commit to user 156
Total Volume Galian = 19.557,45 m
3
Total Volume Timbunan = 41.598,28 m
3
Contoh perhitungan Volume Galian STA 0+400 s.d 0+450 Jarak : 0+400 – 0+450 = 50 m
Jarak LuasSTA
LuasSTA V
2
450 ..
400 ..
=
50 2
9,422 5,129
3
= 1113,775 m
3
Contoh perhitungan Volume Timbunan STA 0+250 s.d 0+300 Jarak : 0+250 – 0+300 = 50 m
Jarak LuasSTA
LuasSTA V
2
300 ..
250 ..
=
50 2
971 ,
235 526
, 21
= 6437,425 m
3
5.2.2. Penghitungan Volume Pekerjaan Drainase
1. Galian Saluran
Gambar 5.4 Sket Volume galian saluran
1,5 m
0,5 m 1 m
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1
2 5
, 5
, 1
Luas
2
1 m
2 2
tan 1
tan .
jemba
jemba p
jalan Panjang
Luas V
3
00 ,
6680 2
60 00
, 3400
1 m
x
2. Pasangan Batu Dengan Mortar
I II
I
0.2 m 0.2 m
1.5 m
0.3 m
1.5 m 0.2 m
0.8 m
Gambar 5. 5 Sket volume pasangan batu
2 2
, 2
, 1
2 I
uas L
= 0,4 m
2
2 ,
2 3
, 1
,
II uas
L =
0,04 m
2
40 ,
04 ,
total uas
L =
0,44 m
2
Volume = 2 x luas x panjang Jalan – p. Jemb. total
= 2 x 0,44 x 3400,00 -60
= 2939,2 m
3 0,5 m
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A A
H
H5+0,3 25 cm
H6+0,3
3. Plesteran
Gambar 5.6 Detail Plesteran pada Potongan A-A
Luas = 0,25 + 0,1 + 0,05 x 3400,00 – 60 x 2
= 2672 m
2
4. Siaran Luas
= Lebar saluran drainase x p.jalan – p.jembatanx 2 = 2 x 3400,00 - 60 x 2
= 13360 m
2
5.2.3. Penghitungan Volume Pekerjaan Dinding Penahan
5.7 Sket volume pasangan batu pada dinding penahan
10 cm 5 cm
Pasangan batu 25 cm
Plesteran
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1. Galian Pondasi a. Ruas Kiri
Sta 0+200 sd 0+250 Sta 0+200
H Sta 0+200 = 0,9458 m
H5+0,3 = 0,489 m
H6+0,3 = 0,457 m
Luas galian pondasi = 0,489 x 0,457 = 0,223 m
2
Sta 0+250 H Sta 0+200
= 2,0822 m H5+0,3
= 0,716 m H6+0,3
= 0,647 m Luas galian pondasi = 0,716 x = 0,647 = 0,463 m
2
Volume 0+200 sd 0+250 = 50
2 0,463
0,223
= 17,15 m a. Ruas Kanan
Sta 0+200 sd 0+250 Sta 0+200
H Sta 0+200 = 1,0763 m H5+0,3
= 0,515 m H6+0,3
= 0,479 m Luas galian pondasi = 0,515 x 0,479 = 0,247 m
2
Sta 0+250 H Sta 0+250
= 2,3402 m H5+0,3
= 0,768 m H6+0,3
= 0,690 m Luas galian pondasi = 0,768 x 0,690 = 0,529 m
2
Volume Sta 0+200 sd 0+250 =
50 2
0,529 0,247
= 19,40 m
3
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Perhitungan selanjutnya dapat dilihat pada tabel 5.2 Tabel 5.2 Perhitungan Volume Galian Pondasi pada Dinding Penahan
commit to user 161
Volume galian dinding penahan Kiri = 813,703 m³
Volume galian dinding penahan Kanan = 531,934 m³
Volume Total galian dinding penahan = 813,703 + 531,934
= 1.345,637 m³
2. Pasangan Batu untuk Dinding Penahan a. Ruas Kiri
Sta Sta 0+200 sd 0+250 Sta 0+200
Lebar atas = 0,25 m
H Sta 0+200 = 0,946 m
