Upload
ricky-imanda
View
104
Download
6
Embed Size (px)
DESCRIPTION
Perhitungan Struktur Gedung Tingkat Tinggi
Citation preview
REKAPITULASI PENULANGAN BALOKProyek :
Tump.Tul Atas Lap.Tul Atas Tump.Tul Atas Tump.Tul Atas Lap.Tul Atas Tump.Tul Atas
No balok No. Btg Mt kgm Ml kgm N kg Tump.Tul Torsi Lap.Tul Torsi Tump.Tul Torsi No balok No. Btg Mt kgm Ml kgm N kg Tump.Tul Torsi Lap.Tul Torsi Tump.Tul Torsi
Dimensi ETABS Tump.Tul Bawah Lap.Tul Bawah Tump.Tul Bawah Dimensi ETABS Tump.Tul Bawah Lap.Tul Bawah Tump.Tul Bawah
Tul Begel Tul Begel Tul Begel Tul Begel Tul Begel Tul Begel
KONTROL LUAS TULANGAN Proyek : Rumah Tinggal Bapak Ronald Manyar Surabaya
Kode KP K1a K1b K1c K1d K2a K2b
b (mm) 130 600 650 300 D 150 150h (mm) 130 150 150 300 300 300 650Ag (mm2) 16900 90000 97500 90000 70714.29 45000 97500jml (bh) 4 8 8 12 6 4 8d (mm) 10 13 13 16 13 13 13A (mm2) 314.2857 1062.286 1062.286 2413.714 796.7143 531.1429 1062.286
% 1.86% 1.18% 1.09% 2.68% 1.13% 1.18% 1.09%
Kode K1d SLOOF B1a B1b B1c B1d B1e
b (mm) D 130 150 150 150 200 200h (mm) 300 400 550 500 500 400 350Ag (mm2) 70714.29 52000 82500 75000 75000 80000 70000jml (bh) 6 6 7 7 6 8 6d (mm) 13 13 16 13 13 13 13A (mm2) 796.7143 796.7143 1408 929.5 796.7143 1062.286 796.7143
% 1.13% 1.53% 1.71% 1.24% 1.06% 1.33% 1.14%
Kode B1f B1g B2a B2b B1c
b (mm) 150 150 150 150 130h (mm) 250 400 400 300 130Ag (mm2) 37500 60000 60000 45000 16900jml (bh) 5 5 5 4 4d (mm) 13 13 12 12 10A (mm2) 663.9286 663.9286 565.7143 452.5714 314.2857
% 1.77% 1.11% 0.94% 1.01% 1.86%
Perhitungan Kolom Dengan Daktilitas Terbatas
Data :* Nama Kolom C4* Dimensi Kolom h : 300 mm
b : 500 mm* Selimut Beton : 65 mm* Kualitas beton K 225 Mpa* fy : 400 Mpa* f'c ( 0.083*K Beton ) : 25 Mpa* Diameter : Tulangan : 22 mm
Sengkang : 10 mm* d' : 86 mm* d : 214 mm* d'/h : 0.28666667* Nu : 800 kN 74535* Mu 240 kNm 122623380* Vu 0 kN* Ag 1500 cm2 150000 mm2
Perhitungan tulangan kolom* 20718.75 0.65
25500 0.8* 478125 0.85* Nu 0.38612368 0.65
* Nu 0.31372549 0.8
* Mu 0.501960784
* r : 0.0175 %( Iterasi Kolom CUR IV )
* b : 1( Iterasi Kolom CUR IV )
* r 0.000175
* As 26.25 mm2
* Atul 380.2857143 mm21/4*22/7*D2
* n Tul 0.069027047 D 22* n Pakai 2 D 25
Perhitungan tulangan geser* Diameter sengkang : 10 mm* fy sengkang 240 Mpa* Vc 89.16666667 kN
* Vn 0 kNVu/0.6
* Vn < Vc0 < 240
Memakai tulangan geser min* S min : 107
f.Ag.0.85.fc’ untuk funtuk f
f.Ag.0.5.fc’.h untuk funtuk f
f.Ag.0.85.fc’untuk f
f.Ag.0.85.fc’
f.Ag.0.5.fc’.h
r*b
r*b*d
1/6*Öfc’*b*d
d/2* S pasang 100 mm
Kesimpulan* Dimensi kolom h : 300 mm
b : 500 mm* Selimut beton 65 mm* Tulangan 2 D 25* Sengkang
Tumpuan 10 - 100 mm 1/4 lLapangan 10 - 150 mm 1/2 l
BAB 3 HAL. 8
3.3 REKAPITULASI PENULANGAN BALOK
Tump.Tul Atas Lap.Tul AtasNo balok No. Btg Mt kgmMl kgm N kg Tump.Tul Torsi Lap.Tul Torsi
Tump.Tul BawahLap.Tul BawahTul Begel Tul Begel
B1 52-55 3200 2305 6403 2 D13 2 D13
(15/40) - -
2 D13 2 D13
d8-100 d8-200
B2 50 8810 6600 8904 4 D13 2 D13
(15/50) 2d8 2d8
2 D13 3 D13
d8-100 d8-200
B3 74 3775 3218 5316 2 D13 2 D13
(15/25) - -
2 D13 2 D13
d8-75 d8-150
B4 88 2657 148 2930 2 D13 2 D13
(10/25) - -
2 D13 2 D13
d8-150 d8-200
B5 56 2458 1720 4674 2 D13 2 D13
(15/30) - -
2 D13 2 D13
d8-200 d8-200
B6 63 16642 15138 18505 7 D13 3 D13
(20/50) 2d8 2d8
3 D13 6 D13
d8-75 d8-100
B7 64,65 14887 9000 7512 6 D13 3 D13
(20/50) - -
3 D13 4 D13
d8-150 d8-200
B8 76 2188 1543 3715 2 D13 2 D13
(20/50)
2 D13 2 D13
d8-200 d8-200
B9 68 1677 6708 5458 2 D13 2 D13
(20/40)
BAB 3 HAL. 10
Tump.Tul AtasTump.Tul Torsi
Tump.Tul BawahTul Begel
2 D13
-
2 D13
d8-100
4 D13
2d8
2 D13
d8-100
2 D13
-
2 D13
d8-75
2 D13
-
2 D13
d8-150
2 D13
-
2 D13
d8-200
7 D13
2d8
3 D13
d8-75
6 D13
-
3 D13
d8-150
2 D13
2 D13
d8-200
2 D13
PERHITUNGAN STRUKTURRUMAH TINGGAL - MANYAR SURABAYA
DAFTAR ISI :
I. DATA-DATA BANGUNAN
II. PROSEDUR PERHITUNGAN
III. PERHITUNGAN PELAT
IV. PERHITUNGAN BALOK
V. PERHITUNGAN KOLOM
VI. PERHITUNGAN PONDASI
VII. LAMPIRAN
II. PROSEDUR PERHITUNGAN
Umum :Kombinasi beban berfaktor : U = 1.2D + 1.6LReduksi kekuatan bahan :
- Lentur , Ø = 0.8- Axial bersengkang (Kolom), Ø = 0.65- Geser , Ø = 0.6
Pembebanan :Sesuai Peraturan Pembebanan 1983
Beban pada plat lantai :I. Beban Mati
a) 1. Plat beton = 0.12 m X 2400 kg/m3 = 288 kg/m22. Spesi = 2 cm X 21 kg/m2/cm = 42 kg/m23. keramik = 24 kg/m2 = 24 kg/m24. Rangka plafon = 7 kg/m2 = 7 kg/m25. Penutup plafon = 11 kg/m2 = 11 kg/m2 +
372 kg/m2
b) 4. Dinding bata = 4.27 m X 250 kg/m2 = 1067.5 kg/m'II. Beban Hidup
1. Lantai rumah = 200 kg/m2
Kombinasi pembebanan U = 1.2D + 1.6L
II.A. Perhitungan Pelat :
II.A.1 Data - data :Tebal plat = tPanjang arah x = lxPanjang arah y = lyTebal selimut beton = 20 cm d = t - selimut - 1.2 tulangan b = 1 m
II.A.2 Gaya dalam :Beban-beban yang bekerja :1. Beban mati2. Beban hidupWu = 1.2 * qD + 1.6 * qL lihat tabel PBI 71 :X untuk Mlx X untuk Mly X untuk Mtx X untuk Mty Didapat Momen :
Mlx = 0.001 * Wu * lx2 * X
Mly = 0.001 * Wu * lx2 * X
Mtx = - 0.001 * Wu * lx2 * X
Mty = - 0.001 * Wu * lx2 * X
= 0.8
II.A.3 Desain penulangan :Penulangan Lapangan / Tumpuan : (Momen sesuaikan dengan hasil hitungan PBI 71) Rn perlu = Mn perlu / ( b . d^2 )
0.0025 m = fy/0.85 . fc'
Coba diameter tulangan, didapat As1Jarak tulangan (s cm) = 1000 cm / (Asperlu/As1)
II.B. Perhitungan Balok :
II.B.1 Data - data :Lebar balok = bTinggi balok = hTebal selimut beton = 30 cm d = h - selimut - 1.2 tulangan
II.B.2 Gaya dalam :Beban-beban yang bekerja :1. Beban mati (merata/m2 plat dan berat dinding bata/m'balok)
a. merata/m2 platb. dinding bata /m' balok
2. Beban hidup
Wu = 1.2 * qD + 1.6 * qL
Dengan bantuan program SAP 2000 didapat :1. Gaya dalam : Momen lapangan/tumpuan, Gaya geser tumpuan, Torsi balok, dan axial kolom2. Desain beton bertulang
Untuk desain balok, ambil output : Momen dan geser balok.Mutu beton = fc' (Mpa)Mutu baja = fy (Mpa) = 0.8
II.B.3 Desain penulangan : Lentur Balok :Mu = momen max. di tumpuan/lapangan (sesuai SAP 2000)
dimensi balok = b (lebar), h (tinggi) dan d ( h-0.5tul-cover)E (modulus elastisitas baja tul) = 200 000 Mpa
x max = 0.75 . xb
ρ balance = 0.85 . fc'/fy x 600/(600+fy) ρ max = 0.75 . ρ balance r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR)
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Mn perlu = Mu/Ø = Mu / 0.8
xb (garis netral kondisi seimbang) = ( ξcu / ( ξcu + ξy ) ) x d
C max = 0.85 . fc' . b . β1 . xmaxutk fc' < 27.5 Mpa β1 = 0.85 …(C.K.Wang hal 46)
Penulangan Lapangan / Tumpuan : Rn perlu = Mn perlu / ( b . d^2 )
m = fy/0.85 . fc'
Coba diameter tulangan, didapat As1Jumlah tulangan = As / As1
Geser Balok :
Vs min = 1/3 (Mpa) . bw . d
vu = Vu / bd
Øvs = (vu - Øvc)
A sengk = (vu - Øvc) b y / (Øfy)A sengk min = b.y / (3 fy)
II.C. Perhitungan Kolom :Menggunakan program desain beton bertulang dengan SAP 2000berdasarkan desain penulangan ACI dengan modifikasi ke SKSNI(Faktor beban dan reduksi kekuatan disesuaikan dengan SKSNI)
II.D. Perhitungan Pondasi :Data :Allowable soil strength = σ (kg/cm2)Kuat tekan beton = fc' (kg/cm2)Kuat leleh baja tulangan = fy (kg/cm2)
= 2.4 (ton/m3)
Axial load = P (kg)
Moment = M (kg.m)
Try width of found. = B (cm)
Try width of column = b (cm)
Hitung pondasi strous : Coba jumlah pondasi : = n buah
diameter strous = f cm
Mn max = Cmax ( d - β1 . x/2) -----> jika Mn max > Mn perlu, tdk perlu tul tekan
ρ balance = 0.85 . fc'/fy x 600/(600+fy) ρ max = 0.75 . ρ balance r min = 1.4 / fy.
