desain balok dan kolom
TRANSCRIPT
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Desain Balok1. Ring BalokTi i B l k / h 400Tinggi Balok / h 400 mmLebar Balok / b 250 mmθ tul utama 16 mmθ tul sengkang 8 mmTbl penutup beton / p 40 mmfc' 25 MPafc 25 MPafy 240 Mpa
d eff h‐p‐0.5 θ tul utama‐θ tul sengkang 344 mmρb ( 0.85 .β1.f'C / fy ) ((600/600 + fy ) 0.0537ρ maks 0,75 * ρb 0.040275ρ ρρ min 1,4 / fy 0.00583333
Mlap SAP2000 6.7 KNmMtump SAP2000 14.02 KNm
Tulangan LapanganTulangan LapanganMlap SAP2000 6.7 KNmMn Mu/Φ 8.375 KNm
Rn Mn/bd2 283.092212 kn/m2
0.28309221 Mpam fy/(0,8*fc) 12y ( )ρ 1/m [1‐√(1‐(2mRn/fy))] 0.0013ρ < ρ min , maka yang di pakai adl ρ min ( tulangan tunggal )
As ρ x b x d 501.666667 mm2
Digunakan tulangan 3D16 603 mm2
T l TTulangan TumpuanMtump SAP2000 14.02 KNmMn Mu/Φ 17.525 KNm
Rn Mn/bd2 592.381017 kn/m2
0.59238102 Mpa
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m fy/(0,8*fc) 12ρ 1/m [1‐√(1‐(2mRn/fy))] 0.0025< i k di k i dl i ( t l t l )ρ < ρ min , maka yang di pakai adl ρ min ( tulangan tunggal )
As ρ x b x d 501.666667 mm2
Digunakan tulangan 3D16 603 mm2
Cek jarak (b‐2p‐2Ѳs‐Ѳt)/(n‐1) 69
Vu SAP2000 10 KNm10000 N
Vc 1/6 √fc' x b x d 71666.6667 NФVc 0.6 Vc 43000 N3ФVc 129000 N
ФVc > VuVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )Lapangan Ø 8 – 150 mm ( As = 523,6 mm2 )
2.Balok UtamaTinggi Balok / h 500 mmLebar Balok / b 300 mmθ tul utama 19 mmθ tul sengkang 10 mmTbl penutup beton / p 40 mmfc' 25 MPafy 240 Mpa
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d eff h‐p‐0.5 θ tul utama‐θ tul sengkang 440.5 mmρb ( 0.85 .β1.f'C / fy ) ((600/600 + fy ) 0.0537
k 0 75 * b 0 040275ρ maks 0,75 * ρb 0.040275ρ min 1,4 / fy 0.00583333Mlap SAP2000 45 KNmMtump SAP2000 80 KNmTulangan LapanganMlap SAP2000 45 KNmpMn Mu/Φ 56.25 KNm
Rn Mn/bd2 966.294364 kn/m2
0.96629436 Mpam fy/(0,8*fc) 12ρ 1/m [1‐√(1‐(2mRn/fy))] 0.0042
i k di k i dl i ( t l t l )ρ < ρ min , maka yang di pakai adl ρ min ( tulangan tunggal )
As ρ x b x d 770.875 mm2
Digunakan tulangan 3D19 851 mm2
Tulangan TumpuanMtump SAP2000 80 KNmMtump SAP2000 80 KNmMn Mu/Φ 100 KNm
Rn Mn/bd2 1717.85665 kn/m2
1.71785665 Mpam fy/(0,8*fc) 12ρ 1/m [1‐√(1‐(2mRn/fy))] 0.0074ρ > ρ min , maka yang di pakai adl ρ
As ρ x b x d 977.91 mm2
Digunakan tulangan 4D16 1134 mm2
Cek jarak (b‐2p‐2Ѳs‐Ѳt)/(n‐1) 60.3333333
Vu SAP2000 67 KNm67000 N
Vc 1/6 √fc' x b x d 110125 NФVc 0.6 Vc 66075 N3ФVc 198225 N3ФVc 198225 N
ФVc < VuVu < 3ФVc
Jadi diperlukan tukangan geser,ФVs Vu ‐ ФVc 925 NVs perlu ФVs/0.6 1541.66667 N
