1.
Gambar Struktur Portal
P5 P6
P4 6.000
P3
P7
P2 P1
1.5000
24° 27°
0
0
11.000
1.25
QI
Q2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1.50 1.25
1.50
1.50
1.50
1.50 12.000
1.50
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1.50 1.25
1.50
1.50
1.50
1.50 12.000
1.50
1
Perencanaan Gording 2. Perencanaan ● Direncanakan Menggunakan Atap Seng ● erat :"r*ing Ditakir [12 ● Menggunakan a!"k ● Menggunakan '"!"m ● -egangan -egangan 9e!e) a#a + Fy) ● (um!a) Me*an +n, ● -inggi k"!"m ● '"eiien e*uki ean i*up ● pan#ang 1 ● pan#ang 2
= = = = = = = = = =
● Beban Mati Atap Atap (WLD) ean Mati Atap -epi ean Mati Atap -enga) ean +P1, ean +P2, ean +P3, ean +P4, ean +P5, ean +P6, ean +P7, ean +P, ean +P, Diami! ean terear Akiat Samungan +10 & ean Mati, Maka -"ta! +81, Maka -"ta! +82,
ean Mati Pa*a +81,
ean Mati Pa*a +82,
Beban Hidup (W LL)
● ean 'eetu!an ● ean air u#an Setea!
= =
100.00 'g/m2 0.05m
= = = = = = = = = = = = = = = = = = = = = = = = = =
10.00 kg/m² 13.40 kg/m a#a $% 300 a#a $% 300 2400.00 'g/m² 6 Me*an 6.00 m 0.50 'g/m³ 2.00 m 1.50 m
& &
10.00 & 0.5 20.00 kg/m 10.00 & 0.5 15.00 kg/m 20.00 kg/m 15.00 kg/m 15.00 kg/m 15.00 kg/m 15.00 kg/m 15.00 kg/m 15.00 kg/m 15.00 kg/m 20.00 kg/m 20.00 kg/m 0.10 & 20.00 2.00 kg/m 20.00 2.0 22.00 kg/m 15.00 2.0 17.00 kg/m -"ta! 22.00 66.00 -"ta! 17.00 51.00
& & 'g & & 'g
9 0.5 9 0.5
● '"e;iien e*uki ● aan i*up Atap +81, aan i*up Atap +82, ● aan Air u#an +81, aan Air u#an +82, ● ean i*up Atap +81,
= = = = = = =
0.500 'g/m3 9ua Atap & 3.000 & 9ua Atap & 3.000 & 0.050 & 0.050 & = = =
! Atap 2.000 ! Atap 1.500 3.000 3.000
&
& & & &
'"eiie 100.000 & & '"eiie 100.000 & 2.000 & 1.500 &
aan i*up Atap +81, 300.000 300.000 600.000 'g
● ean i*up Atap +82,
= = =
aan i*up Atap +82, 225.000 225.000 450.000 'g
Faktor Beban dan Kombinai Pembebanan
Sumber : SNI 03-1729-2002 /Perencanaan Struktur Baja dengan et!de "#F$ %&a'aman 11)
● -"ta! ean Mati Pa*a +81,
= = =
1.200 & 1.200 & 7.200
ean Mati Pa*a +81, 66.000 'g
● -"ta! ean Mati Pa*a +82,
= = =
1.200 & 1.200 & 61.200
ean Mati Pa*a +82, 51.000 'g
● -"ta! ean i*up Pa*a +81,
= = =
1.600 & 1.600 & 60.000
ean i*up Atap +81, 600.000 'g
● -"ta! ean i*up Pa*a +82,
= = =
1.600 & 1.600 & 720.000
ean i*up Atap +82, 450.000 'g
ean Merata Pa*a :"r*ing +81,
= = =
ean Merata Pa*a :"r*ing +82,
=
79.200
+
346.400
3.000 'g/m
Pan#ang :"
960.000
Beban Mati Atap (Q2) 61.200
+
=
260.400
3.000 'g/m
= =
ean Mati Pa*a +81, 7.200 60.000
=
● -"ta! ean Atap Pa*a 81
Beban Mati Atap (Q1)
Pan#ang :"
720.000
ea
● -"ta! ean Atap Pa*a 82
=
103.200
'g
= = =
ean Mati Pa*a +82, 61.200 720.000 71.200 'g
ea
● Dengan (um!a) Me*an +n, = 6 maka *i *apat ni!ai m"men < M1 = 0.07 M2 = 0.105 M3 = 0.033 *iami! = 0.105 M4 = 0.07 M5 = 0.046 M1
= = =
0.105 & 103.20 10.116 'g.m 1011.600 'g.cm
= =
M2
0.105 & 2.026 'g.m = 202.600
