Analisa Struktur - Renovasi Workshop He [PDF]

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ANALISA STRUKTUR PEKERJAAN RENOVASI WORKSHOP HE – TMCT



PT. KIDEGO JAYA AGUNG 2022



LEMBAR PENGESAHAN



ANALISA STRUKTUR PEKERJAAN RENOVASI WORKSHOP HE – TMCT



PT. Kideco Jaya Agung Project



Tanah Merah Coal Terminal PT. Asta Rekayasa Unggul Di Periksa Oleh :



Di Periksa & Disetujui Oleh :



PT. Asta Rekayasa Unggul



PT. Asta Rekayasa Unggul



PT. Kideco Jaya Agung



Dusky Murad



Yanuar Pramudya B



Baskoro haryo Y __________________



Site Manager



PJO



PIC



ARUNG



Di buat oleh :



2 ANALISA STRUKTUR



A. POTO LOKASI PEKERJAAN



Gbr. 002 - POTO LOKASI PEKERJAAN.



ARUNG



Gbr. 001 - POTO LOKASI PEKERJAAN.



3 ANALISA STRUKTUR



B. GAMBAR KERJA



Gbr. 004 – Denah Atap Workshop HE



ARUNG



Gbr. 003 – Denah Workshop HE



4 ANALISA STRUKTUR



Gbr. 005 – Denah Office Workshop HE



Gbr. 006 – Potongan Struktur Workshop HE



ARUNG



\\\\\



5 ANALISA STRUKTUR



C.



ANALISIS PEMBEBANAN UNTUK PENUTUP RANGKA KUDA-KUDA UNTUK ATAP (Rafter Analysis) a.



ANALISIS PEMBEBANAN UNTUK PENUTUP ATAP PADA BANGUNAN WORKSHOP HE : 1. Bentang Kuda-kuda = 10 m, α = 30° , Span = 1.5 m 2. Beban mati (D)



= Berat atap ZYNCALUME = 29 kg/m2 x 1.5 m = 43,5 kg/m1 Berat rangka ceiling = 20 kg/m2 x 1.5 m = 30 kg/m1+60 kg/m1



3. Beban Hidup (P) 4. Beban angin (W)



= 100 kg = 25 kg/m2 x 1.5 m = 37.5 kg/m1 - Angin tekan, Sudut 30° = (0.02 α – 0.4) x W = 7.5 kg/m1 - Angin Hisap = -0.4 x W = -15 kg/m1 _________________________________________________Ref. PBIUG Pasal 4.2.(1)) b.



ANALISIS STRUKTUR DENGAN MENGGUNAKAN SAP 2000 SESUAI UKURAN BANGUNAN :



1.



Tegangan leleh standar bahan (Fy) = 6500 kg/m2, Untuk angka keamanan perhitungan digunakan SF1 = 1,5, Fy’ = Fy : 1,5 = 3666,6667 Kg/m2 Untuk keamanan perhitungan digunakan SF2 = 1,2, Fy” = Fy : 1,2 = 3055,5556 Kg/cm2



3.



Selanjutnya untuk perhitungan analisis struktur dipakai : Fy = 3050 Kg/m2



ARUNG



2.



6 ANALISA STRUKTUR



ARUNG



SAP 2000 – JOINT LOADS



7 ANALISA STRUKTUR



ARUNG



8 ANALISA STRUKTUR



ARUNG



9 ANALISA STRUKTUR



ARUNG



10 ANALISA STRUKTUR



ARUNG



11 ANALISA STRUKTUR



PERHITUNGAN BALOK DENGAN PENGAKU BADAN



A. DATA BAHAN Tegangan leleh baja (yield stress ), Tegangan sisa (residual stress ), Modulus elastik baja (modulus of elasticity ), Angka Poisson (Poisson's ratio ),



fy = fr =



240



MPa



70



MPa



E= u=



200000



MPa



0.3



B. DATA PROFIL BAJA Profil : WF(150x75x5x7)



ht = bf = tw = tf =



tf tw



h h2



h1



404



mm



182



mm



9.2



mm



14.7



mm



r= 18 mm A = 8797.12 mm 2 4 Ix = 243131246 mm 4 Iy = 14794300 mm rx = 166.25 mm ry = 41.01 mm 3 Sx = 1203620 mm 3 Sy = 162575 mm



ht



r bf Berat :