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Kuat geser balok beton Vc = 1/6 √ (fc' bw . d)
Reduksi kekuatan terhadap geser Ø = 0.6
jika : Vu < 0.5 ØVc ----> tidak perlu tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal
Øvs = vu < Øvc
Øvc = 1/6 √ fc'
Concrete mass/vol.
Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) Kekuatan geser cleaf(lekatan tanah) di kedalaman 5 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf > P max
Hitung pile cap :Thicknes of found. = t cmWeight of foundation = w kg/cm2
2 way shear Chek Vu = P kg
b = 1d = t - selimut
bo = 4 x (d + b )
=
1 way shear Chek =
Reinforcement for bending momentMu = M kg.m
Q pile cap
L1 P
Ltebal pile cap = t (m)Lebar pile cap = B (m)L1 = Jarak strous ke titik pusat (m)L = jarak kantilever total (m)Q (b.s. pile cap) = t.L.B (t/m)P (daya dukung strous)Mu = 1.2 x ( P.L1 - 1/2.Q.L^2)
Rn = Mu / B.d^2m = fy / 0.85 fc'
>
number = As / As1jarak tulangan (s)
Sloof :Beban axial sloof = 10% ax.kolomCoba penampang sloof = b cm
= h cmCek tekan beton = Beban axial sloof /< 75 kg/cm2 ?
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..? If yes, ok tebal pilecap cukup
fVc 0,6 [1/6 Ö fc'. B . D ]
fVc > Vu ..? If yes, ok tebal pilecap cukup
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5 ( r min.)
As = r.B.d.try f didapat As1
PERHITUNGAN STRUKTURRUMAH TINGGAL - MANYAR SURABAYA
I. DATA-DATA BANGUNAN
Data Bangunan :Nama : Rumah Tinggal ManyarAlamat : Kertajaya Indah Timur IX / 06 blok O-361Jumlah Lantai : 2 (dua)Tinggi struktur : 8.77 mLuas Bangunan : 500 m2
Perhitungan Struktur :Sistem struktur : Rangka beton bertulangMetoda analisa : - Analisa statis by SAP 2000
- Gaya dalam pelat by PBI 71Metoda desain : Kekuatan BatasStandard/Ref. : - PBI 71
- PBI 83- SKSNI 90
Data teknis :Tinggi kolom h1 : 4.27 mTinggi kolom h2 : 4.5 mPerletakan kolom : jepitMutu bahan beton fc' : 20 MpaMutu baja deform fy : 400 MpaMutu baja polos fy : 240 Mpa
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
PERHITUNGAN TANDON AIR BAWAH
1. Plat dinding tandon :Pa (tekanan tanah aktif) = ca .w .h^2/2ca (coefisien tekanan aktif) = 0.3w (berat jenis tanah) = 1800 kg/m3h (kedalaman bangunan) = 2 m
Pa = 1080 kg/mMu = 1,2 x Pa x 1/3h 864 kg.m 8.4672 kN.m
2. Plat lantai tandon : Tebal plat = 0.15 mPanjang arah x (lx) = 2 mPanjang arah y (ly) = 2 mly / lx = 1.00
Berat volume beton = 2400Tebal selimut beton = 20 mm d = t*1000 - 20 - 5 = 125 mm b = 1 m
Beban-beban yang bekerja :1. Beban mati
Plat = 0.15 * 2400 = 360
Finishing lantai (keramik) = 0
Plafond + instalasi = 0
Total = 369
2. Beban hidup
Beban hidup yang bekerja = 2000
Wu = 1.2 * qd + 1.6 * ql = 3642.8lihat tabel PBI 71 :X untuk Mlx = 44X untuk Mly = 44X untuk Mtx = 0X untuk Mty = 0
641.1328 kgm = 6.28 kNm
641.1328 kgm = 6.28 kNm
0 kgm = 0.00 kNm
0 kgm = 0.00 kNm
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
Mlx = 0.001 * Wu * lx2 * X =
Mly = 0.001 * Wu * lx2 * X =
Mtx = - 0.001 * Wu * lx2 * X =
Mty = - 0.001 * Wu * lx2 * X =
Mutu beton = 20 MPaMutu baja = 240 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.05059523810.0379464286
0.0025 m = fy/0.85 . fc' = 14.11765
Arah Mu Mn As perlukNm kNm N/mm2 > ρmin mm2
1. Plat vertikal x ( lap ) 8.47 10.584 0.847 0.00353 0.003528 4412. Plat lantai y ( lap ) 6.28 7.8538768 0.503 0.00209 0.0025 313
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR)
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
6. TYPE PLAT KANOPI ATAS ( tebal 10 cm )
Tebal plat = 0.12 mPanjang arah x (lx) = 3.3 mPanjang arah y (ly) = 4 mly / lx = 1.21
Berat volume beton = 2400Tebal selimut beton = 20 mm d = 0.12*1000 - 20 - 5 = 95 mm b = 1 m
Beban-beban yang bekerja :1. Beban mati
Plat = 0.12 * 2400 = 288
Finishing lantai (keramik) = 0
Plafond + instalasi = 15
Total = 369
2. Beban hidup
Beban hidup yang bekerja = 125
Wu = 1.2 * qd + 1.6 * ql = 642.8lihat tabel PBI 71 :X untuk Mlx = 25X untuk Mly = 21X untuk Mtx = 59X untuk Mty = 54
175.0023 kgm = 1.72 kNm
147.001932 kgm = 1.44 kNm
-413.005428 kgm = -4.05 kNm
-378.004968 kgm = -3.70 kNm
Mutu beton = 20 MPaMutu baja = 240 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.0505950.037946
0.0025 m = fy/0.85 . fc' = 14.117647059
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
Mlx = 0.001 * Wu * lx2 * X =
Mly = 0.001 * Wu * lx2 * X =
Mtx = - 0.001 * Wu * lx2 * X =
Mty = - 0.001 * Wu * lx2 * X =
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =
ρ min < ρ perlu < ρ max
Arah Mu Mn As perlu tul.pakaikNm kNm N/mm2 > ρmin mm2 Ø (mm)
x ( lap ) 1.72 2.143778175 0.297 0.00124 0.0025 238 8y ( lap ) 1.44 1.800773667 0.200 0.00083 0.0025 238 8x ( tump ) 4.05 5.059316493 0.561 0.00234 0.0025 238 8y ( tump ) 3.70 4.630560858 0.513 0.00214 0.0025 238 8
ket. :s max < 1.5 tebal plat (CUR)s max < 250 mm (CUR)
s min > 40 mm (PBI)
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
Debit hujan Q = lbr. Eff X pjg.atap X Intensitas hujan Debit hujan Q = 10.08 m3/jam
Tinggi basah H (cm) Area basah A (m2) Keliling bsh S (m') Data :4.1 0.02463075 0.83769 - Panjang atap 30m3.5 0.02087685 0.79983 - Sudut kemiringan atap 3 derajat3 0.017802 0.7683 - Air hujan maks. = 500 mm/jam
2.5 0.014775 0.736751.4 0.00815684 0.6562194 Rumus :1 0.00577736 0.6303
Rumus Kutter A S R (A/S)
0.02463075 0.83769 0.0294031801740501 C = 23 + 1/n + 0.0015/i0.02087685 0.79983 0.026101609091932
0.017802 0.7683 0.02317063647012890.014775 0.73675 0.0200542925008483
0.00815684 0.6562194 0.01243005007166810.00577736 0.6303 0.0091660479136919
sudut i (derajat) kemiringan tgn i3 0.052407779283041
Tinggi basah H (cm) n Kutter i R C-atas C-bwh C V (m/dt) Q (m3/jam)4.1 0.02 0.0524077792830412 0.02940318 73.02862171 3.685968 19.8126 0.77774389 68.9630951653.5 0.02 0.0524077792830412 0.02610161 73.02862171 3.850784 18.96461 0.701415686 52.7160601973 0.02 0.0524077792830412 0.02317064 73.02862171 4.025722 18.1405 0.632144307 40.512358653
2.5 0.02 0.0524077792830412 0.02005429 73.02862171 4.252327 17.1738 0.556759905 29.614059361.4 0.02 0.0524077792830412 0.01243005 73.02862171 5.13106 14.23266 0.363262301 10.6670608741 0.02 0.0524077792830412 0.00916605 73.02862171 5.810685 12.56799 0.275457591 5.7291036091
KESIMPULAN :Ketinggian air di atap U672 akibat hujan 500mm/jam adalah = sekitar 1.35 cm < tinggi gelombang (4.1 cm)
ATAP U672 - tinggi gel. 4.1 cm
V = C Ö (R.i)
1 + ( 23 + 0.0015/I ) n/(Ö R)
0 10 20 30 40 50 60 70 800
0.5
1
1.5
2
2.5
3
3.5
4
4.54.1
3.5
3
2.5
1.41
KAPASITAS DEBIT AIR
tinggi basah
kapasitas debit air
tin
gg
i b
asah
Tinggi air hujan H (cm) Area basah A (m2) Keliling bsh S (m')3.5 0.0078 0.2853.4 0.0076 0.282
A S R (A/S) 0.0078 0.285 0.0273684210526320.0076 0.282 0.026950354609929
sudut (derajat) kemiringan tgn i0.05
Tinggi air hujan H (cm) n Kutter i R3.5 0.02 0.05 0.0273683.4 0.02 0.05 0.02695
ATAP U500 - tinggi gel. 16 cm
C-atas C-bwh C V (m/dt) Q hujan = IA V hujan = Q/A73.03 3.784191 19.29871 0.713901 0.0034375 0.4407051282173.03 3.805703 19.18962 0.704423 0.0034375 0.45230263158
PERHITUNGAN STRUKTUR BAJA KMR SONI
BERHUBUNG SEMUA ANALISA DAN DESIGN RANGKA SUDAH DIHITUNG DENGAN SAP2000,JADI KITA HANYA TINGGAL MENGHITUNG BAUT DAN PONDASI SAJA.
I. DATA-DATA PERENCANAANI.1. DATA UMUM BANGUNAN
NAMA = LUAS LANTAI = 24 m X 41 mJARAK PORTAL = mTINGGI KOLOM = mSUDUT ATAP = degree =
III.2.4. Design of Bolt Connection : Beam to beam connect. :a. Loading :Geser vertical (Pv) = 5184.00 kgMoment (Mu) = 8530.00 kgmfy = 240.00 Mpa = 2400.00Force due to Mu/l = 426.50 kgResultante geser = 5201.51 kg
b. shear check :Resultan of shear = 5201.51 kgAllow. Shear = 0,6 (fy/1.5) = 950.40 kg/cm2
1074.33 kgn = 4.84 pcs.
