8. bab iii eka budianda
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Daun pintu = 2 x (0,04 x 2,16 x 0,75) x 980 = 127,008 kg Daun Jendela = 2 x (0,04 x 1,84 x 0,74) x 980 = 106,749 kg Berat Kusen = (0,06 x 3,14 x 0,15) x 980 = 27,695 kg Berat Kaca = 2 x (0,005 x 1,44 x 0,54) x 10 = 0,078 kg +
= 261, 53 kg
Perencanaan Konstruksi Geoteknik
BAB III
PERHITUNGAN PEMBEBANAN
Pembebanan dari konstruksi bangunan yang dilimpahkan ke setiap titik
pondasi dihitung dengan membaginya menjadi beban dari konstruksi lantai I,
lantai II dan beban atap. Perhitungan dilakukan dengan memperhatikan beban
mati dan beban hidup yang bekerja pada setiap bagian dari konstruksi bangunan
tersebut, serta dengan berpedoman pada Peraturan Pembebanan Indonesia (PPI)
1983.
Perhitungan Pembebanan Konstruksi Bangunan
Berat Pintu PJ1
Berat Pintu P2
Daun pintu = 2 x (0,04 x 2,10 x 0,70) x 980 = 115,248 kg Berat Kusen = (0,06 x 1,52 x 0,15) x 980 = 13,406 kg +
= 128,654 kg
Berat Pintu P3
Daun Pintu = (0,04 x 2,10 x 0,85) x 980 = 69,972 kg Berat Kusen = (0,06 x 2,10 x 0,15) x 980 = 18,522 kg +
= 88,494 kg
Berat Pintu P1
Daun Pintu = (0,04 x 2,10 x 0,70) x 980 = 57,624 kg Berat Kusen = (0,06 x 2,10 x 0,15) x 980 = 18,522 kg +
= 76,146 kg
Berat Pintu PA
Berat Kaca = (0,005 x 2,10 x 0,70) x 10 = 0,0735 kg Berat Kusen = (0,06 x 2,10 x 0,15) x 980 = 18,522 kg +
= 18,596 kg
Berat BV114 EKA BUDIANDA. H / 08C10203038
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Berat Kusen = (0,06 x 0,82 x 0,15 x 2,55) x 980 = 18,433 kg Berat Kaca =(0,005 x 0,70 x 2,43) x 10 = 0,085 kg+
= 18,528 kg
Perencanaan Konstruksi Geoteknik
Berat Kaca = (0,005 x 0,70 x 0,38) x 10 = 0,013 kg Berat Kusen = (0,06 x 0,80 x 0,15) x 980 = 7,056 kg +
= 7,069 kg
Berat BV2
Berat Kaca = (0,005 x 2,62 x 0,38) x 10 = 0,050 kg Berat Kusen = (0,06 x 2,92 x 0,15) x 980 = 25,754 kg +
= 25,804 kg
Berat BV3
Berat Kusen = (0,06 x 3,29 x 0,15) x 980 = 29,018 kg Berat Kaca = (0,005 x 2,93 x 0,68) x 10 = 0,100 kg +
= 29,117 kg
Berat BV4
Berat Kusen = (0,06 x 2,31 x 0,15) x 980 = 20,374 kg Berat Kaca = (0,005 x 2,07 x 0,38) x 10 = 0,0393 kg +
= 20,414 kg
Berat BV5
Berat Kaca = (0,005 x 0,80 x 0,80 x 1,00) x 10 = 0,0328 kg Berat Kusen = (0,06 x 0,15 x 1,00) x 980 = 8,82 kg +
= 8,853 kg
Berat BV6
Berat Kaca = (0,005 x 0,70 x 0,38 x 0,46) x 10 = 0,00612 kg Berat Kusen = (0,06 x 0,76 x 0,15 x 0,44) x 980 = 2,9494 kg +
= 2,955 kg
Berat J1 Berat jendela = (0,04 x 0,69 x 1,13) x 980 = 30,564 kg Berat Kusen = (0,06 x 0,81 x 0,15 x 1,25) x 980 = 8,930 kg Berat Kaca = (0,005 x 1,03 x 0,59) x 10 = 0,0304 kg +
= 39,525 kg
Berat J2
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Perencanaan Konstruksi Geoteknik
Berat J3 Berat Kusen = (0,06 x 1,25 x 0,15 x 2,29) x 980 = 25,247 kg Daun Jendela = 2 x (0,04 x 0,70 x 1,15) x 980 = 63,112 kg Berat Kaca = (0,005 x 0,69 x 1,13) x 10 = 0,0390 kg+
= 88,398 kg
Berat J4 Berat Kusen = (0,06 x 0,70 x 0,15 x 5,04) x 980 = 31,117 kg Berat Kaca = (0,005 x 0,58 x 4,80) x 10 = 0,1392 kg +
= 31,256 kg
Berat J5
Berat Kusen = (0,06 x 0,50 x 0,15 x 1,85) x 980 = 8,159 kg Berat Kaca = (0,005 x 0,38 x 1,73) x 10 = 0,033 kg +
= 8,191 kg
Berat J6
Berat Kusen = (0,06 x 0,58 x 0,15 x 1,85) x 980 = 9,464 kg Berat Kaca = (0,005 x 0,48 x 1,73) x 10 = 0,042 kg +
= 9,505 kg
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Perencanaan Konstruksi Geoteknik
3.1 Pembebanan Konstruksi Lantai I
Yang menjadi beban dari konstruksi lantai I adalah :
Berat sloof (2400 kg/m3)
Berat kolom lantai I (2400 kg/m3)
Berat dinding lantai I (dinding bawah) (1700 kg/m3)
Berat tangga (2400 kg/m3)
1. Titik A4 = J4
Berat sloof = 0,25 0,40 (1/2 (3,6 + 3,6)) 2400 = 864 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6+3,6) 1700 –((1/2 (88,398)) + (1/2 (20,414))) = 3250,4 kg +
5496,8 kg
2. Titik A5 = J5
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6 + 3,6) 2400 = 1296 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6+3,6) 1700 –
((1/2 (88,398)) +(1/2 (20,414)) +(8,191) + (7,069)) = 3235,1 kg +
5913,5 kg
3. Titik A6 = J6
Berat sloof =0,25 0,4 1/2 (3,6+3,6+3,6) 2400 = 1296 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6+3,6+3,6) 1700 – ((8,191) + (7,069) +
(1/2 (88,398) + (1/2 (20,414)) = 4887,5 kg + 7565,9 kg
4. Titik A7 = J7 = A8 = J8
Berat sloof = 0,25 0,4 1/2 (3,6 + 3,6 + 3,6) 2400 = 1296 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6 + 3,6) 1700 –((1/2 (88,398)) + (1/2 (20,414)) + 8,191+ 7,069)) = 2408,9 kg+
5087.3 kg
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Perencanaan Konstruksi Geoteknik
5. Titik A9 = J9
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6) 2400 = 864 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6+3,6) 1700 – ((1/2(88,398) + (1/2 (20,414) +(9,505) + (7,069)) = 3233,82kg +
5480,22 kg
6. Titik B4 = B6 = I4 = I6
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6) 2400 = 864 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6 + 3,6) 1700 = 3304,8 kg + 5551,2 kg
7. Titik B5 = B7 = B8 = I5 = I7 = I8
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6) 2400 = 864 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg +2246,4 kg
8. Titik B9 = I9
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6) 2400 = 864 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6 + 3,6) 1700 -((9,505) + (7,069) + (9,505) + (7,069)) = 3271,7 kg +
5518,1 kg
9. Titik C2 = H2
Berat sloof = 0,25 0,40 1/2 (1,8 + 1,8) 2400 = 432 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai1 = 0,15 3,6 1/2 (1,8+1,8) 1700 –(88,494 + 7,069) = 1456,8 kg +
3271,2 kg Lantai :
a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 = 1166,4 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 285,12 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 58,32 kg + WD = 1509,84 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 607,5 kg
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Perencanaan Konstruksi Geoteknik
WU = 1,2 WD + 1,6 WL = 1,2 (1509,84) + 1,6 (607,5) = 2783,808 kg
Berat Total Yang Dipikul Titik C2 = H2 6055,608 Kg10. Titik C3 = H3
Berat sloof = 0,25 0,40 1/2 (1,8 + 3,6) 2400 = 648 kg Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (1,8+3,6) 1700 –((1/2 (88,398) + (1/2 (20,414)) = 2424,2 kg +
4454,6 kg
11. Titik C4 = H4
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6 +3,6) 2400 = 1296 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6 + 3,6 + 3,6) 1700 –((1/2 (88,398) + (1/2 (20,414)) = 4902,8 kg +
7581,2 kg
12. Titik C5 = C7 = H5 = H7
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6 +3,6) 2400 = 1296 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = (0,15 3,6 1/2 (3,6+3,6) 1700) –(128,654) = 3176,1 kg +
5854,5 kg
13. Titik C6 = H6
Berat sloof = 0,25 0,4 1/2 (3,6 + 3,6 + 3,6) 2400 = 1296 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6 + 3,6 + 3,6) 1700 = 4957,2 kg +
7635,6 kg
14. Titik C8 = H8
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6 + 3,6 + 1,8) 2400 = 1512 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6 + 3,6 + 3,6 + 1,8) 1700 – (128,654) = 5654,7 kg +
8549,1 kg
15. Titik C9 = H919 EKA BUDIANDA. H / 08C10203038
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Perencanaan Konstruksi Geoteknik
Berat sloof = 0,25 0,40 1/2 (3,6 + 3,6 + 1,8 + 1,8) 2400 = 1296 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 1/2 (3,6+3,6+1,8+1,8) 1700 = 4957,2 kg +
7635,6 kg
Berat tanggaa. Beban mati : Plat tangga (t = 20cm)= 0,20 1,8 1,8 2400 = 1555,2 kg Pasir (3 cm) = 0,03 1,8 1,8 1600 = 155,52 kg
Tegel + Spesi (4 cm) = 0,04 1,8 1,8 2200 = 285,12 kg + WD 1995,84 kg
b. Beban hidup : WL = 1,8 1,8 300 0,75 = 729 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1995,84) + 1,6 (729) = 3561,408 kg
