53kN m⋅:=
bgL 0.20m:=
μMA.B.c2
fcd bgL⋅ d2⋅
0.052=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:= Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.054=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 1.726 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=Asmin 0.26
fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MA.B.st.neg.red2 33.21kN m⋅:=
μMA.B.st.neg.red2
fcd bgL⋅ d2⋅
0.068=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.07=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 2.265 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
AA.B.stg.neg2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.neg2AA.B.stg.neg2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.neg2xA.B.stg.neg2
d0.088=:=
MRb.A.B.stg.neg2 λ η⋅ fcd⋅ ξA.B.stg.neg2⋅ 1 0.50 λ⋅ ξA.B.stg.neg2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.neg.red2 35.12kN m⋅:=
μMA.B.dr.neg.red2
fcd bgL⋅ d2⋅
0.072=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.075=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 2.401 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
AA.B.dr.neg2 3 π⋅12mm( )2
4⋅ 3.393 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.dr.neg2AA.B.dr.neg2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.046 m=:=
ξA.B.dr.neg2xA.B.dr.neg2
d0.132=:=
MRb.A.B.dr.neg2 λ η⋅ fcd⋅ ξA.B.dr.neg2⋅ 1 0.50 λ⋅ ξA.B.dr.neg2⋅−( )⋅ bgL⋅ d2⋅ 48.837 kN m⋅⋅=:=
MA.B.st.poz.red2 3.68kN m⋅:=
μMA.B.st.poz.red2
fcd bgL⋅ d2⋅
7.532 10 3−×=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 7.56 10 3−×=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 0.243 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "NEINDEPLINITA"=
AA.B.st.poz2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.poz2AA.B.st.poz2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.poz2xA.B.stg.poz2
d0.088=:=
MRb.A.B.stg.poz2 λ η⋅ fcd⋅ ξA.B.stg.poz2⋅ 1 0.50 λ⋅ ξA.B.stg.poz2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.poz.red2 10.66kN m⋅:=
μMA.B.dr.poz.red2
fcd bgL⋅ d2⋅
0.022=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.022=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 0.709 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.dr.poz2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/ < C50/60
xA.B.dr.poz2AA.B.dr.poz2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.poz2xA.B.dr.poz2
d0.088=:=
MRb.A.B.dr.poz2 λ η⋅ fcd⋅ ξA.B.dr.poz2⋅ 1 0.50 λ⋅ ξA.B.dr.poz2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 3.90m 0.35m− 3.55m=:=
Aafr2 7.60m2:=
q 2.5kN
m2:= rezulta qr Aafr2
q
lc⋅ 5.352
kNm
⋅=:=
pp 5.12kN
m2:= rezulta pr
pp Aafr2⋅
lc10.961
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.A.B.dr.max2MRb.A.B.stg.neg2 MRb.A.B.dr.poz2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 63.991 kN⋅=:=
Ved.st.A.B.max2MRb.A.B.dr.neg2 MRb.A.B.stg.poz2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 68.407 kN⋅=:=
Vrd.A.B.st.calcstatic2 47.62kN:=
Vrd.A.B.dr.calcstatic2 50.77kN:=
Ved.A.B2. max Ved.A.B.dr.max2 Ved.st.A.B.max2, Vrd.A.B.st.calcstatic2, Vrd.A.B.dr.calcstatic2, ( ) 68.407 kN⋅=:=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m=rezulta ρs
As.c.l2bgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c 25.66kN:=
Ved.A.B2. 68.407 kN⋅=
Ved.A.B2. VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5.2 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.A.B2. VRd.max.ctgθ2.5< 1=
ctgθ 2.5:=
Asws
Ved.A.B2.0.9 d⋅ fyd⋅ ctgθ⋅
0.2 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max2 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00.2 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.A.B2. VRd.max.ctgθ1.00.2< 1=
se adopta ctgθ 1.75:=
Asws
Ved.A.B2.0.9 d⋅ fyd⋅ ctgθ⋅
0.286 mm⋅=:=Asw
s
Aleg
s 250mm:=
AswVed.A.B2.
