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Perencanaan Jembatan Rangka Baja
Bab 1Pendahuluan
Latar BelakangJembatan merupakan bagian dari jalan yang sangat diperlukan dalam sistem jaringan transportasi darat yang akan menunjang pembangunan nasional di masa yang akan datang. Oleh sebab itu perencanaan, pembangunan dan rehabilitasi serta fabrikasi perlu diperhatikan seefektif dan seefisien mungkin, sehingga pembangunan jembatan dapat mencapai sasaran umur jembatan yang direncanakan.Pada zaman modern ini jembatan di Indonesia semakin berkembang. Jembatan tidak hanya melintasi jalan raya ataupun sungai, bahkan dapat melintasi laut sekalipun. Semakin berkembangnya zaman maka model dan tipe jembatan pun semakin banyak dan berkembang, diantaranya jembatan kayu, jembatan beton dan jembatan baja. Bentuk dan tipe jembatannya pun beraneka ragam, mulai dari jembatan jembatan beton (concrete bridge), jembatan rangka (truss bridge), jembatan gantung (suspension bridge), lengkungbatu (stone arch bridge) hingga jembatan Haubans (Cable stayed).Pada perencaan Rangka Jembatan Baja ini kita mengacu pada sumber sumber yang menurut kami sesuai dengan ketentuan ketentuan untuk perencanaan jembatan baja yang akan kami rencanakan untuk tugas besar ini seperti LRFD (Load and Resistance Factor Design). Pada perencanaan dengan menggunakan konstruksi baja, beton, atau pun kayu, konstruksi yang direncanakan harus aman. Untuk itu harus dipenuhi beberapa kriteria, yaitu kuat, stabil, dan kaku, di samping itu konstruksi juga harus efisien dan ekonomis dalam pemakaian bahan.TujuanTujuan dibuatnya tugas besar jembatan rangka baja ini adalah untuk memenuhi tugas konstruksi baja dan untuk memberikan informasi dan pengetahuan tentang perencanaan jembatan rangka baja. Selain itu diharapkan tugas besar ini dapat membantu mahasiswa dalam memahami tentang perancangan rangka jembatan baja sesuai dengan peraturan dan parameter yang berlaku.
Model dan Data Teknis Jembatan
1.1Model JembatanRangka jembatan yang akan kelompok kami rencanakan menggunakan rangka atas yang panjangnya 40 meter dan mempunyai tinggi minimum 3 meter. Tiap sisi jembatannya memiliki tinggi 6 meter. Seperti gambar di bawah ini :
Dimensi gambar dalam centimeter
Dalam melakukan perancangan struktur jembatan rangka batang tentunya harus memenuhi persamaan keseimbangan, sehingga struktur rangka batang tersebut menjadi statis tertentu dan dapat diselesaikan dengan persamaan keseimbangan. Dalam hal perancangan struktur jembatan rangka batang 2 dimensi agar struktur tersebut dikatakan struktur statis tertentu maka harus memenuhi persamaan :2 J = m + 3
Dimana,J = Jumlah Jointm = Jumlah Batangkontrol berdasarkan rumus keseimbangan:-Jumlah joint = 32-Jumlah batang = 61Maka,(2 x 32) = 61 + 364 = 64 ( konstruksi statis tertentu )
1.2Data Teknis dan Gambar Rangka JembatanBerikut merupakan gambar rangka jembatan,dari berbagai tampak.Bentuk Rangka Jembatan :
Data Teknis : Panjang Bentang Jembatan: 40 m Tinggi Maksimal: 6 m Tinggi Minimum: 3 m Lebar Jembatan: 8 m Jumlah Segmen: 8 segmen Panjang Tiap Segmen (): 5 m Lebar Jalan/Perkerasan: 6,2 m Lebar Trotoar: 0.9 m Tebal Trotoar: 0.2 m Tebal Plat Beton: 0.2 m Tebal Perkerasan Aspal: 0.05 m Jenis Perletakan : Sendi-Rol Baja BJ-50fu : 500 MPa fy : 290 Mpa
Gambar Tampak Samping
Dimensi Gambar Dalam Mete
Gambar Rangka Atas
Dimensi Gambar Dalam Meter
Gambar Rangka Bawah
Dimensi Gambar Dalam Meter
Gambar Tampak Depan
Dimensi Gambar Dalam MeterGambar Tampak Atas
Dimensi Gambar Dalam Centimeter
Bab 2Perencanaan Profil Diafragma
2.1Data Teknis Tebal Pelat Beton: 0.2 m Tebal Pelat Aspal: 0.05 m Tebal Trotoar: 0.2 m Lebar Trotoar: 0.9 m Lebar Jembatan: 8 m Lebar Tiap Segmen (): 5 m Lebar Jalan: 6,2 m Baja BJ-50 fu : 500 MPa Fr: 290 Mpa = 29 KN/cm2 BJ Beton:24 KN/m3 BJ Aspal: 22 KN/m3 Berat Railing: 14,1 Kg/m
2.2Pembebanan DiafragmaPada diafragma beban yang dihitung hanya beban mati saja.Beban Mati (DL)-Pelat lantai beton = BJ Beton x Lebar x Tebal = 24 x 5 x 0.2 = 24 KN/m -Trotoar = BJ Beton x Lebar x Tebal = 24 x 5 x 0.2 = 24 KN/m -Perkerasan aspal = BJ Aspal x Lebar x Tebal = 22 x 5 x 0.05 = 5.5 KN/m
2.3Perhitungan Momen Untuk Beban Mati (MDL)q = 24KN/m
A.MDL Pelat lantai beton
MDL = 1/8 q L2 = 1/8 x 24 KN/m x (8 m)2 = 192 KNm
B. MDL Trotoar q = 24 KN/m
Va = q x 0.9 x 2 x = 24 x 0.9 x 2 x = 21.6 KN
Mmax = (Va.x) (q . 0.9) x (X-0.45) = (3.888x4) (24x0.9) x (4-0.45) = 86.4 21.6 x 3.55 = 9.72 KNC. MSDL Perkerasan Aspal q = 5.5 KN/m
Va = q x 6.2 x = 5.5 x 6.2 x = 17.05 KN
Mmax = (Va.x) (q (x- 0.9)2/2) = (17.05x4) (5.5(4-0.9)2/2) = 68.2 26.4275 = 41.7725 KNm
2.4Perencanaan Profil DiafragmaLangkah 1 : Hitung Momen UltimateMu= 345.781 KNm = 34578.1 KNcm
Langkah 2 : Preliminary DesignMu MnMu = fy . ZxZx = = = 1324.83 cm3 (diambil profil baja iwf 588 x 300)
Langkah 3 : Properti Penampang yang dipilihBerdasarkan Zx yg sudah didapat maka dipilih profil Baja IWF , yaitu;588 x 300 Zx = 4488.84 cm3 Iy = 9020 cm4H = 588 mmIx = 118000 cm4B = 300 mmIy = 9020 cm4t1/tw=12 mmBerat = 151 Kg/m = 1.51 KN/mt2/tf=20 mmix = 24.8 cmr = 28 mmiy = 6.85 cm
Langkah 4 : Perhitungkan berat sendiri pada MuMu akhir = Mu + ( 1,1 ( 1/8 . q . L2) ) = 345.781 KNcm + ( 1,1 ( 1/8 . 1.51 . 82) ) = 359.069 KNm
Langkah 5 : Cek Local Buckling-Plat Sayap = = = 7.500 mm
p = = < p (kompak)
= 9.983 mm Mn = MpMn = Fy . Zx = 29 KN/cm2 . 4488.84 cm3 = 130176.4 KNcm = 1301.764 KNm-Plat Badan = = = = 41.00mm
p = = < p (kompak)
= 98.653 mm Sehingga Mn = Mp = fy .Zx = 29 KN/cm2 x 4488.84 cm3 = 130176.4 KNcm = 1301.764 KNm
Langkah 6 : Cek Lateral Buckling
Dimensi Gambar Dalam Meter
Lb = L = . 8 = 4 mLp = 1.76 iy = 1.90 mLr = 5.42 m (diperoleh dari Tabel Baja)Sehingga,Lp < Lb < Lr bentang menengah (Mn Mp)Maka nilai Mn menjadi,Mn = cb [ Mr + ( Mp - Mr ) { } ]
Beban Simetris cb =1Mp = fy . Zx = 29 KN/cm2 . 4488.84 cm3 = 130176 KNcm = 1301.76 KNmMr = Sx ( fy - Fr ) = 4020 cm3 ( 29 KN/cm2 7 KN/cm2 ) = 88440 KNcm = 884.4 KNmSehingga,Mn = 1 [884.4 + (1301.76 884.4) { } ] = 1052.77 KNm
