1 Penugasan ini akan membahas tentang desain struktural dari Toll Gate Koja yang memiliki dimensi sebagai berikut:
Ukuran: 16,2 m x 12,7 m Tinggi: 9,5 m
Adapun toll gate ini didesain dengan menggunakan material baja yang disusun membentuk truss yang menumpu pada girder IWF dan kolom profil H pada kedua ujungnya. Spesifikasi dari material dan penampang baja yang digunakan disajikan pada gambar di bawah ini.
Gambar 1 Properties material baja
2 Gambar 3 Profil IWF 600x200x11x17
Gambar 4 Profil IWF 500x200x10x16
3 Gambar 6 Profil CNP 150x50x20x2,3
Gambar 7 Profil CNP 100x50x20x2,3
Beban yang diberikan pada pemodelan dengan menggunakan program SAP 2000 meliputi: 1. Beban mati (dead Load)
Beban mati merupakan beban yang berasal dari berat material struktur yang akan dihitung secara otomatis oleh program SAP 2000. Adapun berat jenis baja yang digunakan pada konstruksi ini adalah 7850 kg/m3.
2. Beban superimposed (superimposed dead load)
Beban superimposed diaplikasikan pada model struktur berdasarkan metode tributary area, yaitu untuk purlin sebesar 6,76 kg/m2, roof sheeting sebesar 7 kg/m2, dan ME (Mechanical &
4 3. Beban hidup (live load)
Beban hidup yang diaplikasikan meliputi beban hujan sebesar 20 kg/m2 dan beban pekerja
beserta alat sebesar 100 kg/m2.
4. Beban gempa (seismic load)
Beban gempa yang diaplikasikan pada model struktur didasarkan pada kategori risiko struktur yang bernilai 2 dan faktor keutamaan gempa yang bernilai 1. Analisis dengan respon spektra digunakan untuk menentukan besar percepatan gempa yang akan diberikan pada model struktur. Berdasarkan data lokasi pembangunan struktur dan peta gempa Indonesia, maka ditentukan beberapa parameter pembentuk respon spektra yang disajikan pada tabel di bawah ini.
Tabel 1 Parameter desain respon spektra
Gambar 8 Respon Spektra Jenis Pemanfaatan
Wilayah Gempa Kategori Risiko
Kelas Situs SD Tanah Sedang
Faktor Keutamaan Gempa (Ie) 1
Ss 1.0-1.2 g 0,726618705 S1 0.4-0.5 g 0,4675 Koefisien Situs (Fa) SD 1,251 Koefisien Situs (Fv) SD 1,8 SMS 0,909 SM1 0,8415 SDS 0,606 SD1 0,561 T0 0,185148515 Ts 0,925742574
Parameter Desain Respon Spektra
TOLL GATE (BANGUNAN INDUSTRI) JAKARTA
5 Tabel 2 Hasil perhitungan pembebanan struktur
6 Gambar 9 Pembebanan SDL
7 Gambar 11 Pembebanan Wind Load
8 Kombinasi pembebanan untuk analisis dan desain struktur baja adalah sebagai berikut:
a. 1.0 (DL + SDL)
b. 1.0 (DL + SDL) + 1.0 LL + 1.0 (Lr or H) c. 1.0 (DL + SDL) ± 1.0 WL
d. 1.0 (DL + SDL) + 0,75 LL + 0,75 (Lr or H) ± 1 Ex ± 0,3 Ey e. 1.0 (DL + SDL) + 0,75 LL + 0,75 (Lr or H) ± 1 Ey ± 0,3 Ex
Berdasarkan analisis struktur dengan menggunakan bantuan program SAP 2000, diperoleh gaya dalam dan deformasi elemen-elemen pada struktur sebagai berikut:
9 Gambar 14 Output M-22 dari kombinasi beban maksimum
10 Gambar 16 Output gaya aksial dari kombinasi beban maksimum
11 Gambar 18 Reaksi perletakan maksimum
12 Gambar 20 Deformasi akibat SDL
13 Gambar 22 Deformasi akibat Wind Load
Langkah berikutnya adalah menentukan gaya dalam maksimum yang terjadi untuk elemen-elemen struktur. Gambar di bawah ini menampilkan gaya dalam maksimum yang terjadi pada elemen-elemen model ini.