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.715 cm2
⋅=:=
AetrAsw
20.357 cm2
⋅=:=
REZULTA Aseffetr2 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.sAseffetr
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 77.297 kN⋅=:=
VRd.s Ved.A.B.≥ 1=
Grinda centrala B -C (ax 2)
MB.C.c2 34.15kN m⋅:=
bgL 0.20m:=
μMB.C.c2
fcd bgL⋅ d2⋅
0.07=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.073=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 2.332 cm2⋅=:=
Asmin 0.26fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l2 3 π⋅12mm( )2
4⋅ 3.393 cm2
⋅=:=
MB.C.st.neg.red2 39.71kN m⋅:=
μMB.C.st.neg.red2
fcd bgL⋅ d2⋅
0.081=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.085=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 2.729 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.stg.neg2 3 π⋅12mm( )2
4⋅ 3.393 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.neg2AB.C.stg.neg2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.046 m=:=
ξB.C.stg.neg2xB.C.stg.neg2
d0.132=:=
MRb.B.C.stg.neg2 λ η⋅ fcd⋅ ξB.C.stg.neg2⋅ 1 0.50 λ⋅ ξB.C.stg.neg2⋅−( )⋅ bgL⋅ d2⋅ 48.837 kN m⋅⋅=:=
MB.C.dr.neg.red2 43.28kN m⋅:=
μMB.C.dr.neg.red2
fcd bgL⋅ d2⋅
0.089=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.093=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 2.987 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.dr.neg2 3 π⋅12mm( )2
4⋅ 3.393 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.neg2AB.C.dr.neg2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.046 m=:=
ξB.C.dr.neg2xB.C.dr.neg2
d0.132=:=
MRb.B.C.dr.neg2 λ η⋅ fcd⋅ ξB.C.dr.neg2⋅ 1 0.50 λ⋅ ξB.C.dr.neg2⋅−( )⋅ bgL⋅ d2⋅ 48.837 kN m⋅⋅=:=
MB.C.st.poz.red2 0kN m⋅:=
μMB.C.st.poz.red2
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.st.poz2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.poz2AB.C.st.poz2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.stg.poz2xB.C.stg.poz2
d0.088=:=
MRb.B.C.stg.poz2 λ η⋅ fcd⋅ ξB.C.stg.poz2⋅ 1 0.50 λ⋅ ξB.C.stg.poz2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.dr.poz.red2 0kN m⋅:=
μMB.C.dr.poz.red2
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec2 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.dr.poz2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.poz2AB.C.dr.poz2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.dr.poz2xB.C.dr.poz2
d0.088=:=
MRb.B.C.dr.poz2 λ η⋅ fcd⋅ ξB.C.dr.poz2⋅ 1 0.50 λ⋅ ξB.C.dr.poz2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 4.60m 0.35m− 4.25m=:=
Aafr2 10.58m2:=
q 2.5kN
m2:= rezulta qr Aafr2
q
lc⋅ 6.224
kNm
⋅=:=
pp 5.47kN
m2:= rezulta pr
pp Aafr2⋅
lc13.617
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.B.C.dr.max2MRb.B.C.stg.neg2 MRb.B.C.dr.poz2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 83.933 kN⋅=:=
Ved.st.B.C.max2MRb.B.C.dr.neg2 MRb.B.C.stg.poz2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 83.933 kN⋅=:=
Vrd.B.C.st.calcstatic2 58.15kN:=
Vrd.B.C.dr.calcstatic2 58.61kN:=
Ved.B.C2 max Ved.B.C.dr.max2 Ved.st.B.C.max2, Vrd.B.C.st.calcstatic2, Vrd.B.C.dr.calcstatic2, ( ) 83.933 kN⋅=:=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m= REZULTA ρsAs.c.l2bgL d⋅
4.854 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.937 104
×=:=
VRd.c 29.37kN:=
Ved.B.C2 83.933 kN⋅=
Ved.B.C VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5.2 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.B.C2 VRd.max.ctgθ2.5.2< 1=