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Av 2*1/4*π*d2 157 mm2
s Av fy d / Vs perlu 10766.2962 mm/smax h/2 250 mm
jadi dipakai tulangan sengkang D10‐250
3. SloffTi i B l k / h 400Tinggi Balok / h 400 mmLebar Balok / b 250 mmθ tul utama 16 mmθ tul sengkang 8 mmTbl penutup beton / p 40 mmfc' 25 MPafy 240 Mpa
d eff h‐p‐0.5 θ tul utama‐θ tul sengkang 344 mmρb ( 0.85 .β1.f'C / fy ) ((600/600 + fy ) 0.0537ρ maks 0,75 * ρb 0.040275ρ min 1,4 / fy 0.00583333
Mlap SAP2000 6.17 KNmMtump SAP2000 12.2 KNm
Tulangan LapanganTulangan LapanganMlap SAP2000 6.17 KNmMn Mu/Φ 7.7125 KNm
Rn Mn/bd2 260.69835 kn/m2
0.26069835 Mpa
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m fy/(0,8*fc) 12ρ 1/m [1‐√(1‐(2mRn/fy))] 0.0013< i k di k i dl i ( t l t l )ρ < ρ min , maka yang di pakai adl ρ min ( tulangan tunggal )
As ρ x b x d 501.666667 mm2
Digunakan tulangan 3D16 603 mm2
Tulangan TumpuanMtump SAP2000 12 2 KNmMtump SAP2000 12.2 KNmMn Mu/Φ 15.25 KNm
Rn Mn/bd2 515.481341 kn/m2
0.51548134 Mpam fy/(0,8*fc) 12ρ 1/m [1‐√(1‐(2mRn/fy))] 0.0025ρ < ρ min , maka yang di pakai adl ρ min ( tulangan tunggal )
As ρ x b x d 501.666667 mm2
Digunakan tulangan 3D16 603 mm2
Cek jarak (b‐2p‐2Ѳs‐Ѳt)/(n‐1) 69
Vu SAP2000 10 KNm10000 N
Vc 1/6 √fc' x b x d 71666.6667 NФVc 0.6 Vc 43000 N3ФVc 129000 N129000 N
ФVc > VuVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )Lapangan Ø 8 – 150 mm ( As = 523,6 mm2 )
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Desain KolomKolom lantai 2Data perencanaanTinggi Balok / h 600 mmLebar Balok / b 400 mmTebal penutup beton / p 40 mmθ tul utama 16 mmθ tul sengkang 8 mmθ tul sengkang 8 mmfc' 25 MPafy 240 Mpa
Tulangan LenturPu SAP2000 193 KN
193000 N193000 NMu SAP2000 25 KNm
25000000 NmmMn Mu/0.8 31250000 NmmPn perlu Pu/0.8 241250 KNmd h‐p‐0.5 θ tul utama‐θ tul sengkang 544 mmp g gd' h‐d 56 mme Mu/Pn perlu 0.10362694 mme min 0.1 h 60 mmcb (600/(600+fy))d 388.571429ab β1 cb 330.285714Pnb 0 85fc ab b 2807428 57 knPnb 0.85fc ab b 2807428.57 kn0.1*fc*Ag 600000Karena Pu = 9400000 > 0.1*fc*Ag = 600000, maka Ф = 0.65Pn perlu > Pnb ‐‐‐‐‐‐‐‐‐‐‐ analisis keruntuhana Pn/(0.85fc b) 28.3823529As (Pnperlu(h/2)‐e‐(a/2))/(fy(d‐d') 617.955821Luas memanjang minimumAst 1% Ag 2400Menghitung jumlah tulangan
n As/(1/4πd2) 3.07501901As ada 4 * 1/4πd2 803.84
As ada > as perlu okAs ada > as perlu ‐‐‐‐‐‐‐‐‐okjadi pakai tulangan 4D16
Tulangan GeserVu 9400 N
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fc' 25 MPafy 240 Mpad h 1/2Ѳ 556d h‐p‐1/2Ѳ 556 mmVc 1/6 √fc' x b x d 185333.333 NФVc 0.6 Vc 111200 N3ФVc 333600 N
