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LAPORAN PERHITUNGAN STRUKTUR RUMAH 2 LANTAI
DAFTAR ISI
Data Umum..................................................................................................................................... 1 Perhitungan Sloof dan Balok.......................................................................................................... 3 Perhitungan Kolom....................................................................................................................... 28 Perhitungan Pelat Lantai .............................................................................................................. 39 Perhitungan Pondasi .................................................................................................................... 43
Perhitungan Struktur Rumah 2 Lantai
PERHITUNGAN STRUKTUR RUMAH 2 LANTAI A. -
-
-
B. -
Data Permodelan Material properties F'c = Fy = Fys = Ec =
-
Mpa Mpa Mpa Mpa
Frame Section K1 K2 K3 KP Sloof Balok Ring Balok Balok Anak
= = = = = = = =
150 150 150 150 150 150 150 150
Wall/Slab Plat lantai Plat lantai atap
= =
120 mm 100 mm
x x x x x x x x
300 250 200 150 300 300 250 250
mm mm mm mm mm mm mm mm
(floor deck) (floor deck)
Pembebanan Beban Pada Pelat Lantai (Berdasarkan PPIUG) Beban Mati Keramik = 24 Kg/m² Spesi = 21 Kg/m² Plafond = 11 Kg/m² utilitas = 25 Kg/m² Total = 81 Kg/m² Beban Hidup
-
25 400 240 23500
=
200 Kg/m²
Beban Pada Balok lantai 1 (Berdasarkan PPIUG) Beban Mati Tinggi dinding = 3.25 m Dinding ⅟2 bata = 250 Kg/m² x 3.25 =
812.5 Kg/m
Beban Pada Balok lantai 2 (Berdasarkan PPIUG) Beban Mati Tinggi dinding = 3.25 m Dinding ⅟2 bata = 250 Kg/m² x 3.25 =
812.5 Kg/m
1
Perhitungan Struktur Rumah 2 Lantai -
Beban Pada Pelat Lantai atap (Berdasarkan PPIUG) Beban Mati Waterproofing = 5 Kg/m² Spesi (1 cm) = 21 Kg/m² Plafond = 11 Kg/m² M&E = 25 Kg/m² Total = 62 Kg/m² Beban Hidup
-
-
C.
=
125 Kg/m²
Beban Pada Balok lantai atap (Berdasarkan PPIUG) Beban Mati Tinggi dinding = 0.89 m Dinding ⅟2 bata = 250 Kg/m² x 0.89 =
222.5 Kg/m
Beban Pada Balok lantai atap tepi (Berdasarkan PPIUG) Beban Mati Tinggi dinding = 3.25 m Dinding ⅟2 bata = 250 Kg/m² x 3.25 =
812.5 Kg/m
Pemodelan struktur Pemodelan struktur pada perhitungan ini menggunakan software ETABS v9.7.2, perhitungan kolom menggunakan software PCA Col.
Pemodelan struktur menggunakan ETABS V 9.7.2
2
PERHITUNGAN SLOOF DAN BALOK
Data Perhitungan Balok B2 (150x300)
Data Perhitungan Balok B2 (150x300)
1,4DL 1,2DL + 1,6LL MAX
Tumpuan Lapangan V M V M Kg Kgm Kg Kgm 1618.644 5034.330 3371.151 1176.280 1622.255 5345.390 3450.952 1502.590 5345.39 3450.952 1502.59 1622.255
Mu (Tumpuan) Vu (Tumpuan)
= =
3450.952 Kgm 5345.39 Kg
= =
34.50952 KNm 53.4539 KN
Mu (Lapangan) Vu (Lapangan)
= =
1622.255 Kgm 1502.59 Kg
= =
16.22255 KNm 15.0259 KN
PEMBEBANAN H B t Pelat Pjg Balok Longitudinal Pjg Balok Transversal Tinggi Bangunan Luas Tributari Area
= = = = = = =
0.3 m 0.15 m 0.12 m 4m 3m 3.25 m (pjg.long + 0.5) / (2 x pjg.transversal)
=
6.75 m²
Berat Beton Berat Pelat Lantai Berat Balok
= = =
2400 Kg/m³ (berat beton x t.pelat x L.tributari)/pjg (berat beton x L.kolom x Pjg.Long)/Pjg
= =
486 Kg/m 108 Kg/m
Keramik Spesi Plafond Utilitas Berat Total
= = = = = =
24 Kg/m² 21 Kg/m² 11 Kg/m² 25 Kg/m² 81 Kg/m² (Total x L.tributari) / Pjg.longitudinal
=
136.69 Kg/m
= =
250 Kg/m² (berat dinding x tinggi x pjg)/Pjg
=
812.5 Kg/m
DL Total
=
b.pelat+b.balok+b.total+b.dinding
=
1543.2 Kg/m
Beban Hidup (Sekolah) LL Total
= =
250 Kg/m² (Beban hidup x L.tributari)/Pjg
=
421.88 Kg/m
Kombinasi
Berat Dinding
3
Perhitungan Balok B2 (150 x 300)
Perhitungan Balok B2 (150x300) 1. Desain Balok Tulangan Rangkap (Pada Tumpuan) Panjang Balok = 4000 mm H = 300 mm B = 150 mm fy tul. Longitudinal = 400 Mpa f'c = 25 Mpa β' = 0.85 Mpa fy tul. Geser = 240 Mpa Mu total = -
= = =
34.50952 KN.m 12 mm 3 buah π x 1/4 x D.tul1² x Jml H - P - d.skg - (1/2 x D.Tul1) 12 mm 3 buah π x 1/4 x D.tul2² x Jml H - P - d.skg - D.tul1 - (1/2 x D.Tul2) 12 mm 0 buah π x 1/4 x D.tul3² x Jml H - P - d.skg - D.tul1 - D.tul2 - (1/2 x D.Tul3)
D.Tul Tarik Lapis 1 Jumlah As1 d1 D.Tul Tarik Lapis 2 Jumlah As2 d2 D.Tul Tarik Lapis 3 Jumlah As3 d3
= = = = = = = = = = = =
As total d total
= As1 + AS2 + As3 = (As1 x d1 + As2 x d2 x As3 x d3) / Astot