ctgθ 2.5:=
Asws
Ved.B.C20.9 d⋅ fyd⋅ ctgθ⋅
0.245 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00.2 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.B.C2 VRd.max.ctgθ1.00.2< 1=
se adopta ctgθ 1.75:=
Asws
Ved.B.C20.9 d⋅ fyd⋅ ctgθ⋅
0.351 mm⋅=:=Asw
s
Aleg
s 200mm:=
AswVed.B.C2
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.701 cm2
⋅=:=
Aetr2Asw
20.351 cm2
⋅=:=
Aseffetr2 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.s2Aseffetr2
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 96.622 kN⋅=:=
VRd.s2 Ved.B.C2≥ 1=
cota +8.45
Grinda marginala A-B ( ax 1)
MA.B.c.z1 16.41kN m⋅:=
bgL 0.20m:=
μMA.B.c.z1
fcd bgL⋅ d2⋅
0.034=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:= Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.034=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 1.099 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=Asmin 0.26
fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MA.B.st.neg.red.z1 11.18kN m⋅:=
μMA.B.st.neg.red.z1
fcd bgL⋅ d2⋅
0.023=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.023=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 0.744 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.stg.neg.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.neg.z1AA.B.stg.neg.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.neg.z1xA.B.stg.neg.z1
d0.088=:=
MRb.A.B.stg.neg.z1 λ η⋅ fcd⋅ ξA.B.stg.neg.z1⋅ 1 0.50 λ⋅ ξA.B.stg.neg.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.neg.red.z1 24.27kN m⋅:=
μMA.B.dr.neg.red.z1
fcd bgL⋅ d2⋅
0.05=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.051=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 1.639 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
AA.B.dr.neg.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.dr.neg.z1AA.B.dr.neg.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.neg.z1xA.B.dr.neg.z1
d0.088=:=
MRb.A.B.dr.neg.z1 λ η⋅ fcd⋅ ξA.B.dr.neg.z1⋅ 1 0.50 λ⋅ ξA.B.dr.neg.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.st.poz.red.z1 9.58kN m⋅:=
μMA.B.st.poz.red.z1
fcd bgL⋅ d2⋅
0.02=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.02=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 0.637 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.st.poz.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.poz.z1AA.B.st.poz.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.poz.z1xA.B.stg.poz.z1
d0.088=:=
MRb.A.B.stg.poz.z1 λ η⋅ fcd⋅ ξA.B.stg.poz.z1⋅ 1 0.50 λ⋅ ξA.B.stg.poz.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.poz.red.z1 0kN m⋅:=
μMA.B.dr.poz.red.z1
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.dr.poz.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.dr.poz.z1AA.B.dr.poz.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.poz.z1xA.B.dr.poz.z1
d0.088=:=
MRb.A.B.dr.poz.z1 λ η⋅ fcd⋅ ξA.B.dr.poz.z1⋅ 1 0.50 λ⋅ ξA.B.dr.poz.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 3.90m 0.35m− 3.55m=:=
Aafr.z1 3.80m2:=
q 1kN
m2:= rezulta qr Aafr.z1
q
lc⋅ 1.07
kNm
⋅=:=
pp 12.54kN
m2:= rezulta pr
pp Aafr.z1⋅
lc13.423
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.A.B.dr.max.z1MRb.A.B.stg.neg.z1 MRb.A.B.dr.poz.z1+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 58.491 kN⋅=:=
