Konstruksionet e drurit
17
USHTRIME Detyra e dytë T=151,85 kN d = 16 mm σ tlll = 850 N/cm 2 Prerja tërthore: katrore T T d a a d x y l t n t A T // // σ σ ≤ = a d A a A ⋅ = ∆ = 2 da a A A A net − = ∆ − = 2 2 3 // 65 , 178 850 10 85 , 151 cm T A l t nev = ⋅ = = σ 65 , 178 2 = − da a cm a 14 = cm a 19 . 14 = Përvetsohet Kontrolla e sforcimeve 2 2 2 6 . 173 14 6 . 1 14 cm da a A net = ⋅ − = − = l t n t cm N A T // 2 3 // 850 3 . 1 712 . 874 6 . 173 10 85 . 151 σ σ ≈ ⋅ = = ⋅ = = % 9 . 2 100 850 850 712 . 874 = −
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Detyre
Transcript of Konstruksionet e drurit
USHTRIMEDetyra e dytë
T=151,85 kN
d = 16 mm
σtlll = 850 N/cm2
Prerja tërthore: katrore
T Td
a
ad xy
ltn
t AT
//// σσ ≤=
adAaA
⋅=∆= 2
daaAAAnet −=∆−= 2
23
//
65,178850
1085,151 cmTAlt
nev =⋅
==σ
65,1782 =− daa
cma 14=
cma 19.14=
Përvetsohet
Kontrolla e sforcimeve 222 6.173146.114 cmdaaAnet =⋅−=−=
ltn
t cmN
AT
//2
3
// 8503.1712.8746.1731085.151 σσ ≈⋅==
⋅== %9.2100
850850712.874
=−
Detyra e dytëT=151,85 kN
d = 16 mm
σtlll = 850 N/cm2
Prerja tërthore: drejtkëndëshe
T Td
b
hd x
y
ltn
t AT
//// σσ ≤=
bdAhbA
⋅=∆=
dbhbAAAnet −=∆−=
23
//
65,178850
1085,151 cmTAlt
nev =⋅
==σ
65,178=− dbhb
cmbh
1218
=
75
=hb hb
75
=
65,17875
75 2 =− hdh
cmbcmh
88.1164.16
==
Përvetsohet
Kontrolla e sforcimeve 28.196126.11216 cmdhhbAnet =⋅−⋅=−=
%78.90100850
6.771=
2//2
3
// 85060.7718.1961085.151
cmN
cmN
AT
ltn
t =<=⋅
== σσ
Detyra e dytë
T=151,85 kN
d = 16 mm
σtlll = 850 N/cm2
Prerja tërthore: rrethore
T Td
D
d xy
ltn
t AT
//// σσ ≤=DdA
DA
⋅=∆
=4
2πdDDAAAnet −=∆−=
4
2π
23
//
65,178850
1085,151 cmTAlt
nev =⋅
==σ
65,1784
2
=− dDDπ
cmD 17=
cmD 134.16=
Përvetsohet
222
78.199176.14
1714.34
cmdDDAnet =⋅−⋅
=−=πKontrolla e sforcimeve
2//2
3
// 85009.76078.199
1085.151cmN
cmN
AT
ltn
t =<=⋅
== σσ %42.89100850
09.760=
Detyra e dytë
N=181,12 kN
σtcl = 850 N/cm2N N
lcc AN
//// σωσ ≤= 23
//
082.213850
1012.1810.1 cmNAlc
nev =⋅
==σ
ω
a
axy
shkurteielement1=ω
2aAnev = Përvetsohet cma 16=cmAa 59.14082.213 ===
Kontrolla e sforcimeve 222 25616 cmaAreale ===
%235.83100850
5.707=
2//2
3
// 8505.707256
1012.181cmN
cmN
AN
lcc =<=⋅
== σωσ
Detyra e dytë
a
axy
N N
l=le
minile=λ75=λ
444
min 33.54611216
12cmaJJJ yx =====
cmaaAJiii x
yx 77.516289.0289.012min =⋅======
cmltpervetsohe
cmil
e
e
430
75.43277.575min
=