BALOK DENGAN PENGAKU BADAN



w=



677.22



N/m



C. DATA BALOK Panjang elemen thd.sb. x, Panjang elemen thd.sb. y ( jarak dukungan lateral ), Jarak antara pengaku vertikal pada badan, Tebal plat pengaku vertikal pada badan, Momen maksimum akibat beban terfaktor, Momen pada 1/4 bentang, Momen di tengah bentang, Momen pada 3/4 bentang, Gaya geser akibat beban terfaktor, Faktor reduksi kekuatan untuk lentur, Faktor reduksi kekuatan untuk geser,



Lx = Ly =



12000



mm



4000



mm



a= ts = Mu = MA = MB = MC = Vu = fb = ff =



1000



mm



8



mm



146000000 Nmm 122000000 Nmm 146000000 Nmm 115000000 Nmm 328000



N



0.90 0.75



D. SECTION PROPERTIES G=E/[2*(1+u)]= h1 = tf + r = h2 = ht - 2 * h1 = h = ht - tf = 3 3 J = S [ b * t /3 ] = 2 * 1/3 * bf * tf + 1/3 * (ht - 2 * tf) * tw3 = Iw = Iy * h2 / 4 = X1 = p / Sx * √ [ E * G * J * A / 2 ] = X2 = 4 * [ Sx / (G * J) ]2 * Iw / Iy = Zx = tw * ht2 / 4 + ( bf - tw ) * ( ht - tf ) * tf = Zy = tf * bf2 / 2 + ( ht - 2 * tf ) * tw2 / 4 =



G= J= Iw = h=



modulus geser, Konstanta puntir torsi, konstanta putir lengkung, tinggi bersih badan,



Zx = Zy = X1 = X2 =



76923



MPa



32.70



mm



338.60



mm



389.30



mm mm 4



482650.3



6 5.605E+11 mm



14916.8



MPa 2 2 0.0001593 mm /N 3 1364281.1 mm 251387.9



mm 3



modulus penampang plastis thd. sb. x, modulus penampang plastis thd. sb. y, koefisien momen tekuk torsi lateral - 1, koefisien momen tekuk torsi lateral - 2,



Balok Dengan Pengaku Badan



E. PERHITUNGAN KEKUATAN Syarat yg harus dipenuhi untuk balok dengan pengaku, maka nilai :



a/h=







2.569




Lr → Mn = Cb * p / L*√ [ E * Iy * G * J + ( p * E / L )2 * Iy * Iw ] →



 Mp  Mp



Panjang bentang maksimum balok yang mampu menahan momen plastis,



Lp = 1.76 * ry * √ ( E / fy ) = Tegangan leleh dikurangi tegangan sisa, fL = fy - fr =



2084



mm



170



MPa



Panjang bentang minimum balok yang tahanannya ditentukan oleh momen kritis tekuk



Lr = ry * X1 / fL * √ [ 1 + √ ( 1 + X2 * fL2 ) ] =



torsi lateral,



6603



mm



Koefisien momen tekuk torsi lateral,



Cb = 12.5 * Mu / ( 2.5*Mu + 3*MA + 4*MB + 3*MC ) = 1.10 Momen plastis, Mp = fy * Zx = 327427461 Nmm Momen batas tekuk, Mr = Sx * ( fy - fr ) = 204615400 Nmm Panjang bentang thd.sb. y (jarak dukungan lateral), L = Ly = 4000 mm L



>



Lp



dan







L




1.37 *  ( kn * E / fy )



Tahanan geser elastis :



