Jembatan Komposit (Revisi) [PDF]

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JEMBATAN KOMPOS



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



50.00 200.00 100.00 6.00 13.00 60.00 3.00



cm cm cm cm cm cm cm cm 1,200.00 cm



=



12.50 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 13.00 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton = - BS. Lapisan Aus / Aspal = Σ= q = (ΣDL x S) =



312 kg/m2 66 kg/m2 378 kg/m2 756.00 kg/m'



= = = = = = = = =



Mmax (dl) = (1/8)qS²= 378.00 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.55 ton m = 1550 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,928.00 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 1.2 ton m = 1200 kgm 1,578.00 kgm



( Catatan ; utk Continous b



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 9.55 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



8.45 9.00 bh jarak tul. Utama = digunakan :



11.00 9.35 d= A1 =



12.50 cm



Ø 12



Pembagi ; As =



7.81 cm² coba :



As/A1 = =



® ◊



d= A1 =



9.95 10.00 bh jarak tul. Pembagi = digunakan :



11.11 cm



Ø 10



© GELEGAR (balok) TEPI A)



Beban Mati (DL) ;



L = 1.5



0.5



2.00 R=



- BS Lantai Beton =



½(Bs.lt)(L)² = L2 0.31 t/m²



- Balok & Diafragma =



®



q=



DDL = MDL = B)



1.2 x g = = 0.30 t/m'



½ql =



1.82 ton



⅛ql² =



5.45 tm



=



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.18 t/m'



® C)



127.2 0.127



DSDL = MSDL =



Σ= 2 bh



0.132 0.132 0.100 0.364



½ql =



1.09 ton



⅛ql² =



3.28 tm



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 1.60 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 3.64 ton - Muatan trotoar = 500 kg/m2 x 60 % =



=



untuk Panjang < 30 m (q = 2.2 & α =



300 kg/m2 0.3 t/m2



= R = Mt*L1 R=



t/m' t/m' t/m' t/m'



0.15 t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.32



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



15.31 45.93



© TEGANGAN Max Coba Baja ;



IWF (600 x 200) mm As = 134.4 cm² berat = 106 kg/m' Ix = 77,600 cm⁴ Wx = 2,590 cm³ H= 60 cm



( lihat tabel baja )



B=



20 cm



b/n



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



186,343.8 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



65.00 915.42 24.60 11.90 41.90



cm² cm⁴ cm cm cm



136,883.2 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,582.61 kg/cm²



EMBATAN KOMPOSIT



L3 L 2 0.50 2.00 1.00 0.06 0.13 0.60 0.03 12.00



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



12.50 cm



10 mm 0.79 cm²



jarak



11.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 0.5 0.18 t/m'



kg/m' t/m'



544,860 kg cm



(50 kg/m' setiap sisi)



327,600 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



q=q



ton tm



lihat tabel baja )



=



4,592,815 kg cm



150.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 13.00 cm (b/n)*d = 195.00 cm² 36.50 cm As * Y = 14.89 cm Aek + As 21.61 cm 51.61 cm 2,746.25 cm⁴



aja ( 1600 kg/cm² )



OK !



t4



t5



digunakan IWF ;



(600 x 200) mm 106 kg/m'



p'



q = q' + q''



JEMBATAN KOMPOSIT



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



30.00 150.00 75.00 8.00 10.00 45.00 5.00



cm cm cm cm cm cm cm cm 1,000.00 cm



=



9.38 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 10.00 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton =



240 kg/m2



= = = = = = = = =



- BS. Lapisan Aus / Aspal = Σ=



110 kg/m2 350 kg/m2



q = (ΣDL x S) = 525.00 kg/m' Mmax (dl) = (1/8)qS²= 147.66 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.25 ton m = 1250 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,397.66 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 0.95 ton m = 950 kgm 1,097.66 kgm



( Catatan ; utk Continous bea



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 9.52 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



8.42 9.00 bh jarak tul. Utama = digunakan :



8.00 6.80 d= A1 =



12.50 cm



Ø 12



Pembagi ; As =



7.47 cm² coba :



As/A1 = =



® ◊



© GELEGAR (balok) TEPI



d= A1 =



9.52 10.00 bh jarak tul. Pembagi = digunakan :



11.11 cm



Ø 10



A)



Beban Mati (DL) ;



L = 1.05



0.3



1.50 R=



- BS Lantai Beton = - Balok & Diafragma =



®



q=



DDL = MDL = B)



½(Bs.lt)(L)² = L2 0.24 t/m² 1.2 x g = 91.2 = 0.091



0.18 t/m' ½ql =



0.90 ton



⅛ql² =



2.24 tm



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.19 t/m'



® C)



=



DSDL = MSDL =



Σ= 2 bh



t/m' t/m' t/m' t/m'



½ql =



0.93 ton



⅛ql² =



2.32 tm



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 1.20 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 2.73 ton - Muatan trotoar = 500 kg/m2 x 60 % =