Allow. Shear Load 1f1,2 =
PERHITUNGAN STRUKTUR BAJA GUDANG
I. DATA-DATA PERENCANAANI.1. DATA UMUM BANGUNAN
NAMA = LUAS LANTAI = 24 m X 41 mJARAK PORTAL = 6.00 mTINGGI KOLOM = 10.00 mSUDUT ATAP = 25.00 degree = 0.44 radian
II. DESIGN STRUKTUR SKUNDER :2.1. DESIGN GORDING
COBA = C 125x50x20x4,5Wx = 38.00 cm3Wy = 10.10 cm3JARAK GORDING (Jg) = 125.00 cm
a. BEBAN TETAP TEKANAN HUJAN = 20.00 kg/m2t ATAP = 0.40 mm = 3.14 m2BERAT ATAP = 3.93 kg/m'BERAT GORDING = 8.32 kg/m'BERAT HUJAN = 25.00 kg/m' +TOTAL BEBAN TETAP = 37.25 kg/m'
MtetapX =1/8 Q.cos25 L^2 = 151.90 kg.mMtetapY =1/8 Q.sin25 Ly^2 = 17.71 kg.m
b. BEBAN HIDUP = 100.00 kgMhidupX =1/4 P.cos25 Lx = 135.95 kg.mMhidupY =1/4 P.sin25 Ly = 31.70 kg.m
c. BEBAN ANGIN , SUDUT ATAP = 25 derajatTEKANAN ANGIN = 25.00 kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0,4 = 0.10KOF. TEKAN HISAP ATAP = - 0,4 = -0.40KOF. TEKAN ANGIN DINDING = + 0,9 = 0.90KOF. TEKAN HISAP DINDING = - 0,4 = -0.40
UNTUK GORDING, AMBIL TEKAN ATAP :Q angin = [0,02(SUDUT ATAP) - 0,4 ] *P*Jg = 3.12 kg/mM angin= 1/8 * Q*L^2 = 14.06 kg.m
d. TOTAL TEGANGAN :Mx = MtetapX + MhidupX + Mangin = 301.91My = MtetapY + MhidupY = 49.40
TEGANGAN = Mx/Wx + My/Wy = 1283.65 < 1600 ? OK !
GORDING BISA DIPAKAI !
III. DESIGN STRUKTUR UTAMA :
III.1. PEMBEBANAN KUDA-KUDA a. PEMBEBANAN GRAVITASI
BERAT ATAP = 18.84 kg/mBERAT GORDING = 41.60 kg/m +
60.44 kg/mb. BEBAN HIDUP TERPUSAT = 100.00 kgc. BEBAN ANGIN , SUDUT ATAP = 25 derajat
TEKANAN ANGIN = 25.00 kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0,4 = 0.10KOF. TEKAN HISAP ATAP = - 0,4 = -0.40KOF. TEKAN ANGIN DINDING = + 0,9 = 0.90KOF. TEKAN HISAP DINDING = - 0,4 = -0.40
BEBAN AKIBAT ANGIN :Q tekan atap = [0,02(SUDUT ATAP) - 0,4 ] *P*Jk = 15.00 kg/mQ hisap atap = - 0,4 *P*Jk = -60.00 kg/mQ tekan dinding = 0,9 *P*Jk = 135.00 kg/mQ hisap dinding = - 0,4 *P*Jk = -60.00 kg/mBEBAN DI RAK :Q = BETON + HIDUP = 2400 kg/m3 * 12cm*Jk + 400kg/m2 = 4128.00 kg/msehingga :Q di batang kuda2 = GRAV. + ANGIN = 75.44 kg/m + P 100 kg.Q di kolom kiri = ANGIN tekan = 135.00 kg/mQ di kolom kanan = ANGIN hisap = -60.00 kg/mQ di balok rak = 4128.00 kg/m
c. ANALISA STRUKTUR Dengan bantuan program komputer SAP90 didapat :Elemen kuda2 = Moment = 2539.00 kg.m
Axial = 1634.00 kgElemen balok = Moment = 6985.00 kg.m
Axial = 458.00 kgPondasi utama = Fx = 2136.00 kg
Fy = 11690.00 kgMz = 3016.00 kg.m
Pondasi rak = Fx = 1574.00 kgFy = 8094.00 kgMz = 1257.00 kg.m
d. DESIGN ELEMENElemen kuda2 = WF 300x150x9x6.5Elemen kolom = WF 300x150x9x6.5Elemen balok rak = WF 300x150x9x6.5Elemen kokok & cantilever = WF 150x75
III.2. Design Struktur1. Standart and Reference :
- Peraturan Pembebanan Indonesia utk. Gedung 1983- AISC
2. Material - Steel fy = 2400.00 kg/cm2- Concrete fc' = 240.00 kg/cm2
3. Design metode- Elastic design : for steel structure - Ultimate design : for concrete structure
4. Structure analysis- Manual : for structure - SAP 90 : for structure- COSMIC : for roof
III.2.1. Design balok rak :Try :Beam = WF 300x150x6.5x9fy = 240.00 MpaWeight = 36.70 kg/mIx = 7210.00 cm4flens width (bf) = 150.00 mmflens thickness (tf) = 9.00 mmweb deepth (d) = 300.00 mmweb thickness (tw) = 6.50 mmradius of giration ('r) = 12.40 cmSect. Area (A) = 46.78 cm2Span (L) = 600.00 cma. Loading :Roof panel 0.3x0.001x30 m3Roof weight / panel = 141.30 kgnumber of panels = 20.00 panelsRoof length = 30.00 mTotal roof weight = 2826.00 kgTotal Beam weight = 220.20 kgLive load = 25.00 kg/m2
Total Weight = 647.20 kg/mMax. moment = 1/8.Q.L^2
= 6985.00 kg.cm
b. Lateral support check :L < 76. Bf / fy^0.5 (in.)
76.08 (in.)> 193.25 cm
Use Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fyFb = 0.61 fy
= 145.62 Mpac. Compact check :- Flens bf / 2.tf < 65 / fy^0,5
8.33 < 11.02 OK- Web d / tw < 640 / fy^0,5
46.15 < 108.49 OK
d. Stress checkfb = Mu c / I = 14.53 kg/cm2
fb / Fb = 0.01 OK
III.2.2. Design of Column :Try :Column = WF 300x150x6.5x9fy = 240.00 MpaWeight = 36.70 kg/mI = 7210.00 cm4flens width (bf) = 150.00 mmflens thickness (tf) = 9.00 mmweb deepth (d) = 300.00 mmweb thickness (tw) = 6.50 mmradius of giration ('r) = 12.40 cmSect. Area (A) = 46.78 cm2Length (L) = 900.00 cma. Loading :Axial (Pu) = 2009.00 kgMoment (Mu) = 3864.00 kg.m
=b. Beam - column check :b.1. Lateral support check :
L < 76. Bf / fy^0.5 (in.)76.08 (in.)
> 193.25 cmUse Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fy
Fb = 0.54 fy= 129.64 Mpa
b.2. Compact check :- Flens bf / 2.tf < 65 / fy^0,5
8.33 < 11.02 OK- Web d / tw < 640 / fy^0,5
46.15 < 108.49 OK
c. Stress checkfb = Mu c / I = 803.88 kg/cm2
fb / Fb = 0.62 OK
fa = Pu / A = 42.95 kg/cm2k factor = 0.80k l /r = 58.06From tab. AISC , Fa = 17.62 (ksi)
1214.90 kg/cm2fa / Fa = 0.04 < 0.15
OKTotal stress ratio :fa/Fa + fb/Fb = 0.04 + 0.62
= 0.66 OK
III.2.3. Design kuda-kuda :Try :Column = WF 300x150x6.5x9fy = 240.00 MpaWeight = 36.70 kg/mI = 7210.00 cm4flens width (bf) = 150.00 mmflens thickness (tf) = 9.00 mmweb deepth (d) = 300.00 mmweb thickness (tw) = 6.50 mmradius of giration ('r) = 12.40 cmSect. Area (A) = 46.78 cm2Length (L) = 900.00 cma. Loading :Axial (Pu) = 1634.00 kg
Moment (Mu) = 2539.00 kg.m=
b. Beam - column check :b.1. Lateral support check :
L < 76. Bf / fy^0.5 (in.)76.08 (in.)
> 193.25 cmUse Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fy
Fb = 0.54 fy= 129.64 Mpa
b.2. Compact check :- Flens bf / 2.tf < 65 / fy^0,5
8.33 < 11.02 OK- Web d / tw < 640 / fy^0,5
46.15 < 108.49 OK
c. Stress checkfb = Mu c / I = 528.22 kg/cm2
fb / Fb = 0.41 OK
fa = Pu / A = 34.93 kg/cm2k factor = 0.80k l /r = 58.06From tab. AISC , Fa = 17.62 (ksi)
1214.90 kg/cm2fa / Fa = 0.03 < 0.15
OKTotal stress ratio :fa/Fa + fb/Fb = 0.03 + 0.41
= 0.44 OK
III.2.4. Design of Bolt Connection : Beam to beam connect. :a. Loading :Geser vertical (Pv) = 1634.00 kgMoment (Mu) = 2539.00 kgmForce due to Mu/l = 126.95 kgResultante geser = 1638.92 kg
b. shear check :Resultan of shear = 1638.92 kgAllow. Shear = 0,6 (fy/1.5) = 950.40 kg/cm2
1074.33 kgn = 1.53 pcs.