Per!itungan Dimeni Gording
● -egangan 9e!e) a#a +%,
=
● -egangan >#in
= =
● Dic"a Pr";i! 10 *engan *ata eagai erikut $& = 41.20 cm? >& = 206.00 cm > = 2.30 cm erat = 10.60 'g/m ) = 100.00 mm Ø = 0.0 ⁴ ⁴
*/t@ t/t; )t (r
= = = = =
2400.00 % = 1.5 1600.00
kg/m² 2400.00 1.5 kg/m²
50.00 mm 6.00 mm .50 mm 64 mm 70.00 %akt"r e*uki + Ø, Bntuk 'ea*aan 'e
Sumber : SNI 03 1729 2002 %&a'aman 1* $ar+ 1*,)
Per!itungan Momen Pada Gording " # erat Makimum ean Merata Atap erat Sen*iri
= #
346.400 357.000
'g/m
:"r*ing
10.600
357.000 'g/m 0
a#a [10
0
3.00 M&/Mu = = =
1 8
x 357.000
401.625 0.401625
≥
SC> 03 172 2002 +a!aman 35 Dari 1 Mu Ø
≥ ≥ ≥
3.00 ²
'g.m -"n.m
● '"ntr"! Mu E Ø Mn Mn
x
401.625 0.90 446.250
0.446
'g/m -"n.m
Pemerikaan $er!adap $ekuk lokal
170
170
(y 370 r = (y b ( = 2 t(
= =
2400.000 370 2400.000 50.000 2& .500
. =
7.553
=
2.41
$e . = r = (
=
160 (y 2550 (y t
160 2400.000 2550 2400.000 100.000 6.000
= = =
=
34.23
=
52.052
=
16.667
'"ntr"! ( =
29,1 = t
F
107
F
3.470
( 64.000 6.000
=
10.667
'"ntr"!
34.23
.
M"*u!u P!ati G& = b t( % - t( ) 4 1/, t % - 2t( )5 = 50 & .5 & 100 ,9221000 mm5 = Mp
= G& & = 4221.000 = 11130400.000 = 11.13 -"n.m
Mr
H
.5
0.25
&
6.00
; &
2400.000
= % (y - (r ) 6 S6 % (y - (r ) I6 /%/2) =
H
2400.00
= 56000.000 = .600 -"n.m Ir H I = Ir H Ip 7.553 = 7.553 = 12100 !nm
Mn
● '"ntr"! n
70.00
&
206.000 & 10 100.000 < 2.00
& .
&
I H Ip Ir H Ip
2.41 3.470
6
11.13
% 12099*2) !nm
⁴
J
u/ K=
401.63 41.20
=
& r 4
2.41 7.553
-
% 0,,28) !nm
● '"ntr"! -egangan = ma&
M& $&
=
● '"ntr"! 9en*utan 1 ; i#in = 400
=
.75
&
kg/m²
9
F
.75
kg/m²
=
1600.00
kg/m²
= = ;ma&
=
1 & 600.00 400 1.500 Lm ' & 8 & 9? >
' ;ma&
= = =
3.22 ' 3.22
+-ae! P"tma, & 8 >& & 0.357 206.00 Lm
&
9?
&
6.00
= 1.205 ; ma&² ;ma& = = 1.205 = 1.0711013 cm '"ntr"! ; i#in = ;ma& = 1.0711013 cm F Maka *igunakan :"r*ing *engan Pr";i! [10 Dengan erat 3. Pembebanan Atap ● erat :"r*ing H erat :"r*ing Bntuk +81,
H
erat :"r*ing Bntuk +82,
● -"ta! erat Penutup Atap H erat Penutup Atap Bntuk +81,
H
erat Penutup Atap Bntuk +82,
erat ean +P1, erat ean +P2, erat ean +P3, erat ean +P4, erat ean +P5, erat ean +P6, erat ean +P7, erat ean +P, erat ean +P, ¨a!
= = = = = = = = = = =
cm =
10.60
= = = = = = = =
Pan#ang :"r*ing & erat :"r*ing/m 0.50 & 6.00 0.5 3.00 & 10.60 31.00 'g Pan#ang :"r*ing & erat :"r*ing/m 0.50 & 6.00 0.5 3.00 & 10.60 31.00 'g
= = =
-"ta! ean Atap Pa*a +81, erat :" 31.00 103.200 1071 'g
= = =
-"ta! ean Atap Pa*a +82, erat :" 31.00 71.200 13 'g
Diketa!ui beban Pada Atap%
● ● ● ● ● ● ● ● ●
1.500
1071.00 'g 13.00 'g 13.00 'g 13.00 'g 13.00 'g 13.00 'g 13.00 'g 13.00 'g 1071.00 'g 733.000 'g 7.33 -"n
Per)itungan eaki+A = ,
=
PD 2
= =
=
733.000 2 316.500 'g 3.17 -"n
4. Skema Pembebanan Pada Struktur P1
P2
P3
P4
0
0
0
0A
=
0 1.50
0
0 'g
0316.500
1.50
P5
P6
P7
0
0
0
0
0
0
0
1.50
1.50
1.50
1.25
5.