=



untuk Panjang < 30 m (q = 2.2 & α = 1)



300 kg/m2 0.3 t/m2



= R = Mt*L1 R=



0.165 0.106 0.100 0.371



0.09 t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.33



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



10.09 25.22



© TEGANGAN Max Coba Baja ;



IWF (450 x 200) mm As = 96.8 cm² berat = 76 kg/m' Ix = 33,500 cm⁴ Wx = 1,490 cm³ H= 45 cm B= 20 cm b/n



( lihat tabel baja )



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



72,464.8 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



35.00 291.67 20.20 7.30 29.80



cm² cm⁴ cm cm cm



53,231.5 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,561.03 kg/cm²



EMBATAN KOMPOSIT



t4



t5



L3 L 2 0.30 1.50 0.75 0.08 0.10 0.45 0.05 10.00



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



12.50 cm



10 mm 0.79 cm²



jarak



11.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 76 0.3 0.09 t/m'



kg/m' t/m'



224,250 kg cm



(50 kg/m' setiap sisi)



231,625 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



q = q' +



ton tm



=



2,521,591 kg cm



lihat tabel baja )



105.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 10.00 cm (b/n)*d = 105.00 cm² 27.50 cm As * Y = 13.19 cm Aek + As 14.31 cm 36.81 cm 875.00 cm⁴



aja ( 1600 kg/cm² )



OK !



(450 x 200) mm kg/m'



p'



q = q' + q''



JEMBATAN KOMPOSIT



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



60.00 180.00 90.00 8.00 12.00 40.00 5.00



cm cm cm cm cm cm cm cm 800.00 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 12.00 cm



=



11.25 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton =



288 kg/m2



= = = = = = = = =



- BS. Lapisan Aus / Aspal = Σ=



110 kg/m2 398 kg/m2



q = (ΣDL x S) = 716.40 kg/m' Mmax (dl) = (1/8)qS²= 290.14 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.43 ton m = 1430 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,720.14 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 1.1 ton m = 1100 kgm 1,390.14 kgm



( Catatan ; utk Continous bea



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 9.37 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



8.29 9.00 bh jarak tul. Utama = digunakan :



10.00 8.50 d= A1 =



12.50 cm



Ø 12



Pembagi ; As =



7.57 cm² coba :



As/A1 = =



® ◊



© GELEGAR (balok) TEPI



d= A1 =



9.65 10.00 bh jarak tul. Pembagi = digunakan :



11.11 cm



Ø 10



A)



Beban Mati (DL) ;



L = 1.5



0.6



1.80 R=



- BS Lantai Beton = - Balok & Diafragma =



®



q=



DDL = MDL = B)



½(Bs.lt)(L)² = L2 0.29 t/m² 1.2 x g = 79.2 = 0.079



0.26 t/m' ½ql =



1.04 ton



⅛ql² =



2.07 tm



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.25 t/m'



® C)



=



DSDL = MSDL =



Σ= 2 bh



t/m' t/m' t/m' t/m'



½ql =



1.02 ton



⅛ql² =



2.04 tm



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 1.44 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 3.27 ton - Muatan trotoar = 500 kg/m2 x 60 % =



=



untuk Panjang < 30 m (q = 2.2 & α = 1)



300 kg/m2 0.3 t/m2



= R = Mt*L1 R=



0.198 0.211 0.100 0.509



0.18 t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.34



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



10.88 21.76



© TEGANGAN Max Coba Baja ;



IWF (400 x 200) mm As = 84.1 cm² berat = 66 kg/m' Ix = 23,700 cm⁴ Wx = 1,190 cm³ H= 40 cm B= 20 cm b/n



( lihat tabel baja )



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



64,607.8 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



60.00 720.00 15.17 10.83 30.83



cm² cm⁴ cm cm cm



48,091.7 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,575.39 kg/cm²



EMBATAN KOMPOSIT



t4



t5



L3 L 2 0.60 1.80 0.90 0.08 0.12 0.40 0.05 8.00



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



12.50 cm



10 mm 0.79 cm²



jarak



11.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 66 0.6 0.18 t/m'



kg/m' t/m'



207,360 kg cm



(50 kg/m' setiap sisi)



203,680 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



q = q' +



ton tm



=



2,176,251 kg cm



lihat tabel baja )



150.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 12.00 cm (b/n)*d = 180.00 cm² 26.00 cm As * Y = 8.28 cm Aek + As 17.72 cm 37.72 cm 2,160.00 cm⁴



aja ( 1600 kg/cm² )



OK !



