konstruksione druri
DESCRIPTION
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PROJEKT KURSI Jepen: 1. Skema e mbulimit 2. L = 14 m 3. B = 4 m 4. i = 30% 5. d = 2.33 6. Mbulesa ne tavan eshte me tjegulla vendi (Pishe) 7. Seksioni terthor me binare druri rrethore.
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Kerkohet: Te projektohet mbulesa me konstruksion druri me te dhenat e meposhtme. A . Llogaritja e elementeve te mbuleses 1. Percaktimi i ngarkesave Ngarkesat e perhershme (sipas planit te pjerret per njesine e siperfaqes) Tjegullat (vendi) 60 (daN/m2) * 1.1 66 (daN/m2) Derrasat (5*0.15*0.025*500)
9.37 (daN/m2) * 1.1 10.3 (daN/m2)
Deri ne nivelin e derrasave:
237.69
m
daNg n
mb,
2
log 3.76m
daNg l
mb
Ngarkesa qe i takon nje derrase:
![Page 3: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/3.jpg)
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ml
daNgg n
mb
n
d8.132.037.692.0
ml
daNgg
mbd26.152.03.762.0
Ngarkesat e perkohshme (e debores) e cila vepron sipas planit horizontal dhe duhet ta kthejme ne plan te pjerret.
284.719578.075cos75
m
daNpn
mb
2
log 6.1004.184.714.1m
daNpp n
mb
l
mb
Ngarkesa qe vjen ne nje derrase:
ml
daNpp n
mb
n
d37.142.084.712.0
ml
daNpp l
mb
l
d12.202.06.1002.0loglog
Ngarkesa e punetorit bashke me instrumentat
)(100 daNpn )(1202.11002.1log daNpp nl
Ngarkesa qe vepron mbi derrase i shkakton asaj perkulje te pjerret, pra derrasa punon realisht ne perkulje te pjerret por nqs Iy >> Ix atehere marrim parasysh vetem qx –in. Ngarkesa sipas drejtimit pingul me derrasen:
ml
daNgg n
d
n
x22.139578.08.13cos
ml
daNgg
d
l
x62.149578.026.15coslog
![Page 4: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/4.jpg)
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ml
daNpp n
d
n
x76.139578.037.14cos
ml
daNpp l
d
l
x27.199578.012.20cosloglog
Pesha e punetorit
daNpp nn
x78.959578.0100cos
daNpp ll
x94.1149578.0120cosloglog
Skema statike: Skema a: Skema b:
![Page 5: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/5.jpg)
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Llogaritja e forcave te brendshme: Skema a:
)(5.78
33.1)27.1962.14(
8
)( 22
maxmdaN
lpgM xxx
Skema b: )(9.3333.194.11421.033.162.1407.021.007.0 22
maxmdaNlplgM
xxxx
Momenti perkules max eshte sipas skemes b dhe dimensionimin e derrases e kryejme sipas ketij momenti.
2130
cm
daNR
p
pR
W
M , )(1.26
130
1009.33 3cmR
MW
p
x
x
)(2.315
61.261.26
6
15
6
22
cmhhhb
Wx
Pranoj h = 3 cm. Kontrolli ne deformacion do te kryhet per te dyja skemat:
)(75.3312
315
12
4
33
cmhb
Ix
Duke zbatuar formulen e uljeve per rastin e skemes b kemi:
x
x
n
x
x
x
n
xx
IE
lP
IE
lg
l
f
230015.00054.0
150
1
800
100125.0
75.33100000
13378.950015.0
75.33100000
1331322.00054.0 23
l
f
l
f
l
fxx
Per skemen a:
![Page 6: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/6.jpg)
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00104.075.33100000
133)1376.01322.0(
384
13.2)(
384
13.2 33
x
x
n
x
n
xx
IE
lpg
l
f
150
1
959
1
l
f
l
fx
Perfundimisht per shtresen e derrasave: h = 3 cm b = 15 cm B . Llogaritja e trareve te pjerret i = 30 %, => tgα = 0.9578, sinα = 0.2873
Skema llogartese
cm
g t p t q x
q y q
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Ngarkesa qx i shkakton traut perkulje terthore kurse ngarkesa qy i shkakton traut ne nje pjese shtypje qendrore dhe ne tjetren terheqje qendrore . Traun do ta konsiderojme sikur punon ne perkulje terthore, pasi qy nuk e marrim ne konsiderate. Llogaritja e ngarkesave Percaktimi i ngarkesave te perhershme (sipas planit te pjerret )
Tjegulla 60 daN/m2 * 1.1 66 daN/m2
Derrasat 5*0.15*0.03*500 = 11.25
daN/m2 * 1.1 12.38 daN/m2
Trau i pjerret (pranoj b = 5cm,h=10cm)
0.05*0.1*500/1.33 = 1.88daN/m2
* 1.1 2.07 daN/m2
)(13.732m
daNg n
mb )(45.80
2
log
m
daNg l
mb
E kthejme keto ngarkesa ne ngarkesa per ml.
