4.tower, statika porod post rekonstrisana kuca np+vp+pk 31.12.2010

8/11/2019 4.TOWER, statika porod post rekonstrisana kuca NP+VP+Pk 31.12.2010

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S T A T I K I P R O R A U NUZ PROJEKAT PORODINE STAMBENE ZGRADE P+1

PROFESORA MILUTINOVIVELJKA, U PIPERIMA

OVLAENI PROJEKTANT


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ANALIZA OPTEREENJA


3/76

ANALIZA OPTEREENJA

Osnovni podaci za objekat

Lokacija Piperi, Crna Gora

Seizmika zona VIII

Osnovna brzina vetra vm,50,10= 19 m/s

Optereenje od snega s= 1,00 kN/m2

Vrsta objekta stambeni

Konstrukcija armirano betonska, livena na licu mesta

Nain fundiranja Plitko

Krov Drveni sa crepom

krovni pokrivad zap. Te. gcm kN/m3 kN/m2

3,8 11,80 0,450,4 10,00 0,04

100,0 0,15 0,158,0 1,30 0,10100,0 0,15 0,15

g= 0,89 kN/m2

dodatno stalno g= 0,90 kN/m2

potkrovljed zap. Te. gcm kN/m3 kN/m2

2,5 7,00 0,1820,0 25,00 5,002,0 21,00 0,42

g= 5,60 kN/m2dodatno stalno g= 0,60 kN/m2

visoko prizemljed zap. Te. gcm kN/m3 kN/m2

2,5 7,00 0,1820,0 25,00 5,002,0 21,00 0,42

g= 5,60 kN/m2


daske

mediteran crep (d=3.8cm)

termoizolacija

daskeAB ploacementni malter

AB ploa

opivka

hidroizolacija

potkonstrukcija drvo (po m2)

cementni malter


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Vpr ognjited zap. Te. gcm kN/m3 kN/m2

3,0 28,00 0,842,0 21,00 0,42

20,0 25,00 5,002,0 21,00 0,42

g= 6,68 kN/m2


Vpr kupatilod zap. Te. gcm kN/m3 kN/m2

1,5 24,00 0,362,0 21,00 0,4220,0 25,00 5,002,0 21,00 0,42

g= 6,20 kN/m2


ardinjered zap. Te. gcm kN/m3 kN/m2

40,0 18,00 7,202,0 21,00 0,4220,0 25,00 5,002,0 21,00 0,42

g= 13,04 kN/m2


pregradni zid Pkspratna visina: 1,50 md zap. Te. gcm kg/m2 kN/m15,0 60,00 0,60

g= 0,60 kN/m'dodatno stalno g= 0,90 kN/m'

pregradni zid Pk spratna visina: 1,80 md zap. Te. gcm kg/m2 kN/m15,0 60,00 0,60


AB ploacementni malter

kamena obloga

AB ploa

keramike ploice

cementni malter

cementni malter

cementni malter

cementni malter

zemlja

AB ploa

cementni malter

gips karton 15cm

gips karton 15cm


5/76







pregradni zid Vprspratna visina: 2,55 m

d zap. Te. gcm kg/m2 kN/m15,0 60,00 0,60


pregradni zid Vprspratna visina: 2,55 md zap. Te. gcm kg/m2 kN/m12,0 40,00 0,40


ogradavisina: 1,00 md zap. Te. gcm kg/m2 kN/m6,0 100,00 1,00


gips karton 15cm

gips karton 12cm

gips karton 12cm

hrastova ograda

gips karton 12cm

gips karton 12cm


6/76

posKS3/10cm

Kamena kua

-pos KKK Kao nosakrova predvia se drvena konstrukcija koja se sastoji od glavnihnosaa: -rogovi 8/12cm - pos KR

-krovna greda 10/16cm - pos KG

-krovni spreg 3/10cm - pos KS-AB greda 20/50cm pos 201-drveni stubici 1212cm pos DSK

glavni nosai se postavljaju na meusobnom razmaku od 74-90cm.