14 Gambar 24 Output M-22 dan V-33 maksimum kolom H-350x350x9x14
15 Gambar 26 Output M-33 dan V-22 maksimum balok H-350x350x9x14
16 Gambar 28 Output M-33 dan V-22 maksimum balok IWF-500x200x10x16
17 Gambar 30 Output tegangan maksimum pada IWF-600x200x11x17
Gaya dalam maksimum yang diterima oleh masing-masing elemen struktur diperbandingkan dengan kapasitas profil baja dalam menahan tekan, lentur, kombinasi tekan lentur, dan geser. Berikut ini adalah hasil perhitungan kapasitas profil baja dan sambungan.
Column H-350x350x9x14
Leg length bf 350 Inertia momen Ix 301794952,7
Flange thickness tf 14 Iy 100061228,2
Web height h 350 Elastic Section
Modulus Sx 1724542,59
Web thickness tw 9 Sy 571778,45
r 20 Plastic section
modulus Zx 1879689
yield stress fy 240 Zy 864020,5
fr 70 Resistance factor for
flexure фb 0,9
Elastic modulus E 200000 Area As 12698
Shear modulus G 80000 Moment Ultimate Mux 14176988,1 Muy 1408006,29 1/4 point Max 9376122,83 midpoint Mbx 5582795,24
18
3/4 point Mcx 1640957,2
Axial Pu 146123,74
Shear Vu 7851,7
1 Compression member of steel section
unbrace length Lbx 8246
Lby 8246
Effective length factor Kx 0,65
Ky 0,65
Radius of gyration ry 88,76980243 rx 154,1659008 Ky.Lby/ry 60,37976714 Kx.Lbx/rx 34,76709164 Critical elastic buckliing
stress fe 541,4356819
fy/fe 0,443265946
Critical stress fcr 202,9450521 Nominal Compression Pn 2576996,271
ф Pn 2319296,644
2 Flexural member of steel section
Capacity moment at major axis x-x
Modification factor for non-uniform bending
moment
Cbx 1,951143004
Check whether steel section compact or non-compact
flang section
λf 12,5
λpf 10,96965511 λrf 28,86751346 flange checking Noncompact
Web section
λw 31,33333333 λpw 108,5418506 λrw 164,5448267
web checking Compact
Check condition of lateral-torsional buckling of beams
center gravity of flange ho 336 Torsional section properties Js 623859,3333 Torsional wraping constant Cw 2,82413E+12 Radius gyration ry 88,76980243 rts 98,73033108 Coefficient cl 1
19
Lr 13581,847
Lp 4510,111701
Lbx 8246
Check lateral torsional Inelastic
Nominal moment strength
Mpx 451125360 Mrx 293172240,3 Y 359640296,2 y 0,585805644 Mnx 701709647,9 ф Mnx 406012824
Capacity moment at minor axis y-y
Mny 207364920 ф Mny 186628428 Shear Strength Distance between transversal stiffener a 8246 Z 0,005847653 kv 5 X 6,408442734 U 1027906,261 u 88,43311974 Vn 365472 ф Vn 328924,8 Summary ф Mnx /Mux 28,63886 ф Mny /Muy 132,548 ф Pn /Pu 15,87214 ф Vn /Vu 41,89218
3 Axial and momen
combination
x 0,073963759
Axial moment 0,073963759
20
Beam H-350x350x9x14
Leg length bf 350 Inertia momen Ix 301794952,7
Flange thickness tf 14 Iy 100061228,2
Web height h 350 Elastic Section
Modulus Sx 1724542,59 Web thickness tw 9 Sy 571778,45 r 20 Plastic section modulus Zx 1879689 yield stress fy 240 Zy 864020,5 fr 70 Resistance factor for flexure фb 0,9
Elastic modulus E 200000 Area As 12698
Shear modulus G 80000 Moment Ultimate Mux 6862108,75 Muy 2377,29 1/4 point Max 3263113,86 midpoint Mbx 1777037,93 3/4 point Mcx 1894536,36 Axial Pu 2953,85 Shear Vu 4518,47
