004375 0004375 WU kgm2 6489551 21525 21525 21525 21525 Perhitungan Momen 107625

004375 0004375 wu kgm2 6489551 21525 21525 21525

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0.004375 0.004375 WU (kg/m2) 648.9551 215.25 215.25 215.25 215.25 Perhitungan Momen 107.625 107.625 107.625 107.625 MtA = MtA' (kgm) 715.473 n 1.903227861633 1.9032279 1.9032279 1.9032279 MtB = MtD (kgm) 1144.7568 n use 2 2 2 2 MtC (kgm) 1040.688 cek tulangan MlAB = MlDA' (kgm) 817.68343 a (mm) 13.50588235294 13.505882 13.505882 13.505882 MlBC = MlCD (kgm) 715.473 Mn 1 Nmm 16479337.41176 16479337 16479337 16479337 Perhitungan Tulangan tulangan tunggal tunggal tunggal tunggal P (mm) 40 12 12 12 12 ΦD (mm) 12 Ast (mm2) 226.194671 226.19467 226.19467 226.19467 ΦS (mm) 8 deff (mm) 246 Tulangan penahan geser 0.03313 Letak Tulangan TBki;TBka TA,Tbka,TC,Tdki,TA' 0.004375 Vu (N) 15672.26571429 13628.057 Perhitungan Gaya Geser Tulangan 0 0 VB ki = VB ka (kg) 1567.2266 Sengkang Praktis VA=VB ka=VD ki=VA' (kg) 1362.8057 δmax 123 123 Perhitungan Tulangan Geser Φ sengkang Φ8 Φ8 VC (N) 44913.25 Jarak (mm) 120 120 1/2 Φ VC (N) 16842.469 Φ VC (N) 33684.937 ρmin Ast (mm 2 ) As' (mm 2 ) Ø tulangan ρmax ρmin
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TABEL PENULANGAN BALOK LANTAI TYPE 1-1 (BALOK INDUK) Tulangan Lentur ; f'c 20 Mu d d' Rn m fy 320 (Nmm) (Nmm) (mm) (mm) (N/mm2) h (mm) 400 Tumpuan 2.84E+07 3.55E+07 365 35 0.8882217 18.82353 b (mm) 300 lapangan 1.94E+07 2.43E+07 365 35 0.606743 18.82353 D sengkang 8 p 20 D Tul Utama 14 ρ As Tulangan As Terpasang ρ min 0.004375 (mm2) terpasang (mm2) ρ max 0.0221 0.0028523 0.003803 416.43012965123 615.44 0.0019312 0.0025749 479.0625 4 Φ14 615.44 Cek kapasitas Penampang Terhadap Lentur a Mn (mm) (Nmm) (Nmm) (Nmm) Tumpuan 38.615843 68080874.479937 54464699.58 ok lapangan 38.615843 68080874.479937 54464699.58 ok Tulangan Geser : Vu Vn Vc Vs Keterangan D Sengkang Av S S max Tul Sengkang (N) (N) (N) (N) ( mm) (mm2) (mm) (mm) Tumpuan 4.95E+04 6.61E+04 81616.481 -1.56E+04 Tul Sengkang Min 8 100.48 7.54E+02 182.5 lapangan 2.16E+04 2.88E+04 8705.758 2.01E+04 Tul Sengkang Min 8 100.48 7.30E+02 182.5 Mu/Φ 4/3 ρ 4 Φ14 Φ Mn Φ Mn> Mu Φ 8 -160 Φ 8 -170
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Perhitungan Balok Data : * Nama Balok BR * Dimensi Balok h : 450 mm b : 300 mm * Selimut Beton : 40 mm * Kualitas beton K 225 * fy : 400 * f'c ( 0.083*K Beton ) : 18 * Diameter : Tulangan : 19 mm Sengkang : 10 mm * d : 379.75 mm * min (1.4/fy) 0.0035 0.002652 min pakai ( terkecil ) 0.002652 * balance 0.019508 * max 0.014631 Penulangan Tumpuan * Mu 120 kNm * Mn 141.176470588 kNm (Mu/0.85) * Rn 3.26321358674 N/mm2 Mn/(bd^2) * m 26.1437908497 fy/(0.85*fc"') * 0.00928497106 0.002652 0.014631 * 0.00928497 Pakai * As 1057.79020725 mm2 * n Tulangan 3.72930317338 19 * n Pakai 6 19 Penulangan Lapangan * Mu 116.5 kNm * Mn 137.058823529 kNm (Mu/0.85) * Rn 3.16803652379 N/mm2 ( Ö fc )/4fy (0.85*f’c* )/fy*[600/(600+fy)] 0.75* balance min < < max min 1/m-[1-( Ö 1-(2*Rn*m)/fy)] max *b*d
