calcul incarcari predeal

7/22/2019 calcul incarcari PREDEAL

1/9

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.


2/9

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


3/9

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.


4/9

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


5/9

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)


6/9

49

6


7/9

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=


8/9

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


9/9

E3 E4 M1 M20.75 0.70

0.60 0.55 0.30

0.50 0.50 0.25

0.20

Abnec

calcul incarcari predeal

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