HItungan Kayu Oca
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Transcript of HItungan Kayu Oca
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PERHITUNGAN PEMBEBANAN KONSTRUKSI KUDA-KUDA
Kuda-Kuda seperti tergambar di atas.
Panjang bentang kuda-kuda = 8.4 m
Jarak antar kuda-kuda = 5.4 m
Tinggi kuda-kuda = 1.74 m
Jarak antar gording = 1 m
Kemiringan atap (α = !" #
$angka kuda-kuda = = Ka%u &eumantok ('J=)*8 gr+,m"
Penutup tap = = /enteng beton
0at sambung = = Paku) 'aut dan /igi
'eban idup = 1 kg
'erat /enteng 'eton = 4 kg+m!
'erat Kasau = ! kg+m"
'erat P0a2ond = 1 kg+m4
Ke,epatan ngin = 14 km+jam = !8.88*
3gording = *81 kg+m"
Perhitungan Panjang Bentang
Balok Bint
1 s.d = 1.4 m
Kaki Kua-kua
1!" = 4.54 m
1 s.d " = 1.515 m
1 s.d = 1.515 m
Batang !ertikal
61 = 65 = .58 m
6! = 64 = 1.1 m
6" = 1.5 m
Batang Diagonal1 = 4 = 1.818 m
! = " = !.5! m
No"or Batang Panjang Batang
1 1.4 1.515
! 1.4 61 .
" 1.4 6! 1.!
4 1.4 6" 1.5
5 1.4 64 1.!
1.4 65 .
1 1.515 1 1.818
! 1.515 ! !.5!
" 1.515 " !.5!
No"or
Batang
Panjang
Batang
A H I J K L B
C
D
E
FG
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4 1.515 4 1.818
5 1.515
PEREN#ANAAN GORDING
'eban ati
'eban /enteng =1 9 4 4
'eban Kasau =1 9 ! !
Jadi) beban mati %ang diterima konstruksi ada0a:
; = 4 ! = kg+m
= ,os !"# = 55.4"1 kg+m
= sin !"# = !!.*4 kg+m
= = 1+8
1 ,os !"# = *!."8 kg
1 ,os !"# = "8.!74 kg
1+4 < *!)"8 < 5)4 = 1!4.7!555* kg.m
1+4 < "8)!74 < 5)4 = 51.7 kg.m
sumsi = 14 km+jam
= 14 )! ( - )4∝
= )! (!" - )4
= .5757
$% Be$an Hiu&
'% Be$an Angin
! + 1 =
K 1 =
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= )5 (1 (5!)11
= !.117!5747!
ngin :isap>
-.4
= -)4 (1 (5!)11
= -!.84"58!5
1+8
!8!.8 kg.m
117.187 kg.m
44!.1 kg.m
18".118 kg.m
"4.817 kg.m
1!.!81 kg.m
1*4.!18 kg.m
75.""5 kg.m
&%arat peren,anaan ada0a:>
9u = 44*.!5 kg.m = 44*!54."*51 ?.mm dengan
%u = 18".118 kg.m = 18"118!.8!4! ?.mm dengan
;i = K 1 (1 (5!)11
K !=
;: = K ! (1 (5!)11
@i%
=
@:% =
% Ko"$ina(i Pe"$e$anan
9u1
= 1)4 9
= 1)4 (!!)47 =
%u1
= 1)4 %
= 1)4 (8")75 =
9u!
= 1)! 9
1) A9
= 1)! (!!)47 1) (*!)"8 =
%u!
