PERHITUNGAN ATAP : ( ATAP BANGUNAN MULTIPURPOSE)

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1 PERHITUNGAN ATAP : ( ATAP BANGUNAN MULTIPURPOSE) Kuda - kuda atap : WF Cas 600 x 200 x 8 x 13 Kuda - kuda atap : WF 250 x 125 x 6 x 9 Pembebanan : Pembebanan : Beban pada atap Q = 57 kg/m2 Beban pada atap Q = 57 kg/m2 Jarak Kuda - kuda = 2.5 m Jarak Gording = 1.5 m Jarak Kuda - kuda = 2 m Jarak Kuda - kuda = 2.5 m Beban pada Kuda - kuda WF : Beban pada Kuda - kuda WF : Beban terbagi rata q = Q x L = 57 x 2,5 Beban terbagi rata q = Q x L = 57 x 1,5 q = kg/m' q = 85.5 kg/m' Beban terpusat P1 = (57 x 2,5) x (4 + 3,25) Beban terpusat P1 = (57 x 2,5) x (4 + 3,25) P1 = kg P1 = kg Beban terpusat P2 = (57 x 2,0) x (3,25 + 2,75) P2 = 684 kg Kuda - kuda atap : WF 200 x 100 x 5,5 x 7 Kuda - kuda atap : WF 350 x 175 x 7 x 11 Pembebanan : Pembebanan : Beban pada atap Q = 57 kg/m2 Beban pada atap Q = 57 kg/m2 Jarak Kuda - kuda = 2.5 m Jarak Kuda - kuda = 3.3 m Beban pada Kuda - kuda WF : Beban pada Kuda - kuda WF : Beban terbagi rata q = Q x L = 57 x 2,5 Beban terbagi rata q = Q x L = 57 x 3,3 q = kg/m' q = kg/m'

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3 PERHITUNGAN IKATAN ANGIN ATAP b = arc tan ( 5.75 / 6 ) = PEMBEBANAN A. Beban Tetap (N) = N/cos b = /cos = kg B. Beban Sementara (N) = N/cos b = /cos = kg PERHITUNGAN BATANG TARIK f > L/500 = 600 / cos / 500 = cm A. Beban Tetap A = N/s = / 1600 = 1.02 cm^2 d = (4*A/3.14)^0.5 = 1.14 cm B. Beban Sementara A = N/s = / 2080 = 1.29 cm^2 d = (4*A/3.14)^0.5 = 1.28 cm Jadi dipakai besi beton f 16 mm KONTROL TERHADAP SYARAT PPBBI (pasal 7.4.2) h/l >= (0.25*Q/(E*Atepi))^0.5 h = 6 m L = ( * 1.5 ) / cos 15 = m Q = n*q*l*dk = 2 * * * 6 = kg Atepi = b * ts = 125 * 9 = 1125 mm^2 = cm^2 6 / >= (0.25* / (2.1*10^6* ))^ >= OK

4 PERHITUNGAN GORDING DATA : GORDING : ,3 0 KEMIRINGAN ATAP (a) = 15 h = 125 mm ts = 2.3 mm JARAK GORDING (Lg) = 1.5 m b = 50 mm tb = 2.3 mm JARAK SAGROD (Ls) = 2 m A = cm^2 ix = 4.88 cm JARAK KAP (L) = 6 m W = 4.51 kg/m iy = 1.89 cm BERAT ATAP = 7 kg/m^2 Ix = 137 cm^4 Wx = 21.9 cm^3 LEBAR BENTANG = 40 m Iy = 20.6 cm^4 Wy = 6.22 cm^3 JARAK GRID VERTIKAL PERTAMA (KANOPI) (L1) = 1.5 m JARAK VERTIKAL KEDUA (L2) = 5.75 m JARAK ANTAR GRID VERTIKAL (L3) = 5.75 m JUMLAH GORDING PADA L1 = 2 buah JUMLAH GODING PADA L2 = 5 buah JUMLAH GORDING PADA L3 = 5 buah TINGGI KOLOM (hk) = 6 m PEMBEBANAN : A. Beban Mati : - Beban Atap = 7 * 1.5 = 10.5 kg/m - Berat Sendiri Gording = = 4.51 kg/m Qm = kg/m B. Beban Hidup 28 = 20 * 1.5 * cos a = kg/m - Beban Terpusat (P) = = 100 kg C. Beban Angin Angin dari sampin kiri = kanan - Di pihak angin = (0.02*a-0.4) * 25 * Lg = kg/m - Di belakang angin = * 25 * Lg = -15 kg/m Angin dari depan = * 25 * Lg = -15 kg/m - Berat Alat Penyambung = 0.1*( + ) = kg/m + - Beban Air Hujan (Qh) = * a = kg/m^2..harus<=20 kg/m^2 PERHITUNGAN MOMEN A. Akibat Beban Mati Mmx = 1/8 * Qm * cosa * L^2 = kg m Mmy = 1/8 * Qm * sina * Ls^2 = 2.14 kg m B. Akibat Beban Hidup - Beban Air Hujan Mhhx = 1/8 * Qh * cosa * L^2 = kg m Mhhy = 1/8 * Qh * sina * Ls^2 = 3.75 kg m - Beban Pekerja Mhpx = 1/4 * P * cos a * L = kg m Mhpy = 1/4 * P * sin a * Ls = kg m C. Akibat Beban Angin - Di Pihak Angin : Max = 1/8 * Qa * L^2 = kg m - Di Belakang Angin : Max = 1/8 * Qa * L^2 = kg m - Angin dari depan : Max = 1/8 * Qa * L^2 = kg m Kombinasi Pembebanan :