- D.Tul Tekan Lapis 1 fy Jumlah As' d' D.Tul Tekan Lapis 2 Jumlah As' d' As' total d' total
= = = = = = = = =
4m 0.3 m 0.15 m
12 mm 400 Mpa 3 buah π x 1/4 x D.tul² x Jml P + d.skg + (1/2 x D.tul) 12 mm 0 buah π x 1/4 x D.tul² x Jml P + d.skg + (1/2 x D.tul)
= As'1 + As'2 = (As'1 x d'1+As'2 x d'2)/As'tot
= =
339.292 mm² 261 mm
= =
339.292 mm² 224 mm
= =
0 mm² 237 mm
= =
678.584 mm² 242.5 mm
= =
339.292007 mm² 39 mm
= =
0 mm² 76 mm
= =
339.292007 mm² 39 mm
=
50.2654825 mm²
- d.sengkang fy Av P
= 8 mm = 240 Mpa = π x 1/4 x d.skg² = 25 mm
- Cek Tulangan Sisa Space
= B - (D.tul1 x Jml) - 20 x (Jml-1) - 2 x P - 2 x d.skg
= =
8 mm OK
4
Perhitungan Balok B2 (150 x 300) - Rasio Tulangan ρ ρ' ρmin 1 ρmin 2 ρb -
-
-
= = = = =
As / (B x d) As' / (B x d) √(f'c) / (4fy) 1.4 / fy (β' x 0.85 x f'c/fy) x [600/(600+fy)]
= = = = =
0.018655 0.009328 0.003125 0.005833 0.053757
Tegangan Tul. Tekan ρ - ρ' 0.009327615 = k = (β' x 0.85 x f'c x d')/[fy x d x [600/(600+fy)] = ρ - ρ' > k
= 0.021787 = Belum leleh
Tegangan Tul. Tekan fs' = 600 x {1 - [(β' x 0.85 x f'c x d')/(ρ - ρ' x fy x d)]} Menggunakan = fs' < fy
= 132.8554 = fs'
Momen Nominal a Mn
= (As x fy - As' x fy)/(0.85 x f'c x B) = [(As x fy - As' x fs') x (d - a/2)] + [As' x fy x (d-d')]
фMn
= 0.8 x Mn
= = = =
71.01391 56027413 56.02741 44.82193
mm N.mm KN.m KN.m
Syarat Mu < Mn Mu < Mn 34.50952 < 44.82193062 Kuat -
Jenis Keruntuhan ρmax ρmin < ρ ρ < ρmax
= 0.75 x ρb + ρ' x (fs' / fy) = Under Reinforce = Under Reinforce
2. Desain Balok Tulangan Tunggal (Pada Lapangan) Panjang Balok = 4000 mm H = 300 mm B = 150 mm fy = 400 Mpa f'c = 25 Mpa β' = 0.85 Mpa fy = 240 Mpa Mu total = -
D.Tul Tarik Lapis 1 Jumlah As1 d1 D.Tul Tarik Lapis 2 Jumlah As2 d2
= = = = = = = =
=
= = =
0.04341614
4m 0.3 m 0.15 m
16.22255 KN.m 12 mm 3 π x 1/4 x D.tul1² x Jml H - P - d.skg - (1/2 x D.Tul1) 12 mm 3 π x 1/4 x D.tul2² x Jml H - P - d.skg - D.tul1 - (1/2 x D.Tul2)
= =
339.292 mm² 261 mm
= =
339.292 mm² 224 mm
5
Perhitungan Balok B2 (150 x 300)
-
-
-
-
-
D.Tul Tarik Lapis 3 Jumlah As3 d3
= 12 mm = 0 = π x 1/4 x D.tul3² x Jml = H - P - d.skg - D.tul1 - D.tul2 - (1/2 x D.Tul3)
= =
0 mm² 237 mm
As d
= As1 + AS2 + As3 = (As1 x d1 + As2 x d2 x As3 x d3) / Astot
= =
678.584 mm² 242.5 mm
d.sengkang fy Av P
= 8 mm = 240 Mpa = π x 1/4 x d.skg² = 25 mm
Cek Tulangan Sisa Space
= B - (D.tul1 x Jml) - 20 x (Jml-1) - 2 x P - 2 x d.skg
Rasio Tulangan ρ ρmin 1 ρmin 2 ρb ρmaks
= = = = =
Jenis Keruntuhan ρmin < ρ ρ < ρmax
= Under Reinforce = Under Reinforce
Momen Nominal a Mn
= (As x fy) / (0.85 x f'c x B) = (As x fy) x (d - a / 2)
фMn
= 0.8 x Mn
=
50.2654825 mm²
As / (B x d) √(f'c) / (4fy) 1.4 / fy (β' x 0.85 x f'c/fy) x [600/( 600+fy)] 0,75 x ρb
= = = =
85.1556409 54265598 54.265598 43.4124784
= =
OK
8 mm
= = = = =
0.018655 0.003125 0.005833 0.053757 0.040318
mm N.mm KN.m KN.m
Syarat Mu < Mn Mu < Mn 16.22255 < 43.41247838 Kuat 3. Desain Balok Tulangan Geser - Data: Panjang Balok = Ln = Penampang Balok: b = h = Penampang Kolom: b = h =
4000 mm 3850 mm
= =
4m 3.85 m
150 mm 300 mm
= =
0.15 m 0.3 m
150 mm 300 mm
= =
0.15 m 0.3 m
6
Perhitungan Balok B2 (150 x 300) -
-
Properti Material: f'c dekking Tul. memanjang Fy Dia. Tul. Tarik Dia. Tul. Tekan Tul. geser Fy Dia. Sengkang As
25 = 25 = = Ulir 400 = 12 = 12 = = polos 240 = 8 = 50.26548246 =
Pembebanan qDL qLL
= =
-
-
lapangan
Tulangan terpasang As1 = As2 = As3 = As4 = As Lapangan = Tinggi efektif d1 d2 d3 d4 d lapangan
Cek Penampang Rasio b terhadap h b/h 0.5 Panjang balok (Ln) Ln 3850 P 53.4539 Cek Rasio Tul. ρmin1 ρmin2 ρmax
Mpa mm mm²
Mpr4
Mpr3
-
Mpa mm mm
1543.1875 Kg/m 421.875 Kg/m
Mpr1
-
Mpa mm
Mpr2
678.5840132 339.2920066 339.2920066 678.5840132 678.5840132
= = = = =
242.5 461 461 242.5 242.5
> >
0.3 0.3
mm² mm² mm² mm² mm²
mm mm mm mm mm
> 4d 1844 mm > < Ag x f'c / 10 112.5 KN
1/4 M terbesar Mpr1 > 1/4 M terbesar 64.22041893 > 16.05510473 Mpr2 > 1/4 M terbesar 73.69233435 > 16.05510473 Mpr3 1/4 M terbesar > 73.69233435 > 16.05510473 Mpr4 1/4 M terbesar > 64.22041893 > 16.05510473
-
mm² mm²
mm mm mm mm
64.2204189 73.6923344 73.6923344 64.2204189
KNm KNm KNm KNm
OK
KNm
OK
KNm
OK
KNm
OK
KNm
Jarak Sengkang Maksimum Syarat s1 = d/4 s2 = 8 x d.utama s3 = 24 x d.sengkang s4 = 300 S pakai mm = 60 Wu
= = = =
= = = =
60.625 96 192 300
mm mm mm mm
= 1,2 DL + 1.6 LL 2526.825 = Kg/m 25.26825 = KN/m
8
Perhitungan Balok B2 (150 x 300) -
