Dari perhitungan didapat
BALOK WF 250 X 125 X 6 X 9 (W3) M = 6250 kgm member B37 - LT 13 V = 26 267 kg
Chek !itungan Baut d1 d2 d3 d%
T ma"
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
0
m
11
m
11
m
6#5
m
d12 d22 d32 d%2 S di2
6250 2 (
=
(
= = = =
6#5 17#5 2$#5 2$#5
m m m m
= = = = =
%2#25 306 $12 0 1161
m2 m2 m2 m2 m2
2$#5 11 1161
=
7673
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 3 Æ 16 dengan ga'a tarik a.a+ ada+ah 17300 kg baut ba.ah 2 ( 0 Æ 16 dengan n baut = 6 Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
17300
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 17300 Æ 1#% = 106% kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 17300 = hek bah.a
Tma" Vn
= =
7673 kg 4 %%#5 kg 4
Be,arn'a beban tarik a.a+ pada baut 325 dia mm 12 16 1 22 25
/* k/ 52 $5 125 173 227
/t /g
%325
-
103$0 kg kg *k *k
1#7
kgbaut
(
7673
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 298 X 149 X 55 X 8 M = 111%7 kgm V = 10%7$ kg
Chek !itungan Baut T ma"
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
m
m
#5
m
m
m
=
d1 d2 d3 d% d5 d12 d22 d32 d%2 d52 S di2
= = = = =
1$ 1$ 27 36
m m m m m
= = = = = =
$1 32% 32% 72 126 275%
m2 m2 m2 m2 m2 m2
111%7 ( 36 2 ( 275%
=
72$6
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 3 Æ 16 dengan ga'a tarik a.a+ ada+ah baut ba.ah 2 ( 3 Æ 16 dengan n baut = 12 Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
$500
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 $500 Æ 1#% = -71#% kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( $500 = hek bah.a
Tma" Vn
= 72$6 kg 4 = $73#17 kg 4
/t /g
2125
-
5100 kg *k *k
1#7
kg
$500 kg
kgbaut
(
72$6
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Beban Mati ;e+at +antai Ba+*k
0#13 0
(
2%00 0#6
= =
Beban !idup
312 0 312
kgm2
%00
kgm2
kgm2 kgm2
!itungan Ba+*k nak
s =
1600 kgm2 !a,i+ ga'a-ga'a 'ang bekera berda,arkan perhitungan k*mputer
Data 'ang digunakan <
Ba+*k < ba+*k mendukung pe+at +antai ada+ah ba+*k : 1$ ( ( % 5 ( 7 Berat ,endiri : = 32 kgm> ? d+ @ ++ beban A d+ @ A ++ = 712 kgm2 " 2#175 m = 15$0#6 kgm> 600 Berat ,endiri : = Dari perhitungan didapat Data Materia+
:
=
M = 7112#70 V = %7%1#$0 %2% m3
=
6320 m%
kgm kg
@
32
kgm>
member 112
Chek Tegangan s
M :
=
=
711270 %2%
=
167$
<
1600
n*t *k
Chek Lendutan
=
5 " A " L% 3$% " 8 "
=
2#007 m
<
iin =
600 250
Chek !itungan Baut untuk ,ambungan ,endi digunakan Baut !TB -325 dengan diameter dengan ga'a tarik a.a+ ada+ah $500 kg maka ,atu baut menerima ga'a ,ebe,ar V = 2370# kg
=
2#%
2
Æ 16
)*ntr*+ terhadap beban ertika+ /g =
Æ
hek bah.a
n /*
= V
0#35 1#%
4 /g
1 *k
$500
=
2125
m
kgbaut
Dari perhitungan didapat
BALOK WF 150 X 75 X 5 X 7 (W3) M = 70 kgm member B37 - LT 13 V = 267 kg
Chek !itungan Baut d1 d2 d3