Allow. Shear Load 1f1,2 =
A. PERHITUNGAN STRUKTUR BAJA
I. DATA-DATA PERENCANAAN
I.1. DATA UMUM BANGUNANNAMA Rumah & Pondok Wisata ,Jl. Bratang Binangun VI/49, Sby.LUAS LANTAI = JARAK PORTAL = 3.00 mJUMLAH LANTAI = 3TINGGI KOLOM TOTAL = 10.05 mSUDUT ATAP = 30.00 degree = 0.52 radian
II. DESIGN STRUKTUR UTAMA :
II.1. Referensi Analisa & Design Struktur
1. Standart and Reference :- Peraturan Pembebanan Indonesia utk. Gedung 1983- AISC- Peraturan Baja Indonesia- Pedoman Perencanaan Ketahanan Gempa untuk Rumah dan Gedung
2. Material - Steel fy = 2400.00 kg/cm2- Concrete fc' = 240.00 kg/cm2
3. Design metode- Elastic design : for steel structure - Ultimate design : for concrete structure
4. Structure analysis- SAP 2000 : for structure
II.2. PEMBEBANAN
II. 2. 1. GEMPA
S Wi hidimana :V (geser dasar akibat gempa) = Cd. Wt = ( C . I . K ) Wt
T (waktu getar alami) = 0.085 H ^ 3/4 (Baja)H = 10.05 mT = 0.48 detik
Surabaya : zona 4kondisi tanah di lokasi : lunakC = 0.05 (lihat grafik)I (keutamaan struktur) = 1.00K (jenis struktur) = 1.00
Lti. Atap : n panjang (m) lebar (m) berat (kg/m) total (kg)kolom WF 300 15.00 3.35 - 36.70 1,844.18balok WF 250 - 100.00 - 29.60 2,960.00atap 11.70 11.00 65.00 8,365.50kuda2 WF 250 50.00 29.60 1,480.00
14,649.68
Lti. III : n panjang (m) lebar (m) berat (kg/m) total (kg)kolom WF 300 15.00 3.35 - 36.70 1,844.18balok WF 300 - 100.00 - 36.70 3,670.00
Fi (geser tingkat) = Wi hi V
pelat t=0.12 m - 11.70 8.00 2400.00 26,956.80dinding 200.00 3.20 250.00 160,000.00
192,470.98
Lti. II : n panjang (m) lebar (m) berat (kg/m) total (kg)kolom WF 400 15.00 3.35 - 66.00 3,316.50balok WF 300 - 100.00 - 36.70 3,670.00pelat t=0.12 m - 11.70 8.00 2400.00 26,956.80dinding 140.00 3.20 250.00 112,000.00
145,943.30TOTAL = 353,063.95
so : V (gaya geser dasar) = 17,653.20 kgGaya geser tingkat (Fi) :
S Wi hiWi (kg) hi (m) Wi hi Fi (kg)
atap 14,649.68 10.05 147,229.23 1,349.68lti. III 192,470.98 6.70 1,289,555.53 11,821.59lti. II 145,943.30 3.35 488,910.06 4,481.93
S Wi hi = 1,925,694.82 17,653.20
II. 2. 2. BEBAN GRAVITASI LANTAI
BEBAN MATI
Q ekv. Trap = 1/2. Qu. Ly. (1 - 1/3. (Ly/Lx)^2 )
Qu mati lti : plat beton t=12cm = 288.00 kg/m2plafon = 18.00 kg/m2tegel = 24.00 kg/m2adukan semen 2cm = 42.00 kg/m2
372.00 kg/m2Qu dinding bata = 250.00 kg/m2h = 3.1 m, Q dinding = 775.00 kg/m
9.553.18
Qu hidup lti : = 250.00 kg/m2
Ly Lx Qmati Qhidup Q ekv. Mati (kg/ Q ekv. Hidup (kg/m)3.40 1.10 372.00 250.00 -1,379.51 -927.093.75 3.40 372.00 250.00 414.95 278.874.20 3.00 372.00 250.00 271.33 182.343.20 2.45 372.00 250.00 257.08 172.77
(tangga ) 2.00 1.50 372.00 250.00 151.78 102.00
Q mati total balok tengah = 1,604.9 kg/mQ mati total balok pinggir = 1,190.0 kg/mQ mati total balok tangga = 151.8 kg/m
Q hidup total balok tengah = 557.7 kg/mQ hidup total balok pinggir = 278.9 kg/m
II.2.3. BEBAN GRAVITASI PADA ATAP
Beban - beban mati pada atap :1. Genteng, reng, usuk = 50.00 kg/m2 jarak kuda2 = 6.3 m, maka Q = 315.00 kg/m'
2. Gording 7 bh. X 11 kg/m = 77.00 kg/m' + Q mati total = 392.00 kg/m'
Beban hidup pada atap :Beban hidup (hujan) = 25.00 kg/m2 jarak kuda2 = 3 m, maka Q = 157.50 kg/m'
II.3. ANALISA DAN DESAIN STRUKTUR UTAMA
Struktur Baja ini dianalisa dengan bantuan program SAP 2000. Dengan memasukan input data geometry struktur, beban-beban yang terjadi,termasuk kombinasi beban, akan didapat hasil analisa struktur berupa :gaya-gaya dalam, defleksi dan reaksi pada pondasi.Sekaligus bisa diketahui desain penampang elemen-elemen struktur utama :Balok dan kolom.
Fi = Wi hi V
III. DESIGN STRUKTUR SKUNDER :
III..1. DESIGN GORDING COBA = C 150x75x20x4,5Wx = 65.20 cm3Wy = 19.80 cm3JARAK GORDING (Jg) = 125.00 cm
a. BEBAN TETAP TEKANAN HUJAN = 20.00 kg/m2t ATAP = 0.40 mm = 3.14 m2BERAT ATAP = 3.93 kg/m'BERAT GORDING = 8.32 kg/m'BERAT HUJAN = 25.00 kg/m' +TOTAL BEBAN TETAP = 37.25 kg/m'
MtetapX =1/8 Q.cos25 L^2 = 36.29 kg.mMtetapY =1/8 Q.sin25 Ly^2 = 5.24 kg.m
b. BEBAN HIDUP = 100.00 kgMhidupX =1/4 P.cos25 Lx = 64.95 kg.mMhidupY =1/4 P.sin25 Ly = 18.75 kg.m
c. BEBAN ANGIN TEKANAN ANGIN = 25.00 kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0 0.20KOF. TEKAN HISAP ATAP = - 0,4 -0.40KOF. TEKAN ANGIN DINDING = + 0,9 0.90KOF. TEKAN HISAP DINDING = - 0,4 -0.40
UNTUK GORDING, AMBIL TEKAN ATAP :Q angin = [0,02(SUDUT ATAP) - 0,4 ] *P*Jg 6.25 kg/mM angin= 1/8 * Q*L^2 = 7.03 kg.m
d. TOTAL TEGANGAN :Mx = MtetapX + MhidupX + Mangin 108.27My = MtetapY + MhidupY = 23.99
TEGANGAN = Mx/Wx + My/Wy = 287.21 < 1600 ? OK !
GORDING BISA DIPAKAI !
III. 2. PERHITUNGAN BAUT SAMBUNGAN BALOK-KOLOM
SAMBUNGAN - I (WF400X200) alternatif 1
V = 10960.00 kgM= 11850.00 kg.m
no spasi hi hi^2 (cm) (cm) (cm2)
1.00 8.00 6.00 36.002.00 8.00 14.00 196.003.00 8.00 22.00 484.004.00 12.00 34.00 1156.005.00 9.00 43.00 1849.006.00 9.00 52.00 2704.007.00 9.00 61.00 3721.00
sigma = 10146.00
gaya tarik max. akibat M (1 baut atas) = 3562.24 kgcoba baut = 2.00 cmso, luas 1 baut = 3.14 cm2
Tegangan akibat M = 1134.47 kg/cm2
Jumlah baut total = 16.00 buahgaya akibat V ( I baut ) = 685.00 kg
Tegangan akibat V = 218.15 kg/cm2
TEGANGAN KOMB. = 1195.74 kg/cm2 < OK ! 1600.00 kg/cm2
SAMBUNGAN - I (WF 400X200) alternatif 2
h1 h2 h3 h4 h5 h6 h7
V = 10960.00 kgM= 11850.00 kg.m
no spasi hi hi^2 (cm) (cm) (cm2)
1.00 10.00 6.00 36.002.00 10.00 16.00 256.003.00 15.00 31.00 961.004.00 10.00 41.00 1681.005.00 10.00 51.00 2601.00
sigma = 5535.00
gaya tarik max. akibat M (1 baut atas) = 5459.35 kgcoba baut = 2.40 cmso, luas 1 baut = 4.52 cm2
Tegangan akibat M = 1207.39 kg/cm2
Jumlah baut total = 12.00 buahgaya akibat V ( I baut ) = 913.33 kg
Tegangan akibat V = 201.99 kg/cm2
TEGANGAN KOMB. = 1257.06 kg/cm2 < OK ! 1600.00 kg/cm2
SAMBUNGAN - II (WF TANGGA)
V = 1500.00 kgM= 800.00 kg.m
no spasi hi hi^2 (cm) (cm) (cm2)
1.00 5.00 5.00 25.002.00 10.00 15.00 225.003.00 5.00 20.00 400.004.00 5.00 25.00 625.00
sigma = 1275.00
gaya tarik max. akibat M (1 baut atas) = 784.31 kgcoba baut = 1.20 cmso, luas 1 baut = 1.13 cm2
Tegangan akibat M = 693.84 kg/cm2
Jumlah baut total = 10.00 buahgaya akibat V ( I baut ) = 150.00 kg
Tegangan akibat V = 132.70 kg/cm2
TEGANGAN KOMB. = 730.91 kg/cm2 < OK ! 1600.00 kg/cm2
SAMBUNGAN - III (WF 300X150)
V = 7500.00 kgM= 7300.00 kg.m
no spasi hi hi^2 (cm) (cm) (cm2)
1.00 7.00 6.00 36.002.00 7.00 13.00 169.003.00 15.00 28.00 784.004.00 7.00 35.00 1225.005.00 7.00 42.00 1764.00
sigma = 3978.00
gaya tarik max. akibat M (1 baut atas) = 3853.70 kgcoba baut = 2.00 cmso, luas 1 baut = 3.14 cm2
Tegangan akibat M = 1227.29 kg/cm2
Jumlah baut total = 12.00 buahgaya akibat V ( I baut ) = 625.00 kg
Tegangan akibat V = 199.04 kg/cm2
TEGANGAN KOMB. = 1274.79 kg/cm2 < OK ! 1600.00 kg/cm2
B . PONDASI
1. Design of Main Foundation I P-1 : Data :Allowable soil strength = 1.00 kg/cm2fc' = 250.00 kg/cm2
fy = 4000.00 kg/cm2
= 2.40 ton/m3
Axial load (P) = 17500.00 kg
Moment (M) = 1531.00 kg.m
Try width of found. (B) = 170.00 cm
Try width of column (b) = 50.00 cm
Try deepth of WF (l) = 40.00 cm
a. Foundation PlanThicknes of found. = 50.00 cmWeight of foundation = 0.12 kg/cm2Allowable soil strength net. = 0.88 kg/cm2
Extrem soil stress = P/A + M / (1/6 B^3)= 0.61 + 0.19= 0.79 kg/cm2
Extrem soil stress < Allw. Soil strength nett. ?= 0.79 < 0.88 ?
...YES
b. 2 way shear Chek Vu = 17500.00 kg
b = 1.00d = 44.00 cm
bo = 4 x (d + b ) = 376.00 cm
=
= 2481600.00 N.= 248160.00 kg.
= 248160.00 > 17500.00 ..?
YESc. 1 way shear Chek
== 374000.00 N.
37400.00 kg.
= 37400.00 > 17500.00 ..?
YES
d. Reinforcement for bending momentMu = 1531.00 kg.m
= 0.0035Rn = Mu / B.d^2 = 0.05m = fy / 0.85 fc' = 18.821/m = 0.05(1-2.m.Rn/fy)^0,5 = 1.00
= 0.0001 < 0.0035Use = 0.0035
= 2618.00 mm2
= 16.00 mmnumber = 20.00
Concrete mass/vol.
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . D ]
fVc > Vu ..?
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
As = 4019.20 > 2618.00
OKUse : B = 170.00 cm
b = 50.00 cmt = 50.00 cm
f = 16.00 mmn = 20.00 pcs
g. Sloof :Beban axial sloof = = 1750.00 kg = 10% ax.kolom ? Ok !Coba penampang sloof = b 20.00 cm
= h 30.00 cmCek tekan beton = 2.92 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 6.00 cm2ambil n besi = 6.00 buah
1.13 cm > min 1,2 cm ? No !
h. Strous :Coba n 4.00 buah
50.00 cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 4375.00 + 900.59
= 5275.59 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf
= 15700.00 kg > P max ? Ok !
2. Design of Main Foundation II P-2 : Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2
fy = 2400.00 kg/cm2
= 2.40 ton/m3
Axial load (P) = 26899.00 kg
Moment (M) = 1961.00 kg.m
Try width of found. (B) = 200.00 cm
Try width of column (b) = 50.00 cm
Try deepth of WF (l) = 40.00 cm
a. Foundation PlanThicknes of found. = 35.00 cmWeight of foundation = 0.08 kg/cm2Allowable soil strength net. = 0.92 kg/cm2
Extrem soil stress = P/A + M / (1/6 B^3)= 0.67 + 0.15= 0.82 kg/cm2
Extrem soil stress < Allw. Soil strength nett. ?= 0.82 < 0.92 ?