Berat Total Yang Dipikul Titik C9 = H9 = 11197,008 kg
16. Titik C10 = H10 Berat sloof = 0,25 0,40 (1/2 1,8+1,8 ) 2400 = 648 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400
Berat dinding lantai1= 0,15 3,6 (1/2 1,8+1,8) 1700
= 1382,4 kg
= 2478,6 kg + 4609 kg
Berat tanggaa. Beban mati : Plat tangga (t = 20cm)= 0,20 1,8 1,8 2400 = 1555,2 kg Pasir (3 cm) = 0,03 1,8 1,8 1600 = 155,52 kg Tegel + Spesi (4 cm) = 0,04 1,8 1,8 2200 = 285,12 k g +
1995,84 kgb. Beban hidup : WL = 1,8 1,8 300 0,75 = 729 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1995,84) + 1,6 (729) =3561,408 kg
Berat Total Yang Dipikul Titik C10 = H10 = 8170,408 kg
17. Titik D1 = G1
Berat sloof = 0,25 0,25 ((1/2 (1,8+1,8)) +( ¼1,8)) 2400 = 472,5 kg
Berat kolom lantai 1 = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai 1 = 0,15 3,6 ((1/2 (1,8+1,8)) +( ¼1,8)) 1700 – (7,069) = 2884,6 kg +
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Perencanaan Konstruksi Geoteknik
4739,5 kg
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Perencanaan Konstruksi Geoteknik
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (1,8) 1/2 (1,8) 2400 = 291,6 kg Tegel + spesi (4 cm) = 0,04 1/2 (1,8) 1/2 (1,8) 2200 = 71,3 kg Plafon bawah = 1/2 (1,8) 1/2 (1,8) 18
WD
= 14,6 kg + = 376,9 kg
b. Beban hidup :
WL = 1/2 (1,8) 1/2 (1,8) 250 0,75 = 151,875 kg WU = 1,2 WD + 1,6 WL = 1,2 (376,9) + 1,6 (151,875) = 695,28 kg
Berat Total Yang Dipikul Titik D1 = G1 = 5488,78 Kg
18. Titik D2 = G2
Berat sloof = 0,25 0,40 (3 (1/2 1,8) + 1,8) 2400 = 1080 kg
Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (3 (1/2 1,8) + 1,8) 1700 –(88,494 + 7,069 + 76,146 + 7,069) = 4365,3 kg +
6827,7 kg Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (1,8) 1/2 (1,8) 2400 = 291,6 kg Tegel + spesi (4 cm) = 0,04 1/2 (1,8) 1/2 (1,8) 2200 = 71,3 kg Plafon bawah = 1/2 (1,8) 1/2 (1,8) 18
WD
= 14,6 kg + = 376,9 kg
b. Beban hidup :
WL = 1/2 (1,8) 1/2 (1,8) 250 0,75 = 151,875 kg WU = 1,2 WD + 1,6 WL = 1,2 (376,9) + 1,6 (151,875) = 695,28 kg
Berat Total Yang Dipikul Titik D2 = G2 = 7522,98 Kg
19. Titik D3 = G3
Berat sloof = 0,25 0,40 (1/2 (1,8 + 3,6 ) 2400 = 648 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 1,8+1,8) 1700 = 2478,6 kg + 4609 kg
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Pasir (3 cm) = 0,03 1,8 1,8 1600 = 155,52 kgTegel + Spesi (4 cm) = 0,04 1,8 1,8 2200 = 285,12 kg +
1995,84 kg
Perencanaan Konstruksi Geoteknik
20. Titik D4 = D7 = G4 = G71 Berat sloof = 0,25 0,40 (2 ( /2(3,6)) +1,8)
2400 = 1296 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 ((1/2 3,6)+ 1,8) 1700 = 3304,8 kg + 5983,2 kg
21. Titik D5 = G5
Berat sloof = 0,25 0,40 (1/2(3,6 + 3,6 + 3,6)) 2400 = 1296 kg
Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2(3,6 + 3,6 + 3,6)) 1700– (18,596 + 7,069) = 4931,5 kg +
7609,9 kg
22. Titik D6 = G6
Berat sloof = 0,25 0,40 (3 1/2 3,6) 2400 = 1296 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6 + 3,6)) 1700– (18,596 + 7,069) = 3279,1 kg +
5957,5 kg
23. Titik D8
Berat sloof = 0,25 0,40 (1/2 (1,8+3,6)) 2400 = 648 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (1,8+3,6)) 1700 = 2478,6 kg + 4609 kg
24. Titik D9 = G9
Berat sloof = 0,25 0,40 (1/2 (1,8+3,6+1,8+3,6)) 2400 = 1296 kg
Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (1,8+3,6+1,8+3,6)) 1700 = 4957,2 kg +
7635,6 kg Berat tanggaa. Beban mati :
Plat tangga (t = 20cm)= 0,20 1,8 1,8 2400 =1555,2 kg
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Perencanaan Konstruksi Geoteknik
b. Beban hidup : WL = 1,8 1,8 300 0,75 = 729 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1995,84) + 1,6 (729) =3561,408 kg
Berat Total Yang Dipikul Titik D9 = 11197,008 kg
25. Titik D10 = G10
Berat sloof = 0,25 0,40 (1/2 (1,8+1,8)) 2400 = 432 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (1,8+1,8)) 1700 = 1652,4 kg + 3466,8 kg
Berat tanggaa. Beban mati : Plat tangga (t = 20cm)= 0,20 1,8 1,8 2400 = 1555,2 kg Pasir (3 cm) = 0,03 1,8 1,8 1600 = 155,52 kg
Tegel + Spesi (4 cm) = 0,04 1,8 1,8 2200 = 285,12 k g + 1995,84 kg
b. Beban hidup : WL = 1,8 1,8 300 0,75 = 729 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1995,84) + 1,6 (729) =3561,408 kg
Berat Total Yang Dipikul Titik D9 = 7028,208 kg
26. Titik D11 = G11 Berat sloof = 0,25 0,40 (1/2 3,6+1,8) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg Berat dinding lantai I = 0,15 3,6 (1/2 3,6+1,8) 1700 –
((1/2 (88,398) + (1/2 (20,414)) = 2424,2 kg + 4670,6 kg
27. Titik E1 = F1 Berat sloof = 0,25 0,40 ( ½ (1,8+1,8+1,8))
2400 = 648 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 ( ½ (1,8+1,8+1,8)) 1700 –((½ 7,069) + (½ 7,069)) = 2471,5 kg +
4501,9 kg
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Perencanaan Konstruksi Geoteknik
28. Titik E2 = F2 Berat sloof = 0,25 0,40 ( ½ (1,8+1,8+1,8))
2400 = 648 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg Berat dinding lantai I = 0,15 3,6 ( ½ (1,8+1,8+1,8)) 1700 –
(2(½ 76,146) + 2(½ 7,069)) = 2395,4 kg + 4425,8 kg
29. Titik E3 = F3
Berat sloof = 0,25 0,40 (1/2 (3,6 + 3,6)) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6+1,8)) 1700 –((1/2 88,494) + (½ 7,069)) = 2430,8 kg +
4659,2 kg
30. Titik E4 = F4
Berat sloof = 0,25 0,40 (1/2 (3,6+3,6)) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg +
2246,4 kg
31. Titik E5 = F5
Berat sloof = 0,25 0,40 (1/2 (3,6 + 3,6)) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6 + 3,6)) 1700 = 3304,8 kg + 5551,2 kg
32. Titik E6 = E7 = F6 = F7 Berat sloof = 0,25 0,40 (1/2 (3,6 + 3,6)) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg +
2246,4 kg
33. Titik E8
Berat sloof = 0,25 0,40 (1/2 (3,6+3,6+1,8)) 2400 = 1080 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6+3,6)) 1700 –((1/2 88,494) + (½ 7,069)) = 3257,02kg +
5719,42 kg
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Perencanaan Konstruksi Geoteknik
34. Titik E9 = F9
Berat sloof = 0,25 0,40 (1/2 (3,6+3,6)) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6+3,6)) 1700 = 3304,8 kg + 5551,2 kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 =1166,4 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 285,12 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 58,32 kg + WD = 1509,84 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 607,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1509,84) + 1,6 (607,5) = 2783,808 kg
Berat Total Yang Dipikul Titik E9 = 8335,008 Kg
35. Titik E11 = F11
Berat sloof = 0,25 0,40 (1/2 (3,6+3,6+3,6)) 2400 =1296 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 =1382,4 kg Berat dinding lantai I = 0,15 3,6 (1/2 (3,6+3,6+3,6)) 1700 –
((1/2 88,398) + (1/2 20,414) + (1/2 261,53)+ (1/225,804)) = 4759,13 kg +
7437,53 kg Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 =1166,4 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 285,12 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 58,32 kg + WD = 1509,84 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 607,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1509,84) + 1,6 (607,5) = 2783,808 kg
Berat Total Yang Dipikul Titik E11 = 10221,338 Kg
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Perencanaan Konstruksi Geoteknik
36. Titik G8
Berat sloof = 0,25 0,40 (1/2 (3,6+1,8+1,8)) 240 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 =1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6+1,8+1,8+)) 1700– (88,494 + 7,069) = 3209,24kg +
5455,64 kg
37. Titik F8
Berat sloof = 0,25 0,40 (1/2 (3,6+3,6)) 2400 = 864 kg Berat kolom lantai I = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai I = 0,15 3,6 (1/2 (3,6+3,6)) 1700 –((1/2 88,494) + (½ 7,069)) = 3257,02kg +
5503,42 kg
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Perencanaan Konstruksi Geoteknik