→



Vn = 0.90 * Aw * kn * E / ( h / tw )2 2



Aw = tw * ht = 3716.8 mm kn = 5 + 5 / ( a / h )2 = 5.7578 Perbandingan tinggi terhadap tebal badan, h / tw = 42.315 1.10 *  ( kn * E / fy ) = 76.195 1.37 *  ( kn * E / fy ) = 94.898 h / tw < 1.10* ( kn*E / fy ) dan h / tw < 1.37* ( kn*E / fy ) Luas penampang badan,







Tahanan geser plastis



Tahanan geser nominal dihitung sebagai berikut :



Vn = 0.60 * fy * Aw = Vn = 0.60 * fy * Aw * [ 1.10* ( kn * E / fy ) ] / ( h / tw ) = Vn = 0.90 * Aw * kn * E / ( h / tw )2 = Tahana geser nominal untuk geser : plastis Vn = Tahanan gaya geser, ff * Vn = Gaya geser akibat beban terfaktor, Vu = Syarat yg harus dipenuhi : Vu  ff * Vn 328000 < 401414.4 



[C]2011 : MNI



Balok Dengan Pengaku Badan



535219.2



N



-



N



-



N



535219.2



N



401414.4



N



328000



N



AMAN (OK)



9



Perhitungan Struktur Baja Dengan Microsoft Excel



6. INTERAKSI GESER DAN LENTUR Elemen yang memikul kombinasi geser dan lentur harus dilakukan kontrol sbb. : Syarat yang harus dipenuhi untuk interakasi geser dan lentur :



Mu / ( fb * Mn ) + 0.625 * Vu / ( ff * Vn ) 1.375  Mu / ( fb * Mn ) = 0.5927 Vu / ( ff * Vn ) = 0.8171 Mu / ( fb * Mn ) + 0.625 * Vu / ( ff * Vn ) = 1.1034








2996.8







1632



AMAN (OK)



Pengaku vertikal pada plat badan harus mempunyai momen inersia :



Is ≥ 0.75 * h * tw3 Is ≥ 1.5 * h3 * tw3 / a2



untuk untuk



Is = 2/3 * hs * ts3 =



Momen inersia plat pengaku, untuk,



a / h ≤ 2 a / h > 2



a/h=



2.569



>



127863



mm 4



2



Batasan momen inersia pengaku vertikal dihitung sebagai berikut :



Kontrol momen inersia plat pengaku, Is = 127863



[C]2011 : MNI



>



0.75 * h * tw3 = 1.5 * h3 * tw3 / a2 =



-



mm 4



68914



mm 4



Momen inersia minimum =



68914



mm 4



68914



Balok Dengan Pengaku Badan







AMAN (OK)



10



Diterjemahkan oleh Adhe Nurhamsah, [email protected], www.bimbelcomad.com,



MOMEN INERSIA DAN MODULUS KETAHANAN PROPERTIS PENAMPANG HOLLOW SEGI EMPAT (TEBAL SAMA) Data Geometri mm H= 1500 mm B= 1500 mm s= 600 kg/m3 (masa jenis bahan) d= 7850



Area / Luas Penampang A= 2160000 Berat per meter P= 16956 Momen inersia Ix = 4.212E+11 Modulus Ketahanan Wx = 561600000



mm2 =



y



s



2.16 m2 =



21600 cm2



0.4212 m4 =



42120000 cm4



H



kg/m mm4 = 3



mm =



3



0.5616 m =



561600 cm



PROPERTIS PENAMPANG H BEAM (TAK BERATURAN) Data Geometri mm H= 1500 mm B= 1500 mm b= 120 d1 = 10 mm e mm d= 13 2 mm a= 12 H kg/m3 (masa jenis) d= 7850 b1 = 108 e B1 = 1488 1 e1 = 396.63585 mm e2 = 1103.3641 mm h= 383.63585 mm h1 = 1093.3641 mm Area / Luas Penampang A= 38424 mm2 = 0.038424 m2 = 384.24 Berat per meter P= 301.6284 kg/m Momen Inersia Ix = 9.87E+09 mm4 = 0.00987 m4 = 987006.2 Modulus Ketahanan Wx = 8945425.7 mm3 = 0.008945 m3 = 8945.4257