...YES
b. 2 way shear Chek Vu = 26899.00 kg
b = 1.00d = 29.00 cm
bo = 4 x (d + b ) = 316.00 cm
=
= 1505798.86 N.= 150579.89 kg.
f besi sloof =f besi begel sloof minimum = 8 mm
f strous =
Concrete mass/vol.
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
= 150579.89 > 26899.00 ..?
YESc. 1 way shear Chek
== 317679.08 N.
31767.91 kg.
= 31767.91 > 26899.00 ..?
YES
d. Reinforcement for bending momentMu = 1961.00 kg.m
= 0.01Rn = Mu / B.d^2 = 0.12m = fy / 0.85 fc' = 9.411/m = 0.11(1-2.m.Rn/fy)^0,5 = 1.00
= 0.0005 < 0.0058Use = 0.0058
= 3383.33 mm2
= 18.00 mmnumber = 16.00As = 4069.44 > 3383.33
OKUse : B = 200.00 cm
b = 50.00 cmt = 35.00 cm
f = 18.00 mmn = 16.00 pcs
e. Design of Base Plat :Width of base plat (w) = 50.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5
= 2.09 cm
f. Anker Bolt (6 bolt) :Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 20.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 4902.50 kg1 baut memikul (P1 / 2) (tarik) = 2451.25 kgGaya akibat Normal (tekan) = 4483.17 kg
A 1 baut = 4.33 cm2
f = 2.35 cmL = 144.60 cm
g. Sloof :Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 20.00 cm
= h 30.00 cmCek tekan beton = 5.00 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 6.00 cm2ambil n besi = 6.00 buah
1.13 cm > min 1,2 cm ? No !
h. Strous :
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . D ]
fVc > Vu ..?
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
f besi sloof =f besi begel sloof minimum = 8 mm
Coba n 2.00 buah50.00 cm
Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 13449.50 + 980.50= 14430.00 kg
Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf
= 15700.00 kg > P max ? Ok !
3. Design of Main Foundation III (tangga) P-3 : Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2
fy = 2400.00 kg/cm2
= 2.40 ton/m3
Axial load (P) = 4832.00 kg
Moment (M) = 571.00 kg.m
Try width of found. (B) = 120.00 cm
Try width of column (b) = 30.00 cm
Try deepth of WF (l) = 20.00 cm
a. Foundation PlanThicknes of found. = 25.00 cmWeight of foundation = 0.06 kg/cm2Allowable soil strength net. = 0.94 kg/cm2
Extrem soil stress = P/A + M / (1/6 B^3)= 0.34 + 0.20= 0.53 kg/cm2
Extrem soil stress < Allw. Soil strength nett. ?= 0.53 < 0.94 ?
...YES
b. 2 way shear Chek Vu = 4832.00 kg
b = 1.00d = 19.00 cm
bo = 4 x (d + b ) = 196.00 cm
=
= 611915.64 N.= 61191.56 kg.
= 61191.56 > 4832.00 ..?
YESc. 1 way shear Chek
== 124880.74 N.
12488.07 kg.
= 12488.07 > 4832.00 ..?
YES
d. Reinforcement for bending momentMu = 571.00 kg.m
= 0.01Rn = Mu / B.d^2 = 0.13m = fy / 0.85 fc' = 9.411/m = 0.11(1-2.m.Rn/fy)^0,5 = 0.99
f strous =
Concrete mass/vol.
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . D ]
fVc > Vu ..?
r min. = 1.4/fy
= 0.0006 < 0.0058Use = 0.0058
= 1330.00 mm2
= 16.00 mmnumber = 8.00As = 1607.68 > 1330.00
OKUse : B = 120.00 cm
b = 30.00 cmt = 25.00 cm
f = 16.00 mmn = 8.00 pcs
e. Design of Base Plat :Width of base plat (w) = 30.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5
= 2.09 cm
f. Anker Bolt (6 bolt) :Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 17.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 1679.41 kg1 baut memikul (P1 / 2) (tarik) = 839.71 kgGaya akibat Normal (tekan) = 805.33 kg
A 1 baut = 1.03 cm2
f = 1.14 cmL = 70.43 cm
g. Sloof :Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 15.00 cm
= h 20.00 cmCek tekan beton = 10.00 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 3.00 cm2ambil n besi = 6.00 buah
0.80 cm > min 1,2 cm ? No !
4. Design of Main Foundation Gabungan P-4 :Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2
fy = 2400.00 kg/cm2
= 2.40 ton/m3
Axial load (P)kiri = 5476.00 kg
Moment (M)kiri = 1287.00 kg.m
Axial load (P)kanan = 12348.00 kg
Moment (M)kanan = 1355.00 kg.m
P total = 17824.00 kg
Try width of found. (B) = 150.00 cm Try width of found. (L) = 300.00 cm
Try width of column (b) = 40.00 cm
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
f besi sloof =f besi begel sloof minimum = 8 mm
Concrete mass/vol.
Try deepth of WF (l) = 30.00 cm
a. Foundation PlanThicknes of found. = 35.00 cmWeight of foundation = 0.08 kg/cm2Allowable soil strength net. = 0.92 kg/cm2
Extrem soil stress = P total /A = 0.40= 0.40 kg/cm2
Extrem soil stress < Allw. Soil strength nett. ?= 0.40 < 0.92 ?
...YES
b. 2 way shear Chek Vu = 5476.00 kg
b = 1.00d = 29.00 cm
bo = 4 x (d + b ) = 276.00 cm
=
= 1315191.41 N.= 131519.14 kg.
= 131519.14 > 5476.00 ..?
YESc. 1 way shear Chek
== 238259.31 N.
23825.93 kg.
= 23825.93 > 5476.00 ..?
YES
d. Reinforcement for bending momentMu max. (dari SAP2000) = 4000.00 kg.m
= 0.01Rn = Mu / B.d^2 = 0.32m = fy / 0.85 fc' = 9.411/m = 0.11(1-2.m.Rn/fy)^0,5 = 0.99
= 0.0013 < 0.0058Use = 0.0058
= 2537.50 mm2
= 18.00 mmnumber = 10.00As = 2543.40 > 2537.50
OKUse : B = 150.00 cm
b = 40.00 cmt = 35.00 cm
f = 18.00 mmn = 10.00 pcs
e. Design of Base Plat :Width of base plat (w) = 40.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5
= 2.09 cm
f. Anker Bolt (6 bolt) :
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . d ]
fVc > Vu ..?
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 12.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 5362.50 kg1 baut memikul (P1 / 2) (tarik) = 2681.25 kgGaya akibat Normal (tekan) = 912.67 kg
A 1 baut = 2.25 cm2
f = 1.69 cmL = 104.10 cm
g. Sloof :Beban axial sloof = = 1500.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 15.00 cm
= h 30.00 cmCek tekan beton = 3.33 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 4.50 cm2ambil n besi = 6.00 buah
0.98 cm > min 1,2 cm ? No !
h. Strous :Coba n 2.00 buah
30.00 cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 8912.00 + 0.00
= 8912.00 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf
= 9420.00 kg > P max ? Ok !14.17
5. Design of Main Foundation Gabungan P-5Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2
fy = 2400.00 kg/cm2
= 2.40 ton/m3
Axial load (P)kiri = 43900.00 kg
Moment (M)kiri = 1235.00 kg.m
Axial load (P)kanan = 38250.00 kg
Moment (M)kanan = 1888.00 kg.m
P total = 82150.00 kg
Try width of found. (B) = 200.00 cm Try width of found. (L) = 490.00 cm
Try width of column (b) = 50.00 cm
Try deepth of WF (l) = 40.00 cm
a. Foundation PlanThicknes of found. = 50.00 cmWeight of foundation = 0.12 kg/cm2Allowable soil strength net. = 0.88 kg/cm2
Extrem soil stress = P total /A = 0.84= 0.84 kg/cm2
Extrem soil stress < Allw. Soil strength nett. ?= 0.84 < 0.88 ?
...YES
b. 2 way shear Chek Vu = 43900.00 kg
f besi sloof =f besi begel sloof minimum = 8 mm
f strous =
Concrete mass/vol.
b = 1.00d = 44.00 cm
bo = 4 x (d + b ) = 376.00 cm
=
= 2718456.60 N.= 271845.66 kg.
= 271845.66 > 43900.00 ..?
YESc. 1 way shear Chek
== 481995.85 N.
48199.59 kg.
= 48199.59 > 43900.00 ..?
YES
d. Reinforcement for bending momentMu max. (dari SAP2000) = 24300.00 kg.m
= 0.01Rn = Mu / B.d^2 = 0.63m = fy / 0.85 fc' = 9.411/m = 0.11(1-2.m.Rn/fy)^0,5 = 0.98
= 0.0026 < 0.0058Use = 0.0058
= 5133.33 mm2
= 20.00 mmnumber = 18.00As = 5652.00 > 5133.33
OKUse : B = 200.00 cm
b = 50.00 cmt = 50.00 cm
f = 20.00 mmn = 18.00 pcs
e. Design of Base Plat :Width of base plat (w) = 50.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5
= 2.09 cm
f. Anker Bolt (6 bolt) :Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 12.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 5145.83 kg1 baut memikul (P1 / 2) (tarik) = 2572.92 kgGaya akibat Normal (tekan) = 7316.67 kg
A 1 baut = 6.18 cm2
f = 2.81 cmL = 172.68 cm
g. Sloof :Beban axial sloof = = 4500.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 15.00 cm
= h 30.00 cmCek tekan beton = 10.00 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 4.50 cm2
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . d ]
fVc > Vu ..?
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
ambil n besi = 6.00 buah0.98 cm > min 1,2 cm ? No !
h. Strous :Coba n 5.00 buah
55.00 cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 16430.00 + 0.00
= 16430.00 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf
= 17270.00 kg > P max ? Ok !
KESIMPULAN :
f besi sloof =f besi begel sloof minimum = 8 mm
f strous =
NAMA PONDAP(kg) M(kg.m) B(cm) t(cm) n (pcs) t base plat (cmn angker (pcsP-1 17500.00 1531.00 170.00 50.00 16.00 20.00 #REF! #REF! #REF!P-2 26899.00 1961.00 200.00 35.00 18.00 16.00 2.09 6.00 2.35P-3 4832.00 571.00 120.00 25.00 16.00 8.00 2.09 6.00 1.14P-4 150.00 35.00 18.00 10.00 2.09 6.00 1.69P-5 200.00 50.00 20.00 18.00 2.09 6.00 2.81
PERHITUNGAN STRUKTUR BANGUNAN
HOTEL S O N N YJL. BRATANG BINANGUN - SURABAYA
f (mm) f (cm)
L (cm) n strous#REF! 4.00 50.00144.60 2.00 50.0070.43 -104.10 2.00 30.00172.68 5.00 55.00
PERHITUNGAN STRUKTUR BANGUNAN
HOTEL S O N N YJL. BRATANG BINANGUN - SURABAYA
f beton(cm)
I. Design of skunder Foundation :Data :Allowable soil strength = 0.40 kg/cm2fc' = 300.00 kg/cm2
fy = 2400.00 kg/cm2
= 2.40 ton/m3
Axial load (P) = 8093.00 kg
Moment (M) = 1257.00 kg.m
Try width of found. (B) = 200.00 cm
Try width of column (b) = 40.00 cm
Try deepth of WF (l) = 30.00 cm
a. Foundation PlanThicknes of found. = 25.00 cmWeight of foundation = 0.06 kg/cm2Allowable soil strength net. = 0.34 kg/cm2
Extrem soil stress = P/A + M / (1/6 B^3)= 0.20 + 0.09= 0.30 kg/cm2
Extrem soil stress < Allw. Soil strength nett. ?= 0.30 < 0.34 ?
