1. PERENCANAAN DIMENSI BALOK Balok B1
h =
l 18 . 5
0 .4 +
fy 700
= 28.8 28.880 803 3 cm
0 .4 +
fy 700
= 25.3 25.306 061 1 cm
0 .4 +
fy 700
= 27.1 27.181 815 5 cm
Balok B2
h =
l 21
Balok B3
h =
l 18 . 5
Maka h ba balok $an" di "#nak 35 cm den"an b ' 30 cm
2. PERENCANAAN DIMENSI PELAT fy 1500 x ln = 14.6963 36 + 9 β
0 .8 + h =
Tidak boleh lebih dari :
fy 1500
0 .8 + h =
36
x ln = 18.3704
Maka Maka teba teball pela pelatt ren renca ca 16 cm ontrol tebal pelat
A1 = 160000 mm2 A2 = 105000 mm2 (A1 . X 1 ) + (A2 . X 2 ) Ῡ = A1 + A2 = 328.9623
Ix bl!" =
1 h - Ῡ 2 . be . h 3 + be . h. 12 2
- be - bw . be - bw
3
- be - hf . h - hf .
h - hf 2 - Ῡ 2
= 5535547956 mm2 Men"hit#n" nilai α arena pan!an" pelat dan lebar pelat memiliki #k#ran $an" %ama& dan !#"a memiliki tipe balok $an" %ama& maka :
$ arah ( ' $ arah ) 1 Ix %el& = . ln . hf 3 = 2218666667 mm2 12 =
b . Ix bl!"
'
5535547956
'
. Ix %el&
2116266667
.
ontrol lend#tan :
0.8 + h = 36 5β
fy 1500
$ - 0.12 1 +
1
x l n ' 154.651 * 160
+....,
β
Maka tebal pelat 160 mm& %e!a#h ini dapat di"#nakan.
3. PERENCANAAN DIMENSI KOLOM -erhit#n" bebanbeban $an" beker!a : Men"hit#n"an beban atap Beban mati Berat %endiri pelat : 0&15 / 6&25 / 6 / 2400 ' 13500 k" Beban air h#!an : 0&05 / 6&25 / 6 / 1000 ' 4500 k" Berat balok : 6&25 6 / 0&3 / 0&35 / 24 ' 3087 k" 21087 k" Beban hid#p Berat oran" : 6&25 / 6 / 100 ' 3750 k" 3750 k"
Men"hit#n"an beban lantai Beban mati Berat %endiri pelat : 0&15 / 6&25 / 6 / 2400 / 2 Berat tebok 12 bata : 6&25 6 / 300 / 3&5 / 2 Berat balok : 6&25 6 / 0&3 / 0&35 / 2400 / 2 Berat ini%in" lantai : 300 / 6&25 / 6 / 2 Berat peralatanperabo: 50 / 6&25 / 6 / 2 Beban hid#p Berat oran" : 100 / 6&25 / 6 / 2 Berat #n"%i ban"#na : 250 / 6&25 / 6 / 2
' ' ' ' '
27000 25725 6174 22500 3750 32424
k" k" k" k" k" k"
' 7500 k" ' 18750 k" 26250 k"
Total beban mati ' 53511 k" Total beban hid#p ' 30000 k" ombina%i beban ' 1&2 / 53511 1&6 / 30000 ' 112213 k" ' 1110910.7 Maka : -t mak%im#m' 0&08 / 400 / 400' 12800 mm2 Ø ' 0.65 ' 0*85 . . , 0*85 . f . ( A - A& ) + fy . A& / ' 0&85 / 0&65 / 0&85 / 40 / 160000 12800 400 / 12800 ' 3277152.0 -t minim#m '0&01 / 400 / 400' 1600 mm2 Ø ' 0.65
' 0*85 . . , 0*85 . f . ( A - A& ) + fy . A& / ' 0&85 / 0&65 / 0&85 / 40 / 160000 1600 400 / 1600 ' 3039544.0 Maka dimen%i kolom 400/400 mm dapat di"#nakan.