(400 x 200) mm kg/m'



p'



q = q' + q''



JEMBATAN KOMPOSIT



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



150.00 75.00 8.00 10.00 35.00 -



cm cm cm cm cm cm cm cm 750.00 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 10.00 cm



=



9.38 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton =



240 kg/m2



= = = = = = = = =



- BS. Lapisan Aus / Aspal = Σ=



0 kg/m2 240 kg/m2



q = (ΣDL x S) = 360.00 kg/m' Mmax (dl) = (1/8)qS²= 101.25 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.25 ton m = 1250 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,351.25 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 0.95 ton m = 950 kgm 1,051.25 kgm



( Catatan ; utk Continous bea



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 9.20 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



8.14 9.00 bh jarak tul. Utama = digunakan :



8.00 6.80 d= A1 =



12.50 cm



Ø 12



Pembagi ; As =



7.16 cm² coba :



As/A1 = =



® ◊



© GELEGAR (balok) TEPI



d= A1 =



9.12 10.00 bh jarak tul. Pembagi = digunakan :



11.11 cm



Ø 10



A)



Beban Mati (DL) ;



L = 0.75



0



1.50 R=



- BS Lantai Beton = - Balok & Diafragma =



®



q=



0.10 t/m'



DDL = MDL = B)



½(Bs.lt)(L)² = L2 0.24 t/m² 1.2 x g = 59.52 = 0.060



½ql =



0.39 ton



⅛ql² =



0.73 tm



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.05 t/m'



® C)



=



DSDL = MSDL =



Σ= 2 bh



0.19 ton



⅛ql² =



0.35 tm



=



untuk Panjang < 30 m (q = 2.2 & α = 1)



300 kg/m2 0.3 t/m2



= -



t/m' t/m' t/m' t/m'



½ql =



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 1.20 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 2.73 ton - Muatan trotoar = 500 kg/m2 x 60 % = R = Mt*L1 R=



0.100 0.100



t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.35



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



8.18 15.33



© TEGANGAN Max Coba Baja ;



IWF (350 x 175) mm As = 63.14 cm² berat = 49.6 kg/m' Ix = 13,600 cm⁴ Wx = 775 cm³ H= 35 cm B= 17.5 cm b/n



( lihat tabel baja )



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



31,579.5 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



25.00 208.33 16.12 6.38 23.88



cm² cm⁴ cm cm cm



22,874.8 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,574.04 kg/cm²



EMBATAN KOMPOSIT



t4



t5



L3 L 2 1.50 0.75 0.08 0.10 0.35 7.50



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



12.50 cm



10 mm 0.79 cm²



jarak



11.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 49.6 0 0.05 t/m'



kg/m' t/m'



73,491 kg cm



(50 kg/m' setiap sisi)



35,156 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



q = q' +



ton tm



=



1,532,979 kg cm



lihat tabel baja )



75.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 10.00 cm (b/n)*d = 75.00 cm² 22.50 cm As * Y = 10.28 cm Aek + As 12.22 cm 29.72 cm 625.00 cm⁴



aja ( 1600 kg/cm² )



OK !



(350 x 175) mm kg/m'



p'



q = q' + q''



JEMBATAN KOMPOSIT



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



30.00 150.00 75.00 8.00 10.00 30.00 5.00



cm cm cm cm cm cm cm cm 550.00 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 10.00 cm



=



9.38 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton =



240 kg/m2



= = = = = = = = =



- BS. Lapisan Aus / Aspal = Σ=



110 kg/m2 350 kg/m2



q = (ΣDL x S) = 525.00 kg/m' Mmax (dl) = (1/8)qS²= 147.66 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.25 ton m = 1250 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,397.66 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 0.95 ton m = 950 kgm 1,097.66 kgm



( Catatan ; utk Continous bea



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 9.52 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



8.42 9.00 bh jarak tul. Utama = digunakan :



8.00 6.80 d= A1 =



12.50 cm



Ø 12



Pembagi ; As =



7.47 cm² coba :



As/A1 = =



® ◊



© GELEGAR (balok) TEPI



d= A1 =



9.52 10.00 bh jarak tul. Pembagi = digunakan :



11.11 cm



Ø 10



A)



Beban Mati (DL) ;



L = 1.05



0.3



1.50 R=



- BS Lantai Beton = - Balok & Diafragma =



®



q=



DDL = MDL = B)



½(Bs.lt)(L)² = L2 0.24 t/m² 1.2 x g = 44.04 = 0.044



0.13 t/m' ½ql =



0.36 ton



⅛ql² =



0.50 tm



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.19 t/m'



® C)



=



DSDL = MSDL =



Σ= 2 bh



t/m' t/m' t/m' t/m'



½ql =



0.51 ton



⅛ql² =



0.70 tm



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 1.20 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 2.73 ton - Muatan trotoar = 500 kg/m2 x 60 % =



=



untuk Panjang < 30 m (q = 2.2 & α = 1)



300 kg/m2 0.3 t/m2



= R = Mt*L1 R=



0.165 0.106 0.100 0.371



0.09 t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.36



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



7.26 9.98



© TEGANGAN Max Coba Baja ;



IWF (300 x 150) mm As = 46.78 cm² berat = 36.7 kg/m' Ix = 7,210 cm⁴ Wx = 481 cm³ H= 30 cm B= 15 cm b/n



( lihat tabel baja )