Langkah 7 : Bandingkan Mu dengan Mn Mu Mn359.069 KNm (0.9 x 1052.77 KNm)359.069 KNm 947.49144 KNm (OKE!)Dimensi profil yg direncanakan memenuhi syaratRatio = = 0,380,38 < 1 (OKE!)Berdasarakan hasil cek ratio profil baja (IWF) yang digunakan untuk diafragma sudah aman dan kuat untuk menahan beban jembatan yang telah ditentukan.KONTROL LENDUTANmax = = = 1 cm
Perhitungan lendutan berdasarkan SAP 2000 :
= 0.00801 m = 0.801 cm
Maka :max > 1 cm > 0.801 cm (AMAN)
Bab 3Perencanaan Rangka Utama
3.1Analisa Struktur Dengan Beban Statis
Struktur Pembebanan
Data Rangka UtamaPanjang Bentang : 40 mPanjang Tiap Segmen : 2.5 mTinggi Maksimum: 6 mTinggi Minimum : 3 m
Perhitungan Beban Statis (Gaya-Gaya Batang)Perhitungan gaya gaya batang dilakukan dengan menggunakan metode ritter dan beban dibuat P satu satuan:Mb = 0Ra. 40 - P. 40 P. 37.5 P. 35 P. 32.5 P. 30 P. 27.5 - P. 25 P. 22.5 P. 20 P. 17.5 P. 15 - P. 12.5 P. 10 P. 7.5 P. 5 P. 2.5 = 0Ra. 40 = 3200 PRa = 3200 P / 40Ra = Rb = 8 P
Potongan 11. Batang S1, titik tinjau CMC = 0Ra. - P . + S1. Sin. = 0S1. Sin. = -Ra. + P . S1 = S1 = -9.79 P (TEKAN)2. Batang S2, titik tinjau BMB = 0Ra. - P . - S2. 3 = 0S2. 3 = Ra. - P . S2 = S2 = 6.25 P (TARIK)
Potongan 21. Batang S3, titik tinjau EME = 0Ra. 2 - P . 2 - P . + S1. Sin. 2 + S3. = 0S3. = - Ra. 2 + P . 2 + P . - S1. Sin. 2S3 = S3 = P (TARIK)2. Batang S6, titik tinjau BMB = 0Ra. - P . 2 - S6. 3 = 0S6. 3 = Ra. - P . 2S6 = S6 = 6.25 P (TARIK)
Potongan 31. Batang S4, titik tinjau EME = 0Ra. 2 - P . 2 - P . + S4. Sin. + S4. Cos. 3 = 0S4. Sin. + S4. Cos. 3 = - Ra. 2 + P . 2 + P . S4 = S4 = -9.11 P (TEKAN)2. Batang S5, titik tinjau DMD = 0Ra. 2 - P . 2 - P . - S5. Sin. - S5. Cos. 3 - S6. 6= 0S5. Sin. + S5. Cos. 3 = Ra. 2 - P . 2 - P . - S6. 6S5 = S5 = -0.65 P (TEKAN)
Potongan 41. Batang S8, titik tinjau IMI = 0Ra. 4 - P . 4 - P . 3 - P . 2 - P . + S8. 6 = 0S8. 6 = - Ra. 4 + P . 4 + P . 3 + P . 2 + P . S8 = S8 = -10 P (TEKAN)2. Batang S13, titik tinjau HMH = 0Ra. 2 - P . 4 - P . 3 - P . 2 - P . S13. Sin. S13. Cos. 3 + S14. 6= 0S13. Sin. + S13. Cos. 3 = Ra. 2 - P . 4 - P . 3 - P . 2 - P . + S14. 6S13 = S13 = 5.86 P (TARIK)
Potongan 51. Batang S11, titik tinjau FMF = 0Ra. 3 - P . 3 - P . 2 - P . + S8. 3 S11. 3= 0S11. 3 = Ra. 3 - P . 3 - P . 2 - P . + S8. 3S11 = S11 = 6.25 P (TARIK)
Potongan 61. Batang S7, titik tinjau FMF = 0Ra. 3 - P . 3 - P . 2 - P . + S4. Sin. 2 S11. 3 + S7. = 0S7. = -Ra. 3 + P . 3 + P . 2 + P . - S4. Sin. 2 + S11. 3 S7 = S7 = 2 P (TARIK)2. Batang S10, titik tinjau DMD = 0Ra. 2 - P . 2 - P . - S10. Cos. 6 - S11. 6 = 0S10. Cos. 6 = Ra. 2 - P . 2 - P . - S11. 6S10 = S10 = - 0.65 P (TEKAN)
Potongan 71. Batang S9, titik tinjau EME = 0Ra. 2 - P . 2 - P . + S8. 6 + S9. Cos. 6 = 0S9. Cos. 6 = -Ra. 2 + P . 2 + P . - S8. 6S9 = S9 = 6.48 P (TARIK)
Potongan 81. Batang S12, titik tinjau IMI = 0Ra. 4 - P . 4 - P . 3 - P . 2 - P . + S8. 6 + S9. Cos. 6 S9. Sin. 2 + S10. Sin. 2 + S12. = 0S12. = -Ra. 4 + P . 4 + P . 3 + P . 2 + P . - S8. 6 - S9. Cos. 6 + S9. Sin. 2 - S10. Sin. 2 S12 = S12 = P (TARIK)
Potongan 9MF = 0Ra. 3 - P . 3 - P . 2 - P . + S4. Sin. 2 + S7. S14. 3 = 0S14. 3 = Ra. 3 - P . 3 - P . 2 - P . + S4. Sin. 2 + S7. S14 = S14 = 6.25 P (TARIK)
Potongan 101. Batang S16 , titik tinjau MMM = 0Ra. 6 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 6 = 0S16. 6 = -Ra. 6 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . S16 = S16 = -12.5 P (TEKAN)
Potongan 111. Batang S17 , titik tinjau IMM = 0Ra. 4 - P . 4 - P . 3 - P . 2 - P . + S16. 6 + S17. Cos. 6 = 0S17. Cos. 6 = - Ra. 4 + P . 4 + P . 3 + P . 2 + P . - S16. 6S17 = S17 = 3.89 P (TARIK)
Potongan 121. Batang S19 , titik tinjau JMJ = 0Ra. 5 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 3 - S19. 3 = 0S19. 3 = Ra. 5 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 3S19 = S19 = 10.42 P (TARIK)
Potongan 131. Batang S15 , titik tinjau JMJ = 0Ra. 5 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S8. 3 - S19. 3 + S15. = 0S15. = -Ra. 5 + P . 5 + P . 4 + P . 3 + P .2 + P . - S8. 3 + S19. 3S15 = S15 = -3 P (TEKAN)2. Batang S18 , titik tinjau HMH = 0Ra. 4 - P . 4 - P . 3 - P . 2 - P . - S19. 6 - S18. Cos. 6 = 0S18. Cos. 6 = Ra. 4 - P . 4 - P . 3 - P . 2 - P . - S19. 6S18 = S18 = -0.65 P (TEKAN)
Potongan 141. Batang S20 , titik tinjau MMM = 0Ra. 6 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 6 + S17. Cos. 6 - S17. Sin. 2 + S18. Sin. 2 + S20 . = 0S20 . = - Ra. 6 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . S16. 6 - S17. Cos. 6 + S17. Sin. 2 - S18. Sin. 2S20 = S20 = P (TARIK)
Potongan 151. Batang S22 , titik tinjau JMJ = 0Ra. 5 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S8. 3 + S15. - S22 . 3 = 0S22 . 3 = Ra. 5 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S8. 3 + S15. S22 = S22 = 10.42 P (TARIK)
Potongan 161. Batang S21 , titik tinjau LML = 0Ra. 6 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . - S22. 6 S21. Sin. S21. Cos. 3 = 0S21. Sin. + S21. Cos. 3 = Ra. 6 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . - S22. 6S21 = S21 = 3.25 P (TARIK)
Potongan 171. Batang S24 , titik tinjau MMM = 0Ra. 6 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 6 = 0S24. 6 = -Ra. 6 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . S24 = S24 = -12.5 P (TEKAN)Potongan 181. Batang S25 , titik tinjau OMO = 0Ra. 7 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 6 + S25. Sin. = 0S25. Sin. = -Ra. 7 + P . 7 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . - S24. 6S25 = S25 = -1.96 P (TEKAN)2. Batang S26 , titik tinjau NMN = 0Ra. 7 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 3 - S26. 3 = 0S26. 3 = Ra. 7 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 3S26 = S26 = 13.75 P (TARIK)
Potongan 191. Batang S23 , titik tinjau NMN = 0Ra. 7 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 3 - S26. 3 + S23. = 0S23. = -Ra. 7 + P . 7 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . - S16. 3 + S26. 3S23 = S23 = 0