...YES
b. 2 way shear Chek Vu = 8093.00 kg
b = 1.00d = 19.00 cmbo = 4 x (d + b ) = 236.00 cm
=
= ### N.= 73679.64 kg.
= 73679.64 > 8093.00 ..?
YESc. 1 way shear Chek
== ### N.
20813.46 kg.
= 20813.46 > 8093.00 ..?
YES
d. Reinforcement for bending momentMu = 1257.00 kg.m
Concrete mass/vol.
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . D ]
fVc > Vu ..?
= 0.01Rn = Mu / B.d^2 = 0.17m = fy / 0.85 fc' = 9.411/m = 0.11(1-2.m.Rn/fy)^0,5 = 0.99
= 0.0007 < 0.0058Use = 0.0058
= 2216.67 mm2
= 14.00 mmnumber = 16.00As = 2461.76 > 2216.67
OKUse : B = 200.00 cm
b = 40.00 cmt = 25.00 cm
f = 14.00 mmn = 16.00 pcs
II. Design of Base Plat :Width of base plat (w) = 40.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5
= 2.09 cm
III. Anker Bolt (6 bolt) :Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 15.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 4190.00 kg1 baut memikul (P1 / 2) (tarik)= 2095.00 kgGaya akibat Normal (tekan) = 1348.83 kg
A 1 baut = 2.15 cm2
f = 1.66 cmL = 101.90 cm
IV. Sloof :Beban axial sloof = = 2136.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 25.00 cm
= h 40.00 cmCek tekan beton = 2.14 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 10.00 cm2ambil n besi = 6.00 buah
1.46 cm > min 1,2 cm ? Ok !
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
f besi sloof =
V. Strous :Coba n 2.00 buah
30.00 cmPmax. = Axial / n + M.X1 /1.(X1^2+X2^2) 4046.50 + 1257.00
= 5303.50 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous Keliling x geser cleaf
= 9420.00 kg > P max ? Ok !
f besi begel sloof minimum = 8 mm
f strous =
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
1. TYPE PLAT TANGGA UTAMA-a ( tebal 14 cm )
Tebal plat = 0.14 mPanjang arah x (lx) = 1 mPanjang datar = 4.3 m
Berat volume beton = 2400Tebal selimut beton = 20 mm t bordes = 170 d = 0.14*1000 - 20 - 5 = 115 mm d bordes = 145 b = 1 mL miring = 4.414748011 mBeban-beban yang bekerja :1. Beban mati
Plat = t * 2400 = 336
Finishing lantai (keramik) = 66
Anak tgga = 12 = 166.3515
Total = 568
2. Beban hidup
Beban hidup yang bekerja = 200
Wu = 1.2 * qd + 1.6 * ql = 1002.02181 (plat tangga)
Wu = 1.2 * qd + 1.6 * ql = 802.4 (plat bordes)
Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga = 3944 kgm = 38.65 kNmMu tump.plat bordes = 8656 kgm = 84.83 kNm
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
Wu bordes kg/m2
Wu plat kg/m2
Mutu beton = 20 MPaMutu baja = 400 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.0255
0.0191250.0025
m = fy/0.85 . fc' = 23.52941176
Arah Mu Mn As perlu tul.pakaikNm kNm N/mm2 > ρmin mm2 Ø (mm)
utama di plat 38.65 48.314 4.567 0.01142 0.011416 1313 16utama di bordes 84.83 106.036 5.043 0.01261 0.012608 1828 19pembagi 263 10pembagi 366 10
tangga pakai t = 140 mmbordes pakai t = 170 mmtulangan utama : Ø 16 - s = 150 mmtulangan bordes : Ø 19 - s = 150 mmtulangan pembagi : Ø 10 - s = 200 mm
PERHITUNGAN GESER PADA PLAT TANGGA
0.6
Vs min = 1/3 (Mpa) . bw . d
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
Vc = 1/6 √ (fc' bw . d)
Ø =
jika : Vu < 0.5 ØVc ----> tidak tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal
Øvs = vu < Øvc
vu = Vu / bd
Øvs = (vu - Øvc)
A sengk = (vu - Øvc) b y / (Øfy)A sengk min = b.y / (3 fy)
fc' = 20 Mpafy sengk = 240 Mpa
Vu b h d vu Øvc Øvc > vu ?kg mm mm Mpa Mpa
PLAT TANGGA 3,369 1,000 140 105 0.320857 0.447214 ok, tdk perlu tul gsrBORDES 5,963 1,000 170 135 0.441704 0.447214 ok, tdk perlu tul gsr
DESAIN BALOK TANGGA
I. LENTUR :Mu = 1/8 Q . L^2
qU bordes = 802.4 kg/m2qU plat = 1002.0 / 2 = 501 kg/m2
Mu =
dimensi balok = b (lebar), h (tinggi) dan d ( h-0.5tul-cover)E (modulus elastisitas baja tul) = 200 000 Mpa
Øvc = 1/6 √ fc'
Mn perlu = Mu/Ø = Mu / 0.8
xb (garis netral kondisi seimbang) = ( ξcu / ( ξcu + ξy ) ) x d
x max = 0.75 . xb
Rn perlu = Mn perlu / ( b . d^2 )
m = fy/0.85 . fc'
E baja = 200,000 Mpafc' = 20 Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs digantify = 400 Mpa
Mu Mu Mn perlu b h d xb.(kg.m) (N.mm) (N.mm) (mm) (mm) (mm) (mm)
La
nta
i -1
B1a lt-1 tumpu 11,727.00 1.17E+08 1.47E+08 150 550 485 #VALUE!lt-1 lap. 9,982.00 9.98E+07 1.25E+08 150 550 485 #VALUE!
B1b lt-1 tumpu 6,590.00 6.59E+07 8.24E+07 150 500 435 #VALUE!lt-1 lap. 2,842.00 2.84E+07 3.55E+07 150 500 435 #VALUE!
B1c lt-1 tumpu 5,375.00 5.38E+07 6.72E+07 150 500 435 #VALUE!lt-1 lap. 3,027.00 3.03E+07 3.78E+07 150 500 435 #VALUE!
Ata
p
B2a atap tumpu 1397 1.40E+07 1.75E+07 150 400 335 #VALUE!atap lap 2860 2.86E+07 3.58E+07 150 400 335 #VALUE!
B2b atap tumpu 681 6.81E+06 8.51E+06 150 300 235 #VALUE!atap lap 346 3.46E+06 4.33E+06 150 300 235 #VALUE!
C max = 0.85 . fc' . b . β1 . xmaxutk fc' < 27.5 Mpa β1 = 0.85 …(C.K.Wang hal 46)
Mn max = Cmax ( d - β1 . x/2) -----> jika Mn max > Mn perlu, tdk perlu tul tekan
ρ balance = 0.85 . fc'/fy x 600/(600+fy)ρ max = 0.75 . ρ balance ρ min = 1.4 / fy
ρ perlu = 1/m [ 1-√1- (2.m.Rn perlu)/fy ]
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
blk.tangga 648 6.48E+06 8.10E+06 150 400 335 #VALUE!blk.tandon 1052 1.05E+07 1.32E+07 150 350 285 #VALUE!
Ga
rasi
B-utamatepi tumpu 2,690.00 2.69E+07 3.36E+07 150 400 335 #VALUE!lap 5,491.00 5.49E+07 6.86E+07 200 400 335 #VALUE!
B-utama-dlm tumpu 400.00 4.00E+06 5.00E+06 200 350 285 #VALUE!lap 2,027.00 2.03E+07 2.53E+07 200 350 285 #VALUE!
B-anak tumpu 400.00 4.00E+06 5.00E+06 150 250 185 #VALUE!lap 1,930.00 1.93E+07 2.41E+07 150 250 185 #VALUE!
macam tul. :polos 6,8,10deform 12,13,16,19,22
xmax Cmax Mn max beton Mn max beRn perlu m(mm) (N) (N.mm) > Mn perlu
#VALUE! #VALUE! #VALUE! #VALUE! 4.154533 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 3.53633 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! 2.902189 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.251596 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! 2.367111 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.333069 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! 1.037351 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 2.12371 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! 1.027614 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 0.522107 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
ρ balance ρ max ρ min ρ perlu ρ perlu > ρ min
#VALUE! #VALUE! #VALUE! #VALUE! 0.481176 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.079306 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.997475 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 3.058031 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! 0.307787 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.559711 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! 0.973947 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 4.699294 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
As perlu tul pakai As ada > As perlumm2 jml Ф (mm) mm2
#VALUE! #VALUE! 5 16 1004.8 #VALUE!#VALUE! #VALUE! 4 16 803.84 #VALUE!
#VALUE! #VALUE! 4 13 530.66 #VALUE!#VALUE! #VALUE! 3 13 397.995 #VALUE!
#VALUE! #VALUE! 4 13 530.66 #VALUE!#VALUE! #VALUE! 3 13 397.995 #VALUE!
#VALUE! #VALUE! 2 12 226.08 #VALUE!#VALUE! #VALUE! 3 12 339.12 #VALUE!
#VALUE! #VALUE! 2 12 226.08 #VALUE!#VALUE! #VALUE! 2 12 226.08 #VALUE!
ρ perlu < ρ max
#VALUE! #VALUE! 2 12 226.08 #VALUE!#VALUE! #VALUE! 2 12 226.08 #VALUE!#VALUE! #VALUE! 3 13 397.995 #VALUE!#VALUE! #VALUE! 4 16 803.84 #VALUE!
#VALUE! #VALUE! 2 13 265.33 #VALUE!#VALUE! #VALUE! 3 13 397.995 #VALUE!
#VALUE! #VALUE! 2 13 265.33 #VALUE!#VALUE! #VALUE! 3 13 397.995 #VALUE!