Nakon montae glavnih nosaa potrebno je meusobno ih povezati krovnimspregom pos KS, dimenzija 3/10cm, koji e obezbediti bonu stabilnostkrovnih nosaa. Krovni spreg se spaja sa rogom sa njegove donje strane.

Rogovi se vezuju za horizontalnu krovnu gredu vezom na zasek.

Horizontalna greda, dalje, prenosi sile na drvene stubove12/12cm.

Rogovi takoe prenose sile i na AB grede krova 20/50cm preko tvrdog drvetai elinog ankera, prema detalju.

Statiki proraun i dimenzionisanje krovnih elemenata:

Za krovne nosae od drveta, usvaja se etinar druge klase, E=1000kN/cm2

s.t. krovne konstrukcije........ 0.90 kN/m2sneg...................................... 1.00 kN/m2vetar...................1.00x0.5= 0.50 kN/m2

na krovnu ravan

emax= 90cm =30

s.t. krovne konstrukcije....... g=0.9x0.9xcos= 0.70kN/m1

sneg...................................... s0=1.0x0.9xcos2= 0.68kN/m1

vetar.................................... w0=0.5x0.9= 0.45kN/m1na kr. ravan

kombinacije optereenja: I g+s = 1.38kN/mII (g+s) xcos+w = 1.64kN/m=q

(1.64-1.38)/1.38=0.19=19%>15% merodavan je II sl. Optereenja sa

uveanjem osnovnih soputenih napona za 15%


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74 199 199

85

230

230

q

q

pos KR

pos KG

pos DSK

pos 201pos 201

Pos. KR

q=1.64 kN/mq=0.9xsin

2+0.5x0.9.sinx cos=0,60 kN/m

maxM=0.9kNm =90000NcmmaxT=-2.28kN=-2280N

maxf=0.23cm


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qu=8x4.85kN 4.85kN qu=8x4.85kN

qu=8x4.85kN 4.85kN qu=8x4.85kN

Rg=2.6kN

Rp=3.8kN

Rg=5.2kN

Rp=7.4kN

Rg=6.9kN

Rp=9.9kN

Rg=5.1kN

Rp=7.3kN

Rg=6.3kN

Rp=9.0kN

Rg=0.9kN

Rp=1.3kN

Rg=4.7kN

Rp=6.8kN

Rg=2.7kN

Rp=3.9kN

Pos. KG

Pretpostavlja se raspodela optreenja quu razmeri g:p=40:60

g=0.4x4.85=1.94kNp=0.6x4.85=2.90kN

maxf=3.9cm


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usvaja se Nmax=16kN

=Hu/i

i= F

I

= 3

4

12

12

=3.464

=385/3.46=111.1 =3.97

c=3.97x16000/122=441N/cm2


10/76

ARMIRANO BETONSKA KONSTRUKCIJA


11/76

Osnovni podaci o modelu

Datoteka: pip 1.3.twpDatum prorauna: 16.11.2010

Nain prorauna: 3D model

X Teorija I-og reda Modalna analiza Stabilnost

Teorija II-og reda Seizmiki proraun Faze graenja

Nelinearan proraun

Veliina modelaBroj vorova: 2292Broj ploastih elemenata: 2027Broj grednih elemenata: 338Broj graninih elemenata: 2448Broj osnovnih sluajeva optereenja: 2Broj kombinacija optereenja: 2

Jedinice meraDuina: m [cm,mm]Sila: kNTemperatura: Celsius

Ulazni podaci - Konstrukcija

ema nivoaNaziv z [m] h [m]

Pk 2.80 2.80Vpr 0.00 2.55

Npr -2.55

Tabela materijalaNo Naziv materijala E[kN/m2] [kN/m3] t[1/C] Em[kN/m2] m

1 Beton MB 30 3.150e+7 0.20 25.00 1.000e-5 3.150e+7 0.20

Setovi ploaNo d[m] e[m] Materijal Tip prorauna Ortotropija E2[kN/m2] G[kN/m2] 0.200 0.100 1 Tanka ploa Izotropna 0.350 0.175 1 Tanka ploa Izotropna

Setovi greda

Set: 1 Presek: b/d=20/20, Fiktivna ekscentrinost

3

2

20

20

[cm]