B



3



b d b



1



a



1



/ B 2



G



h 1 h



x



1



/ 2



d B



cm2



cm4 cm3



PROPERTIS PENAMPANG H BEAM (BERATURAN) Data Geometri IPE180 H= 1500 mm 182 B= 1500 mm 92 a= 9.2 mm 6 e= 14.7 mm 9 d= 7850 kg/m3 (massa jenis) r9 WF1 Area / Luas Penampang A= 57629.52 mm2 = 0.05763 m2 = Berat per meter P= 452.39173 kg/m = 4436.4474 N/m Momen Inersia Ix = 2.676E+10 mm4 = 0.026762 m4 = 4 Iy = 8.269E+09 mm = 0.008269 m4 = Jari-jari Rotasi rx = 681.44854 mm = 0.681449 m = ry = 378.79125 mm = 0.378791 m = Modulus Ketahanan Wx = 35682055 mm3 = 0.035682 m3 = 3 Wy = 11025127 mm = 0.011025 m3 = Modulus Tekuk Zx = 37724993 mm3 = 0.037725 m3 = 3 Zy = 16568618 mm = 0.016569 m3 = Faktor Bentuk SFi = Zi / Wi SFx = 1.0572539 SFy = 1.5028051 Kuat Tarik Material N/mm2 fy = 275 Ketahanan Momen Mx = 9.813E+09 Nmm = 9812565 Nm = My = 3.032E+09 Nmm = 3031910 Nm = Momen Lentur Mpx = 1.037E+10 Nmm = 10374373 Nm = Mpy = 4.556E+09 Nmm = 4556370 Nm =



IPE400 404 182 9.2 14.7 18 WF2 576.2952 cm



B a H x e



2



2676154.2 cm4 826884.54 cm4 68.144854 cm 37.879125 cm 35682.055 cm3 11025.127 cm3 37724.993 cm3 16568.618 cm3



9812.57 kNm 3031.91 kNm



M = sy W



10374.37 kNm 4556.37 kNm



MP = sy Z



PROPERTIS PENAMPANG C Data Geometri H= 300 mm B= 100 mm t= 10 mm tw = 16 mm kg/m3 (massa jenis) d= 7850 Area / Luas Penampang A= 5880 Berat per meter P= 46.158 Momen Inersia Ix = 80633760 Jari-jari Rotasi rx = 117.10348 Modulus Ketahanan Wx = 537558 Modulus Tekuk Zx = 633960 Faktor Bentuk SFx = 1.1793323



B



t H



mm2 =



0.00588 m2 =



e



t w x



58.8 cm2 t w



kg/m mm4 =



8.06E-05 m4 =



8063.376 cm4



mm =



0.117103 m =



mm3 =



0.000538 m3 =



537.5584 cm3



mm3 =



0.000634 m3 = SFi = Zi / Wi



633.96 cm3



11.710348 cm



Kuat Tarik Material N/mm2 fy = 275 Ketahanan Momen Mx = 147828560 Nmm = Momen Lentur Mpx = 174339000 Nmm =



147828.6 Nm =



147.83 kNm



M = sy W



174339 Nm =



174.34 kNm



MP = sy Z



PROPERTIS PENAMPANG HOLLOW SEGI EMPAT (TEBAL SISI BERBEDA) Data Geometri H= 140 mm B= 120 mm a= 10 mm e= 20 mm d= 7850 kg/m3 (Massa Jenis) Hi = H-2e = 100 mm H Bi = B-2a = 100 mm Area / Luas Penampang 0.0068 m2 = 68 cm2 A= 6800 mm2 = Berat per meter P= 53.38 kg/m Momen Inersia Ix = 19106667 mm4 = 1.91E-05 m4 = 1910.6667 cm4 4 4 Iy = 11826667 mm = 1.18E-05 m = 1182.6667 cm4 Jari-jari Rotasi rx = 53.007584 mm = 0.053008 m = 5.3007584 cm ry = 41.703905 mm = 0.041704 m = 4.1703905 cm Modulus Ketahanan Wx = 272952 mm3 = 0.000273 m3 = 272.95238 cm3 3 3 Wy = 197111 mm = 0.000197 m = 197.11111 cm3 Modulus Tekuk Zx = 338000 mm3 = 0.000338 m3 = 338 cm3 3 3 Zy = 254000 mm = 0.000254 m = 254 cm3 Faktor Bentuk SFi = Zi / Wi SFx = 1.2383112 SFy = 1.2886133 Luas Penampang Geser Efektif 0.0048 m2 = 48 cm2 Asx = 4800 mm2 = 2 2 Asy = 2800 mm = 0.0028 m = 28 cm2 Kuat Tarik Material N/mm2 fy = 275 Ketahanan Momen Mx = 75061905 Nmm = 75061.9 Nm = 75.06 kNm My = 54205556 Nmm = 54205.56 Nm = 54.21 kNm Momen Tekuk Mpx = 92950000 Nmm = 92950 Nm = 92.95 kNm Mpy = 69850000 Nmm = 69850 Nm = 69.85 kNm