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
1. TYPE PLAT TANGGA UTAMA-a bagian atas ( tebal 14 cm )
Tebal plat = 0.14 mPanjang arah x (lx) = 1 mPanjang datar = 3.88 m
Berat volume beton = 2400Tebal selimut beton = 20 mm d = 0.14*1000 - 20 - 5 = 115 mm b = 1 mL miring = 4.00679423 mBeban-beban yang bekerja :1. Beban mati
Plat = t * 2400 = 336
Finishing lantai (keramik) = 66
Anak tgga 12 = 183.2887
Total = 585
2. Beban hidup
Beban hidup yang bekerja = 200
Wu = 1.2 * qd + 1.6 * ql = 1022.3464084 (plat tangga)
Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga = 869 kgm = 8.52Mu tump.plat tangga = 1800 kgm = 17.64
Mutu beton = 20 MPaMutu baja = 240 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.0505950.037946
0.0025 m = fy/0.85 . fc' = 14.11764706
Arah Mu Mn
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
kNm kNm N/mm2 > ρminlap di plat 8.52 10.64525 1.006 0.00419 0.004192tum di plat 17.64 22.05 2.084 0.00868 0.008684pembagipembagi
tangga pakai t = 140 mmbordes pakai t = 140 mmtulangan utama : Ø 10 - s = 150tulangan bordes : Ø 13 - s = 120tulangan pembagi : Ø 10 - s = 200
PERHITUNGAN GESER PADA PLAT TANGGA
0.6
Vs min = 1/3 (Mpa) . bw . d
vu = Vu / bd
Øvs = (vu - Øvc)
A sengk = (vu - Øvc) b y / (Øfy)A sengk min = b.y / (3 fy)
fc' = 20 Mpafy seng 240 Mpa
Vu b h d vukg mm mm Mpa
PLAT TANGGA 2,596 1,000 140 105 0.247238BORDES 1,000 170 135 0
Vc = 1/6 √ (fc' bw . d)
Ø =
jika : Vu < 0.5 ØVc ----> tidak tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal
Øvs = vu < Øvc
Øvc = 1/6 √ fc'
t bordes = 140d bordes = 0 mm
(plat tangga)
kNmkNm
As perlu tul.pakai As ada As ada>Asperlu
Wu kg/m2
mm2 Ø (mm) s (mm)482 10 150 523 ok999 13 120 1106 ok
96 10 200 393 ok 20% tul.utama200 10 200 393 ok 20% tul.utama
mmmmmm
Øvc Øvc > vu ?Mpa
0.447214 ok, tdk perlu tul gsr0.447214 ok, tdk perlu tul gsr
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
1. TYPE PLAT TANGGA BELAKANG ( tebal 12 cm )
Tebal plat = 0.12 mPanjang arah x (lx) = 1 mPanjang datar = 1.875 m
Berat volume beton = 2400Tebal selimut beton = 20 mm d = t*1000 - 20 - 5 = 95 mm b = 1 mL miring = 2.125 mBeban-beban yang bekerja :1. Beban mati
Plat = t * 2400 = 288
Finishing lantai (keramik) = 66
Anak tgga 5 = 144
Total = 498
2. Beban hidup
Beban hidup yang bekerja = 200
Wu = 1.2 * qd + 1.6 * ql = 917.6 (plat tangga)
Wu = 1.2 * qd + 1.6 * ql = 744.8 (plat bordes)
Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga = 658 kgm = 6.45Mu tump.plat bordes = 1980 kgm = 19.40
Mutu beton = 20 MPaMutu baja = 400 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.0255
0.0191250.0025
m = fy/0.85 . fc' = 23.52941176
Arah Mu MnkNm kNm N/mm2 > ρmin
utama di plat 6.45 8.0605 1.116 0.00279 0.002791utama di bordes 19.40 24.255 2.688 0.00672 0.006719pembagi
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
Wu bordes kg/m2
pembagi
tangga pakai t = 120 mmbordes pakai t = 120 mmtulangan utama : Ø 10 - s = 120tulangan bordes : Ø 10 - s = 120tulangan pembagi : Ø 8 - s = 200
PERHITUNGAN GESER PADA PLAT TANGGA
0.6
Vs min = 1/3 (Mpa) . bw . d
vu = Vu / bd
Øvs = (vu - Øvc)
A sengk = (vu - Øvc) b y / (Øfy)A sengk min = b.y / (3 fy)
fc' = 20 Mpafy sengk = 240 Mpa
Vu b h d vukg mm mm Mpa
PLAT TANGGA 1,249 1,000 120 85 0.146941BORDES 3,450 1,000 120 85 0.405882
Vc = 1/6 √ (fc' bw . d)
Ø =
jika : Vu < 0.5 ØVc ----> tidak tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal
Øvs = vu < Øvc
Øvc = 1/6 √ fc'
t bordes = 120d bordes = 95 mm
(plat tangga)
(plat bordes)
kNmkNm
As perlu tul.pakai As ada As ada>Asperlumm2 Ø (mm) s (mm)
265 10 120 654 ok638 10 120 654 ok
53 8 200 251 ok 20% tul.utama
Wu bordes kg/m2
Wu bordes kg/m2
Wu plat kg/m2
128 8 200 251 ok 20% tul.utama
mmmmmm
Øvc Øvc > vu ?Mpa
0.4472135955 ok, tdk perlu tul gsr0.4472135955 ok, tdk perlu tul gsr
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
1. TYPE PLAT TANGGA BELAKANG ( tebal 12 cm )
Tebal plat = 0.12 mPanjang arah x (lx) = 2 mPanjang arah y (ly) = 2 mly / lx = 1.00
Berat volume beton = 2400Tebal selimut beton = 20 mm d = 0.12*1000 - 20 - 5 = 95 mm b = 1 mL miring = 2.8284271247 mBeban-beban yang bekerja :1. Beban mati
Plat = 0.12 * 2400 = 288
Finishing lantai (keramik) = 66
Anak tgga = 6 = 129.8248
Total = 484
2. Beban hidup
Beban hidup yang bekerja = 200
Wu = 1.2 * qd + 1.6 * ql = 900.589766031 (pelat)
Wu = 1.2 * qd + 1.6 * ql = 744.8 (bordes)Dari SAP didapat :Mu lap.plat tangga = 260 kgm = 2.55 kNmMu tump.plat tangga = 845 8.28 kNmMu lap. plat bordes = 456 4.47 kNmMu tump. plat bordes = 51 kgm = 0.50 kNm
Mutu beton = 20 MPaMutu baja = 240 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.0505950.037946
0.0025 m = fy/0.85 . fc' = 14.117647059
Arah Mu Mn As perlu tul.pakaikNm kNm N/mm2 > ρmin mm2 Ø (mm)
x ( lap ) 2.55 3.185 0.441 0.00184 0.0025 238 8
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
Wu bordes kg/m2
y ( lap ) 8.28 10.35125 1.147 0.00478 0.004779 454 10x ( tump ) 4.47 5.586 0.619 0.00258 0.002579 245 8y ( tump ) 0.50 0.62475 0.069 0.00029 0.0025 238 8
tangga pakai t=120mm : Ø10 - 150 mm
PERHITUNGAN PLAT PROYEK - RUMAH MANYAR
PERHITUNGAN TANDON AIR BAWAH
1. Plat dinding tandon :Pa (tekanan tanah aktif) = ca .w .h^2/2ca (coefisien tekanan aktif) = 0.3w (berat jenis tanah) = 1800 kg/m3h (kedalaman bangunan) = 2 m
Pa = 1080 kg/mMu = 1,2 x Pa x 1/3h 864 kg.m 8.4672 kN.m
2. Plat lantai tandon : Tebal plat = 0.15 mPanjang arah x (lx) = 2 mPanjang arah y (ly) = 2 mly / lx = 1.00
Berat volume beton = 2400Tebal selimut beton = 20 mm d = t*1000 - 20 - 5 = 125 mm b = 1 m
Beban-beban yang bekerja :1. Beban mati
Plat = 0.15 * 2400 = 360
Finishing lantai (keramik) = 0
Plafond + instalasi = 0
Total = 369
2. Beban hidup
Beban hidup yang bekerja = 2000
Wu = 1.2 * qd + 1.6 * ql = 3642.8lihat tabel PBI 71 :X untuk Mlx = 44X untuk Mly = 44X untuk Mtx = 0X untuk Mty = 0
641.1328 kgm = 6.28 kNm
641.1328 kgm = 6.28 kNm
0 kgm = 0.00 kNm
0 kgm = 0.00 kNm
kg/m3
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
Mlx = 0.001 * Wu * lx2 * X =
Mly = 0.001 * Wu * lx2 * X =
Mtx = - 0.001 * Wu * lx2 * X =
Mty = - 0.001 * Wu * lx2 * X =
Mutu beton = 20 MPaMutu baja = 240 MPa f = 0.8
Rn perlu = Mn perlu / ( b . d^2 ) 0.05059523810.0379464286
0.0025 m = fy/0.85 . fc' = 14.11765
Arah Mu Mn As perlukNm kNm N/mm2 > ρmin mm2
1. Plat vertikal x ( lap ) 8.47 10.584 0.847 0.00353 0.003528 4412. Plat lantai y ( lap ) 6.28 7.8538768 0.503 0.00209 0.0025 313
ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR)
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Rn=Mn/bd2 r perlu cek r
PONDASI Proyek Manyar
I. Design of Main Foundation P1 :Data :Allowable soil strength = 0.50 kg/cm2fc' = 200.00 kg/cm2
fy = 3200.00 kg/cm2
= 2.40 ton/m3
Axial load (P) = 13849.00 kg
Moment (M) = 534.00 kg.m
Try width of found. (B) = 100.00 cm
Try width of column (b) = 15.00 cm
Try deepth of WF (l) = 15.00 cm
V. Strous :Coba n = 2.00 buah
30.00 cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 6924.50 + 534.00
= 7458.50 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf
= 9420.00 kg > P max ? Ok !
a. Foundation PlanThicknes of found. = 40.00 cmWeight of foundation = 0.10 kg/cm2
b. 2 way shear Chek Vu = 13849.00 kg
b = 1.00D = 34.00 cm
bo = 4 x (d + b ) = 196.00 cm
=
= 894069.42 N.= 89406.94 kg.
= 89406.94 > 13849.00 ..?
YESc. 1 way shear Chek
== 152052.62 N.
15205.26 kg.
= 15205.26 > 13849.00 ..?
Concrete mass/vol.
f strous =
fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]
fVc > Vu ..?
fVc 0,6 [1/6 Ö fc'. B . D ]
fVc > Vu ..?
YES
d. Reinforcement for bending momentMu = 534.00 kg.m
Q pile cap = 0.96 t/m
L1 P strous
L
t = 0.40 mB = 1.00 mL1 = 0.30 mL = 0.60 mQ (b.s. pile cap) = t.L.B = 0.96 t/mP (daya dukung strous) = 9.42 tMu = 1.2 x ( P.L1 - 1/2.Q.L^2) = 3.18 t.m
= 0.0044Rn = Mu / B.d^2 = 0.0275m = fy / 0.85 fc' = 18.821/m = 0.05(1-2.m.Rn/fy)^0,5 = 1.00
= 0.00009 < 0.0044Use = 0.0044
= 1487.50 mm2
= 16.00 mmnumber = 10.00As = 2009.60 > 1487.50
OKUse : B = 100.00 cm
b = 15.00 cmt = 40.00 cm
f = 16.00 mmn = 10.00 pcss jarak tul = 10.00 mm
IV. Sloof :Beban axial sloof = 1384.90 kg ( 10% ax.kolom)Coba penampang sloof = b 15.00 cm
= h 30.00 cmCek tekan beton = 3.08 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 4.50 cm2ambil n besi = 4.00 buah
r min. = 1.4/fy
r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5
(r min.)