T

Mat. A1 A2 A3 I1 I2 I31 - Beton MB 30 4.000e-2 3.333e-2 3.333e-2 2.253e-4 1.333e-4 1.333e-4


3

2

25

25

[cm]

T



12/76


3

2

25

40

[cm]

T


Set: 4 Presek: D=35, Fiktivna ekscentrinost

3

2

35

[cm]

T


Setovi povrinskih oslonacaSet K,R1 K,R2 K,R31 6.500e+3 6.500e+3 6.500e+3


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Izometrija (Top)


14/76

d=0.20m

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=25/40

b/d=25/40

b/d=25/40

b/d=25/40

b/d=20/20

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Nivo: Pk [2.80 m]


15/76


16/76

d=

0.35

m

d=0.35

m

d=

0.35

m

d=

0.35

m

d=0.

35m

d=

0.35

m

d=

0.35

m

d=0.

35m

d=0.

35m

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Nivo: Npr [-2.55 m]


17/76

0

4.

10

1

2.

50

2

2.

50

3

4.

10

4

0

3.00

10.55

2

1.15

3

3.00

4

V_

3

H_1

V_

6

H_4

V_

1

H_3

V_

4

V_

2

V_

2

H_2

V_

5

Dispozicija ramova


18/76

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/40

b/d=25/40

0

4.

10

1

2.

50

2

2.

50

3

4.

10

4

0

2.55

1

2.80

2

Ram: H_1

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/40

b/d=25/40

0

4.

10

1

2.

50

2

2.

50

3

4.

10

4

0

2.55

1

2.80

2

Ram: H_4


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b/d=25/25

b/d=25/25

b/d=25/25

b/d=

25/25

b/d=

25/25

b/d=

25/25

b/d=25/40

b/d=25/40

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

0

2.55

1

2.80

2

Ram: V_1

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

D=35

b/d=25/25

b/d=20/20

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

0

2.55

1

2.80

2

Ram: V_3


20/76

b/d=25/25

b/d=25/25

b/d=25/25

b/d=

25/25

b/d=

25/25

b/d=

25/25

b/d=25/40

b/d=25/40

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

0

2.55

1

2.80

2

Ram: V_6


21/76

Ulazni podaci - Optereenje

q

=

-0.

60

q

=

-0.

60

q

=

-0.

60

q

=

-0.

60

q

=

-0.

60

p=-0.9

0

p=-0.9

0

p=-1.00

p=-1.

10

p=-0.90

p=-0.90

p=-0.8

0

p=-0.8

0

p=-1.0

0

p=-0.70

p=-0.9

0

p=-0.9

0

p=-0.90

p=-1.0

0

p=-1.00

p=-0.90

p=-1.0

0

p=-0.90p=-1.0

0

p=-1.00

p=-0.7

5

p=2.4

0

p=-0.7

5

p=2.4

0

P=-2.1

0

P=

-2.1

0

P=-2.6

0

P=-5.

20

P=-6.9

0

P=-5.1

0

P=

-6.3

0

P=-0.

90

P=-4.7

0

P=-2.7

0

P=-2.6

0

P=-5.2

0

P=-6.9

0

P=-5.1

0

P=-4.7

0

P=-2.7

0

P=-0.9

0

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 1: g (g)

Nivo: Pk [2.80 m]


22/76

q

=

-0.

50

q

=

-0.

60

q

=

-0.

60

q

=

-1.

70

q

=

-1.

20

q

=

-8.

10

p=-1.

00

p=-1.00

p=-1.0

0

p=-1.5

0

p=-1.50

p=-1.5

0

p=-1.50

p=-1.5

0

p=-1.5

0

p=-1.

00

p=-1.

00

p=-1.00

p=-1.00

p=-1.50

p=-1.5

0

p=-1.50

p=-1.50

p=-1.5

0

p=-1.50

p=-1

.50

p=-1.50

p=-1.5

0

P=-2.1

0

P=-2.1

0

P=-2.5

0

P=-6.3

0

P=-2.8

0

P=-2.8

0

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 1: g (g)

Nivo: Vpr [0.00 m]


23/76

q

=

-9.