T ma"
7#5
m
7#5
m
7#5
m
d12 = d22 = d32 = S di2
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
=
= = =
70 2 (
(
7#5 15 22#5
m m m
56#25 m2 225 m2 506 m2
=
7$$
22#5 7$$
m2
=
112
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 2 Æ 16 dengan ga'a tarik a.a+ ada+ah baut ba.ah 2 ( 2 Æ 16 dengan n baut = $ Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
$500
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 $500 Æ 1#% = 16%5 kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( $500 = hek bah.a
Tma" Vn
= 112 kg 4 = 33#375 kg 4
2125
-
1#7
kg
$500 kg
kgbaut
(
112
5100 kg
/t = /g =
5100 kg 16%5 kg
*k *k
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Bangunan ini digunakan ,ebagai direk,i keet dan berEung,i ,ebagai kant*r 'ang mana ,e,uai dengan ;eraturan ;embebanan nd*ne,ia untuk &edung tahun 1$3 didapat bah.a beban hidup 'ang di gunakan ,ebe,ar 250 kgm2 !itungan Lantai )a'u Data 'ang digunakan <
slt =
kgm2 kgm3
100 00
B =
;apan < ditinau ,etiap 1 meter +ebar 100 m pe+at 'ang digunakan dengan teba+ 1$ mm dengan beban ,ebe,ar ? 0#01$ ( 00 = 16#2 kgm2 250 kgm2 266#2 kgm2
adi t*ta+ beban 'ang bekera = 60 m
maka
@
M
=
0#125
(
266#2
(
0#6
(
0#6
= 11#7 kgm = 117# kgm
:
=
1#$
(
1#$
(
100
6
=
s
=
M :
117# 5%
=
=
kgm2
m3
5%
22#1$3
16#2
4
100
*k
100
*k
Ba+*k < ba+*k mendukung pe+at +antai ada+ah ba+*k 510 berat beban ,endiri ba+*k ?
0#05
0#1
(
00
=
adi t*ta+ beban 'ang bekera = 266#2 ( 0#6 @ %#5
200 m
maka
(
M
=
0#125
:
=
10
s
=
M :
( 16%#22 (
2
(
(
5
10 =
)e,impu+an untuk pe+at +antai digunakan
( $211 $3#333
=
%#5
= 16%#22 kgm1 2
6
= =
$2#11 kgm $211 kgm
= $3#333 m3 $#532
4
pe+at dengan teba+ 1$ mm ba+*k pendukung ada+ah ba+*k 510
Fadi pembebanan 'ang bekera pada pe+at +antai ada+ah ,ebagai berikut < Beban Mati ;e+at +antai 0#01$ ( 00 = 16#2 kgm2 Ba+*k %#5 0#6 = 7#5 kgm2
Beban !idup
kgm1
23#7
kgm2
250
kgm2
!itungan Ba+*k nak
s =
1600 kgm2 !a,i+ ga'a-ga'a 'ang bekera berda,arkan perhitungan k*mputer
Data 'ang digunakan <
Ba+*k < ba+*k mendukung pe+at +antai ada+ah ba+*k : 1$ ( ( % 5 ( 7 Dari perhitungan didapat M = 25%5 kgm member 112 V = 166#$ kg 3 Data Materia+ : = 160 m Chek Tegangan
s
M :
=
=
25%500 160
=
151
£
1600
*k
2
Æ 16
Chek !itungan Baut untuk ,ambungan ,endi digunakan Baut !TB -325 dengan diameter dengan ga'a tarik a.a+ ada+ah $500 kg maka ,atu baut menerima ga'a ,ebe,ar V= $%$#% kg )*ntr*+ terhadap beban ertika+ /g =
Æ
n /*
hek bah.a
= V
0#35 1#%
4 /g
1
$500
=
2125
kgbaut
*k
Ba+*k < ba+*k mendukung pe+at +antai ada+ah ba+*k : 150 ( 75 ( 5 ( 7 Dari perhitungan didapat M = %31#%3 kgm member 106 V = 575#2% kg Data Materia+
:
=
160
m3
Chek Tegangan
s
M :
=
%31%3 160
=
=
26#6%
£
1600
*k
2
Æ 16