0 =
1.50
1
11.000
Per!itungan Dimeni Balok
P1
P2
P3
P4
P5
P6
P7
0
11.00
u = = = = =
P1 P
1071.000 13.000 733.00 'g
7.33
P2 P
P3
P4
P5
13.000 1071.000
13.000
13.000
13.000
-"n
Di coba dengan menggunakan Pro'il WF
Dengan Data Seagai erikut ● t(/t2 = 15.000 mm ● t/t1 = 10.000 mm
*
b ● d ● ● (y r 0 ● ● (r ● I6 ● Iy ● Berat
= = = = = = = =
300.000 mm 300.000 mm
2400.000 Mpa 1.000 mm 70.000 Mpa 20400.000 Lm ⁴
6750.000 Lm 4.00 'g/m ⁴
tw
*
Mu
= = =
Mn
= = =
1 & u & 1 & 7.33 120.10 -"n.m u 120.10 0.00
92
1.20
&
0.04
=
3.470
=
7.553
=
10.000
133.534 -"n.m
6 b t( + d - t( , 4 1/4 t + d - 2 t( ,2 y 1/2 b2 t( 4 1/4 . t2 + d - 2 t( ,2
d - 2 % r 0 4 t( )
Pemerikaan $er!adap $ekuk lokal
170 (y 370 r = (y b ( = 2 t(
%!en . =
$e . = r = (
=
160 (y 2550 (y d t
170 2400.000 370 2400.000 300.000 2& 15.000
= = =
160 2400.000 2550 2400.000 300.000 10.000
= = =
=
34.23
=
52.052
=
30.000
'"ntr"! (
= = =
=
F
10000
* H 300.00 H 234.000 mm t
=
3.470
(
2 2
r 0 1.000
& &
234.000 10.000
=
23.400
'"ntr"!
23,00
F
.
34.23
t( 18000
&
11.000
2
M"*u!u P!ati G& = b t( % d - t( ) 4 1/, t % d - 2t( )5 = 300 & 15 & 300 1,,780000 mm5 =
H
15
0.25 &
10
Mp
Mr
= G& & ; = 1464750.000 = 3515400000.000 = 351.540 -"n.m
&
2400.000
= % (y - (r ) 6 S6 % (y - (r ) I6 /%d/2) =
2400.00
H
70.00
&
20400.000 & 10 300.000 < 2.00
& .
&
I H Ip Ir H Ip
10.000 3.470
6
351.540
⁴
= 31600000.000 = 316.0 -"n.m Mn
'"ntr"! . 6.
Ir H I Ir H Ip 7.553 = 7.553 = 29102 !nm =
% 3818,0) !nm
J
Per!itungan Dimeni Kolom d b t 10.00 Dic"a pr";i! $% 300 300 (y r! = 240 Mpa = (u = 370 Mpa = Nu = 3.165 t"n = d r/+6 = 300 mm = b ry/+y = 300 mm = t /t1 ; = 10 mm = t (/t2 " = 15 mm = erat = 4.00 'g/m I6 = 20400.000 Lm Iy = 6750.000 Lm
u/ K=
t(
& r 10.000 7.553
4
% 1338) !nm
15.00
t'
1 mm d - 2 % t( 4 r! ) 234 mm 131.0 mm 75.1 mm 110 mm² 6000 mm
⁴
⁴
'"n*ii tumpuan Sen*i H Sen*iN k = 1.0
-
Nu
Sumber : SNI 03-1729-2002 /Perencanaan Struktur Baja dengan et!de "#F$ %&a'aman 87)
Perika kelangingan penampang 300 b/2 %!en = t ( 2& 15.0 250 250 = 240.00 (y
b/2 t (
$e
t 665 (y t
10000
234 10 665 240.00
= = =
23.400
=
10
=
16.137
F
r
=
23.400
=
42.26
F
r
=
16.137
=
42.26
=
45.02
Ara! umbu kuat ( umbu * )
6
=
c6
=
0.25
k"6 r6 6
(y
O
<
F c6
J
1.0
=
45. 3.14
=
& 6000 131 240 200000
= 0.5050341027
= 6
1.2
=
1.43
= 6
=
N n
=
; g 6 ( cr
Nu c Nn =
4
1.6
0.5
1.1335
( y = 6
=
110 .
0.02 t"n
F
1
= ; g =
& 253.666
1.6
=
0.505 ,
H + 0.67 &
1.43 H 0.67 Ic&
Ara! umbu lema! ( umbu + )
y
=
c6
=
y O
k"y ry (y <
= =
1 7.