Potongan 201. Batang S27 , titik tinjau QMQ = 0Ra. 8 - P . 8 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 6 + S25. Sin. 2 + S27. = 0S27. = - Ra. 8 + P . 8 + P . 7 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . - S24. 6 - S25. Sin. 2S27 = S27 = P (TARIK)
Potongan 211. Batang S28 , titik tinjau QMQ = 0Ra. 8 - P . 8 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 6 + S28. Sin. + S28. Cos. 3 = 0S28. Sin. + S28. Cos. 3 = - Ra. 8 + P . 8 + P . 7 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . - S24. 6S28 = S28 = -1.30 P (TEKAN)
Potongan 221. Batang S30 , titik tinjau NMN = 0Ra. 7 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 3 + S23. S30. 3 = 0S30. 3 = Ra. 7 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S16. 3 + S23. S30 = S30 = 13.75 P (TARIK)
Potongan 231. Batang S29 , titik tinjau PMP = 0Ra. 8 - P . 8 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . - S30. 6 - S29. Sin. S29. Cos. 3 = 0S29. Sin. + S29. Cos. 3 = Ra. 8 - P . 8 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . - S30. 6S29 = S29 = -0.65 (TEKAN)
Potongan 241. Batang S31 , titik tinjau RMR = 0Ra. 8 - P . 9 - P . 8 - P . 7 - P . 6 - P . 5 - P . 4 - P . 3 - P . 2 - P . + S24. 3 + S31. + S28. Sin. + S28. Cos. 3 S35. 3 = 0S31. = -Ra. 8 + P . 9 + P . 8 + P . 7 + P . 6 + P . 5 + P . 4 + P . 3 + P . 2 + P . - S24. 3 - S28. Sin. - S28. Cos. 3 + S35. 3S31 = S31 = 2 P (TARIK)Sehingga berdasarkan perhitungan gaya-gaya batang dengan metode titik buhul dan beban dalam P satu satuan diperoleh :NAMA BATANGTEKAN (-)TARIK (+)
S1 = S609.79 P-
S2 = 61-6.25 P
S3 = S59-P
S4 = S569.11 P-
S5 = S570.65 P-
S6 = S58-6.25 P
S7 = S55-2 P
S8 = S48-10 P-
S9 = 52-6.48 P
S10 = S570.65 P-
S11 = S54-6.25 P
S12 = S51-P
S13 = S49-5.86 P
S14 = S50-6.25 P
S15 = S393 P-
S16 = S4012.5 P-
S17 = S44-3.89 P
S18 = S450.65 P-
S19 = S46-10.42 P
S20 = S43-P
S21 = S41-3.25 P
S22 = S42-10.42 P
S23 = S39--
S24 = S3212.5 P-
S25 = S371.96 P-
S26 = S38-13.75 P
S27 = S36-P
S28 = S331.30 P-
S29 = S340.65 P-
S30 = S35-13.75 P
S31-2 P
3.2Analisa Struktur Dengan Beban Dinamis (Beban Berjalan)Data Rangka UtamaPanjang Bentang : 40mPanjang Tiap Segmen : 2.5mTinggiMaksimum: 6mTinggi Minimum : 3m
Perhitungan Beban Dinamis (Beban Berjalan)Perhitungan gaya gaya batang dilakukan dengan menggunakan metode Ritter dan beban dibuat P satu satuan:MB = 0Ra. L P = 0Ra. L = P Ra = Ra = Potongan 11. Batang S1, titik tinjau CKondisi 1 ( P sebelum melewati C ) yaitu ( 0 )MC = 0Ra. P ( x ) + S1. Sin. = 0S1. Sin. = -Ra. + P ( x )S1 = Kondisi 2 ( P melewati C ) yaitu ( - L )MC = 0Ra. + S1. Sin. = 0S1. Sin. = -Ra. S1 = 2. Batang S2, titik tinjau BKondisi 1 ( P sebelum melewati B ) yaitu posisi (0 )MB = 0Ra. P ( x ) S2. 3 = 0S2. 3 = Ra. P ( x )S2 = Kondisi 2 ( P melewati B ) yaitu posisi ( L )MB = 0Ra. S2. 3 = 0S2. 3 = Ra. S2 =
Potongan 21. Batang S3, titik tinjau EKondisi 1 ( P sebelum melewati E ) yaitu posisi ( 0 2 )ME = 0Ra. 2 P ( 2 x ) + S1. Sin. 2 + S3. = 0S3. = - Ra. 2 + P ( 2 x ) - S1. Sin. 2S3 = Kondisi 2 ( P setelah melewati E ) yaitu posisi ( 2 - L )ME = 0Ra. 2 + S1. Sin. 2 + S3. = 0S3. = - Ra. 2 - S1. Sin. 2S3 = 2. Batang S6, titik tinjau BKondisi 1 ( P sebelum melewati B ) yaitu posisi (0 )MB = 0Ra. P ( x ) S6. 3 = 0S6. 3 = Ra. P ( x )S6 = Kondisi 2 ( P melewati B ) yaitu posisi ( L )MB = 0Ra. S6. 3 = 0S6. 3 = Ra. S6 =
Potongan 31. Batang S4, titik tinjau EKondisi 1 ( P sebelum melewati E ) yaitu posisi ( 0 2 )ME = 0Ra. 2 P ( 2 x ) + S4. Sin. + S4. Cos. 3 = 0S4. Sin. + S4. Cos. 3 = - Ra. 2 + P ( 2 x )S4 = Kondisi 2 ( P setelah melewati E ) yaitu posisi ( 2 - L )ME = 0Ra. 2 + S4. Sin. + S4. Cos. 3 = 0S4. Sin. + S4. Cos. 3 = - Ra. 2S4 = 2. Batang S5, titik tinjau DKondisi 1 ( P sebelum melewati D ) yaitu posisi ( 0 2 )MD = 0Ra. 2 P ( 2 x ) - S5. Sin. - S5. Cos. 3 - S6. 6= 0S5. Sin. + S5. Cos. 3 = Ra. 2 - P ( 2 x ) - S6. 6S5 = Kondisi 2 ( P setelah melewati D ) yaitu posisi ( 2 - L)MD = 0Ra. 2 - S5. Sin. - S5. Cos. 3 - S6. 6= 0S5. Sin. + S5. Cos. 3 = Ra. 2 - S6. 6S5 =
Potongan 41. Batang S8, titik tinjau IKondisi 1 ( P sebelum melewati I ) yaitu posisi (0 4 )MI = 0Ra. 4 P ( 4 x ) + S8. 6 = 0S8. 6 = - Ra. 4 + P ( 4 x )S8 = Kondisi 2 ( P melewati I ) yaitu posisi ( 4 L )MI = 0Ra. 4 + S8. 6 = 0S8. 6 = - Ra. 4S8 = 2. Batang S13, titik tinjau HKondisi 1 ( P sebelum melewati H ) yaitu posisi ( 0 4 )MH = 0Ra. 2 P ( 2 x ) S13. Sin. S13. Cos. 3 + S14. 6= 0S13. Sin. + S13. Cos. 3 = Ra. 2 - P ( 2 x ) + S14. 6S13 = Kondisi 2 ( P setelah melewati H ) yaitu posisi ( 4 - L)MH = 0Ra. 2 S13. Sin. S13. Cos. 3 + S14. 6= 0S13. Sin. + S13. Cos. 3 = Ra. 2 + S14. 6S13 =
Potongan 51. Batang S11, titik tinjau FKondisi 1 ( P sebelum melewati F ) yaitu posisi ( 0 3 )MF = 0Ra. 3 P ( 3 x ) + S8. 3 S11. 3= 0S11. 3 = Ra. 3 P ( 3 x ) + S8. 3S11 = Kondisi 2 ( P setelah melewati F ) yaitu posisi ( 3 - L)MF = 0Ra. 3 + S8. 3 S11. 3= 0S11. 3 = Ra. 3 + S8. 3S11 =
Potongan 61. Batang S7, titik tinjau FKondisi 1 ( P sebelum melewati F ) yaitu posisi ( 0 3 )MF = 0Ra. 3 P ( 3 x ) + S4. Sin. 2 S11. 3 + S7. = 0S7. = -Ra. 3 + P ( 3 x ) - S4. Sin. 2 + S11. 3 S7 = Kondisi 2 ( P setelah melewati F ) yaitu posisi ( 3 - L)MF = 0Ra. 3 + S4. Sin. 2 S11. 3 + S7. = 0S7. = -Ra. 3 - S4. Sin. 2 + S11. 3 S7 = 2. Batang S10, titik tinjau DKondisi 1 ( P sebelum melewati D ) yaitu posisi ( 0 2 )MD = 0Ra. 2 P ( 2 x ) - S10. Cos. 6 - S11. 6 = 0S10. Cos. 6 = Ra. 2 - P ( 2 x ) - S11. 6S10 = Kondisi 2 ( P setelah melewati D ) yaitu posisi ( 2 - L)MD = 0Ra. 2 - S10. Cos. 6 - S11. 6 = 0S10. Cos. 6 = Ra. 2 - S11. 6S10 =
Potongan 71. Batang S9, titik tinjau EKondisi 1 ( P sebelum melewati E ) yaitu posisi ( 0 2 )ME = 0Ra. 2 P ( 2 x ) + S8. 6 + S9. Cos. 6 = 0S9. Cos. 6 = -Ra. 2 + P ( 2 x ) - S8. 6S9 = Kondisi 2 ( P setelah melewati E ) yaitu posisi ( 2 - L)ME = 0Ra. 2 + S8. 6 + S9. Cos. 6 = 0S9. Cos. 6 = -Ra. 2 - S8. 6S9 =