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



21,029.8 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



35.00 291.67 11.44 8.56 23.56



cm² cm⁴ cm cm cm



15,510.0 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,578.72 kg/cm²



EMBATAN KOMPOSIT



t4



t5



L3 L 2 0.30 1.50 0.75 0.08 0.10 0.30 0.05 5.50



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



12.50 cm



10 mm 0.79 cm²



jarak



11.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 36.7 0.3 0.09 t/m'



kg/m' t/m'



50,003 kg cm



(50 kg/m' setiap sisi)



70,067 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



q = q' +



ton tm



=



997,916 kg cm



lihat tabel baja )



105.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 10.00 cm (b/n)*d = 105.00 cm² 20.00 cm As * Y = 6.16 cm Aek + As 13.84 cm 28.84 cm 875.00 cm⁴



aja ( 1600 kg/cm² )



OK !



(300 x 150) mm kg/m'



p'



q = q' + q''



JEMBATAN KOM



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



120.00 60.00 10.00 45.00 -



cm cm cm cm cm cm cm cm 1,200.00 cm



=



7.50 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 8.00 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton = - BS. Lapisan Aus / Aspal = Σ=



240 kg/m2 0 kg/m2 240 kg/m2



= = = = = = = = =



q = (ΣDL x S) = 288.00 kg/m' Mmax (dl) = (1/8)qS²= 51.84 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.07 ton m = 1070 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,121.84 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 0.8 ton m = 800 kgm 851.84 kgm



( Catatan ; utk Continous



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 7.64 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



6.76 7.00 bh jarak tul. Utama = digunakan :



8.00 6.80 d= A1 =



16.67 cm



Ø 12



Pembagi ; As =



5.80 cm² coba :



As/A1 = =



® ◊



d= A1 =



5.13 6.00 bh jarak tul. Pembagi = digunakan :



20.00 cm



Ø 12



© GELEGAR (balok) TEPI A)



Beban Mati (DL) ;



L = 0.6



0



1.20 R=



½(Bs.lt)(L)² = L2



- BS Lantai Beton = - Balok & Diafragma =



®



q=



0.13 t/m'



DDL = MDL = B)



0.24 t/m² 1.2 x g = 91.2 = 0.091



½ql =



0.76 ton



⅛ql² =



2.29 tm



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.05 t/m'



® C)



=



DSDL = MSDL =



Σ= 2 bh



0.100 0.100



½ql =



0.30 ton



⅛ql² =



0.90 tm



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 0.96 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 2.18 ton - Muatan trotoar = 500 kg/m2 x 60 % =



-



=



untuk Panjang < 30 m (q = 2.2 & α



300 kg/m2 0.3 t/m2



= R = Mt*L1 R=



t/m' t/m' t/m' t/m'



t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.32



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



8.65 25.94



© TEGANGAN Max Coba Baja ;



IWF (450 x 200) mm As = 96.8 cm² berat = 76 kg/m' Ix = 33,500 cm⁴ Wx = 1,490 cm³



( lihat tabel baja )



H= B=



45 cm 20 cm



b/n



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



62,012.1 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



20.00 166.67 22.79 4.71 27.21



cm² cm⁴ cm cm cm



46,201.8 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,587.87 kg/cm²



JEMBATAN KOMPOSIT



L3 L 2 1.20 0.60 0.10 0.45 12.00



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



16.00 cm



12 mm 1.13 cm²



jarak



20.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 0 0.04 t/m'



kg/m' t/m'



228,960 kg cm



(50 kg/m' setiap sisi)



90,000 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



ton tm



lihat tabel baja )



=



2,593,689 kg cm



60.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 10.00 cm (b/n)*d = 60.00 cm² 27.50 cm As * Y = 16.98 cm Aek + As 10.52 cm 33.02 cm 500.00 cm⁴



aja ( 1600 kg/cm² )



OK !



t4



t5



digunakan IWF ;



(450 x 200) mm 76 kg/m'



p'



q = q' + q''



☺ Design FUNDASI Pv Dimana : ◊ ◊ 1.5 ◊ 0.2



☺



Pn =



44,444



Pn =



41,044



Data Pembebanan ☺



Arah X q lt utma =



qu balok 1,137.20



kg/m'



A Va ☺ Reaksi Perletakan Lt. utma : Total: Pv (max) = Pv (max) =



V tot arh Y + V tot arh X + (1.4*Bs kolom) 12,509.20 + 13,538.20 kg



P tot = ☺



Luas Minimum Fundasi : Af = Pt / Pn =



Vb = V b tot =



13,538.20 kg



0.33 m2



jika : b = h b=h= b=h= ☺



qs = Pt / Af



= =



0.57 m 57.43 cm



37,606.11 kg/m2 3.76 kg/cm2 b=



60



52.5 cm E



F 35



30



47.5



H



G



A D



☺



Kapasitas Geser : Vu renc sejauh (d) dari muka kolom ABCD Vu = (3,196.52) kg Vn = Vu / Ф Vn = (3,760.61) kg Vc = Vc =