3.14
& 6000 75.1 240 200000
= 7.3 = 0.052
240 1.1335
=
0.25
F cy
= y
=
N n
=
Nu c Nn =
F
= y
1.2
=
1.43 1.6
H + 0.67 &
; g ( cr
0.5
0. ,
=
4 & 203.03
; g
( y = y
1.43 1.6 H 0.67 Ic
=
1.4162
=
110 .
=
0.02 t"n
240 1.4162 F
1
=
203.
7.
Analia Struktur Dengan Metode ,ro
P1
P2
P3
P4
P5
P6
P7
L a#a $% 300 & 300
a#a $% 300 & 300
a#a
%$A
0
0
A =
0
0 1.50
0
0
316.500
0
'g
0
1.50
0
0
0
0
0
0
1.50
1.50
1.50
1.25
0
1.50
1
11.000
Per!itungan Momen Primer Batang , - D
P1
P2
P3
P4
P5
0
0
0
0
0
0
0
0
P6
4.000 'g/m L 0 0
0
1.50
1.50
1.50
Kombinai Pembebanan
erat ean +P1, erat ean +P2, erat ean +P3, erat ean +P4, erat ean +P5, erat ean +P6, erat ean +P7,
= = = = = = =
1.071 0.13 0.13 0.13 0.13 0.13 0.13
t"n t"n t"n t"n t"n t"n t"n
0
1.50 11.00
● ● ● ● ● ● ●
0
a#a $% 300 & 300
1.50
=
0
1.50
● ●
erat ean +P, erat ean +P,
= =
0.13 1.071
t"n t"n
Angka Kekakuan Batang 20400.000 Lm ● I6 = 6750.000 Lm ● Iy =
= =
⁴
⁴
MQLD =
P1
-
L P4
-
P7
H -
H = =
MQDL =
+
+
+ + +
=
0.81 0.81 1 12
2
P2
H
L
2
b
P5
H
2
P8
H
2
x
q
x 11.00
2
6.50
2
9.00 11.00 ²
2.00
2
H H H
x 0.094 x
b
2
9.50
2
5.00
2
0.50
2
H H
2
0.81
0.81
0.81
1.50 11.00 ² 6.00 11.00 ² 10.50 11.00 ²
P7
b
2
L
P2
b
H H
b
P5 P8
b
2
b
2
a L
2
2
a L
2
H 1.277451446 H H 0.4733333
a L
2
a
H
11.00 ²
2
a L
1 12
2
a
P4
0.81
2
L
0.00 11.00 ² 4.50 11.00 ²
L
0.81
b
H
2
P1
1 12 1.07
2
2
a L
b
2
a L
2
b
a
H 0 H 0.055743 H 1.200456 H 0.2414275 H 0.017637367 H 0.10621476 H 5.3617655 -"n.m
+
=
1 12 1.07
⁴
2
a L
⁴
b
a L
-
=
a
0.000204 m 0.00006 m
2
b
2
2
x
q
0.00 2 11.00 ² 4.50 2 11.00 ² 9.00 2 11.00 ²
x 11.00 6.50 2.00
x 0.094 x
L
0.81 0.81 0.81
1.50 2 11.00 ² 6.00 2 11.00 ² 10.50 2 11.00 ²
9.50 5.00 0.50
11.00 ²
0 0.14361017 0.437655 0.43463 1.04733 0.370353306 H1.274575124 0.4733333
=
5.50267766 -"n.m
Per!itungan Momen Primer Batang A - ,
4.000 'g/m 0
A a#a $% 300 & 300
0
5.00 Angka Kekakuan Batang 20400.000 Lm ● I6 = 6750.000 Lm ● Iy = 0.000 -"n.m MQAL =
⁴
⁴
MQLA = =
1 8
x
= =
0.0940
0.000204 m 0.00006 m
⁴ ⁴
x
5.00 ²
0.2375 -"n.m
Per!itungan Momen Primer Batang D - B
4.000 'g/m 0
D 0
a#a $% 300 & 300 5.00
Angka Kekakuan Batang 20400.000 Lm ● I6 = 6750.000 Lm ● Iy =
⁴
⁴
MQD = = MQD =
H
1 8
x
= =
0.0940
0.000204 m 0.00006 m
⁴ ⁴
x
5.00 ²
H 0.2375 -"n.m 0.000 -"n.m
Per!itungan Angka Ditribui
● Angka 'ekakuan Peratang *i ("in L 'LA < 'LD
= =
3.00 & R>
9 3.00 &
9 0.000204 4.00 < 5.000 0.0001224 < 7.41111RH005