)(26.9733.113.733 ml
daNBgg n
mb
n
tr
)(10733.145.803
loglog
ml
daNBgg l
mb
l
tr
q x p x
M max
![Page 8: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/8.jpg)
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Percaktime ngarkesen e perkohshme sipas planit te pjerret.
284.719578.075cos75
m
daNPn
d
2
log 6.1009578.0754.184.71m
daNP l
d
E kthejme ne ngarkese per ml.
ml
daNBPP n
d
n
tr5.9533.184.71
3
ml
daNBPP l
d
l
tr8.13333.16.100
3
loglog
Percaktojme momentet perkulese.
)(61.1709578.08
33.28.133107
8cos
cos)(
8
)( 2
2
22
maxmdaN
dpglpgM ttxx
Duke u nisur nga kontrolli ne soliditet bejme dimensionimin:
p
x
RW
M max
max
)(131130
17061 3max cmR
MW
p
nev
x
6
2hbW
xPranoj bh
b
h 22
)(8.54
6131)(131
6
)2(
63
3
22
cmbcmbbhb
Wx
Pranoj b = 6 cm dhe h = 12 cm
)(1446
126
6
3
22
cmhb
Wx
)(86412
126
12
3
33
cmhb
Ix
)(130)(5.118144
1706122
max
maxcm
daNR
cm
daN
W
Mp
x
Bejme kontrollin ne deformacion:
0039.0864100000
43.29578.0)955.09726.0(
384
5cos)(
384
53
x
n
t
n
t
IE
lpg
l
f
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150
1
251
1
l
f
l
f
C. Llogaritja e trareve gjatesore Shenim : Keta trare punojne ne perkulje te pjerret Ne figuren me siper jepen ngarkesat qe i vine traut gjatesor: Percaktojme ngarkesen e perhershme
Tjegulla +derrasa 73.13 (daN/m2) *1.1 80.44 (daN/m2) Trau i pjerret
0.06*0.12*500/1.33 2.71(daN/m2) *1.1 2.98(daN/m2)
Trau gjatesor 0.12*0.18*500/2.43
4.44(daN/m2) *1.1 4.88(daN/m2)
)(28.802m
daNg n
mb )(3.88
2
log
m
daNg l
mb
Percaktojme ngarkesen e perkohshme:
284.71
m
daNPn
d,
2
log 6.100m
daNP l
d
Percaktojme ngarkesen e plote:
)(12.1522m
daNPgq n
d
n
mb
n
mb
)(9.1882
logloglog
m
daNPgq l
d
l
mb
l
mb
Skemat statike:
![Page 10: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/10.jpg)
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Ne plan te pjerret:
SqQ n
mb
n ; )(23.33
4
9578.0
33.2
3cos
2mBd
S
daNQn 35.49123.312.152 )(15.61023.39.188loglog daNSqQ l
mb
l Ngarkesa e projektuar
6.4709578.035.491cos nn
xQQ (daN)
4.5849578.015.610cosloglog ll
xQQ (daN)
2.1412873.035.491sin nn
yQQ (daN)
3.1752873.015.610sinloglog ll
yQQ (daN)
Percaktimi i momenteve perkules maksimale:
)(2.7793
44.584
3max mdaN
lQM xxx
![Page 11: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/11.jpg)
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)(7.2333
43.175
3max mdaN
lQM
yyy
Dimensionimi do te behet nga kontrolli ne soliditet:
p
y
y
x
x
yxR
W
M
W
M
p
y
x
x
y
x
x RW
W
M
M
W
M
1
6
2hbW
x
,
6
2bhW
y
5.12
2
b
h
bh
hb
W
W
y
x (pranohet 1.5)
3.02.779
7.233 tg
M
M
x
y
p
x
x Rb
htg
W