y e



a



a



x e B



M = sy W



MP = sy Z



PROPERTIS PENAMPANG SIKU-SIKU L Data Geometri H= 80 mm B= 60 mm d= 6 mm a= 5 mm kg/m3 (massa jenis) d= 7850 b= 55 mm e1 = 23.273973 mm e2 = 56.726027 mm h= 17.273973 mm Area / Luas Penampang A= 730 mm2 = 0.00073 Berat per meter P= 5.7305 kg/m Momen Inersia Ix = 461868.54 mm4 = 4.62E-07 Jari-jari Inersia ix = 25.153462 mm = 0.025153 Modulus Ketahanan Wx = 8142.0921 mm3 = 8.14E-06 Luas Penampang Geser Efektif Asx = 300 mm2 = 0.0003



a H



e 2



b



x d



m2 =



7.3 cm2



m4 =



46.186854 cm4



m =



2.5153462 cm



m3 =



8.1420921 cm3



m2 =



3 cm2



PROPERTIS PENAMPANG T Data Geometri H= 120 mm B= 50 mm t= 10 mm tw = 13 mm kg/m3 (massa jenis) d= 7850 d= 110 mm e1 = 49.455959 mm e2 = 70.544041 mm h= 39.455959 mm Area / Luas Penampang A= 1930 mm2 = 0.00193 m2 = Berat per meter P= 15.1505 kg/m Momen Inersia Ix = 2779762.1 mm4 = 2.78E-06 m4 = 4 Iy = 124305.83 mm = 1.24E-07 m4 = Jari-jari Rotasi rx = 37.951169 mm = 0.037951 m = ry = 8.0254076 mm = 0.008025 m = Modulus Ketahanan Wx = 39404.633 mm3 = 3.94E-05 m3 = 3 Wy = 4972.2333 mm = 4.97E-06 m3 = Modulus Tekuk Zx = 64517 mm3 = 6.45E-05 m3 = 3 Zy = 10898 mm = 1.09E-05 m3 = Faktor Bentuk SFi = Zi / Wi SFx = 1.6373026 SFy = 2.1916711 Luas Penampang Geser Efektif Asx = 417 mm2 = 0.000417 m2 = 2 Asy = 1560 mm = 0.00156 m2 =



h



e 1



B



y t w



h



t B



19.3 cm



2



277.97621 cm4 12.430583 cm4 3.7951169 cm 0.8025408 cm 39.404633 cm3 4.9722333 cm3 64.517308 cm3 10.8975 cm3



4.1666667 cm2 15.6 cm2



e 2



d



H



x e 1



10836.27 Nm =



10.84 kNm



1367.364 Nm =



1.37 kNm



17742.26 Nm =



17.74 kNm



Mpy =



2996.813 Nm =



3.00 kNm



My = 8861306.7 Nmm = Momen Tekuk Mpx = 3675833.3 Nmm = Mpy =



10417000 Nmm =



a H



10.4 cm2



25.442628 cm4 161.11467 cm4 1.5640993 cm 3.9359617 cm 7.3705664 cm3 32.222933 cm3 13.366667 cm3 37.88 cm3



