calcul incarcari PREDEAL
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Transcript of calcul incarcari PREDEAL
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7/22/2019 calcul incarcari PREDEAL
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Calcul incarcari axiale
S=
tip inc. ni ni
1 P 1.1 12 P 1.1 1
3 P 1.1 1
4 P 1.2 1
5 C 1.4 0.6
S= S=
6 V 1.74278 1.32139
S= S=
ZIDARIE 18 kN/mc pzn=ce*czi*gz= 0 kN/m
2
TENCUIALA 19 kN/mc ce= 1 coef. de expunere
czi= 1 coef. de aglomerare pt. a25o
(pt. 5%) ao= 35o
ZAPADA
ZONA gz S.L.E.N.
10.15 8.
16.42 12.
ZONA A,B,C,D,
ZAPADA 3.60 6.27 4.
SAPA BETON 2.20 2.64 2.
UTILA 1.50 2.10 0.
gr. pr. PLACA B.A. 3.75 4.13 3.
PARDOSEALA 0.88 0.97 0.
Incarcareaval. normata
(kN/m2)
S.L.U.
(kN/m2)
S.L.
(kN
TENCUIALA 0.29 0.31 0.
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A 0.9 kN/mc
B 1.2 kN/mc gp=1/cos(ao)+2+3+4= 18.628 kN/m2
C 1.5 kN/mc gc= 1.4
D 1.8 kN/mc go=gc-0.2*gp/(ce*gz)0.3*gcE(1100m) 2.2 kN/mc go= 0.42
S.L.U.
ga= 2.2
gF=ga-0.4*gp/(ce*gz)0.3*gagF= #DIV/0!
tip inc. ni ni
1 P 1.1 1
2 P 1.1 1
3 P 1.1 1
4 P 1.2 1
5 C 1.4 0.6
S= S=13.13 10.
UTILA 1.50 2.10 0.
PARDOSEALA 0.88 0.97 0.
SAPA BETON 2.20 2.64 2.
Lindab
+astereala+capriori 3.00 3.30 3.
gr. pr. PLACA B.A. 3.75 4.13 3.
Incarcareaval. normata
(kN/m2)
S.L.U.
(kN/m2)
S.L.
(kN
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6 V 1.74278 1.32139
S= S=
GRINDA L=5.50m
SLEN ni SLR qgr. pr.= 2.5 1.1 2.75
qdin planseu= 8.02 10.15
qzidarie= 19.626 1.2 23.551
QS= 30.141 kN/m 36.448 kN/m
M= 91.879 kNm
Mld= 75.98 kNm
19.41 15.
ZAPADA 3.60 6.27 4.
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pzn=ce*czi*gz= 3.6 kN/m
2
ce= 1 coef. de expunere
czi= 1 coef. de aglomerare pt. a25o
(pt. 5%) ao= 2.8624o
S.L.E.N.
2
77
ZONA E
6
0
0
5
8
.N.
m2)
9
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gp=1/cos(ao)+2+3+4= 8.62 kN/m2
gd= 1.8
go=gd-0.2*gp/(ce*gz)0.3*gdgo= 1.3214
S.L.U.
gb= 2.7
gF=gb-0.4*gp/(ce*gz)0.3*gbgF= 1.7428
73
0
8
0
0
5
.N.
m2)
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49
6
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1 2 3 4 5
10.15 10.15 10.15 10.15 10.15
stalp Aaf u.m. P E1 E2 E3 E4S1 29.1 m
2 353.3 706.5 1059.8 1413.1 1766.3
S2 16.1 m2 210.8 421.5 632.3 843.0 1053.8
S3 10.82 m2 155.2 310.4 465.6 620.7 775.9
S4 6.84 m2 109.0 218.0 327.0 436.0 545.0
Stalp
stalp
S1 Gstalp= 23.4 + 34.6 = 58 kN
S2 Gstalp= 23.4 + 24 = 47.4 kN
S3 Gstalp= 23.4 + 22 = 45.4 kN
S4 Gstalp= 23.4 + 16.2 = 39.6 kN
S1 S2 S3 S4 u.m.
0 0 0 0 m2
12.0 12.0 12.0 12.0 kN/m2
6.0 6.0 7.0 5.0
3369.8 2282.3 1628.6 545.0 kN
0.3 0.35 0.35 0.25
1.10705 0.64267 0.4586 0.21486 m2
1.1 0.85 0.7 0.5 m
1.05216 0.80167 0.6772 0.46353
60x60 si H=3.2-0.6=2.6m
stalp
Aaf=
Ab=N/(n*Rc)=
brotunjit superiorAb=
qechiv=
nnr. niv.=
N=Aaf*qechiv*nnr. niv.=
n=
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6 7
17.31 17.31 12
M1 M2 n Rc S P E1 E23369.8 3369.8 0.3 12 1.00 0.95 0.90 0.85
1956.3 2282.3 2282.3 0.35 12 0.75 0.75 0.70 0.65
1396.0 1628.6 1628.6 0.35 12 0.65 0.60 0.60 0.55
545.0 0.25 12 0.45 0.40 0.35 0.30
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E3 E4 M1 M20.75 0.70
0.60 0.55 0.30
0.50 0.50 0.25
0.20
Abnec