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33406960 manual-desain-jembatan-baja-oleh-gilang-aditya

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This document provides the design details for a steel truss bridge, including: 1) Specifications for the bridge such as dimensions, member forces, and load calculations. 2) Calculations for the forces in each member of the truss due to dead and live loads. 3) Design of the main tension and compression members using I-beams and checking for strength and buckling requirements. 4) Design of the bolt connections between members to transmit the member forces, checking the number of bolts required.

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DISAIN JEMBATAN RANGKA BAJA 2 SIPIL 1 PAGI UNTUK MELENGKAPI TUGAS BAJA OLEH: GILANG ADITYA.P DANIEL HASIBUAN SADDAM FIRGIAWAN DEPOK,15 JUNI 2010
PEMODELAN STRUKTUR TAMPAK DEPAN TAMPAK ATAS SEPESIFIKASI JEMBATAN -Jembatan rangka baja -Panjang bentang 24 meter -Lebar jembatan 8 meter -Tinggi jembatan 3 meter PERHITUNGAN GAYA-GAYA DALAM *Reaksi Perletakan = Ravx24 = 24Rav = 72P Rav = 3P Rav = Rbv maka Rbv = 3P
*Gaya-Gaya Batang BUHUL A V = 0 1 H =0 P S1.0, 6 + 3P = 0 2 S1SIN 53 + S 2 = 0 2,5P S 2 = 4,17 P.0,8 S1 = 0, 6 S 2 = 3,33P S1 4,17 P BUHUL B H =0 V = 0 S1SIN 53 + S 6COS14 = 0 S1COS 53 + S 3 + S 6SIN14 = 0 4,17.0,8P + S 6.0,97 = 0 4,17 P.0, 6 + S 3 + 3, 44.0, 24 = 0 3,33P S 3 = 3,33P S6 = = 3, 44 P 0,97
BUHUL C V = 0 H =0 P S 3 S 5SIN 26,6 = 0 S 2 + S 4 + S 5COS 26, 6 = 0 P + 3,33P S 50, 45 = 0 3,33P + S 4 + 5,18P.0,89 = 0 2,33P S5 = S 4 = 7,96 P 0, 45 S 5 = 5,18 P BUHUL D V = 0 H =0 S 7 + S 5COS 63, 4 S 6COS 76 = 0 S10 S 5SIN 63, 4 S 6SIN 76 = 0 S 7 + 5,18P.0, 45 3, 44 P.0, 24 = 0 S10 5,18P.0,89 3, 44 P.0,97 = 0 S 7 = 1,5 P S10 = 7,97 P
BUHUL E V = 0 H =0 P S 7 S 9SIN 26,6 = 0 S 4 + S 8 + S 9COS 26, 6 = 0 P + 1,5P S 9.0, 45 = 0 7,96 P + S 8 + 1,11P.0,89 = 0 0,5 S 8 = 9 P S9 = = 1,11P 0, 45 BUHUL F V = 0 P S11 = 0 S11 = P
TABEL GAYA BATANG BEBAN MATI ,HIDUP DAN BERJALAN TABEL BEBAN HIDUP DAN BEBAN MATI NO.BATANG GAYA JENIS S1 4,17P TARIK S2 -3,33P TEKAN S3 -3,33P TEKAN S4 -7,96P TEKAN S5 5,18P TARIK S6 3,44P TARIK S7 -1,5P TEKAN S8 -9P TEKAN S9 1,11P TARIK S10 7,97P TARIK S11 -P TEKAN
GAYA YANG BEKERJA GAYA AXIAL GAYA GESER MOMEN
TABEL BEBAN BERJALAN
GRAFIK BEBAN BERJALAN
TOTAL GAYA YANG BEKERJA DISETIAP BATANG PERENCANAAN RANGKA UTAMA Tebal trotoar = 20 cm Lebar trotoar = 100 cm Panjang segmen =4m Tinggi rangka =3m Lebar jembatan =8m Beban jalur = 9 kN/m Beban garis = 49 kN/m PEMBEBANAN PADA DIAFRAGMA Beban mati Berat per ker asan = 24 x 4 x0,5 = 24kN / m Berat aspal = 22 x 4 x0, 05 = 4, 4kN / m qdl = 28, 4kN / m 1 M max = x 28, 4 x82 = 227, 2kN .m 8 Mu = 1, 4 xM max = 1, 4 x 227, 2 = 318,1kN .m