5 A. Pembebanan Tetap (Beban Mati + Hidup) Mx = = kg m My = = kg m B. Pembebanan Sementara (Beban Tetap + Angin Samping) Mx = = kg m My = = 2.14 kg m c. Pembebanan Sementara (Beban Tetap + Angin Depan) Mx = = 4.27 kg m My = = 2.14 kg m Kontrol Tegangan : smax = Mx/Wx + My/ Wy = kg/cm^2... Harus <= 1600 kg/cm^2 Kontrol Lendutan : - Akibat Beban Terpusat terhadap Sumbu Y f = 3.3 cm fy = Py*Ls^3/(48*E*Iy) = cm... < 3.3 cm - Akibat Beban Mati + Hidup f = 1/180 * L = 3.33 cm - Beban Mati + Air Hujan fx = 5*Qx*L^4/(384*E*Ix) = 2.67 cm... < 3.33 cm fy = 5*Qy*Ls^4/(384*E*Iy) = 0.56 cm... < 3.33 cm - Beban Mati + Pekerja fx = 5*Qx*L^4/(384*E*Ix) + Px*L^3/(48*E*Ix) = 2.45 cm... < fy = 5*Qy*Ls^4/(384*E*Iy) + Py*Ls^3/(48*E*Iy) = 0.12 cm... < PERHITUNGAN GAYA NORMAL TEKAN PADA GORDING Hubungan Gording dengan Rafter Direncanakan rafter CASTELLA h = 375 mm tb = 6 mm b = 125 mm ts = 9 mm Pkuda-kuda = Asayap *s = (b*ts)*1600 = kg P' = 0.01*Pkuda-kuda = 180 kg Hubungan Gording dengan Ikatan Angin P" = P'+0.005*n*dk*dq*q... q = / * cos 15 = kg/m^2 = *2* 6 * 1.5 * = kg Pengaruh Angin Pada Gording R1' = 0 kg R2' = 0.5*0.5*L2/2*(2*hk+L2/2*tana)*0.9*25 = kg R3' = 0.5*0.5*(L2+L3)/2*(2*hk+L2/2*tana+(L2+L3/2)*tana)*0.9*25 = kg R4' = 0.5*0.5*L3/2*(2*hk+(L2+L3/2)*tana+(L2+L3)tana)*0.9*25 = kg Kombinasi Pembebanan - Akibat Beban Tetap R1 = P' = kg R2 = 1.5 * P' + P" = kg R3 = 3 * P' + P" = kg R4 = 1.5 * P' + P" = kg + RA = kg Gaya batang maximum (N) = RA-R1-R2 = kg - Akibat Beban Sementara R1 = R1 + R1' = kg

6 R2 = R2 + R2' = kg R3 = R3 + R3' = kg R4 = R4 + R4' = kg + RA = Gaya batang maximum (N) = RA-R1-R2 = kg PERSAMAAN INTERAKSI h/tb = < 75...Penampang L/h = < 1.25 * b/ts = berubah bentuk A' = Asayap + 1/6 Abadan = 1.62 cm^2 liy tepi = (Iy/(2*A')^(1/2) = 2.52 cm ly = Lky/liytepi = wy = skip = s/wy = kg/cm^2 q = 5*s/(skip*(8-3*Mx1/Mx2)) = harus >=1. Jadi q = 1 lx = Lkx/ix = 600 / 4.88 = ṣex = kg/cm^2 wmax = ly = Lky/iy = 200 / 1.89 = sey = kg/cm^ Untuk Beban Tetap nx = A*sEx/N = * / = 6.70 ny = A*sEy/N = * / = 9.05 wmax*n/a+q*nx/(nx-1)*bx*mx/wx+by*ny/(ny-1)*my/wy = kg/cm^2... harus <= 1600 kg/cm^2 N/A+q*Mx/Wx+My/Wy = kg/cm^2... harus <= 1600 kg/cm^2 - Untuk Beban Sementara nx = A*sEx/N = * / = 4.05 ny = A*sEy/N = * / = 5.47 wmax*n/a+q*nx/(nx-1)*bx*mx/wx+by*ny/(ny-1)*my/wy = kg/cm^2... harus <= 2080 kg/cm^2 N/A+q*Mx/Wx+My/Wy = kg/cm^2... harus <= 2080 kg/cm^2 Jadi profil gording CNP ,3 Aman digunakan