= ● Angka 'ekakuan ("in L 'LA 'LD = =
4.00 & R>
<
0.0001224 0.0001651
● Angka 'ekakuan atang ("in L 0.0001224
7.41111RH005
& 0.000204 11.000
'LD
=
0.0001651 7.41111RH005 = 0.0001651
. =1 0.37735406
Per!itungan Angka Ditribui
● Angka 'ekakuan Peratang *i ("in D 'DL < 'D
= = =
● Angka 'ekakuan ("in D 'DL 'D = =
3.00 & R> 9 9 4.00 & 0.000204 3.00 < 11.000 7.41111RH005 < 0.0001224 4.00 & R>
<
7.41111RH005 0.0001651
&
0.000204 5.000
0.0001224
● Angka 'ekakuan atang ("in D 7.41111RH005 'DL = = 0.0001651 0.0001224 'D = = 0.0001651
0.37735406 =1 0.622641504
Tabe M!"en #a$a Met!$e %&!'' TITIK
A
C
BATANG
AC
CA
CD
AD
0
0.62264151
0.37735849
0.37735849
M'
0
0.29375000
-5.36176860
5.50286777
3.1555575
1.12455
0.56222
H1.16327315
H2.32654630
0.437100
0.214550
H0.04141236
H0.022472
0.01562731
0.0071365
H0.00147427
H0.002455
0.00055633
0.0002716
H0.0000524
H0.0001047
0.000011
0.000000
H0.0000017
H0.00000374
0.00000071
0.00000035
H0.00000007
H0.00000013
0.00000003
0.00000001
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
0.00000000
4.2003477
H4.2003477
0.72430215 0.0257505 0.000174 0.0000326 0.00000116 0.00000004 0.00000000 0.00000000
0.00000000
D DC
4.2742567
. Skema Pembebanan Pada Struktur MLD = t"n.m H4.2003 L
MLA =
A MAL
=
4.2003
t"n.m
MD =
0.0000
t"n.m
MD =
H
0 0
A =
'g
316.500
11.000
. Per!itungan .eaki Perbatang ● eaki Pa*a atang A H L 4.000 'g/m
0 0
A a#a $% 300 & 300 5.00 A
A = L
= =
1 2 1 2
= =
& & 235.000 0.235
& 4.000
9 &
5.000
'g -"n
● eaki Pa*a atang D H 4.000 'g/m
0 0
D a#a $% 300 & 300
=
. D
D =
1 2 1 2
= = = =
&
&
&
9
4.000
235.000 0.235
&
5.000
'g -"n
Per!itungan Momen Primer Batang , - D
P1
P2
P3
P4
P5
P6
0
0
0
0
0
0
0
0 0
0
0
0
0
0
L 0
4.000 0 'g/m
a#a $% 300 & 300 1.50
1.50
1.50
1.50
1.50
1.50
11.00 L A =
=
1 2
&
&
P4
9 P5
P1
P6
1071.000
13.000
P
=
1 2
&
4.00
13.000
11.000 13.000
1071.000 = 4433.500 = 4.434
'g -"n
10. Free Bod+ P1
P2
P3
P4
P5
P6
0
0
0
0
0
0
0
0 0
0
0
0
0
0
L
4.000 0 'g/m
0
1.50
1.50
1.50
1.50
1.50 11.00
L 4.43350
1.50
0.315
H0.357 L 4.4267
0.235 L
0.40
0.235 A
H0.40
1.075 L
1.00
H0.605
H0.620
A
D
0.47
A 4.4267 %
.eaki Pada &oin , dan D
L =
TL =
4.427
1.075
-"n
-"n
D
TD
11. Per!itungan Sambungan Data a! =
M=
T=
4.200
4.427 -"n
1.075 -"n
t"n.m
● ● ● ● ● ● ● ● ● ●
Data Kolom
● ● ● ● ●
(y (u Nu d/ b
= = = = =
240 Mpa 370 Mpa 3.165 t"n 300 mm 300 mm
● ●
r!