= 1)! %
1) A%
= 1)! (8")75 1) ("8)!74 =
9u"
= 1)! 9
1) A9
)8 B9
= 1)! (!!)47 1) (*!)"8 )8 (*)5! =
%u"
= 1)! %
1) A%
)8 B%
= 1)! (8")75 1) ("8)!74 )8 ( =
9u4
= 1)! 9
)5 A9
1)" B9
= 1)! (!!)47 )5 (*!)"8 1)" (*)5! =
%u4
= 1)! %
)5 A%
1)" B%
= 1)! (8")75 )5 ("8)"74 1)" ( =
9u5
= 1)! 9
)5 A9
= 1)! (!!)47 )5 (*!)"8 =
%u5 = 1)! % )5 A%= 1)! (8")75 )5 ("8)"74 =
9u
= )* 9
1)" A9
= )* (!!)47 1)" (*)5! =
%u
= )* %
1)" A%
= )* (8")75 1)" ( =
e% Peren'anaan Goring
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4496254.39506797
18"118!.8!4!!*5
iren,anakan> : = !b dan b = 1+! :
4496254.39506797
18"118!.8!4!!*5
4496254.39506797
18"118!.8!4!!*5
!7!81.1511874"≤ 1
b = 4.84!75878 mm ≈
iambi0 b = 75 mm .75 m
: = 15 mm .15 m
Be$an Mati
'eban mati tota0 atap kiri
/ording
= 148.*8*"75 kg
Kasau
&isi miring = 4.54 m
Jarak antar kuda-kuda = 5.4 m
Panjang Kuda-kuda = 8.4 m
= !45.484
/enteng
= 4*.*8 kg
P tota0 atap kiri = *".787"75 kg
per titik bu:u0 = !!5.*484"75
'eban mati p0a2on
= !!.8
Pp0a2on
= "!.4
Be$an Hiu&
'eban :idup atap kiri
= "5 kg
)8 9 )85 9 9 1+ b:! )8 9 )85 9 9 1+ :b!
)8 9 )85 9 9 1+ b:! )8 9 )85 9 9 1+ :b!
)8 9 )85 9 9 !+" b" )8 9 )85 9 9 1+" b"
b"
)% Di(tri$u(i Be$an Kua-kua
ρgording
* o0ume+!
;kasau
< atap
+!
;genteng
< genteng
+!
PA
P0a2on
; p0a2on
< p0a2on
+!
PA
P0a2on + joint ba0ok bint
PAA
= jum0a: joint < P:idup
+!
=
=
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= 87.5 kg
Be$an Angin
nginTekan
Tekanan Tiup = 5!.11
&udut atap = !" #
Koe2isien ngin Tekan = .5
= !.1! kg+m!
P angin tekan =
= 4.114 kg
= 8.14 kg
ngin isap
Tekanan Tiup = 5!.11 kg+m!
&udut atap = !" #
Koe2isien ngin isap = -.4
= -!.84 kg+m!
P angin :isap =
= -51!.187 kg
= -4.!" kg
PAA
pada joint = PAA
+Titik bu:u0
kg+m!
;at
;at <
atap
Pat+joint
;a:
;a:
< atap
Pat+joint
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m+s
L B
G
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44*.!5 kg.m
18".118 kg.m
"17.1*" kg.m
1!.!81 kg.m
.8
.8
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75mm
&imetris dengan atap kanan
an%a di ba0ok bint
&imetris atap kanan
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'eban ati
Pembu0atanP0a2on Jum0a:
!!5.*47 "!.4 !58."47 !5*
' !!5.*47 "!.4 !58."47 !5*
C !!5.*47 !!5.*47 !!
!!5.*47 !!5.*47 !!
D !!5.*47 !!5.*47 !!
E !!5.*47 !!5.*47 !!
/ !!5.*47 !!5.*47 !!
"!.4 "!.4 ""
F "!.4 "!.4 ""
J "!.4 "!.4 ""
K "!.4 "!.4 ""
A "!.4 "!.4 ""
Tekan posisi
sin ".7 !.!7"
,os 7.44
Tarik posisi
sin -!4.54 !.!7"
,os -5*.148
Titik'u:u0 tap+/ording+Kasa
u
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'eban idup uatan ngin
Pekerjangin Tekan ngin isap
87.5 8.14
87.5 -4.!"
87.5 8.14
87.5 8.14
87.5 8.14 -4.!"
87.5 -4.!"