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8 PERHITUNGAN SAGROD PEMBEBANAN A Beban Mati = Rx1 = Qm * sin a * Ls = * sin 15 * 2 = B Beban Hidup - Beban Air Hujan = Rx2 = 29.0 * sin a * Ls = 29.0 * sin 15 * 2 = - Beban Terpusat = Rx3 = P* sin a = 100 * sin 15 = Pada satu sisi ada 17 gording dan dianggap ada 3 pekerja Rx = 17 * ( ) = kg Rx max = kg Rx = 17 * * = kg PERHITUNGAN BATANG TARIK f > Lg/ f > 150 / 500 = 0.30 cm Ateras = F/s = / 1600 = 0.35 cm^2 d = (4*A/3.14)^0.5 = 0.66 cm... dipakai besi beton polos f 8 mm PEMERIKSAAN GORDING PADA PUNCAK RAFTER AKIBAT SAGROD Beban Py = Rx * tan a = * tan 15 = kg Msagrod x = * 2 = kg m Kombinasi Beban A. Beban Tetap Mx = = kg cm My = kg cm Nt = B. Beban Sementara Mx = My = Nt = Kontrol Tegangan A. Terhadap Beban Tetap nx = A*sEx/N = #REF! * 0 / 0.00 = #REF! ny = A*sEy/N = #REF! * 0 / 0.00 = #REF! wmax*n/a+q*nx/(nx-1)*bx*mx/wx+by*ny/(ny-1)*my/wy = #REF! kg/cm^2... har 1600 kg/ N/A+q*Mx/Wx+My/Wy = # kg/cm^2... harus <= 1600 kg/cm^2 B. Terhadap Beban Sementara nx = A*sEx/N = * / 0.00 = ###### ny = A*sEy/N = * / 0.00 = ###### wmax*n/a+q*nx/(nx-1)*bx*mx/wx+by*ny/(ny-1)*my/wy = #REF! kg/cm^2... har 1600 kg/ N/A+q*Mx/Wx+My/Wy = # kg/cm^2... harus <= 1600 kg/cm^2

9 kg kg kg rus <= /cm^2 rus <= /cm^2

10 PERHITUNGAN BAUT TRUSS10 Nomor Gaya Normal Profil Terpakai Jumlah baut f baut P geser baut N < P ges baut Batang N, ( kg ) cm kg H70~ ok H70~ ok H70~ ok H70~ ok H70~ ok s ijin baut = 4000 kg/cm2 P geser baut = 0.6 x A x s x n A = Luas baut n = jumlah baut

11 DESAIN KEKUATAN SAMBUNGAN Mutu Baja : Fe 360 Ty = 2400 kg/cm 2 Tijin = 1600 kg/cm 2 Mutu Baut : Fe 360 Ttarik = 1120 kg/cm 2 Tshear= 960 kg/cm 2 Kode Profil Sambungan Geser Momen Lentur Baut jarak baut[cm] Total Teg. geser Teg.tarik BALOK [kg] [kgcm] f baut jumlah d1 d2 d3 d4 d5 d6 d7 d8 d9 d10 d11 d 2 ( T shear ) (T tarik) Teg.idiil KET PORTAL : B223 WF 346X174X6X B110 WF 250X125X6X B157 WF 396X199X7X B222 WF 298X149X5,5X B333 WF 582X300X12X B170 WF 446X199X8X B200 WF 500X200X10X B184 WF 600X200X11X

12 PERHITUNGAN SAMBUNGAN SAMBUNGAN RAFTER DAN KOLOM M = kg cm D = kg N = kg V = D*cosa + N*sina = kg H = D*sina + N*cosa = kg Dipakai diameter baut f 18 mm... A = cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = kg smax = Tmax/A = kg/cm^2 t = D/(n*A) = kg/cm^2 si = (smax^2+3*t^2)^0.5 = kg/cm^2... <= 1600 kg/cm^2... OK SAMBUNGAN PUNCAK RAFTER M = kg cm D = kg N = kg V = D*cosa + N*sina = kg H = D*sina + N*cosa = kg Dipakai diameter baut f 18 mm... A = cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = kg smax = Tmax/A = kg/cm^2 t = D/(n*A) = kg/cm^2 si = (smax^2+3*t^2)^0.5 = kg/cm^2... <= 1600 kg/cm^2... OK