Ved.st.A.B.max.z1MRb.A.B.dr.neg.z1 MRb.A.B.stg.poz.z1+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 58.491 kN⋅=:=
Vrd.A.B.st.calcstatic.z1 21.81kN:=
Vrd.A.B.dr.calcstatic.z1 30.91kN:=
Ved.A.B.z1 max Ved.A.B.dr.max.z1 Ved.st.A.B.max.z1, Vrd.A.B.st.calcstatic.z1, Vrd.A.B.dr.calcstatic.z1, ( ):=
Ved.A.B.z1 58.491 kN⋅=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m=rezulta ρs
As.c.l.z1bgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c 25.66kN:=
Ved.A.B.z1 58.491 kN⋅=
Ved.A.B. VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5.z1 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.A.B.z1 VRd.max.ctgθ2.5.z1< 1=
ctgθ 2.5:=
Asws
Ved.A.B.z10.9 d⋅ fyd⋅ ctgθ⋅
0.171 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max.z1 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00.z1 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.A.B.z1 VRd.max.ctgθ1.00.z1< 1=
se adopta ctgθ 1.75:=
Asws
Ved.A.B.z10.9 d⋅ fyd⋅ ctgθ⋅
0.244 mm⋅=:=Asw
s
Aleg
s 250mm:=
AswVed.A.B.z1
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.611 cm2
⋅=:=
Aetr.z1Asw
20.305 cm2
⋅=:=
REZULTA Aseffetr.z1 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.s.z1Aseffetr.z1
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 77.297 kN⋅=:=
VRd.s Ved.A.B.≥ 1=
Grinda marginala B -C (ax 1)
MB.C.c.z1 18.28kN m⋅:=
bgL 0.20m:=
μMB.C.c.z1
fcd bgL⋅ d2⋅
0.037=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.038=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 1.226 cm2⋅=:=
Asmin 0.26fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MB.C.st.neg.red.z1 21.88kN m⋅:=
μMB.C.st.neg.red.z1
fcd bgL⋅ d2⋅
0.045=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.046=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 1.474 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.stg.neg.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.neg.z1AB.C.stg.neg.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.stg.neg.z1xB.C.stg.neg.z1
d0.088=:=
MRb.B.C.stg.neg.z1 λ η⋅ fcd⋅ ξB.C.stg.neg.z1⋅ 1 0.50 λ⋅ ξB.C.stg.neg.z1⋅−( )⋅ bgL⋅ d2⋅ kN m⋅⋅=:=
MB.C.dr.neg.red.z1 23.48kN m⋅:=
μMB.C.dr.neg.red.z1
fcd bgL⋅ d2⋅
0.048=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.049=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 1.584 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.dr.neg.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.neg.z1AB.C.dr.neg.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.dr.neg.z1xB.C.dr.neg.z1
d0.088=:=
MRb.B.C.dr.neg.z1 λ η⋅ fcd⋅ ξB.C.dr.neg.z1⋅ 1 0.50 λ⋅ ξB.C.dr.neg.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.st.poz.red.z1 0kN m⋅:=
μMB.C.st.poz.red.z1
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.st.poz.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.poz.z1AB.C.st.poz.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.stg.poz.z1xB.C.stg.poz.z1
d0.088=:=
MRb.B.C.stg.poz.z1 λ η⋅ fcd⋅ ξB.C.stg.poz.z1⋅ 1 0.50 λ⋅ ξB.C.stg.poz.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.dr.poz.red.z1 0kN m⋅:=
μMB.C.dr.poz.red.z1
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec.z1 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z1< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.dr.poz.z1 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.poz.z1AB.C.dr.poz.z1 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.dr.poz.z1xB.C.dr.poz.z1
d0.088=:=