M
1
max
)(1.869130
)5.13.01(77920)1(
3cmR
b
htgM
Wp
xnev
x
)(1.8696
25.2
6
3
32
cmbhb
Wx
=> )(2.1325.2
61.8693 cmb
b = 13 cm h = 1.5 * b = 1.5 * 13 = 19.5 cm Pranoj: b = 15 cm h = 19 cm
)(9036
1915
6
3
22
cmhb
Wx
)(7136
1519
6
3
22
cmbh
Wy
)(8.857312
1915
12
4
33
cmhb
Ix
)(8.534312
1519
12
4
33
cmbh
Iy
![Page 12: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/12.jpg)
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)(1301.119713
23370
903
779202cm
daNR
W
M
W
Mp
y
y
x
x
yx
h = 19 cm b = 15 cm Kryejme kontrollin ne deformacion:
150
122
l
f
l
f
l
f
l
f yx
IE
lQ
l
f n
2
648
23
0031.08.320
1
8.8573100000
4006.470
648
23 2
l
fx
0015.0666
1
8.5343100000
4002.141
648
23 2
l
fy
150
1
290
1
666
1
8.320
12222
l
f
l
f
l
f
l
f yx
D . Llogaritja e elementeve te tavanit
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Llogaritja e listelave Ngarkesa e perhershme: Suva 0.03*1800*1 54 (daN/m2) *1.2 64.8(daN/m2) Listelat (5 * 5) 0.05*0.05*500/0.33
3.8 (daN/m2) *1.1 4.2 (daN/m2)
)/(58 2mdaNg n )/(69 2log mdaNg l Ngarkesa e perhershme ne nje listele
)(1933.05833.0ml
daNgg nn
l
)(2333.06933.0loglog
ml
daNgg ll
l
Ngarkesa e perkohshme ne nje listele
)(752m
daNPn ; )(1054.175
2
log
m
daNP l
)(2533.075ml
daNPn
l
)(3533.0105log
ml
daNP l
l
Skema statike
![Page 14: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/14.jpg)
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)(2.158
33.1)3523(
8
)( 22
maxmdaN
lpgM ll
p
x
RW
Mmax
max )(7.11
130
1520 3max cmR
MW
p
nev
x
6
2hbW
x
; pranojme b = h
6
3bW
x )(13.467.116 33 cmWb
x
Zgjedhim b = h = 5 cm.
)(1.5212
5
12
4
43
cmhb
Ix
Kontrolli ne deformacion Llogaritja e trareve terthore Skema llogaritese Llogaritja e ngarkesave: Ngarkesa e perhershme
Suvaja 54(daN/m2) *1.2 64.8(daN/m2) Listelat
0.052 * 500/0.33 3.8 (daN/m2) *1.1 4.2 (daN/m2)
Trau terthor 2.71 (daN/m2) *1.1 2.98 (daN/m2)
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0.06*0.12*500*1.33
)(51.602m
daNg n
t )(98.71
2
log
m
daNg l
t
I kthejme keto ngaresa ne ngarkesa per ml.
ml
daNBgg n
tr
n
tr48.8033.151.60
3
ml
daNBgg l
tr
l
tr7.9533.198.71
3
loglog
Ngarkesa e perkohshme
)(752m
daNPn
d , )(1054.175
2
log
m
daNP l
d
I kthejme ne ngarkesa per ml.
ml
daNBPP n
d
n
t75.9933.175
3
ml
daNBPP l
d
l
t65.13933.1105
3
loglog
Llogaritja e Mmax
)(7.1598
33.265.1397.95
8
22loglog
maxmdaN
dPgM
l
tr
l
tr
Bejme dimensionimin nga kondita ne soliditet:
)(8.122130
15970 3maxmax
maxcm
R
MWR
W
M
p
nev
xp
x
6
2hbW
x
, pranoj 2
b
h
8.122
6
22
bb
Wx => )(69.5
4
8.12263 cmb
, b =6 cm.
Marrim b = 6 cm, h = 12 cm.