BEBAN MATI B.mati +diafragma = RA x factor beban = 113.6 x 1.1 =124,96 kN B.trotoar = Bj beton x t x I x 了 x factor beban = 24 x 0,2 x 1 x 4 x 1,3 =24,96kN + PDl = 149,92 kN BEBAN HIDUP B.lajur = 9 x 6 x 4 x 2 x 0,5 = 216 kN B.pejalan kaki = 5 x 1 x 4 x2 = 40 kN B.genangan air = 0,5 x 6 x 4 x 1 x 0,5 = 6 kN + qll = 262 kN BEBAN BERJALAN B.garis (KEL) = 49 x 6 x 1,4 x 2 x 0,5 = 411,6 kN DISAIN BATANG TARIK Pu = 4014,11 kN (s10) tarik = 0,9 fraktur = 0,75 Fy = 290Mpa = 290 N / mm 2 = 0, 29kN / mm 2 = 29kN / cm 2 Fu = 500Mpa = 500 N / mm 2 = 0,5kN / mm2 = 50kN / cm2 baut = 50mm = 5cm Preliminary disain ; Pu Pn Pu = .Fy. Ag Pu 4380, 74 Ag = = Fy 0,9 x 29 Ag = 167,8cm2 Dicoba menggunakan profil IWF 400x400 Tw = 13 mm Tf = 21 mm R = 22 mm Ag = 218,7 cm2 Ix = 66600cm4 Iy = 22400 cm4 ix = 17,5 cm iy= r min= 10,1cm Sx =3330 cm3 Zx = 3672,35 cm3
Cek kuat leleh tarik Pu Pn 4380,74 0,9 xFy. Ag 4380,74 0,9 x 29 x 218, 7 4380,74 5708,07 kN .........(OK ) Cek kuat leleh fraktur Pu Pn Pn = 0, 75 xFu. Ag Pn = FuxAe An = Ag 4(luas lub ang ) Pn = 0, 75 x0,5 x15714 An = 21870 10(21x(20 + 1)) Pn = 5892,75kN An = 17460mm 2 Pu Pn Ae = AnxU 4380,74 5892, 75kN .............(OK ) Ae = 17460 x0,9 = 15714 DISAIN BATANG TEKAN Nu = 4942, 08kN .......( s8) Tekan = 0,85 Fy = 290Mpa = 290 N / mm2 = 0, 29kN / mm 2 = 29kN / cm 2 Fu = 500Mpa = 500 N / mm2 = 0,5kN / mm 2 = 50kN / cm 2 kc = 0, 7 L = 4m = 400cm E = 200.000 Mpa Fr = 70Mpa Dicoba menggunakan profil IWF 400x400 Tw = 13 mm Tf = 21 mm R = 22 mm Ag = 218,7 cm2 Ix = 66600cm4 Iy = 22400 cm4 ix = 17,5 cm iy= r min= 10,1cm Sx =3330 cm3 Zx = 3672,35 cm3
Cek kelangsingan penampang kc.L 140 r min 0, 7 x 400 140 10,1 27, 7 140.........(OK ) Cek local buckling b 400 了= = = 9,52 2.tf 2 x 21 170 170 了p = = = 9,98 Fy 290 370 370 了r = = = 24,9 Fy Fr 290 70 了 < 了 p........ Penampang kompak Cek lateral buckling H 2tf 2r 400 2 x 21 2 x 22 了= = = 24,15 tw 13 1680 1680 了p = = = 98,65 Fy 290 2550 2550 了r = = = 171,9 Fy Fr 290 70 了 < 了 p.......... Penampang kompak Cek kuat tekan nominal kc.L Fy 了c = r min . E 0, 7 x 400 290 了c = 10,1x3,14 200000 了 c = 8,83x0, 038 了 c = 0,33 < 1,5 Maka; Nu Nn 2 4942, 08kN (0, 66了 c ) Ag.Fy 2 4942, 08kN 0,85(0, 660,33 )218, 7 x 29kN 4942, 08kN 5152, 45kN ...........(OK )
DISAIN SAMBUNGAN DENGAN BAUT BUHUL A Pu = 2289,38kN = 2289380 N .....( s1) Dbaut = 20mm Abaut = 1256mm2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0,75 x 20 x(20 x 2) x 410.n 2289380 n= = 3,8 4 Baut 590400 BUHUL B Pu = 4376,5kN = 4376500 N .....( s 4) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4376500 n= = 7, 4 8 Baut 590400