Reaksi Tumpuan V Ve1
= Wu x Ln / 2 = (Mpr1 + Mpr2) + Ln 84.46287561 = = (Mpr3 + Mpr4) + Ln 84.46287561 =
Ve2
=
48.6413813 KN
=
117.309549 mm²
(Wu x Ln) 2 KN (Wu x Ln) 2 KN
Vu
=
84.46287561 KN
Vn
= Vu / φ 112.6171675 KN = 112617.1675 N =
Av
= Vu / φ x s fy x d
Jumlah kaki
= Av / As sengkang 2.333799334 = 3 Kaki =
Jadi pada daerah tumpuan : Sengkang terpasang 3 D
8 -
60
Sengkang di Daerah Lapangan Vn Tumpuan 112.6171675 KN =
294,35
X
2 x d = 881
1844 2725
X 485
=
112.6171675 1925
X
=
28.37
KN
Vn Lapangan Digunakan s
= =
28.37 150
KN mm
Av
= Vn x s fy x d
Jumlah kaki
= Av / As sengkang 0.872901569 = 1 Kaki =
Maka
=
43.8768185 mm²
9
Perhitungan Balok B2 (150 x 300) Jadi pada daerah lapangan : Sengkang terpasang 1 D
8 -
150
4. Cek Lendutan
δ Ijin δ Ijin (m) 0.0167
= L/240 > δ Balok (m) > 0.002
=
16.67
mm
OK
10
Data Perhitungan Balok B3 (150 x 250)
Data Perhitungan Balok B3 (150 x 250)
1,4DL 1,2DL + 1,6LL MAX
Tumpuan V M Kg Kgm 2578.790 1850.512 2281.400 1673.043 2578.79 1850.512
Mu (Tumpuan) Vu (Tumpuan)
= =
1850.512 Kgm 2578.79 Kg
= =
18.50512 KNm 25.7879 KN
Mu (Lapangan) Vu (Lapangan)
= =
443.665 Kgm 168.3 Kg
= =
4.43665 KNm 1.683 KN
PEMBEBANAN H B t Pelat Pjg Balok Longitudinal Pjg Balok Transversal Tinggi Bangunan Luas Tributari Area
= = = = = = =
0.25 m 0.15 m 0.12 m 5.925 m 3.5 m 3.25 m (pjg.long + 0.5) / (2 x pjg.transversal)
=
11.244 m²
Berat Beton Berat Pelat Lantai Berat Balok
= = =
2400 Kg/m³ (berat beton x t.pelat x L.tributari)/pjg (berat beton x L.kolom x Pjg.Long)/Pjg
= =
546.53 Kg/m 90 Kg/m
Keramik Spesi Plafond Utilitas Berat Total
= = = = = =
24 Kg/m² 21 Kg/m² 11 Kg/m² 25 Kg/m² 81 Kg/m² (Total x L.tributari) / Pjg.longitudinal
=
153.71 Kg/m
= =
250 Kg/m² (berat dinding x tinggi x pjg)/Pjg
=
812.5 Kg/m
DL Total
=
b.pelat+b.balok+b.total+b.dinding
=
1602.7 Kg/m
Beban Hidup (Sekolah) LL Total
= =
250 Kg/m² (Beban hidup x L.tributari)/Pjg
=
474.42 Kg/m
Kombinasi
Berat Dinding
Lapangan V M Kg Kgm 44.300 423.678 168.300 443.665 168.30 443.665
11
Perhitungan Balok B3 (150 x 250)
Perhitungan Balok B3 (150 x 250) 1. Desain Balok Tulangan Rangkap (Pada Tumpuan) Panjang Balok = 5925 mm H = 250 mm B = 150 mm fy tul. Longitudinal = 400 Mpa f'c = 25 Mpa β' = 0.85 Mpa fy tul. Geser = 240 Mpa Mu total = -
= = =
18.50512 KN.m 12 mm 3 buah π x 1/4 x D.tul1² x Jml H - P - d.skg - (1/2 x D.Tul1) 12 mm 2 buah π x 1/4 x D.tul2² x Jml H - P - d.skg - D.tul1 - (1/2 x D.Tul2) 12 mm 0 buah π x 1/4 x D.tul3² x Jml H - P - d.skg - D.tul1 - D.tul2 - (1/2 x D.Tul3)
D.Tul Tarik Lapis 1 Jumlah As1 d1 D.Tul Tarik Lapis 2 Jumlah As2 d2 D.Tul Tarik Lapis 3 Jumlah As3 d3
= = = = = = = = = = = =
As total d total
= As1 + AS2 + As3 = (As1 x d1 + As2 x d2 x As3 x d3) / Astot
- D.Tul Tekan Lapis 1 fy Jumlah As' d' D.Tul Tekan Lapis 2 Jumlah As' d' As' total d' total
= = = = = = = = =
5.925 m 0.25 m 0.15 m
12 mm 400 Mpa 3 buah π x 1/4 x D.tul² x Jml P + d.skg + (1/2 x D.tul) 12 mm 0 buah π x 1/4 x D.tul² x Jml P + d.skg + (1/2 x D.tul)
= As'1 + As'2 = (As'1 x d'1+As'2 x d'2)/As'tot
= =
339.292 mm² 211 mm
= 226.1947 mm² = 174 mm
= =
0 mm² 187 mm
= 565.4867 mm² = 196.2 mm
= =
339.292007 mm² 39 mm
= =
0 mm² 76 mm
= =
339.292007 mm² 39 mm
=
50.2654825 mm²
- d.sengkang fy Av P
= 8 mm = 240 Mpa = π x 1/4 x d.skg² = 25 mm
- Cek Tulangan Sisa Space
= B - (D.tul1 x Jml) - 20 x (Jml-1) - 2 x P - 2 x d.skg
= =
8 mm OK
12
Perhitungan Balok B3 (150 x 250) - Rasio Tulangan ρ ρ' ρmin 1 ρmin 2 ρb -
-
-
= = = = =
As / (B x d) As' / (B x d) √(f'c) / (4fy) 1.4 / fy (β' x 0.85 x f'c/fy) x [600/(600+fy)]
= = = = =
0.019215 0.011529 0.003125 0.005833 0.053757
Tegangan Tul. Tekan ρ - ρ' 0.007685854 = k = (β' x 0.85 x f'c x d')/[fy x d x [600/(600+fy)] = ρ - ρ' > k
= 0.026928 = Belum leleh
Tegangan Tul. Tekan fs' = 600 x {1 - [(β' x 0.85 x f'c x d')/(ρ - ρ' x fy x d)]} Menggunakan = fs' < fy
= -100.717 = fs'
Momen Nominal a Mn
= (As x fy - As' x fy)/(0.85 x f'c x B) = [(As x fy - As' x fs') x (d - a/2)] + [As' x fy x (d-d')]
фMn
= 0.8 x Mn
= 81.6838 mm = 35078232 N.mm = 35.07823 KN.m = 28.06259 KN.m
Syarat Mu < Mn Mu < Mn 18.50512 < 28.06258531 Kuat -
Jenis Keruntuhan ρmax ρmin < ρ ρ < ρmax
= 0.75 x ρb + ρ' x (fs' / fy) = Under Reinforce = Under Reinforce
2. Desain Balok Tulangan Tunggal (Pada Lapangan) Panjang Balok = 5925 mm H = 250 mm B = 150 mm fy = 400 Mpa f'c = 25 Mpa β' = 0.85 Mpa fy = 240 Mpa Mu total = -
