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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
Gambar 2 Profil baja H 350x350x9x14
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Gambar 3 Profil IWF 600x200x11x17
Gambar 4 Profil IWF 500x200x10x16
Gambar 5 Profil Double Angle 60x60x5
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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 &
Electrical) sebesar 20 kg/m2.
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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
2
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Tabel 2 Hasil perhitungan pembebanan struktur
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Gambar 9 Pembebanan SDL
Gambar 10 Pembebanan Live Load
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Gambar 11 Pembebanan Wind Load
Gambar 12 Pemodelan 3D struktur
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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 Eye.
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:
Gambar 13 Output M-33 dari kombinasi beban maksimum
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Gambar 14 Output M-22 dari kombinasi beban maksimum
Gambar 15 Output V-22 dari kombinasi beban maksimum
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Gambar 16 Output gaya aksial dari kombinasi beban maksimum
Gambar 17 Output reaksi perletakan
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Gambar 18 Reaksi perletakan maksimum
Gambar 19 Deformasi akibat Dead Load
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Gambar 20 Deformasi akibat SDL
Gambar 21 Deformasi akibat Live Load
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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.
Gambar 23 Output M-33 dan V-22 maksimum kolom H 350x350x9x14
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Gambar 24 Output M-22 dan V-33 maksimum kolom H-350x350x9x14
Gambar 25 Output gaya aksial maksimum kolom H-350x350x9x14
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Gambar 26 Output M-33 dan V-22 maksimum balok H-350x350x9x14
Gambar 27 Output M-33 dan V-22 maksimum balok IWF-600x200x11x17
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Gambar 28 Output M-33 dan V-22 maksimum balok IWF-500x200x10x16
Gambar 29 Output M-33 dan V-22 maksimum Double L-60x60x5
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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 350Elastic Section
ModulusSx 1724542,59
Web thickness tw 9 Sy 571778,45
r 20Plastic section
modulusZx 1879689
yield stress fy 240 Zy 864020,5
fr 70Resistance factor for
flexureфb 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
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3/4 point Mcx 1640957,2
Axial Pu 146123,74
Shear Vu 7851,7
1 Compression member of steel section
unbrace lengthLbx 8246
Lby 8246
Effective length factorKx 0,65
Ky 0,65
Radius of gyrationry 88,76980243
rx 154,1659008
Ky.Lby/ry 60,37976714
Kx.Lbx/rx 34,76709164
Critical elastic buckliing
stressfe 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 164,5448267web checking Compact
Check condition of lateral-torsional buckling of
beams
center gravity of flange ho 336
Torsional section
propertiesJs 623859,3333
Torsional wraping
constantCw 2,82413E+12
Radius gyration ry 88,76980243
rts 98,73033108
Coefficient cl 1
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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 stiffenera 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
Check OK
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Beam H-350x350x9x14
Leg length bf 350 Inertia momen Ix 301794952,7
Flange thickness tf 14 Iy 100061228,2
Web height h 350Elastic Section
ModulusSx 1724542,59
Web thickness tw 9 Sy 571778,45
r 20Plastic section
modulusZx 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
MomentUltimate 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 5137,68Lby 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
stressfe 589,2860307
fy/fe 0,407272509Critical stress fcr 205,7275853
Nominal Compression Pn 2612328,878
ф Pn 2351095,99
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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
propertiesJs 623859,3333
Torsional wraping
constantCw 2,82413E+12
Radius gyration ry 88,76980243
rts 98,73033108
Coefficient cl 1
Lr 13581,847Lp 4510,111701
Lbx 5137,68
Check lateral torsional Inelastic
Nominal moment strength
Mpx 451125360
Mrx 293172240,3
Y 304337789,5
y 0,227405515
Mnx 656954442,8ф Mnx 406012824
Shear Strength
Distance between
transversal stiffenera 5137,68
Z 0,015063785
kv 5
X 6,408442734
U 1027906,261u 88,43311974
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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 600Elastic 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
fy/fe 0,47466231
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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 28,86751346flange 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 sectionproperties 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 85709160ф Mny 77138244
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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 500Elastic Section
ModulusSx 1841461,97
Web thickness tw 10 Sy 213723,33
r 20Plastic section
modulusZx 1879689
yield stress fy 240 Zy 331700
fr 70Resistance factor
for flexureфb 0,9
Elastic modulus E 200000 Area As 11080
Shear modulus G 80000
Moment
Ultimate Mux 82375863Muy 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 2000Effective length factor Kx 1
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Ky 1
Radius of gyration ry 43,91936874
rx 203,8362878
Ky.Lby/ry 45,53799514
Kx.Lbx/rx 9,811795641
Critical elastic buckliing
stressfe 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 164,5448267web 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 6564,811509Lp 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
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Shear Strength
Distance between
transversal stiffenera 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 9Elastic Section
Modulus
Sx 9124,77
Sy 12463,2
Plastic section
modulusZx 16512,44
Yield stress fy 240 Zy 21748,75
fr 70Resistance factor for
flexureфb 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
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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
compressionMny2 2189944,8
Lateral torsional buckling condition
Unbraced length of
beamLb 1366,4
Torsional section
properties Js 15348,96
B1 0,704940052
B2-
0,704940052
For stem in tension MLTB1 60085126,22
For stem in
compressionMLTB2 16156856,17
Stem lateral buckling
fcr 240
MSLB 2189944,8
Momen capacity
Mn 2189944,8
ф Mnx 1970950,32
Shear Strength
Distance between
transversal stiffenera 1366,4
kv 5
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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 Properties
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 11080Shear 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
shear plane mb 1
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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
Ration фTn/Tu 4,559457
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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
Ultimate tension fy 1,435
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Tu 24954,65
фTn A /Tu 71,7501982
Check OK
Load at conection B
Maximum tension due moment of base
material
Tu
moment1612800
Maximum compression due to moment
of base material
Pu
moment1612800
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
Ratio фRnw/Ru 282,13738
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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
Pp2 6632350,36
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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.
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