● ●
r/+6 ry/+y
= = = = =
t /t1 t (/t2
● ● ● ● ●
300
t
erat I6 Iy
= = = = =
tan
=
= = t = = Sin = L" =
300
10 mm 15 mm 4.00 'g/m 20400.000 Lm 6750.000 Lm
● ●
⁴
⁴
Sin 300 = L" 300 Arc tan 1 45 Q 300² 300² 424.26406712 mm 0.707106712 0.707106712
Ga+a +ang Beker/a pada Flen .atter
%
=
M * a!"k
4.2003 300.00
=
=
14001.15
'g
Komponen Hori0ontal +ang di dukung ole! badan pro'il (Web) Sebagai Geer #
%@
% 1.5
= = =
2400 1.5
#
&
t@
0.6 & 200
&
1600 'g
1600
#
'g/cm²
*c &
1
&
30
Komponen Hori0ontal ebagai ga+a tekan +ang di dukung diagonal pengaku1Penegar
t
= % H %@ = 14001.15 = H147.41
H 'g
200.00
Ga+a penampang pada Penegar
%
= = =
tU
t *c
&
H147.41 H202.72
&
424.2640671 300 mm
'g
Lua Penampang Penegar +ang di perlukan
A
=
%
S+arat b1t ≤ 23
=
H202.72 1600
=
= =
; "
H13.00 cm²
=
Di c"a Penegar = 2 Lm AV = 2& 2.00 & = 2 cm² AV A 2 H13.0
&
7 Lm 7.00
Kontrol
t
2.00 &
=
7.00
2.0
7
=
17
*
Kontrol $egangan
=
% t@. Dc 2N5. AV. Sin . L"²U
=
1 & 30 = 255.734342 'g/cm² F 255.73434 F
14001.15 & 2
2.5
& 0.707107 &
0.707 ²
60.00
$egangan $ekan Pada Diagonal
%
=
t@. Dc
2N5. AV. Sin . L"U = =
AV. L"U
14001.15 1 & 30 2.5 & 2 & 0.707107 & 0.707107 677.2032101 'g/cm²
F 677.203 F
2
& 0.70711
1600.00
Per!itungan Baut
Diketa)ui < ● Digunakan aut 1/2W ● ● ● ● ●
X ; 2400.000 = 1.500
; 1.500 tp = 1.600 & = 0.600 & aut = 1/2 VV !uang untuk aut C :eer = 2 & 1/4. & = 2 & 0.250 & = 22.64 'g =
C -umpu
= = =
* & 0.00 1.370 & 0.00 205.760 'g
=
2400.000
=
1600.000
= = = = O 3.140
& &
1.600 0.600 1.270 1.270 *² 1.370 ²
'g/cm² 'g/cm² & &
& &
tp 2560.000
Dari )ai! per)itungan C :eer *an C tumpu *iami! ang terkeci! itu < C -umpu = 205.760 'g
1600.000 1600.000 cm 0.100 0.000 60.000
= = =
2
● (um!a) aut
S1 C -umpu 9ua 9uang aut n1
=
4426.71 = 1.57 205.760 2 & 1/4. & O 2 & 0.250 & 3.140 .40 'g
= = = =
Y
3.0 *² 1.370 ²
ua) a & &
n 3
● Kontrol %
Z
=
=
S1 A 9g aut
500.756
=
'g/cm
4426.71 .40
=
500.756
'g/cm
F
=
60.000
'g/cm
2
2
2
Sumber : SNI 03 1729 2002 %&a'aman 10, dar+ 1*,)
12. Per!itungan Plat Kaki Direncanakan < ● Pan#ang P!at 'aki +, ● 9ear P!at kaki +), ● -ea! P!at 'aki +t, ● :aa "ri["nta! +, ● ean Akia! + P ,
0
= = = = =
● Per)itungan M"men
M
= = =
:aa & (arak 1075.070 & 0 5.000 5375.35 'g.m
54.000 Lm 30.000 Lm 2.000 Lm 1075.070 'g 4426.71 'g 5.000
0
= 0 30 0
0
) = 54 Kontrol $eganagan
$
= = =
1 6 1 6
&
&
)²
&
30.000
&
54.00 ²
1450.00 Lm?
%
= & ) = 30.00 & 54.00 = 1620.00 cm² P M = ] % $ 4426.71 1075.070 = ] 1620.000 1450.000 = 2.733 ] 0.074 = 2.733 0.074 = 2.06 'g/cm² = 2.733 H 0.074 = 2.65 'g/cm²
\
\ma& \min
& 50 H \ma& 2.06 2.06 5.465
=
& & & & &
= = = =
&
=
&
=
\min \ma& \min 50 H & 2.65 50 H & 132.42 H 2.65 132.42 132.42 5.465 24.325 Lm
&
\1 \2
H 0
0
0
a 0
*
0
54 cm
a1 < a2 = 1 < 2 = a1
= = =
a2
=
1 1
2
2.,06
2.06 2.659 27.72 cm 2 1
2.659
2
&
9
&
54
&
9
= =
\ma& \min
= =
= :aa -arik +-,
2.06 2.659 26.271 cm
= 0.500 & = 0.500 & = 1105. 'g
a1 & \min 27.72 &