87.5 -4.!"
87.5
87.5
87.5
87.5
87.5
"!.57 -!5.*"
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Gaya Batang (kg) C1 C2 C3 C4
1,4D
Balok Bint (B)
H1 1562.9 1056.030 -25.340 2188.060 3565.128 3544.856 2370.553
H2 1250.1 844.830 -10.470 1750.140 2851.848 2843.472 1908.924H3 939.2 633.620 -10.470 1314.880 2140.832 2132.456 1430.239
H4 939.2 633.620 -10.470 1314.880 2140.832 2132.456 1430.239
H5 1250.1 844.830 -83.660 1750.140 2851.848 2784.920 1813.777
H6 1562.9 1056.030 -83.630 2188.060 3565.128 3498.224 2294.776
Kaki KudaKuda (A)
A1 -1691.75 -1143.070 145.9 -2368.450 -3859.012 -3742.292 -2411.965
A2 -1691.75 -1143.070 142.51 -2368.450 -3859.012 -3745.004 -2416.372
A3 -1354.18 -914.460 150.46 -1895.852 -3088.152 -2967.784 -1886.648
A4 -1354.18 -914.460 221.86 -1895.852 -3088.152 -2910.664 -1793.828
A5 -1691.75 -1143.070 285.33 -2368.450 -3859.012 -3630.748 -2230.706
A6 -1691.75 -1143.070 258.25 -2368.450 -3859.012 -3652.412 -2265.910
Batang !"#tikal (!)
V1 -226.000 -87.500 -8.600 -316.400 -411.200 -418.080 -326.130
V2 -355.200 -175.550 -0.130 -497.280 -707.120 -707.224 -514.184
V3 32.400 87.500 0.000 45.360 178.880 178.880 82.630
V4 -355.200 -175.550 103.940 -497.280 -707.120 -623.968 -378.893
V5 -226.000 -87.500 69.300 -316.400 -411.200 -355.760 -224.860
Batang Diagonal (D)
D1 405.000 274.290 13.6 567.000 924.864 935.744 640.825
D2 497.490 336.920 16.7 696.486 1136.060 1149.420 787.158
D3 497.490 336.920 -133.43 696.486 1136.060 1029.316 591.989
D4 405.000 274.290 -108.61 567.000 924.864 837.976 481.952
$a%aBatang
B"&an'ati (D)
B"&anHidu (L)
B"&anAngin()
1,2D*1,+L
1,2D*1,+L*,-
1,2D*1,3*,.L
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C. C+
'a/
2403.495 1373.668 3565.128 Tekn
1922.535 1111.479 2851.8481443.850 831.669 2140.832
1443.850 831.669 2140.832
1922.535 1016.332 2851.848
2403.495 1297.891 3565.128
-2601.635 -1332.905 Trik
-2601.635 -1337.312
-2082.246 -1023.164
-2082.246 -930.344
-2601.635 -1151.646
-2601.635 -1186.850
-314.950 -214.580 !ekn
-514.015 -319.849
82.630 29.160 !rik
-514.015 -184.558 !ekn
-314.950 -113.310
623.145 382.180 Trik
765.448 469.451
765.448 274.282
623.145 223.307
1,2D*,.L
,0D*1,3
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PEREN#ANAAN BATANG TARIK
iameter baut = 1 mm
Auas tampang netto untuk ! tampang
engan menganggap b = 1+! :) maka>
Balok Bint *H+
Tu ma9 = "55.1!8 kg
= "551.!8 ?
Combination = C"
G = .8
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"
enggunakan &:i2t&o0e di ka0ku0ator >
b = 1.5!8 mm
Karena ni0ai b ter0a0u ke,i0) maka diambi0 b min 5 mm
b = 5 mm = !
: = 1 mm = 4
Batang !ertikal *!+
Tu ma9 = 178.88 kg
= 1788.8 ?