Chek !itungan Baut untuk ,ambungan ,endi digunakan Baut !TB -325 dengan diameter dengan ga'a tarik a.a+ ada+ah $500 kg maka ,atu baut menerima ga'a ,ebe,ar V = 2$7#62 kg )*ntr*+ terhadap beban ertika+ /g =
Æ
n /*
=
0#35 1#%
1
$500
=
2125
kgbaut
hek bah.a
V
4 /g
*k
Ba+*k < ba+*k mendukung pe+at +antai ada+ah ba+*k : 1$ ( ( % 5 ( 7 Dari perhitungan didapat M = 26%#5$ kgm member 131 V = 2$0% kg 3 Data Materia+ : = 160 m Chek Tegangan
s
=
M :
=
26%5$ 160
=
s
Maka diper+ukan *ute ,ehingga
1$53
1600
£
4 1600 kgm2
*k 9
Chek !itungan Baut T ma"
10
m
10
m
10
m
d1 d2 d3
= = =
10 20 30
m m m
d12 = d22 = d32 =
100 %00 00
m2 m2 m2
S di2
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
265 (
=
2 (
1%00 m2
=
30
=
1%00
3176
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 2 Æ 16 dengan ga'a tarik a.a+ ada+ah baut ba.ah 2 ( 2 Æ 16 dengan n baut = $ Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
$500
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 Æ 1#%
=
$500
2125
-
= 775#06 kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( $500 = hek bah.a
Tma"
=
3176 kg 4
/t
5100 kg *k
1#7
$500 kg
kgbaut
(
3176
Vn
=
350#5 kg 4
/g
*k
Ba+*k < ba+*k mendukung pe+at +antai ada+ah ba+*k : 100 ( 50 ( %#5 ( 6#$ Dari perhitungan didapat M = $01#1 kgm member 222 V = 63%#% kg Data Materia+
: :
= =
37#5 m3 67#$0 m3
*ute raEter
Chek Tegangan
s
=
M :
=
$011 67#$0
=
s
Maka diper+ukan *ute ,ehingga
11$2
1600
£
4 1600 kgm2
*k 9
Chek !itungan Baut T ma"
$
m
$
m
$
m
d1 d2 d3
= = =
$ 16 2%
m m m
d12 = d22 =
6% 256
m2 m2
d32 =
576
m2
$6
m2
S di2
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
=
$01#1 (
=
2 (
2%
=
$6
1073
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 1 ( 2 Æ 12 dengan ga'a tarik a.a+ ada+ah baut ba.ah 1 ( 2 Æ 12 dengan n baut = % Æ 12 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
5300
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 Æ 1#% =
$6
=
5300
1325
-
kgbaut
Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 5300 =
31$0 kg
1#7
5300 kg
kgbaut
(
1073
hek bah.a
Tma" Vn
= =
1073 kg 4 15$#6 kg 4
/t = /g =
31$0 $6
)*+*m < k*+*m mendukung ba+*k +antai ada+ah ba+*k : 200 ( 100 ( 5 5 ( 7 Diketahui = 27#16 m2 :" = 1$% m3 :' = 26#$ m3
/*# 1 5 11 15 21 25 31 35 %1 %5 51 55
; 376 7675 670 275 5$36 7165 6$5$ %61 %05 $5%7 762 %07
M"kgm 255 70 5 0 573 72% 5 6% $2$ 7% 6$6 7%$
M'kgm 265 $5 17 15$ 0 0 0 0 266 $$ 5 17$
; 1%6 2$3 25 102 215 26% 253 1$3 15 315 2$1 150
M":" 13 3$ 52 % 312 33 326 352 %50 %31 373 %07
M':' $ 31 63 5$ 0 0 0 0 % 32 20 663
s 127% 6%0 1%0 73 527 657 57$ 535 1%5 1075 673 1220
)*+*m < k*+*m mendukung ba+*k +antai ada+ah ba+*k : 150 ( 75 ( 5 ( 7 Diketahui = 17#$5 m2 :" = $$#$ m3 :'
/*# 2 6 12 16 %2 %6 52 56
; 631 1177 10$ 5%0 622 1166 107$ 52
=
M"kgm 5$0 67 $$ %7% 617 1012 2 522