=⋅== λ
Detyra e dytë
N=181,12 kN
σtcl = 850 N/cm2N N
lcc AN
//// σωσ ≤= 23
//
082.213850
1012.1810.1 cmNAlc
nev =⋅
==σ
ω
2
75 hhbAnev =⋅= cmAh 27.1708.213
75
=== cmb 33.1227.1775
==
shkurteielement1=ω b
hx
y
75
=hb hb
75
=
cmhb
1812
=Përvetsohet
Kontrolla e sforcimeve 22161218 cmhbAreale =⋅==
%65.98100850
52.838=
2//2
3
// 85052.838216
1012.1811cmN
cmN
AN
lcc =<=⋅
== σωσ
Detyra e dytë
N N
l=leb
hx
y
minile=λ75=λ
433
min 259212
121812
cmhbJJ x =⋅
===
cmbbAJii x
x 468.312289.0289.012min =⋅=====
cmltpervetsohe
cmil
e
e
260
01.260468.375min
=
=⋅== λ
Detyra e dytë
N=181,12 kN
σtcl = 850 N/cm2N N
lcc AN
//// σωσ ≤= 23
//
082.213850
1012.1810.1 cmNAlc
nev =⋅
==σ
ω
shkurteielement1=ω D
x
y
cmAD 46.1608.21344===
ππ4
2
08.2134
cmDAnev ==π
cmD 17=Përvetsohet
Kontrolla e sforcimeve
2//2
3
// 85096.79798.2261012.1811
cmN
cmN
AN
lcc =<=⋅
== σωσ
cmDAreale 98.2264
174
22
===ππ
%88.93100850
96.797=
Detyra e dytë
N N
l=le D
x
y
minile=λ75=λ
444
min 79.801264
1764
cmDJJJ yx =====ππ
cmDDAJiii x
yx 913.417289.025.016min =⋅======
cmltpervetsohe
cmil
e
e
365
47.368913.475min
=
=⋅== λ
Detyra e dytë
N N
223
2
//
633.12447.101.0850
1057.8701,0 cmlNA elc
nev =⋅+⋅
=+=σ
a
axy
N=87,57 kN
σc//l = 850 N/cm2
le=1.47m
lcc AN
//// σωσ ≤=
2aAnev =K 1 cmAa 16.11633.124 ===
cmla e 774.67.21
1477.21
==≥cma 12=Përvetsohet
K 2
7544.4212289.0
147
min
=<=⋅
== λλileKontrolla e sforcimeve 222 14412 cmaAreale ===
168.1
10044.428,01
1
1008,01
122 =
−
=
−
=λ
ω
%56.83100850
29.710=
2//2
3
// 85029.710144
1057.87168.1cmN
cmN
AN
lcc =<=⋅
== σωσ
Detyra e dytëN=87,57 kN
σc//l = 850 N/cm2N N
lcc AN
//// σωσ ≤= 223
2
//
28.13371.0
47.1001.0850
1057.871001,0 cmc
lNA elc
nev =⋅+⋅
=+=σ
25/7 bbhAnev == cmcAb 76.928.13371.0 =⋅==Përvetsohet
21401410 cmbhAreale =⋅==
cmhb
1410
=cmlb e 774.67.21
1477.21
==≥
7592.5010289.0
147
min
=<=⋅
== λλile
262.1
10092.508,01
1
1008,01
122 =
−
=
−
=λ
ω
b
hx
y
75
=hb
75
==hbc
cmh 66.1376.95/7 =⋅=
le=1.47m
K 1
K 2
Kontrolla e sforcimeve
%87.92100850
38.789=
2//2
3
// 85038.789144
1057.87262.1cmN
cmN
AN
lcc =<=⋅
== σωσ
Detyra e dytë
N=87,57 kN
σc//l = 850 N/cm2
N N
lcc AN
//// σωσ ≤= 223
2
//
633.12447.101.0850
1057.8701,0 cmlNA elc
nev =⋅+⋅
=+=σ
4
2πDAnev = cmAD 16.11633.12444===
ππ
222
73.1324
134
cmDAreale ===ππ
cmD 13=cmlD e 84.7
75.18147
75.18==≥
7523.451325.0
147
min
=<=⋅
== λλile 168.1