1 Compression member of steel section
unbrace length Lbx 5137,68
Lby 5137,68
Effective length factor Kx 1
Ky 1
Radius of gyration ry 88,76980243
rx 154,1659008
Ky.Lby/ry 57,87643838
Kx.Lbx/rx 33,32565746
Critical elastic buckliing
stress fe 589,2860307
fy/fe 0,407272509
Critical stress fcr 205,7275853 Nominal Compression Pn 2612328,878
21
2 Flexural member of steel section
Capacity moment at major axis x-x
Modification factor for non-uniform bending
moment
Cbx 2,158635784
Check whether steel section compact or non-compact
flang section
λf 12,5
λpf 10,96965511 λrf 28,86751346 flange checking Noncompact
Web section
λw 31,33333333 λpw 108,5418506 λrw 164,5448267
web checking Compact
Check condition of lateral-torsional buckling of beams
center gravity of flange ho 336 Torsional section properties Js 623859,3333 Torsional wraping constant Cw 2,82413E+12 Radius gyration ry 88,76980243 rts 98,73033108 Coefficient cl 1 Lr 13581,847 Lp 4510,111701 Lbx 5137,68
Check lateral torsional Inelastic
Nominal moment strength
Mpx 451125360 Mrx 293172240,3 Y 304337789,5 y 0,227405515 Mnx 656954442,8 ф Mnx 406012824 Shear Strength Distance between transversal stiffener a 5137,68 Z 0,015063785 kv 5 X 6,408442734 U 1027906,261 u 88,43311974
22 Vn 365472 ф Vn 328924,8 Summary ф Mnx /Mux 59,16735 ф Pn /Pu 795,9429 ф Vn /Vu 72,79561 IWF 600X200X11X17
Flange width bf 200 Inertia momen Ix 744186438
Flange thickness tf 17 Iy 22729445,5 Web height h 600 Elastic Section Modulus Sx 2480621,46 Web thickness tw 11 Sy 227294,46 r 22 Plastic section modulus Zx 2863179 yield stress fy 240 Zy 357121,5 fr 70 Resistance factor for flexure фb 0,9
Elastic modulus E 200000 Area As 13026
Shear modulus G 80000 Moment Ultimate Mux 215645844,5 Muy 1700307,22 1/4 point Max 158388409,8 midpoint Mbx 215644737,8 3/4 point Mcx 158385926,4 Axial Pu 11109,09 Shear Vu 91194,9
1 Compression member of steel section
unbrace length Lbx 2610
Lby 2610
Effective length factor Kx 1
Ky 1
Radius of gyration ry 41,77234763
rx 239,0206035
Ky.Lby/ry 62,48152541 Kx.Lbx/rx 10,91956075 Critical elastic buckliing
stress fe 505,6226186
23 Critical stress fcr 200,5486528
Nominal Compression Pn 2612346,751
ф Pn 2351112,076
2 Flexural member of steel section
Capacity moment at major axis x-x
Modification factor for non-uniform bending
moment Cbx 1,146068905
Check whether steel section compact or non-compact
flang section λf 5,882352941
λpf 10,96965511
λrf 28,86751346
flange checking Compact
Web section λw 47,45454545
λpw 108,5418506
λrw 164,5448267
web checking Compact
Check condition of lateral-torsional buckling of beams
center gravity of flange ho 583 Torsional section
properties Js 620660,6667
Torsional wraping constant Cw 1,93137E+12 Radius gyration ry 41,77234763 rts 51,68130266 Coefficient cl 1 Lr 6181,80868 Lp 2122,320301 Lbx 2610
Check lateral torsional Inelastic
Nominal moment strength