D.Tul Tarik Lapis 1 Jumlah As1 d1 D.Tul Tarik Lapis 2 Jumlah As2 d2
= = = = = = = =
=
= = =
0.03741522
5.925 m 0.25 m 0.15 m
4.43665 KN.m 12 mm 3 π x 1/4 x D.tul1² x Jml H - P - d.skg - (1/2 x D.Tul1) 12 mm 2 π x 1/4 x D.tul2² x Jml H - P - d.skg - D.tul1 - (1/2 x D.Tul2)
= =
339.292 mm² 211 mm
= 226.1947 mm² = 174 mm
13
Perhitungan Balok B3 (150 x 250)
-
-
-
-
-
D.Tul Tarik Lapis 3 Jumlah As3 d3
= 12 mm = 0 = π x 1/4 x D.tul3² x Jml = H - P - d.skg - D.tul1 - D.tul2 - (1/2 x D.Tul3)
= =
As d
= As1 + AS2 + As3 = (As1 x d1 + As2 x d2 x As3 x d3) / Astot
= 565.4867 mm² = 196.2 mm
d.sengkang fy Av P
= 8 mm = 240 Mpa = π x 1/4 x d.skg² = 25 mm
Cek Tulangan Sisa Space
= B - (D.tul1 x Jml) - 20 x (Jml-1) - 2 x P - 2 x d.skg
Rasio Tulangan ρ ρmin 1 ρmin 2 ρb ρmaks
= = = = =
Jenis Keruntuhan ρmin < ρ ρ < ρmax
= Under Reinforce = Under Reinforce
Momen Nominal a Mn
= (As x fy) / (0.85 x f'c x B) = (As x fy) x (d - a / 2)
фMn
= 0.8 x Mn
=
50.2654825 mm²
As / (B x d) √(f'c) / (4fy) 1.4 / fy (β' x 0.85 x f'c/fy) x [600/( 600+fy)] 0,75 x ρb
= = = =
0 mm² 187 mm
70.9630341 36353664.4 36.3536644 29.0829315
= =
8 mm OK
= = = = =
0.019215 0.003125 0.005833 0.053757 0.040318
mm N.mm KN.m KN.m
Syarat Mu < Mn Mu < Mn 4.43665 < 29.08293151 Kuat 3. Desain Balok Tulangan Geser - Data: Panjang Balok = Ln = Penampang Balok: b = h = Penampang Kolom: b = h =
5925 mm 5775 mm
= =
5.925 m 5.775 m
150 mm 250 mm
= =
0.15 m 0.25 m
150 mm 300 mm
= =
0.15 m 0.3 m
14
Perhitungan Balok B3 (150 x 250) -
-
Properti Material: f'c dekking Tul. memanjang Fy Dia. Tul. Tarik Dia. Tul. Tekan Tul. geser Fy Dia. Sengkang As
25 = 25 = = Ulir 400 = 12 = 12 = = polos 240 = 8 = 50.26548246 =
Pembebanan qDL qLL
= =
-
-
lapangan
Mpr2
Tulangan terpasang As1 As2 As3 As4 As Lapangan
= = = = =
565.4866776 339.2920066 339.2920066 565.4866776 565.4866776
Tinggi efektif d1 d2 d3 d4 d lapangan
= = = = =
196.2 461 461 196.2 196.2
> >
0.3 0.3
Cek Penampang Rasio b terhadap h b/h 0.6 Panjang balok (Ln) Ln 5775 P 53.4539 Cek Rasio Tul. ρmin1 ρmin2 ρmax
Mpa mm mm²
Mpr4
Mpr3
-
Mpa mm mm
1543.1875 Kg/m 421.875 Kg/m
Mpr1
-
Mpa mm
mm² mm² mm² mm² mm²
mm mm mm mm mm
> 4d 1844 mm > < Ag x f'c / 10 93.75 KN
1/4 M terbesar Mpr1 > 1/4 M terbesar 42.93403984 > 10.73350996 Mpr2 1/4 M terbesar > 73.69233435 > 10.73350996 Mpr3 > 1/4 M terbesar 73.69233435 > 10.73350996 Mpr4 > 1/4 M terbesar 42.93403984 > 10.73350996
-
mm² mm²
mm mm mm mm
42.9340398 73.6923344 73.6923344 42.9340398
KNm KNm KNm KNm
OK
KNm
OK
KNm
OK
KNm
OK
KNm
Jarak Sengkang Maksimum Syarat s1 = d/4 s2 = 8 x d.utama s3 = 24 x d.sengkang s4 300 = S pakai 50 mm = Wu
= = = =
= = = =
49.05 96 192 300
mm mm mm mm
= 1,2 DL + 1,6 LL 2526.825 = Kg/m 25.26825 = KN/m
16
Perhitungan Balok B3 (150 x 250) -
Reaksi Tumpuan V Ve1
= Wu x Ln / 2 = (Mpr1 + Mpr2) + Ln 93.15711502 = = (Mpr3 + Mpr4) + Ln 93.15711502 =
Ve2
=
72.9620719 KN
=
129.384882 mm²
(Wu x Ln) 2 KN (Wu x Ln) 2 KN
Vu
=
93.15711502 KN
Vn
= Vu / φ 124.2094867 KN = 124209.4867 N =
Av
= Vu / φ x s fy x d
Jumlah kaki
= Av / As sengkang 2.574030441 = 3 Kaki =
Jadi pada daerah tumpuan : Sengkang terpasang 3 D
8 -
50
Sengkang di Daerah Lapangan Vn Tumpuan 124.2094867 KN =
294,35
X
2 x d = 881
1844 2725
X 392.4
=
124.2094867 2887.5
X
=
16.88
KN
Vn Lapangan Digunakan s
= =
16.88 150
KN mm
Av
= Vn x s fy x d
Jumlah kaki
= Av / As sengkang 0.641836162 = 1 Kaki =
Maka
=
32.2622043 mm²
17
Perhitungan Balok B3 (150 x 250)
Jadi pada daerah lapangan : Sengkang terpasang 1 D
8 -
150
4. Cek Lendutan
δ Ijin δ Ijin (m) 0.0247
= L/240 > δ Balok (m) > 0.002
=
24.69
mm
OK
18
Data Perhitungan Balok Sloof (150 x 300)
Data Perhitungan Balok Sloof (150 x 300)
1,4DL 1,2DL + 1,6LL MAX
Tumpuan V M Kg Kgm 2700.550 1880.937 2313.850 1611.023 2700.55 1880.937
Mu (Tumpuan) Vu (Tumpuan)
= =
1880.937 Kgm 2700.55 Kg
= =
18.80937 KNm 27.0055 KN
Mu (Lapangan) Vu (Lapangan)
= =
942.456 Kgm 122.84 Kg
= =
9.42456 KNm 1.2284 KN
PEMBEBANAN H B t Pelat Pjg Balok Longitudinal Pjg Balok Transversal Tinggi Bangunan Luas Tributari Area
= = = = = = =
0.3 m 0.15 m 0.12 m 4m 3m 3.25 m (pjg.long + 0.5) / (2 x pjg.transversal)
=
6.75 m²
Berat Beton Berat Pelat Lantai Berat Balok
= = =
2400 Kg/m³ (berat beton x t.pelat x L.tributari)/pjg (berat beton x L.kolom x Pjg.Long)/Pjg
= =
486 Kg/m 108 Kg/m
Keramik Spesi Plafond Utilitas Berat Total