5 cm2 5 cm2



2.03 kNm



8861.307 Nm =



8.86 kNm



3675.833 Nm =



3.68 kNm



10417 Nm =



10.42 kNm



M = sy W



MP = sy Z



B y / 2



e 2



e 1



h b i a B



PROPERTIS PENAMPANG U Data Geometri H= 50 mm B= 100 mm c= 5 mm a= 6 mm kg/m3 (Massa Jenis) d= 7850 bi = 88 mm e1 = 15.480769 mm e2 = 34.519231 mm h= 10.480769 mm d= 45 mm Area / Luas Penampang A= 1040 mm2 = 0.00104 m2 = Berat per meter P= 8.164 kg/m Momen Inersia Ix = 254426.28 mm4 = 2.54E-07 m4 = 4 Iy = 1611146.7 mm = 1.61E-06 m4 = Jari-jari Rotasi rx = 15.640993 mm = 0.015641 m = ry = 39.359617 mm = 0.03936 m = Modulus Ketahanan Wx = 7370.5664 mm3 = 7.37E-06 m3 = 3 Wy = 32222.933 mm = 3.22E-05 m3 = Modulus Tekuk Zx = 13367 mm3 = 1.34E-05 m3 = 3 Zy = 37880 mm = 3.79E-05 m3 = Faktor Bentuk SFi = Zi / Wi SFx = 1.8135196 SFy = 1.1755603 Luas Penampang Geser Efektif Asx = 500 mm2 = 0.0005 m2 = 2 Asy = 500 mm = 0.0005 m2 = Kuat Tarik Material N/mm2 fy = 275 Momen Ketahanan Mx = 2026905.8 Nmm = 2026.906 Nm =



c



2996812.5 Nmm =



MP = sy Z



x



My = 1367364.2 Nmm = Momen Tekuk Mpx = 17742260 Nmm =



M = sy W



d



Kuat Tarik Material N/mm2 fy = 275 Ketahanan Momen Mx = 10836274 Nmm =



PROPERTIS PENAMPANG LINGKARAN PEJAL Data Geometri d= 60 mm kg/m3 (Massa Jenis) d= 7850 (Jari-jari) r = 30 mm Area / Luas Penampang A= 2827.4334 mm2 = Berat per meter P= 22.195352 kg/m Momen Inersia Ix = 636173 mm4 = Jari-jari Rotasi rx = 15 mm = Modulus Ketahanan Wx = 21206 mm3 = Modulus Tekuk Zx = 36000 mm3 = Faktor Bentuk SFx = 1.698 Luas Penampang Geser Efektif Asx = 2545 mm2 = Kuat Tarik Material N/mm2 fy = 275 Momen Ketahanan Mx = 5831581.4 Nmm = Momen Tekuk Mpx = 9900000 Nmm =



0.002827 m2 =



r



28.274334 cm2 d



6.36E-07 m4 = 0.015 m =



63.617251 cm4 1.5 cm



2.12E-05 m3 =



21.20575 cm3



3.6E-05 m3 = SFi = Zi / Wi



36 cm3



0.002545 m2 =



25.4469 cm2



5831.581 Nm =



5.83 kNm



M = sy W



9900 Nm =



9.90 kNm



MP = sy Z



PROPERTIS PENAMPANG PIPA Data Geometri D= 100 mm s= 10 mm kg/m3 (Massa Jenis) d= 7850 s



R= 50 mm Ri = 40 mm Area / Luas Penampang A= 2827.4334 mm2 = Berat per meter P= 22.195352 kg/m Momen Inersia Ix = 2898119 mm4 = Jari-jari Rotasi rx = 32.015621 mm = Modulus Ketahanan Wx = 57962 mm3 = Modulus Tekuk Zx = 81333 mm3 = Faktor Bentuk SFx = 1.4034959 Luas Penampang Geser Efektif Asx = 1414 mm2 =