Mpx 687162960 Mrx 421705648,2 Y 454191919,1 y 0,085375623 Mnx 520535235,5 ф Mnx 468481711,9
Capacity moment at minor axis y-y
Mny 85709160
24 Shear Strength Distance between transversal stiffener a 2610 Z 0,2 kv 5 X 2,793894932 U 1422052,644 u 88,43311974 Vn 826848 ф Vn 744163,2 Summary ф Mnx /Mux 2,172459 ф Mny /Muy 45,36724 ф Pn /Pu 211,6386 ф Vn /Vu 8,160141 IWF 500x200x10x16
Flange width bf 200 Inertia momen Ix 460365493
Flange thickness tf 16 Iy 21372333,33
Web height h 500 Elastic Section
Modulus Sx 1841461,97 Web thickness tw 10 Sy 213723,33 r 20 Plastic section modulus Zx 1879689 yield stress fy 240 Zy 331700 fr 70 Resistance factor for flexure фb 0,9
Elastic modulus E 200000 Area As 11080
Shear modulus G 80000 Moment Ultimate Mux 82375863 Muy 8033008 1/4 point Max 31080252,3 midpoint Mbx 19331467,4 3/4 point Mcx 31066403,4 Axial Pu 45568,88 Shear Vu 27793,48
1 Compression member of steel section
unbrace length Lbx 2000
Lby 2000
25 Ky 1 Radius of gyration ry 43,91936874 rx 203,8362878 Ky.Lby/ry 45,53799514 Kx.Lbx/rx 9,811795641
Critical elastic buckliing
stress fe 951,8794002
fy/fe 0,252132781
Critical stress fcr 218,1641813 Nominal Compression Pn 2417259,129
ф Pn 2175533,216
2 Flexural member of steel section
Capacity moment at major axis x-x
Modification factor for
non-uniform bending moment Cbx 2,192221084
Check whether steel section compact or non-compact
flang section λf 6,25
λpf 10,96965511
λrf 28,86751346
flange checking Compact
Web section λw 42,8
λpw 108,5418506
λrw 164,5448267
web checking Compact
Check condition of lateral-torsional buckling of beams
center gravity of flange ho 484 Torsional section properties Js 522300
Torsional wraping constant Cw 1,25165E+12 Radius gyration ry 43,91936874 rts 52,99712071 Coefficient cl 1 Lr 6564,811509 Lp 2231,403624 Lbx 2000
Check lateral torsional Plastic
Nominal moment strength
Mpx 451125360 Mrx 313048534,9 Y 305478576 y 0,065097147 Mnx 451125360 ф Mnx 406012824
26 Shear Strength Distance between transversal stiffener a 2000 Z 0,22898 kv 5 X 3,434615833 U 1194471,499 u 88,43311974 Vn 616320 ф Vn 554688 Summary ф Mnx /Mux 4,928784 ф Vn /Vu 19,95749 Double L-60x60x5
Leg length df 60 Inertia momen Ix 388421,99
Leg thickness tf 5 Iy 747792,08 Distance between section T1 9 Elastic Section Modulus Sx 9124,77 Sy 12463,2 Plastic section modulus Zx 16512,44 Yield stress fy 240 Zy 21748,75
fr 70 Resistance factor for
flexure фb 0,9
Radius of gyration ry 26,01412912 Area As 1105
rx 18,74868297 Elastic modulus E 200000 Shear modulus G 80000 Moment Ultimate Mux 3185833,02 Muy 2262134,13 1/4 point Max 442905,87 midpoint Mbx 19711,25 3/4 point Mcx 96521,73 Axial Pu 105575,7 Shear Vu 6066,21
27
1 Flexural member of steel section
Capacity moment at major axis x-x
Modification factor for non-uniform bending moment Cbx 4,121724965 Section properties checking flang section λf 6 λpf 10,96965511 λrf 28,86751346
flange checking Compact
Stem section λs 12
λpw 24,24871131
λrw 29,73353886