MRb.B.C.dr.poz.z1 λ η⋅ fcd⋅ ξB.C.dr.poz.z1⋅ 1 0.50 λ⋅ ξB.C.dr.poz.z1⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 4.6m 0.35m− 4.25m=:=
Aafr.z1 5.29m2:=
q 1kN
m2:= rezulta qr Aafr.z1
q
lc⋅ 1.245
kNm
⋅=:=
pp 13.22kN
m2:= rezulta pr
pp Aafr.z1⋅
lc16.455
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.B.C.dr.max.z1MRb.B.C.stg.neg.z1 MRb.B.C.dr.poz.z1+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 72.516 kN⋅=:=
Ved.st.B.C.max.z1MRb.B.C.dr.neg.z1 MRb.B.C.stg.poz.z1+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 72.516 kN⋅=:=
Vrd.B.C.st.calcstatic.z1 30.86kN:=
Vrd.B.C.dr.calcstatic.z1 31.31kN:=
Ved.B.C.z1 max Ved.B.C.dr.max.z1 Ved.st.B.C.max.z1, Vrd.B.C.st.calcstatic.z1, Vrd.B.C.dr.calcstatic.z1, ( ):=
Ved.B.C.z1 72.516 kN⋅=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.20m:=REZULTA ρs
As.c.l.z1bgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c 25.66kN:=
Ved.B.C.z1 72.516 kN⋅=
Ved.B.C.z1 VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5.z1 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.B.C.z1 VRd.max.ctgθ2.5.z1< 1=
ctgθ 2.5:=
Asws
Ved.B.C.z10.9 d⋅ fyd⋅ ctgθ⋅
0.212 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00.z1 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.B.C.z1 VRd.max.ctgθ1.00.z1< 1=
se adopta ctgθ 1.75:=
Asws
Ved.B.C.z10.9 d⋅ fyd⋅ ctgθ⋅
0.303 mm⋅=:=Asw
s
Aleg
s 250mm:=
AswVed.B.C.z1
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.757 cm2
⋅=:=
Aetr.z1Asw
20.379 cm2
⋅=:=
Aseffetr.z1 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.s.z1Aseffetr.z1
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 77.297 kN⋅=:=
VRd.s.z1 Ved.B.C.z1≥ 1=
Grinda centrala A-B ( ax 2)
MA.B.c.z2 24.42kN m⋅:=
bgL 0.20m:=
μMA.B.c.z2
fcd bgL⋅ d2⋅
0.05=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:= Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.051=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 1.649 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=Asmin 0.26
fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
As.c.l.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MA.B.st.neg.red.z2 15.98kN m⋅:=
μMA.B.st.neg.red.z2
fcd bgL⋅ d2⋅
0.033=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.033=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 1.069 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AA.B.stg.neg.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.neg.z2AA.B.stg.neg.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.neg.z2xA.B.stg.neg.z2
d0.088=:=
MRb.A.B.stg.neg.z2 λ η⋅ fcd⋅ ξA.B.stg.neg.z2⋅ 1 0.50 λ⋅ ξA.B.stg.neg.z2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.neg.red.z2 30.93kN m⋅:=
μMA.B.dr.neg.red.z2
fcd bgL⋅ d2⋅
0.063=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.065=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 2.104 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=Conditie "INDEPLINITA"=
AA.B.dr.neg.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.dr.neg.z2AA.B.dr.neg.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.neg.z2xA.B.dr.neg.z2
d0.088=:=
MRb.A.B.dr.neg.z2 λ η⋅ fcd⋅ ξA.B.dr.neg.z2⋅ 1 0.50 λ⋅ ξA.B.dr.neg.z2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.st.poz.red.z2 1.04kN m⋅:=
μMA.B.st.poz.red.z2
fcd bgL⋅ d2⋅