3.2 Pembebanan Konstruksi Lantai II
Yang menjadi beban dari konstruksi lantai II adalah :
Berat balok lantai II-1
Berat balok lantai II-2
Berat balok lantai II-3
Berat kolom lantai II
Berat dinding lantai II
Berat ring balok I
Berat ring balok II
Berat plafon atas
Berat plat lantai
Berat tangga
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Perencanaan Konstruksi Geoteknik
1. Titik A4 = J4
Berat balok lantai II-1 = 0,3 0,6 1/2 (3,6+3,6) 2400 = 1555,2 kgBerat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
Berat dinding lantai II = 0,15 4,6 1/2 (3,6+3,6) 1700 –(1/2 (88,398)) + (1/2 (20,414)) = 4168,4 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat plafon atas = 1/2 (3,6) 1/2 (3,6) 18 = 58,3 kg + 8844,3 kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 =1166,4 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 285,12 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 58,32 kg + WD = 1509,84 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 607,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1509,84) + 1,6 (607,5) = 2783,808 kg
Berat Total Yang Dipikul Titik A4 = J4 = 11628,108 Kg
2. Titik A5 = A7 = J5 = J7
Berat balok lantai II-1 = 0,3 0,6 1/2 (3,6+3,6+3,6) 2400 = 2332,8 kgBerat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
Berat dinding lantai II = 0,15 4,6 1/2 (3,6+3,6) 1700 – (((1/2 (88,398)) +((1/2 (20,414)) +(8,191) + (7,069 )) = 4153,13 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat ring balokII = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat plafon atas = 1/2 (3,6) 1/2 (3,6) 18 = 116,64 kg + 10312,97 kg
Lantai :a. Beban mati :
Plat lantai (t = 15cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 =2332,8 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 570,24 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 116,64 kg + WD = 3019,68 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 1215 kg WU = 1,2 WD + 1,6 WL = 1,2 (3019,68) + 1,6 (1215) = 5567,616 kg
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Perencanaan Konstruksi Geoteknik
Berat Total Yang Dipikul Titik A5 = A7 = J5 = J7 = 15880,58 Kg
3. Titik A6 = J6
Berat balok lantai II-1 = 0,3 0,6 1/2 (3,6+3,6+3,6) 2400 = 2332,8 kgBerat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
Berat dinding lantai II = 0,15 4,6 1/2 (3,6+3,6+3,6) 1700 – (((8,191) + (7,069) + (1/2 (88,398)
+ (1/2 (20,414)) = 6263,5 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat plafon atas = 1/2 (3,6) 1/2 (3,6) 18 = 116,64kg + 12423,34 kg
Lantai :a. Beban mati :Plat lantai (t = 15cm) = 0,15Tegel + spesi (4 cm) = 0,04
1/2 (3,6)
1/2 (3,6) 1/2 (3,6)
1/2 (3,6)
2400 =2332,8 kg 2200 = 570,24 kg
Plafon bawah = 1/2 (3,6)
b. Beban hidup :
1/2 (3,6) 18 = 116,64 kg + WD = 3019,68 kg
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 1215 kg
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Perencanaan Konstruksi Geoteknik
WU = 1,2 WD + 1,6 WL = 1,2 (3019,68) + 1,6 (1215) = 5567,616 kg
Berat Total Yang Dipikul Titik A6 = J6 = 17990,956 Kg
4. Titik A8 = J8
Berat balok lantai II-1 = 0,3 0,6 1/2 (3,6+3,6) 2400 = 1555,2 kgBerat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
Berat dinding lantai II = 0,15 4,6 1/2 (3,6+3,6) 1700 –((9,505) + (7,069) + (9,505) + (7,069)) = 4189,7 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kgBerat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kgBerat plafon atas = 1/2 (3,6) 1/2 (3,6) 18 = 58,3 kg +
8865,7 kg Lantai :
a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 =1166,4 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 285,12 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 58,32 kg + WD = 1509,84 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 607,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1509,84) + 1,6 (607,5) = 2783,808 kg
Berat Total Yang Dipikul Titik A8 = J8 = 11649,408 Kg
5. Titik B4 = B5 = B6 = B7 = I4 = I5 = I6 = I7
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6) 2400 = 1555,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6) 1700 = 4222,8 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat plafon atas = 1/2 (3,6) (3,6) 18 = 116,64 kg + 8857,04 kg
Lantai :a. Beban mati :Plat lantai (t = 15cm) = 0,15Tegel + spesi (4 cm) = 0,04
1/2 (3,6)
1/2 (3,6)
1/2 (3,6)
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Perencanaan Konstruksi Geoteknik
1/2 (3,6)
2400 =2332,8 kg 2200 = 570,24 kg
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Perencanaan Konstruksi Geoteknik
Plafon bawah = 1/2 (3,6)
b. Beban hidup :
1/2 (3,6) 18 = 116,64 kg + WD = 3019,68 kg
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 1215 kg WU = 1,2 WD + 1,6 WL = 1,2 (3019,68) + 1,6 (1215) = 5567,616 kg
Berat Total Yang Dipikul Titik B4=B5=B6=B7=I4=I5=I6=I7= 14424,656 Kg
6. Titik B8 = I8Berat balok lantai II-1 = 0,3 0,6 1/2 (3,6+3,6) 2400 = 1555,2 kg
Berat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kgBerat dinding lantai II = 0,15 4,6 1/2 (3,6+3,6) 1700 –
((9,505) + (7,069) + (9,505) + (7,069))}= 4189,7 kgBerat ring balok I = 0,25Berat ring balok II = 0,25
0,3 0,3
1/2 (3,6+3,6)
1/2 (3,6+3,6)
2400 = 648 kg 2400 = 648 kg
Berat plafon atas = 1/2 (3,6)
Lantai :a. Beban mati :
1/2 (3,6) 18 = 58,3 kg +8865,7 kg
Plat lantai (t = 15 cm) = 0,15 1/2 (3,6) 1/2 (3,6) 2400 =1166,4 kg
Tegel + spesi (4 cm) = 0,04 1/2 (3,6) 1/2 (3,6) 2200 = 285,12 kg
Plafon bawah = 1/2 (3,6) 1/2 (3,6) 18 = 58,32 kg + WD = 1509,84 kg
b. Beban hidup :
WL = 1/2 (3,6) 1/2 (3,6) 250 0,75 = 607,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1509,84) + 1,6 (607,5) = 2783,808 kg
Berat Total Yang Dipikul Titik B8 = I8 = 11649,408 Kg
7. Titik C2 = H2
Berat balok lantai II-1= 0,3 0,6 1/2 (1,8+1,8) 2400 = 777,6 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai II= 0,15 3,6 1/2 (1,8+1,8) 1700 –(1/2 7,069) = 2107,8 kg
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Perencanaan Konstruksi Geoteknik
Berat ring balok I = 0,25 0,3 1/2 (1,8+1,8) 2400 = 324 kg
Berat plafon atas = 1/2 (1,8) 1/2 (1,8) 18 = 14,58 kg + = 4606,38 Kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (1,8) 1/2 (1,8) 2400 = 291,6 kg
Tegel + spesi (4 cm) = 0,04 1/2 (1,8) 1/2 (1,8) 2200 = 71,28 kg
Plafon bawah = 1/2 (1,8) 1/2 (1,8) 18 = 14,58 kg + WD = 377,46 kg
b. Beban hidup :
WL = 1/2 (1,8) 1/2 (1,8) 250 0,75 = 151,875 kg WU = 1,2 WD + 1,6 WL = 1,2 (377,46) + 1,6 (151,875) = 695,952 kg
Plat lantai 3 (t = 15 cm)= 0,15 1/2 (1,8) 1/2 (1,8) 2400 = 291,6 kg
Berat Total Yang Dipikul Titik C2 = H2 = 5593,932 Kg
8. Titik C3 = H3
Berat balok lantai II-1= 0,3 0,6 1/2 (1,8+3,6+1,8) 2400 =1425,6 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 =1382,4 kg Berat dinding lantai II= 0,15 3,6 1/2 (1,8+3,6+1,8) 1700 –
((1/2 88,398) + (1/2 20,414) + (1/2 88,494)+ (½ 7,069)) =3202,6 kg
Berat ring balok I = 0,25 0,3 1/2 (1,8+3,6+1,8) 2400 = 594 kg
Berat plafon atas = 1/2 (1,8) (1/21,8 + 1/2 3,6) 18 = 43,74 kg + = 6648,34 Kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 1/2 (1,8) (1/21,8 + 1/2 3,6) 2400 =874 kg
Tegel + spesi (4 cm) = 0,04 1/2 (1,8) (1/21,8 + 1/2 3,6) 2200 = 213,84 kg
Plafon bawah = 1/2 (1,8) (1/21,8 + 1/2 3,6) 18 = 43,74 kg + WD = 1132,38 kg
b. Beban hidup :
WL = 1/2 (1,8) (1/21,8 + 1/2 3,6) 250 0,75 = 455,625 kg WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 2087,856 kg
Plat lantai 3 (t = 15 cm)= 0,15 1/2 (1,8) (1/21,8 + 1/2 3,6) 2400 = 874 kg
Berat Total Yang Dipikul Titik C3 = H3 = 9610,196 Kg
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Perencanaan Konstruksi Geoteknik
9. Titik C4 = H4