2 √fc' * bw.d 31,500.00 kg



> Vn



Vu renc pada jarak (d/2) dari tumpuan EFGH Vu renc = qs.(Af - (b kol + d)²) Vu renc = 3,173.02 kg Vn



=



b° βc Vc Vc



= = = =



3,732.96 kg 200 cm 0.8571428571 (2+4/βc)√fc' * b°.d 210,000.00 kg



≤ > Vn



Ok ! ☺



Kapasitas Momen Lentur Lengan momen = Mu renc = =



Mn = Mu/Ф



- cm,



qs.h.lm.(½.lm) ½.qs.h.lm² - kgm



=



Mn = As = a=



- kgm As.fy.(d - a/2) - cm2 / lebar fundasi



d - a/2 =



As.fy 0.85*fc'.b



a= As =



- cm - cm2 ∫=



a/2 =



As b.d



∫= As min = As =



=



- < ∫ min =



∫ min.b.d 6.17 cm2 Coba menggunakan besi degan Ф



Jumlah tulangan = digunakan tulangan :



☺



Penyaluran Tulangan ζ d= 0.04.Ab.fy √fc' = 7.24 yang berpengaruh adalah



5.45 6 Pada masing - masing arah, de



≥



0.0004.db.fy



≥ ζd=



☺



Panjang masing - masing tulangan yang melewati muka kolom :



☺



Transfer gaya pada pertemuan kolom dan fundasi : Ф Pn.b = 0.7*0.85*fc'A.kol



1.15 7.24



Ф Pn.b



=



140,568.75



≥



Pu renc



1.85



≤ >



2 2



2*(0.6.fc'.A1) 283,500



≥



Pu renc



√ (A2/A1)



Ф Pn.b



☺



☺



☺



☺



☺



=



Tulangan jangkar ( Dowel ), antara kolom dan fundasi A min = 6.17 ( minimal 4 bh tulangan ) digunakan : Penyaluran tulangan jangkar yang mengalami tekan ζ db = 0.02*db.fy ≥ √fc' 3.84 ≥ yang menentukan = Untuk fundasi ζ d=



3.84 cm



Panjang penyaluran yang tersedia : ζ = 46.4 Untuk FUNDASI digunakan : Dimensi : 60 Tulangan : 6 Tulangan jangkar :



4



0.0003*db.fy 0.86 3.84



karena fc' kolom dan fundasi sa



≥



x Ф



3.84



60 12 4



Bj tanah = f'c = fy = Daya dukung tanah =



-



2,000 kg/m3 225 kg/cm2 2,400 kg/cm2 4 ton/ft² 44,444 kg/m2



(1.7 *2000) Y



kg/m2



q utm =



B Vb



12,509.20 kg 12,509.20 kg



1.4*Bs kolom) 1,029.00



1,137.20



diambi :



b=h= b=h=



60.00 cm 0.60 m



Af = Af =



cm d= F 30 cm



cm



d



30 cm B C



12.5



4√fc' * b°.d



17.5 cm



3,600 0.36



-



m



0.9.d =



15.75 cm



-



cm



0.0059



As1 =



Ok !



12 mm 1.2 cm 1.13 cm2



bh



Ф 12 sing - masing arah, dengan jarak :



9.17 cm



cm cm 20 cm



≥



Ok !



Ok !



dipakai 2



Ok !



Ф



12



cm



kolom dan fundasi sama



Ok !



x Ф



20 12



A



B



C



L = 1.5 P= X



22



cm2 m2



Pendimensian Balok Bentang Portal Ukuran Balok



h



: : Tinggi :



Dibulatkan b



☺ Dimensi balok yang digunakan : A. Arah X Lantai



Dimensi Balok (cm) b



h



Atas



50



100



Bawah



50



100



Dasar



Pendimensian Pelat



X



βs = Perbandingan antara panjang tepi menerus dgn keliling total panel Slab Diman : Ln X Ln Y Ln β βs α Fy



= = = = = = = ulir



150 20



2,150 cm 145 cm 2,150 cm 0.07 0.97 (Tergantung kasusnya) 22.31 (I balok / I pelat) 3900 2400 polos



80



50



Momen Inersia PELAT Is1



=



316,800 cm4



t



=



t



≥



Ln (800 + 0,005fy) 36000 + 5000β (1 + βs)



t



≤



Ln (800 + 0,005fy) 36000



t



=



t



≥



Ln (800 + fy/15) 36000 + 5000β (1 + βs)



t



≤



Ln (800 + fy/15) 36000



Tebal Pelat : Ln (800 + 0,005fy) 36000 + 5000β {αm - 0,5(1-βs)(1+1/β)}



atau :



Ln (800 + fy/15) 36000 + 5000β {αm - 0,5(1-βs)(1+1/β)}



© Diambil tebal pelat (t) : Lantai Dak Bawah Dasar



t (cm) 20.00



16.00



Pembebanan Pelat : I



Lantai Bawah / Utama A.