= = = = = =
24 Kg/m² 21 Kg/m² 11 Kg/m² 25 Kg/m² 81 Kg/m² (Total x L.tributari) / Pjg.longitudinal
=
136.69 Kg/m
= =
250 Kg/m² (berat dinding x tinggi x pjg)/Pjg
=
812.5 Kg/m
DL Total
=
b.pelat+b.balok+b.total+b.dinding
=
1543.2 Kg/m
Beban Hidup (Sekolah) LL Total
= =
250 Kg/m² (Beban hidup x L.tributari)/Pjg
=
421.88 Kg/m
Kombinasi
Berat Dinding
Lapangan V M Kg Kgm 122.840 942.456 104.380 807.220 122.84 942.456
19
Perhitungan Balok Sloof (150 x 300)
Perhitungan Balok Sloof (150 x 300) 1. Desain Balok Tulangan Rangkap (Pada Tumpuan) Panjang Balok = 4000 mm H = 300 mm B = 150 mm fy tul. Longitudinal = 400 Mpa f'c = 25 Mpa β' = 0.85 Mpa fy tul. Geser = 240 Mpa Mu total = -
= = =
18.80937 KN.m 12 mm 2 buah π x 1/4 x D.tul1² x Jml H - P - d.skg - (1/2 x D.Tul1) 12 mm 2 buah π x 1/4 x D.tul2² x Jml H - P - d.skg - D.tul1 - (1/2 x D.Tul2) 12 mm 0 buah π x 1/4 x D.tul3² x Jml H - P - d.skg - D.tul1 - D.tul2 - (1/2 x D.Tul3)
D.Tul Tarik Lapis 1 Jumlah As1 d1 D.Tul Tarik Lapis 2 Jumlah As2 d2 D.Tul Tarik Lapis 3 Jumlah As3 d3
= = = = = = = = = = = =
As total d total
= As1 + AS2 + As3 = (As1 x d1 + As2 x d2 x As3 x d3) / Astot
- D.Tul Tekan Lapis 1 fy Jumlah As' d' D.Tul Tekan Lapis 2 Jumlah As' d' As' total d' total
= = = = = = = = =
4m 0.3 m 0.15 m
12 mm 400 Mpa 2 buah π x 1/4 x D.tul² x Jml P + d.skg + (1/2 x D.tul) 12 mm 0 buah π x 1/4 x D.tul² x Jml P + d.skg + (1/2 x D.tul)
= As'1 + As'2 = (As'1 x d'1+As'2 x d'2)/As'tot
= 226.1947 mm² = 261 mm
= 226.1947 mm² = 224 mm
= =
0 mm² 237 mm
= 452.3893 mm² = 242.5 mm
= =
226.194671 mm² 39 mm
= =
0 mm² 76 mm
= =
226.194671 mm² 39 mm
=
50.2654825 mm²
- d.sengkang fy Av P
= 8 mm = 240 Mpa = π x 1/4 x d.skg² = 25 mm
- Cek Tulangan Sisa Space
= B - (D.tul1 x Jml) - 20 x (Jml-1) - 2 x P - 2 x d.skg
= =
40 mm OK
20
Perhitungan Balok Sloof (150 x 300) - Rasio Tulangan ρ ρ' ρmin 1 ρmin 2 ρb -
-
-
= = = = =
As / (B x d) As' / (B x d) √(f'c) / (4fy) 1.4 / fy (β' x 0.85 x f'c/fy) x [600/(600+fy)]
= = = = =
0.012437 0.006218 0.003125 0.005833 0.053757
Tegangan Tul. Tekan ρ - ρ' 0.00621841 = k = (β' x 0.85 x f'c x d')/[fy x d x [600/(600+fy)] = ρ - ρ' > k
= 0.021787 = Belum leleh
Tegangan Tul. Tekan fs' = 600 x {1 - [(β' x 0.85 x f'c x d')/(ρ - ρ' x fy x d)]} Menggunakan = fs' < fy
= -100.717 = fs'
Momen Nominal a Mn
= (As x fy - As' x fy)/(0.85 x f'c x B) = [(As x fy - As' x fs') x (d - a/2)] + [As' x fy x (d-d')]
фMn
= 0.8 x Mn
= = = =
63.91761 38259047 38.25905 30.60724
mm N.mm KN.m KN.m
Syarat Mu < Mn Mu < Mn 18.80937 < 30.60723787 Kuat -
Jenis Keruntuhan ρmax ρmin < ρ ρ < ρmax
= 0.75 x ρb + ρ' x (fs' / fy) = Under Reinforce = Under Reinforce
2. Desain Balok Tulangan Tunggal (Pada Lapangan) Panjang Balok = 4000 mm H = 300 mm B = 150 mm fy = 400 Mpa f'c = 25 Mpa β' = 0.85 Mpa fy = 240 Mpa Mu total = -
D.Tul Tarik Lapis 1 Jumlah As1 d1 D.Tul Tarik Lapis 2 Jumlah As2 d2
= = = = = = = =
=
= = =
0.03875233
4m 0.3 m 0.15 m
9.42456 KN.m 12 mm 2 π x 1/4 x D.tul1² x Jml H - P - d.skg - (1/2 x D.Tul1) 12 mm 2 π x 1/4 x D.tul2² x Jml H - P - d.skg - D.tul1 - (1/2 x D.Tul2)
= 226.1947 mm² = 261 mm
= 226.1947 mm² = 224 mm
21
Perhitungan Balok Sloof (150 x 300)
-
-
-
-
-
D.Tul Tarik Lapis 3 Jumlah As3 d3
= 12 mm = 0 = π x 1/4 x D.tul3² x Jml = H - P - d.skg - D.tul1 - D.tul2 - (1/2 x D.Tul3)
= =
As d
= As1 + AS2 + As3 = (As1 x d1 + As2 x d2 x As3 x d3) / Astot
= 452.3893 mm² = 242.5 mm
d.sengkang fy Av P
= 8 mm = 240 Mpa = π x 1/4 x d.skg² = 25 mm
Cek Tulangan Sisa Space
= B - (D.tul1 x Jml) - 20 x (Jml-1) - 2 x P - 2 x d.skg
Rasio Tulangan ρ ρmin 1 ρmin 2 ρb ρmaks
= = = = =
Jenis Keruntuhan ρmin < ρ ρ < ρmax
= Under Reinforce = Under Reinforce
Momen Nominal a Mn
= (As x fy) / (0.85 x f'c x B) = (As x fy) x (d - a / 2)
фMn
= 0.8 x Mn
=
50.2654825 mm²
As / (B x d) √(f'c) / (4fy) 1.4 / fy (β' x 0.85 x f'c/fy) x [600/( 600+fy)] 0,75 x ρb
= = = =
0 mm² 237 mm
56.7704272 38745298.9 38.7452989 30.9962392
= =
40 mm OK
= = = = =
0.012437 0.003125 0.005833 0.053757 0.040318
mm N.mm KN.m KN.m
Syarat Mu < Mn Mu < Mn 9.42456 < 30.99623915 Kuat 3. Desain Balok Tulangan Geser - Data: Panjang Balok = Ln = Penampang Balok: b = h = Penampang Pondasi: b = h =
4000 mm 3850 mm
= =
4m 3.85 m
150 mm 300 mm
= =
0.15 m 0.3 m
150 mm 300 mm
= =
0.15 m 0.3 m
22
Perhitungan Balok Sloof (150 x 300) -
-
Properti Material: f'c dekking Tul. memanjang Fy Dia. Tul. Tarik Dia. Tul. Tekan Tul. geser Fy Dia. Sengkang As
