UKURAN B X HKOLOM PINGGIR 550 X 550KOLOM DALAM 400 X 400BALOK INDUK 350 X 500BALOK ANAK 200 X 300BALOK TANGGA 300 X 400

SLOOF 350 X 500RING BALOK 350 X 500IWF ATAP 588 X 300 X 12 X

IWF BASEPLATE 300 X 300 X 10 XTEBAL PLAT LANTAI 120

TEBAL PLAT ANAK TANGGA 145.4TEBAL PLAT TANGGA 172

DEKKING STRUKTUR ATAS 40DEKKING STRUKTUR BAWAH 70

TULANGANKOLOM D22 mmBALOK

PLAT LANTAI D8BALOK TANGGA ATAS D16

BAWAH D25PLAT TANGGA UTAMA D16

PEMBAGI D12ANGKUR BASEPLATE ATAP D19

mm 9.2667mmmm 175mm 100mmmmmm

20 mm15 mm

mmmmmmmmmm

Pu 75.99 kn 75990.00 nVu 99.41 kn 99410.00 nMu SENDI kn.m 0.00 n.mmMu 0.00 kn.mf'c 30.00 Mpa Ketentuan, Beton yang digunakanfy 250.00 Mpa Ketentuan, karena BJ 41fu 410.00 MpaBJ 41.00

tebal pelat 10.00 mm

LEBAR ------------PENDESTAL atau BETON KOLOM B

A2 550.00 xBASEPLATE N

A1 400.00 x

KUAT AKSIAL ---------m 57.50 mmn 80.00 mm

CEK - CEK - CEK

Pp 1 == 3366000.00 N= 3366.00 KN

Pp2 = 0.6 x 1.7 x f'c x B x N= 4896000.00 N= 4896.00 KN

Pp = Terkecil= 3366.00 KN

Pu = 75.99 KN

SYARAT,Pu < Pp OK

MENENTUKAN TEBAL BASE PLATE --------------c = 80.00 mmtp =tp = 0.23 mmSyarat tp min = 8.00 mmDigunakan = 8.00 mm

KEKUATAN ANGKUR ---------------n = 2.00 buah PermisalanFy = 742.00 MpaFu = 825.00 Mpa

0.6 x 0.85 x f'c x B x N x √(A2/A1)

1.49*C*√(Pu/(B*N*Fy))

tp = 8.00 mm

Diameter == 10.11 mm

Diameter pasaran = 16.00 mm

KEKUATAN GESER -----------------Vn = 0.75*Fu*Ab*nAb =

= 201.06

Vn = 248814.14 N= 248.81 KN

Vu = 99.41 KN

Syarat,Vu < Vn OK

PANJANG ANGKUR -----Fc = Pu/(B N )

= 0.84 Mpaa = (fc1 x N)/(fc1 + fc2)

= 150.00 mmX1 = (N/2) - (a/3)

= 75.00 mmX2 = N - (m/2) - (a/3)

= 196.25 mmTu = (Mu - ( Pu * X1 ))/X2

= 29.04 N= 29040.76 kN

Ld = Tu fclΦ π D fcl n/2

= 0.14

√(Vu/(0.75*Fu*1/4*phi*n))

1/4*phi*D²

BASEPLATEPROFIL IW300x300H 300.00 dB 300.00 bfTW(mm) 10.00TF(mm) 15.00R(mm) 18.00A(CM^2) 119.80

75.00 BERAT (kg 94.00Ix(cm^4) 20400.00IY(cm^4) 6750.00ix(cm) 13.10

H A Iy(cm) 7.51550.00 302500.00 mm² Sx(cm^3) 1360.00B A Zx(cm^3) 1501.12

400.00 160000.00 mm²

= √f'c= 5.48 Mpa

KUDA-KUDAPROFIL IW588x300H 588.00 29.40B 300.00TW(mm) 12.00TF(mm) 20.00R(mm) 28.00A(CM^2) 192.50BERAT (kg 151.00Ix(cm^4) 118000.00IY(cm^4) 9020.00ix(cm) 24.80Iy(cm) 6.85Sx(cm^3) 3020.00Zx(cm^3) 4488.84