BUHUL C Pu = 4942, 08kN = 4942080 N .....( s 4) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4942080 n= = 8, 4 10 Baut 590400 BUHUL D Pu = 4942, 08kN = 4942080 N .....( s8) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4942080 n= = 8, 4 10 Baut 590400
BUHUL H Pu = 2289,38kN = 2289380 N .....( s1) Dbaut = 20mm Abaut = 1256mm2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0,75 x 20 x(20 x 2) x 410.n 2289380 n= = 3,8 4 Baut 590400 BUHUL I Pu = 4380, 62kN = 4380620 N .....( s10) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4380620 n= = 7, 4 8 Baut 590400
BUHUL J Pu = 4380, 62kN = 4380620 N .....( s10) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4380620 n= = 7, 4 8 Baut 590400 CEK BLOCK SHEAR Agt = 4.S .tf = 4.40.21 = 3360mm 2 D lub ang Ant = 4.S .tf 4 tf 2 21 = 4 x 40 x 21 4 21 = 2478mm 2 2 Ags = 4( S1 + 3S 2).tf = 4(40 + 3.140).21 = 38640mm 2 Ans = 4( S1 + 3S 2).tf 4 x3,5 D lub ang.tf = 38640 4 x3,5 x 21x 21 = 32466mm2 FuAnt = 500 x 2478 = 1239000 Mpa = 1239kN 0, 6 FuAns = 0,6 x500 x32466 = 9739800Mpa = 9739,8kN 0, 6 FuAns > FuAnt....... RETAK GESER LELEH TARIK Pn = ( FyAgt + 0, 6 FuAns) = 0, 75(0, 29 x3360 + 9739,8) = 0, 75 x10714, 2kN = 8035, 65kN ................(OK )
Cek kuat leleh fraktur Pu Pn Pn = 0, 75 xFu. Ag An = Ag 10(luas lub ang ) An = 21870 10(21x(20 + 1)) An = 17460mm 2 Ae = AnxU Ae = 17460 x0,9 = 15714 Pn = FuxAe Pn = 0, 75 x0,5 x15714 Pn = 5892,75kN Pu Pn 4380,74 5892, 75kN .............(OK )
LAMPIRAN 1 GAMBAR DETAIL SAMBUNGAN
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya
33406960 manual-desain-jembatan-baja-oleh-gilang-aditya

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33406960 manual-desain-jembatan-baja-oleh-gilang-aditya

  • 1. DISAIN JEMBATAN RANGKA BAJA 2 SIPIL 1 PAGI UNTUK MELENGKAPI TUGAS BAJA OLEH: GILANG ADITYA.P DANIEL HASIBUAN SADDAM FIRGIAWAN DEPOK,15 JUNI 2010
  • 2. PEMODELAN STRUKTUR TAMPAK DEPAN TAMPAK ATAS SEPESIFIKASI JEMBATAN -Jembatan rangka baja -Panjang bentang 24 meter -Lebar jembatan 8 meter -Tinggi jembatan 3 meter PERHITUNGAN GAYA-GAYA DALAM *Reaksi Perletakan = Ravx24 = 24Rav = 72P Rav = 3P Rav = Rbv maka Rbv = 3P
  • 3. *Gaya-Gaya Batang BUHUL A V = 0 1 H =0 P S1.0, 6 + 3P = 0 2 S1SIN 53 + S 2 = 0 2,5P S 2 = 4,17 P.0,8 S1 = 0, 6 S 2 = 3,33P S1 4,17 P BUHUL B H =0 V = 0 S1SIN 53 + S 6COS14 = 0 S1COS 53 + S 3 + S 6SIN14 = 0 4,17.0,8P + S 6.0,97 = 0 4,17 P.0, 6 + S 3 + 3, 44.0, 24 = 0 3,33P S 3 = 3,33P S6 = = 3, 44 P 0,97
  • 4. BUHUL C V = 0 H =0 P S 3 S 5SIN 26,6 = 0 S 2 + S 4 + S 5COS 26, 6 = 0 P + 3,33P S 50, 45 = 0 3,33P + S 4 + 5,18P.0,89 = 0 2,33P S5 = S 4 = 7,96 P 0, 45 S 5 = 5,18 P BUHUL D V = 0 H =0 S 7 + S 5COS 63, 4 S 6COS 76 = 0 S10 S 5SIN 63, 4 S 6SIN 76 = 0 S 7 + 5,18P.0, 45 3, 44 P.0, 24 = 0 S10 5,18P.0,89 3, 44 P.0,97 = 0 S 7 = 1,5 P S10 = 7,97 P