Potongan 81. Batang S12, titik tinjau IKondisi 1 ( P sebelum melewati I ) yaitu posisi ( 0 4 )MI = 0Ra. 4 P ( 4 x ) + S8. 6 + S9. Cos. 6 S9. Sin. 2 + S10. Sin. 2 + S12. = 0S12. = -Ra. 4 + P ( 4 x ) - S8. 6 - S9. Cos. 6 + S9. Sin. 2 - S10. Sin. 2 S12 = Kondisi 2 ( P setelah melewati I ) yaitu posisi ( 4 - L)MI = 0Ra. 4 + S8. 6 + S9. Cos. 6 S9. Sin. 2 + S10. Sin. 2 + S12. = 0S12. = -Ra. 4 - S8. 6 - S9. Cos. 6 + S9. Sin. 2 - S10. Sin. 2 S12 =
Potongan 91. Batang S14 , titik tinjau FKondisi 1 ( P sebelum melewati F ) yaitu posisi ( 0 3 )MF = 0Ra. 3 P ( 3 x ) + S4. Sin. 2 + S7. S14. 3 = 0S14. 3 = Ra. 3 P ( 3 x ) + S4. Sin. 2 + S7. S14 = Kondisi 2 ( P setelah melewati F ) yaitu posisi ( 3 - L)MF = 0Ra. 3 + S4. Sin. 2 + S7. S14. 3 = 0S14. 3 = Ra. 3 + S4. Sin. 2 + S7. S14 =
Potongan 101. Batang S16 , titik tinjau MKondisi 1 ( P sebelum melewati M ) yaitu posisi ( 0 6 )MM = 0Ra. 6 P ( 6 x ) + S16. 6 = 0S16. 6 = -Ra. 6 + P ( 6 x ) S16 = Kondisi 2 ( P setelah melewati M ) yaitu posisi ( 6 - L)MM = 0Ra. 6 + S16. 6 = 0S16. 6 = -Ra. 6 S16 =
Potongan 111. Batang S17 , titik tinjau IKondisi 1 ( P sebelum melewati I ) yaitu posisi ( 0 4 )MM = 0Ra. 4 P ( 4 x ) + S16. 6 + S17. Cos. 6 = 0S17. Cos. 6 = - Ra. 4 + P ( 4 x ) - S16. 6S17 = Kondisi 2 ( P setelah melewati I ) yaitu posisi ( 4 - L)MM = 0Ra. 4 + S16. 6 + S17. Cos. 6 = 0S17. Cos. 6 = - Ra. 4 - S16. 6S17 =
Potongan 121. Batang S19 , titik tinjau JKondisi 1 ( P sebelum melewati J) yaitu posisi ( 0 5 )MJ = 0Ra. 5 P ( 5 x ) + S16. 3 - S19. 3 = 0S19. 3 = Ra. 5 P ( 5 x ) + S16. 3S19 = Kondisi 2 ( P setelah melewati J ) yaitu posisi ( 5 - L)MJ = 0Ra. 5 + S16. 3 - S19. 3 = 0S19. 3 = Ra. 5 + S16. 3S19 =
Potongan 131. Batang S15 , titik tinjau JKondisi 1 ( P sebelum melewati J) yaitu posisi ( 0 5 )MJ = 0Ra. 5 P ( 5 x ) + S8. 3 - S19. 3 + S15. = 0S15. = -Ra. 5 + P ( 5 x ) - S8. 3 + S19. 3S15 = Kondisi 2 ( P setelah melewati J ) yaitu posisi ( 5 - L)MJ = 0Ra. 5 + S8. 3 - S19. 3 + S15. = 0S15. = -Ra. 5 - S8. 3 + S19. 3S15 = 2. Batang S18 , titik tinjau HKondisi 1 ( P sebelum melewati H) yaitu posisi ( 0 4 )MH = 0Ra. 4 P ( 4 x ) - S19. 6 - S18. Cos. 6 = 0S18. Cos. 6 = Ra. 4 P ( 4 x ) - S19. 6S18 = Kondisi 2 ( P setelah melewati H ) yaitu posisi ( 4 - L)MH = 0Ra. 4 - S19. 6 - S18. Cos. 6 = 0S18. Cos. 6 = Ra. 4 - S19. 6S18 =
Potongan 141. Batang S20 , titik tinjau MKondisi 1 ( P sebelum melewati M) yaitu posisi ( 0 6 )MM = 0Ra. 6 P ( 6 x ) + S16. 6 + S17. Cos. 6 - S17. Sin. 2 + S18. Sin. 2 + S20 . = 0S20 . = - Ra. 6 + P ( 6 x ) S16. 6 - S17. Cos. 6 + S17. Sin. 2 - S18. Sin. 2S20 = Kondisi 2 ( P setelah melewati M ) yaitu posisi ( 6 - L)MM = 0Ra. 6 + S16. 6 + S17. Cos. 6 - S17. Sin. 2 + S18. Sin. 2 + S20 . = 0S20 . = - Ra. 6 S16. 6 - S17. Cos. 6 + S17. Sin. 2 - S18. Sin. 2S20 =
Potongan 151. Batang S22 , titik tinjau JKondisi 1 ( P sebelum melewati J) yaitu posisi ( 0 5 )MJ = 0Ra. 5 P ( 5 x ) + S8. 3 + S15. - S22 . 3 = 0S22 . 3 = Ra. 5 P ( 5 x ) + S8. 3 + S15. S22 = Kondisi 2 ( P setelah melewati J ) yaitu posisi ( 5 - L)MJ = 0Ra. 5 + S8. 3 + S15. - S22 . 3 = 0S22 . 3 = Ra. 5 + S8. 3 + S15. S22 =
Potongan 161. Batang S21 , titik tinjau LKondisi 1 ( P sebelum melewati L) yaitu posisi ( 0 6 )ML = 0Ra. 6 P ( 6 x ) - S22. 6 S21. Sin. S21. Cos. 3 = 0S21. Sin. + S21. Cos. 3 = Ra. 6 P ( 6 x ) - S22. 6S21 = Kondisi 2 ( P setelah melewati J ) yaitu posisi ( 6 - L)ML = 0Ra. 6 - S22. 6 S21. Sin. S21. Cos. 3 = 0S21. Sin. + S21. Cos. 3 = Ra. 6 - S22. 6S21 =
Potongan 171. Batang S24 , titik tinjau MKondisi 1 ( P sebelum melewati M) yaitu posisi ( 0 6 )MM = 0Ra. 6 P ( 6 x ) + S24. 6 = 0S24. 6 = -Ra. 6 + P ( 6 x )S24 = Kondisi 2 ( P setelah melewati M ) yaitu posisi ( 6 - L)MM = 0Ra. 6 + S24. 6 = 0S24. 6 = -Ra. 6 S24 =
Potongan 181. Batang S25 , titik tinjau OKondisi 1 ( P sebelum melewati O) yaitu posisi ( 0 7 )MO = 0Ra. 7 P ( 7 x ) + S24. 6 + S25. Sin. = 0S25. Sin. = -Ra. 7 + P ( 7 x ) - S24. 6S25 = Kondisi 2 ( P setelah melewati O ) yaitu posisi ( 7 - L)MO = 0Ra. 7 + S24. 6 + S25. Sin. = 0S25. Sin. = -Ra. 7 - S24. 6S25 = 2. Batang S26 , titik tinjau NKondisi 1 ( P sebelum melewati N) yaitu posisi ( 0 7 )MN = 0Ra. 7 P ( 7 x ) + S24. 3 - S26. 3 = 0S26. 3 = Ra. 7 - P ( 7 x ) + S24. 3S26 = Kondisi 2 ( P setelah melewati N ) yaitu posisi ( 7 - L)MN = 0Ra. 7 + S24. 3 - S26. 3 = 0S26. 3 = Ra. 7 + S24. 3S26 =
Potongan 191. Batang S23 , titik tinjau NKondisi 1 ( P sebelum melewati N) yaitu posisi ( 0 7 )MN = 0Ra. 7 P ( 7 x ) + S16. 3 - S26. 3 + S23. = 0S23. = -Ra. 7 + P ( 7 x ) - S16. 3 + S26. 3S23 = Kondisi 2 ( P setelah melewati N ) yaitu posisi ( 7 - L)MN = 0Ra. 7 + S16. 3 - S26. 3 + S23. = 0S23. = -Ra. 7 - S16. 3 + S26. 3S23 =
Potongan 201. Batang S27 , titik tinjau QKondisi 1 ( P sebelum melewati Q) yaitu posisi ( 0 8 )MQ = 0Ra. 8 P ( 8 x ) + S24. 6 + S25. Sin. 2 + S27. = 0S27. = - Ra. 8 + P ( 8 x ) - S24. 6 - S25. Sin. 2S27 = Kondisi 2 ( P setelah melewati Q ) yaitu posisi ( 8 - L)MQ = 0Ra. 8 + S24. 6 + S25. Sin. 2 + S27. = 0S27. = - Ra. 8 - S24. 6 - S25. Sin. 2S27 =
Potongan 211. Batang S28 , titik tinjau QKondisi 1 ( P sebelum melewati Q) yaitu posisi ( 0 8 )MQ = 0Ra. 8 P ( 8 x ) + S24. 6 + S28. Sin. + S28. Cos. 3 = 0S28. Sin. + S28. Cos. 3 = - Ra. 8 + P ( 8 x ) - S24. 6S28 = Kondisi 2 ( P setelah melewati Q ) yaitu posisi ( 8 - L)MQ = 0Ra. 8 + S24. 6 + S28. Sin. + S28. Cos. 3 = 0S28. Sin. + S28. Cos. 3 = - Ra. 8 - S24. 6S28 =
Potongan 221. Batang S30 , titik tinjau NKondisi 1 ( P sebelum melewati N) yaitu posisi ( 0 7 )MN = 0Ra. 7 P ( 7 x ) + S16. 3 + S23. S30. 3 = 0S30. 3 = Ra. 7 P ( 7 x ) + S16. 3 + S23. S30 = Kondisi 2 ( P setelah melewati N ) yaitu posisi ( 7 - L)MN = 0Ra. 7 + S16. 3 + S23. S30. 3 = 0S30. 3 = Ra. 7 + S16. 3 + S23. S30 =
Potongan 231. Batang S29 , titik tinjau PKondisi 1 ( P sebelum melewati P) yaitu posisi ( 0 8 )MP = 0Ra. 8 P ( 8 x ) - S30. 6 - S29. Sin. S29. Cos. 3 = 0S29. Sin. + S29. Cos. 3 = Ra. 8 P ( 8 x ) - S30. 6S29 = Kondisi 2 ( P setelah melewati P ) yaitu posisi ( 8 - L)MP = 0Ra. 8 - S30. 6 - S29. Sin. S29. Cos. 3 = 0S29. Sin. + S29. Cos. 3 = Ra. 8 - S30. 6S29 =