13#2
m3
M'kgm 126 35 $ 71 127 36 2 $0
; 35 66 61 30 35 65 60 30
M":" 653 10$ 1001 53% 65 11%0 10%6 5$7
M':' 53 266 5 5%0 62 26 1% 603
s 16%2 1%21 1121 110% 162 1%75 1121 1220
*k *k
s tanah =
;*nda,i merupakan p*nda,i te+apak dengan
0#5
kgm2
Didapat dari perhitungan Chek ;*n, 2
F*int
;kg
1 2 3 % 5 6 7 $ 10 11 12
%00$ 770$ 6732 271 5$6$ 717 6$0 %3 %737 $57 7660 %111
Catatan
m b h 100 130 130 100 130 130 130 130 100 130 130 100
100 130 130 100 130 130 130 130 100 130 130 100
s
)et
0#%0 0#%6 0#%0 0#2$ 0#35 0#%3 0#%1 0#30 0#%7 0#51 0#%5 0#%1
*k *k *k *k *k *k *k *k *k *k *k *k
)*+*m a b ht 20 20 20 20 20 20 20 20 20 20 20 20
30 30 30 30 30 30 30 30 30 30 30 30
25 30 30 25 30 30 30 30 25 30 30 25
tbp
tbpm
)et
0#$0 1#17 1#02 0#56 0#$ 1#0 1#0% 0#76 0#5 1#30 1#16 0#$2
20 20 20 20 20 20 20 20 20 20 20 20
*k *k *k *k *k *k *k *k *k *k *k *k
t bpm ada+ah ge,er p*n, iin pada penampang
Chek tu+angan p*nda,i te+apak Chek untuk +ebar 130 m ? dimana ? ada+ah tegangan tanah diambi+ 5000 kgm> 65 m
maka
M h d>
= = =
Mbd 2 r ,
0#5 30 25
( m m
5000
= 16 = 0#0025 = r b d
(
0#65
(
0#65
= 625 mm2 digunakan tu+angan Æ
12 -
Chek tu+angan p*nda,i te+apak Chek untuk +ebar 100 m ? dimana ? ada+ah tegangan tanah diambi+ 5000 kgm> 50 m
=
1056 kgm
1$1
maka
M = h = d> = Mbd 2 r ,
0#5 ( 5000 ( 0#5 ( 0#5 = 25 m 20 m = 156#25 = 0#0025 = r b d = 500 mm2 digunakan tu+angan Æ 12 -
625
226
kgm
B mm 100
! mm 50
t. mm %#5
tE mm 6#$
1#00 2#00
B B mm 50#00 50#00
! ! mm 6#$0 6#$0
mm2 3%0#00 3%0#00
G G mm 16#60 103#%0
3#00 %#00 5#00
50#00 %#50 %#50
6#$0 $6#%0 3#20
3%0#00 3$$#$0 %1#%0
3#%0 150#00 10%#00
t*ta+ :eight
1$2$#20 1%#35
:
/*
)*+*m < k*+*m mendukung ba+*k +antai ada+ah ba+*k : 200 ( 100 ( 5 5 ( 7 Diketahui = 27#16 :" = 1$% :' = 26#$ +k = 300
/*# 1 5 11 15 21 25 31 35 %1 %5 51 55
+k 136 136 136 136 136 136 136 136 136 136 136 136
; 376 7675 670 275 5$36 7165 6$5$ %61 %05 $5%7 762 %07
w 3#57 3#57 3#57 3#57 3#57 3#57 3#57 3#57 3#57 3#57 3#57 3#57
M"kgm 255 70 5 0 573 72% 5 6% $2$ 7% 6$6 7%$
)*+*m < k*+*m mendukung ba+*k +antai ada+ah ba+*k : 150 ( 75 ( 5 ( 7 Diketahui = 17#$5 :" :' +k
/*# 2 6 12 16 %2 %6 52 56
+k 1$1 1$1 1$1 1$1 1$1 1$1 1$1 1$1
w 6#323 6#323 6#323 6#323 6#323 6#323 6#323 6#323
= = =
$$#$ 13#2 300 ; 631 1177 10$ 5%0 622 1166 107$ 52
m2 m3 m3 m
m2 m3 m3 m M"kgm 5$0 67 $$ %7% 617 1012 2 522
%#5
" G
"G
66$%%#00 35156#00 1156#00 5$320#00 %3617#60
"
'
112#1$ 112#1$
* 2%22$$ 26230
"-" 1310 1310
70$33 70$33
112#1$ 112#1$ 112#1$
%023%$ 556023 2$0$6
1310 2%1$65 3035
%$70$33 656 70$
" t*ta+ :" t*ta+
760#61 67#$0
' t*ta+ :' t*ta+
21#3 %#2$
i" i'
= =
$#2% 2#22
M'kgm 265 $5 17 15$ 0 0 0 0 266 $$ 5 17$
i" i'
= =
M'kgm 126 35 $ 71 127 36 2 $0
m m
; 523 100 $$ 363 767 %2 01 652 53 1123 1003 536
6#11 1#66