)(1446
126
6
3
22
cmhb
Wx
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)(86412
126
12
4
23
cmhb
Ix
Kontrolli ne deformacion
150
1
294
10034.0
864100000
33.29975.08048.0
384
533.2
384
5 32
l
f
EI
Pg
l
f
x
n
t
n
t
Llogaritja e traut gjatesor Ngarkesat qe i transmetohen traut gjatesor: Ngarkesa e perhershme
Suva + Listela 57.8 (daN/m2) *1.2 69 (daN/m2) Trau terthor
0.06*0.12*500/1.33 2.7 (daN/m2) *1.1 2.97 (daN/m2)
Trau gjatesor (12*18) 0.12*0.18*500/2.33
4.6 (daN/m2) *1.1 5.06 (daN/m2)
)(1.652m
daNg n
tav )(03.77
2
log
m
daNg l
tav
Ngarkesa e perkohshme
)(752m
daNPn
d , )(1054.175
2
log
m
daNP l
d
Ngarkesa e plote
)(1.1402m
daNq n ; )(1.182
2
log
m
daNq l
Skema statike
![Page 17: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/17.jpg)
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)(16.43433.233.11.1403
daNdB
qQ nn
)(31.56433.233.11.1823
loglog daNdB
qQ ll
Percaktimi i momentit max
mdaNlQ
M
41.7523
431.564
3max
Dimensionimi i traut gjatesor
)(78.578130
75241 3maxmax
maxcm
R
MWR
W
M
p
nev
xp
x
, 5.1b
h
78.5786
25.26
32
bhb
Wx
=> )(56.1125.2
678.5783 cmb
.
Marrim b = 12 cm, h = 18 cm.
)(6486
1812
6
3
22
cmhb
Wx
)(583212
1812
12
4
23
cmhb
Ix
Kontrolli ne deformacion
150
1
236
10042.0
5832100000
40016.434
648
23
648
23 22
l
f
IE
lQ
l
f n
E. Llogaritja e kapriates
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Llogaritja e ngarkesave (per te percaktuar peshen vetiake te kapriates ) - Mbulesa (ne plan te pjerret )
Tjegullat 60 (daN/m2) *1.1 66 (daN/m2) Derrasat
5*0.15*0.035*500 13.13 (daN/m2) *1.1 14.44 (daN/m2)
Trau i pjerret 0.06*0.12*500/1.33
2.7 (daN/m2) *1.1 2.97(daN/m2)
Trau gjatesor 0.15*0.19*500/2.43
5.86 (daN/m2) *1.1 6.45(daN/m2)
)(69.812m
daNg n
mb )(86.89
2
log
m
daNg l
mb
- Tavani (ne plan horizontal) Suvaja +Listelat 57.8 (daN/m2) *1.2 69 (daN/m2) Traret terthore
0.06*0.12*500/1.33 2.7 (daN/m2) *1.1 2.97 (daN/m2)
Traret gjatesor 0.12*0.18*500/2.33
4.6 (daN/m2) *1.1 5.06 (daN/m2)
)(1.652m
daNg n
tav )(03.77
2
log
m
daNg l
tav
- Percaktojme gn
![Page 19: Konstruksione Druri](https://reader034.vdocuments.site/reader034/viewer/2022050616/552ffaf95503465e598b465b/html5/thumbnails/19.jpg)
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24.1501.65
9578.0
69.81
cos
1
m
daNggg n
tav
n
mb
n
- Percaktojme Pn
21359.075759.0
m
daNPPP n
tav
n
d
n
- Percaktojme peshen vetiake te kapriates.