Stem checking Compact
Yield Condition
For stem in tension Mny1 3962985,6 For stem in
compression Mny2 2189944,8
Lateral torsional buckling condition
Unbraced length of beam Lb 1366,4 Torsional section properties Js 15348,96 B1 0,704940052 B2 -0,704940052 For stem in tension MLTB1 60085126,22
For stem in
compression MLTB2 16156856,17
Stem lateral buckling
fcr 240 MSLB 2189944,8 Momen capacity Mn 2189944,8 ф Mnx 1970950,32 Shear Strength Distance between transversal stiffener a 1366,4 kv 5
28 X 2177884,615 Y 255616,9008 Vn 37440 ф Vn 33696 Summary ф Mnx /Mux 0,618661 ф Vn /Vu 5,554704
Connection
IWF 500x200x10x16 Section PropertiesFlange width bf 200 Inertia momen Ix 460365493
Flange thickness tf 16 Iy 21372333,33 Web height h 500 Elastic Section Modulus Sx 1841461,97 Web thickness tw 10 Sy 213723,33 r 20 Plastic section modulus Zx 1879689 yield stress fy 240 Zy 331700 fr 70 Resistance factor for flexure фb 0,9
Elastic modulus E 200000 Area As 11080
Shear modulus G 80000 Mu 82375863
Connection plate
flange bpf 250
tpf 12
Area flange plate Apf 3000
Total bolts in a row n 2
Bolt diameter Db 25,4
Bolt hole Hb 27
Net area Anf 2352
Yield condition фTny 2393280
Fracture фTnf 652680
Bolt
Tensile strength fub 825
Diameter Db 25,4
Area Ab 506,7075
29 IWF
600x200x11x17
Section Properties
Flange width bf 200 Inertia momen Ix 7,44E+08
Flange thickness tf 17 Iy 22729446
Web height h 600 Elastic Section Modulus Sx 2480621
Web thickness tw 11 Sy 227294,5
r 22 Plastic section modulus Zx 2863179
yield stress fy 240 Zy 357121,5
fr 70 Resistance factor for flexure фb 0,9
Elastic modulus E 200000 Area As 13026
Shear modulus G 80000
Connection Plate
Flange bpf 1000 Web bpw 1000
tpf 19 tpw 19
Area flange plate Apf 19000 Apw 19000
Total bolts in a row n 10
Bolt diameter Db 25,4
Bolt hole Hb 27
Net area Anf 13870
Anw 13870
Yield condition фTny 2813616
фTnf 3848925
Bolt
Tensile strength fub 825
Diameter Db 25,4 Area Ab 506,707 shear plane mb 1 Connection at flange Number of bolt nbf 40 Shear strength фRns 6270505 Connection at flange number of bolt nbf 10 Shear strength фRns 1567626 Tension strength фRnt 2351439 Bearing strength фRnb 2029968 Nominal strength фTn 652680 Bottom flange stress fb 44,73395
Tu 143148,6
30 Tension strength фRnt 9405758
Bearing strength фRnb 1,3E+07 Nominal strength фTn 2813616 Ultimate tension Tu 816000 Ratio фTn/Tu 3,44806 Connection at web Number of bolt nbw 50 Shear strength фRnsw 7838131 Tension strength фRntw 1,2E+07 Bearing strength фRnw 1,6E+07 Nominal strength фTnw 2813616 Ultimate tension Tuw 689040
Ratio фTnw/Tuw 4,08339 Connection at B Base material IWF 600x200x11x17 Flange thickness tf 17 Flange width df 200 Web height h 600 Web thickness tw 11 r 22 Area As 13440 Yield stress fy 240 Young modulus E 200000 Weld properties
Electrode type E70
Tensile strength fuw 482,63
Groove weld
Throat dimension tmin 6
Effective throat dimension te 4,242 Nominal strength of weld per mm фRnw 982,711901
Length of groove weld