Potongan 241. Batang S31 , titik tinjau RKondisi 1 ( P sebelum melewati R) yaitu posisi ( 0 9 )MR = 0Ra. 8 P ( 9 x ) + S24. 3 + S31. + S28. Sin. + S28. Cos. 3 S35. 3 = 0S31. = -Ra. 8 + P ( 9 x ) - S24. 3 - S28. Sin. - S28. Cos. 3 + S35. 3S31 = Kondisi 2 ( P setelah melewati P ) yaitu posisi ( 9 - L)MR = 0Ra. 8 + S24. 3 + S31. + S28. Sin. + S28. Cos. 3 S35. 3 = 0S31. = -Ra. 8 - S24. 3 - S28. Sin. - S28. Cos. 3 + S35. 3S31 =
Dari hasil perhitungan beban berjalan tersebut diperoleh rumus dan rumus tersebut dimasukan kedalam excel (dengan memasukan nilai x interval 0,5) sehingga diperoleh nilai beban berjalan dalam P satu satuan .
Perencanaan Jembatan Rangka BajaTeknik Sipil Politeknik Negeri Jakarta
Halaman 73
Tabel Beban Berjalan Dalam P satu SatuanBeban Berjalan Dalam P satu SatuanxRaRb1234567891011
0100.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000
0.50.98750.0125-0.24480.15630.2000-0.1138-0.13010.15630.0994-0.0625-0.01620.00000.0729
10.9750.025-0.48950.31250.4000-0.2277-0.26020.31250.1988-0.1250-0.03240.00000.1458
1.50.96250.0375-0.73430.46880.6000-0.3415-0.39030.46880.2982-0.1875-0.04860.00000.2188
20.950.05-0.97910.62500.8000-0.4553-0.52040.62500.3976-0.2500-0.06480.00000.2917
2.50.93750.0625-1.22380.78131.0000-0.5691-0.65050.78130.4970-0.3125-0.08100.00000.3646
30.9250.075-1.20750.77080.8000-0.6830-0.52040.77080.5964-0.3750-0.09720.00000.4375
3.50.91250.0875-1.19120.76040.6000-0.7968-0.39030.76040.6958-0.4375-0.11340.00000.5104
40.90.1-1.17490.75000.4000-0.9106-0.26020.75000.7952-0.5000-0.12960.00000.5833
4.50.88750.1125-1.15850.73960.2000-1.0245-0.13010.73960.8946-0.5625-0.14580.00000.6563
50.8750.125-1.14220.72920.0000-1.13830.00000.72920.9940-0.6250-0.16210.00000.7292
5.50.86250.1375-1.12590.71880.0000-1.12200.00000.71880.8941-0.6875-0.0486-0.12960.8021
60.850.15-1.10960.70830.0000-1.10580.00000.70830.7941-0.75000.0648-0.25930.8750
6.50.83750.1625-1.09330.69790.0000-1.08950.00000.69790.6942-0.81250.1783-0.38890.9479
70.8250.175-1.07700.68750.0000-1.07320.00000.68750.5943-0.87500.2917-0.51861.0208
7.50.81250.1875-1.06060.67710.0000-1.05700.00000.67710.4944-0.93750.4051-0.64821.0938
80.80.2-1.04430.66670.0000-1.04070.00000.66670.3945-1.00000.5186-0.51861.0000
8.50.78750.2125-1.02800.65630.0000-1.02450.00000.65630.2946-1.06250.6320-0.38890.9063
90.7750.225-1.01170.64580.0000-1.00820.00000.64580.1947-1.12500.7455-0.25930.8125
9.50.76250.2375-0.99540.63540.0000-0.99190.00000.63540.0947-1.18750.8589-0.12960.7188
100.750.25-0.97910.62500.0000-0.97570.00000.6250-0.0052-1.25000.97230.00000.6250
10.50.73750.2625-0.96270.61460.0000-0.95940.00000.6146-0.0051-1.22920.95610.00000.6146
110.7250.275-0.94640.60420.0000-0.94320.00000.6042-0.0050-1.20830.93990.00000.6042
11.50.71250.2875-0.93010.59380.0000-0.92690.00000.5938-0.0049-1.18750.92370.00000.5938
120.70.3-0.91380.58330.0000-0.91060.00000.5833-0.0048-1.16670.90750.00000.5833
12.50.68750.3125-0.89750.57290.0000-0.89440.00000.5729-0.0047-1.14580.89130.00000.5729
130.6750.325-0.88110.56250.0000-0.87810.00000.5625-0.0047-1.12500.87510.00000.5625
13.50.66250.3375-0.86480.55210.0000-0.86190.00000.5521-0.0046-1.10420.85890.00000.5521
140.650.35-0.84850.54170.0000-0.84560.00000.5417-0.0045-1.08330.84270.00000.5417
14.50.63750.3625-0.83220.53130.0000-0.82930.00000.5313-0.0044-1.06250.82650.00000.5313
150.6250.375-0.81590.52080.0000-0.81310.00000.5208-0.0043-1.04170.81030.00000.5208
15.50.61250.3875-0.79960.51040.0000-0.79680.00000.5104-0.0042-1.02080.79410.00000.5104
160.60.4-0.78320.50000.0000-0.78050.00000.5000-0.0041-1.00000.77790.00000.5000
16.50.58750.4125-0.76690.48960.0000-0.76430.00000.4896-0.0041-0.97920.76170.00000.4896
170.5750.425-0.75060.47920.0000-0.74800.00000.4792-0.0040-0.95830.74550.00000.4792
17.50.56250.4375-0.73430.46880.0000-0.73180.00000.4688-0.0039-0.93750.72920.00000.4688
180.550.45-0.71800.45830.0000-0.71550.00000.4583-0.0038-0.91670.71300.00000.4583
18.50.53750.4625-0.70170.44790.0000-0.69920.00000.4479-0.0037-0.89580.69680.00000.4479
190.5250.475-0.68530.43750.0000-0.68300.00000.4375-0.0036-0.87500.68060.00000.4375
19.50.51250.4875-0.66900.42710.0000-0.66670.00000.4271-0.0035-0.85420.66440.00000.4271
200.50.5-0.65270.41670.0000-0.65050.00000.4167-0.0034-0.83330.64820.00000.4167
20.50.48750.5125-0.63640.40630.0000-0.63420.00000.4063-0.0034-0.81250.63200.00000.4063
210.4750.525-0.62010.39580.0000-0.61790.00000.3958-0.0033-0.79170.61580.00000.3958
21.50.46250.5375-0.60380.38540.0000-0.60170.00000.3854-0.0032-0.77080.59960.00000.3854
220.450.55-0.58740.37500.0000-0.58540.00000.3750-0.0031-0.75000.58340.00000.3750
22.50.43750.5625-0.57110.36460.0000-0.56910.00000.3646-0.0030-0.72920.56720.00000.3646
230.4250.575-0.55480.35420.0000-0.55290.00000.3542-0.0029-0.70830.55100.00000.3542
23.50.41250.5875-0.53850.34380.0000-0.53660.00000.3438-0.0028-0.68750.53480.00000.3438
240.40.6-0.52220.33330.0000-0.52040.00000.3333-0.0028-0.66670.51860.00000.3333
24.50.38750.6125-0.50580.32290.0000-0.50410.00000.3229-0.0027-0.64580.50240.00000.3229
250.3750.625-0.48950.31250.0000-0.48780.00000.3125-0.0026-0.62500.48620.00000.3125
25.50.36250.6375-0.47320.30210.0000-0.47160.00000.3021-0.0025-0.60420.47000.00000.3021
260.350.65-0.45690.29170.0000-0.45530.00000.2917-0.0024-0.58330.45380.00000.2917
26.50.33750.6625-0.44060.28130.0000-0.43910.00000.2813-0.0023-0.56250.43750.00000.2813
270.3250.675-0.42430.27080.0000-0.42280.00000.2708-0.0022-0.54170.42130.00000.2708
27.50.31250.6875-0.40790.26040.0000-0.40650.00000.2604-0.0022-0.52080.40510.00000.2604
280.30.7-0.39160.25000.0000-0.39030.00000.2500-0.0021-0.50000.38890.00000.2500
28.50.28750.7125-0.37530.23960.0000-0.37400.00000.2396-0.0020-0.47920.37270.00000.2396
290.2750.725-0.35900.22920.0000-0.35770.00000.2292-0.0019-0.45830.35650.00000.2292