Combination = C"
G = .8
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PEREN#ANAAN BATANG TEKAN
Kaki Kua-Kua *A+
Cek Ke0angsingan
= ≤ 175 pa (?+mm Lntuk ka%u
imana
K > Eaktor Per0etakan (PKKF !! a0aman !1
rmin > Jari-jari inersia minimun> )!8* b
itungan
K = 1 K untuk sendi sendi = 1
A = 1.515 m = 1515."877"* mm
rmin = .!8* b b = 0ebar ka%u
= 5!4".551** ≤ 175 pa
b
b " !*.*"178!"mm
b = 5 mm
= !
enurut PKKF !!
Pu ≤
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= !
: = 1
= 4
Batang !ertikal *!. an !/+
Cek Ke0angsingan
= ≤ 175 pa (?+mm Lntuk ka%u
imana
K > Eaktor Per0etakan (PKKF !! a0aman !1rmin > Jari-jari inersia minimun
> )!8* b
itungan
K = 1 K untuk sendi sendi = 1
A = .58 m = 58 mm
rmin = .!8* b b = 0ebar ka%u
= !.*!415! ≤ 175 pa
b
b " 11.4811 mm
b = 5 mm
= !
enurut PKKF !!
Pu ≤
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b = 5 mm
= !
: = 5
= !
Batang !ertikal *!, an !0+
Cek Ke0angsingan = ≤ 175 pa (?+mm Lntuk ka%u
imana
K > Eaktor Per0etakan (PKKF !! a0aman !1
rmin > Jari-jari inersia minimun
> )!8* b
itungan
K = 1 K untuk sendi sendi = 1
A = 1.1 m = 11 mm
rmin = .!8* b b = 0ebar ka%u
= 41".848"4 ≤ 175 pa
b
b " !!.*"!"""!mm
b = 5 mm
= !
enurut PKKF !!
Pu ≤
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: = 5
= !
Jadi
b = 5 mm
= !
: = 5
= !
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Reka& Di"en(i
'a0ok 'int Kaki Kuda-Kuda
'atang 6ertika0
61 dan 65 6" 6! dan 64
b (mm 5 5 5 5 5 5
: (mm 1 1 1 5 1 5
'atangiagona0
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EHI$GA$ 5A'B$GA$ B
A6 7EIE5 5A'B$GA$
De!i' ()+ngn An!r ,'ok ,in! Dengn ,!ng Digon'
B6 EHI$GA$ KEKAA$ BA
B61 EHI$GA$ KEKAA$ $K 1 BA
1 od T/nn 1
T/nn 1 = 1 = 0.83*D*!)*e) !e!
2 od T/nn 2
T/nn 2 = 2 = 0.83*D*!*e !e!
3 od T/nn 3
on!n! k1 = k1 =r!e2e2*1!!
T/nn 3 = 3 = 0.93*k1*D*!*e !e!
4 od T/nn 4
on!n! k2 = k2=-1r!2*1ee2 T/nn 3 = 4 = 1.04*k2*D*!)*e)12
5 od T/nn 5
on!n! k3 = k3=-1r!2*1ee2
T/nn 3 = 5 = 1.04*k3*D*!*e)2e*
7 od T/nn 6
T/nn 6 = 6 =1.04*D2 !e!*r!2e)
8 od T/nn ;ki n = n = 2>3>4>5>6
9 = ,er' Dri o)ini 4 A+)
10 = k!or ed+ki
11 T/nn !erkoreki ;i.n =
k!or ?k!+ G
k!or red. ()+ngn Φ)
;i.n = G *Φ*n
'aut) d = 1 mm
1 15 1
"
D0emen utama
D0emen Pen%ambung
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12 @n!+k ()+ngn nd =
B62 EHI$GA$ KEBHA$ J'LAH BA
1 : ,!ng Trik ki)+) = T+
2 : ,!ng Tekn ki)+) = ;+
3 : ,!ng ;ki = (+ = AB T+>;+
4 C+)'/ ,+! = n
5 T/nn To!' = ;i.n.n +/
Karena Psi*Zn*n > Su maka Sambungan Baut Cukup K
;i.n = G *Φ*n*2
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(KKI 22)
1 +!+ 'e)en @!) = 26
2 +!+ 'e)en ;en:)+ng = 26
3 Te' 'e)en @!) !) = 150 ))4 Te' 'e)en ;en:)+ng ! = 100 ))
5 Teg. Tekn '. @!) e) = 46 ;
6 Teg. Tekn '. ;en:)+ng e = 46 ;
7 Di)e!er ,+! D = 10 ))
8 Tegngn Ee'e/ ,+! : = 240 ;
9 (+d+! ()+ngn = 30 drF!