= =
M":" 13 3$ 52 % 312 33 326 352 %50 %31 373 %07
m m
; 22% %17 3$6 11 220 %13 3$2 1$7
+ki" +ki'
+ki" +ki'
M":" 653 10$ 1001 53% 65 11%0 10%6 5$7
3 1
M' $ 31 63 5$ 0 0 0 0 % 32 20 663
= =
5 1
M' 53 266 5 5%0 62 26 1% 603
7 6
'
s 1650 1366 203 1000 107 1335 1227 1005 1%7 1$$% 135 1606
0 1
'
s 1$30 1772 1%%5 1265 1$77 1$22 1%%2 137$
Dari perhitungan didapat
BALOK WF 250 X 125 X 6 X 9 (W3) M = 70 kgm member B37 - LT 13 V = 26 267 kg
Chek !itungan Baut d1 d2 d3 d%
T ma"
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
m
m
m
11
m
=
d12 d22 d32 d%2 S di2
70 2 (
(
= = = =
11 20 2 3$
m m m m
= = = = =
121 %00 $%1 1%%% 2$06
m2 m2 m2 m2 m2
3$ 2$06
=
535
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 3 Æ 16 dengan ga'a tarik a.a+ ada+ah baut ba.ah 2 ( 2 Æ 16 dengan n baut = 10 Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
$500
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 $500 Æ 1#% = 1$$ kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( $500 = hek bah.a
Tma" Vn
= 53%#3 kg 4 = 26#7 kg 4
Be,arn'a beban tarik a.a+ pada baut 325 dia mm 12 16 1 22 25
/* k/ 52 $5 125 173 227
/t /g
2125
-
5100 kg *k *k
1#7
kg
$500 kg
kgbaut
( 53%#3
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 300 X 150 X 65 X 9 (W4) M = 103 kgm member B125 - LT 13 V = 21% kg
Chek !itungan Baut T ma"
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
10
m
10
m
#5
m
m
m
=
d1 d2 d3 d% d5 d12 d22 d32 d%2 d52 S di2
= = = = =
1$ 27#5 37#5 %7#5
m m m m m
= $1 m2 = 32% m2 = 756#25 m2 = 1%06 m2 = 2256 m2 = %$2% m2
103 ( %7#5 2 ( %$2%
=
512
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 3 Æ 16 dengan ga'a tarik a.a+ ada+ah baut ba.ah 2 ( 3 Æ 16 dengan n baut = 12 Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
$500
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 $500 Æ 1#% = 10$ kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( $500 = hek bah.a
Tma" Vn
= 511#56 kg 4 = 17#$33 kg 4
/t /g
2125
-
5100 kg *k *k
1#7
kg
$500 kg
kgbaut
( 511#56
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 350 X 175 X 7 X 11 (W5) M = $12 kgm member B5% - LT 13 V = $11 kg
Chek !itungan Baut T ma"
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
12
m
12
m
10#5
m
10#5
m
10#5
m
=
d1 d2 d3 d% d5 d12 d22 d32 d%2 d52 S di2
= = = = =
10#5 21 31#5 %3#5 55#5
m m m m m
= 110#25 m2 = %%1 m2 = 2#25 m2 = 1$2 m2 = 30$0 m2 = 6516 m2
$12 ( 55#5 2 ( 6516
=
3%62
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 3 Æ 16 dengan ga'a tarik a.a+ ada+ah baut ba.ah 2 ( 3 Æ 16 dengan n baut = 12 Æ 16 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
$500
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 $500 Æ 1#% = 653#6$ kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( $500 = hek bah.a