Beban Mati ( DL ) ; -



Berat sendiri pelat



( t x bj )



B.



Beban Hidup ( LL ) ;



q LL qu



=



=



250.00 1.2 q DL



Penulangan Pelat I



Lantai Bawah / Utama Momen yang bekerja Mlx = 0.036 q u*lx² Mly = 0.036 q u*ly² direncanakan pelat selebar 100 cm (asumsi) b = Selimut beton d = jd = Ø = As = Mn Øjd*fy Tulangan arah X



= = 100.00 = t



2.50 0.90 d 0.90



As



=



14,324.57 * 100 0.90 jd*fy



As



=



65.15 * 100 0.90 jd*fy



Tulangan arah Y



dipakai besi beton polos diameter ; Ø ¼πd² A1 =



☺ ☺



= =



Jumlah tulangan per 100 cm lebar jalur arah X = arah Y = Jarak tulangan arah X arah Y



69.53 buah 0.32 buah



= =



1.47 cm 25.00 cm



Kontrol penulangan : ∫ min =



14.1 fy ∫x = As bd ∫y = As bd gunakan ∫ min untuk rasio penulangan ( jika ∫ < ∫ min ) ∫ bd As = Jumlah tulangan = Jarak tulangan =



☺



Digunakan tulangan :



Ø



0.785



10



=



0.0059



=



0.0401



=



0.0370



=



7.93 10.10 digunakan 11.11 cm jarak



© Diambil tulangan pelat ø(mm)



Lantai



Jarak (cm)



Arah X



Arah Y



Arah X



10



10



1.47



Utama Dasar



Distribusi Beban Pelat pada Balok : q



l



q



B. Lantai Utama a)



Beban merata



q ex q



l



Pendimensian Kolom Pemodelan : Y



X



C



D



Luas bidang pembebanan kolom :



Ls t



• Pembebanan Kolom Beban balok yang dipikul oleh kolom Dimensi balok (cm) Lantai



Atas



Arah X



Arah Y



b



h



50



100



b



Bawah



50



100



Dasar Luas lantai yang ditinjau Panel Utama Lantai



Lebar (m)



Pjg (m)



Luas (m2)



Atas



1.50



22.00



33.00



Bawah



1.50



22.00



33.00



Dasar Panel Sekunder Kolom Beban balok yang dipikul oleh kolom - Berat sendiri lantai (luas yang diarsir pd modul) - Berat sendiri balok arah X - Berat tanah / guling - Berat sendiri kolom



=



Berat total yang harus dipikul oleh kolom ( Pt ) ≤ 0.33 ζbk Pt Ak Diman ; Pt = Ak =



☺



☺



bh digunakan : b= h= bh =



bh*t*2400



; dimana : 41,165 bh



1,018.6785 cm²



= 29.11 cm 35 cm 1,018.68 cm²



Dimensi kolom : h b b



☺



Dari Perhitungan diatas Diketahui Dimensi KOLOM Lantai Bawah



Dimensi KOLOM b (cm) h (cm) 35



35



Perhitungan Gaya Gempa A) Berat Bangunan Total



Catatan :



( ditinjau luas bangunan utuh )



33 m2



Dimana ; luas Atap =



22 m II



Kolom Bawah : jml lantai DL - Berat sendiri lantai (luas yang diarsir pd modul) - Berat sendiri balok arah X - Berat sendiri kolom =



=



bh*t*2400



LL - qu lantai Wn = koeff reduksi * luas lantai * beban lantai dimana ; k.reduksi = luas lantai = Wn = 2,475.00 kg



☺



W bawah



=



0.30 33.00



36,462.60 kg



Berat total bangunan = jumlah berat semua lantai



☺



W tot



=



36,462.60 kg



B) Waktu Getar Tx



Tx



= dimana ; H =



Ty



=



= Ty



tinggi lantai =



0.06H^3/4 = 0.2582



•



Koefisien Gempa Dasar ( C ) Diperoleh dari tabel ; (lihat buku CUR, hal 58) Catt : kota Sukabumi termasuk wilayah 3 ; C = 0.07 untuk struktur tanah lunak C = 0.06 untuk struktur tanah sedang



•



Faktor keutamaan & Gaya geser horizontal oleh gempa Vx = Vy = CIKW dimana ; I = 1.00 K = 1.00 Vx = Vy =



•



Distribusi gaya geser horizontal akibat gempa ; Arah X : Fix = Wi*hi*Vx



2,187.76



Σwi*hi Arah Y : Fiy



=



Wi*hi*Vy



Σwi*hi •



Distribusi Gaya Geser dasar Horizontal akibat gempa ke sepanjang tinggi gedung untuk tiap portal Tingkat 2 1



hi (m)