H5+0,3 = 0,489 m
H6+0,3 = 0,456 m
Luas pasangan batu =
0,456 0,489
946 ,
2 0,456
25 ,
= 0,557 m
2
Sta 0+250 Lebar atas
= 0,25 m H Sta 0+250
= 2,082 m H5+0,3
= 0,716 m H6+0,3
= 0,647 m Luas pasangan batu =
0,647 x
0,716 82
, 2
2 0,647
25 ,
= 1,397 m
2
Volume =
50 2
397 ,
1 557
,
= 48, 85 m³
commit to user 162
a. Ruas Kanan Sta Sta 0+200 sd 0+250
Sta 0+200 Lebar atas
= 0,25 m H Sta 0+200
= 1,076 m H5+0,3
= 0,515 m H6+0,3
= 0,479 m Luas pasangan batu =
0,479 515
, 076
, 1
2 0,479
25 ,
= 0,639 m
2
Sta 0+250 Lebar atas
= 0,25 m H Sta 0+250
= 2,340 m H5+0,3
= 0,768 m H6+0,3
= 0,690 m Luas pasangan batu =
690 ,
768 ,
340 ,
2 2
690 ,
25 ,
= 1,597 m
2
Volume = 50
2 597
, 1
0,639
= 55,90 m
3
commit to user 163
Perhitungan selanjutnya dapat dilihat pada tabel 5.3 Tabel 5.3 Perhitungan Volume Pasangan Batu pada Dinding Penahan
commit to user 164
25 c m 3 0 c m
1 0 c m H - 0 ,3
Volume pasangan batu pada dinding penahan kiri = 1.786,323 m
3
Volume pasangan batu pada dinding penahan kanan = 883,673 m
3
Volume Total pasangan batu pada dinding penahan = 1.786,323 + 883,673
= 2.669,996 m
3
3. Plesteran
Gambar 5.8 Detail plesteran pada Dinding Penahan Ruas kiri
Luas = 0,1+0,3+0,25x p.dinding penahan kiri = 0,1+0,3+0,25 x
50+50+50+50+12,457+12,243+35,757+6,727+26,7+16,573+7,427+ 50+50+50+50+50+50+50+14,5+17,905+50+50+50+50+50+50+50+
14+5,63+8,77+41,23+10,37+39,63+50+50+50+50+50 = 0,65 x 1419,919
= 922,947 m
2
Ruas kanan Luas = 0,1+0,3+0,25x p.dinding penahan kanan
= 0,1+0,3+0,25x 50+50+50+50+6,727+26,7+50+50+50+50+50+50+ 14,5+17,905+50+50+50+50+50+50+50+50+8,77+14+5,63+41,23+10,37+
39,63+50+33,178+16,822+50+50+50 = 0,65 x 1285,462
= 835,550 m
2
Luas total = 922,947 + 835,550 = 1.758,497 m
2
commit to user 165
3. Siaran Ruas kiri
Sta 0+200 sd 0+250 H Sta 0+200
= 0,946 m H Sta 0+200 – 0.3 = 0,646 m
H Sta 0+250 = 2,082 m H Sta 0+250 – 0,3
= 1,782 m Luas
= 50
2 82
, 2
946 ,
= 75,70 m
2
Ruas kanan Sta 0+200 sd 0+250
H Sta 0+200 = 1,076 m H Sta 0+200 – 0.3
= 0,776 m H Sta 0+250
= 2,340 m H Sta 0+250 – 0,3 = 2,040 m
Luas =
50 2
340 ,
2 076
, 1
= 85,4 m
2
Perhitungan selanjutnya dapat dilihat pada tabel 5.4
commit to user 166
Tabel 5.4 Perhitungan Luas Siaran pada dinding Penahan
STA Jarak
KIRI KANAN
H H - 0,3
Luas H
H - 0,3 Luas
0+050 0,160
-0,140 50
-1,675 -7,333
0+100 0,373
0,073 0,307
0,007 50
17,975 19,575
0+200 0,946
0,646 1,076
0,776 50
60,695 70,413
0+250 2,082
1,782 2,340
2,040 50
115,700 131,983
0+300 3,146
2,846 3,539
3,239 0+500
0,940 0,640
0,355 0,055
0+550 2,195
1,895 50
0+600 3,289
50 0+650
4,225 0+850
0,476 0,176
0,544 0,244
50 24,430
30,100 0+900
1,101 0,801
1,260 0,960
19,86 15,889
21,656 0+919,86