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6+3,6) 2400 =2332,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6+3,6) 1700 –((1/2 88,398) + (1/2 20,414)) =6279,8 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 972 kg
Berat plafon atas =((1/21,8 1/23,6) + (1/23,6 1/23,6)) 18 = 116,64 kg +
12434,64 kg Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 1/2 3,6) +( 1/2 3,6 1/23,6)) 2400 =2332,8 kg
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 1/2 3,6) +( 1/2 3,6 1/23,6)) 2200 = 570,24 kg
Plafon bawah = ((1/2 1,8 1/2 3,6) +( 1/2 3,6 1/23,6)) 18 = 116,64 kg +
WD = 3019,68 kgb. Beban hidup :
WL = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 250 0,75 = 1215 kg WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 5567,616 kg
Plat lantai 3 (t = 15 cm)= 0,15 (1/21,8 1/2 3,6) 2400 = 583,2 kg
Berat Total Yang Dipikul Titik C4 = H4 = 18590,456 Kg
10. Titik C5 = C7 = H5 = H7
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6+3,6) 2400 =2332,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6) 1700 –(1/2 128,654) =4158,5 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 972 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 10376,66 kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6) 3,6)) 2400 =3499,2 kg
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 + 1/2 3,6) 3,6)) 2200 = 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + WD = 4529,52 kg
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Perencanaan Konstruksi Geoteknik
b. Beban hidup :
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 8351,424 kg
Berat Total Yang Dipikul Titik C5 = C7 = H5 = H7 = 18728,084 Kg
11. Titik C6 = H6
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6+3,6) 2400 =2332,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6+3,6) 1700 =6334,2 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 972 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 12552,36 kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6) 3,6)) 2400 =3499,2 kg
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 + 1/2 3,6) 3,6)) 2200 = 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + WD = 4529,52 kg
b. Beban hidup :
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 8351,424 kg
Berat Total Yang Dipikul Titik C6 = H6 = 20903,784 Kg
12. Titik C8 = H8
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6+3,6) 2400 = 2332,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6+3,6) 1700 –
((1/2 88,398) + (1/2 20,414) + (9,505)+ (7,069)) = 6263,2 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6+3,6) 2400 = 972 kg
Berat plafon atas = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 18 = 116,64 kg +
12423,06 kg Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 1/2 3,6) +( 1/2 3,6 1/23,6)) 2400 =2332,8 kg
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Perencanaan Konstruksi Geoteknik
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 1/2 3,6) +( 1/2 3,6 1/23,6)) 2200 = 570,24 kg
Plafon bawah = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 18 = 116,64 kg +
WD = 3019,68 kgb. Beban hidup :
WL = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 250 0,75 = 1215 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 5567,616 kg
Berat Total Yang Dipikul Titik C8 = H8 = 17990,676 Kg
13. Titik C9 = H9
Berat balok lantai II-1= 0,3 0,6 1/2 (1,8+3,6) 2400 = 1166,4 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai II= 0,15 3,6 1/2 (1,8+3,6) 1700 –((1/2 88,398) + (1/2 20,414)) = 2424,2 kg
Berat ring balok I = 0,25 0,3 1/2 (1,8+3,6) 2400 = 486 kg
Berat plafon atas = (1/2 1,8 ( 1/2 3,6+ 1/2 1,8)) 18 = 43,74 kg + 5502,74 kg
Berat tanggaa. Beban mati : Plat tangga (t = 20cm)= 0,20 1,8 3,6 2400 =3110,4 kg Pasir (3 cm) = 0,03 1,8 3,6 1600 = 311,04 kg
Tegel + Spesi (4 cm) = 0,04 1,8 3,6 2200 = 570,24 kg + WD 3991,68 kg
b. Beban hidup : WL = 1,8 3,6 300 0,75 = 1458 kg
WU = 1,2 WD + 1,6 WL = 1,2 (3991,68) + 1,6 (729) = 7122,816 kg
Berat Total Yang Dipikul Titik C9 = H9 = 12625,556 Kg
14. Titik C10 = H10
Berat balok lantai II-1= 0,3 0,6 1/2 (1,8+1,8) 2400 = 1166,4 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai II= 0,15 3,6 1/2 (1,8+1,8) 1700 –(31,256) = 1621,14 kg
Berat ring balok I = 0,25 0,3 1/2 (1,8+1,8) 2400 = 324 kg
Berat plafon atas = (1/2 (1,8 + 1,8)) 18 = 32,4 kg + 4526,34 kg
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Perencanaan Konstruksi Geoteknik
Berat tanggaa. Beban mati : Plat tangga (t = 20cm)= 0,20 1,8 1,8 2400 = 1555,2 kg Pasir (3 cm) = 0,03 1,8 1,8 1600 = 155,52 kg
Tegel + Spesi (4 cm) = 0,04 1,8 1,8 2200 = 285,12 kg + WD 1995,84 kg
b. Beban hidup : WL = 1,8 1,8 300 0,75 = 729 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1995,84) + 1,6 (729) = 3561,408 kg
Berat Total Yang Dipikul Titik C10 = H10 8087,748 Kg
15. Titik D1 = G1
Berat balok lantai II-1= 0,3 0,6 (1/2 (1,8+1,8)) 2400 = 1166,4 kg
Berat balok lantai II-2= 0,3 0,3 1/4 (1,8) 2400 = 97,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg Berat dinding lantai II= 0,15 4,6 (1/2 (3,6+1,8)+ 1/4 (1,8))
1700 – (7.069) =3687,88 kg Berat ring balok I = 0,25 0,3 (1/2 1,8+1,8) 2400 = 486 kg Berat ring balok II = 0,25 0,3 1/4 (1,8)) 2400 = 81 kg Berat plafon atas = (1/2 1,8 1/2 3,6) 18 = 29,16 kg +
7314,04 kg
Lantai :a. Beban mati :
Plat lantai (t = 15cm) = 0,15 (1/2 1,8 1/2 3,6) 2400 = 583,2 kg
Tegel + spesi (4 cm) = 0,04 (1/2 1,8 1/2 3,6) 2200 = 142,56 kg
Plafon bawah = (1/2 1,8 1/2 3,6) 18 = 29,16 kg + WD = 754,92 kg
b. Beban hidup :
WL = (1/2 1,8 1/2 3,6) 250 0,75 = 303,75 kg WU = 1,2 WD + 1,6 WL = 1,2 (754,92 ) + 1,6 (303,75) = 1391,904 kg
Plat lantai 3 (t = 15cm)= 0,15 (1/2 1,8 1/2 3,6) 2400 = 583,2 kg
Berat Total Yang Dipikul Titik D1= G1 = 9289,144 Kg
16. Titik D2 = G2
Berat balok lantai II-1= 0,3 0,6 (1/2 1,8+1,8+1,8) 2400 = 2332,8 kg
Berat balok lantai II-2= 0,3 0,3 1/4 (1,8) 2400 = 97,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
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Perencanaan Konstruksi Geoteknik
Berat dinding lantai II= 0,15 4,6 ((1/2 1,8+1,8+1,8)+1,8+1/4 (1,8)) 1700 – ((1/27,069)+( ½ 76,146)
+ (1/2 7,069)) =5761,21kg
Berat ring balok I = 0,25 0,3 (1/2 1,8+1,8+1,8) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/4 (1,8)) 2400 = 81 kg
Berat plafon atas = (1,8 1,8) + (1/2 1,8 1/2 1,8) 18 = 72,98 kg + 11083,59 kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1,8 1,8) +(1/2 1,8 1/2 1,8)) 2400 = 1814,4 kg
Tegel + spesi (4 cm) = 0,04 ((1,8 1,8) + (1/2 1,8 1/2 1,8)) 2200 = 443,52 kg
Plafon bawah = ((1,8 1,8) + (1/2 1,8 1/2 1,8)) 18 = 90,72 kg + WD = 2348,64 kg
b. Beban hidup :
WL = ((1,8 1,8) + (1/2 1,8 1/2 1,8)) 250 0,75 = 945 kg WU = 1,2 WD + 1,6 WL = 1,2 (2348,64) + 1,6 (945) = 4330,368 kg
Plat lantai 3 (t = 15 cm) = 0,15 ((1,8 1,8) +
(1/2 1,8 1/2 1,8)) 2400 = 1814,4 kg
Berat Total Yang Dipikul Titik D2 = G2 = 17228,358 Kg
17. Titik D3 = G3
Berat balok lantai II-1= 0,3 0,6 1/2 (1,8+1,8+3,6) 2400 =2332,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (1,8+1,8+3,6) 1700 –(1/288,494 + 1/27,069) =6286,42 kg
Berat ring balok I = 0,25 0,3 1/2 (1,8+1,8+3,6) 2400 = 972 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 972 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) ( 1/2 1,8 + 1/23,6)) 18 = 116,64 kg +
12446,26 kg Lantai :a. Beban mati : Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6)
( 1/2 1,8 + 1/23,6)) 2400 = 2624,4 kg Tegel + spesi (4 cm) = 0,04 ((1
/2 1,8 + 1/2 3,6)
( 1/2 1,8 + 1/23,6)) 2200 = 641,52 kg Plafon bawah = ((
1/2 1,8 +
1/2 3,6)
( 1/2 1,8 + 1/23,6)) 18 = 131,22 kg + WD = 3397,14 kg
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Perencanaan Konstruksi Geoteknik
b. Beban hidup :
WL = ((1/2 1,8 + 1/2 3,6) ( 1/2 1,8 + 1/23,6)) 250 0,75 = 1366,875 kg WU = 1,2 WD + 1,6 WL = 1,2 (3397,14) + 1,6 (1366,875) = 6263,568 kg