00

q

=

-9.0

0

q

=

-9.

00

q

=

-9.

00

q

=

-9.

00

q

=

-9.

00

q

=

-9.

00

q

=

-9.

00

q

=

-9.

00

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 1: g (g)

Nivo: Npr [-2.55 m]


24/76

q

=

-2.

00

q

=

-1.

00

q

=

-1.

00

q

=

-1.

00

q

=

-1.

00

p=-1.1

0

p=3.6

0

p=-1.1

0

p=3.6

0

P=-2.

00

P=

-2.0

0

P=-3.8

0

P=-7.4

0

P=-9.9

0

P=-7.3

0

P=-9.0

0

P=-1.3

0

P=-6.8

0

P=-3.9

0

P=-1.3

0

P=-3.8

0

P=-7.4

0

P=-9.9

0

P=-7.3

0

P=-6.8

0

P=-3.9

0

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 2: p

Nivo: Pk [2.80 m]


25/76

q

=

-3.

00

q

=

-2.

00

q

=

-2.

50

P=-2.0

0

P=-2.0

0

P=-9.0

0

P=-2.6

0P=-2.6

0

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 2: p

Nivo: Vpr [0.00 m]


26/76


27/76


28/76


29/76

Forma oscilovanja: 3/3 [T=0.3483sec / f=2.87Hz]

Izometrija (Top)


30/76

Seizmiki proraun

Seizmiki proraun: JUS (Ekvivalentno statiko optereenje)

Kategorija tla: IISeizmika zona: IX (Ks = 0.100)Kategorija objekta: IIVrsta konstrukcije: 1Kota ukljetenja: Zd = 0.00 m

Ploe - redukcija krutosti na savijanje: 0.100Multiplikator krutosti oslonaca: 10000.000

Ugao dejstva zemljotresa:Naziv T [sec] []

Sx 0.509 0.00Sy 0.473 90.00

Raspored seizmikih sila po visini objekta (Sx)Nivo Z [m] S [kN]

Pk 2.80 79.02Vpr 0.00 0.00Npr -2.55 0.00

= 79.02

Raspored seizmikih sila po visini objekta (Sy)Nivo Z [m] S [kN]

Pk 2.80 79.02Vpr 0.00 0.00Npr -2.55 0.00

= 79.02

Raspored masa po visini objektaNivo Z [m] X [m] Y [m] Masa [T] T/m2

Pk 2.80 6.53 3.98 80.57 1.17Vpr 0.00 6.72 3.92 89.64 0.92Npr -2.55 6.60 3.94 33.91 1.78Ukupno: 0.68 6.62 3.95 204.12


31/76

Statiki proraun

-6.1

1.0

-6.7

-1.7

-3.3

-3.3

-1.7

-5.0

-5.0

-5.0

-3.3

-3.3

-5.0

-1.7

0.0

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 3: I+II

Vremenski ugib: 6.7x3=20.1mm < L/300 = 6600/300 = 22mmRelativni ugib ploa: max wr= 1.0 / min wr= -6.7 m / 1000Nivo: Pk [2.80 m]


32/76


33/76

d=0.2

0m

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=25/40

b/d=25/40

b/d=25/40

b/d=25/40

b/d=20/20

5.2

16.4

13.7

8.5

8.7

12.7

11.7

8.

9

28.4

37.3

75.6

72.1

37.1

26.4

67.7

66.5

5.5

11.9

-5

.7

-16.8

-16.8

-6.2

-3.5

-7.0

-13.1

-7.6

-17.0

-15.8

-32.3

-32.7

-120.6

-44.9

-32.4

-17.4

-14.7

-40.8

-83.7

-34.6

-1.

6

-15.6

-16.4

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 9: [Anv] 5-8

Uticaji u gredi: max M3= 75.6 / min M3= -120.6 kNm

Nivo: Pk [2.80 m]


34/76

d=0.2

0m

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=20/20

b/d=25/40

b/d=25/40

b/d=25/40

b/d=25/40

b/d=20/20

0.

