tugas besar baja (isi)-grup 2

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


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


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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16.50.0000-1.4688-0.24481.62500.60000.1464-0.39031.62500.3000-1.03130.00001.3750

170.0000-1.4375-0.48951.75000.80000.0325-0.52041.75000.4000-1.06250.00001.4167

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


600 x 6 = kg = 3600 KN



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


= 6071.484 KN

Vd Pu6071.484 KN 6057.22 KN OK


= 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


= 0,75 x 825 x 490,625 x 20

= 6071484.375 N

= 6071.484 KN

Td Pu6071.484 KN 6057.22 KN OK


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 6.25 = 7.031 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 3941.32 KN OK


= 4857.188 KN

Vd Pu4857.188 KN 3921.32 KN OK


= 2,4 x 0,75 x 25 x 35 x 825 x 16

= 20790000N

= 20790 KN

Rd Pu 20790 KN 3941.32 KN OK


= 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 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 10 = 11.250 KN


= 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


= 7285.781 KN

Vd Pu7285.781 KN 6306.01 KN OK


= 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


= 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 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 6.25 = 7.031 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 4112.82 KN OK


= 4857.188 KN Vd Pu4857.188 KN 4122.82 KN OK


= 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


= 0,75 x 825 x 490,625 x 16

= 4857187.5 N

= 4857.188 KN

Td Pu4857.188 KN 4112.82 KN OK


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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



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


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 4175.40 KN OK


= 4857.188 KN

Vd Pu4857.188 KN 4175.40 KN OK


= 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


= 0,75 x 825 x 490,625 x 16

= 4857187.5 N

= 4857.188 KN

Td Pu4857.188 KN 4175.40 KN OK


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 6.25 = 7.031 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 4112.82 KN OK


= 4857.188 KN Vd Pu4857.188 KN 4122.82 KN OK


= 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


= 0,75 x 825 x 490,625 x 16

= 4857187.5 N

= 4857.188 KN

Td Pu4857.188 KN 4112.82 KN OK


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 12.50 = 14.063 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 7882.49 KN OK


= 8500.078 KN

Vd Pu8500.078 KN 7882.49 KN OK


= 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


= 0,75 x 825 x 490,625 x 28

= 8500078.125 N

= 8500.078 KN

Td Pu8500.078 7882.49 KN


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 10.42 = 11.723 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 6713.55 KN OK


= 7285.781 KN

Vd Pu7285.781 KN 6713.55 KN OK


= 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


= 0,75 x 825 x 490,625 x 24

= 7285781.25 N

= 7285.781 KN

Td Pu7285.781 KN 6713.55 KN


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 3.89 = 4.376 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 2630.95 KN OK


= 3642.891 KN

Vd Pu3642.891 KN KN 2630.95 KN OK


= 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


= 0,75 x 825 x 490,625 x 12

= 3642890.625 N

= 3642.891 KN

Td Pu3642.891 KN 2630.95 KN


= 4 x 37.5 x 35

= 5250 mm2


= 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


= 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



= 0,75 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


600 x 6 = kg = 3600 KN



1,125 x 10.42 = 11.723 KN


= 10332 KN


= 10048500 N

= 10048.5 KN

Pn Pu 10048.5 KN 6713.55 KN OK


= 7285.781 KN

Vd Pu7285.781 KN 6713.55 KN OK


= 2,4 x 0,7

tugas besar baja (isi)-grup 2

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