Beton i Paranderur dk

PROJEKT KURSI, B/A 1

PROJEKT KURSI

Te llogaritet soleta e paranderur kur jepet:

A. Seksioni terthor faktik eshte si ne figure:

Skema statike eshte:


Te dhenat:

LK=900 cm h’f =3cm B=200 cm

a sp =a’sp=1.5 cm hf =3 cm B’f =Bf=30 cm

A’sp = 0.52 cm² h=45 cm t=3 cm

tm =13 cm

B. Ngarkesat:

p n=75daN/m

2

t=1.4

C. Betoni:

Marka 400

Ro=320 daN / cm² Rb tsh=21.4 daN / cm²

Rb t=14.3 daN / cm² Rb=210 daN / cm² Eb=3.5*10ˆ5 daN / cm²

D. Armatura:

Rspn =7000 daN / cm²

Rsp =3600 daN / cm²

Rsw =0.8 Rs =2880 daN / cm² Es=1.8*10ˆ6 daN / cm²

E. Shtresat:

-granil 1cm; =1500 kg/m3; t=1.2

-hidroizolim 1cm; =1100 kg/m3; t=1.2

-lluster 2cm; =2200 kg/m3; t=1.2

-soleta; =2500 kg/m3; t=1.1

F. Gjatesi e poligonit:

L a = 100 m


KERKESAT:

1.Llogaritja ne aftesine mbajtese kundrejt momentit perkules dhe forces prerese

( llog. sipas gjendjes kufitare te gruit te pare ).

2.Llogaritja sipas formimit te te plasurave ku kontrollohet nese lindin te plasurat ne

element.


ZHVILLIM

1. Llogaritja ne aftesine mbajtese kundrejt momentit perkules dhe forces prerese.

Skema llogaritese eshte:

Seksioni llogarites eshte:

cmt

b 1.112*54.0

32*

sin

54.0

22.83

45sin

x

h


Ngarkesat e seksionit:

E perhershme

Granil ( 1cm ) 0.01( 2*x + B’f + Bf ) ρ =

= 0.01( 2*0.8322 + 2*0.3 ) 1500 = 34 daN / ml * 1.2 = 40.8 daN / ml

Hidroizolim ( 1cm ) 0.01( 2*x + B’f + Bf ) ρ =

= 0.01( 2*0.8322 + 2*0.3 ) 1100 = 25 daN / ml * 1.2 = 30 daN / ml

Lluster çimento ( 2cm ) 0.02( 2*x + B’f + Bf ) ρ =

= 0.02( 2*0.8322 + 2*0.3 ) 2200 = 97 daN / ml * 1.2 = 116.4 daN / ml

Betoni ( h’f * B’f + hf * Bf + 2 * x * t ) ρ =

= ( 0.03*0.3 + 0.03*0.3 + 2*0.8322*0.3 ) 2500 = 165 daN / ml * 1.1 = 181.5 daN / ml

Monolitizim B’f*0.03*ρ = 0.3 * 0.03 * 2400 = 21.6 daN / ml * 1.2 = 25.82 daN / ml

ngarkesa e normuar l

n

mdaNg 6.342

ngarkesa llogaritese l

ll mdaNg 5.394

E perkoheshme

Pn = 75 * 2 = 150

lmdaN

P = 150 * 1.4 = 210 lm

daN

E plote

qn

= gn + p

n = 342.6 + 150 = 492.6

lmdaN

q = g + p = 394.5 + 210 = 604.5 lm

daN


Percaktojme momentet dhe forcat prerese:

daNmlq

M 6.61208

9*5.604

8

* 22

daNmlq

Mn

n 6.49878

9*6.492

8

* 22

daNlq

Q 3.27202

9*5.604

2

*

daNlq

Qn

n 7.22162

9*6.492

2

*

Pranoj σ’o = 0.71*Rⁿsp = 4970 daN / cm²

Humbjet σ’h = ( 1000 – 2500 ) daN / cm²

pranoj σ’h = 1500 daN / cm²

Sforcimi σ’sp = Rsp – γt* σo1

σo1 = σo - σ’h = 4970 – 1500 = 3470 daN / cm²

γt = 1 (koefiçient)

σ’sp = 3600 – 3470 = 130 daN / cm²

Llogaritja e armatures:

Kontrollojme nese sigurohet puna e perbashket pllake-veshe

05.0067.045

3'

h

h f sigurohet puna e perbashket


Llogarisim Momentin e pllakes

daNcmMdaNcm

ahAhhRhBM spospspfbffpll

612060796639)5.15.43(*130*52.03*5.05.43*210*3*30

)'('*'*5.0** '

0

''

Elementi konsiderohet katerkendor me permasa( xhB f' ) do te kemi:

057.0055.0*211*211 0 A

2

0 34.43600

1)130*52.0210*5.43*30*057.0(

1)'*'***('' cm

RARhBA

so

spspbfsp

Per te rritur aftesine mbajtese kundrejt plasaritjeve Asp e llogarisim duke e

zmadhuar me 15 % te vleres se gjetur.

20.534.4*15.1 cmAsp

Percaktojme numrin e shufrave

shufran 40125.0

0.5

Asp e vendosur do te jete:

20.5125.0*40 cmAsp

Llogaritja e aftesise mbajtese kundrejt forcave prerese:

daNQdaNRhbQ btbb 3.272085.41423.14*5.43*1.11*6.0*** 04

Forca prerese qe vepron ne element eshte me e vogel se forca qe mban betoni

d.m.th. ky element nuk ka nevoje per stafa.

055.0210*42*30

42*52.0*130612060

**

)('*'22

0

'0

bf

spospsp

RhB

ahAMA


2. Llogaritja sipas formimit te te plasurave ku kontrollohet nese lindin te

plasurat ne element.

Krakteristikat gjeometrike dhe inerciale te seksionit

A

h =3

00

A yp

ys

h =3

2

'

6.646)04.152.00.5(*14.51.11*)3345(30*330*3

)'(*)'('*'*

cm

AAAbhhhhBhBAAAAA sspspffffffsspspbred

Percaktojme momentin statik:

3

11

3.140655.22*04.1*14.55.1*0.5*14.5

)5.145(52.0*14.55.22*1.11)3345(5.1*3*30)5.145(3*30

5.0**5.0**

)'('*5.0*)'(5.0**)'5.0('*'

cm

hAhA

ahAhbhhhhhBhhhBS

sfsp

spspffffffffred

cmA

SY

red

red

p 75.216.646

3.1406511

cmYhY ps 25.2375.2145

422

223

23

23

22

22

3

2

3

2

3

00

146536)75.215.22(04.1*14.5)5.175.21(0.5*14.5

)5.125.23(52.0*14.5)75.215.22)(3345(1.1112

)3345(1.11

)5.175.21(3*3012

3*30)5.125.23(3*30

12

3*30)5.0(*)(*

)'('*)5.0)('(12

)'(

)5.0(*12

*)'5.0(*'

12

'*'

cm

yhAayA

ayAyhhhhbhhhb

hyhBhB

hyhBhB

I

pssppsp

spssppff

ff

fpff

ff

fsff

ff

red


300

6.630225.23

146536cm

y

IW

s

redred

s

;

300

3.673775.21

146536cm

y

IW

p

redred

p

.

cmA

Wr

red

redP

bts 42.10

6.646

3.6737 ;

cmA

Wr

red

reds

btp 75.9

6.646

6.6302 .

Llogaritja e humbjeve

Humbjet e para 2/49707000*71.0*71.0 cmdaNR sp

n

o

2

1

26214

20

3

437431

/49236456

/3610*8.1*10000

1.01.0*

/4564970*)1.07000

4970*27.0()1.0*27.0(

cmdan

cmdaNEL

cmdaNR

h

sp

on

sp

h

Humbjet e dyta

cme

NyAyAe

daNAAN

I

yM

I

yeN

A

N

E

E

R

RK

cmdaN

asphsptasphspt

htsphtsp

red

asp

gnv

red

asp

red

b

b

sp

b

h

4.20

6.24718

1

)5.125.23)(4924970(52.0*1

)5.175.21)(4924970(0.5*11')'('*)(*

6.24718)4924970(1*52.0)4924970(1*0.5)'(*')(*

***

***

/400

01

01

101001

101001

010101

0

2

2

1

212


22

/7.107146536

)5.175.21(*

8

9*165

146536

)5.175.21(*4.20*6.24718

6.646

6.24718cmdaNb

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Beton i Paranderur dk