13 SAMBUNGAN KOLOM DAN CRANE M = kg cm D = kg N = kg V = D*cosa + N*sina = kg H = D*sina + N*cosa = kg Dipakai diameter baut f 18 mm... A = cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = kg smax = Tmax/A = kg/cm^2 t = D/(n*A) = kg/cm^2 si = (smax^2+3*t^2)^0.5 = kg/cm^2... <= 1600 kg/cm^2... OK SAMBUNGAN ANTAR RAFTER M = kg cm D = kg N = kg V = D*cosa + N*sina = kg H = D*sina + N*cosa = kg Dipakai diameter baut f 18 mm... A = cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = kg smax = Tmax/A = kg/cm^2 t = D/(n*A) = kg/cm^2 si = (smax^2+3*t^2)^0.5 = kg/cm^2... <= 1600 kg/cm^2... OK

14 PERHITUNGAN SAMBUNGAN SAMBUNGAN RAFTER DAN KOLOM ( c10 dengan b11 ) M = kg cm D = 602 kg N = 151 kg V = D*cosa + N*sina = 614 kg H = D*sina + N*cosa = 210 kg Dipakai diameter baut f 16 mm... A = cm^2 Jumlah baut yang digunakan (n) = 10 buah Jarak antar baut : 2.5 d <= s <= 7 d 2.5 * 16 <= s <= 7 * mm <= s <= 112 mm Jarak antar baut = 90 mm h1^2 = 81 cm^2 h2^2 = 324 cm^2 h3^2 = 729 cm^2 h4^2 = 1296 cm^2 + Sh^2 = 2430 cm^2 Tmax = M*h5/(2*Sh^2) = kg smax = Tmax/A = kg/cm^2 t = D/(n*A) = kg/cm^2 si = (smax^2+3*t^2)^0.5 = kg/cm^2... <= 1600 SAMBUNGAN BADAN RAFTER ( B 11 ) M = kg cm D = 602 kg Dipakai diameter baut f 16 mm... A = cm^2 Jumlah baut yang digunakan (n) = 9 buah Jarak antar baut : 2.5 d <= s <= 7 d 2.5 * 16 <= s <= 7 * mm <= s <= 112 mm Jarak antar baut = 70 mm no x y x2 y2 cm cm cm2 cm S(x2+y2) = 4(98+98) = 784 cm2 Kx = M x y max = x 7 = 614 kg S(x2+y2) 784 Ky1 = M x x max = x 7 = 614 kg S(x2+y2) 784 Ky2 = D = 602 = 66.9 kg

15 n baut 9 Ky = Ky1 + Ky2 = = 681 kg K = ( Kx2 + Ky2)^0.5 = ( 614^ ^2 )^0.5 = 917 kg < 2329 kg ng = 0.25 x 3.14 x d 2 x 0.6 x 1600 = 2573 kg ns = t x d x 1,4 x 1600 = 2329 kg ( menentukan )

16 kg/cm^2... OK

17 PERHITUNGAN SAMBUNGAN BAUT ( PIN JOINT ) sijin= 5000 kg/cm2 (HTB) No Type Balok Profil Gaya geser Dia Baut Jumlah Luas t t ijin KET ( kg ) (cm) ( cm2) (kg/cm2) 0.6* sijin ( kg/cm2) 1 SB1 WF ok 2 SB2 WF ok 3 SB3 WF ok 4 SB4 WF ok 5 SB5 WF ok

18 PERHITUNGAN RAFTER Dipakai profil : WF A = Zx = ix = Gaya Dalam ( Output SAP'90 ) M = N = 84.1 cm cm cm kgcm 6469 kg Tegangan Rafter s = w.n/a + M/Zx Lk = 18.5 m l = Lk/ ix = ^ > w = 2.34 s = kg/cm2 < 1600 kg/cm2 ( ok ) PERHITUNGAN KOLOM BAJA Dipakai profil : WF A = Zx = ix = Gaya Dalam ( Output SAP'90 ) M = N = 84.1 cm cm cm kgcm 5102 kg

19 Tegangan Rafter s = w.n/a + M/Zx Lk = 6 m l = Lk/ ix = ^ > w = 1.11 s = kg/cm2 < 1600 kg/cm2 ( ok ) PERHITUNGAN ANGKER PERLETAKAN KOLOM direncanakan plat baja : 500 x 300 x 10 s s max s min = N/A + M/W = N/A + M/W = 5102/(50x30) x6/(30x50^2) = 139 kg = N/A + M/W = 5102/(50x30) x6/(30x50^2) = -132 kg Tegangan minimum harus dipikul angker x / 45 - x = 132 / 139 x = 24.3 cm I = 24.3 x 30 x 132 x 0.5