26.231.1
1145
1000
1354.150
11000 m
daNn
Lk
Pgg
g
pv
nn
pv
- Percaktojme ngarkesat e perqendruara
9.0111 PGQ
)(4.98433.242
6.23
9578.0
33.2486.89
2cos1
daNdBgd
BgGpv
mb
)(6.97833.241051
daNdBPPd
)(14.18659.06.9784.984
1daNQ
Q1 = 1865.14 daN
9.0222 PGQ
)(9.82733.242
6.2333.2403.77
22
daNdBg
dBgGpv
tav
)(6.97833.241052
daNdBPPtav
)(64.17089.06.9789.827
2daNQ
Q2 = 1708.64 daN - Zgjidja statike e kapriates Pasi kam zgjidhur kapriaten me program kompjuterik neper shufra me kane dale keto forca normale:
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Dimensionimi i kapriates - Dimensionimi i brezit te poshtem: Dimensionimi do te behet me ane te formules:
t
net
t
tR
F
N
Seksioni eshte
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N = Nmax = 29781.5 (daN)
)(33.200
cmllyx
)(82.29711001
5.29781 2cmmR
NF
tt
nev
)(59.1982.297135.1 cmdnev
Kushti ne perkulshmeri
)(56.1
150
233cm
lrr xnev
y
nev
x
)(24.625.0
56.1
25.0cm
rd nevnev
Perfundimisht pranojme dimensionin d = 20 cm - Dimensionimi i brezit te poshtem: N = Nmax = -31092.8 (daN)
)(43.200
cmllyx
Kushti ne perkulshmeri
)(03.2
120
2430cm
lr
ynev
y
)(12.825.0
03.2
25.0cm
rd nevnev
Kushti ne qendrueshmeri Menyra e pare
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shR
F
N
sh
nevR
NF
min
ff maxmin
, per λ = 120 => φmin =0.215
)(44.1112130215.0
8.31092 2cmFnev
)(9.3744.1112135.1135.1 cmFdnevnev
, Pranoj d =38 cm
Mqs )(232
838
2cm
ddddd
Menyra e dyte
shR
F
N
Supozojme se λ > 75
)(6.238130
8.31092
75.15
243
75.15
20 cmR
NlF
sh
sh
nev
)(5.176.238135.1135.1 cmFd
nevnev , Pranoj d =18 cm
Kontrolli
5.555.1725.0
243
25.0
0
d
l
r
l
Supozojme se 75
)(2.298243001.0130
8.31092001.0 222
0cml
R
NF
sh
nev
)(6.192.298135.1135.1 cmFdnevnev
, Pranojme d = 20 cm. - Dimensionimi i diagonales:
)(2.6946 daNN )(272
00cmll
yx
Kushti ne perkulshmeri
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)(27.2
120
2720cm
lr
ynev
y
)(08.925.0
27.2
25.0cm
rd nevnev , Pranojme d =9 cm = dλ
)(24.126130
2.6946
75.15
272
75.15
20 cmR
NlF
sh
sh
nev
Kushti ne qendrueshmeri Menyra e pare
sh
nevR
NF
min
; fmin
per λ = 120 => 125.0min
)(46.427130125.0
2.6946 2cmFnev
)(46.2346.427135.1135.1 cmFdnevnev
, pranoj d = 24 cm
Mqs )(5.162
924
2cm
ddddd
, pranoj d = 17 cm.
Menyra e dyte Supozojme se λ > 75
)(24.126130
2.6946
75.15
272
75.15
20 cmR
NlF
sh
sh
nev
)(75.1224.126135.1135.1 cmFdnevnev
, pranoj d =13 cm. Kontrolli ne perkulshmeri
r
l0 , 25.41725.025.0 dr
756425.4
272
Pranojme d =17 cm - Dimensionimi i vertikales:
)(2.8856 daNN )(8.208
00cmll
yx
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)(56.8811001
2.8856 2cmmR
NF
tt
nev
)(68.1056.88135.1135.1 cmFdnevnev
Kushti ne perkulshmeri
)(39.1
150
8.208cm
lrr xnev
y
nev
x
cmcmr
d nev
nev6)(56.5
25.0
39.1
25.0
Do te pranojme d = 10.68 cm = 11 cm - Llogaritja e nyjes se mbeshtetjes:
)(8.31092 daNNsh , )(20 cmd
p
)(5.29781 daNNt , )(17 cmd
s
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cosα = 0.9578 Llogaritja ne ngjeshje
ngj
ngj
sh RF
N
)(121
2874.030
1301
130
sin11
23
3
90
7.16
cm
daN
R
R
RRR
ngj
ngj
ngj
ngjngj
Caktojme vete )(6183
1
3
1,
max cmhhnetppr
)(18220)32(,
cmcmdhpnetp
)(6
max,cmh
pr
)(3.1862062)(2 cmhdhbprprp
)(829578.0
63.1871.0
cos
71.02cm
hbF
prp
ngj
Kontrolli i ngjeshjes
2
7.16
2121379
82
8.31092
cm
daNR
cm
daN
F
Nngj
ngj
sh
Pra nuk perballohet nga kllapa me 1 dhemb qe do te thote qe nuk kenaqen kushtet konstruktive perkatese, prandaj kalojne ne bashkimet me kllaposje me dy dhembe. Thellesine e prerjes se dhembit te madh e leme aq sa ishte )(6" cmh
pr dhe per
)(4262"' cmhhprpr
Atehere kemi:
)(16420422 ''' cmhdhbprpr
)(489578.0
41671.0
cos
71.0 ''
' cmhb
Fpr
ngj
Bejme kontrollin ne ngjeshje
2
7.16
2"'121)(239
8248
8.31092
cm
daNR
cm
daN
FF
Nngj
ngjngj
sh
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Nqs kushti ngj
ngj
sh RF
N nuk vertetohet atehere do te bejme nje dimensionim te ri persa
i perket dp.E pranojme ate dp = 28 (cm).