Elektorda E60xx = Fuw= 4143.00

BAJA BJ 41 = Fu= 410.00 Mpa= 4100.00

Pu = 75.99 KN= 75990.00 N= 42351.76 N= 19748.95 N

Vu = 99.41 KN= 99410.00 N

Mu di Sambungan C = 142.66 KNm= 142660.00 Nm= 142660000.00 Nmm

Pu di Sambungan C = 121.51 KN= 121510.00 N

Tebal Plat = 8.00 mmTebal las = 0.707 * tp

= 5.66 mm= 6.00 mm

kg/cm²

kg/cm²

Pu Cos αPu Sin α

SAMBUNGAN LAS 1 ( DAERAH MIRING )

A las = 10320.00103.20

Nilai gaya dalam,Akibat Pu = f'y

== 4.10 N/mm²= 41.04

Akibat Pu = f'x== 1.91 N/mm²= 19.14

fr = √(f''y+f'y)^2 + (f'x)^2= 45.28

fr < 0.75*0.6*Fuw45.28 < 1864.35

OK

fr < 0.75*0.6*1.414*fu45.28 < 2608.83

OK

mm²cm²

Pu Cos α /Alas

Kg/cm²

Pu Sin α /Alas

Kg/cm²

Kg/cm²

Kg/cm²

Kg/cm²

SAMBUNGAN LAS 2 ( BASEPLATE )

A las = 10320.00103.20

Nilai gaya dalam,Akibat Pu = f'y

== 7.36 N/mm²= 73.63

Akibat Vu = f'x== 9.63 N/mm²= 96.33

fr = √(f''y+f'y)^2 + (f'x)^2= 121.25

fr < 0.75*0.6*Fuw121.25 < 1864.35

OK

fr < 0.75*0.6*1.414*fu121.25 < 2608.83

OK

mm²cm²

Pu /Alas

Kg/cm²

Vu /Alas

Kg/cm²

Kg/cm²

Kg/cm²

Kg/cm²

SAMBUNGAN LAS DI PERTEMUAN ( TITIK C )

A las = 194635.88 == 1946.36 B =

Nilai gaya dalam,Akibat Pu = f'y

== 0.62 N/mm²= 6.24

Akibat Mu = f''y== 25.65 N/mm²= 256.53

fr = √(f''y+f'y)^2 + (f'x)^2= 256.54

fr < 0.75*0.6*Fuw256.54 < 1864.35

OK

fr < 0.75*0.6*1.414*fu256.54 < 2608.83

OK

Menentukan Tebal Las yang dapat digunakan,Permisalan, tebal las = tt = 1 Satuan cmʃx = (b*tt*y2)+((b-tw)*tt*y1)+(2*tt*y2*(0.5*y2))

= 2780560.00= 2780.56

tt = 1.00 cm= 10.00 mm

H = d = 588.00 mmB = bf = 300.00 mmy1 = 1/2d = 294.00 mmy2 = y1 + tf = 314.00 mm

tt = fr0.6 fuw 0.75

= 0.14 mm

Maka,

mm² H cos 25⁰cm²

Pu /Alas

Kg/cm²

Mu / ( 2 * Sx )

Kg/cm²

Kg/cm²

Kg/cm²

Kg/cm²

mm³cm³

tt < tt izin0.14 < 6.00 OK

648.79 mm300.00 mm

Menggunakan Sambungan Baut

KUDA-KUDAPROFIL IW588x300 GAYA DALAM DI TITIK C, DARI ETABSH 588.00 Mu C = 142.66 KNmB 300.00 = 142660.00 NmTW(mm) 12.00 = 142660000.00 NmmTF(mm) 20.00 Pu C = 121.51 KNR(mm) 28.00 = 121510.00 NA(CM^2) 192.50 Vu C = 41.89 KNBERAT (kg 151.00 = 41890.00 NIx(cm^4) ### Φf = 0.75IY(cm^4) 9020.00ix(cm) 24.80Iy(cm) 6.85Sx(cm^3) 3020.00Zx(cm^3) 4488.84