1,099 0,799
1,521 1,221
19,86 25,108
9,146 0+950
2,030 1,730
7,427 46,414
-2,228 1+051,24
11,069 10,769
1+092,83 4,449
4,149 1+300
0,386 0,086
50 15,545
1+400 0,836
0,536 0,412
50 45,375
1+450 1,579
1,279 1,071
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1+700 1,552
1,252 1,057
3,305 4,194
1+703,305 1,586
1,286 1,103
0,803 50
48,383 24,590
1+746,65 0,949
0,649 0,480
0,180 3,35
1,981 0,428
1+750 0,833
0,533 0,375
0,075 1+789,96
0,246 -0,054
0,164 -0,136
14,5 0,734
-0,986 1+850
0,455 0,155
50 4,560
1+900 0,327
0,027 2+100
1,135 0,674
0,374 50
49,615 2+150
2,733 1,911
1,611 50
62,380 2+200
2,173 1,184
0,884 2+250
2,596 2,296
1,908 1,608
50 65,393
32,688 2+300
0,620 0,320
0,000 -0,300
0,000 0,000
2+400 2,958
2,658 2,145
1,845 8,77
20,639 12,446
2+450 2,349
2,049 1,293
0,993 50
109,503 59,838
2+500 2,631
2,331 1,700
1,400 50
101,658 59,180
2+550 2,035
1,735 1,267
0,967 0,000
0,000 2+617,26
2,430 2,130
1,901 1,601
32,74 46,579
24,478 2+650
1,016 0,716
0,194 -0,106
1,97 0,409
-0,400 2+651,97
-0,300 0,000
-0,300 0,000
2+721,41 -0,300
1,084 2+750
2,134 1,834
1,557 1,257
commit to user 168
50 99,735
65,605 2+600
2,455 2,155
1,667 1,367
50 110,520
66,413 2+850
2,565 2,265
1,589 1,289
50 116,128
63,868 2+900
2,680 2,380
1,565 1,265
13,51 29,586
17,277 2+913,51
2,300 2,000
1,592 1,292
34,71
58,922 28,815
2+948,22 1,695
1,395 0,668
0,368 1,780
2,488 0,602
2+950 1,700
1,400 0,608
0,308 32,950
47,405 15,183
2+982,95 1,777
1,477 0,913
0,613 17,050
25,792 10,705
3+000 1,849
1,549 0,942
0,642 17,67
26,241 8,376
3+017,67 1,722
1,422 0,606
0,306 82,330
120,062 36,390
3+100 1,795
1,495 0,878
0,578 50
137,500 89,133
3+150 4,305
4,005 3,287
2,987 100
249,885 157,185
3+250 1,293
0,993 0,457
0,157 50
57,898 16,513
3+300 1,623
1,323 0,804
0,504 50
76,505 39,580
3+350 2,037
1,737 1,379
1,079 TOTAL
1125,456 TOTAL
810,729
commit to user 169
STA Jarak
KIRI KANAN
H H - 0,3
Luas H
H - 0,3 Luas
0+110 0,003
0,237 -0,063
50 0+170
0,569 0,269
10,195 1,638
20 0+190
1,051 0,751
0,464 0,164
2+090 0,713
0,413 0,276
-0,024 2+370
0,692 0,392
28,445 16,894
20 2+390
2,752 2,452
1,989 1,689
2+560 0,086
-0,214 17,384
1,336 1,036
24,544 20
2+580 2,253
1,953 41,706
1,718 1,418
30,915 20
2+600 2,518
2,218 45,313
1,973 1,673
30,526 20
2+620 2,613
2,313 37,654
1,680 1,380
19,58 20
2+640 1,752
1,452 0,879
0,579 3+010
1,756 1,456
16,56045 0,894
0,594 4,3065
14,5 3+030
1,128 0,828
18,666 40
3+070 0,405
0,105 10,41
0,757 20
3+090 1,236
0,936 0,376
0,076 TOTAL
226,333 TOTAL
129,161
Luas Kiri = 1351,789 m
2
Luas Kanan = 939, 89 m
2
Luas Total = 1351,789 + 939, 89
= 2.291,679 m
2
commit to user 170
5.2.4. Penghitungan Volume Pekerjaan Perkerasan