2

13.

1

15.0

2.7

2.2

15.7

0.1

16.8

9.7

22.0

25.0

35.4

5.1

87.4

49.1

28.6

25.4

55.2

15.0

0.8

46.6

20.9

20.2

-8.5

-8.1

-10.5

-14.5

-14.5

-19.8

-10.0

-17.6

-0.1

-27.9

-28.

3

-47.9

-17.7

-85.0

-1.4

-35.

6

-25.

6

-41.1

-69.1

-5.6

-5.2

-3.3

-19.2

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 9: [Anv] 5-8

Uticaji u gredi: max T2= 87.4 / min T2= -85.0 kN

Nivo: Pk [2.80 m]


35/76

d=0

.20

m

b/d=25/40

b/d=25/40

b/d=25/40

b/d=25/40

56.2

56.2

32.9

28.2

52.8

50.3

35.

3

-53.6

-75.0

-37.5

-39.9

-26.6 -

6.4

-22.9

-90.6

-47.0

-6.1

-19.8

-40.6

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 9: [Anv] 5-8

Uticaji u gredi: max M3= 56.2 / min M3= -90.6 kNm

Nivo: Vpr [0.00 m]


36/76


37/76


38/76

b/d=25/40

b/d=25/40

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25 -1.

0

-1.3

-1.1

-2.

1

-3.0

-2.0

0.4

-0.2

0

4.10

1

2.50

2

2.50

3

4.10

4

0

2.

55

1

2.

80

2

Opt. 5: I+II

Uticaji u gredi: max ,0= 0.4 / min ,0= -3.0 MPa

Ram: H_1


39/76

b/d=20/20

b/d=25/25

D=35

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

-1.3

-3.4

-1.9

-3.0

-5.2

-4.

2

0.2

0

3.00

1

0.55

2

1.15

3

3.00

4

0

2.

55

1

2.

80

2

Opt. 5: I+II


Ram: V_3


40/76

b/d=25/40

b/d=25/40

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

b/d=25/25

-1.0

-1.7

-1.3

-2.1

-3.2

-2.4

0.2

0.2

-0.1

0

3.00

1

0.55

2

1.15

3

3.00

4

0

2.

55

1

2.

80

2

Opt. 5: I+II


Ram: V_6


41/76


42/76

5.4

5.4

5.4

0

4.10

1

2.50

2

2.50

3

4.10

4

0

2.

55

1

2.

80

2

Opt. 3: Sx

5.4mm < H/600 = 5350/600 = 8.9mm

Uticaji u gredi: max Xp= 5.4 / min Xp= 0.0 m / 1000Ram: H_5


43/76


44/76


45/76

d=

0.35

m

d=0.35

m

d=0.3

5m

d=0.3

5m

d=0.

35m

d=

0.35

m

d=

0.35

m

d=0.

35m

d=0.

35m

-6.1

7

-24.6

1

-23.8

3

-24.2

9

-22.1

8

-24.4

1

-6.0

3

-22.7

8

-24.3

3

-13

.9

9

-16

.65

-19

.31

-21

.96

-8.68-1

1.33-

13.99

-16.65

-19.

31-21.96

-16.

65-1

3.99 -

11.3

3 -8.68

-19.

31

-21.

96

-19.31

-16.65

-13.99

-11.33

-13.

99-1

6.65

-19.

31

-11.

33

-21.

96

-19.

31

-16.

65

-21.96

-19.31

-16.65

-13.99

-13.99

-16.65

-19.31

-21.96

-21

.96

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 5: I+II

Uticaji u pov. osloncu: max s,tla= -6.03 / min s,tla= -24.61 m / 1000

Nivo: Npr [-2.55 m]


46/76

Dimenzionisanje (beton)

7.9

9.6

8.3

1.9

3.9

1.9

1.9

1.9

3.9

5.

8

7.7

5.

8

7.