25 = 25 = = Ulir 400 = 12 = 12 = = polos 240 = 8 = 50.26548246 =
Pembebanan qDL qLL
= =
-
-
Mpr2
lapangan
Tulangan terpasang As1 As2 As3 As4 As Lapangan
= = = = =
452.3893421 226.1946711 226.1946711 452.3893421 452.3893421
Tinggi efektif d1 d2 d3 d4 d lapangan
= = = = =
242.5 461 461 242.5 242.5
> >
0.3 0.3
Cek Penampang Rasio b terhadap h b/h 0.5 Panjang balok (Ln) Ln 3850 P 53.4539 Cek Rasio Tul. ρmin1 ρmin2 ρmax
Mpa mm mm²
Mpr4
Mpr3
-
Mpa mm mm
1543.1875 Kg/m 421.875 Kg/m
Mpr1
-
Mpa mm
mm² mm² mm² mm² mm²
mm mm mm mm mm
> 4d 1844 mm > < Ag x f'c / 10 112.5 KN
1/4 M terbesar Mpr1 > 1/4 M terbesar 46.82647766 > 11.70661941 Mpr2 1/4 M terbesar > 50.13143916 > 11.70661941 Mpr3 > 1/4 M terbesar 50.13143916 > 11.70661941 Mpr4 > 1/4 M terbesar 46.82647766 > 11.70661941
-
mm² mm²
mm mm mm mm
46.8264777 50.1314392 50.1314392 46.8264777
KNm KNm KNm KNm
OK
KNm
OK
KNm
OK
KNm
OK
KNm
Jarak Sengkang Maksimum Syarat s1 = d/4 s2 = 8 x d.utama s3 = 24 x d.sengkang s4 300 = S pakai 60 mm = Wu
= = = =
= = = =
60.625 96 192 300
mm mm mm mm
= 1,2 DL + 1 LL 2273.7 = Kg/m 22.737 = KN/m
24
Perhitungan Balok Sloof (150 x 300) -
Reaksi Tumpuan V Ve1
= Wu x Ln / 2 = (Mpr1 + Mpr2) + Ln 68.9525995 = = (Mpr3 + Mpr4) + Ln 68.9525995 =
Ve2
=
43.768725 KN
=
95.7674993 mm²
(Wu x Ln) 2 KN (Wu x Ln) 2 KN
Vu
=
68.9525995 KN
Vn
= Vu / φ 91.93679933 KN = 91936.79933 N =
Av
= Vu / φ x s fy x d
Jumlah kaki
= Av / As sengkang 1.905233863 = 2 Kaki =
Jadi pada daerah tumpuan : Sengkang terpasang 2 D
8 -
60
Sengkang di Daerah Lapangan Vn Tumpuan 91.93679933 KN = 294,35
X 2 x d = 881
1844 2725
X 485
=
91.93679933 1925
X
=
23.16
KN
Vn Lapangan Digunakan s
= =
23.16 150
KN mm
Av
= Vn x s fy x d
Jumlah kaki
= Av / As sengkang 0.712606951 = 1 Kaki =
Maka
=
35.8195322 mm²
25
Perhitungan Balok Sloof (150 x 300) Jadi pada daerah lapangan : Sengkang terpasang 1 D
8 -
150
4. Cek Lendutan
δ Ijin δ Ijin (m) 0.0167
= L/240 > δ Balok (m) > 0.002
=
16.67
mm
OK
26
Tabel Hasil Perhitungan Balok Tabel Hasil Perhitungan Balok B2
B3
4000
5925
Tipe Balok Panjang Balok (mm) Dimensi Balok (mm)
150
Lokasi
Tumpuan
x
300
150
Lapangan
x
250
Tumpuan
Lapangan
Tulangan Atas
6
D 12
3
D 12
5
D 12
3
D 12
Tulangan Bawah
3
D 12
6
D 12
3
D 12
5
D 12
D
8
D
8
D
8
D
8
Tulangan Geser
3
-
60
1
-
3
-
50
1
-
150
SLOOF
Tipe Balok
4000
Panjang Balok (mm) 150
Dimensi Balok (mm)
x
300
Tumpuan
Lokasi
Lapangan
Tulangan Atas
4
D 12
2
D 12
Tulangan Bawah
2
D 12
4
D 12
D
8
D
8
Tulangan Geser
150
2
-
60
1
-
150
27
PERHITUNGAN KOLOM
Data Gaya-Gaya Dalam Kolom Data Gaya-Gaya Dalam Kolom 1. KOLOM 150X300 Hasil Perhitungan Dari Program ETABS : P Kombinasi Kgf 1,4DL 15569.49 1,2DL + 1,6LL 16423.04 MAX 16423.04 Mu Pu
= = = =
V Kgf 170.33 186.43 186.43 119.754 1.19754 16423.04 164.2304
M P Kgm KN 119.754 155.6949 95.741 164.2304 119.754 164.2304
V KN 1.7033 1.8643 1.8643
M KNm 1.19754 0.95741 1.19754
V KN 0.0623 0.0638 0.0638
M KNm 1.91578 1.7666 1.91578
V KN 0.2706 0.2364 0.2706
M KNm 0.93253 0.8492 0.93253
Kgm KNm Kg KN
2. KOLOM 150 X 250 Hasil Perhitungan Dari Program ETABS : P Kombinasi Kgf 1,4DL 12593.34 1,2DL + 1,6LL 12398.57 MAX 12593.34 Mu Pu
= = = =
V Kgf 6.23 6.38 6.38 191.578 1.91578 12593.34 125.9334
M P Kgm KN 191.578 125.9334 176.66 123.9857 191.578 125.9334 Kgm KNm Kg KN
3. KOLOM 150 X 200 Hasil Perhitungan Dari Program ETABS : P Kombinasi Kgf 1,4DL 11239.83 1,2DL + 1,6LL 10844.73 MAX 11239.83 Mu Pu
= = = =
V Kgf 27.06 23.64 27.06 93.253 0.93253 11239.83 112.3983
M P Kgm KN 93.253 112.3983 84.92 108.4473 93.253 112.3983 Kgm KNm Kg KN
28
Perhitungan Kolom Struktur 150 X 300 Perhitungan Kolom Struktur 150 X 300 - Dimensi balok B2 b h Ln -
= = =
Tul. Tumpuan Atas (-) a(mm) Mn Bawah (+) a(mm) Mn
- Data Kolom C24 : b h Ln Dekking Tul. Terpasang f'c fy Sengkang fy
150 mm 300 mm 2.85 m B2 D 71.0139 44.8219 D 85.1556 43.4125
6
3
= = = = = = = = =
- Dimensi baloK B3 b = h = Ln =
150 300 3.25 30 12 25 400
mm mm m mm D Mpa Mpa D 240 Mpa
12 mm KNm 12 mm KNm
5
3
12
mm
8
mm
150 mm 250 mm 5.775 m
B3 D 81.684 28.063 D 70.963 29.083
12 mm KNm 12 mm KNm
- Hasil Perhitungan Dari Program ETABS Gaya Maksimum
Nilai
Mu (KNm) Pu (KN)
1.1975 164.23