20 = kg F = I / s 48144/1600 = 30 cm2 Dipakai 8 f 22 ( F = 30.4 cm2 ) PERHITUNGAN PONDASI Direncanakan dengan 2 macam pondasi, yaitu : 1. Pondasi Footing ( pondasi dangkal ) : 2. Pondasi Srauss ( pondasi dalam ) : Kondisi tanah dianggap cukup baik Direncanakan : 1. Strauss f 30 cm, L = m P allow = 10 ton 1. Pondasi Footing Tegangan ijin tanah = 2500 kg/m2 Beban yang bekerja diterima oleh pondasi dangkal sampai tegangan 2500kg/m2 sisanya diterima strauss

21 PERHITUNGAN KOLOM WF 250 X 125 X 6 X 9 KIP : h = 25.0 cm tb = 0.60 cm b = 12.5 cm ts = 0.90 cm A = cm2 iy = 2.79 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = cm s = 1600 kg/cm2 L = 900 cm h/tb < h/tb = L/h > 1.25 b/ts L/h = Penampang berubah bentuk? A' = A sayap + 1/6 A badan A' = cm2 ia' = (1/2 Iy)/A = cm 1.25 b/ts = l = Lky/iA' > Lky = 500 cm l = > w = 1.35 kip = s /w = kg/cm2 mx1 = 0 kgm mx2 = 4104 kgm q = > 1.00 ya lx = Lkx / ix = ^ > Lkx = 500 cm lx = ^ wx = 1.07 sex = kg/cm2 ly = Lky / iy ly = ^ wy = 1.45 sey = 4353 kg/cm2 nx = (A.sEX )/ N > N 8867 kg nx = nx / (nx - 1) = b = 0.60 ny = (A.sEy )/ N > N 8867 kg ny = ny / (ny - 1) = Mx = 4104 kgm kg/cm2 <s

22 WF 350 X 175 X 7 X 11 h = 35.0 cm tb = 0.70 cm b = 17.5 cm ts = 1.10 cm A = cm2 iy = 3.95 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 KIP : ix = cm s = 1600 kg/cm2 L = 600 cm h/tb < h/tb = L/h > 1.25 b/ts L/h = Penampang berubah bentuk? A' = A sayap + 1/6 A badan A' = cm2 ia' = (1/2 Iy)/A = cm 1.25 b/ts = l = Lky/iA' > Lky = 600 cm l = > w = 3.26 kip = s /w = kg/cm2 mx1 = 8639 kgm mx2 = kgm q = 1.59 ambil 1.59 ya Faktor tekuk : Gb = 1 (jepit) Ga = (Ic/Lc) / (Ib/Lb) Lb = 3000 cm Ga = k = 1.70 lx = Lkx / ix = > Lkx = 600 cm lx = wx = 1.15 ly = Lky / iy -----> wy = > sex = kg/cm2 ly = sey = 897 kg/cm2 nx = (A.sEX )/ N ---> N = 3836 kg nx = nx / (nx - 1) = b = 0.85 ny = (A.sEy )/ N ---> N = 3836 kg ny = ny / (ny - 1) = Mx = kgm My = 0 kgm kg/cm2 <s = 1600 kg/cm2

23 office area COLUMN B2-1ST 2ND - 5TH 6TH - 9TH 10TH - 13TH 14TH - 17TH 18TH - 21TH 22TH - 28TH C X X X X X X X 600 C X X X X X X X 600 C3 800 X X X C4 700 x C5 2(300 X 1200) C6 700 X X apartment area COLUMN B2-1ST 2ND - 5TH 6TH - 9TH 10TH - 13TH 14TH - 17TH 18TH - 20TH 21TH - 22TH C X X X X X X X 600 C X X X X X X X 600 C X X X X X X X 600 C x x x x x x X 600 C X C X hotel area COLUMN B2-1ST 2ND - 4TH 5TH -7TH 8TH - 10TH 11TH - 13TH 14TH - 16TH C X X X X x x 600 C X X X X X X 850 C14A 300 X X X X X X 600 C x x x X X X 600 C X X X X X X 850 C16A 400 X X X X X X 600 C16B (400X800)+(400X1200) 400 X X X X X 850 C X X C X X C X swimming,driveway,gymnasium area COLUMN B2-1ST 2ND - 5TH C X x 600 C x 700 -

24 PERHITUNGAN KOLOM BAJA SC Profil = WF ,5.9 Zx = 481 cm3 A = cm2 I = 3.29 cm Lk = 400 cm Momen = 495 kgm ( elemen 48) P = kg ( elemen 48) s = M/Zx + w.p/a l = Lk/I = >>>>> w = s = < 1600 kg/cm2 (OK)