1. PERENCANAAN PEN)LAN*AN PELAT LANTAI DAN ATAP (METODE DDM) Menghitung beban yang beke!a "i #e$at $antai Beban mati :
Berat %endiri pelat
: 0&15 / 2400
'
360
k"m2
Berat ini%in" lantai
: 0&05 / 300
'
15
k"m2
375
k"m2
Beban hid#p : Beban oran"
: 100
'
100
k"m2
Beban perabotan
: 50
'
50
k"m2
Beban #n"%i ban"#nan
: 250
'
250
k"m2
400
k"m2
ombina%i beban ' 1&2 / 375 1&6 / 400 ' 1090 k"m2 Menghitung %&%en #e$at
'! = 18 . . n2 .ln12 Mo lon"it#dinal Mo tran%el%al Mo lon"it#dinal PELAT B Mo tran%el%al Mo lon"it#dinal PELAT C Mo tran%el%al Mo lon"it#dinal PELAT D Mo tran%el%al PELAT A
23019.165 20999.940 32472.190 32472.190 29853.465 27445.928 27234.740 22842.040
k".m k".m k".m k".m k".m k".m k".m k".m
Menghitung %&%en "i'tibu'i -elat
M e/terior
3683.066 k".m
Aah L&ngitu"ina$ M lapan"an
13120.924 k".m
M
M
Aah Tan'(e'a$ M
interior
16113.416 k".m
e/terior
3359.990 k".m
lapan"an
11969.966 k".m
M interior
14699.958 k".m
M e/terior
22730.533 k".m
-elat B Aah L&ngitu"ina$ M
M
M
lapan"an
18509.148 k".m
interior
22730.533 k".m
e/terior
22730.533 k".m
Aah Tan'(e'a$ M lapan"an
M interior
18509.148 k".m 22730.533 k".m
-elat ; M e/terior
20897.426 k".m
Aah L&ngitu"ina$ M lapan"an
17016.475 k".m
M interior M
Aah Tan'(e'a$ M
M
e/terior
20897.426 k".m 4391.348 k".m
lapan"an
15644.179 k".m
interior
19212.149 k".m
M e/terior
19064.318 k".m
Aah L&ngitu"ina$ M lapan"an
15523.802 k".m
-elat <
M
M
Aah Tan'(e'a$ M
interior
19064.318 k".m
e/terior
3654.726 k".m
lapan"an
M interior
13019.963 k".m 15989.428 k".m
Menghitung k&e+i'ien "i'tibu'i $atea$ -elat rah lon"it#dinal
l 1 ' 6000 mm l 2 ' 5500 mm
α1
l 1 ' 2.19 l 2
α1 ' 2.01
l 1 ' 1.09 l 2
=
Σ[
x - 0*63 y
][
x3 y 3
][
= 1 0&63
300 510
][
3003 . 510 3
][
1 0&63
160 350
][ 160 .3 350 ] / 2 3
' 3569482133
2 . b . 3569482133 βt ' 2 . b . Ix %el& ' 2116266667 ' 1.69 rah tran%er%al
l 1 ' 5500 mm l 2 ' 6000 mm
α1
l 1 ' 2.63 l 2
α1 ' 2.87
l 1 ' 0.92 l 2
=
Σ[
x - 0*63 y
300 . 510 160 160 . 350 [ ] [1 0&63 ][ x3 y ]' [1 0&63 300 ][ ] ] 510 3 350 3 3
3
3
2 . b . 3229241067 βt ' 2 . b . Ix %el& ' 1774933333 ' 1.82 =ekapit#la%i koei%ien di%trib#%i lateral L1 L2 α1 Pe$at Aah B ; <
>on"it#dinal Tran%er%al >on"it#dinal Tran%er%al >on"it#dinal Tran%er%al >on"it#dinal Tran%er%al
L10L2
α1 L10L2
6000 5500
5500 2.621 6000 2.872
1.091 0.917
2.859 2.633
βt C 3569482133 0.917 3229241067 0.910
6500
6500 2.409
1.000
2.409
3229241067 0.763
6500 6000 6500 5500
6000 6500 5500 6500
1.083 0.923 1.182 0.846
2.610 2.419 2.847 2.431
3569482133 3229241067 3569482133 3229241067
2.409 2.621 2.409 2.872
Menghitung +akt& "i'tibu'i -elat rah lon"it#dinal M e/terior
βt ' 0 ,.-1 βt ' 2&5
0.5
1
100
100
1.,-1
100
90
2
89.826
75
2.23
45
0.5 2,859 ≥ 1,0 90
1.,-1 1 75 72.273
2 45
0.5 2,859 ≥ 1,0 90
1.,-1 1 75 72.273
2 45
M
M interior
rah lon"it#dinal M e/terior 0.5 βt ' 0
,.-1
1
2
100
100
100
91.8129
90
./,,
75
45
,.-1 0.5 2,859 ≥ 1,0 90 77.500
1 75
2 45
,.-1 0.5 2,859 ≥ 1,0 90 77.500
1 75
2 45
,.-1, βt ' 2&5
M
M interior
=ekapit#la%i aktor di%trib#%i Pe$at