- Dari diagram interaksi didapatkan Mn = 51.85 KNm (dari PCA COL) d balok = h balok - t.selimut - dia skg - dia tul balok hc = h balok - 2 x t.selimut - 2 x dia skg Ag = b kolom x h kolom b' kolom = b kolom - 2 x t.selimut - 2 x dia skg h' kolom = h kolom - 2 x t.selimut - 2 x dia skg Ac = b' kolom x h' kolom - Cek Gaya Aksial (Pu) Pu > 0,1.Ag.f'c 164.2304 > 112.5 kN - Cek Dimensi Penampang b/h = - Cek Rasio Tulangan ρ ρmin ρmax ρmin < ρ < ρmax
= = =
= = = = = =
256 224 45000 74 224 16576
mm mm mm²
mm²
OK
0.5 >
0.4
OK
0.0344 (dari PCA COL) 0.01 0.06 OK
29
Perhitungan Kolom Struktur 150 X 300 - Cek Kekuatan Kolom thd. Balok ΣMe > 6/5 ΣMg ΣMe = 2 x Mn ΣMg1 = Mn1 + Mn4 ΣMg2 = Mn2 + Mn3 ΣMg = Mg max 6/5ΣMg ΣMe > 6/5ΣMg 103.7 > 88.686 KNm - Perhitungan Tul. Geser Mpr kolom ΣMpr kolom Ve Ve/φ Vn
= = = = =
51.85 KNm 2 x Mpr kolom ΣMpr kolom / Ln Ve / 0,75 Ve/φ
- Jarak Sengkang Maksimal s = h/2 s = 6D s = 100 s dipakai = s min
= = = = =
103.7 73.9049 71.4751 73.9049 88.6858
KNm KNm KNm KNm KNm
(dari PCA COL) = 103.7 = 31.9077 42.5436 = 42.5436 =
KNm KN KN KN
= = = =
mm mm mm mm
OK
75 72 100 70
Av
= Vn.s/(fy.d) = 48.471 mm²
Ash1 Ash2 Ash yang digunakan
= 0,3 x s x hc x (f'c / fy) x (Ag / Ac -1) = 0,09 x [s x Ac (f'c / fy)] = Ash max
= = =
504.142 mm² 88.2 mm² 504.142 mm²
= = =
50.2655 mm² 10.0296 kaki 12 kaki
- Cek Av thd. Ash untuk Penentuan Hoops Av < Ash 48.47 < 504.14 mm² Digunakan Ash = 504.14 mm² Luas sengkang 1 kaki Jumlah Kaki - Penentuan lo lo lo lo Digunakan lo
= 1 /4 x pi x D² = Ash / Luas sengkang 1 kaki
= Ln / 6 = = h = = 500 mm = lo max = =
541.67 mm 300 mm 541.67 mm 600 mm
30
Perhitungan Kolom Struktur 150 X 300 Gambar interaksi kolom menggunakan program pca Column (fy = 400)
31
Perhitungan Kolom Struktur 150 X 250 Perhitungan Kolom Struktur 150 X 250 - Dimensi balok B2 b h Ln -
= = =
Tul. Tumpuan Atas (-) a(mm) Mn Bawah (+) a(mm) Mn
- Data Kolom C24 : b h Ln Dekking Tul. Terpasang f'c fy Sengkang fy
150 mm 300 mm 1.85 m B2 D 71.0139 44.8219 D 85.1556 43.4125
6
3
= = = = = = = = =
- Dimensi baloK B2 b = h = Ln =
150 250 3.25 30 10 25 400
mm mm m mm D Mpa Mpa D 240 Mpa
12 mm KNm 12 mm KNm
6
3
12
mm
8
mm
150 mm 300 mm 1.6 m
B2 D 71.014 44.822 D 85.156 43.412
12 mm KNm 12 mm KNm
- Hasil Perhitungan Dari Program ETABS Gaya Maksimum Mu (KNm) Pu (KN)
Nilai 1.9158 125.93
- Dari diagram interaksi didapatkan Mn = 34.03 KNm (dari PCA COL) d balok = h balok - t.selimut - dia skg - dia tul balok hc = h balok - 2 x t.selimut - 2 x dia skg Ag = b kolom x h kolom b' kolom = b kolom - 2 x t.selimut - 2 x dia skg h' kolom = h kolom - 2 x t.selimut - 2 x dia skg Ac = b' kolom x h' kolom - Cek Gaya Aksial (Pu) Pu > 0,1.Ag.f'c 125.9334 > 93.75 kN - Cek Dimensi Penampang b/h =
0.6 >
= = = = = =
256 174 37500 74 174 12876
mm mm mm²
mm²
OK
0.4
OK
32
Perhitungan Kolom Struktur 150 X 250 - Cek Rasio Tulangan ρ ρmin ρmax ρmin < ρ < ρmax
- Perhitungan Tul. Geser Mpr kolom ΣMpr kolom Ve Ve/φ Vn
= = =
0.0344 (dari PCA COL) 0.01 0.06 OK
= = = = =
34.03 KNm 2 x Mpr kolom ΣMpr kolom / Ln Ve / 0,75 Ve/φ
- Jarak Sengkang Maksimal s = h/2 s = 6D s = 100 s dipakai = s min
(dari PCA COL) = 68.06 = 20.9415 27.9221 = 27.9221 =
KNm KN KN KN
= = = =
mm mm mm mm
75 72 100 70
Av
= Vn.s/(fy.d) = 31.812 mm²
Ash1 Ash2 Ash yang digunakan
= 0,3 x s x hc x (f'c / fy) x (Ag / Ac -1) = 0,09 x [s x Ac (f'c / fy)] = Ash max
= = =
436.743 mm² 68.5125 mm² 436.743 mm²
= = =
50.2655 mm² 8.68873 kaki 10 kaki
- Cek Av thd. Ash untuk Penentuan Hoops Av < Ash 31.81 < 436.74 mm² Digunakan Ash = 436.74 mm² Luas sengkang 1 kaki Jumlah Kaki - Penentuan lo lo lo lo Digunakan lo
= 1 /4 x pi x D² = Ash / Luas sengkang 1 kaki
= Ln / 6 = = h = = 500 mm = lo max = =
541.67 mm 250 mm 541.67 mm 600 mm
33
Perhitungan Kolom Struktur 150 X 250 Gambar interaksi kolom menggunakan program pca Column (fy = 400)
34
Perhitungan Kolom Struktur 150 X 200 Perhitungan Kolom Struktur 150 X 200 - Dimensi balok B2 b h Ln -
= = =
Tul. Tumpuan Atas (-) a(mm) Mn Bawah (+) a(mm) Mn
- Data Kolom C24 : b h Ln Dekking Tul. Terpasang f'c fy Sengkang fy
150 mm 300 mm 2.125 m
5
3
= = = = = = = = =
- Dimensi baloK B3 b = h = Ln =
B3 D 81.6838 28.0626 D 70.963 29.0829
150 200 3.25 30 8 25 400
mm mm m mm D Mpa Mpa D 240 Mpa
12 mm KNm 12 mm KNm
5
2
12
mm
8
mm
150 mm 250 mm 0.35 m
B3 D 81.684 28.063 D 70.963 29.083
12 mm KNm 16 mm KNm
- Hasil Perhitungan Dari Program ETABS Gaya Maksimum Mu (KNm) Pu (KN)
Nilai 0.9325 112.4