As = r.B.d.
try f
DESAIN BALOK
I. LENTUR :Mu = momen negatif max. di tumpuan
dimensi balok = b (lebar), h (tinggi) dan d ( h-0.5tul-cover)E (modulus elastisitas baja tul) = 200 000 Mpa
x max = 0.75 . xb
Rn perlu = Mn perlu / ( b . d^2 )
m = fy/0.85 . fc'
E baja = 200,000 Mpafc' = 20 Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs digantify = 400 Mpa
Mu Mu Mn perlu b h d(kg.m) (N.mm) (N.mm) (mm) (mm) (mm)
La
nta
i -1
B1alt-1 tumpu 3,200.00 3.20E+07 4.00E+07 150 400 380lt-1 lap. 9,982.00 9.98E+07 1.25E+08 150 550 485
B1blt-1 tumpu 6,590.00 6.59E+07 8.24E+07 150 500 435lt-1 lap. 2,842.00 2.84E+07 3.55E+07 150 500 435
B1clt-1 tumpu 5,375.00 5.38E+07 6.72E+07 150 500 435lt-1 lap. 3,027.00 3.03E+07 3.78E+07 150 500 435
Ata
p
B2aatap tumpu 1397 1.40E+07 1.75E+07 150 400 335atap lap 2860 2.86E+07 3.58E+07 150 400 335
B2batap tumpu 681 6.81E+06 8.51E+06 150 300 235atap lap 346 3.46E+06 4.33E+06 150 300 235
blk.tangga 648 6.48E+06 8.10E+06 150 400 335blk.tandon 1052 1.05E+07 1.32E+07 150 350 285
Ga
rasi
B-utamatepi tumpu 2,690.00 2.69E+07 3.36E+07 150 400 335lap 5,491.00 5.49E+07 6.86E+07 200 400 335
Mn perlu = Mu/Ø = Mu / 0.8
xb (garis netral kondisi seimbang) = ( ξcu / ( ξcu + ξy ) ) x d
C max = 0.85 . fc' . b . β1 . xmaxutk fc' < 27.5 Mpa β1 = 0.85 …(C.K.Wang hal 46)
Mn max = Cmax ( d - β1 . x/2) -----> jika Mn max > Mn perlu, tdk perlu tul tekan
ρ balance = 0.85 . fc'/fy x 600/(600+fy)ρ max = 0.75 . ρ balance ρ min = 1.4 / fy
ρ perlu = 1/m [ 1-√1- (2.m.Rn perlu)/fy ]
ρ min < ρ perlu < ρ max
As perlu = ρ perlu . b . d
Ga
rasi B-utama-dlm
tumpu 400.00 4.00E+06 5.00E+06 200 350 285lap 2,027.00 2.03E+07 2.53E+07 200 350 285
B-anaktumpu 400.00 4.00E+06 5.00E+06 150 250 185lap 1,930.00 1.93E+07 2.41E+07 150 250 185
macam tul. :polos 6,8,10deform 12,13,16,19,22
Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs diganti
xb. xmax Cmax Mn max beton Mn max beton Rn perlu(mm) (mm) (N) (N.mm) > Mn perlu
228 171 370,643 113,907,706 Tdk pelu tul tekan 1.846722 0.0255291 218.25 473,057 185,553,603 Tdk pelu tul tekan 3.53633 0.0255
261 195.75 424,288 149,267,214 Tdk pelu tul tekan 2.902189 0.0255261 195.75 424,288 149,267,214 Tdk pelu tul tekan 1.251596 0.0255
261 195.75 424,288 149,267,214 Tdk pelu tul tekan 2.367111 0.0255261 195.75 424,288 149,267,214 Tdk pelu tul tekan 1.333069 0.0255
201 150.75 326,751 88,526,955 Tdk pelu tul tekan 1.037351 0.0255201 150.75 326,751 88,526,955 Tdk pelu tul tekan 2.12371 0.0255
141 105.75 229,213 43,563,387 Tdk pelu tul tekan 1.027614 0.0255141 105.75 229,213 43,563,387 Tdk pelu tul tekan 0.522107 0.0255
201 150.75 326,751 88,526,955 Tdk pelu tul tekan 0.481176 0.0255171 128.25 277,982 64,073,085 Tdk pelu tul tekan 1.079306 0.0255201 150.75 326,751 88,526,955 Tdk pelu tul tekan 1.997475 0.0255201 150.75 435,668 118,035,940 Tdk pelu tul tekan 3.058031 0.0255
ρ balance
171 128.25 370,643 85,430,780 Tdk pelu tul tekan 0.307787 0.0255171 128.25 370,643 85,430,780 Tdk pelu tul tekan 1.559711 0.0255
111 83.25 180,444 26,997,862 Tdk pelu tul tekan 0.973947 0.0255111 83.25 180,444 26,997,862 Tdk pelu tul tekan 4.699294 0.0255
m As perlu tul pakaimm2 jml Ф (mm)
0.019125 0.0035 23.52941 0.004899 0.00489918139 ok 279.2533 5 160.019125 0.0035 23.52941 0.010023 0.0100226267 ok 729.1461 4 16
0.019125 0.0035 23.52941 0.00801 0.00801036547 ok 522.6763 4 130.019125 0.0035 23.52941 0.003254 0.0035 ok 228.375 3 13
0.019125 0.0035 23.52941 0.0064 0.00639960092 ok 417.574 4 130.019125 0.0035 23.52941 0.003475 0.0035 ok 228.375 3 13
0.019125 0.0035 23.52941 0.002678 0.0035 ok 175.875 2 120.019125 0.0035 23.52941 0.00569 0.00569019607 ok 285.9324 3 12
0.019125 0.0035 23.52941 0.002652 0.0035 ok 123.375 2 120.019125 0.0035 23.52941 0.001326 0.0035 ok 123.375 2 12
0.019125 0.0035 23.52941 0.00122 0.0035 ok 175.875 2 120.019125 0.0035 23.52941 0.00279 0.0035 ok 149.625 2 120.019125 0.0035 23.52941 0.005328 0.0053276111 ok 267.7125 3 130.019125 0.0035 23.52941 0.008494 0.00849384662 ok 569.0877 4 16
ρ max ρ min ρ perlu ρ perlu > ρ min ρ perlu < ρ max
0.019125 0.0035 23.52941 0.000777 0.0035 ok 199.5 2 130.019125 0.0035 23.52941 0.004097 0.00409672565 ok 233.5134 3 13
0.019125 0.0035 23.52941 0.002509 0.0035 ok 97.125 2 130.019125 0.0035 23.52941 0.014081 0.01408081548 ok 390.7426 3 13
As ada > As perlumm21004.8 ok803.84 ok
530.66 ok398 ok
530.66 ok398 ok
226.08 ok339.12 ok
226.08 ok226.08 ok
226.08 ok226.08 ok
398 ok803.84 ok
PERHITUNGAN GESER PADA BALOK
0.6
Vs min = 1/3 (Mpa) . bw . d
vu = Vu / bd
Øvs = (vu - Øvc)
A sengk = (vu - Øvc) b y / (Øfy)A sengk min = b.y / (3 fy)
fc' = 20 Mpafy seng 240 Mpa
Vu b h d y (per 1m) vu Øvc Øvs A sengk A sengk min A sengk > Amin tul pakai As ada > As perlukg mm mm Mpa Mpa Mpa mm2 mm2 jrk (mm) Ф (mm)
lt-1
B1a 12,939 150 550 500 1,000 1.7252 0.447214 1.277986 1,331 208 1331 100 10 1,570 okB1b 7,274 150 500 450 1,000 1.07763 0.447214 0.630416 657 208 657 200 10 785 okB1c 6,228 150 500 450 1,000 0.922667 0.447214 0.475453 495 208 495 200 10 785 ok
atap
B2a 2,842 150 400 350 1,000 0.541333 0.447214 0.09412 98 208 208 200 8 502 okB2b 1,337 150 300 250 1,000 0.356533 0.447214 -0.09068 (94) 208 208 200 8 502 ok
blk. Tangga 2000 150 400 350 1,000 0.380952 0.447214 -0.066261 (69) 208 208 200 8 502 okblk tandon 597 150 400 350 1,000 0.113714 0.447214 -0.333499 (347) 208 208 200 8 502 ok
Gar
asi B-utamatepi 4014 200 400 350 1,000 0.573429 0.447214 0.126215 131 278 278 150 8 670 ok
B-utama-dlm 1796 200 350 300 1,000 0.299333 0.447214 -0.14788 (154) 278 278 150 8 670 okB-anak 858 150 250 200 1,000 0.286 0.447214 -0.161214 (168) 208 208 150 8 670 ok
``
Vc = 1/6 √ (fc' bw . d)
Ø =
jika : Vu < 0.5 ØVc ----> tidak tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal
Øvs = vu < Øvc
Øvc = 1/6 √ fc'
PERHITUNGAN KOLOM
Penulangan dipasang sama rata di semua sisi kolomDesain menggunakan diagram interaksi P-M terlampir (buku :CUR hal 181)fc' = 20 Mpa (diagram berlaku untk. fc' = 15, 20, 25, 30, 35Mpa)fy = 400 Mpa (diagram berlaku untk. fy = 400 Mpa)d'/h = 0.15 (diagram berlaku untk. d'/h = 0.15 )d' = 50 mm (selimut beton+sengkang+1/2diamter tul)h = tinggi penampang kolom
Sumbu vertikal = Pu / ( Ø. Agr. 0.85. fc')Sumbu horisontal = Pu / ( Ø. Agr. 0.85. fc') . (e/h)e = Mu / PuØ = 0.65 (reduksi kekuatan kolom)ρ = r.β ---> fc' 15 : β =0.6
fc' 20 : β =0.8fc' 25 : β =1.0fc' 30 : β =1.2fc' 35 : β =1.33
type b h Pu Mu Pu Mu e(mm) (mm) kg kg.m N Nmm mm
K1a (Lantai-1) 150 450 24,354 932 243,540 9,320,000 38 K1b (Lantai-1) 150 450K1c (teras) 250 250K1d (garasi) 250 250
K2 (Lantai-2) 150 300
Dari hasil SAP2000 didapat As :
type b h As perlu tul pakai As ada(mm) (mm) mm2 jml D (mm) mm2
K1a (Lantai-1) 150 600 900 8 13 1061.32K1b (Lantai-1) 150 500 900 8 13 1061.32K1c (teras) 250 250 625 8 13 1061.32K1d (garasi) 250 250 2215 12 16 2411.52
K2 (Lantai-2) 150 300 450 4 13 530.66
Sb.ver. Sb.hor. d'/h r As perlu tul pakai As ada > As perlu ≈ 0.15 mm2 jml D (mm) mm2
0.326516 0.03 0.111 900 8 13 1061.32 ok900 8 13 1061.32 ok625 8 13 1061.32 ok
2215 12 16 2411.52 ok
450 4 13 530.66 ok
> As perlu
okokokok
ok
**** D E S I G N M O M E N C A P A C I T Y O F B E A M ****
====> FY [Mpa] 400 BJTD 35====> F'C [Mpa] 20 K225Bar diameter [mm] 12 Width(mm) 150Stirrups dia [mm] 10Cover [mm] 30
Tens. Compr 300 350 400 450 500 550 600 650 700 750 800bar bar Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm)
2 2 1826 1643 2278 2050 2730 2457 3183 2864 3635 3271 4087 3678 4539 4085 4991 4492 5443 4899 5895 5306 6348 57133 2 2891 2602 3570 3213 4248 3823 4926 4434 5604 5044 6283 5654 6961 6265 7639 6875 8317 7486 8996 8096 9674 87063 3 2739 2465 3417 3075 4095 3686 4774 4296 5452 4907 6130 5517 6808 6127 7487 6738 8165 7348 8843 7959 9521 8569
PERHITUNGAN GESER BALOK
Beton : 20 Mpa Tul utama : 12 mmBaja : 240 Mpa Sengkang : 10 mm
jarak 30 35 40 45 50 55 60mm
75 9729 11572 13414 15257 17099 18942 20785100 7739 9205 10671 12137 13603 15069 16534150 5750 6839 7928 9017 10106 11195 12284200 4755 5656 6556 7457 8358 9258 10159
fVn (kg) fVn (kg) fVn (kg) fVn (kg) fVn (kg) fVn (kg) fVn (kg)