29.50.26250.7375-0.34270.21880.0000-0.34150.00000.2188-0.0018-0.43750.34030.00000.2188
300.250.75-0.32640.20830.0000-0.32520.00000.2083-0.0017-0.41670.32410.00000.2083
30.50.23750.7625-0.31000.19790.0000-0.30900.00000.1979-0.0016-0.39580.30790.00000.1979
310.2250.775-0.29370.18750.0000-0.29270.00000.1875-0.0016-0.37500.29170.00000.1875
31.50.21250.7875-0.27740.17710.0000-0.27640.00000.1771-0.0015-0.35420.27550.00000.1771
320.20.8-0.26110.16670.0000-0.26020.00000.1667-0.0014-0.33330.25930.00000.1667
32.50.18750.8125-0.24480.15630.0000-0.24390.00000.1563-0.0013-0.31250.24310.00000.1563
330.1750.825-0.22840.14580.0000-0.22770.00000.1458-0.0012-0.29170.22690.00000.1458
33.50.16250.8375-0.21210.13540.0000-0.21140.00000.1354-0.0011-0.27080.21070.00000.1354
340.150.85-0.19580.12500.0000-0.19510.00000.1250-0.0010-0.25000.19450.00000.1250
34.50.13750.8625-0.17950.11460.0000-0.17890.00000.1146-0.0009-0.22920.17830.00000.1146
350.1250.875-0.16320.10420.0000-0.16260.00000.1042-0.0009-0.20830.16210.00000.1042
35.50.11250.8875-0.14690.09380.0000-0.14640.00000.0938-0.0008-0.18750.14580.00000.0938
360.10.9-0.13050.08330.0000-0.13010.00000.0833-0.0007-0.16670.12960.00000.0833
36.50.08750.9125-0.11420.07290.0000-0.11380.00000.0729-0.0006-0.14580.11340.00000.0729
370.0750.925-0.09790.06250.0000-0.09760.00000.0625-0.0005-0.12500.09720.00000.0625
37.50.06250.9375-0.08160.05210.0000-0.08130.00000.0521-0.0004-0.10420.08100.00000.0521
380.050.95-0.06530.04170.0000-0.06500.00000.0417-0.0003-0.08330.06480.00000.0417
38.50.03750.9625-0.04900.03130.0000-0.04880.00000.0313-0.0003-0.06250.04860.00000.0313
390.0250.975-0.03260.02080.0000-0.03250.00000.0208-0.0002-0.04170.03240.00000.0208
39.50.01250.9875-0.01630.01040.0000-0.01630.00000.0104-0.0001-0.02080.01620.00000.0104
40010.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000
x1213141516171819202122
00.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000
0.50.0002-0.01630.07290.0125-0.0521-0.01620.00000.06250.0002-0.01630.0625
10.0003-0.03250.14580.0250-0.1042-0.03240.00000.12500.0003-0.03250.1250
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17.50.0000-1.4063-0.73431.87501.0000-0.0813-0.65051.87500.5000-1.09380.00001.4583
180.0000-1.3750-0.71801.83330.8000-0.1951-0.52041.83330.6000-1.12500.00001.5000
18.50.0000-1.3438-0.70171.79170.6000-0.3090-0.39031.79170.7000-1.15630.00001.5417
190.0000-1.3125-0.68531.75000.4000-0.4228-0.26021.75000.8000-1.18750.00001.5833
19.50.0000-1.2813-0.66901.70830.2000-0.5366-0.13011.70830.9000-1.21880.00001.6250
200.0000-1.2500-0.65271.66670.0000-0.65050.00001.66671.0000-1.25000.00001.6667
20.50.0000-1.2188-0.63641.62500.0000-0.63420.00001.62500.9000-1.2813-0.12961.7083
210.0000-1.1875-0.62011.58330.0000-0.61790.00001.58330.8000-1.3125-0.25931.7500
21.50.0000-1.1563-0.60381.54170.0000-0.60170.00001.54170.7000-1.3438-0.38891.7917
220.0000-1.1250-0.58741.50000.0000-0.58540.00001.50000.6000-1.3750-0.51861.8333
22.50.0000-1.0938-0.57111.45830.0000-0.56910.00001.45830.5000-1.4063-0.64821.8750
230.0000-1.0625-0.55481.41670.0000-0.55290.00001.41670.4000-1.4375-0.51861.7500
23.50.0000-1.0313-0.53851.37500.0000-0.53660.00001.37500.3000-1.4688-0.38891.6250
240.0000-1.0000-0.52221.33330.0000-0.52040.00001.33330.2000-1.5000-0.25931.5000
24.50.0000-0.9688-0.50581.29170.0000-0.50410.00001.29170.1000-1.5313-0.12961.3750
250.0000-0.9375-0.48951.25000.0000-0.48780.00001.25000.0000-1.56250.00001.2500
25.50.0000-0.9063-0.47321.20830.0000-0.47160.00001.20830.0000-1.51040.00001.2083
260.0000-0.8750-0.45691.16670.0000-0.45530.00001.16670.0000-1.45830.00001.1667
26.50.0000-0.8438-0.44061.12500.0000-0.43910.00001.12500.0000-1.40630.00001.1250
270.0000-0.8125-0.42431.08330.0000-0.42280.00001.08330.0000-1.35420.00001.0833
27.50.0000-0.7813-0.40791.04170.0000-0.40650.00001.04170.0000-1.30210.00001.0417
280.0000-0.7500-0.39161.00000.0000-0.39030.00001.00000.0000-1.25000.00001.0000
28.50.0000-0.7188-0.37530.95830.0000-0.37400.00000.95830.0000-1.19790.00000.9583
290.0000-0.6875-0.35900.91670.0000-0.35770.00000.91670.0000-1.14580.00000.9167
29.50.0000-0.6563-0.34270.87500.0000-0.34150.00000.87500.0000-1.09380.00000.8750
300.0000-0.6250-0.32640.83330.0000-0.32520.00000.83330.0000-1.04170.00000.8333
30.50.0000-0.5938-0.31000.79170.0000-0.30900.00000.79170.0000-0.98960.00000.7917
310.0000-0.5625-0.29370.75000.0000-0.29270.00000.75000.0000-0.93750.00000.7500
31.50.0000-0.5313-0.27740.70830.0000-0.27640.00000.70830.0000-0.88540.00000.7083
320.0000-0.5000-0.26110.66670.0000-0.26020.00000.66670.0000-0.83330.00000.6667
32.50.0000-0.4688-0.24480.62500.0000-0.24390.00000.62500.0000-0.78130.00000.6250
330.0000-0.4375-0.22840.58330.0000-0.22770.00000.58330.0000-0.72920.00000.5833
33.50.0000-0.4063-0.21210.54170.0000-0.21140.00000.54170.0000-0.67710.00000.5417
340.0000-0.3750-0.19580.50000.0000-0.19510.00000.50000.0000-0.62500.00000.5000
34.50.0000-0.3438-0.17950.45830.0000-0.17890.00000.45830.0000-0.57290.00000.4583
350.0000-0.3125-0.16320.41670.0000-0.16260.00000.41670.0000-0.52080.00000.4167
35.50.0000-0.2813-0.14690.37500.0000-0.14640.00000.37500.0000-0.46880.00000.3750
360.0000-0.2500-0.13050.33330.0000-0.13010.00000.33330.0000-0.41670.00000.3333
36.50.0000-0.2188-0.11420.29170.0000-0.11380.00000.29170.0000-0.36460.00000.2917
370.0000-0.1875-0.09790.25000.0000-0.09760.00000.25000.0000-0.31250.00000.2500
37.50.0000-0.1563-0.08160.20830.0000-0.08130.00000.20830.0000-0.26040.00000.2083
380.0000-0.1250-0.06530.16670.0000-0.06500.00000.16670.0000-0.20830.00000.1667
38.50.0000-0.0938-0.04900.12500.0000-0.04880.00000.12500.0000-0.15630.00000.1250
390.0000-0.0625-0.03260.08330.0000-0.03250.00000.08330.0000-0.10420.00000.0833
39.50.0000-0.0313-0.01630.04170.0000-0.01630.00000.04170.0000-0.05210.00000.0417
400.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000
Grafik Beban Berjalan
(Kontrol Hitungan)Berdasarkan grafik tersebut,beban berjalan yang diperhitungkan sudah benar.