2.129 10 3−×=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 2.131 10 3−×=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 0.069 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.st.poz.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.stg.poz.z2AA.B.st.poz.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.stg.poz.z2xA.B.stg.poz.z2
d0.088=:=
MRb.A.B.stg.poz.z2 λ η⋅ fcd⋅ ξA.B.stg.poz.z2⋅ 1 0.50 λ⋅ ξA.B.stg.poz.z2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MA.B.dr.poz.red.z2 0kN m⋅:=
μMA.B.dr.poz.red.z2
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AA.B.dr.poz.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xA.B.dr.poz.z2AA.B.dr.poz.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξA.B.dr.poz.z2xA.B.dr.poz.z2
d0.088=:=
MRb.A.B.dr.poz.z2 λ η⋅ fcd⋅ ξA.B.dr.poz.z2⋅ 1 0.50 λ⋅ ξA.B.dr.poz.z2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 3.90m 0.35m− 3.55m=:=
Aafr.z2 7.60m2:=
q 1kN
m2:= rezulta qr Aafr.z2
q
lc⋅ 2.141
kNm
⋅=:=
pp 13.22kN
m2:= rezulta pr
pp Aafr.z2⋅
lc28.302
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.A.B.dr.max.z2MRb.A.B.stg.neg.z2 MRb.A.B.dr.poz.z2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 96.994 kN⋅=:=
Ved.st.A.B.max.z2MRb.A.B.dr.neg.z2 MRb.A.B.stg.poz.z2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 96.994 kN⋅=:=
Vrd.A.B.st.calcstatic.z2 42.02kN:=
Vrd.A.B.dr.calcstatic.z2 49.86kN:=
Ved.A.B.z2 max Ved.A.B.dr.max.z2 Ved.st.A.B.max.z2, Vrd.A.B.st.calcstatic.z2, Vrd.A.B.dr.calcstatic.z2, ( ):=
Ved.A.B.z2 96.994 kN⋅=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m=rezulta ρs
As.c.l.z2bgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c 25.66kN:=
Ved.A.B.z2 96.994 kN⋅=
Ved.A.B.z2 VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5.z2 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.A.B.z2 VRd.max.ctgθ2.5.z2< 1=
ctgθ 2.5:=
Asws
Ved.A.B.z20.9 d⋅ fyd⋅ ctgθ⋅
0.284 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max2 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00.z2 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.A.B.z2 VRd.max.ctgθ1.00.z2< 1=
se adopta ctgθ 1.75:=
Asws
Ved.A.B.z20.9 d⋅ fyd⋅ ctgθ⋅
0.405 mm⋅=:=Asw
s
Aleg
s 150mm:=
AswVed.A.B.z2
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.608 cm2
⋅=:=
Aetr.z2Asw
20.304 cm2
⋅=:=
REZULTA Aseffetr.z2 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.s.z2Aseffetr.z2
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 128.829 kN⋅=:=
VRd.s.z2 Ved.A.B.z2≥ 1=
Grinda centrala B -C (ax 2)
MB.C.c.z2 30.17kN m⋅:=
bgL 0.20m:=
μMB.C.c.z2
fcd bgL⋅ d2⋅
0.062=:= μlim 0.372:= clasa beton C30/37 < C50/60
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.064=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 2.051 cm2⋅=:=
Asmin 0.26fctmfyk
⋅ bgL⋅ d⋅ 1.054 cm2⋅=:=
Asmax 0.04 bgL⋅ d⋅ 27.96 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
As.c.l.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
MB.C.st.neg.red.z2 36.94kN m⋅:=
μMB.C.st.neg.red.z2
fcd bgL⋅ d2⋅
0.076=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.079=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 2.531 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.stg.neg.z2 3 π⋅12mm( )2
4⋅ 3.393 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.neg.z2AB.C.stg.neg.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.046 m=:=
ξB.C.stg.neg.z2xB.C.stg.neg.z2
d0.132=:=