Diameter Baut,3d = 144.00 mm

dmax = 48.00 mmdmax = Diameter Maximal

dpakai = 19.00 mm OK

Jarak Antar Baut,S max > S Pakai > S min7D > 105.73 > 3D mm

133.00 > 105.73 > 57.00 mm OK

Perhitungan sambungan baut (tipe tumpu)5.29 cm = 0.05 m

15.86 cm = 0.16 my3 = 26.43 cm = 0.26 m

Jumlah = 0.48 m

Akibat McTmax = Fut = = 142.66 x 0.26

2 ( 0.48Akibat Nu = PuTiap baut memikul gaya = Pu = 121.51

n 12.00Akibat VuTiap baut memikul gaya = Vu = 41.89

n 12.00

Cek tegangan

y1 =y2 =

M.ymax

2 Σ yi2 2 )

Ab = = 283.39fuv = Vu ≤

n.Ab1847.75 ≤ 25350.00 OK

0.401.90

845.00 MPa = 8450.00807.00 MPa = 8070.00621.00 MPa = 6210.00

m = 1.00 ( Jumlah Bidang Geser )

ft =ft = 8070.00 - 1.90 184.78ft = 7718.93 ft = 7718.93 ≥ 6210.00

Td = Φf.ft.Ab ≥ Tmax + Pu/nTd = 164.06 KN ≥ 93.41 KN OK

1/4 phi D mm²r1.Φf.fub.m

N/cm²

r1 =r2 =fub = Kg/cm2

f1 = Kg/cm2

f2 = Kg/cm2

f1 - r2 . fuv

Kg/cm2

Kg/cm2 f2 = Kg/cm2

SPESIFIKASI BAUT MUTU TINGGId = 19.00 mmFy = 742.00 MpaFu = 845.00 Mpar1 = 0.40 ( Baut Ulir / SNI 03 - 1729 - 2002 )r2 = 1.90 ( Baut Ulir pada Bidang Geser / SNI 03 - 1729 - 2002 )f1 = 807.00 Mpa ( Mutu Tinggi / SNI 03 - 1729 - 2002 )f2 = 621.00 Mpa ( Mutu Tinggi / SNI 03 - 1729 - 2002 )

cos 25 0.91

Tinggi 648.79 mm

105.73 mm

= 83.29 KN

= 10.13 KN

= 3.49 KN

Dalam Kedaaan miring 25⁰

Jarak Baut

OK

( Baut Ulir pada Bidang Geser / SNI 03 - 1729 - 2002 )( Mutu Tinggi / SNI 03 - 1729 - 2002 )( Mutu Tinggi / SNI 03 - 1729 - 2002 )

22.07 mm Tf38.00 mm 1.5 - 2 D Pinggir105.73 mm Max. 7D 133.00 mm 7D

105.73 mm Max. 7D 133.00 mm 7D

52.87 mmMax. 7D 133.00 mm 7D

52.87 mm

105.73 mm Max. 7D 133.00 mm 7D

105.73 mm Max. 7D 133.00 mm 7D38.00 mm 1.5 - 2 D Pinggir22.07 mm Tf

PROFIL (HX100X100 125X125 150X75 148X100 150X150 175X175 198X99 200X100H 100 125 150 148 150 175 198 200B 100 125 75 100 150 175 99 100TW(mm) 6 6.5 5 6 7 7.5 4.5 5.5TF(mm) 8 9 7 9 10 11 7 8R(mm) 10 10 8 11 11 12 11 11A(CM^2) 21.9 30.31 17.85 26.84 40.14 51.21 23.18 27.16BERAT (kg/ 17.2 23.8 14 21.1 31.5 40.2 18.2 21.3Ix(cm^4) 383 847 666 1020 1640 2880 1580 1840IY(cm^4) 134 293 49.5 151 563 984 114 134ix(cm) 4.18 5.29 6.11 6.17 6.39 7.5 8.26 8.24Iy(cm) 2.47 3.11 1.66 2.37 3.75 4.38 2.21 2.22Sx(cm^3) 76.5 136 88.8 138 219 330 160 184Zx(cm^3) 87.59 153.5 101.83 156.94 246.06 368.7 179.74 209.44

Sec.ofA x B t T r1 r2 Area

mm mm mm mm mm mm cm²2L 120 x 120 11.0 9.0 13.0 6.5 50.80

200X200 248X124 250X125 250X250 298X149 300X150 300x300 346x174 350x175200 248 250 250 298 300 300 346 350200 124 125 250 149 150 300 174 1758 5 6 9 5.5 6.5 10 6 7