web area Lweb 1044
flange area Lflange 778
Total length of weld Lw 1822
Nominal tension compression strength фPnw 1790501,08 Nominal tension of base material фTn 2903040 Nominal compression of base material фPn 3224000 Nominal strength connection at A фTn A 1790501,08
31
Tu 24954,65
фTn A /Tu 71,7501982
Check OK
Load at conection B
Maximum tension due moment of base material
Tu
moment 1612800 Maximum compression due to moment
of base material
Pu
moment 1612800
Axial load Pud 1000000
Maximum load Pu 1612800
Check ratio фPn/Pu 1,50173611
IWF 500x200x10x16 - Double L 60x60x5 Base material Leg thickness t1 6 Leg length h1 60 Yield stress fy 240 Young modulus E 200000 Weld properties
electrode type E60
Tensile strength fuw 413,68
Fillet weld
Throat dimension tmin 3
Effective throat dimension te 2,121 Nominal strength of weld per mm фRnw 394,836876
Length of weld Lw 2980
Polar moment of inertia Ip 70256604,2 Centroid of weld configuration x 372,5
y 20
Ultimate moment Mu 259916
Eccentricity ew 4491,5
Axial Load Pu 57,8684181
Stress due to direct shear Rv 0,01941893 Stress due to torsional moment Rx 0,07399048
Ry 1,37807273
Resultant Ru 1,39944901
32
1 Column base plate 550mm x 900mm
Concrete column
Compressive strength fc' 21,75
Area of column A2 1200000
Base plates
Yield strength fy 240
Area of base plate A1 495000
Thickness of base plate tp 25
np 100
mp 250
Nominal bearing strength provided by base plate
Pp1 9151312,5
Pp2 14248574,2
фPp 5490787,5
2 Column base plate fasteners (bolt)
Tensile strength of the bolt material fub 825 Diameter of unthreaded portion Dbg 32 Gross cross-sectional area of one bolt Ag 804,247719
Tensile stress area An 603,185789
Number of bolt nb 8
Nominal tensile strength of fasteners фRn 2985769,66
Maximum allowable axial load Pu
Pu 528000
Axial force 116032,68
Cek OK
3 Column base plate 600mm x 650mm
Concrete column
Compressive strength fc' 21,75
Area of column A2 390000
Base plates
Yield strength fy 240
Area of base plate A1 330000
Thickness of base plate tp 25
np 125
mp 125
Nominal bearing strength provided by base plate
Pp1 6100875
33
фPp 3660525
4 Column base plate fasteners (bolt)
Tensile strength of the bolt material fub 825 Diameter of unthreaded portion Dbg 32 Gross cross-sectional area of one bolt Ag 804,247719
Tensile stress area An 603,185789
Number of bolt nb 8
Nominal tensile strength of fasteners фRn 2985769,66
Maximum allowable axial load Pu
Pu 1408000
Axial force 470261,97
Cek OK
Kesimpulan
Berdasarkan analisis dan perhitungan yang telah dilakukan, diperoleh hasil bahwa elemen kolom dan balok H 350x350x9x14 tidak kompak pada pengecekan bagian flange. Solusi yang ditawarkan adalah memperbesar penampang, misalnya menggunakan kolom H 350x350x12x19. Pada pengecekan elemen double L 60x60x5, diperoleh hasil bahwa kapasitas momen penampang lebih kecil daripada beban ultimate yang diterima oleh elemen tersebut. Solusi yang ditawarkan adalah memperbesar penampang elemen double L tersebut.