MRb.B.C.stg.neg.z2 λ η⋅ fcd⋅ ξB.C.stg.neg.z2⋅ 1 0.50 λ⋅ ξB.C.stg.neg.z2⋅−( )⋅ bgL⋅ d2⋅ 48.837 kN m⋅⋅=:=
MB.C.dr.neg.red.z2 39.76kN m⋅:=
μMB.C.dr.neg.red.z2
fcd bgL⋅ d2⋅
0.081=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0.085=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 2.733 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "INDEPLINITA"=
AB.C.dr.neg.z2 3 π⋅12mm( )2
4⋅ 3.393 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.neg.z2AB.C.dr.neg.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.046 m=:=
ξB.C.dr.neg.z2xB.C.dr.neg.z2
d0.132=:=
MRb.B.C.dr.neg.z2 λ η⋅ fcd⋅ ξB.C.dr.neg.z2⋅ 1 0.50 λ⋅ ξB.C.dr.neg.z2⋅−( )⋅ bgL⋅ d2⋅ 48.837 kN m⋅⋅=:=
MB.C.st.poz.red.z2 0kN m⋅:=
μMB.C.st.poz.red.z2
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.st.poz.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.stg.poz.z2AB.C.st.poz.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.stg.poz.z2xB.C.stg.poz.z2
d0.088=:=
MRb.B.C.stg.poz.z2 λ η⋅ fcd⋅ ξB.C.stg.poz.z2⋅ 1 0.50 λ⋅ ξB.C.stg.poz.z2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
MB.C.dr.poz.red.z2 0kN m⋅:=
μMB.C.dr.poz.red.z2
fcd bgL⋅ d2⋅
0=:=
Conditie "Armare simpla" μ μlim<if
"Armare dubla" otherwise
:=Conditie "Armare simpla"=
ω 1 1 2 μ⋅−− 0=:=
Asnec.z2 ω bgL⋅ d⋅fcdfyd
⋅ 0 cm2⋅=:=
Conditie "INDEPLINITA" Asmin Asnec.z2< Asmax<if
"NEINDEPLINITA" otherwise
:=
Conditie "NEINDEPLINITA"=
AB.C.dr.poz.z2 2 π⋅12mm( )2
4⋅ 2.262 cm2
⋅=:=
λ 0.8:= η 1:= clasa beton C30/37 < C50/60
xB.C.dr.poz.z2AB.C.dr.poz.z2 fyd⋅
bgL λ⋅ η⋅ fcd⋅0.031 m=:=
ξB.C.dr.poz.z2xB.C.dr.poz.z2
d0.088=:=
MRb.B.C.dr.poz.z2 λ η⋅ fcd⋅ ξB.C.dr.poz.z2⋅ 1 0.50 λ⋅ ξB.C.dr.poz.z2⋅−( )⋅ bgL⋅ d2⋅ 33.163 kN m⋅⋅=:=
Armare la forta taietoarelc 4.60m 0.35m− 4.25m=:=
Aafr.z2 10.58m2:=
q 1kN
m2:= rezulta qr Aafr.z2
q
lc⋅ 2.489
kNm
⋅=:=
pp 13.22kN
m2:= rezulta pr
pp Aafr.z2⋅
lc32.91
kNm
⋅=:=
pgL 0.20m 0.4⋅ m 25⋅kN
m32
kNm
⋅=:=
Ved.B.C.dr.max.z2MRb.B.C.stg.neg.z2 MRb.B.C.dr.poz.z2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 127.377 kN⋅=:=
Ved.st.B.C.max.z2MRb.B.C.dr.neg.z2 MRb.B.C.stg.poz.z2+
lc
pr 1.35⋅ pgL 1.35⋅+ 1.5 qr⋅+( ) lc⋅
2+ 127.377 kN⋅=:=
Vrd.B.C.st.calcstatic.z2 53.99kN:=
Vrd.B.C.dr.calcstatic.z2 54.95kN:=
Ved.B.C.z2 max Ved.B.C.dr.max.z2 Ved.st.B.C.max.z2, Vrd.B.C.st.calcstatic.z2, Vrd.B.C.dr.calcstatic.z2, ( ):=
Ved.B.C.z2 127.377 kN⋅=
cRd.c0.18γc
0.12=:= k 1200mm
d⎛⎜⎝
⎞⎟⎠
32
+ 1.433=:=
bgL 0.2 m= REZULTA ρsAs.c.l.z2bgL d⋅
3.236 10 3−×=:=
d 0.35m=
VRd.c cRd.c k⋅ 100 ρs⋅ fck⋅( )0.333⋅⎡
⎣⎤⎦ bgL⋅ d⋅:=
VRd.c cRd.c k⋅ 100 ρs⋅ 30⋅( )0.333⋅⎡
⎣⎤⎦ 200⋅ 350⋅ 2.566 104
×=:=
VRd.c 25.66kN:=
Ved.B.C.z2 127.377 kN⋅=
Ved.B.C.z2 VRd.c> 1= este necesar calculul la forta taietoare
VRd.max.ctgθ2.5.z2 0.13 bgL⋅ d⋅ fck⋅ 272.61 kN⋅=:=
Ved.B.C.z2 VRd.max.ctgθ2.5.z2< 1=
ctgθ 2.5:=
Asws
Ved.B.C.z20.9 d⋅ fyd⋅ ctgθ⋅
0.373 mm⋅=:=Asw
s
Distanta maxima intre etrieri:•
sl.max 0.75 d⋅ 0.262 m=:=
VRd.max.ctgθ1.00.z2 0.18 bgL⋅ d⋅ fck⋅ 377.46 kN⋅=:=
Ved.B.C.z2 VRd.max.ctgθ1.00.z2< 1=
se adopta ctgθ 1.75:=
Asws
Ved.B.C.z20.9 d⋅ fyd⋅ ctgθ⋅
0.532 mm⋅=:=Asw
s
Aleg
s 150mm:=
AswVed.B.C.z2
0.9 d⋅ fyd⋅ ctgθ⋅s⋅ 0.798 cm2
⋅=:=
Aetr.z2Asw
20.399 cm2
⋅=:=
Aseffetr.z2 23.14 6mm( )2⋅
4⋅ 0.565 cm2
⋅=:=
z 0.9 d⋅ 0.315 m=:=
α 90 °⋅:=
fywd fyd 434.783N
mm2⋅=:=
1tan α( ) 0=
VRd.s.z2Aseffetr.z2
sz⋅ fywd⋅ 2.5
1tan α( )+
⎛⎜⎝
⎞⎟⎠
⋅ sin α( )⋅ 128.829 kN⋅=:=
VRd.s.z2 Ved.B.C.z2≥ 1=
N
N