B ;
Aah >on"it#dinal Tran%er%al >on"it#dinal Tran%er%al >on"it#dinal Tran%er%al
M etei&
M intei&
89.826 91.813
M 72.273 77.500
92.370
75.000
75.000
90.723 92.467
72.500 77.308
72.500 77.308
72.273 77.500
0.843 0.830 0.843 0.910
<
>on"it#dinal 90.646 92.582 Tran%er%al
69.545 79.615
69.545 79.615
Menghitung "i'tibu'i %&%en nt#k %lab Aah L&ngitu"ina$ M
etei&
M
M
Aah Tan'(e'a$
intei&
M
etei&
M
M intei&
M# k".m 3683.066 13120.924 16113.416 3359.990 11969.966 14699.958 ?aktor di%trib#%i 89.826@ 72.273@ 72.273@ 91.813@ 77.500@ 77.500@ Momen rencana la!#r kolom Momen bolok 85@ k".m Momen pelat 15@ k".m Momen rencana la!#r ten"ah k".m
3683.066 0.898 33,4.3/1 3308.351 85@ 2412.,-4 2812.098 15@ 521.41/ 3683.066 3308.351 35.16
13120.924 16113.416 3359.990 0.723 0.723 0.918 -542.4/, 1165/.6,/ 3,45.-,5 9482.850 11645.605 3084.904 85@ 85@ 85@ 4,6,.522 -4-4.65 2622.164 8060.422 9898.764 2622.168 15@ 15@ 15@ 12,-.,63 1545.41/ 3-3.32/ 13120.924 16113.416 3359.990 9482.850 11645.605 3084.904 3634.,5 556.411 2/.,46
Menghitung %&%en n&%ina$ #e %ete $eba $a!u nt#k %lab Aah L&ngitu"ina$ M etei&
M
M intei&
11969.966 14699.958 0.775 0.775 -26.23 113-2.56 9276.723 11392.467 85@ 85@ 44/.21/ -643./- 7885.215 9683.597 15@ 15@ 1142.42 15/2./5, 11969.966 14699.958 9276.723 11392.467 26-3.252 33,.5-1
?ak Mo
Mo
Aah Tan'(e'a$
M etei&
M
M intei&
"!l! M# k".m 421.815 >ebar la!#r kolom
1.375
Mn pelat la!#r kolom k".m
0.800 527.268 343.564
1209.063 1484.815 1.375
393.325
1.375
1.5
1182.782 1452.540 1.5
0.800 0.800 0.800 1511.329 1856.018 491.657 1,--.154 135-.431 32.1
1.5
0.800 0.800 1478.478 1815.674 -4/.6/2 121,.5/,
>eba Mn kol
&enh M# k".m 374.716 >ebar la!#r ten"ah
2.750
Mn pelat la!#r ten"ah k".m
0.800 468.395 1,.32/
3638.074 4467.811 2.750
2.750
275.086 3.000
M
>a!#r kolom >a!#r ten"ah >a!#r kolom >a!#r ten"ah
etei&
3.000
3.000
0.800 0.800 0.800 0.800 0.800 4547.593 5584.763 343.858 3366.553 4134.363 16/3.6, 2,3,.423 115.61- 1122.145 134.121
=ekapit#la%i momen nominal per meter lebar la!#r Aah L&ngitu"ina$
2693.242 3307.491
M
M
intei&
Aah Tan'(e'a$ M
etei&
M
-A>T 383.468 1099.148 1349.831 327.771 985.652 170.325 1653.670 2030.823 114.619 1122.184 -A>T B 2059.252 1361.490 1672.006 2059.252 1361.490 667.016 1779.726 2185.628 667.016 1779.726
M intei&
1210.450 1378.121 1672.006 2185.628
>eba Mn ten
>a!#r kolom >a!#r ten"ah >a!#r kolom >a!#r ten"ah
-A>T ; 1859.422 1209.970 1485.928 745.619 1799.819 2210.305 -A>T < 1694.880 1058.848 1300.340 685.841 1818.347 2233.058
431.434 137.829
1285.004 1578.075 1479.177 1816.533
392.194 123.223
1201.501 1475.528 1206.395 1481.538
Aah L&ngitu"ina$ M
etei&
M
M
Aah Tan'(e'a$
intei&
M
etei&
M
M intei&