Plat lantai 3 (t = 15 cm)= 0,15 ((1/2 1,8 + 1/2 3,6) ( 1/2 1,8 + 1/23,6)) 2400 = 2624,4 kg
Berat Total Yang Dipikul Titik D3 = G3 = 21334,228 kg
18. Titik D4 = G4
Berat balok lantai II-1= 0,3 0,6 ((1/2 (1,8+3,6))+1,8) 2400 =1944 kg
Berat balok lantai II-3= 0,3 0,4 1/2 (3,6) 2400 = 518,4 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 (1/2 (1,8+3,6)+1,8) 1700 =5278,5 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6+1,8) 2400 = 810 kg Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6+1,8) 2400 = 810 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 11302,26 kg
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6) 3,6)) 2400 =3499,2 kg
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 + 1/2 3,6) 3,6)) 2200= 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + WD = 4529,52 kg
b. Beban hidup :
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (4529,52 ) + 1,6 (1822,5) = 8351,424 kg
Plat lantai 3 (t = 15 cm)= 0,15 (1/2 1,8 1/2 3,6) 2400 = 583,2 kg
Berat Total Yang Dipikul Titik D4 = G4 = 24766,404 kg
19. Titik D5 = G5
Berat balok lantai II-1= 0,3 0,6 (1/2 (3,6+3,6+3,6)) 2400 =1944 kg
Berat balok lantai II-3= 0,3 0,4 1/2 (3,6) 2400 = 518,4 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 (1/2 (3,6+3,6)) 1700 =4222,8 kg
Berat ring balok I = 0,25 0,3 (1/2 (3,6+3,6)) 2400 = 648 kg
Berat ring balok II = 0,25 0,3 (1/2 (3,6+3,6)) 2400 = 648 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 9922,56 kg
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Perencanaan Konstruksi Geoteknik
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6) 3,6)) 2400 =3499,2 kg
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 + 1/2 3,6) 3,6)) 2200= 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + WD = 4529,52 kg
b. Beban hidup :
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (4529,52 ) + 1,6 (1822,5) = 8351,424 kg
Berat Total Yang Dipikul Titik D5 = G5 = 18273,984 Kg
20. Titik D6 = G6
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6) 2400 =1555,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6) 1700 =4222,8 kg Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg +
9015,36 Kg
Lantai :a. Beban mati : Plat lantai (t = 15 cm) = 0,15 Tegel + spesi (4 cm) = 0,04
((1/2 1,8 + 1/2 3,6)
((1/2 1,8 + 1/2 3,6)
3,6)) 2400 =3499,2 kg 3,6)) 2200 = 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6)
b. Beban hidup :
3,6)) 18 = 174,96 kg + WD = 4529,52 kg
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (4529,52 ) + 1,6 (1822,5) = 8351,424 kg
Berat Total Yang Dipikul Titik D6= G6 = 17366,784 Kg
21. Titik D7 = G7
Berat balok lantai II-1= 0,3 0,6 (1/2 (3,6+1,8) 2400 =1166,4 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 (1/2 (3,6+1,8) 1700 –(1/2 128,654) =3102,77 kg
Berat ring balok I = 0,25 0,3 (1/2 (3,6+1,8)) 2400 = 486 kg
Berat ring balok II = 0,25 0,3 (1/2 (3,6+1,8)) 2400 = 486 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 7182,53 kg
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Perencanaan Konstruksi Geoteknik
Lantai :a. Beban mati :
Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6) 3,6)) 2400 =3499,2 kg
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 + 1/2 3,6) 3,6)) 2200 = 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6)
b. Beban hidup :
3,6)) 18 = 174,96 kg + WD = 4529,52 kg
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (4529,52 ) + 1,6 (1822,5) = 8351,424 kg
Berat Total Yang Dipikul Titik D7 = G7 15533,954 Kg
22. Titik D8 = G8
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6) 2400 =1555,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6) 1700 =4222,8 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 9015,36 kg
Lantai :a. Beban mati : Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 + 1/2 3,6) 3,6)) 2400 =3499,2 kg Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 + 1/2 3,6) 3,6)) 2200 = 855,36 kg
Plafon bawah = ((1/2 1,8 + 1/2 3,6)
b. Beban hidup :
3,6)) 18 = 174,96 kg + WD = 4529,52 kg
WL = ((1/2 1,8 + 1/2 3,6) 3,6)) 250 0,75 = 1822,5 kg WU = 1,2 WD + 1,6 WL = 1,2 (4529,52 ) + 1,6 (1822,5) = 8351,424 kg
Berat Total Yang Dipikul Titik D8 = G8 17366,784 Kg
23. Titik D9 = G9
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6) 2400 =1555,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6) 1700 =4222,8 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat ring balok II = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg
Berat plafon atas = ((1/2 1,8 + 1/2 3,6) 3,6)) 18 = 174,96 kg + 9015,36 kg
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Perencanaan Konstruksi Geoteknik
Berat tanggaa. Beban mati : Plat tangga (t = 20cm)= 0,20 1,8 3,6 2400 =3110,4 kg Pasir (3 cm) = 0,03 1,8 3,6 1600 = 311,04 kg
Tegel + Spesi (4 cm) = 0,04 1,8 3,6 2200 = 570,24 kg + WD 3991,68 kg
b. Beban hidup : WL = 1,8 3,6 300 0,75 = 1458 kg
WU = 1,2 WD + 1,6 WL = 1,2 (3991,68) + 1,6 (729) = 7122,816 kg
Plat lantai 3 (t = 15 cm)= 0,15 (1/2 1,8 1/2 3,6) 2400 = 1166,4 kg
Berat Total Yang Dipikul Titik D9= G9 = 17304,576 Kg
24. Titik D10 = G10 Berat balok lantai II-1= 0,3 0,6 1/2 (1,8+1,8) 2400 = 777,6 kg
Berat kolom lantai II = 0,4 0,4 3,6 2400 =1382,4 kg Berat dinding lantai II= 0,15 3,6 1/2 (1,8+1,8) 1700 –
(1/2 31,256) =1636,77 kg Berat ring balok I = 0,25 0,3 1/2 (1,8+1,8) 2400 = 324 kg
Berat plafon atas = 1/2 (1,8)
Berat tanggaa. Beban mati :
1/2 (1,8) 18 = 14,58 kg +4135,35 kg
Plat tangga (t = 20cm)= 0,20 1,8 1,8 2400 = 1555,2 kg Pasir (3 cm) = 0,03 1,8 1,8 1600 = 155,52 kg
Tegel + Spesi (4 cm) = 0,04 1,8 1,8 2200 = 285,12 k g + 1995,84 kg
b. Beban hidup : WL = 1,8 1,8 300 0,75 = 729 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1995,84) + 1,6 (729) =3561,408 kg Plat lantai 3 (t = 15 cm)= 0,15 1/2 (1,8) 1/2 (1,8) 2400 = 291,6 kg
Berat Total Yang Dipikul Titik D10 = G10 = 7988,358 Kg
25. Titik D11 = G11
Berat balok lantai II-1= 0,3 0,6 ( 1/2 3,6+1,8) 2400 = 1555,2 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai II= 0,15 3,6 ( 1/2 3,6+1,8) 1700 –(1/2 18,528) = 3295,54 kg
Berat ring balok I = 0,25 0,3 ( 1/2 3,6+1,8) 2400 = 648 k g _ + 6881,14 kg
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Perencanaan Konstruksi Geoteknik
Plat lantai 3 (t = 15 cm)= 0,15 (1/2 1,8 1/2 3,6) 2400 = 972 kg
Berat Total Yang Dipikul Titik D11= G11 = 7853,14 Kg
26. Titik E1 = F1
Berat balok lantai II-2= 0,3 0,3 (1/2(1,8+1,8)+1,8) 2400 = 777,6 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai II= 0,15 3,6 (1/2(1,8+1,8)+1,8) 1700 –(1/2 7,069 + 1/2 7,069) =3297,73 kg
Berat ring balok I = 0,25 0,3 (1/2(1,8+1,8)+1,8) 2400= 648 kg
Berat plafon atas = (1/2 (1,8 + 1,8) + 1,8) 18 = 64,8 kg + 6180,53 kg
Lantai :a. Beban mati :
Plat lantai (t = 15cm) = 0,15 (1/2(1,8+1,8)+1,8) 2400 = 1296 kg
Tegel + spesi (4 cm) = 0,04 (1/2(1,8+1,8)+1,8) 2200 = 316,8 kg
Plafon bawah = (1/2(1,8+1,8)+1,8) 18 = 64,8 kg + WD = 1677,6 kg
b. Beban hidup :
WL = (1/2(1,8+1,8)+1,8) 250 0,75 = 675 kg WU = 1,2 WD + 1,6 WL = 1,2 (1677,6) + 1,6 (675) = 3093,12 kg
Plat lantai 3 (t = 15cm) = 0,15 (1/2(1,8+1,8)+1,8) 2400 = 1296 kg
Berat Total Yang Dipikul Titik E1 = F1 = 10569,65 Kg
27. Titik E2 = F2 Berat balok lantai II-2= 0,3 0,3 (1/2(1,8+1,8)+1,8) 2400 = 777,6 kg
Berat kolom lantai II = 0,4 0,4 3,6 2400 =1382,4 kg Berat dinding lantai II= 0,15 3,6 (1/2(1,8+1,8)+1,8) 1700 –
(1/2 76,146 + 1/2 7,069) =3263,19 kg Berat ring balok I = 0,25 0,3 (1/2(1,8+1,8)+1,8) 2400 = 648 kg
Berat plafon atas = (1/2 (1,8 + 1,8) + 1,8)
Lantai :a. Beban mati :
18 = 64,8 kg +6145,99 kg
Plat lantai (t = 15cm) = 0,15 Tegel + spesi (4 cm) = 0,04
(1/2(1,8+1,8)+1,8) 2400 = 1296 kg
(1/2(1,8+1,8)+1,8) 2200 = 316,8 kg
Plafon bawah = (1/2(1,8+1,8)+1,8) 18 = 64,8 kg + WD = 1677,6 kg
