Calcul Grinda
1) Caracteristici sectionale:
45.0 [cm]30.0 [cm]
360.0 [cm]
-beton C20/25 20
-otel beton: PC 52 335
1.50
1.15
13.33
291.30
147.49
97.18
97.18
103.67
97.18
348.55
hw =bw =L =
fck= [N/mm2]
fyk= [N/mm2]
γc=
γs=
=> fcd= [N/mm2]
=> fyd= [N/mm2]
2) Momente incovoietoare de proiectare (M ed):
Mjsup= [kNm]
Mjinf= [kNm]
Mcamp= [kNm]
Mksup= [kNm]
Mkinf= [kNm]
NEd = [kN]
3) Calculul armaturilor longitudinale:
3.1) Reazemul "j":
d = 38.6 [cm]
6.4 [cm]
5.2 [cm]
5.2 [cm]
4 [cm]
2.8 [cm]
2.8 [cm]
1.0 [cm]
1.0 [cm]
28 [mm]
12 [mm]
A = 308
6 [mm]
999
758
999 4Φ18 10.16
0.07634.6 [cm]
0.098
0.250;
38.0 [cm]
9.8 [cm]
1.882 ;
1433
382
2.21
1433 4Φ22 15.20
0.668
ds =
dss =
dsi =
cnom =
cmin =
caderenta =
cdurabilitate =
Δcdev =
Φarm. long,max =
Φetrier,max =
Φarm. long,min ≥ 2Φ14 [mm] → [mm2]
Φetrier,min ≥
Asinec = [mm2]
Asimin = [mm2]
=> Asi= [mm2] → Asi = [cm2]
μ = hs =
ξ =
ξlim =
xu =
xmin =
ξ2 =
Assnec = [mm2]
Assmin = [mm2]
fctm = [N/mm2]
=> Ass= [mm2] → Ass = [cm2]
Asi/Ass =
3.2) Reazemul "k":
d = 38.6 [cm]
6.4 [cm]
5.2 [cm]
5.2 [cm]
4 [cm]
2.8 [cm]2.8 [cm]
1.0 [cm]
1.0 [cm]
28 [mm]
12 [mm]
A = 308
6 [mm]
999
533
999 4Φ18 10.16
0.00234.6 [cm]
0.003
0.250;
1.0 [cm]
9.8 [cm]
1.882 ;
1029
382
2.21
1029 4Φ20 12.56
0.809
3.3) Camp:
10.16 3Φ22 11.40
ds =
dss =
dsi =
cnom =
cmin = caderenta =
cdurabilitate =
Δcdev =
Φarm. long,max =
Φetrier,max =
Φarm. long,min ≥ 2Φ14 [mm] → [mm2]
Φetrier,min ≥
Asinec = [mm2]
Asimin = [mm2]
=> Asi= [mm2] → Asi = [cm2]
μ = hs =
ξ =
ξlim =
xu =
xmin =
ξ2 =
Assnec = [mm2]
Assmin = [mm2]
fctm = [N/mm2]
=> Ass= [mm2] → Ass = [cm2]
Asi/Ass =
Asi= [cm2] → Asi = [cm2]
99 [kNm]
4.6 [cm]
9.8 [cm]
148 [kNm]
99 [kNm]
2.2 [cm]9.8 [cm]
122 [kNm]
4) Momente incovoietoare capabile (M Rd):
4.1) Reazemul "1"-S st:
MRd,inf =
4.2) Reazemul "1"-S dr:
xu =
xmin =
MRd,sup =
4.3) Reazemul "2"-S dr:
MRd,inf =
4.4) Reazemul "2"-S st:
xu = xmin =
MRd,sup =
148 [kNm] 122 [kNm]
1 2
99 [kNm]
- diagrama momente incovoietoare capabile -
177 [kNm]
147 [kNm]
119 [kNm]
MRd,sup = MRd,sup =
MRd,inf =
5) Forte taietoare maxime (V db):
5.1) Forte taietoare maxime (V db)-S st:
Mdb,1sup =
Mdb,2sup =
Mdbinf =
1.20
58.60 [kN/m]
3.60 [m]
105 [kN]
-105 [kN]
-74 [kN]
-74 [kN]
32 [kN]