3.3Pembebanan Rangka UtamaRatotal = Ra Aspal + Ra Trotoar + Ra Beton = 21.6 + 17.05 + 96 = 134.65 KN
Beban Mati (PDL)Beban Mati + Diafragma (PDL) = Ra x Faktor Beban = 134.65 x 1,1 = 148.115 KNBeban Hidup (PLL)Beban Pejalan Kaki = beban pejalan kaki x lebar trotoar x panjang segmen x faktor beban= 5 KN/m2 x 0,9m x 5 x 2= 45 KNBeban Lajur= beban lajur x lebar jembatan x panjang segmen x faktor beban x 1/2= 9 KN/m2 x 8m x 5 x 2 x 1/2= 360 KNBeban Genangan Air = beban genangan air x lebar jalan x panjang segmen x faktor beban x 1/2= 0,5 KN/m2 x 6,2m x 5 x 1 x 1/2= 7.75 KNSehingga beban hidup menjadi PLL = 45 KN + 360 KN + 7.75 KN = 412.75 KN
Beban Berjalan (PKEL)Beban Garis (KEL) = KEL x Lebar Jembatan x (DLA+1) x faktor beban x = 49 x 8 x 1,4 x 2 x = 548,8 KN Beban-beban yang diperoleh dimasukan/dikalikan dengan nilai-nilai beban statis dan dinamis yang telah diperhitungkan sehingga diperoleh nilai Pu.Tabel perhitungan nilai Pu karena beban statis (beban mati dan beban hidup) dan beban dinamis disajikan didalam tabel berikut.
No. BatangGaya Batang (kN)Total
B. MatiB. HidupB. Berjalan
1-1450.05-4040.82-555.22-6046.09
2925.722579.69428.783934.18
3148.12412.75548.801109.67
4-1349.33-3760.15-624.70-5734.18
5-96.27-268.29-356.99-721.56
6925.722579.69428.783934.18
7296.23825.50545.511667.24
8-1481.15-4127.50-686.00-6294.65
9959.792674.62-88.96533.604168.00
10-96.27-268.29-355.73-720.29
11925.722579.69600.284105.68
12136.27379.73542.651058.65
13867.952418.72-133.85535.463822.13
14925.722579.69600.284105.68
15-444.35-1238.25137.20-336.14-2018.74
16-1851.44-5159.38-857.50-7868.31tekan
17576.171605.60-177.87444.692626.46
18-96.27-268.29-355.73-720.29
191543.364300.86857.506701.71
20140.71392.11543.641076.46
21481.371341.44-223.09446.232269.04
221543.364300.86857.506701.71
230.000.000.000.00
24-1851.44-5159.38-651.70-7662.51
25-290.31-808.99268.64-402.98-1502.28
262036.585675.311029.008740.89tarik
27148.12412.75548.801109.67
28-192.55-536.58267.70-356.99-1086.12
29-96.27-268.29-356.99-721.56
302036.585675.311029.008740.89
31296.23825.50548.801670.53
Tabel Perhitungan Pembebanan karena Beban statis (Beban mati & Beban Hidup)Dan Beban Dinamis
3.3Perhitungan Dimensi Profil Rangka Utama a. Perhitungan Batang TarikPu = 8740.89 KN (batang 26) Tarik = 0,9 Fraktur = 0,75BJ-50 : fy = 290 Mpa fu = 500 MpaD baut = 25 mm
Perhitungan Beban SendiriBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata rata600 x 6 m = 3600 kg
Beban Per-join =
= 1.125 KN1,125 x Koef Batang 261,125 x 13.75 = 15.468 KN
Perhitungan Berat SambunganSambungan= 10% x berat sendiri10 % x 36 KN = 3.6 Berat Sambungan Perjoin = = 0,1125Sehingga Nilai Pu menjadi 8740.89 + 15.468 + 0,1125 = 8756.48 KN
Preliminary DesignPu PnPu= fy x AgAg= = = 335.50 cm2
Property penampang yang dipilihIWF = 400 x 400 x 20 x 35A = 360.7 cm2ix= 18.2 cmr= 22 mmiy= 10.4 cm Berat= 360.7 kg/mtw= 20 mmIx= 119000 cm4tf= 35 mmIy= 39400 cm4
Cek kuat leleh tarikPu Pn Pn= 0,9 x Ag x fy= 0,9 x 360.7 x 290= 9414.27 KN Pu Pn 8756.48 KN 9414.27 KN (OK!)
Cek keruntuhan FrakturPu Pn Pn= 0,75 x Ae x fu= 0,75 x 294.616 x 50= 11048.13 KNPu Pn (OK!)8756.48 KN < 11048.1 KN
b. Perhitungan Batang TekanPu = 7868.31 KN (batang 16) Tekan = 0.85BJ-50 : fy = 290 Mpa fu = 500 MpaK= 1L= 5 mE=200000 MpaPerhitungan Beban SendiriBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata rata600 x 6 m = 3600 kg
Beban Per-join =
= 1.125 KN1,125 x Koef Batang 161,125 x 12.5 = 14.0625 KN
Perhitungan Berat SambunganSambungan= 10% x berat sendiri10 % x 36 KN = 3.6 Berat Sambungan Perjoin = = 0,1125Sehingga Nilai Pu menjadi 7868.31 + 14.625 + 0,1125 = 7882.49 KN
Preliminary DesignPu PnPu= fy x AgAg= = = 302.01 cm2 Property penampang yang dipilihIWF = 400 x 400 x 20 x 35A = 360.7 cm2ix= 18.2 cmr= 22 mmiy= 10.4 cm Berat= 283 kg/mtw= 20 mmIx= 119000 cm4tf= 35 mmIy= 39400 cm4
Cek Kelangsingan Penampang 140 48.08 140 (OK!)
Cek Kekompakkan Penampang
r = r = 14.68
r ( okey !!! )
a.Flens = = 5.71
b.Webh = H (2.tf ) (2.r)400 (70) (44) = 286
= r = r = 39.05
= 14.30 r ( okey !!! )
Berdasarkan perhitungan ternyata diperoleh profil yang memenuhi syarat dan kuat menahan gaya aksial dari beban yang telah ditentukan adalah profil IWF 400 x 400 x 20 x 35.