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Mn/(bd^2) * m 26.1437908497 fy/(0.85*fc"') * 0.00897244008 0.002652 0.014631 * 0.006917152 Pakai * As 788.0365416 mm2 * n Tulangan 2.77827035568 D 19 * n Pakai 6 D 19 Penulangan Sengkang * Tu 5 kNm * Vu 73.1 kN fy 240 Mpa * Vn 121.833333333 kN D Tul 10 mm Vu/0.6 A Tul 78.57143 mm2 * Vc 80.5571400467 kN Cek kemampuan penampang : * 40500000 mm3 * 4.295673695708 kNm < 5 Bila < tulangan torsi diperlukan * 241.67142014 kN > Vu : 73.1 kN Jika > dari Vu maka memakai tulangan geser minimum Jika < dari Vu maka memakai tulangan geser Tulangan geser Geser minimum S = d/2 : 189.875 mm * Vu 73.1 kN S pakai 100 mm * 60.417855035 kN Yes Pakai tulangan geser minimum No Hitung Vs * Vs 37.0488116317 kN (Vu/0.75)-Vc * Vs < 37.0488116317 < 241.67142014 Kalau tidak penampang harus diperbesar * S 927.770648671 * S pakai 120 Diameter 10 Perhitungan Torsi * Tu : 5 kNm min < < max min 1/m-[1-( Ö 1-(2*Rn*m)/fy)] max *b*d 1/6* Ö fc’*b*d S x 2 y j 1/24* Ö fc’* S x 2 y 0.6*5/6* Ö fc’*b*d >Vu j Vc Vu £ j Vc 0.75*2/3* Ö fc’*b*d
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* Tn : 8.33333333333 kNm Tu/0.6 * fy : 400 * x : 300 * y : 450 * Ct 0.00281296296 * Vc 72.5954108731 kN * Vs perlu 49.2379224602 (Vu/0.6)-Vc * Vs perlu < 49.2379224602 < 241.67142014 Jika tidak penampang diperbesar * Av/s 0.32414695497 Vs perlu/(fy*d) * 40500000 mm3 * Tc 4.96548637983 kNm * Besar torsi yang dapat dipikul sengkang ( Ts max ) 4 Tc : 19.8619455193 kNm * Ts perlu < Ts max Tn-Tc < 19.86194551931 3.36784695351 < 19.86194551931 Bila tidak ubah penampang * x1 : 210 * y1 : 360 * 1.22571428571 < 1.5 0.66+0.33*(y1/x1) Bila tidak memenuhi syarat pakai 1.5 * 1.036218487 * At/s : 0.17912985487 Ts perlu * Luas tulangan untuk memikul torsi Av+2At : 0.68240666471 > b/(3*fy) 0.68240666471 > 0.25 Bila tidak pakai 0.25 * Yang dipakai 3.479722123 * Tulangan yang dipakai : 10 mm * As : 78.5714285714 mm2 (b*d)/( S x 2 y) 1/6* Ö fc’*b*d Ö (1+(2.5*Ct*Tu/Vu) 2 ) 0.6*2/3* Ö fc’*b*d S x 2 y 1/15* Ö fc’* S x 2 y Ö (1+(0.4Vu/(CtTu ))) a t : a t : a t*x1*y1*fy
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* S perlu 45.1595994129 mm * Spasi maksimum : 161.114280093 < 49.23792246025 Bila < Smax s<1/2d 189.875 Bila > Smax s<1/4d<300mm 94.9375 * Syarat penulangan momen torsi untuk sengkang tertutup Smax : 142.5 < 300 (x1+y1)/4 * S pakai (mm) 100
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