Mathcad - osho beton
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Transcript of Mathcad - osho beton
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Tema proiectului
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n 6 Z 4
L 6 0.3 Z 7.2 m
T 4 0.05 n 4.3 m
1. Predimensionarea structurii si calculul incarcarilor
1.1. Incarcari permanente (P)
1.1.1. La nivelul terasei
greutatea termohidroizolatiei gth 0.65KN
m2
greutate suprapetonareba 25
KN
m3 hsb 0.07 m
gsb hsb ba 1.75KN
m2
greutatea grinzilor transversale de acoperis
hgtaiT
80.538
hgta Ceil hgtai 0.05 0.55
bgta 0.4 m m
ggta hgta bgta ba 5.5KN
m
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greutatea grinzilor de acoperis
bpa 0.05T
4 1.125 m hgai 3
L
20 1.08 hga Ceil hgai 0.05 1.1 m
Aga bpa 0.1 0.12 0.56 hga 0.22 0.16 2 0.2 0.2 0.22
4
2 0.1 0.1 0.124
0.342
Aga 0.342 m2
gga Aga ba 8.549KN
m
greutatea aticului
ha hga 0.7 1.8 m ba 0.15 m
ga ba ha ba 6.75KN
m
1.1.2. La nivelul planseului curent
Greutate pardoseala plus sapa: gps 1.1KN
m2
Greutate pereti despartitori: gpd 1KN
m2
Greutatea planseului: hp 0.12 m (din conditii de izolare fonica)
gp hp ba 3KN
m2
Greutatea grinzilor principale s i t ransversale:
hgi
L
100.72 h
gCeil h
gi0.05
0.75 m b
g0.3 m
gg bg hg ba 5.625KN
m
Greutatea grinzilor secundare:
hgsiT
150.287 hgs Ceil hgsi 0.05 0.3 m bgs 0.2 m
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ggs hgs bgs ba 1.5KN
m
Greutate tencuiala:
ht 0.03 m
m 19KN
m3
gt ht m 0.57KN
m2
1.2 Incarcari variabile
1.2.1 Incarcari din zapada (Z)
i 0.8 coeficient de forma pentru acoperisuri plane
Ce 1 coeficient de expunere pentru expunere partialaCt 1 coeficient termic pentru acoperisuri
S0k 2KN
m2
valoarea caracteristica a incarcarii din zapada pe sol(CR 1-1-3-2005)
pZ i Ce Ct S0k 1.6
1.2.2 Incarcarea utila (U)
pu 2KN
m2
pentru birouri
pu1 3KN
m2
pentru sala de conferinte
1.3 Incarcari exceptionale
1.3.1 Incarcarea seismica (S)
Tc 1 perioada de colt (P100/2006)
q 51.35
1.2 5.625 factor de comportare
I 1 factor in functie de clasa de importanta
0 2.75 factor de amplificare dinamica maxim
ag acceleratia terenului pentru proiectare (P100/2006)
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1.4 Predimensionrea stalpilor
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Aafm 0.5 L T 15.48 m2
Het 4 m
Aafc L T 30.96 m2
Aafma 1.5 L T 46.44 m2
Nsm1 gth gsb 0.4 pZ Aafma gga 1.5 L 4 ggta ga T
Nsm2 gp gps gpd gt 0.4 pu1 Aafm gp gps gpd gt 0.4 pu Aafm 2
Nsm3 gg T 0.5 L( ) 3 ggs T 3 0.5 0.5 Het ba 4
NsmELD Nsm1 Nsm2 Nsm3 1.122 103
NsmELD 1.122 103
kN
Nsc1 gp gps gpd gt 0.4 pu1 Aafc gp gps gpd gt 0.4 pu Aafc 2 613.318
Nsc2 gg T L( ) 3 ggs 2 T 3 0.5 0.5 Het ba 3 307.762
NscELD Nsc1 Nsc2 921.08
NscELD 921.08 kN
fcd 13330KN
m2
(C20/25)
0.4 forta axiala normalizata
hs CeilNsmELD
fcd0.05
0.5 m
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2. Calculul static
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Aaf1 3
T TL
3
2
L
6 11.16 m
2
Aaf2 TL
3
L2
36 11.76 m
2
Aaf3
Aaf2
25.88 m
2
2.3 Ipoteze de incarcare
2.3.1. Ipoteza incarcari permanente (P)
t gth gsb 3L
2 ggta ga 6 gga 3
L
3 T 124.058
KN
m
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p gp gps gpd gt Aaf1
3 T gg 10.53
KN
m
R1 gp gps gpd gt Aaf2 ggs T ggL
2
hs2
Het ba 118.379 KN
R2 gp gps gpd gt Aaf3 ggsT
