Mathcad - osho beton

8/3/2019 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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