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Plat lantai (t = 15 cm) = 0,15 (3,6 3,6) 2400 =4665,6 kg
Tegel + spesi (4 c
Plafon bawah
m) = 0,04 (3,6 3,6) 220= (3,6 3,6) 18
0
WD
=1140,48 kg
= 233,28 kg + = 6039,36 kg
Perencanaan Konstruksi Geoteknik
b. Beban hidup : WL = (1/2(1,8+1,8)+1,8) 250 0,75 = 675 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1677,6) + 1,6 (675) = 3093,12 kg Plat lantai 3 (t = 15cm) = 0,15 (1/2(1,8+1,8)+1,8) 2400 = 1296 kg
Berat Total Yang Dipikul Titik E2 = F2 = 12212,71 Kg
28. Titik E3 =F3
Berat balok lantai II-1= 0,3 0,6 (1/2 (3,6 + 1,8)) 2400 = 1166,4 kg
Berat balok lantai II-2= 0,3 0,3 (1/2 (3,6 + 1,8)) 2400 = 583,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg
Berat dinding lantai II= 0,15 3,6 (1/2 (3,6 + 1,8)) 1700 = 2478,6 kg
Berat ring balok I = 0,25 0,3 (1/2 (3,6 + 1,8)) 2400 = 486 kg
Berat ring balok II = 0,25 0,3 (1/2 (3,6 + 1,8)) 2400 = 486 kg
Berat plafon atas = (1/2 (3,6 + 1,8)) 18 = 48,6 kg + 7015,2 kg
Lantai :a. Beban mati :
Plat lantai (t = 15cm) = 0,15 (1/2 (3,6 + 1,8)) 2400 = 972 kg
Tegel + spesi (4 cm) = 0,04 (1/2 (3,6 + 1,8)) 2200 = 237,6 kg
Plafon bawah = (1/2 (3,6 + 1,8)) 18 = 48,6 kg + WD = 1258,2 kg
b. Beban hidup :
WL = (1/2 (3,6 + 1,8)) 250 0,75 = 506,25 kg WU = 1,2 WD + 1,6 WL = 1,2 (1258,2) + 1,6 (506,25) = 2319,84 kg
Plat lantai 3 (t = 15cm) = 0,15 (1/2 (3,6 + 1,8)) 2400 = 972 kg
Berat Total Yang Dipikul Titik E3 = F3= 10307,04 Kg
30. Titik E4 = E5 = F4 = F5
Berat balok lantai II-3= 0,3 0,4 1/2 (3,6+3,6) 2400 = 1036,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 = 1766,4 kg Berat plafon atas = (3,6 3,6) 18 = 233,28 kg +
3036,48 kg Lantai :
a. Beban mati :
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Perencanaan Konstruksi Geoteknik
b. Beban hidup : WL = (3,6 3,6) 250 0,75 = 2430 kg
WU = 1,2 WD + 1,6 WL = 1,2 (6039,36) + 1,6 (2430) =11135,232kg
Berat Total Yang Dipikul Titik E4 = E5 = F4 = F5 = 14171,712 Kg
31. Titik E6 = F6
Berat balok lantai II-1= 0,3 0,6 1/2 (3,6+3,6) 2400 =1555,2 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 1/2 (3,6+3,6) 1700 –(1/2 128,654) =4158,47 kg
Berat ring balok I = 0,25 0,3 1/2 (3,6+3,6) 2400 = 648 kg Berat plafon atas = (3,6 3,6) 18 = 233,28 kg +
8361,35 kg Lantai :a. Beban mati : Plat lantai (t = 15 cm) = 0,15
Tegel + spesi (4 cm) = 0,04 (3,6 (3,6
3,6) 3,6)
2400 =4665,6 kg 2200 =1140,48 kg
Plafon bawah = (3,6
b. Beban hidup :
3,6) 18 = 233,28 kg + WD = 6039,36 kg
WL = (3,6 3,6) 250 0,75 = 2430 kg WU = 1,2 WD + 1,6 WL = 1,2 (6039,36) + 1,6 (2430) =11135,232kg
Berat Total Yang Dipikul Titik E6 = F6 = 15293,705 Kg
32. Titik E7 = F7
Berat balok lantai II-1= 0,3 0,6 ((1/2 3,6 + 1/2 3,6)+1,8) 2400 =1555,2 kg
Berat balok lantai II-3= 0,3 0,4 ((1/2 3,6 + 1/2 3,6)+1,8) 2400 =1036,8 kg
Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg Berat dinding lantai II= 0,15 4,6 1,8 1700 =2111,4 kg
Berat ring balok I = 0,25 0,3 ((1/23,6 + 1/23,6)+1,8) 2400 = 324 kg
Berat plafon atas = (3,6 3,6) 18 = 233,28 kg + 7072,08 kg
Lantai :a. Beban mati : Plat lantai (t = 15cm) = 0,15 (3,6 3,6) 2400 =4665,6 kg Tegel + spesi (4 cm) = 0,04 (3,6 3,6) 2200 =1140,48 kg
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Perencanaan Konstruksi Geoteknik
Plafon bawah = (3,6 3,6) 18 = 223,28 kg + WD = 6039,36 kg
b. Beban hidup : WL = (3,6 3,6) 250 0,75 = 2430 kg
WU = 1,2 WD + 1,6 WL = 1,2 (6039,36 ) + 1,6 (2430) =11135,232kg
Berat Total Yang Dipikul Titik E7= F7 = 18162,312 Kg
33. Titik E8 = F8
Berat balok lantai II-3= 0,3 0,4 (1/2 3,6 + 1/2 3,6) 2400 =1036,8 kg Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg Berat plafon atas = (3,6 3,6) 18 = 233,28 kg +
3036,48 kg Lantai :a. Beban mati : Plat lantai (t = 15cm) = 0,15
Tegel + spesi (4 cm) = 0,04 (3,6
(3,6 3,6)
3,6) 2400 =4665,6 kg
2200 =1140,48 kg Plafon bawah = (3,6
b. Beban hidup :
3,6) 18 = 223,28 kg + WD = 6039,36 kg
WL = (3,6 3,6) 250 0,75 = 2430 kg WU = 1,2 WD + 1,6 WL = 1,2 (6039,36 ) + 1,6 (2430) =11135,232kg
Berat Total Yang Dipikul Titik E8 = F8 = 14171,712 Kg
34. Titik E9 = F9
Berat balok lantai II-1= 0,3 0,6 (1/23,6 + 1/23,6 + 1/23,6) 2400 =1166,4 kg
Berat balok lantai II-3= 0,3 0,4 (1/23,6 + 1/23,6 + 1/23,6) 2400 = 777,6 kg
Berat kolom lantai II = 0,4 0,4 4,6 2400 =1766,4 kg
Berat dinding lantai II= 0,15 4,6 (1/2 3,6 + 1/2 3,6) 1700 =4222,8 kg
Berat ring balok I = 0,25 0,3 (1/2 3,6 + 1/2 3,6) 2400 = 648 kg
Berat ring balok II = 0,25 0,3 (1/2 3,6 + 1/2 3,6) 2400 = 648 kg
Berat plafon atas = (1/2 (3,6 3,6) 18 = 116,64 kg + 9345,84 kg
Lantai :a. Beban mati : Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 1/2 3,6) +
( 1/2 3,6 1/23,6)) 2400 =2332,8 kg
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Perencanaan Konstruksi Geoteknik
Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 1/2 3,6) +( 1/2 3,6 1/23,6)) 2200 = 570,24 kg
Plafon bawah = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 18 = 116,64 kg +
WD = 3019,68 kgban hidup :
WL = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 250 0,75 = 1215 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 5567,616 kg
Plat lantai 3 (t = 15cm) = 0,15 (1/2 3,6 3,6) 2400 = 2332,8 kg
Berat Total Yang Dipikul Titik E9 = F9 = 17246,256 Kg
35. Titik E11 = F11
Berat balok lantai II-1= 0,3 0,6 (1/2 3,6 + 1/2 1,8) 2400 = 1166,4 kg Berat kolom lantai II = 0,4 0,4 3,6 2400 = 1382,4 kg
Berat dinding lantai II= 0,15 4,6 (1/2 3,6 + 1/2 1,8) 1700– (8,191 + 2,955 + 9,505 + 8,853
+ 1/2 9,505) =3132,83 kg
Berat ring balok I = 0,25 0,3 (1/2 3,6 + 1/2 1,8) 2400 = 486 kg
Berat plafon atas = (1,8+ 1/2 (3,6 3,6)) 18 = 116,64 kg + 6284,27 kg
Lantai :a. Beban mati : Plat lantai (t = 15 cm) = 0,15 ((1/2 1,8 1/2 3,6) +
( 1/2 3,6 1/23,6)) 2400 =2332,8 kg Tegel + spesi (4 cm) = 0,04 ((1/2 1,8 1/2 3,6) +
( 1/2 3,6 1/23,6)) 2200 = 570,24 kg
Plafon bawah = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 18 = 116,64 kg +
WD = 3019,68 kgban hidup :
WL = ((1/2 1,8 1/2 3,6) + ( 1/2 3,6 1/23,6)) 250 0,75 = 1215 kg
WU = 1,2 WD + 1,6 WL = 1,2 (1132,38) + 1,6 (455,625) = 5567,616 kg
Plat lantai 3 (t = 15cm) = 0,15 (1/2 3,6 3,6) 2400 = 2332,8 kg
Berat Total Yang Dipikul Titik E11 = F11 = 14184,686 Kg
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Perencanaan Konstruksi Geoteknik
3.3 Pembebanan Atap
Beban yang diperhitungkan pada pembebanan atap adalah :
1). Berat Rangka Kuda – Kuda
2). Berat Gording
Berat gording = Jumlah gording Luas tampang kayu Jarak antar
kuda-kuda BJKayu
3). Berat atap metal roof
Berat sendiri komponen gedung berupa penutup atap metal roof
dengan reng dan usuk/kaso per m2 bidang atap, menurut PPI-1983
adalah = 10 kg/m2
4). Berat Balok Nok
Berat Balok Nok = Luas tampang balok nok Jarak antar kuda – kuda
BJKayu
1) Rangka Kuda-Kuda I
Gambar 3.3.1
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Perencanaan Konstruksi Geoteknik
Jenis Balok Batang Ukuran(m) Panjang (m) BJ Kayu(kg/m2) Berat (kg) Kaki kuda -kuda (8/12)
A1 0.08 X 0.12 1.23 980 11.57A2 0.08 X 0.12 3.66 980 34.43A3 0.08 X 0.12 3.66 980 34.43A4 0.08 X 0.12 3.66 980 34.43A5 0.08 X 0.12 3.66 980 34.43A6 0.08 X 0.12 3.66 980 34.43A7 0.08 X 0.12 3.66 980 34.43A8 0.08 X 0.12 1.23 980 11.57
Balok Tarik
(2x6/16)
B1 2 X 0.06 X 3 980 56.45B2 2 X 0.06 X 3 980 56.45B3 2 X 0.06 X 3 980 56.45B4 2 X 0.06 X 3 980 56.45B5 2 X 0.06 X 3 980 56.45B6 2 X 0.06 X 3 980 56.45
BatangVertikal(8/12)
V1 0.08 X 0.12 2.1 980 19.76v2 0.08 X 0.12 4.2 980 39.51V3 0.08 X 0.12 6.3 980 59.27V4 0.08 X 0.12 4.2 980 39.51V5 0.08 X 0.12 2.1 980 19.76
Batang D
iagonal Sokong (8/12)
D1 0.08 X 0.12 3.66 980 34.43D2 0.08 X 0.12 5.16 980 48.55D3 0.08 X 0.12 5.16 980 48.55D4 0.08 X 0.12 3.66 980 34.43
BatangH
orizontal Gapit
(2x4/16)