2 gg
L
2 hs
2Het ba 81.815 KN
2.3.2 Ipoteza incarcari din zapada (Z)
z pZ 3L
2 17.28
KN
m
2.3.3 Ipoteza incarcari utile (U1)
u1 pu1
Aaf1
3 T 2.595
KN
m
u pu
Aaf1
3 T 1.73KN
m
Ru1 pu1 Aaf2 35.28 KN
Ru pu Aaf2 23.52 KN
2.3.4 Ipoteza incarcarii utile (U2); in sah
u12 pu1
Aaf1
3 T 2.595
KN
m
u2 pu
Aaf1
3 T 1.73
KN
m
Ru12 pu1 Aaf2 35.28 KN
Ru2 pu Aaf2 KN
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2.3.5. Ipoteza incarcare seismica (S)
h4 16
h3 12
m( )
h2 8
h1 4
ag - acceleratia terenului pentru proiectare (pentru componenta orizontala a miscarii terenului)g 9.807
m
s2
- acceleratia gravitationala
ag 0.32 g 3.138 - Focsani
0.8 - factor de corectie ce tine seama de contributia modului fundamental
T1( )
- spectrul normalizat de raspuns elastic
(T1)=0 daca T1Tc
nn 4 - numarul de niveluri
T1 0.3 0.05 nn 0.5 s
Tc 1 s
0 2.75
m - masa constructiei
m1 gth gsb 0.4 pZ 3 L 3 T gga 12 3 L ga 6 T ggta 6 T gg 3 L 3 T( ) 4 3
m2 ggs 3 T 6 3 gp gps gpd gt 0.4 pu1 3 L 3 Tm3 gp gps gpd gt 0.4 pu 3 L 3 T 2 hs
2Het ba 56
m m1 m2 m3 1000
g 1.323 10
6
m 1.323 106
kg
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STOT I ag 0m
1000 q 3.138 0.8 2.75
1.323 106
1 103
5.625
1.624 103
KN
S1
STOT
4
h1
h1 h2 h3 h4
1.624 103
4
4
4 8 12 16 40.6 KN
S2
STOT
4
h2
h1 h2 h3 h4
1.624 103
4
8
4 8 12 16 81.2 KN
S3
STOT
4
h3
h1 h2 h3 h4
1.624 103
4
12
4 8 12 16 121.801 KN
S4
STOT
4
h4
h1 h2 h3 h41.624 10
3
4
16
4 8 12 16 162.401 KN
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hc hs 0.5 m
q p 0.4 u 10.53 0.4 1.73 11.222
MMAX14.13 288.01 kNm
MMAXSLU13.14 211.95 kNm
kN
R14
MMAX14.13 MMAXSLU13.14
T
q T
2
288.01 211.95
4.3
11.222 4.3
2 140.398
MEd MMAX14.13 R14 0.5 hcq 0.5 hc
2
2 288.01 140.398 0.5 0.5
11.222 0.5 0.5( )2
2
MEd 253.261 kNm
hf 120 mm
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fcd 13.33
a 60 mm bw 300 mm hw 750 mm fyd 300 N
mm2fctm 2.200d hw a 690
fyk 345
MEd 10
6
bw d2
fcd
0.133
x d 1 1 2 690 1 1 2 0.133 98.867 0.5 fctm
fyk3.188 10
3
As2
x bw fcd
fyd
98.867 300 13.33
300 1.318 10
3 bw d 3.188 10
3 300 690 660
dL CeilAs2
2
22 mm
As2r dL2
222
1.521 103
As2 bw d 1
xr
As2r fyd
bw fcd114.068
Mrb2 As2r fydd 0.5 xr
106
1.521 103
300690 0.5 114.068
106
288.733 kNm
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beff 500 mm
MEd 10
6
beff d2
fcd
0.08 x d 1 1 2 57.463
As1
x beff fcd
fyd1.277 10
3 bw d 660 As1 bw d 1
dL Ceil4 As1
3 5
25
As1r 3 dL
2
4 1.473 10
3
xr
As1r fyd
beff fcd66.285
Mrb1 As1r fydd 0.5 xr
106
290.191
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Rb 1.2
VEdmax RbMrb1 Mrb2
T hc
q T hc
2 204.141 kN
VEdmin RbMrb1 Mrb2
T hc
q T hc
2 161.496
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cw 1 z 0.9 d 621 v1 0.6
Coeficientii ecuatiei de gradul doi in ctg; v
1
fcd cw bw zv1
VEdmax 1000
1
17.299
1
Solutiile ecuatiei, respectiv valorile ctg: ctg polyroots v( )0.14
7.159
ctg if max ctg( ) 2.5( ) 2.5 max ctg( )[ ][ ] 2.5
s 100 mm fywk 255
N
mm2 OB37
fywd 0.8 fywk 204
nr 2 numarul de ramuri al etrierilor
VRd.max cw bw z v1 fcd
ctg1
ctg
5.138 105
Asw
sVEdmax 1000
z fywd ctg 64.457 mm
2d
bwCeil
4 Asw
nr 2
8 mm
Aswr nr dbw
2
4 100.531 mm
2
Se verifica daca procentul de armare real il acopera pe cel minim
wAswr
s bw3.351 10
3 min 0.002
w min 1
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p