0.002827 m2 =



28.274334 cm2 D



2.9E-06 m4 = 0.032016 m =



289.81192 cm4 3.2015621 cm



5.8E-05 m3 =



57.962384 cm3



8.13E-05 m3 = SFi = Zi / Wi



81.333333 cm3



0.001414 m2 =



14.137167 cm2



Kuat Tarik Material N/mm2 fy = 275 Ketahanan Momen Mx = 15939656 Nmm =



15939.66 Nm =



15.94 kNm



M = sy W



Momen Tekuk Mpx = 22366667 Nmm =



22366.67 Nm =



22.37 kNm



MP = sy Z



PROPERTIS PENAMPANG SEGI EMPAT PEJAL Data Geometri H= 100 mm b= 50 mm kg/m3 (Massa Jenis) d= 7850 Area / Luas Penampang A= 5000 mm2 = Berat per meter P= 39.25 kg/m Momen Inersia Ix = 4166667 mm4 = Iy = 1041667 mm4 = Jari-jari Rotasi rx = 28.87 mm = ry = 14.435 mm = Modulus Ketahanan Wx = 83333 mm3 = Wy = 41667 mm3 = Modulus Tekuk Zx = 125000 mm3 = Zy = 62500 mm3 = Faktor Bentuk SFx = 1.5 SFy = 1.5 Luas Penampang Geser Efektif Asx = 4167 mm2 = Asy = 4167 mm2 = Kuat Tarik Material N/mm2 fy = 275 Ketahanan Momen Mx = 22916667 Nmm = My = 11458333 Nmm = Momen Tekuk Mpx = 34375000 Nmm = Mpy =



17187500 Nmm =



0.005 m2 =



y b



50 cm2 H



4.17E-06 m4 = 1.04E-06 m4 = 0.02887 m = 0.014435 m =



416.667 cm4 104.167 cm4 2.887 cm 1.4435 cm



8.33E-05 m3 = 4.17E-05 m3 =



83.333333 cm3 41.666667 cm3



0.000125 m3 = 6.25E-05 m3 = SFi = Zi / Wi



125 cm3 62.5 cm3



0.004167 m2 = 0.004167 m2 =



41.666667 cm2 41.666667 cm2



22916.67 Nm =



22.92 kNm



11458.33 Nm =



11.46 kNm



34375 Nm =



34.38 kNm



17187.5 Nm =



17.19 kNm



M = sy W



MP = sy Z



x



PROPERTI PENAMPANG OMEGA Data Geometri c= 45 mm a= 150 mm b= 80 mm s= 3.5 mm kg/m3 (Massa Jenis) d= 7850 Area / Luas Penampang A= 15.89 cm2 = 1588.95 mm2 =



c



b y x s



y



a



0.001589 m2



Titik Berat Penampang y= 7.23 Berat per meter P= 12.473285 Momen Inersia Jx = 484.55 Jy = 288.96 Modulus Ketahanan Wx = 62.33 Wy = 34.00



cm =



72.2571 mm =



0.0722571 m



kg/m cm4 = cm4 =



4845503 mm4 = 4.846E-06 m4 2889606 mm4 = 2.89E-06 m4



cm3 = cm3 =



62327.3 mm3 = 6.233E-05 m3 33995.4 mm3 = 3.4E-05 m3



PROPERTIS PENAMPANG SETENGAH LINGKARAN PEJAL Data Geometri R= 25 mm kg/m3 (Massa Jenis) d= 7850 e1 = 14.39 e2 = 10.61 Area / Luas Penampang A= 981.7477 Berat per meter P= 7.7067195 Momen Inersia Ix = 42891 Iy = 153398 Jari-jari Rotasi rx = 6.6075 ry = 12.5 Modulus Ketahanan Wx = 2980 Wy = 6135 Titik Berat Penampang e2p = 10.1 Modulus Tekuk Zx = 5531 Zy = 10417 Faktor Bentuk SFx = 1.856 SFy = 1.698 Kuat Tarik Material fy = 275 Ketahanan Momen Mx = 819554.82