Tma" Vn
= 3%62 kg 4 = $17#5$ kg 4
/t /g
2125
-
5100 kg *k *k
1#7
kg
$500 kg
kgbaut
(
3%62
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 400 X 200 X 8 X 13 (W6) M = 166 kgm member B2$ - LT 13 V = 11603 kg
Chek !itungan Baut T ma"
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
m
m
m
12
m
7#5
m
7#5
m
7#5
m
=
d1 d2 d3 d% d5 d6 d7 d12 d22 d32 d%2 d52 d62 d72 S di2
= = = = = = =
7#5 15 22#5 3%#5 %3#5 52#5 61#5
m m m m m m m
= = = = = = = =
56#25 225 506#25 110#25 1$2#25 2756#25 37$2#25 10%0
m2 m2 m2 m2 m2 m2 m2 m2
166 ( 61#5 2 ( 10%0
=
270$
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( % Æ 1 dengan ga'a tarik a.a+ ada+ah 12500 kg baut ba.ah 2 ( % Æ 1 dengan n baut = 16 Æ 1 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
12500
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 12500 Æ 1#% = 17% kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 12500 = hek bah.a
Tma" Vn
= 270$ kg 4 = 725#1 kg 4
/t /g
3125
-
7500 kg *k *k
1#7
kgbaut
(
270$
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 450 X 200 X 9 X 14 (W7) M = 2061 kgm member B%0 - LT 13 V = 1$2$ kg
Chek !itungan Baut T ma"
m
m
m
m
#5
m
10
m
10
m
10
m
d1
=
10
m
d2
=
20
m
d3 d%
= =
30 3#5
m m
d5 d6
= =
%$#5 57#5
m m
d7 d$
= =
66#5 75#5
m m
d12
=
100
m2
2
d2 d32
= =
%00 00
m2 m2
d%2 d52
= =
1560#25 2352#25
m2 m2
d62 d72
= =
3306#25 %%22#25
m2 m2
d$2
=
5700#25
m2
=
1$7%1
m2
2
S di
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
2061 ( 75#5 2 ( 1$7%1
=
=
5$5%
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 5 Æ 22 dengan ga'a tarik a.a+ ada+ah 17300 kg baut ba.ah 2 ( % Æ 22 dengan n baut = 1$ Æ 22 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
17300
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 17300 Æ 1#% = 1$37 kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 17300 = hek bah.a
Tma" Vn
= =
5$5% kg 4 1017 kg 4
/t /g
%325
-
103$0 kg *k *k
1#7
kgbaut
(
5$5%
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 498 X 199 X 9 X 14 (W8') M = 27175 kgm member B51 - LT13 V = 20%7 kg
Chek !itungan Baut T ma"
d1
=
#5
m
= =
1 2$#5
m m
10
m
d2 d3
10
m
d% d5
= =
3$ %6#6
m m
10
m
d6 d7
= =
56#6 66#6
m m
10
m
d$ d
= =
76#6 $6#6
m m
$#6
m
d12
=
0#25
m2
2
=
361
m2
2
=
$12#25
m2
2
=
1%%%
m2
2
d5 d62
= =
2171#56 3203#56
m2 m2
d72
=
%%35#56
m2
d$2
=
5$67#56
m2
d2
= =
7%#56 25$$5
m2 m2
#5
d2
m
#5
m
#5
m
#5
m
d3 d%
S di
2
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
27175 ( $6#6 2 ( 25$$5
=
=
%5%6
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 5 Æ 22 dengan ga'a tarik a.a+ ada+ah 17300 kg Æ baut ba.ah 2 ( 5 22 dengan n baut = 20 Æ 22 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
17300