  • 5. BUHUL E V = 0 H =0 P S 7 S 9SIN 26,6 = 0 S 4 + S 8 + S 9COS 26, 6 = 0 P + 1,5P S 9.0, 45 = 0 7,96 P + S 8 + 1,11P.0,89 = 0 0,5 S 8 = 9 P S9 = = 1,11P 0, 45 BUHUL F V = 0 P S11 = 0 S11 = P
  • 6. TABEL GAYA BATANG BEBAN MATI ,HIDUP DAN BERJALAN TABEL BEBAN HIDUP DAN BEBAN MATI NO.BATANG GAYA JENIS S1 4,17P TARIK S2 -3,33P TEKAN S3 -3,33P TEKAN S4 -7,96P TEKAN S5 5,18P TARIK S6 3,44P TARIK S7 -1,5P TEKAN S8 -9P TEKAN S9 1,11P TARIK S10 7,97P TARIK S11 -P TEKAN
  • 7. GAYA YANG BEKERJA GAYA AXIAL GAYA GESER MOMEN
  • 10. TOTAL GAYA YANG BEKERJA DISETIAP BATANG PERENCANAAN RANGKA UTAMA Tebal trotoar = 20 cm Lebar trotoar = 100 cm Panjang segmen =4m Tinggi rangka =3m Lebar jembatan =8m Beban jalur = 9 kN/m Beban garis = 49 kN/m PEMBEBANAN PADA DIAFRAGMA Beban mati Berat per ker asan = 24 x 4 x0,5 = 24kN / m Berat aspal = 22 x 4 x0, 05 = 4, 4kN / m qdl = 28, 4kN / m 1 M max = x 28, 4 x82 = 227, 2kN .m 8 Mu = 1, 4 xM max = 1, 4 x 227, 2 = 318,1kN .m
  • 11. BEBAN MATI B.mati +diafragma = RA x factor beban = 113.6 x 1.1 =124,96 kN B.trotoar = Bj beton x t x I x 了 x factor beban = 24 x 0,2 x 1 x 4 x 1,3 =24,96kN + PDl = 149,92 kN BEBAN HIDUP B.lajur = 9 x 6 x 4 x 2 x 0,5 = 216 kN B.pejalan kaki = 5 x 1 x 4 x2 = 40 kN B.genangan air = 0,5 x 6 x 4 x 1 x 0,5 = 6 kN + qll = 262 kN BEBAN BERJALAN B.garis (KEL) = 49 x 6 x 1,4 x 2 x 0,5 = 411,6 kN DISAIN BATANG TARIK Pu = 4014,11 kN (s10) tarik = 0,9 fraktur = 0,75 Fy = 290Mpa = 290 N / mm 2 = 0, 29kN / mm 2 = 29kN / cm 2 Fu = 500Mpa = 500 N / mm 2 = 0,5kN / mm2 = 50kN / cm2 baut = 50mm = 5cm Preliminary disain ; Pu Pn Pu = .Fy. Ag Pu 4380, 74 Ag = = Fy 0,9 x 29 Ag = 167,8cm2 Dicoba menggunakan profil IWF 400x400 Tw = 13 mm Tf = 21 mm R = 22 mm Ag = 218,7 cm2 Ix = 66600cm4 Iy = 22400 cm4 ix = 17,5 cm iy= r min= 10,1cm Sx =3330 cm3 Zx = 3672,35 cm3
  • 12. Cek kuat leleh tarik Pu Pn 4380,74 0,9 xFy. Ag 4380,74 0,9 x 29 x 218, 7 4380,74 5708,07 kN .........(OK ) Cek kuat leleh fraktur Pu Pn Pn = 0, 75 xFu. Ag Pn = FuxAe An = Ag 4(luas lub ang ) Pn = 0, 75 x0,5 x15714 An = 21870 10(21x(20 + 1)) Pn = 5892,75kN An = 17460mm 2 Pu Pn Ae = AnxU 4380,74 5892, 75kN .............(OK ) Ae = 17460 x0,9 = 15714 DISAIN BATANG TEKAN Nu = 4942, 08kN .......( s8) Tekan = 0,85 Fy = 290Mpa = 290 N / mm2 = 0, 29kN / mm 2 = 29kN / cm 2 Fu = 500Mpa = 500 N / mm2 = 0,5kN / mm 2 = 50kN / cm 2 kc = 0, 7 L = 4m = 400cm E = 200.000 Mpa Fr = 70Mpa Dicoba menggunakan profil IWF 400x400 Tw = 13 mm Tf = 21 mm R = 22 mm Ag = 218,7 cm2 Ix = 66600cm4 Iy = 22400 cm4 ix = 17,5 cm iy= r min= 10,1cm Sx =3330 cm3 Zx = 3672,35 cm3