Bab 4Perencanaan Sambungan BautDesain Sambungan Baut
A . Join A dan AF 1. a. Data Sambungan Baut :Pu = 6046.09 KN (batang S1)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S1
1,125 x 9.79 = 11.014 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 6046.09 + 11.014 + 0.1125 = 6057.22 KNPerhitungan Jumlah BautJumlah baut (n) = = = 19.95 baut = 20 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 7308000 N
= 10332 KN
Pn Pu 10332 KN 6057.22 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 9135000 N
= 10048.5 KN
Pn Pu 10048.5 KN 6057.22 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 20 = 6071484.375 N
= 6071.484 KN
Vd Pu 6071.484 KN 6057.22 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 20
= 25987500 N
= 25987.5 KN
Rd Pu 25987.5 KN 6057.22 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 20
= 6071484.375 N
= 6071.484 KN
Td Pu 6071.484 KN 6057.22 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 410 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 6057.22 KN OK
B . Join B dan AD 1. a. Data Sambungan Baut :Pu = 6046.09 KN (batang S1)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S1
1,125 x 9.79 = 11.014 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 6046.09 + 11.014 + 0.1125 = 6057.22 KNPerhitungan Jumlah BautJumlah baut (n) = = = 19.95 baut = 20 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N = 10332 KN Pn Pu 10332 KN 6057.22 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 6057.22 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 20 = 6071484.375 N
= 6071.484 KN
Vd Pu6071.484 KN 6057.22 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 20
= 25987500 N
= 25987.5 KN
Rd Pu 25987.5 KN 6057.22 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 20
= 6071484.375 N
= 6071.484 KN
Td Pu6071.484 KN 6057.22 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 410 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 6057.22 KN OK
C . Join C dan AE 1. a. Data Sambungan Baut :Pu = 3934.18 KN (batang S2)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mm]b. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S2
1,125 x 6.25 = 7.031 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 3934.18 + 7.031 + 0.1125 = 3941.32 KNPerhitungan Jumlah BautJumlah baut (n) = = = 12.98 baut = 16 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 3941.32 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 3941.32 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 16 = 4857187.5 N
= 4857.188 KN
Vd Pu4857.188 KN 3921.32 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 16
= 20790000N
= 20790 KN
Rd Pu 20790 KN 3941.32 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 16
= 4857187.5 N
= 4857.188 KN
Td Pu 4857.188 KN 3941.32 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf = 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 3941.32 KN OK
D . Join D dan AB1. a. Data Sambungan Baut :Pu = 6294.65 KN (batang S8)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S8
1,125 x 10 = 11.250 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 6294.65 + 11.250 + 0.1125 = 6306.01 KNPerhitungan Jumlah BautJumlah baut (n) = = = 20.773 baut = 24 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu10332 KN 6306.01 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 6306.01 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 24 = 7285781.25 N
= 7285.781 KN
Vd Pu7285.781 KN 6306.01 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 24
= 31185000 N
= 31185 KN
Rd Pu 31185 KN 6306.01 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 24
= 7285781.25 N
= 7285.781 KN
Td Pu 7285.781 KN 6306.01 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 6306.01 KN OK
E . Join E dan AC1. a. Data Sambungan Baut :Pu = 4105.68 KN (batang S11)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S11
1,125 x 6.25 = 7.031 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 4105.68 + 7.031 + 0.1125 = 4112.82 KNPerhitungan Jumlah BautJumlah baut (n) = = = 13.548 baut = 16 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 4112.82 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 4112.82 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 16 = 4857187.5 N
= 4857.188 KN Vd Pu4857.188 KN 4122.82 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 16
= 20790000 N
= 20790 KN
Rd Pu 20790 KN 4112.82 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 16
= 4857187.5 N
= 4857.188 KN
Td Pu4857.188 KN 4112.82 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 4112.82 KN OK
F . Join F dan Z1. a. Data Sambungan Baut :Pu = 4168 KN (batang S9)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2
Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S9
1,125 x 6.48 = 7.290 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 4168 + 7.290 + 0.1125 = 4175.40 KNPerhitungan Jumlah BautJumlah baut (n) = = = 13.548 baut = 16 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 4175.40 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 4175.40 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 16 = 4857187.5 N
= 4857.188 KN
Vd Pu4857.188 KN 4175.40 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 16
= 20790000 N
= 20790 KN
Rd Pu 20790 KN 4175.40 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 16
= 4857187.5 N
= 4857.188 KN
Td Pu4857.188 KN 4175.40 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 4175.40 KN OK
G . Join G dan AA1. a. Data Sambungan Baut :Pu = 4105.68 KN (batang S11)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S11
1,125 x 6.25 = 7.031 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 4105.68 + 7.031 + 0.1125 = 4112.82 KNPerhitungan Jumlah BautJumlah baut (n) = = = 13.548 baut = 16 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 4112.82 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 4112.82 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 16 = 4857187.5 N
= 4857.188 KN Vd Pu4857.188 KN 4122.82 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 16
= 20790000 N
= 20790 KN
Rd Pu 20790 KN 4112.82 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 16
= 4857187.5 N
= 4857.188 KN
Td Pu4857.188 KN 4112.82 KN OK
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 4112.82 KN OK
H . Join H dan X1. a. Data Sambungan Baut :Pu = 7868.31 KN (batang S16)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S16
1,125 x 12.50 = 14.063 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 7868.31 + 14.063 + 0.1125 = 7882.49 KNPerhitungan Jumlah BautJumlah baut (n) = = = 25.966 baut = 28 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 7882.49 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 7882.49 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 28 = 8500078.125 N
= 8500.078 KN
Vd Pu8500.078 KN 7882.49 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 28
= 36382500 N
= 36382.5 KN
Rd Pu 36382.5 KN 7882.49 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 28
= 8500078.125 N
= 8500.078 KN
Td Pu8500.078 7882.49 KN
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 7882.49 KN OK
I . Join I dan Y1. a. Data Sambungan Baut :Pu = 6701.71 KN (batang S19)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S19
1,125 x 10.42 = 11.723 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 6701.71 + 11.723 + 0.1125 = 6713.55 KNPerhitungan Jumlah BautJumlah baut (n) = = = 22.115 baut = 24 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 6713.55 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 6713.55 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 24 = 7285781.25 N
= 7285.781 KN
Vd Pu7285.781 KN 6713.55 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 24
= 31185000 N
= 31185 KN
Rd Pu 31185 KN 6713.55 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 24
= 7285781.25 N
= 7285.781 KN
Td Pu7285.781 KN 6713.55 KN
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 6713.55 KN OK
J . Join J dan V1. a. Data Sambungan Baut :Pu = 2626.46 KN (batang S17)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S17
1,125 x 3.89 = 4.376 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 2626.46 + 4.376 + 0.1125 = 2630.95 KNPerhitungan Jumlah BautJumlah baut (n) = = = 8.667 baut = 12 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 2630.95 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 2630.95 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 12 = 3642890.625 N
= 3642.891 KN
Vd Pu3642.891 KN KN 2630.95 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,75 x 25 x 35 x 825 x 12
= 15592500 N
= 15592.5 KN
Rd Pu 15592.5 KN 2630.95 KN OK
c. Kuat Tarik Rencana Baut :Td = x fu x A baut x n
= 0,75 x 825 x 490,625 x 12
= 3642890.625 N
= 3642.891 KN
Td Pu3642.891 KN 2630.95 KN
4. Cek Keruntuhan Blok GeserAgt = 4 x S x tf
= 4 x 37.5 x 35
= 5250 mm2
Ant = 4 x S x tf 4 x x tf
= 4 x 37.5 x 35 4 x x 35
= 3430 mm2
Ags = 4 x (S1+ 3S2) x tf
= 4 x (50 + (3 x 75)) x 35
= 38500 mm2
Ans = 4 x (S1 + 3 S2) tf 4 x 3,5 Dlub x tf
= 4 x ( 50 + (3 x 75) ) x 35 (4 x 3,5 x 26 x 35)
= 25760 mm2
fu x Ant = 825 x 3430 = 2829750 N = 2829.75 KN
0,6 x fu x Ans = 0,6 x 825 x 25760 = 12751200 N = 12751.2 KN
0,6 x fu x Ans (retak geser) fu x Ant ( leleh tarik)12751.2 KN 2829.75 KN OK
Pn = x ( fy x Agt + 0,6 x fu x Ans)
= 0,75 x ( 290 x 5250 + 0,6 x 825 x 25760)
= 11177775 N = 11177.775 KN Pn Pu 11177.775 KN 2630.95 KN OK
K . Join K dan W1. a. Data Sambungan Baut :Pu = 6701.71 KN (batang S19)Dbaut= 25 mmS = 1.5 . D baut = 37.5 mmS1= 2 . D baut = 50 mmS2= 3 . D baut = 75 mmTf= 35 mm= 0,75r (baut ulir di bid geser)= 0,5m (Jumlah bidang geser)= 2D lubang = 26 mmb. Spesifikasi Baut :Mutu Baut=Tinggi (A325)fumin = 585 Mpafu = 825 Mpac. Spesifikasi Pelat :Mutu Plat = BJ-55fy= 410 Mpafu= 550 Mpatpelat= 35 mmPpelat= 400 mm
Agpelat= tpelat x ppelat x 2= 35 x 400 x 2= 28000 mm2 Abaut= x x d2= x x 252= 490.625 mm2 Anpelat= Aepelat = Agpelat - (4 dlubang . tf)= 28000 (4 x 26 x 35)= 24360 mm2Perhitungan Berat Sendiri dan Berat SambunganBerat Sendiri = 200 + 10 L = 200 + (10 x 40) = 600 kg/m 600 kg/m x tinggi rata-rata
600 x 6 = kg = 3600 KN
Berat Per-Join = = 1.125 KN
1,125 x koef batang S19
1,125 x 10.42 = 11.723 KN
Sambungan 10% x berat sendiri = 10% x 36 = 3.6Berat Sambungan per join= = 0.1125 KNSehingga nilai Pu = 6701.71 + 11.723 + 0.1125 = 6713.55 KNPerhitungan Jumlah BautJumlah baut (n) = = = 22.115 baut = 24 baut2. Kekuatan Plata. Kuat leleh Pn = 0,9 x fy x Ag pelat = 0,9 x 410 x 28000 mm = 10332000 N
= 10332 KN
Pn Pu 10332 KN 6713.55 KN OKb. Fraktur Pn = 0,75 x fu x Ae = 0,75 x 550 x 24360 mm
= 10048500 N
= 10048.5 KN
Pn Pu 10048.5 KN 6713.55 KN OK
3. Kekuatan Bauta. Kuat Geser Vd = x r x fu x A baut x m x n = 0,75 x 0,5 x 825 x 490,625 x 2 x 24 = 7285781.25 N
= 7285.781 KN
Vd Pu7285.781 KN 6713.55 KN OK
b. Kuat Tumpu Rd = 2,4 x x Dbaut x tebal pelat x fu x n
= 2,4 x 0,7
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