-179 [kN]
γRd =
qb =
lcl =
Vq,1 =
Vq,2 =
VM,1 =
VM,2 =
Vdb,min =
Vdb,max =
177 [kNm]
147 [kNm]
119 [kNm]
1.20
58.60 [kN/m]
3.60 [m]
105 [kN]
-105 [kN]
82 [kN]
82 [kN]
188 [kN]
-23 [kN]
6) Calculul armaturilor transversale:
5.2) Forte taietoare maxime (V db)-S dr:
Mdb,1sup =
Mdb,2sup =
Mdbinf =
γRd =
qb =
lcl =
Vq,1 =
Vq,2 =
VM,1 =
VM,2 =
Vdb,min =
Vdb,max =
6.1) Reazemul "1":
32 [kN]
134 [kN]
0.150
1.201.7200.013
0.15
2.58
0.353
<
=> armatura constructiva la forta taietoare:
0.84 Φ12/20 1.130
8 [mm]45 [°]90 [°]
20 [cm]
35 [cm]
0.552
-otel beton: OB 37 255
255
384 [kN] <=>Sectiunea de beton e buna
11 [cm]
10 [cm]
0.36
2
0.18 Φ8/10 0.503
77 [cm]
45 [cm]
20 [cm]
122 [cm]
-40 [kN]
-0.90
2
VEd =
VRd,c =
CRd,c =
γc = k = ρl =
k1 =
σcp = [N/mm2]
vmin = [N/mm2]
VEd VRd,c
Asw= [cm2] → Asw = [cm2]
Φ = θ = α =
smax =
z =
ν1 =
fywk= [N/mm2]
=> fywd= [N/mm2]
VRd,max = VEd VRd,max
swmax =
sw =
Asw= [cm2]
netrier =
As= [cm2] → As = [cm2]
lbd =
lcr =
s'w =
x =
Vx =
Asw= [cm2]
netrier =
-0.45
6.2) Reazemul "2":
188 [kN]
128 [kN]
0.150
1.201.7200.011
0.152.58
0.353
>
=> armatura constructiva la forta taietoare:
0.84 Φ12/20 1.130
8 [mm]45 [°]90 [°]
20 [cm]
35 [cm]0.552
-otel beton: OB 37 255
255
384 [kN] <=>Sectiunea de beton e buna
11 [cm]
10 [cm]
2.12
2
1.06 Φ12/10 1.130
As= [cm2]
VEd =
VRd,c =
CRd,c =
γc = k = ρl = k1 =σcp = [N/mm2]
vmin = [N/mm2]
VEd VRd,c
Asw= [cm2] → Asw = [cm2]
Φ = θ = α =
smax =
z = ν1 =
fywk= [N/mm2]
=> fywd= [N/mm2]
VRd,max = VEd VRd,max
swmax =
sw =
Asw= [cm2]
netrier =
As= [cm2] → As = [cm2]
77 [cm]
45 [cm]
20 [cm]
122 [cm]116 [kN]
2.62
2
1.31
6.3) Camp:
1.31 Φ14/20 1.540
lbd =
lcr =
s'w =
x = Vx = Asw= [cm2]
netrier =
As= [cm2]
As= [cm2] → As = [cm2]
Calcul Stalp
1) Caracteristici sectionale:
50.0 [cm]50.0 [cm]
300.0 [cm]
-beton C20/25 20
-otel beton: PC 52 345
1.50
1.00
13.33
345.00
2) Solicitari:
N = 800.00M = 156.00 V = 60.00
247.21
198.09
1.04
1.21.152
20.00 [mm]
7.593
h =b =L =
fck= [N/mm2]
fyk= [N/mm2]
γc=
γs=
=> fcd= [N/mm2]
=> fyd= [N/mm2]
[kN][kNm][kN]
3) Calculul momentului incovoietor de proiectare (M * d):
M*d = [kNm]
MEdc = [kNm]
ΣMRb/ΣMEdb =
γRd =η =
ea =
ncr =
4) Calculul armaturilor longitudinale:
ν = 0.240<0,55 =>Sectiunea de beton e buna