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 17300 Æ 1#% = 233 kgbaut Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 17300 = hek bah.a
Tma" Vn
= =
%5%6 kg 4 102% kg 4
Be,arn'a beban tarik a.a+ pada baut 325 dia mm 12 16 1 22 25
/* k/ 52 $5 125 173 227
/t /g
%325
-
103$0 kg *k *k
1#7
kgbaut
(
%5%6
+ki"
=
+ki'
=
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9
9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 600 X 200 X 11 X 17 (W9) M = 276$3 kgm member B1$ - LT 13 V = 177%2 kg
Chek !itungan Baut T ma" 10
m
10
m
10
m
10
m
10
m
10
m
11#5
m
11#5
m
11#5
m
11#5
m
d1 d2
= =
11#5 23
m m
d3 d%
= =
3%#5 %6
m m
d5 d6
= =
56 66
m m
d7
=
76
m
d$ d
= =
$6 6
m m
d10
=
106
m
d12
=
132#25
m2
2
d2 d32
= =
52 110#25
m2 m2
d%2 d52
= =
2116 3136
m2 m2
d62 d72
= =
%356 5776
m2 m2
d$2 d2 d102
= = =
736 216 11236
m2 m2 m2
=
%50
%$m2
S di2
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
=
276$3 ( 106 2 ( %50
%$=
325%
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 6 Æ 22 dengan ga'a tarik a.a+ ada+ah 17300 kg baut ba.ah 2 ( 5 Æ 22 dengan n baut = 22 Æ 22 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
17300
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 Æ 1#% = 2%2 kgbaut
17300
Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 17300 = hek bah.a
Tma" Vn
= 325% kg 4 = $06#%5 kg 4
/t /g
%325
-
103$0 kg *k *k
kgbaut
1#7
(
325%
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
9 9
' 9 9 9 9 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89 89 89 89 89
9 9
' 9 9 9 9 9 9 9 9
s 89 89 89 89 89 89 89 89
Dari perhitungan didapat
BALOK WF 588 X 300 X 12 X 20 (W10) M = 25666 kgm member B7$ - LT 13 V = 16%3$ kg
Chek !itungan Baut T ma" #$ #$ #$ #$
m m m m
#$
m
#%
m
m
d1
=
m
d2
=
1$
m
d3
=
27
m
d%
=
36
m
d5
=
%5
m
d6
=
5%#%
m
d7
=
6%#2
m
d$
=
7%
m
d
=
$3#$
m
d10
=
3#6
m
d11
=
103#%
m
d12
=
$1
m2
d22
=
32%
m2
d32
=
72
m2
2
=
126
m2
2
=
2025
m2
2
d6
=
25
m2
2
d7
=
%122
m2
d$2
=
5%76
m2
d2
=
7022
m2
2
=
$761
m2
2
d11
=
1062
m2
2
=
%3%$7
m2
d%
m
d5
m m
d10
m
S di
&a'a tarik ma" per baut M ( dma" Tma" = S di2 2
=
25666 ( 103#% 2 ( %3%$7
=
3051
kg
)*ntr*+ perhitungan untuk ,ambungan digunakan Baut !TB -325 dengan diameter baut ata, 2 ( 6 Æ 22 dengan ga'a tarik a.a+ ada+ah 17300 kg baut ba.ah 2 ( 6 Æ 22 dengan n baut = 2% Æ 22 Baut menga+ami beban ge,er 0#35 /g = n /* = Æ 1#%
1
17300
=
Baut menga+ami k*mbina,i beban tarik dan ge,er 0#35 /g = n /* - 1#7 T = 1 Æ 1#% = 302$ kgbaut
17300
Baut menga+ami k*mbina,i beban tarik ak,ia+ /t = 0#6 /* = 0#6 ( 17300 = hek bah.a
Tma" Vn
= 3051 kg 4 = 6$%#2 kg 4
/t /g
%325
-
103$0 kg *k *k
kgbaut
1#7
(
3051
+ki" +ki'
= =
M":" 89 89 89 89 89 89 89 89 89 89 89 89
+ki" +ki'
M":" 89 89 89 89 89 89 89 89
M' 8 8 8 8 8 8 8 8 8 8 8 8
= =
M' 8 8 8 8 8 8 8 8