& 2.65
&
30.000
:aa -ekan +*,
= 0.500 & = 0.500 & = 1105. 'g
a2 & \ma& 26.271 &
& 2.06
&
30.000
30
& &
² ²
Meng!itung $ebal Plat
M 5375.34 5375.34 5375.34
= = = =
²
=
= =
& $ 1105. & 1/6. & 1105. & 1/6. & 552.447 ² 5375.34 552.447 0.72 0.6 cm 2 cm -
Ga+a Angkur (&angkar)
Diketa)ui < ● Digunakan angkur 7/ W
X
;
=
2400.000
& &
& 30.00
'g/cm²
Per!itungan Ga+a $arik +ang ter/adi pada Plat kaki
Z
= = =
0.500 & 0.500 & 2153.664
54 'g
& &
\min 2.65
-egangan >#in Angkur ; 1.500
=
=
2400.000 1.500
=
1600.000
'g/cm²
Penampang angkur % Per!u
Z \
=
Dipakai Angkur 7/ W 1 % = & 3.140 4 = 5.0 cm²
= = &
2153.664 1600.000
= 1.346 cm²
2.720 cm 2.720 ²
Kontrol Paku %
% 5.0 cm²
J J
% Per!u 1.346 cm²
(um!a) Angkur n
=
% Per!u %
1.346 5.0
=
(a*i Dipakai #angkar 2 9ua 2 ua) Angkur
7/W =
=
0.232 ua)
Y
2 ua)
2.000
&
2.720
=
5.440 cm²
J J
% Per!u 1.346 cm²
Kontrol %
% 2 ua) Angkur 5.440 cm²
Dengan Demikian menggunakan 2 ua) Angkur Memenu)i
13. Perencanaan Pondai
0
0
60 0
0
30
0 30 cm
0
150
0
0
54 cm 60 0
0 0
0 0
0
4 P"n*ai Derencanakan *engan Data Seagai erikut < ● ; = 320 ● ;c = 25 ● Pan#ang +), = 100 Lm ● Pan#ang +a, = 20 Lm ● Pan#ang +, = 20 Lm
150 cm 54 cm
Mpa Mpa
0
4
● Pan#ang +c, ● Pan#ang +1, ● Pan#ang +2,
T
= = =
10 Lm 150 Lm 170 Lm
= +erat $% & tinggi k"!"m, = 4426.71 4.000 & = 46.71 kg
5.000
erat k"!"m et"n
= =
1.000 & 3.00
0.540 kg
&
=
225.0 2 56.000 'g
Tt
= =
46.71 64253.51
\
=
erat p!at p"n*ai
0.300
16.2
=
Tt A
&
kg
&
0.2
3.00
64253.51 1.5 & 1.5
=
2400
0.20
&
1
56.000
=
2557.147
Momen ara! *
M&
= = =
\ & & 0.40 2557.147 & 1.5 434.675 kg.m
Mu
= = =
%akt"r ean mati 1.2 & 434.675 521.610 kg.m
Mn
=
Mu
) = 540 mm tea! e!imut et"n +, = *&
A per!u
=
521.610 0.
& &
&
M&
=
7402.013
) H 540 H 45.000
=
0.5
&
40 mm
H H
;cV
&
0.5 0.5
& &
&
*&
& 1500 320 & 1 H
&
; 0.5
&
25
= 4306.641 = 46.534 mm² A min
= = =
0.40 0.5
&
kg.m
0.40
7402.013
40 mm
= = =
=
0.5 & 0.40 &
0.002 & 0.002 & 1620.00 mm²
& 1500
) &
10
&
1H 45
0.0
540
&
1H
2 0.5
& &
1
H
H
1
Mn ;cV &
0.50
A t
= = =
0.5
&
;cV
& ^1
&
; 0.5
& 25 & 320 25725.20 mm²
0.
600 &
600 600
; 600
& 320
&
*&
&
1500
&
A ma&
= 0.75 & = 0.75 & = 123.0 mm²
A per!u
A t 25725.204
= 46.53 mm²
J F
A min A ma&
= 1620.00 mm² = 123.0 mm²
Dipakai = 16 mm (arak tu!angan +a,
= =
A p!at
= = =
0.25
&
0.25
&
0.25
&
O & Aper!u & 3.14
0.25
=
642.00 mm
O
D²
& A 3.14
1507.20 mm²
& 200 J
&
&
& 16 ² 46.534 200 mm /
&
D²
1500
16 ²
&
A per!u
1500 =
46.53 mm²
Keimpulan
A A H
= =
16H200 10H200
Momen Ara! +
M
= = =
\ & & 0.600 2557.147 & 1.5 7710.430 kg.m
& &
0.5 0.600
& &
0.600 0.5
&
0.600
& Mu
= = =
Mn
= = =
A per!u
=
;akt"r aan mati & 1.2 & 7710.430 252.516 kg.m Mu 252.516 0. 11565.64 0.5
&
*
M
= = =
) H 300 H 265.000
20 mm
H H
& 10
H H
kg.m ;cV
&
&
*&
2
&
Mn
H
; 0.5
=
&
25
= 2636.44 = 1401.055 mm²
A min
A t
= = =
0.002 & 0.002 & 00.00 mm² 0.5
=
A ma&
A per!u
(c
& 1500
0.5
&
& ^1
25 & 320
&
265
&
1
0.5
&
H
1
H
&
&
&
1500
=
&
600
0.