25 TABEL PERHITUNGAN TEGANGAN KOLOM BAJA gen-hou as C,D,E Element Profil A ix wx Lk l w sex M N nx nx-1 nx/nx-1 bx s1 s2 s3 s cm2 cm cm3 cm kgcm kg kg/cm2 kg/cm2 kg/cm2 kg/cm2 1 WF CALCULATION OF STEEL COLUMN generator house Element Profil A ix wx Lk l w sex M N nx nx-1 nx/nx-1 bx s1 s2 s3 s cm2 cm cm3 cm kgcm kg kg/cm2 kg/cm2 kg/cm2 kg/cm2 C1( 3 ) WF C2 ( 11 ) WF

26 TEGANGAN BALOK BAJA Tegangan ijin = 1.30*1600= 2080 kg/cm2 ( beban sementara ) Lt. 2 No Element Profil Zx Momen Tegangan Ket cm3 kgcm kg/cm2 2&3 WF OK 4&5 WF OK 6&7 WF OK 8&9 WF OK 10&11 WF OK 12&13 WF OK 14&15 WF OK 16&17 WF OK 18 WF OK 19&20 WF OK 21&22 WF OK 23,24,25 WF OK 26,27,28 WF OK 29 WF OK 30,31,32 WF OK 33 WF OK 34 WF OK 35 WF OK 37 WF OK 38 WF OK 40 WF OK 41 WF OK 42 WF OK 44 WF OK 45 WF OK 46 WF OK 48 WF OK 49 WF OK 50 WF OK 51 WF OK 52 WF OK 53 WF OK 55 WF OK 56 WF OK 57 WF OK 58 WF OK 59 WF OK 60 WF OK 61 WF OK note : Untuk tumpuan " rigid joint " hounc belum diperhitungkan.

27 PERHITUNGAN RAFTER PROYEK : RIKEN ASAHI PLASTICS INDONESIA SUBYEK : WARE HOUSE RAFTER : SB1 ( elemen 4-10, file : ASAHI2.F3F ) PROFIL PAKAI : DATA PROFIL tinggi tampang ( h ) = 37.5 cm tebal badan ( tb ) = 0.60 lebar sayap ( b ) = 12.5 cm tebal sayap ( ts ) = 0.90 luas tampang ( A ) = cm2 jari 2 inertia sb.y ( iy ) = 3.18 momen inertia sb. x ( Ix ) = cm4 modulus tampang sb.x ( Zx ) = momen inertia sb. y ( Iy ) = cm4 modulus tampang sb.y ( Zy ) = jari 2 inertia sb x ( ix ) = cm tegangan dasar baja BJ37 (s) = 1600 PERSYARATAN KIP ( PPBB ) : panjang penjepitan ( L ) = 150 cm h/tb < h/tb = L/h > 1.25 b/ts L/h = Penampang berubah bentuk? A' = A sayap + 1/6 A badan A' = cm2 ia' = (1/2 Iy)/A = cm 1.25 b/ts = l = Lky/iA' > Lky = 150 cm : ( panjang tekuk arah tegak lurus sb y ) l = > faktor tekuk Fe 360 (w) = 1.22 tegangan kip = s /w = kg/cm2 WF 375 X 125 X 6 X 9 Mx1 = 2105 kgm : ( mx1 & mx2 = momen pada ujung kolom ) Mx2 = 6498 kgm : ( syarat : Mx1 < Mx2 ) q = > diambil > 1.00 ya lx = Lkx / ix = ^---> pj. tekuk tegak lurus sb.x (Lkx) = 1200 lx = ^------> faktor tekuk Fe 360 ( wx ) = 1.44 tegangan Euler (sex) = 4482 ly = Lky / iy ly = 47.2 ^-----> faktor tekuk Fe 360 ( wy ) = 1.21 tegangan Euler (sey) = 9383 nx = (A.sEx )/ N --> gaya aksial ( N ) = 2398 nx = nx / (nx - 1) = bx = 0.60 by = 0.6 ny = (A.sEy )/ N --> gaya aksial ( N ) = 2398 ny = ny / (ny - 1) = Mx= 6498 kgm My= 0 kgm s1 = wmax.n/a + bx.q.nx/(nx-1).mx/zx + by.ny/(ny-1).my/zy PPBBI (31a) = kg/cm2 < s s2 = N/A + q.mx/zx + My/Zy PPBBI (31b) = kg/cm2 < s