Vu < ФVcVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )Lapangan Ø 8 – 150 mm ( As = 523,6 mm2 )
Kolom lantai 1Data perencanaanTinggi Balok / h 600 mmLebar Balok / b 400 mmLebar Balok / b 400 mmTebal penutup beton / p 40 mmθ tul utama 19 mmθ tul sengkang 10 mmfc' 25 MPafy 240 Mpa
Tulangan LenturPu SAP2000 646 KN
646000 NMu SAP2000 37 KNm
37000000 Nmm37000000 NmmMn Mu/0.8 46250000 NmmPn perlu Pu/0.8 807500 KNmd h‐p‐0.5 θ tul utama‐θ tul sengkang 540.5 mmd' h‐d 59.5 mme Mu/Pn perlu 0.04582043 mm
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e min 0.1 h 60 mmcb (600/(600+fy))d 386.071429b β1 b 328 160714ab β1 cb 328.160714Pnb 0.85fc ab b 2789366.07 kn0.1*fc*Ag 600000Karena Pu = 9400000 > 0.1*fc*Ag = 600000, maka Ф = 0.65Pn perlu > Pnb ‐‐‐‐‐‐‐‐‐‐‐ analisis keruntuhana Pn/(0.85fc b) 95/( )As (Pnperlu(h/2)‐e‐(a/2))/(fy(d‐d') 2098.49231Luas memanjang minimumAst 1% Ag 2400Menghitung jumlah tulangan
n As/(1/4πd2) 7.40509311A d 8 * 1/4 d2 2267 08As ada 8 * 1/4πd2 2267.08
As ada > as perlu ‐‐‐‐‐‐‐‐‐okjadi pakai tulangan 8D19
Tulangan GeserVu 18279 Nfc' 25 MPafy 240 Mpad h‐p‐1/2Ѳ 555 mmVc 1/6 √fc' x b x d 185000 NФVc 0.6 Vc 111000 N3ФVc 333000 N3ФVc 333000 N
Vu < ФVcVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )Lapangan Ø 8 – 150 mm ( As = 523,6 mm2 )
Kolom lantai dasar
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Data perencanaanTinggi Balok / h 600 mmL b B l k / b 400Lebar Balok / b 400 mmTebal penutup beton / p 40 mmθ tul utama 22 mmθ tul sengkang 10 mmfc' 25 MPafy 240 Mpay p
Tulangan LenturPu SAP2000 1093 KN
1093000 NMu SAP2000 25 KNm
25000000 Nmm25000000 NmmMn Mu/0.8 31250000 NmmPn perlu Pu/0.8 1366250 KNmd h‐p‐0.5 θ tul utama‐θ tul sengkang 539 mmd' h‐d 61 mme Mu/Pn perlu 0.01829826 mme min 0.1 h 60 mmcb (600/(600+fy))d 385ab β1 cb 327.25Pnb 0.85fc ab b 2781625 kn0.1*fc*Ag 600000Karena Pu = 9400000 > 0 1*fc*Ag = 600000 maka Ф = 0 65Karena Pu = 9400000 > 0.1*fc*Ag = 600000, maka Ф = 0.65Pn perlu > Pnb ‐‐‐‐‐‐‐‐‐‐‐ analisis keruntuhana Pn/(0.85fc b) 160.735294As (Pnperlu(h/2)‐e‐(a/2))/(fy(d‐d') 3572.8288Luas memanjang minimumAst 1% Ag 2400Menghitung jumlah tulangan
n As/(1/4πd2) 9.40366583As ada 10 * 1/4πd2 3799.4
As ada > as perlu ‐‐‐‐‐‐‐‐‐okjadi pakai tulangan 10D22
Tulangan GeserVu 8789 Nfc' 25 MPafy 240 Mpa
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d h‐p‐1/2Ѳ 555 mmVc 1/6 √fc' x b x d 185000 NФV 0 6 V 111000 NФVc 0.6 Vc 111000 N3ФVc 333000 N