H1 2x0.06x0.16 6 980 112.90H2 2x0.06x0.16 6 980 112.90H3 2x0.06x0.16 3 980 56.45H4 2x0.06x0.16 3 980 56.45
Balok Nok
(8/12)N1 0.08 x 0.12 1.75 980 16.46
Gording
( 5 / 1 0 ) G1 0 . 0 5 x 0 .1 2.75 980 13.48
Jumlah 1280.83
Tabel 3.3.1
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Perencanaan Konstruksi Geoteknik
>> B e ban Atap Tiap Tit i k B uh u l
Perhitungan Beban = Luas Atap x Bj Metal Roof
Bj Metal Roof = 10 kg / m2
A=B
Beban = { ( 1,23 + (1/2 3,66)) x 2,75 } x 10 = 62,63 kg
H=I
Beban = { ((1/2 3,66) + (1/2 3,66)) x 2,75 } x 10 = 68,63 kg
J=K
Beban = { ((1/2 3,66) + (1/2 3,66)) x 2,75 } x 10 = 68,63 kg
L
Beban = { ((1/2 3,66) + (1/2 3,66)) x 2,75 } x 10 = 68,63 kg
>> B e rat S e n diri Tiap T i tik B u h u l
A=B
Beban = A1 + 1/2 A2 + 1/2 B1
= 11,57 + 1/2 34,44 + 1/2 56,45 = 57,012 kg
C=G
Beban = 1/2 B1 + 1/2 V1 + 1/2 B2
= 1/2 56,45 + 1/2 19,76 + 1/2 56,45 = 66,33 kg
D=F
Beban = 1/2 B2 + 1/2 V2 + 1/2 B3 + 1/2 D1
= 1/2 56,45 + 1/2 39,52 + 1/2 56,45 + 1/2 34,44 = 93,43 kg
E
Beban = 1/2 B3 + 1/2 V3 + 1/2 B4 + 1/2 D2 + 1/2 D3
= 1/2 56,45 + 1/2 59,27 + 1/2 56,45 + 1/2 48,55 + 1/2 48,55 = 134,635 kg
H=I
Beban = 1/2 A2 + 1/2 A3 + 1/2 V1 + 1/2 D1 + H1
= 1/2 34,44 + 1/2 34,44 + 1/2 19,76 + 75,27 = 119,59 kg
J=K
Beban = 1/2 A3 + 1/2 A4 + 1/2 V2 + 1/2 D2 + H3
= 1/2 34,44 + 1/2 34,44 + 1/2 39,52 + 1/2 48,55 + 37,632 = 116,107 kg
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Perencanaan Konstruksi Geoteknik
L
Beban = 1/2 A4 + 1/2 A5 + 1/2 V3 + berat nok
= 1/2 34,44 + 1/2 34,44 + 1/2 59,27 + 16,46 = 80,535 kg
>> B e rat Gordi n g Tiap Titik B u hu l
Gording = 5/10
Berat gording sendiri = 0,05 x 0,1 x 2,75 x 980 = 13,475 kg
Jarak Antar Gording = 60 cm = 0,6 m
A=H1=B=I1
Beban = 7 x 13,475 = 94,325
RA=RH1=RB=RI1= 94,325 / 2 = 47,1625
H2=J1=I2=K1
Beban = 7 x 13,475 = 94,325
RH2=RJ1=RI2=RK1= 94,325 / 2 = 47,1625
J2=L1=I3=L2
Beban = 7 x 13,475 = 94,325
RJ2=RL1=RI3=RL2= 94,325 / 2 = 47,1625
HASIL :
RA=RB= 47,1625 kg
RH = RH1 + RH2 = 94,325 kg
RI = RH = RJ = RK = RL = 94,325 kg
>> B e rat B e ban A n g i n
α = 350
t = (0,20 α - 0,4) x 40
= (0,02 x 35 – 0,4 ) x 40
= 12 kg/m2
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Perencanaan Konstruksi Geoteknik
A=B
Beban = { ( 1,23 + (1/2 3,66) x 2,75} x 12 = 100,98 kg
H=I
Beban = { ((1/2 3,66) + (1/2 3,66)) x 2,75} x 12 = 82,35 kg
J=K
Beban = { ((1/2 3,66) + (1/2 3,66)) x 2,75} x 12 = 82,35 kg
Keterangan :
α = Sudut kemiringan atap
TOTAL PEMBEBANAN PADA KUDA – KUDA TIPE I
TITIKBUHUL
BERATSENDIRI
BERATGORDING
BERATATAP
BERATANGIN
TOTAL(KG)
A 57.012 47.1625 62.63 100.98 268
B 57.012 47.1625 62.63 100.98 268
C 66.33 - - - 66
D 93.43 - - - 93
E 134.635 - - - 135
F 93.43 - - - 93
G 66.33 - - - 66
H 119.59 94.325 68.68 82.35 365
I 119.59 94.325 68.68 82.35 365
J 116.107 94.325 68.68 82.35 361
K 116.107 94.325 68.68 82.35 361
L 80.535 94.325 68.68 0 244
JUMLAH = 2686
Tabel 3.3.1
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Jenis Balok Batang Ukuran(m) Panjang (m)BJK
ayu(kg/m2)
Berat(kg)
Kaki kuda - kuda
(8/12)
A1 0.08 X 0.12 1.22 980 11.48A2 0.08 X 0.12 3.66 980 34.43A3 0.08 X 0.12 3.66 980 34.43A4 0.08 X 0.12 3.66 980 34.43A5 0.08 X 0.12 3.66 980 34.43A6 0.08 X 0.12 1.22 980 11.48
Balok Tarik
(2x6/16)
B1 2 X 0.06 X 2.75 980 51.74B2 2 X 0.06 X 2.75 980 51.74B3 2 X 0.06 X 2.75 980 51.74B4 2 X 0.06 X 2.75 980 51.74
Batang Vertikal(8/12)
V1 0.08 X 0.12 1.93 980 18.16v2 0.08 X 0.12 3.85 980 36.22V3 0.08 X 0.12 1.93 980 18.16
Batang DiagonalSokong
D1 0.08 X 0.12 3.66 980 34.43D2 0.08 X 0.12 3.66 980 34.43
BatangHorizontal
Gapit
H1 2x0.06x0.16 2.75 980 51.74
H2 2x0.06x0.16 2.75 980 51.74Balok Nok
(8/12)N1 0.08 x 0.12 4.54 980 42.71
G o r d i n g ( 5 / 1 0 )
G1 0 . 0 5 x 0 .1 4.54 980 22.25
Jumlah 677.51
Perencanaan Konstruksi Geoteknik
2) Rangka Kuda-Kuda 2
Gambar 3.3.2
Tabel 3.3.2
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Perencanaan Konstruksi Geoteknik
>> B e ban Atap Tiap Ti t ik B u h u l
Perhitungan Beban = Luas Atap x Bj Metal Roof
Bj Metal Roof = 10 kg / m2
A=B
Beban = { (1,22 + (1/2 x3,36 )) x 2,75 } x 10 = 83,875 kg
F=G
Beban = { ((1/2 X 3,66) + (1/2 X 3,66)) x 2,75} x 10 = 100,65 kg
H
Beban = 2 x { ((1/2 X 3,66) + (1/2 X 3,66)) x 2,75} x 10 = 201,3 kg
>> B e rat S e n diri Tiap T i tik B u h u l
A=B
Beban = A1 + 1/2 A2 + 1/2 B1
= 11,48 + 1/2 34,43 + 1/2 51,744 = 54,566 kg
C=E
Beban = 1/2 B1 + 1/2 V1 + 1/2 B2
= 1/2 51,744 + 1/2 18,16 + 1/2 51,744 = 60,823 kg
D
Beban = 1/2 B2 + 1/2 D1 + 1/2 V2+ 1/2 D2
= 1/2 51,744+ 1/2 34,43+ 1/2 36,22+ 1/2 34,43 = 78,416 kg
F=G
Beban = 1/2 A2+ 1/2 V1 + 1/2 D1+ 1/2 A3+ H1
= 1/2 34,43 + 1/2 18,16 + 1/2 34,43+ 1/2 34,43 + 51,74 = 112,473 kg
H
Beban = 1/2 A3 + 1/2 A4 + 1/2 V2 + (Berat Nok)
= 1/2 34,43+ 1/2 34,43+ 1/2 36,22 + 42,71 = 95,256 kg
>> B e rat Gordi n g Tiap Titik B u hu l
Gording = 5/10
Berat gording sendiri = 0,05 x 0,1 x 2,75 x 980 = 13,475 kg
Jarak Antar Gording = 60 cm = 0,6 m
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Perencanaan Konstruksi Geoteknik
B a t a n g A – F = B a t a n g B - G
RA=RB
Beban = 6 x 13,475 = 80,85
RA=RB = 13,475 x (3+2,4+1,8+1,2+1+0,6) = 39,632 kg
3,4
RF=RG
Beban = 6 x 13,475 = 80,85
RF1 = RG1 = 80,85 – 39,632 = 41,218 kg
B a t a n g F – H = B a t a n g G - H
RF = RH
Beban = 7 x 13,475 = 94,325
RF2 = R G2 = 13,475 x (3,2+2,6+2+1,4+0,8+0,2) = 40,425 kg
3,4
Beban = 7 x 13,475 = 94,325
RH1 = RH2 = 94,325 – 40,425 = 53.9 kg
HASIL :
RA=RB= 39,632 kg
RH = RH1 + RH2 = 80,85 kg
RF = RG = RF1 + RF2 = 41,218 + 53,9 = 95,118 kg
>> B e rat B e ban A n g i n
α = 350
t = (0,20 α - 0,4) x 40
= (0,02 x 35 – 0,4 ) x 40
= 12 kg/m2
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Perencanaan Konstruksi Geoteknik
A=B
Beban = { (1,22 + (1/2 x3,36 )) x 2,75 } x 12 = 100,65 kg
F=G
Beban = { ((1/2 X 3,66) + (1/2 X 3,66)) x 2,75} x 12 = 120,78 kg
H
Beban = 2 x { ((1/2 X 3,66) + (1/2 X 3,66)) x 2,75} x 12 = 241,56 kg
Keterangan :
α = Sudut kemiringan atap
TOTAL PEMBEBANAN PADA KUDA – KUDA TIPE II
TITIKBUHUL
BERATSENDIRI
BERATGO
BERATATAP
BERATANGIN
TOTAL(KG)
A 54.566 39.632 83.875 100.65 279
B 54.566 39.632 83.875 100.65 279
C 60.823 - - - 61
D 78.416 - - - 78
E 60.823 - - - 61
F 112.473 95.118 100.65 120.78 429
G 112.473 95.118 100.65 120.78 429
H 95.256 80.85 201.3 241.56 619JUMLAH =
2235
1. Kuda – kuda tipe 3
Gambar 3.3.3
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Perencanaan Konstruksi Geoteknik
Jenis Balok Batang Ukuran(m)Panjang
(m)BJK
ayu(kg/m2)
Berat (kg)
Kaki kuda - kuda(8/12)
A1 0.08 X 0.12 1.23 980 11.57A2 0.08 X 0.12 2.59 980 24.37A3 0.08 X 0.12 2.59 980 24.37A4 0.08 X 0.12 2.59 980 24.37A5 0.08 X 0.12 2.59 980 24.37A6 0.08 X 0.12 1.23 980 11.57
Balok Tarik
(2x6/16)
B1 2 X 0.06 X 2.13 980 40.08B2 2 X 0.06 X 2.13 980 40.08B3 2 X 0.06 X 2.13 980 40.08B4 2 X 0.06 X 2.13 980 40.08
Batang Vertikal(8/12)
V1 0.08 X 0.12 1.49 980 14.02v2 0.08 X 0.12 3 980 28.22V3 0.08 X 0.12 1.49 980 14.02
Batang DiagonalSokong
D1 0.08 X 0.12 2.58 980 24.27D2 0.08 X 0.12 2.58 980 24.27
Batang Horizontal
Gapit
H1 2x0.06x0.16 2.11 980 39.70H2 2x0.06x0.16 2.11 980 39.70
Balok Nok (8/12)
N1 0.08 x 0.12 9.2 980 86.55 G o r d i n g ( 5 / 1 0 ) G1 0 . 0 5 x 0 .1 9.2 980 45.08
Jumlah 596.77
Tabel 3.3.3
>> B e ban Atap Tiap Tit i k B uh u l
Perhitungan Beban = Luas Atap x Bj Metal Roof
Bj Metal Roof = 10 kg / m2
A=B
Beban = { ( 3,1 + 4,6 ) x (1,23 + 1/2 2,59 ) } x 10 = 194,425 kg
F=G
Beban = { 1/2 ( 4,6 + 7,6 ) x ( 2,59 ) } x 10 = 157,99 kg
H
Beban = 2 x { 1/2 ( 9,1 + 7,6 ) x 2,59 } x 10 = 432,53 kg
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Perencanaan Konstruksi Geoteknik
>> B e rat S e n diri Tiap T i tik B u h u l
A=B
Beban = A1 + 1/2 A2 + 1/2 B1
= 11,57 + 1/2 24,37 + 1/2 51,744 = 43,794 kg
C=E