7

5.8

3.9

1.9

1.9

3.9

5.8

7.7

1.9

1.9

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Merodavno optereenje: 1.60xI+1.80xIIPBAB 87, MB 30, RA 400/500, a=2.00 cm

usvaja se armatura u polju fi10/15usvaja se ojaanje oko otvora +-2fi16Aa - d.zona - Pravac 1 - max Aa1,d= 9.6 cm2/mNivo: Pk [2.80 m]


47/76

5.3

5.2

4.3

1.

3

1.

3

2.7

2.7

4.0

1.

3

1.

3

1.3

2.7

1.3

2.

7

2.

7

4.0

4.0

1.

3

1.3

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Opt. 5: I+II

Uticaji u pov. osloncu: max s,tla= -6.03 / min s,tla= -24.61 m / 1000

Nivo: Npr [-2.55 m]


48/76

-19.8

-4.9

-9.9

-14.8

-4.9

-4.9

-4.9

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

-13.4

-7.2

Sr(b=1.0)


usvaja se dodatna armatura nad osloncem fi16/15

osnovna armatura fi10/15usvaja se ojaanje oko otvora +-2fi16Aa - g.zona - Pravac 1 - max Aa1,g= -19.8 cm2/mNivo: Pk [2.80 m]


49/76

-10.7

-2

.7

-2.

7

-5

.4

-8.1

-2.

7

-2.7

-2.7

-2.7

-2.7

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

-5.4

Sr(b=1.0

)



osnovna armatura fi10/15usvaja se ojaanje oko otvora +-2fi16Aa - g.zona - Pravac 2 - max Aa2,g= -10.7 cm2/mNivo: Pk [2.80 m]

Kontrola ploa na probijanjeNivo: Pk [2.80 m]Presek 2 (6.60,3.55,2.80)


50/76

MB 30

B

45.

95

45.95

hs

20

b/d=25/25

Lh

[cm]

KONTROLA KRITINOG PRESEKA 1. (Lh = 0.09m od ivice stuba)(stub zamenjujueg krunog preseka, ds = 0.28m)

Merodavna kombinacija: I+IISila u stubu N = 211.55 kNMerodavni smiui napon (taka B) = 0.828 MPaDebljina ploe d,pl = 0.200 mStatika visina ploe hs = 0.177 m

Obim kritinog preseka Okp = 1.444 m

Postojea armatura u ploiProcenat armiranja - pravac 1 ,1 = 0.850 %

Procenat armiranja - pravac 2 ,2 = 0.850 %Srednja vrednost procenta armiranja = 0.850 %Koeficijent a = 1.300Koeficijent 1 = 1.558Koeficijent 2 = 0.539Doputeni glavni napon zatezanja a = 0.800Doputeni glavni napon zatezanja b = 2.200Maksimalna otpornost(2 x b) ,max = 1.187 MPa

Uslov:


51/76

9.0

1.8

1.8

1.8

3.6

1.8

3.6

5.4

7.2

1.8

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4


osnovna armatura fi10/15

usvaja se armatura u polju fi12/15usvaja se ojaanje oko otvora +-2fi16Aa - d.zona - Pravac 1 - max Aa1,d= 9.0 cm2/mNivo: Vpr [0.00 m]


52/76

4.4

3.7

1

.1

2.

2

3.3

1.

1

1.

1

1.1

2.2

1.1

1.1

3.

3

1

.1

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4


usvaja se armatura u polju fi10/15

usvaja se ojaanje oko otvora +-2fi16Aa - d.zona - Pravac 2 - max Aa2,d= 4.4 cm2/mNivo: Vpr [0.00 m]


53/76


54/76

-16.5

-4.

1

-12.

4

-8.

3

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

-8.4

Sr(b=1.0

)



osnovna armatura fi10/15usvaja se ojaanje oko otvora +-2fi16Aa - g.zona - Pravac 2 - max Aa2,g= -16.5 cm2/mNivo: Vpr [0.00 m]

Kontrola ploa na probijanjeNivo: Vpr [0.00 m]Presek 1 (6.60,3.55,0.00)


55/76


56/76

15.0

3.0

3.0

6.09.