Wi (ton) 4.00 -



Σ



36.46 36.46



Wi*hi (ton m) 145.85 145.85



P



=



2200



cm



150



h h b



= = =



137.5 100 h/2 50



cm cm cm



9.375 10 5 5



50



B. Arah Y Lantai



Dimensi Balok (cm) b



h



Atas



5



10



Bawah



5



10



Dasar



β = Ln X / LnY β < 2, two way slab



Y



α = I balok / I pelat



Dimana : 0.005fy 5000β 1-βs 1+1/β (1-βs)(1+1/β)



tung kasusnya) kg/cm2



= = = = = = = = =



0,5(1-βs)(1+1/β) 5000β {αm - 0,5(1-βs)(1+1/β)} Ln (800 + 0,005fy) 1 + βs



Balok Tengah Arah X 12



hf pemisalan



88



0,005fy) βs)(1+1/β)}



100



α1



=



22.31



αm



=



22.31



=



40.19 cm



=



47.62 cm



=



48.49 cm Dimana :



+ fy/15) βs)(1+1/β)}



=



=



47.52 cm



=



56.30 cm



=



57.33 cm



0.16



x



fy/15 Ln (800 + fy/15)



= =



2400



=



q DL



=



kg/m2 +



1.6 q LL



=



860.80



14,324.57 kgm 65.15 kgm



cm 2.50



=



=



12.15 cm



=



54.58 cm²



=



0.25 cm²



10



13.50 cm ( 0.85 sd 0.9 d )



mm



10



cm²



0.785 cm²



digunakan digunakan



69 bh 5 bh



dengan Ø dengan Ø



10 10



mm mm



>



∫ min



→ ok!



>



∫ min



→ ok!



cm² 10.00 bh 11 cm



Jarak (cm) Arah Y 11.00



= dimana ;



1/2 ql



q



q l ex



= = =



860.80 kg/m2 1.5 m 430.40 kg/m'



Diman : A B C D dimensi balok ; arah X (b/h)



A



B



150



= = = =



0.60 0.60 6.00 6.00



=



50



berat balok ; (yang dipikul oleh kolom permodelan) arah X (b/h) = 1,824.00



= = =



m)



C * (A+B) 7.20 m² 3.50 m'



(tinggi lantai yang ditinjau)



Panjang balok (m) Arah Y h



Arah X 22



Arah Y



berat balok (kg) Arah X 26400



Arah Y



22



26400



Lantai



Lebar (m)



Pjg (m)



Luas (m2)



Atas



1.50



22.00



33.00



Bawah



1.50



22.00



33.00



Dasar



= = = Σ =



2,765 13,200 25,200 41,165 0.8400



kg kg kg kg ( bh) kg



mutu beton yang digunakan



= 0.33 ζbk =



+



dimana ; b h



41.25 kg/cm2



0.8400 bh



= =



k.



35 cm 35 cm



Untuk mempermudah, bisa digunakan dimensi yang seragam Dimensi KOLOM Lantai b (cm) h (cm) semua 35 35



2 bh



Jumlah kolom =



1.5 m



1



lt



= = = Σ



5,529.60 26,400.00 2,058.00 33,987.60



=



kg kg kg kg



250 kg/m2



m2



dianggap 2 lantai



7.00 m' detik



truktur tanah lunak truktur tanah sedang



kg



Jml. Lantai = (yang ditinjau paling atas)



2



Lt



Dimana : Fi X, Y total (kg) 2,187.76 2187.756



Jumlah baris kolom dalam gedung utuh



Untuk Tiap Arah Fi,X (kg) Fi, Y (kg) 1,093.88 2,187.76 1093.878 2187.756



bentang 2200 150



X (cm) b



Y (cm) h



50 -



h 5 -



12.00 337.21 0.03 15.83 0.50 0.25 7,437.56 1,745,800.00 1.97



b=



b 100



226 12



10



h



88



50 ỹ ỹf Ibx



= = =



160.00 2,064,000.00



384.00 kg/m2



63.07 cm 30.93 cm 7,066,611.34



384.00 kg/m2



kg/m2



mm



2200



m m m m /



kg



100 cm



125



Ls



=



0.1225 m2



Arah X Arah Y



= =



2 1



baris baris



JEMBATAN KOMPOSI



t1 t2



t3



L3



L1



© Dimana : L1 L2 L3 t1 t2 t3 t4 t5 P=L



= Lbr Trotoar = Lebar Efektif = Setengah L2 = Tbl Trotoar = Tebal Lantai = Tinggi Balok = Tbl Aspal = T. Bracing = Panjang



= = = = = = = = =



50.00 200.00 100.00 6.00 13.00 58.80 3.00



cm cm cm cm cm cm cm cm 1,500.00 cm



=



12.50 cm



© Tebal Plat Lantai : t= t=



L Efektif 16 13.00 cm



© Pembebanan : A)



Beban Mati (DL) ; - BS. Pelat Beton =



312 kg/m2



= = = = = = = = =



- BS. Lapisan Aus / Aspal = Σ=



66 kg/m2 378 kg/m2



q = (ΣDL x S) = 756.00 kg/m' Mmax (dl) = (1/8)qS²= 378.00 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax ) B)