28 cm cm cm cm3 cm3 kg/cm cm kg/cm2 kg/cm2 kg kg

29 TABEL PERHITUNGAN TEGANGAN BAJA BALOK BAJA s ijin = 1600 kg/cm2 Nomor Momen Profil Terpakai Luas M. Tampang s Keterangan Batang ( kg cm ) A, ( cm 2 ) Z, ( cm3) ( kg/cm 2 ) 1, WF ok 39, WF ok 68, WF ok 66, WF ok 61,62, WF ok 64, WF ok 52,53, WF ok 55, WF ok 72,73,100, WF ok 102, WF ok 74, WF ok 76, WF ok 82, WF ok 84, WF ok 87, WF ok 89, WF ok WF ok 5,6, WF ok 129, WF ok WF ok 20, WF ok 22, WF ok WF ok 130, WF ok 131, WF ok 24, WF ok 50, WF ok 12, WF ok 104, WF ok 30, WF ok WF ok WF ok `

30 `

31 PERHITUNGAN TEGANGAN STRUKTUR BALOK CRANE ( DISAIN AWAL ) Posisi No elemen Momen Profil Zx Tegangan keterangan Beban kgm cm3 kg/cm2 1 ( titik 16 ) 11& WF OK 2 ( titik 24 ) 13 & WF OK 3 ( titik 25 ) 14 & WF OK s ijin = 1600 kg/cm2

32 PERHITUNGAN DEFLEKSI STRUKTUR BALOK CRANE ( DISAIN AWAL ) Posisi Bentang Defleksi Profil Zx defleksi ijin Keterangan Beban cm cm cm3 ( cm ) 1 ( titik 16 ) WF xL/250 ( cantilever) 2 ( titik 24 ) WF L/250 3 ( titik 25 ) WF L/250 Syarat Lendutan tsb Berdasarkan Peraturan Perencanaan Bangunan Baja Untuk Gedung 1987 Bab XV Psl. 15.1

33 KONTROL LENDUTAN Joint Bentang defleksi ( m ) m ratio / / / / / / / / / / / / / / defleksi ijin = 1/250 L

34 PERHITUNGAN ELEMEN TRUSS PROYEK : SUMI RUBBER INDONESIA SUBYEK : GOLFBALL FACTORY TRUSS : as X7 ( elemen 29 ) PROFIL PAKAI : DATA PROFIL 2L 60 X 60 X 6 luas tampang ( A ) = cm2 jari 2 inertia sb x ( ix ) = 1.82 cm tegangan dasar baja BJ37 (s) = 1600 kg/cm2 gaya aksial ( N ) = kg ( tekan ) panjang span ( L ) = cm l = L / ix = 82.4 ^ > faktor tekuk ( w ) = 1.65 ( PPBBI ) s = N.w / A =

35

36 TABEL PERHITUNGAN TEGANGAN KONSTRUKSI ATAP Nomor Panjang Gaya Normal Momen Profil Terpakai Luas M. TampanJari 2 Giras l w N.w/ A Keterangan Batang ( cm ) N, ( kg ) ( kg cm ) A, ( cm 2 ) Z, ( cm3) i, ( cm ) ( kg/cm 2 ) TRUSS 506X T( ) tekan 506Y T( ) tekan T( ) tarik 596X T( ) tekan 596Y T( ) tekan 615X T( ) tekan 615Y T( ) tekan 682X T( ) tekan 682Y T( ) tekan 700X T( ) tekan 700Y T( ) tekan T( ,5.9) tarik 525X T( ) tekan 525Y T( ) tekan 619X T( ) tekan 619Y T( ) tekan T( ,5.9) tarik T( ,5.9) tarik T( ,5.9) tarik 630X T( ) tekan 630Y T( ) tekan T( ,5.9) tarik T( ,5.9) tarik 717X T( ) tekan 717Y T( ) tekan T( ,5.9) tarik 538X T( ) tekan 538Y T( ) tekan

37 TABEL PERHITUNGAN TEGANGAN ATAP TR-14 Nomor Panjang Gaya Normal Profil Terpakai Luas Jari 2 Girasi l w s Keterangan Batang ( cm ) N, ( kg ) A, ( cm 2 ) i, ( cm ) ( kg/cm 2 ) U75~ tekan U75~ tekan U75~ tarik U75~ tarik U75~ tarik U75~ tekan U75~ tekan U75~ tekan U75~ tekan U75~ tekan U75~ tekan H70~ tekan H70~ tarik H70~ tekan H70~ tarik H70~ tekan H70~ tarik H70~ tekan H70~ tekan s ijin = 6000 kg/cm2

38

39 TABEL PERHITUNGAN TEGANGAN TRUSS Akibat Beban Tambahan M/E Nomor Panjang Gaya Normal Profil Terpakai Luas Jari 2 Girasi l w s = N.w/ A Keterangan Batang ( cm ) N, ( kg ) A, ( cm 2 ) i, ( cm ) ( kg/cm 2 ) T OK T NOT OK T NOT OK T NOT OK T NOT OK T NOT OK T NOT OK catatan : OK = s < s ijin NOT OK = s > s ijin s ijin = s leleh / SF s ijin = 2400/1.5 s ijin = 1600 kg/m2