= 1.08333
11 !io 1> e = e)e = 1
12 !io 2> ! = !)! = 1.5
13 ed')n Gene!ri G = 350 ))
= 52864.6
= 35243.1
2!2*!3-e*1e1e = 0.53536
= 21140.8
:*12e*D23e)*!)2 = 1.01156* !e! = 22335.3
:*2e*D23e)*!2 = 0.97374
!e! = 14333.5
*:3*1e = 5823.65
= 5823.65
i = 1
= 0.65
= 3785.37
10 on!n!> !e!
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= 7570.74
= 20000
= 25000
= 25000
= 4 +!
= 30283
at
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EHI$GA$ 5A'B$GA$ KA8 D
A6 7EIE5 5A'B$GA$
De!i' ()+ngn An!r ,'ok ,in! Dengn ,!ng Digon'
B6 EHI$GA$ KEKAA$ AK
B61 EHI$GA$ KEKAA$ $K 1 AK
1 od T/nn 1
T/nn 1 = 1 = 3.3*D*!*ed
2 od T/nn 2
on!n! k1 = k1 = -1r!2*1e
T/nn 2 = 2 = 3.3*k1*D*G*e)d*
3 od T/nn 3
on!n! k2 =
T/nn 2 = 3 = 3.3*k2*D*!*e)d
4 od T/nn 2
T/nn 4 = 4=3.3*D2d*r!2e
5 od T/nn ;ki n = n = 2>3>46 = ,er' Dri o)ini 4
7 = k!or ed+ki
8 T/nn !erkoreki ;i.n =
9 @n!+k ()+ngn nd =
B62 EHI$GA$ KEBHA$ J'LAH AK
1 : ,!ng Trik ki)+) = T+
2 : ,!ng Tekn ki)+) = ;+
3 : ,!ng ;ki = (+ = AB T+>;+
4 C+)'/ ;k+ = n
k2=-1r!2*1e
k!or ?k!+ G
k!or red. ()+ngn Φ)
;i.n = G *Φ*n
;i.n = G *Φ*n*2
Paku) d = 4)" mm
1 15 1
"
D0emen utama
D0emen Pen%ambung
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5 T/nn To!' = ;i.n.n +/
Karena Psi*Zn*n > Su maka Sambungan Paku Cuk
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E$GA$ AK (KKI 22)
By : M. Arief Rahman Panjaitan S! M!
1 +!+ 'e)en @!) = 26
2 +!+ 'e)en ;en:)+ng = 26
3 Te' 'e)en @!) !) = 150 ))4 Te' 'e)en ;en:)+ng ! = 100 ))
5 Teg. Tekn '. @!) e) = 46 ;
6 Teg. Tekn '. ;en:)+ng e = 46 ;
7 Di)e!er ;k+ D = 4.3 ))
8 Tegngn Ee'e/ ;k+ : = 240 ;
9 on!n!> d = 2.2
10 !io> e = e)e = 1
11 ed')n Gene!ri G = 350 ))
= 29670
2:*12eD23e)*G2 = 1.00039
12e = 34628.6
= 1.00482
2e = 9937.65
*:3*1e = 1682.49
= 1682.49 +)i = 1
= 0.65
= 1093.62
= 2187.23
= 20000
= 25000
= 25000
= 12Gk+
2:*12e*D23e)*!2
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= 26246.8
p Kuat