y e 1



mm mm mm2 =



0.000982 m2 =



9.817477 cm2



mm4 = mm4 =



4.29E-08 m4 = 1.53E-07 m4 =



4.289 cm4 15.340 cm4



mm = mm =



0.006608 m = 0.0125 m =



mm3 = mm3 =



2.98E-06 m3 = 6.13E-06 m3 =



2.9801994 cm3 6.134975 cm3



5.53E-06 m3 = 1.04E-05 m3 = SFi = Zi / Wi



5.53125 cm3 10.417188 cm3



x



e 2



kg/m



0.66075 cm 1.25 cm



mm mm3 = mm3 =



N/mm2 Nmm =



819.5548 Nm =



0.82 kNm



My = 1687118.1 Nmm = Momen Tekuk Mpx = 1521093.8 Nmm =



1687.118 Nm =



1.69 kNm



1521.094 Nm =



1.52 kNm



Mpy =



2864.727 Nm =



2.86 kNm



2864726.6 Nmm =



R



M = sy W



MP = sy Z



PROPERTIS PENAMPANG SETENGAH PIPA Data Geometri R= 100 mm s= 10 mm kg/m3 (Massa Jenis) d= 7850 Ri = 90 b= 95 e1 = 39.465278 e2 = 60.534722 Area / Luas Penampang A= 2984.513 Berat per meter P= 23.428427 Momen Inersia Ix = 2568315 Iy = 13504921 Jari-jari Rotasi rx = 26.43 ry = 50 Titik Berat Penampang e2p = 67.60393 Modulus Ketahanan Wx = 42427 Modulus Tekuk Zx = 74396 Zy = 180676 Kuat Tarik Material fy = 275 Ketahanan Momen Mx = 11667463



y



kg/m mm4 = mm4 = mm = mm =



x



e 2



0.002985 m2 =



R i



29.84513 cm2 2568686.2 2568314.9



2.57E-06 m4 = 1.35E-05 m4 = 0.02643 m = 0.05 m =



256.831 cm4 1350.492 cm4 2.643 cm 5 cm



mm mm3 =



4.24E-05 m3 =



42.427137 cm3



mm3 = mm3 =



7.44E-05 m3 = 0.000181 m3 =



74.396 cm3 180.6757 cm3



N/mm2 Nmm =



11667.46 Nm =



11.67 kNm



M = sy W



Momen Tekuk Mpx = 20458900 Nmm =



20458.9 Nm =



20.46 kNm



MP = sy Z



49685.82 Nm =



49.69 kNm



Mpy =



49685818 Nmm =



PROPERTIS PENAMPANG ELIPS Data Geometeri a= 8 mm b= 5 mm kg/m3 (Massa Jenis) d= 7850 Area / Luas Penampang A= 125.66371 Berat per meter P= 0.9864601 Momen Inersia Ix = 2011 Iy = 785 Jari-jari Rotasi rx = 4 ry = 2.5 Modulus Ketahanan Wx = 251 Wy = 157 Modulus Tekuk



R



e 1



mm mm mm mm mm2 =



s



mm2 =



y a



0.000126 m2 =



1.2566371 cm2



2.01E-09 m4 = 7.85E-10 m4 =



0.201 cm4 0.079 cm4



mm = mm =



0.004 m = 0.0025 m =



0.4 cm 0.25 cm



mm3 = mm3 =



2.51E-07 m3 = 1.57E-07 m3 =



kg/m mm4 = mm4 =



0.251276 cm3 0.1570475 cm3



b



x



Zx = 427 Zy = 267 Faktor Bentuk SFx = 1.698 SFy = 1.698 Kuat Tarik Material fy = 275 Ketahanan Momen Mx = 69100.901



mm3 = mm3 =



4.27E-07 m3 = 2.67E-07 m3 = SFi = Zi / Wi



0.4266667 cm3 0.2666667 cm3



N/mm2 Nmm =



69.1009 Nm =



0.07 kNm



My = 43188.063 Nmm = Momen Tekuk Mpx = 117333.33 Nmm =



43.18806 Nm =



0.04 kNm



117.3333 Nm =



0.12 kNm



Mpy =



73.33333 Nm =



0.07 kNm



73333.332 Nmm =



M = sy W



MP = sy Z