03

.0

3.0

6.0

6.0

3.0

6.0 3.0

3.0

3.0

3.03.0

6.0

3.0

3.0

3.0

3.0

6.0

9.0

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

7.0

3.9

Sr(b=1.0)


usvaja se fi16/15 u ugaonim temeljima

usvaja se fi22/15 u srednjim temeljimaAa - d.zona - Pravac 1 - max Aa1,d= 15.0 cm2/mNivo: Npr [-2.55 m]


57/76

15.0

3.7

3.

7

3.7 3

.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.

7

7.

5

11

.2

3.

7

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4


usvaja se fi16/15 u ugaonim temeljima

usvaja se fi22/15 u srednjim temeljimaAa - d.zona - Pravac 2 - max Aa2,d= 15.0 cm2/mNivo: Npr [-2.55 m]


58/76

-4.5 -3.4

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4


usvaja se fi10/15

Aa - g.zona - Pravac 1 - max Aa1,g= -4.5 cm2/mNivo: Npr [-2.55 m]


59/76

-4.4

-4.3

-1.

1

-1

.1

-3.3

-3.3

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4


usvaja se fi10/15

Aa - g.zona - Pravac 2 - max Aa2,g= -4.4 cm2/mNivo: Npr [-2.55 m]

Kontrola ploa na probijanjeNivo: Npr [-2.55 m]Presek 1 (6.60,3.55,-2.55)


60/76

MB 30

B

67.

7

67.7

hs

35

D=35

Lh

[cm]

KONTROLA KRITINOG PRESEKA 1. (Lh = 0.16m od ivice stuba)

Merodavna kombinacija: I+IISila u stubu N = 506.22 kNMerodavni smiui napon (taka B) = 0.728 MPaDebljina ploe d,pl = 0.350 mStatika visina ploe hs = 0.327 m

Obim kritinog preseka Okp = 2.127 m

Postojea armatura u ploiProcenat armiranja - pravac 1 ,1 = 0.700 %Procenat armiranja - pravac 2 ,2 = 0.700 %

Srednja vrednost procenta armiranja = 0.700 %Koeficijent a = 1.300Koeficijent 1 = 1.414Koeficijent 2 = 0.489Doputeni glavni napon zatezanja a = 0.800Doputeni glavni napon zatezanja b = 2.200Maksimalna otpornost(2 x b) ,max = 1.077 MPa

Uslov:


61/76

1.5

2.6

2.6

1.3

1.1

1.5

1.8

1.7

1.5

1.6

2.5

2.4

9.5

3.2

2.5

1.7

1.4

3.0

6.5

2.5

2.5

2.4

2.5

1.9

1.5

1.4

1.9

1.8

1.5

2.8

5.8

5.5

2.8

5.1

5.1

1.0

1.8

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4

Merodavno optereenje: 5-8PBAB 87, MB 30, RA 400/500

uzengije Ufi8/20/10 GA

u ostalim gredama +-3fi12usvaja se +-3fi14 u poprenim gredama 25/40usvaja se -5fi16 +3fi16 u podunim gredama 25/40Armatura u gredama: max Aa2/Aa1= 9.5 cm2Nivo: Pk [2.80 m]


62/76

4.5

6.1

3.9

3.6

2.7 1

.1

2.6

7.4

4.2

1.8

2.3

3.6

4.3

5.1

2.5

4.1

3.9

2.8

2.8

0

4.10

1

2.50

2

2.50

3

4.10

4

0

3.

00

1

0.

55

2

1.

15

3

3.

00

4


uzengije Ufi8/20/10 GA

usvaja se +-3fi14 u poprenim gredama 25/40usvaja se -4fi16 +3fi16 u podunim gredama 25/40Armatura u gredama: max Aa2/Aa1= 7.4 cm2Nivo: Vpr [0.00 m]


63/76

3.4

3.2

2.9

2.9

3.6

3.3

8.5

7.8

12.1

1.8

2.3

3.6

1.5

1.6

2.5

3.5

3.2

2.9

2.9

3.6

3.4

8.5

7.8

12.2

2.8

2.8

2.8

0

3.00

1

0.55

2

1.15

3

3.00

4

0

2.

55

1

2.