M# k".m 22730.533 18509.148 22730.533 22730.533 18509.148 22730.533 tor di%trib#%i 92.370@ 75.000@ 75.000@ 92.370@ 75.000@ 75.000@ 22730.533 18509.148 22730.533 22730.533 18509.148 22730.533 0.924 0.750 0.750 0.924 0.750 0.750 2,--6.2-1 13441.461 1,5.-,, 2,--6.2-1 13441.461 1,5.-,, 20996.291 13881.861 17047.900 20996.291 13881.861 17047.900 omen bolok 85@ 85@ 85@ 85@ 85@ 85@ 85@ k".m 1456.45 11--./42 155-,.1/ 1456.45 11--./42 155-,.1/ 17846.847 11799.582 14490.715 17846.847 11799.582 14490.715 omen pelat 15@ 15@ 15@ 15@ 15@ 15@ 15@ k".m 26.,2 16-.-3 213.6, 26.,2 16-.-3 213.6, men rencana 22730.533 18509.148 22730.533 22730.533 18509.148 22730.533 la!#r ten"ah 20996.291 13881.861 17047.900 20996.291 13881.861 17047.900 k".m 135.252 562.24 /642.633 135.252 562.24 /642.633 men rencana la!#r kolom
Aah L&ngitu"ina$ M etei&
M
M intei&
M# k" ?aktor di%tri Momen renc la!#r kol Momen bo 85@ k" Momen p 15@ k" Momen renc la!#r ten k"
Aah Tan'(e'a$ M etei&
M
M intei&
"!l! M# k".m 2677.027 1769.937 2173.607 2677.027 1769.937 2173.607 la!#r kolom pelat la!#r om k".m
1.625
1.625
1.625
1.625
1.625
1.625
0.800 0.800 0.800 0.800 0.800 0.800 3346.284 2212.422 2717.009 3346.284 2212.422 2717.009 2,/-.2/2 1361.5-, 162.,,6 2,/-.2/2 1361.5-, 162.,,6
M# k" >ebar la!#r kol Mn pelat la! kolom k".
&enh M# k".m 1734.242 4627.287 5682.633 1734.242 4627.287 5682.633 la!#r ten"ah pelat la!#r "ah k".m
3.250
3.250
3.250
3.250
3.250
3.250
0.800 0.800 0.800 0.800 0.800 0.800 2167.802 5784.109 7103.292 2167.802 5784.109 7103.292 66.,16 1-.26 214/.624 66.,16 1-.26 214/.624
M# k" >ebar la!#r ten Mn pelat la! ten"ah k".
Aah L&ngitu"ina$ M
etei&
M
M
Aah Tan'(e'a$
intei&
M
etei&
M
M intei&
.m 20897.426 17016.475 20897.426 4391.348 15644.179 19212.149 #%i 90.723@ 72.500@ 72.500@ 92.467@ 77.308@ 77.308@ 20897.426 17016.475 20897.426 0.907 0.725 0.725 14-/4.416 12336.-55 1/1/,.633 18958.816 12336.944 15150.633 lok 85@ 85@ 85@ .m 16115.--5 1,546.5,3 1244.,34 16114.994 10486.403 12878.038 elat 15@ 15@ 15@ .m 251.25- 1/2.-6, 1-31.,6 ana 20897.426 17016.475 20897.426 "ah 18958.816 12336.944 15150.633 .m 1-34.6,- 56-./31 /56.-2
ana om
4391.348 0.925 5,6,.//4 4060.558 85@ 35/1.5/ 3451.475 15@ /1.21 4391.348 4060.558 33,.-,
Aah L&ngitu"ina$ M etei&
M
M intei&
15644.179 19212.149 0.773 0.773 12,-5.1/5 154/2.5612094.154 14852.469 85@ 85@ 1,24,.,3, 12625./-10280.030 12624.599 15@ 15@ 1/52.,,/ 14-3.6-, 15644.179 19212.149 12094.154 14852.469 3//,.,2/ 53/-.64,
M e
M# k".m 1906 ?aktor di%trib#%i 90.6 1906 0.9 124 1728 Momen bolok 85 85@ k".m 1564 1468 Momen pelat 15 15@ k".m 22,3 Momen rencana 1906 la!#r ten"ah 1728 k".m 143 Momen rencana la!#r kolom
Aah Tan'(e'a$ M etei&
M
M intei&
M e
"!l! .m 2417.249 1572.960 1931.706 om r
1.625
1.625
1.625
517.721 1.5
1542.005 1893.690 1.5
1.5
0.800 0.800 0.800 0.800 0.800 0.800 3021.561 1966.201 2414.632 647.151 1927.506 2367.112 14/-.522 12,-.-, 154/.-24 531.535 124/.,,5 1/4.,/
M# k".m 2203 >ebar la!#r kolom Mn pelat la!#r kolom k".m
1.6 0.8 2754 16-5
&enh .m 1938.609 4679.531 5746.792 "ah r
3.250
3.250
3.250
330.790 3.000
3550.025 4359.680 3.000
3.000
0.800 0.800 0.800 0.800 0.800 0.800 2423.262 5849.413 7183.490 413.487 4437.531 5449.600 5/.61- 1--.41- 221,.3,/ 13.42- 15-.1 1416./33
M# k".m 1783 >ebar la!#r ten"ah Mn pelat la!#r ten"ah k".m
3.2 0.8 2228 64/.