10023.458,01
1
1008,01
122 =
−
=
−
=λ
ω
D
x
y
le=1.47m
K 1Përvetsohet
K 2
Kontrolla e sforcimeve
%83.92100850
07.789=
2//2
3
// 85007.789144
1057.87169.1cmN
cmN
AN
lcc =<=⋅
== σωσ
Detyra e dytë
b
hx
y
75
=hb
A Bl=3,20 m
Q = 4,56 kN/m
Materiali i njohurσml = 1000 N/cm2
Ell = 1,0* 106 N/cm2
Llogaria statike
+
maxM
+
-TA
TB
“M”
“T”
kNmQlM 86,18
2,365,48
22
max =⋅
==
kNQlTTT AB 44,72
2,365,42max =
⋅==−==
332
425
675
6hhbhWnev ===
Madhësitë gjeometrike
mlnev
m WM σσ ≤= max 3
5max 186
10001086,1 cmMW
mlnev =
⋅==
σ
Detyra e dytë
3
42586,1 h= cmh 60,11186
542
3 ==
cmhb
128
=cmhb 28,86,11
75
75
=== Përvetsohet
225
max /1000/75,968192
1086,1 cmNcmNWM
mlnev
m =≤=⋅
== σσ
296128 cmbhA =⋅== 322
1926128
6cmbhW =
⋅==Kontrolla e sforcimeve
Kontrolla e uljeve
cmmlfcm
JEQlf lreale 6.1
200320168,012
12810102,365,4
3845
3845
36
94
//
4
===<=⋅
⋅⋅==
Kontrolla e sforcimeve tangjenciale
2//
23
max// /850/5,77
1281044,75,1 cmNcmN
bhT
mm =≤=⋅⋅
== ττ
Detyra e dytë
α
xx
y
y
qx
qy
q
b
h mkNqqmkNqq
y
x
/66,1552,03sin/5,2834,03cos
=⋅===⋅==
ααα = 33,50
L=3,75 m
Q=3,0 kN/m Dimensionimi sipas sforcimeve
512,1=== αctgbhc
m = 200
ml
yxnevojshme
McMW
σ⋅+
= 6
2bhWduhur =
kNmlq
M
kNmlqM
yyy
xxx
91,28
75,366,18
40,48
75,35,28
22
22
=⋅
==
=⋅
==
( ) 35
94,8791000
1091,2512,14,4 cmMcM
Wml
yxnevojshme =
⋅+=
⋅+=
σ
94,8796
2
=bh 22,13
512,199,19
512,1===
hb512,1hb = cmh 99,19
512,1/1694,879
3 =⋅
=Duke zëvendësuar
cmhb
2014
=Përvetsohet
Detyra e dytëα = 33,50
L=3,75 m
Q=3,0 kN/m
m = 200
mkNqqmkNqq
y
x
/66,1552,03sin/5,2834,03cos
=⋅===⋅==
αα
Dimensionimi sipas uljeve
α
xx
y
y
qx
qy
q
b
h
fx
fy
f
m
cmmlfl 875,1
200375
=== supozimi yx ff =
12
3bhJ x =2384
5
//
4
x
x
JElq
ml
=222max xyx ffff =+=
4
6
94
//
4
20,48592
20037510
1075,35,2384
52384
5 cm
mlE
lqJ xx =
⋅
⋅⋅==
073,1512,12 ==== αctgbhc20,4859
12
3
=bh
Duke zëvendësuar
Përvetsohetcmh 82,15
073,1/11220,4859
4 =⋅
= cmhb 74,14073,1
82,15073,1
===cm
hb
1616
=
Detyra e dytëNga dy vlerat e llogaritura për h dhe b, meritore prerja maksimale
cmhb
2016
= Kontrolla e sforcimeve dhe uljeve
222
5
2
5
/1000/44,75361620109,26
2016104,4 cmNcmN
WM
WM
mly
y
x
xmreale =<=
⋅⋅
+⋅⋅
=+= σσ
cmJElq
f
cmJElqf
y
yy
x
xx
625,012162010
1075,366,1384
5384
5
604,012201610
1075,35,2384
5384
5
36
94
//
4
36
94
//
4
=⋅⋅
⋅⋅==
=⋅⋅
⋅⋅==
cmfcmfff lyxreale 875,187,0625,0604,0 2222 =<=+=+=