Beban Hidup (LL) ;



® Tulangan utama (melintang jembatan) Mmax(LL) = (0.12S + 0.07)P = 1.55 ton m = 1550 kgm Mu =



Catatan (harga P) ; Kls I = Kls II = Kls III =



1,928.00 kgm ( Catatan ; utk Continous beam, M= 0.8 Mmax )



® Beban Hidup untuk tulangan pembagi



Mu =



Mmax(LL) = (0.1S + 0.04)P = 1.2 ton m = 1200 kgm 1,578.00 kgm



( Catatan ; utk Continous bea



© PENULANGAN Plat Beton A)



Utama ; As = As =



Mu Ø jd.fy 9.55 cm²



;



d= jd = coba :



As/A1 = =



® ◊ B)



8.45 9.00 bh jarak tul. Utama = digunakan :



11.00 9.35 d= A1 =



12.50 cm



Ø 12



Pembagi ; As =



7.81 cm² coba :



As/A1 = =



® ◊



© GELEGAR (balok) TEPI



d= A1 =



9.95 10.00 bh jarak tul. Pembagi = digunakan :



11.11 cm



Ø 10



A)



Beban Mati (DL) ;



L = 1.5



0.5



2.00 R=



- BS Lantai Beton = - Balok & Diafragma =



®



q=



DDL = MDL = B)



½(Bs.lt)(L)² = L2 0.31 t/m² 1.2 x g = 181.2 = 0.181



0.36 t/m' ½ql =



2.68 ton



⅛ql² =



10.03 tm



SDL ; - Lapisan Aus = - Trotoar = - Tiang & Balok = Jumlah Gelegar / balok = q SDL = 0.18 t/m'



® C)



=



DSDL = MSDL =



Σ= 2 bh



t/m' t/m' t/m' t/m'



½ql =



1.37 ton



⅛ql² =



5.12 tm



Beban Hidup (LL) ; - Merata : q' = (q/2.75)*(α.s) q' = 1.60 t/m' - Terpusat : p' = (p/2.75)*(α.s) p' = 3.64 ton - Muatan trotoar = 500 kg/m2 x 60 % =



=



untuk Panjang < 30 m (q = 2.2 & α = 1)



300 kg/m2 0.3 t/m2



= R = Mt*L1 R=



0.132 0.132 0.100 0.364



0.15 t/m'



© Faktor Kejut ( K ) ; K = 1 + (20/(50+L)) K= 1.31



p' R = q'' q'



®



DLL = p'k + ½q'L + ½q''L = MLL = ¼p'k.L + ⅛qL² =



17.88 67.05



© TEGANGAN Max Coba Baja ;



IWF (600 x 300) mm As = 192.5 cm² berat = 151 kg/m' Ix = 118,000 cm⁴ Wx = 4,020 cm³ H= 58.8 cm B= 30.0 cm b/n



( lihat tabel baja )



dimana ; b= n=



d Yd dc ds Ys



Y



n' d Aek Y dc



= = = = =



ds = Ys = I ek =



® I = Is + As.ds² + I ek + Aek.dc² =



245,594.5 cm⁴



© Pengaruh Rangkak ; A'ek I' ek dc' ds' Ys'



= = = = =



® I' = ©



ζs



65.00 915.42 26.84 9.06 38.46



cm² cm⁴ cm cm cm



181,541.6 cm⁴



= MDL/W + (MSDL.Ys')/I' + (MLL.Ys)/I ≤ ζ ijin baja ( 1600 kg/cm² ) = 1,653.89 kg/cm²



JEMBATAN KOMPOSIT



L3 L 2 0.50 2.00 1.00 0.06 0.13 0.59 0.03 15.00



m m m m m m m m m



L1



atatan (harga P) ; 10 ton 7 ton 5 ton



Catatan ; utk Continous beam, M= 0.8 Mmax )



cm cm 12 mm 1.13 cm²



jarak



12.50 cm



10 mm 0.79 cm²



jarak



11.00 cm



Catatan : Utk gelegar / balok akan digunakan IWF ; dengan : berat = 0.5 0.18 t/m'



kg/m' t/m'



1,003,219 kg cm



(50 kg/m' setiap sisi)



511,875 kg cm



ng < 30 m (q = 2.2 & α = 1)



R = q'' q'



q=q



ton tm



=



6,705,092 kg cm



lihat tabel baja )



150.00 cm Es/Ec = 2.1 e⁶ = 10 2.1 e⁵ n(1 + μ) = 30 13.00 cm (b/n)*d = 195.00 cm² 35.90 cm As * Y = 17.83 cm Aek + As 18.07 cm 47.47 cm 2,746.25 cm⁴



aja ( 1600 kg/cm² )



OK !



t4



t5



digunakan IWF ;



(600 x 300) mm 151 kg/m'



p'



q = q' + q''