  • 13. Cek kelangsingan penampang kc.L 140 r min 0, 7 x 400 140 10,1 27, 7 140.........(OK ) Cek local buckling b 400 了= = = 9,52 2.tf 2 x 21 170 170 了p = = = 9,98 Fy 290 370 370 了r = = = 24,9 Fy Fr 290 70 了 < 了 p........ Penampang kompak Cek lateral buckling H 2tf 2r 400 2 x 21 2 x 22 了= = = 24,15 tw 13 1680 1680 了p = = = 98,65 Fy 290 2550 2550 了r = = = 171,9 Fy Fr 290 70 了 < 了 p.......... Penampang kompak Cek kuat tekan nominal kc.L Fy 了c = r min . E 0, 7 x 400 290 了c = 10,1x3,14 200000 了 c = 8,83x0, 038 了 c = 0,33 < 1,5 Maka; Nu Nn 2 4942, 08kN (0, 66了 c ) Ag.Fy 2 4942, 08kN 0,85(0, 660,33 )218, 7 x 29kN 4942, 08kN 5152, 45kN ...........(OK )
  • 14. DISAIN SAMBUNGAN DENGAN BAUT BUHUL A Pu = 2289,38kN = 2289380 N .....( s1) Dbaut = 20mm Abaut = 1256mm2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0,75 x 20 x(20 x 2) x 410.n 2289380 n= = 3,8 4 Baut 590400 BUHUL B Pu = 4376,5kN = 4376500 N .....( s 4) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4376500 n= = 7, 4 8 Baut 590400
  • 15. BUHUL C Pu = 4942, 08kN = 4942080 N .....( s 4) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4942080 n= = 8, 4 10 Baut 590400 BUHUL D Pu = 4942, 08kN = 4942080 N .....( s8) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4942080 n= = 8, 4 10 Baut 590400
  • 16. BUHUL H Pu = 2289,38kN = 2289380 N .....( s1) Dbaut = 20mm Abaut = 1256mm2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0,75 x 20 x(20 x 2) x 410.n 2289380 n= = 3,8 4 Baut 590400 BUHUL I Pu = 4380, 62kN = 4380620 N .....( s10) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4380620 n= = 7, 4 8 Baut 590400
  • 17. BUHUL J Pu = 4380, 62kN = 4380620 N .....( s10) Dbaut = 20mm Abaut = 1256mm 2 Jumlah baut : S1 = 40mm S 2 = 140mm S = 40mm t. pelat = 20mm tf = 21mm f = 0.75 Fu = 410Mpa Sambungan tipe tumpu Rd = 2, 4. f .d .tp.Fu.n Rd = 2, 4 x0, 75 x 20 x(20 x 2) x 410.n 4380620 n= = 7, 4 8 Baut 590400 CEK BLOCK SHEAR Agt = 4.S .tf = 4.40.21 = 3360mm 2 D lub ang Ant = 4.S .tf 4 tf 2 21 = 4 x 40 x 21 4 21 = 2478mm 2 2 Ags = 4( S1 + 3S 2).tf = 4(40 + 3.140).21 = 38640mm 2 Ans = 4( S1 + 3S 2).tf 4 x3,5 D lub ang.tf = 38640 4 x3,5 x 21x 21 = 32466mm2 FuAnt = 500 x 2478 = 1239000 Mpa = 1239kN 0, 6 FuAns = 0,6 x500 x32466 = 9739800Mpa = 9739,8kN 0, 6 FuAns > FuAnt....... RETAK GESER LELEH TARIK Pn = ( FyAgt + 0, 6 FuAns) = 0, 75(0, 29 x3360 + 9739,8) = 0, 75 x10714, 2kN = 8035, 65kN ................(OK )
  • 18. Cek kuat leleh fraktur Pu Pn Pn = 0, 75 xFu. Ag An = Ag 10(luas lub ang ) An = 21870 10(21x(20 + 1)) An = 17460mm 2 Ae = AnxU Ae = 17460 x0,9 = 15714 Pn = FuxAe Pn = 0, 75 x0,5 x15714 Pn = 5892,75kN Pu Pn 4380,74 5892, 75kN .............(OK )
  • 19. LAMPIRAN 1 GAMBAR DETAIL SAMBUNGAN