&
600 600
(y 600
320
A t 13772.07
1401.06 mm²
J F
A min A ma&
= 00.00 mm² = 1032.06 mm²
Dipakai = 16 mm (arak tu!angan +a,
= =
A p!at
= = =
0.25
&
0.25
&
A A H
= =
16H200 10H200
&
O & Aper!u & 3.14
0.25
=
215.15 mm
O
D²
& A 3.14
1507.20 mm²
Keimpulan
0.25
& 200 J
&
0.50
300
13772.0 mm²
= 0.75 & = 0.75 & = 1032.06 mm²
;cV
0.47
) &
(y
= =
&
& 1500 320 & 1 H
H
& 16 ² A per!u
D²
&
& 16 ² 1401.055 200 mm /
&
1500
&
1500 =
1401.06 mm²
dy
&
P 1.5000
P
0
5.000
0 0 0
0
1.25 0 1.25
6.00 0
6.00 0
6.00 0
6.00 0
6.00 0
6.00 0
.50
0
0
0
0
0 0
1.25 0 0
1.50 1.25
300 300
&
1.50
1.25
&
1.50
0.50
&
1.50
&
6.00
0.50
&
0.00
&
6.00
0.50
&
0.00
e*uki 0.50 e*uki 0.50 1000.00 1000.00
=
300.000
'g
= = =
225.000 300.000 225.000
'g 'g 'g
aan Air u#an +81,
aan Air u#an +82,
Beban Mati Atap (Q1)
r*ing
Beban Mati Atap (Q2)
r*ing
n i*up Atap +81,
n i*up Atap +82,
1.20 'g.cm
uatan ata
0 0
,
Penampang '"mpak
Penampang '"mpak
&
3.470 3.470
100 H
2.
&
.600
2
_'
_'
_k 'g/m
&
0.00 &
$
&
0.00 &
$
*ing +81,
*ing +82,
P
P 0
6.000
0
0
0 316.500
.50
0
'g 0
1.50
0 0
0
1.25
P
P
0
P6
P7
13.000
13.000
Penampang -i*ak k"mpak
Penampang '"mpak
&
300 H
2.
15
2
3.470 3.470
&
316.0
_'
b
t4
!
d
_'
_'
253.67 t"n _'
3 t"n
_'
P
P 0
D
5.000
300 & 300
0
0
0
316. 0 500 .5 0
'g
0
1.50
0 0
0
1.25
7
P
P
0 0
1.50
1.50
D
0 0 0
b
2
b
2
b
2
3.00 11.00 ² 7.50 11.00 ²
8.00
2
3.50
2
12.00 11.00 ²
-1.00
2
P3
a L
P6
a L
P9
0.81 1.07
2
a L
0.81
2
2
1.00751237 H 0.617304
P3
a L
P6 P9
0.81 0.81 1.07
2
b
2
b
2
a L
b
2
a L
2
2
3.00 2 11.00 ² 7.50 2 11.00 ² 12.00 2 11.00 ²
8.00 3.50 -1.00
1.20421476 1.32204752
L
0 0
0 0
B DB
BC 0.62264151
0
-0.29375000
0
H3.3013 H0.1366607 H0.0046510 H0.00017320 H0.00000617 H0.00000022 H0.00000001 0.00000000 0.00000000 H4.2742567
0.00000000
0
0
MDL
=
4.2743
t"n.m
D
4.2743
t"n.m 5.000 0 0
0.0000
t"n.m
0 0
316.500
'g
0
L
0
L
0
0
7
P
P
0
0
0
0 0
D
0
1.50
1.50
D P2
P3
P7
P
13.000
13.000
13.000
13.000
7
P
P
0
0
0
0 0
D
0
1.50
1.50
D 4.43350
H0.315
0.357 D 4.44022
0.235 D
0.55
0.470
0.235
H0.55
4.44022 =
1.00
-"n
=
4.440
-"n
k t(/t2 t/t1 b d (y r 0 (r I6 Iy Berat
= = = = = = = = = =
15.000 mm 10.000 mm 300.000 mm 300.000 mm 2400.000 Mpa 1.000 mm 70.000 Mpa 20400.000 Lm 6750.000 Lm 4.00 'g/m ⁴
⁴
1 mm d - 2 % t( 4 r! ) 234 mm 131.0 mm 75.1 mm
110 mm² 6000 mm
1
_'
_'
_'
_'
60.000 60.000
'g/cm² 'g/cm²
1.370
cm
t
_'
1.075 -"n
4.426 t"n
2.06 'g/cm² 2.65 'g/cm²
_'
_'
0
30 cm 0 0
0
54 cm
m
.5
&
1.5
&
2400
'g/cm²
&
& 10 &
10
4
*²
2
& &
25
&
74020125.302 1500 & 45 ²
45
_'
.5 .5
& 10
10
&
*²
2
& &
25
&
115656445.75 1500 & 265 ²
265
_'