Beban = 1/2 B1 + 1/2 V1 + 1/2 B2
= 1/2 51,744 + 1/2 18,16 + 1/2 51,744 = 47,087 kg
D
Beban = 1/2 B2 + 1/2 D1 + 1/2 V2+ 1/2 D2 + 1/2 B3
= 1/2 51,744+ 1/2 31,62+ 1/2 36,23+ 1/2 31,62 + 1/2 51,744= 78,463 kg
F=G
Beban = 1/2 A2+ 1/2 V1 + 1/2 D1+ 1/2 A3+ H1
= 1/2 31,62 + 1/2 18,16+ 1/2 31,62+ 1/2 31,62+ 34,496 = 83,214 kg
H
Beban = 1/2 A3 + 1/2 A4 + 1/2 V2 + (Berat Nok)
= 1/2 31,62+ 1/2 31,62+ 1/2 36,23+ 45.08 = 125,032 kg
>> B e rat Gordi n g Tiap Titik B u hu l
Gording = 5/10
Berat gording sendiri = 0,05 x 0,1 x 2,75 x 980 = 13,475 kg
Jarak Antar Gording = 60 cm = 0,6 m
B a t a n g A – F = B a t a n g B - G
RA=RB
Beban = 4 x 13,475 = 53,9 kg
RA=RB = 13,475 x ( 1,69 + 1,39 + 0,79 + 0,19 ) = 21,123 kg
2,59
RF=RG
Beban = 4 x 13,475 = 53,9 kg
RF1 = RG1 = 53,9 – 21,123 = 32,777 kg
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Perencanaan Konstruksi Geoteknik
B a t a n g F – H = B a t a n g G - H
RF = RH
Beban = 4 x 13,475 = 53,9 kg
RF2 = R G2 = 13,475 x ( 2,18 + 1,58 + 0,98 + 0,38 ) = 38,746 kg
2,59
Beban = 4 x 13,475 = 53,9 kg
RH1 = RH2 = 53,9 – 26,638 = 27,262 kg
HASIL :
RA=RB= 21,123 kg
RH = RH1 + RH2 = 53,9 kg
RF = RG = RF1 + RF2 = 32,777 + 27,262
= 60,039 kg
>> B e rat B e ban A n g i n
α = 350
t = (0,20 α - 0,4) x 40
= (0,02 x 35 – 0,4 ) x 40
= 12 kg/m2
A=B
Beban = { ( 3,1 + 4,6 ) x (1,23 + 1/2 2,59 ) } x 12 = 233,31 kg
F=G
Beban = { 1/2 ( 4,6 + 7,6 ) x ( 2,59 ) } x 12 = 189,588 kg
H
Beban = 2 x { 1/2 ( 9,1 + 7,6 ) x 2,59 } x 12 = 519,036 kg
Keterangan :
α = Sudut kemiringan atap
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Perencanaan Konstruksi Geoteknik
TOTAL PEMBEBANAN PADA KUDA – KUDA TIPE III
TITIKBUHUL
BERATSENDIRI
BERATGO
RDING
BERATATAP
BERATANGIN
TOTAL(KG)
A 43.794 21.123 194.425 233.31 493
B 43.794 21.123 194.425 233.31 493
C 47.087 - - - 47
D 78.463 - - - 78
E 47.087 - - - 47
F 83.214 60.039 157.99 189.588 491
G 83.214 60.039 157.99 189.588 491
H 125.032 53.9 432.53 519.036 1,130JUMLAH =
3270
4. Kuda – Kuda Tipe 1/2 K1
Gambar 3.3.4
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Perencanaan Konstruksi Geoteknik
Jenis Balok Batang Ukuran(m) Panjang (m) BJ Kayu(kg/m2) Berat (kg) Kaki kuda -
kuda(8/12)
A1 0.08 X 0.12 1.23 980 11.57A2 0.08 X 0.12 3.66 980 34.43A3 0.08 X 0.12 3.66 980 34.43
Balok Tarik
(2x6/16)
B1 2 X 0.06 X 3 980 56.45B2 2 X 0.06 X 3 980 56.45B3 2 X 0.06 X 3 980 56.45
Batang Vertikal(8/12)
V1 0.08 X 0.12 2.1 980 19.76v2 0.08 X 0.12 4.2 980 39.51V3 0.08 X 0.12 6.3 980 59.27
Batang DiagonalSokong
D1 0.08 X 0.12 3.66 980 34.43D2 0.08 X 0.12 5.16 980 48.55
Batang Horizontal
Ga p it ( 2 x 4 / 1 6 )
H1 2x0.06x0.16 6 980 112.90 H 2 2 x 0 . 0 6 x 0 . 1 6 3 980 56.45
Jumlah 620.65
Tabel 3.3.4
>> B e rat S e n diri Tiap T i tik B u h u l
A
Beban = 1/2 A1 + 1/2 B1
= 1/2 11,57 + 1/2 56,45 = 34,010 kg
B
Beban = 1/2 B3 + 1/2 D2 + 1/2 V3
= 1/2 56,45 + 1/2 48,55 + 1/2 59,27 = 82,132 kg
C
Beban = 1/2 B1 + 1/2 V1 + 1/2 B2
= 1/2 56,45 + 1/2 19,76 + 1/2 56,45 = 66,326 kg
D
Beban = 1/2 B2 + 1/2 D1 + 1/2 V2 + 1/2 B3
= 1/2 56,45 + 1/2 34,43 + 1/2 39,51 + 1/2 56,45 = 93.421 kg
E
Beban = 1/2 A1 + 1/2 A2 + 1/2 V1 + 1/2 D1 + H1
= 1/2 11,57 + 1/2 34,43 + 1/2 19,76 + 1/2 34,43 + 112,90 = 162,994 kg
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Perencanaan Konstruksi Geoteknik
F
Beban = 1/2 A2 + 1/2 A3 + 1/2 V2 + 1/2 D2 + H2
= 1/2 34,43 + 1/2 34,43 + 1/2 39,51 + 1/2 48,55 + 56,45 = 134,911 kg
G
Beban = 1/2 A3 + 1/2 V3
= 1/2 34,43 + 1/2 59,27 = 46,852 kg
TOTAL PEMBEBANAN PADA KUDA – KUDA TIPE 1/2 K1
TITIKBUHUL
BERATSENDIRI
BERATGO
RDING
BERATATAP
BERATANGIN
TOTAL(KG)
A 34.010 - - - 34
B 82.132 - - - 82
C 66.326 - - - 66
D 93.421 - - - 93
E 162.994 - - - 163
F 134.911 - - - 135
G 46.852 - - - 47JUMLAH =
621
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Perencanaan Konstruksi Geoteknik
3.4 Rekapitulasi Pembebanan Konstruksi
TITIKBEBAN LANTAI1(KG)
BEBAN LANTAI 2
(KG)
BEBAN ATAP (KG)
BEBAN TOTAL (KG)
PEMBULATAN (KG)
A4 5496.8 11,628.108 2544.93 19,669.838 19,670
A5 5913.5 15880.58 0 21,794.080 21,794A6 7565.9 17990.956 0 25,556.856 25,557A7 5087.3 15880.58 0 20,967.880 20,968A8 5087.3 11,649.408 2544.93 19,281.638 19,282A9 5480.22 0 0 5,480.220 5,480B4 5551.2 14424.656 2544.93 22,520.786 22,521B5 2246.4 14424.656 0 16,671.056 16,671B6 5551.2 14424.656 0 19,975.856 19,976B7 2246.4 14424.656 0 16,671.056 16,671B8 2246.4 11649.408 2544.93 16,440.738 16,441B9 5518.1 0 0 5,518.100 5,518C2 6055.608 5593.932 0 11,649.540 11,650C3 4454.6 9610.196 3091.666 17,156.462 17,156C4 7581.2 18590.456 4580.874 30,752.530 30,753C5 5854.5 10728.084 0 16,582.584 16,583C6 7635.6 20903.784 0 28,539.384 28,539C7 5854.5 10728.084 0 16,582.584 16,583C8 8549.1 17990.676 4580.874 31,120.650 31,121C9 11197.008 12625.556 0 23,822.564 23,823C10 8170.408 8087.748 3091.666 19,349.822 19,350D1 5488.78 9298.144 0 14,786.924 14,787D2 7522.98 17228.358 0 24,751.338 24,751D3 4609 21334.228 2173.701 28,116.929 28,117D4 5983.2 24766.404 2827.93 33,577.534 33,578D5 7609.9 18273.984 0 25,883.884 25,884D6 5957.5 17366.784 0 23,324.284 23,324D7 5983.2 15533.954 0 21,517.154 21,517D8 4609 17366.784 2827.93 24,803.714 24,804D9 11197.008 17304.576 2173.701 30,675.285 30,675D10 7028.208 7988.358 2173.701 17,190.267 17,190D11 4670.6 7853.14 0 12,523.740 12,524E1 4501.9 10569.65 0 15,071.550 15,072E2 4425.8 12212.71 0 16,638.510 16,639E3 4659.2 10307.04 0 14,966.240 14,966E4 2246.4 14171.712 2544.93 18,963.042 18,963E5 5551.2 14171.712 0 19,722.912 19,723E6 2246.4 15293.705 0 17,540.105 17,540E7 2246.4 18162.312 0 20,408.712 20,409E8 5719.42 14171.712 2544.93 22,436.062 22,436E9 8335.008 17246.256 0 25,581.264 25,581E11 19221.338 14184.686 0 33,406.024 33,406
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Perencanaan Konstruksi Geoteknik
TITIKBEBANLANTAI1(KG)
BEBANLANTAI 2
(KG)
BEBAN ATAP (KG)
BEBAN TOTAL (KG)
PEMBULATAN (KG)
F1 4501.9 10569.65 0 15,071.550 15,072F2 4425.8 12212.71 0 16,638.510 16,639F3 4659.2 10307.04 0 14,966.240 14,966F4 2246.4 14171.712 4580.874 20,998.986 20,999F5 5551.2 14171.712 1018.8 20,741.712 20,742F6 2246.4 15293.705 0 17,540.105 17,540F7 2246.4 18162.312 1018.8 21,427.512 21,428F8 5503.42 14171.712 4580.874 24,256.006 24,256F9 8335.008 17246.256 0 25,581.264 25,581F11 19221.338 14184.686 0 33,406.024 33,406G1 5488.78 9298.144 0 14,786.924 14,787G2 7522.98 17228.358 0 24,751.338 24,751G3 4609 21334.228 2173.701 28,116.929 28,117G4 5983.2 24766.404 2827.93 33,577.534 33,578G5 7609.9 18273.984 0 25,883.884 25,884G6 5957.5 17366.784 0 23,324.284 23,324G7 5983.2 15533.954 0 21,517.154 21,517G8 5455.64 17366.784 2827.93 25,650.354 25,650G9 11197.008 17304.576 2173.701 30,675.285 30,675G10 7028.208 7988.358 2173.701 17,190.267 17,190G11 9112.608 7853.14 0 16,965.748 16,966H2 6055.608 5593.932 0 11,649.540 11,650H3 4454.6 9610.196 3091.666 17,156.462 17,156H4 7581.2 18590.456 4580.874 30,752.530 30,753H5 5854.5 10728.084 0 16,582.584 16,583H6 7635.6 20903.784 0 28,539.384 28,539H7 5854.5 10728.084 0 16,582.584 16,583H8 8549.1 17990.676 4580.874 31,120.650 31,121H9 11197.008 12625.556 0 23,822.564 23,823H10 8170.408 8087.748 3091.666 19,349.822 19,350I4 5551.2 14424.656 4580.874 24,556.730 24,557I5 2246.4 14424.656 0 16,671.056 16,671I6 5551.2 14424.656 0 19,975.856 19,976I7 2246.4 14424.656 0 16,671.056 16,671I8 2246.4 11649.408 4580.874 18,476.682 18,477I9 5518.1 0 0 5,518.100 5,518J4 5496.8 11,628.108 2544.93 19,669.838 19,670J5 5913.5 15880.58 0 21,794.080 21,794J6 7565.9 17990.956 0 25,556.856 25,557J7 5087.3 15880.58 0 20,967.880 20,968J8 5087.3 11,649.408 2544.93 19,281.638 19,282J9 5480.22 0 0 5,480.220 5,480
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Perencanaan Konstruksi Geoteknik
13