Vu < ФVcVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )p Ø ( , )
Kolom dari pondasi ke lantai dasarData perencanaanTinggi Balok / h 600 mmLebar Balok / b 400 mmLebar Balok / b 400 mmTebal penutup beton / p 40 mmθ tul utama 22 mmθ tul sengkang 10 mmfc' 25 MPafy 240 Mpa
Tulangan LenturPu SAP2000 1130 KN
1130000 NMu SAP2000 1.2 KNm
1200000 Nmm1200000 NmmMn Mu/0.8 1500000 NmmPn perlu Pu/0.8 1412500 KNmd h‐p‐0.5 θ tul utama‐θ tul sengkang 539 mmd' h‐d 61 mme Mu/Pn perlu 0.00084956 mm
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e min 0.1 h 60 mmcb (600/(600+fy))d 385b β1 b 327 25ab β1 cb 327.25Pnb 0.85fc ab b 2781625 kn0.1*fc*Ag 600000Karena Pu = 9400000 > 0.1*fc*Ag = 600000, maka Ф = 0.65Pn perlu > Pnb ‐‐‐‐‐‐‐‐‐‐‐ analisis keruntuhana Pn/(0.85fc b) 166.176471/( )As (Pnperlu(h/2)‐e‐(a/2))/(fy(d‐d') 3693.77543Luas memanjang minimumAst 1% Ag 2400Menghitung jumlah tulangan
n As/(1/4πd2) 9.7219967A d 10 * 1/4 d2 3799 4As ada 10 * 1/4πd2 3799.4
As ada > as perlu ‐‐‐‐‐‐‐‐‐okjadi pakai tulangan 10D22
Tulangan GeserVu 1301 Nfc' 25 MPafy 240 Mpad h‐p‐1/2Ѳ 555 mmVc 1/6 √fc' x b x d 185000 NФVc 0.6 Vc 111000 N3ФVc 333000 N3ФVc 333000 N
Vu < ФVcVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )
Kolom GantungData perencanaan
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Tinggi Balok / h 250 mmLebar Balok / b 250 mmT b l t b t / 40Tebal penutup beton / p 40 mmθ tul utama 14 mmθ tul sengkang 8 mmfc' 25 MPafy 240 Mpa
Tulangan LenturPu SAP2000 164 KN
164000 NMu SAP2000 0.72 KNm
720000 NmmMn Mu/0 8 900000 NmmMn Mu/0.8 900000 NmmPn perlu Pu/0.8 205000 KNmd h‐p‐0.5 θ tul utama‐θ tul sengkang 195 mmd' h‐d 55 mme Mu/Pn perlu 0.0035122 mme min 0.1 h 25 mmcb (600/(600+fy))d 139.285714ab β1 cb 118.392857Pnb 0.85fc ab b 628962.054 kn0.1*fc*Ag 156250Karena Pu = 9400000 > 0.1*fc*Ag = 600000, maka Ф = 0.65Pn perlu > Pnb ‐‐‐‐‐‐‐‐‐‐‐ analisis keruntuhanPn perlu > Pnb ‐‐‐‐‐‐‐‐‐‐‐ analisis keruntuhana Pn/(0.85fc b) 38.5882353As (Pnperlu(h/2)‐e‐(a/2))/(fy(d‐d') 762.648235Luas memanjang minimumAst 1% Ag 625Menghitung jumlah tulangan
2n As/(1/4πd2) 4.95676742As ada 5 * 1/4πd2 769.3
As ada > as perlu ‐‐‐‐‐‐‐‐‐okjadi pakai tulangan 5D14
Tulangan GeserTulangan GeserVu 316 Nfc' 25 MPafy 240 Mpad h‐p‐1/2Ѳ 206 mm
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Vc 1/6 √fc' x b x d 42916.6667 NФVc 0.6 Vc 25750 N3ФV 77250 N3ФVc 77250 N
Vu < ФVcVu < 3ФVc
Jadi tidak diperlukan tukangan geser, hanya tulangan praktis saja.Tumpuan Ø 8 – 100 mm ( As = 785,4 mm )Lapangan Ø 8 – 150 mm ( As = 523,6 mm2 )p g Ø ( , )