Aah L&ngitu"ina$ tei&
M
M
Aah Tan'(e'a$
intei&
M
etei&
M
M intei&
.318 15523.802 19064.318 3654.726 13019.963 15989.428 46@ 69.545@ 69.545@ 92.582@ 79.615@ 79.615@ .318 15523.802 19064.318 06 0.695 0.695 .131 1,-6.,-- 132/4.36 1.131 10796.099 13258.367 @ 85@ 85@ .-62 -16.645 1126-.612 .962 9176.684 11269.612 @ 15@ 15@ .355 136./,3 16-,.552 .318 15523.802 19064.318 1.131 10796.099 13258.367 .14 52.,3 /4,/.-/1
Aah L&ngitu"ina$ tei&
M
M intei&
3654.726 0.926 3343.636 3383.636 85@ 246.,-1 2876.091 15@ 531.515 3654.726 3383.636 21.,-,
13019.963 15989.428 0.796 0.796 1,36/.4-3 123,.,5/ 10365.893 12730.045 85@ 85@ 4411.,,- 1,42,./34 8811.009 10820.538 15@ 15@ 1321.6/1 1623.,41 13019.963 15989.428 10365.893 12730.045 26/5.,6- 32/-.343
Aah Tan'(e'a$ M etei&
M
M intei&
"!l! .344 1376.503 1690.442 25
1.625
1.625
431.414 1.375
1321.651 1623.081 1.375
1.375
00 0.800 0.800 0.800 0.800 0.800 .180 1720.628 2113.052 539.267 1652.064 2028.851 .44, 1,/4.454 13,,.35, 3-2.1-5 12,1./,1 15/./24
&enh .187 4727.703 5805.951 50
3.250
3.250
271.090 2.750
2654.069 3259.383 2.750
2.750
00 0.800 0.800 0.800 0.800 0.800 .983 5909.629 7257.439 338.863 3317.587 4074.229 451 1414.35 2233.,/4 123.223 12,6.3-/ 1541./34
PERENCANAAN PEN)LAN*AN PELAT LANTAI DAN ATAP (METODE DDM)
' 1720 k"m3
Berat beton
' 2400 k"m3
Menentukan "i%en'i #&n"a'i Men"hit#n" berat ponda%i ' Berat ponda%i Berat tanah ' 0&4 . 2400 2&1 . 10707
4572 k"m2
' σmak% '
-#
M#
C a$a d#k#n" tanah iDi B.> 0&67B.>2 28316 2307.9 ' 4572 C 10707 2.> 0&67B.>2 ' 10707 4572 . >2 141580&5 . > 6924 F 0 ' 14158 ±
141582 4.6135. 6924 2 . 6135
'
14158 + 14156.9 12270
Maka lebar ponda%i ' 1415814156&891227 ' 2.30765 ' 2.5 m Te"an"an $an" ter!adi pada tanah σmak% ' 28316 2307.9 ' 6771.0 * 10707 2 . 2&5 0&67 . 2 . 2&52
man
2307.9 σmin ' 28316 ' 4555 2 . 2&5 0&67 . 2 . 2&52 K&nt&$ tegangan 1 aah
dE ' 50 mm d ' 50 50 200 mm a ' >2 . G p2 '