80

2


uzengije u stubovima fi10/15/7.5 GA

Armatura u gredama: max Aa2/Aa1= 12.2 cm2Ram: V_1


64/76

1.3

1.2

1.7

1.8

7.6

10.4

2.5

2.4

1.3

1.2

1.7

1.8

7.7

10.5

1.0

1.8

0

3.00

1

0.55

2

1.15

3

3.00

4

0

2.

55

1

2.

80

2





65/76

3.5

3.4

2.6

2.5

3.9

3.6

9.0

8.0

12.0

3.6

2.7

1.1

2.5

1.7

1.4

3.5

3.5

2.6

2.5

3.9

3.6

9.1

8.0

12.1

2.5

2.8

0

3.00

1

0.55

2

1.15

3

3.00

4

0

2.

55

1

2.

80

2





66/76


67/76

Osnovni podaci o modelu

Datoteka: step Pk pip.twpDatum prorauna: 15.11.2010

Nain prorauna: 2D model (Xp, Zp, Yr)

X Teorija I-og reda Modalna analiza Stabilnost

Teorija II-og reda Seizmiki proraun Faze graenja

Nelinearan proraun

Veliina modela

Broj vorova: 3Broj ploastih elemenata: 0Broj grednih elemenata: 2Broj graninih elemenata: 6Broj osnovnih sluajeva optereenja: 2Broj kombinacija optereenja: 1

Jedinice mera

Duina: m [cm,mm]Sila: kNTemperatura: Celsius


68/76

Ulazni podaci - Konstrukcija

Tabela materijalaNo Naziv materijala E[kN/m2] [kN/m3] t[1/C] Em[kN/m2] m1 Drvo - listari - masivno 1.250e+7 0.20 7.00 1.000e-5 1.250e+7 0.20

Setovi greda


3

2

10

12

[cm]

T

Mat. A1 A2 A3 I1 I2 I31 - Drvo - listar... 1.200e-2 1.000e-2 1.000e-2 1.984e-5 1.000e-5 1.440e-5

Setovi takastih oslonacaK,R1 K,R2 K,R3 K,M1 K,M2 K,M3

1 1.000e+10 1.000e+10 1.000e+10


69/76


70/76

Ulazni podaci - Optereenje

Lista sluajeva optereenjaNo Naziv

1 g (g)

2 p

3 Komb.: I+II


71/76


72/76


73/76

Statiki proraun

b/d=10/12

b/d=10/12

2.09

0

2.

15

1

0

1.10

1

1.65

2

Opt. 3: I+II

Uticaji u gredi: max M3= 2.09 / min M3= 0.00 kNm

b/d=10/12

b/d=10/12

-3

.21

3.21

0

2.

15

1

0

1.10

1

1.65

2

Opt. 3: I+II

Uticaji u gredi: max T2= 3.21 / min T2= -3.21 kN


74/76

b/d=10/12

b/d=10/12

2.46

-2

.46

-4.14

0

2.

15

1

0

1.10

1

1.65

2

Opt. 3: I+II

Uticaji u gredi: max N1= 2.46 / min N1= -4.14 kN

b/d=10/12

b/d=10/12

R3=2.0

1

R3=2.1

0

0

2.

15

1

0

1.10

1

1.65

2

Opt. 1: g (g)

Reakcije oslonaca


75/76

b/d=10/12

b/d=10/12

R3=2.0

3

R3=2.0

3

0

2.

15

1

0

1.10

1

1.65

2

Opt. 2: p

Reakcije oslonaca

Analiza optereenja: s.t. grede 0.12x0.12x7= 0.1 kN/m

gazita 0.1x0.8x7/2= 0.3 kN/mograda 1.0 kN/m

g= 1.4 kN/m

korisno 3.0/2= 1.5 kN/mp= 1.5 kN/m

maxf=6.92cm


76/76

Stubi12x12cm

usvaja se Nmax=5kN

=Hu/i

i=F

I=

3

4

12

12=3.464

=110cm/3.464=32 =1.09

c=1.09x5000/144=38N/cm2

4.tower, statika porod post rekonstrisana kuca np+vp+pk 31.12.2010

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