- Dari diagram interaksi didapatkan Mn = 16.98 KNm (dari PCA COL) d balok = h balok - t.selimut - dia skg - dia tul balok hc = h balok - 2 x t.selimut - 2 x dia skg Ag = b kolom x h kolom b' kolom = b kolom - 2 x t.selimut - 2 x dia skg h' kolom = h kolom - 2 x t.selimut - 2 x dia skg Ac = b' kolom x h' kolom - Cek Gaya Aksial (Pu) Pu > 0,1.Ag.f'c 112.3983 > 75 kN - Cek Dimensi Penampang b/h =
0.75 >
= = = = = =
256 124 30000 74 124 9176
mm mm mm²
mm²
OK
0.4
OK
35
Perhitungan Kolom Struktur 150 X 200 - Cek Rasio Tulangan ρ ρmin ρmax ρmin < ρ < ρmax
- Perhitungan Tul. Geser Mpr kolom ΣMpr kolom Ve Ve/φ Vn
= = =
0.0344 (dari PCA COL) 0.01 0.06 OK
= = = = =
16.98 KNm 2 x Mpr kolom ΣMpr kolom / Ln Ve / 0,75 Ve/φ
- Jarak Sengkang Maksimal s = h/2 s = 6D s = 100 s dipakai = s min
(dari PCA COL) = 33.96 = 10.4492 13.9323 = 13.9323 =
KNm KN KN KN
= = = =
mm mm mm mm
75 72 100 70
Av
= Vn.s/(fy.d) = 15.873 mm²
Ash1 Ash2 Ash yang digunakan
= 0,3 x s x hc x (f'c / fy) x (Ag / Ac -1) = 0,09 x [s x Ac (f'c / fy)] = Ash max
= = =
369.345 mm² 48.825 mm² 369.345 mm²
= = =
50.2655 mm² 7.34788 kaki 8 kaki
- Cek Av thd. Ash untuk Penentuan Hoops Av < Ash 15.87 < 369.34 mm² Digunakan Ash = 369.34 mm² Luas sengkang 1 kaki Jumlah Kaki - Penentuan lo lo lo lo Digunakan lo
= 1 /4 x pi x D² = Ash / Luas sengkang 1 kaki
= Ln / 6 = = h = = 500 mm = lo max = =
541.67 mm 200 mm 541.67 mm 600 mm
36
Perhitungan Kolom Struktur 150 X 200 Gambar interaksi kolom menggunakan program pca Column (fy = 400)
37
Tabel Hasil Perhitungan Kolom Tabel Hasil Perhitungan Kolom Tipe Kolom Tinggi Kolom (mm) Dimensi Kolom (mm) ρ Lokasi Tulangan Utama Tulangan Geser
Kolom 150 x 300 3250 150 x 300 0.0344 Sepanjang lo Lapangan 12 D 12 12 D 12 φ 8 - 70 0 D 8 - 70
Tipe Kolom Tinggi Kolom (mm) Dimensi Kolom (mm) ρ Lokasi Tulangan Utama Tulangan Geser
Kolom 150 x 300 3250 150 x 200 0.0344 Sepanjang lo Lapangan 8 D 12 8 D 12 φ 8 - 70 φ 8 - 70
Kolom 150 x 250 3250 150 x 250 0.0344 Sepanjang lo Lapangan 10 D 12 10 D 12 φ 8 - 70 D 8 - 70
38
PERHITUNGAN PLAT LANTAI
PERHITUNGAN PELAT LANTAI t:120 mm (FLOOR DECK) PERHITUNGAN PELAT LANTAI t:120 mm (FLOOR DECK) 1 Data Perencanaan Tebal Pelat
Berat Beton Berat Floor Deck Keramik Spesi Plafond utilitas
= = = = = = =
2 Analisa pembebanan - Beban Mati (qDL) Keramik Spesi Plafond utilitas Total
= = = = =
Beban Hidup (qLL)
=
-
Kombinasi Pembebanan 1DL 1.2 DL + 1.6 LL
120 mm 3 2400 kg/m 10.15 Kg/m² 24 Kg/m² 21 Kg/m² 11 Kg/m² 25 Kg/m²
24 21 11 25 81
Kg/m² Kg/m² Kg/m² Kg/m² Kg/m²
200 Kg/m² Load 81 417.2
3 Beban maksimum yang digunakan -
417.2 Kg/m² = Bentang menerus tulangan negative Load yang dipakai
=
2 4.99 cm /m
=
499 mm2/m
39
PERHITUNGAN PELAT LANTAI t:120 mm (FLOOR DECK) 4 Perhitungan tulangan negatif Perhitungan tulangan positif diabaikan karena floordeck dapat menggantikan tulangan positif pada plat lantai. -
Bentang menerus tulangan negative Tulangan rencana ф
As
= = =
-
Banyaknya tulangan tiap 1 meter
= = = =
-
Jarak tulangan tarik
= =
4.99 8
cm2/m mm
=
499 mm2/m
πd² 50.2655 A As 499 50.2655 9.92729 1000 10 100
~
10 Buah
mm
-
Jarak Tulangan negatif yang dipakai
=
φ 8 - 100 mm
-
Tebal floordeck yang dipakai
=
0.75 mm
40
PERHITUNGAN DAK BETON t:100 mm (FLOOR DECK) PERHITUNGAN DAK BETON t:100 mm (FLOOR DECK) 1 Data Perencanaan Tebal Pelat
Berat Beton Berat Floor Deck Waterproofing Spesi (1 cm) Plafond utilitas
= = = = = = =
2 Analisa pembebanan - Beban Mati (qDL) Waterproofing Spesi (1 cm) Plafond utilitas Total
= = = = =
Beban Hidup (qLL)
=
-
Kombinasi Pembebanan 1DL 1.2 DL + 1.6 LL
100 mm 3 2400 kg/m 10.15 Kg/m² 5 Kg/m² 21 Kg/m² 11 Kg/m² 25 Kg/m²
5 21 11 25 62
Kg/m² Kg/m² Kg/m² Kg/m² Kg/m²
100 Kg/m² Load 62 234.4
3 Beban maksimum yang digunakan = 234.4 Kg/m² - Load yang dipakai - Bentang menerus tulangan negative =
2 2.7 cm /m
=
270 mm2/m
41
PERHITUNGAN DAK BETON t:100 mm (FLOOR DECK) 4 Perhitungan tulangan negatif Perhitungan tulangan positif diabaikan karena floordeck dapat menggantikan tulangan positif pada plat lantai. - Bentang menerus tulangan negative - Tulangan rencana ф - As
= = =
- Banyaknya tulangan tiap 1 meter
= = = =
- Jarak tulangan tarik
= =
2.7 8
cm2/m mm
=
270 mm2/m
πd² 50.2655 A As 270 50.2655 5.37148
~
6 Buah
1000 6 166.667 mm
- Jarak Tulangan negatif yang dipakai
=
φ 8 - 150 mm
- Tebal floordeck yang dipakai
=
0.75 mm
42
PERHITUNGAN PONDASI
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