)(8.31092 daNNsh
)(5.29781 daNNt
cosα = 0.9578 dp = 28 (cm) ds = 17 (cm)
ngj
ngj
sh RF
N , )(121
2
7.16
cm
daNR
ngj
Caktojme vete )(9263
1
3
1,
max cmhhnetppr
)(26228)32(.
cmcmdhpnetp
)(9max cmh
pr
)(26928922 cmhdhbprprp
)(1739578.0
92671.0
cos
71.02cm
hbF
pr
ngj
Kontrolli ne ngjeshje
22121179
173
8.31092
cm
daN
cm
daN
F
N
ngj
sh
Pra nuk perballohet nga kllapa me nje dhemb dmth nuk kenaqen kushtet konstruktive, prandaj kalojme ne bashkimet me kllaposje me dy dhembe. Thellesia e prerjes se dhembit te madh eshte lene aq sa ishte )(9" cmh
pr dhe per '
prh
do te kemi: )(7292"' cmhh
prpr
Atehere do te kemi: )(24728722 ''' cmhdhb
prprp
)(1259578.0
72471.0
cos
71.02
''
' cmhb
Fprp
ngj
Bejme kontrollin ne ngjeshje
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PUNE INXHINIERESH http://www.facebook.com/PuneInxhinier - 27 -
7.16
22"'121104
298
8.31092
173125
8.31092ngj
ngjngj
sh Rcm
daN
cm
daN
FF
N
Llogaritja ne shkeputje
mes
pr
shk
sh Rlb
N8.0
cos'
)(24
2cm
daR
pr
Gjejme forcat shtypese qe veprojne ne dhembin e pare
)(12785179125
1258.31092
"'
'
' daNFF
FNN
ngjngj
ngj
shsh
)(53128.024
9578.012785
8.0
cos'
cmRb
Nl
mes
prp
sh
shk
)(24)728(72)(2 cmhdhbprpprp
7105.1
shktlh 705339 => kushti me larte plotesohet.
)(26228)32( cmcmdhpt
)(2.1110226
9578.08.310922cm
daN
<12= mes
prR
Gjatesia e dyte e shkeputjes do te jete
)(1027.16sin2
2853
sin2cm
dll
shkshk
1025.1 t
h
10239 Llogaritja e bulonit te avarise
)(29300)7.1660(8.3109260 daNtgtgNNshb
Vendosim nga nje bulone ne cdo dhemb:
)(12048)7.1660(1278560'' daNtgtgNNshb
Kontrollojme brezin e poshtem.Kete brez e marrim te dobesuar siper nga dhembi i madh
)(9" cmhpr , nga vrima e bulonit me diameter 2.5 cm dhe nga nje gdhendje qe do ti
bejme poshte )(2 cmhj per tu mbeshtetur mire ne nentra.
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Dobesimi nga dhenbi i madh eshte: )(16692671.071.0 2"" cmhbF
prdob
Dobesimi nga gdhendja e nentraut )(4.14)228(22)(2 cmhdhb
jjj
)(2124.1471.071.0 2cmhbFjjJ
Dobesimi nga buloni
)(5.4229285.2 2cmFb
Atehere sip neto )(4075.421664
2814.3
4
2
22
cmFFd
Fbdobnet
Kontrolli
228073
407
9578.08.31092cos
cm
daNR
cm
daN
F
N
F
Nt
net
sh
net
t
Llogaritja e jastekut te mbeshtetjes
)(29830
5.8934 2
90
90 cmR
RFR
F
R
ngj
A
ngjngj
ngj
A