40 PERHITUNGAN TEGANGAN TRUSS ATAP TR1 Nomer Batang : 23 Profil : T 75X150X7X10 L : 140 cm Data Profil : h = 7.5 cm tb = 0.70 cm b = 15.0 cm ts = 1.00 cm A = cm2 iy = 3.75 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = 1.81 cm s = 1600 kg/cm2 Lkx = 140 cm N = 1631 kg ( tarik ) M = 47 kgm l = L / ix = > dari tabel PPBBI ---> w = 1 s = w.n/a = kg/cm2 Nomer Batang : 35 Profil : T 75X150X7X10 L : 140 cm Data Profil : h = 7.5 cm tb = 0.70 cm b = 15.0 cm ts = 1.00 cm A = cm2 iy = 3.75 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = 1.81 cm s = 1600 kg/cm2 Lkx = 140 cm N = kg ( tekan ) M = 24 kgm l = L / iy = > dari tabel PPBBI ---> w = s = w.n/a = Nomer Batang : 29 Profil : T 75X150X7X10 L : 140 cm kg/cm2 Data Profil : h = 7.5 cm tb = 0.70 cm b = 15.0 cm ts = 1.00 cm

41 A = cm2 iy = 3.75 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = 1.81 cm s = 1600 kg/cm2 Lkx = 140 cm N = kg ( tekan ) M = 25 kgm l = L / iy = > dari tabel PPBBI ---> w = s = w.n/a = kg/cm2 Nomer Batang : 6 Profil : T 75X150X7X10 L : 140 cm Data Profil : h = 7.5 cm tb = 0.70 cm b = 15.0 cm ts = 1.00 cm A = cm2 iy = 3.75 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = 1.81 cm s = 1600 kg/cm2 Lkx = 140 cm N = 7221 kg ( tekan ) M = 39 kgm l = L / iy = > dari tabel PPBBI ---> w = s = w.n/a = kg/cm2 Nomer Batang : 12 Profil : T 75X150X7X10 L : 140 cm Data Profil : h = 7.5 cm tb = 0.70 cm b = 15.0 cm ts = 1.00 cm A = cm2 iy = 3.75 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = 1.81 cm s = 1600 kg/cm2 Lkx = 140 cm

42 N = kg ( tarik ) M = 1033 kgm l = L / iy = > dari tabel PPBBI ---> w = 1 s = w.n/a = kg/cm2 Nomer Batang : 18 Profil : T 75X150X7X10 L : 140 cm Data Profil : h = 7.5 cm tb = 0.70 cm b = 15.0 cm ts = 1.00 cm A = cm2 iy = 3.75 cm Ix = cm4 Zx = cm3 Iy = cm4 Zy = cm3 ix = 1.81 cm s = 1600 kg/cm2 Lkx = 140 cm N = 6989 kg ( tarik ) M = 1066 kgm l = L / iy = > dari tabel PPBBI ---> w = 1 s = w.n/a = kg/cm2 Nomer Batang : 44 Profil : 2L L : 120 cm Data Profil : h = 5.0 cm tb = 0.50 cm b = 5.0 cm ts = 0.50 cm A = 4.80 cm2 iy = 1.51 cm Ix = cm4 Zx = 3.05 cm3 Iy = cm4 Zy = 3.05 cm3 ix = 1.51 cm s = 1600 kg/cm2 Lkx = 120 cm N = 3558 kg ( tekan ) M = 0 kgm l = L / iy = > dari tabel PPBBI ---> w = s = w.n/a = kg/cm2

43 Nomer Batang : 61 Profil : 2L L : 170 cm Data Profil : h = 5.0 cm tb = 0.50 cm b = 5.0 cm ts = 0.50 cm A = 4.80 cm2 iy = 1.51 cm Ix = cm4 Zx = 3.05 cm3 Iy = cm4 Zy = 3.05 cm3 ix = 1.51 cm s = 1600 kg/cm2 Lkx = 170 cm N = 5009 kg ( tarik ) M = 0 kgm l = L / iy = > dari tabel PPBBI ---> w = 1 s = w.n/a = kg/cm2

44 ( tarik )

45

46 ( tarik )

47 TABEL PIPA ( Pipa Baja Hitam & Pipa Baja Digalvanis merk SIO) Diameter Lubang Diameter Tebal Diameter A Berat Ix Zx Nominal Luar Bersih inch mm mm mm mm cm3 Kg/m cm4 cm3 1/2" /4" / / / Note : Ix = p/64.d 4 Zx = p/32.d 3