12 8 9 14 8 9 15 9 1113 12 12 16 13 13 18 14 14

65.53 32.68 37.66 92.18 40.8 46.78 119.8 52.68 63.1449.9 25.7 29.6 72.4 32 36.7 94 41.4 49.64720 3540 4050 10800 6320 7210 20400 11100 136001600 255 294 3650 442 508 6750 792 9848.62 10.4 10.4 10.8 12.4 12.4 13.1 14.5 14.750.2 2.79 2.79 6.29 3.29 3.29 7.51 3.88 3.95472 285 285 867 424 481 1360 641 775

525.48 319.35 319.35 960.46 475.03 542.08 1501.12 716.14 867.87

Unit Geometrical MomentRadius of GyrationModulus of SectionWeight of Inertia (cm4) of Area (cm) (cm3)kg/m Ix Iy ix iy Sx Sy39.88 682.00 1419.42 3.66 5.29 78.94 114.01

350x350 396x199 400x200 400x400 450x200 500x200 600x200 588x300 700x300350 396 400 400 450 500 600 588 700350 199 200 400 200 200 200 300 30012 7 8 13 9 10 11 12 1319 11 13 21 14 16 17 20 2420 16 16 22 18 20 22 28 28

173.9 72.16 84.1 218.7 96.8 114.2 134.4 192.5 235.5137 56.6 66 172 76 89.6 106 151 185

40300 20000 23700 66600 33500 47800 77600 118000 20100013600 1450 1740 22400 1870 2140 2280 9020 1080015.2 16.7 16.8 17.5 18.6 20.5 24 24.8 29.38.84 4.48 4.54 10.1 4.4 4.33 4.12 6.85 6.782300 1010 1190 3330 1490 1910 2590 3020 5760

2545.14 1127.8 1326.2 3672.35 1678.97 2175.06 2978.54 4488.84 6463.66

800x300800300142628

267.4210

29200011700

336.627290

8242.59

Pu 47.6505 kn 47650.5 n hVu 60.0355 kn 60035.5 n ΦbMu 0 kn.m 0 n.mm Φvf'c 30 Mpafy 250 Mpafu 410 MpaBj 41

tebal pelat 10 mm

1. menentukan dimensi base plate 500 x 500dimensi pedestal = dimensi base plate

Fpp1 15.3 MPa Fpp 15.3 MPaFpp2 30.6 MPa

2. cek teganganFc1 0.19060200 MPa ≤Fpp ok

(-)FC2 -0.19060200 MPa ≤Fpp TIDAK OK

3. menentukan dimensi m 60 mm c 170 mmn 170 mm

4. menentukan tebal plattp 10 mm a 250 mm

minimal 2.36882310019132 mm fcx 0.14485752 mpaMpl 315.636912 mpa

5. menentukan kekuatan angkurDangkur 16 mmn 4 buahFy 742 MPaFu 825 MPaX1 166.7 mmX2 386.7 mm

Tu -20539.0086206897 n

syarat 268538.3135 n ok186610.6036 n ok

6. menentukan panjang angkur

-49.7344976241154 mm

syarat 1 Tu ≤ fb*Ag*Fy*n/2syarat 2 Tu ≤ fv*Ae*Fu*n/2

Ld ≥ Tu/(f*p*D*Fcl*n/2)

Fcl 5.47722557505166

7. menentukan kuat geser Vu 60.0355 kn < 497628.2763 kn ok

syarat Vu<0.75*Fv*Ab*n

8. cek interaksi geser & uplift -0.04110145 < 1

An=Ag 201.061929829747 mm^2Rn 663504.368438164 nh 0.7

Tu+ (Vu/h) / fRn

0.7 PROFIL IWF 400x2000.9 H 400.00

0.75 B 200.00 TW(mm) 8.00 TF(mm) 13.00 R(mm) 16.00 A(CM^2) 84.10 BERAT (kg/m) 66.00 Ix(cm^4) 23,700.00

mm IY(cm^4) 1,740.00 A1=A2 250000 mm² ix(cm) 16.80

Iy(cm) 4.54 Sx(cm^3) 1,190.00 Zx(cm^3) 1,326.20

Ag 201.0619298 mm^2Ae 150.7964474 mm^2

ok