d = 44.70 [cm]5.30 [cm]3.2 [cm]
2.2 [cm]
2.2 [cm]
1.0 [cm]
1.0 [cm]
22 [mm]
10 [mm]
20
100
x = 15.0 [cm]
10.0 [cm]
1.882
14.01
20.00
20.00 8Φ18 20.32
68.33
50.0 [cm] 410.0 [cm]
=> Stalp lung
x = 15.0 [cm]10.0 [cm]
1.882
290.10 [kNm]
ds = cnom =
cmin =
caderenta =
cdurabilitate =
Δcdev =
Φarm. long,max =
Φetrier,max =
As,min ≥ [cm2]
As,max ≥ [cm2]
xmin =
ξ2 =
Atotal = [cm2]
Amin = [cm2]
=> Asl= [cm2] → Asl = [cm2]
lcr,min = [cm]
hc = lcl =
5) Calculul momentului capabil (M Rc):
xmin = ξ2 =
MRc =
6) Calculul fortei axiale de proiectare (N * d):
800.00 [kN]
7) Calculul armaturilor transversale:
141.51 [kN]
290.10 [kNm]
1.0
147.13 [kN]
0.150
1.20
k = 1.6690.009
0.337
N*d =
Vdc =
Mdc =
γRd =
VRd,c =
CRd,c =
γc =
ρl =
vmin = [N/mm2]
<
=> armatura constructiva la forta taietoare:
1.40 Φ12/20 1.130
8 [mm]45 [°]90 [°]
20 [cm]
40 [cm]0.552
-otel beton: OB 37 255
255
740 [kN] <=>Sectiunea de beton e buna
14 [cm]
10 [cm]
1.38
2
0.69 Φ10/10 0.785
Vdc VRd,c
Asw= [cm2] → Asw = [cm2]
Φ = θ = α =
smax =
z = ν1 =
fywk= [N/mm2]
=> fywd= [N/mm2]
VRd,max = Vdc VRd,max
swmax =
sw =
Asw= [cm2]
netrier =
As= [cm2] → As = [cm2]
V dc≥V Rd ,c
Calcul Nod interior
1) Verificare la forta taietoare:
1.1) Verificare la forta taietoare orizontala:
553.45
1.0
16.10
8.22
-beton C20/25 20
-otel beton: PC 52 335
1.20
1.15
16.67
291.30
155.00
1.2) Verificare la forta taietoare verticala:
553.45
50.0
50.0
1.3) Limitarea fortei de compresiune dezvoltata dupa diagonala comprimata:
723.45
0.55240.00
0.467
1400.00 [kN]
Vjhd = [kN]
γRd =
Ass = [cm2]
Asi = [cm2]
fck= [N/mm2]
fyk= [N/mm2]
γc=
γs=
=> fcd= [N/mm2]
=> fyd= [N/mm2]
Vc = [kN]
Vjhd = [kN]
hb = [cm]
hc = [cm]
V*jhd = [kN]
η = bj = [cm]
νd =
NEd =
40.0
50.0
25.045.0
Vjhd < V*jhd
bc = [cm]
hc = [cm]
bw = [cm] d = [cm]
2) Verificare armaturilor din nod:
2.1) Verificare etrierilor orizontali:
13.93
-otel beton: OB 37 255
255
78.5
5
2
785.00
>
855.00
696.73
785.00
44.20 [cm]
33.20 [cm]
>
Anecsh = [cm2]
fywk= [N/mm2]
=> fywd= [N/mm2]
Aetr = [cm2]
netr =
ne =
Aefsh = [cm2]
Aefsh Anec
sh
2.2) Verificare armaturii longitudinale verticale (A sv):
Asv = [cm2]
A*sv = [cm2]
Ash = [cm2]
hjc =
hjw =
Asv A*sv
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