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STRUCTURE II
STEELNADIA RAHMA PRAMESTI54151342
24
Pendidikan Teknik BangunanJurusan Teknik Sipil
Fakultas TeknikUniversitas Negeri Jakarta
5000 mm
Term Project S1 PTB (B) 2013
Give the un-braced frame as follow:
Please finish the following:
for each member using WF profile
Design requirements and restrictions:
Modulus of Elasticity E = 1,96 x 105 MPa.
s such as bolt diameter, bolt properties, etc.
1. Design the best and the most economical dimension
2. Design the joint connection using moment resisting connection3. Draw the details of the connection for each joint
1. Yield stress of steel fy = 265 MPa, Ultimate stress of steel fu = 425 MPa,
2. Make furher assumpyion as needed in the design proces
3. Due date of Term Project is on May 22th, 2015 (12.00 PM)
STRUCTURE II
Pendidikan Teknik BangunanJurusan Teknik Sipil
Fakultas TeknikUniversitas Negeri Jakarta
A B C D
E
K
F G H
JI
L M N
Term Project S1 PTB (B) 2013
, Ultimate stress of steel fu = 425 MPa,
Profile and Ratio
PENAMPANG PROFILEAE 500x500x7.6x7.6
BF 500x500x8.8x8.8
CG 500x500x8.7x8.7
DH 500x500x7.7x7.7
EF 500x500x7.8x7.8
FG 500x500x7.6x7.6
GH 500x500x5.6x5.6
EL 500x500x6.8x6.8
FI 500x500x8.6x8.6
GJ 500x500x8.8x8.8
HK 500x500x7.3x7.3
IJ 500x500x8.7x8.7
JK 500x500x7.8x7.8
IM 500x500x7.8x7.8
KN 500x500x8.2x8.2
LM 500x500x7.2x7.2
MN 500x500x8.5x8.5
Profile and Ratio
RASIO0.866
0.893
0.876
0.888
0.851
0.884
0.898
0.858
0.868
0.85
0.887
0.893
0.889
0.886
0.884
0.884
0.88
Diagram Momen dan Axial
Diagram Momen dan Axial
Titik LA dan B tf dan tw Pu Momen
Kolom EL 500 6.8 157.87 65.52Balok LM 500 7.2 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 139.9032 kN T Beam 7.2Tension 235.2386 kNL profile Design Consideration Keterangan
d 500 mm ~ 239.862861 <- d perhitungandistance 50 mm Momen max 112.85 <- dipilih diatasL Profile 100x100x12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 225.7 kNMu 2934100 N-mm
b 500 N-mm ~ 341.730724 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 225.7 kN <--Momen/h Momen max 112.85 <- dipilih diatasBolt Needed 1.7989714584 ~ 2 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 1.1284230811 ~ 2 baut Shear (Pu) 157.87 kN <--Pu Kolom
Bearing 139.9032Design Bolts at Web of the Beam and L ProfileBolt Needed 1.2583235451 ~ 2 baut Shear (Pu) 157.87 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 atau 150S max 180 atau 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik M1A dan B tf dan tw Pu Momen
Kolom EL 500 7.8 312.1 17.19Balok LM 500 7.2 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 139.9032 kN T Beam 7.2Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 36.5373734 <- d perhitungandistance 50 mm Momen max 17.19 <- dipilih diatasL Profile 160X160X12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 34.38 kNMu 446940 N-mm
b 500 N-mm ~ 52.0545073 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 34.38 kN <--Momen/h Momen max 17.19 <- dipilih diatasBolt Needed 0.2740303001 ~ 2 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 2.2308281726 ~ 4 baut Shear (Pu) 312.1 kN <--Pu Kolom
Bearing 139.9032Design Bolts at Web of the Beam and L ProfileBolt Needed 2.4876339927 ~ 4 baut Shear (Pu) 312.1 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik M2A dan B tf dan tw Pu Momen
Kolom IM 500 7.8 312.1 154.37Balok MN 500 8.5 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 165.1635 kN T Beam 8.5Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 328.11369 <- d perhitungandistance 50 mm Momen max 154.37 <- dipilih diatasL Profile 160X160X12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 308.74 kNMu 4013620 N-mm
b 500 N-mm ~ 467.460983 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 308.74 kN <--Momen/h Momen max 154.37 <- dipilih diatasBolt Needed 2.4608526719 ~ 4 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 1.8896426874 ~ 2 baut Shear (Pu) 312.1 kN <--Pu Kolom
Bearing 165.1635Design Bolts at Web of the Beam and L ProfileBolt Needed 2.4876339927 ~ 4 baut Shear (Pu) 312.1 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik N1A dan B tf dan tw Pu Momen
Kolom NK 500 8.2 207.07 196.37Balok MN 500 8.5 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 165.1635 kN T Beam 8.5Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 417.384759 <- d perhitungandistance 50 mm Momen max 196.37 <- dipilih diatasL Profile 160X160X14 <- dipilihr 14 mmtpofile 14 mma 22 mmT 392.74 kNMu 4320140 N-mm
b 500 N-mm ~ 369.669277 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 392.74 kN <--Momen/h Momen max 196.37 <- dipilih diatasBolt Needed 3.1303856914 ~ 4 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 1.2537273671 ~ 2 baut Shear (Pu) 207.07 kN <--Pu Kolom
Bearing 165.1635Design Bolts at Web of the Beam and L ProfileBolt Needed 1.6504785994 ~ 2 baut Shear (Pu) 207.07 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 168 150S max 210 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik IA dan B tf dan tw Pu Momen
Kolom IF 500 8.6 639.22 182.49Balok IJ 500 8.7 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 169.0497 kN T Beam 8.7Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 387.882796 <- d perhitungandistance 50 mm Momen max 182.49 <- dipilih diatasL Profile 160X160X12 <- dipilihr 16 mmtpofile 12 mma 22 mmT 364.98 kNMu 4014780 N-mm
b 500 N-mm ~ 467.596087 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 364.98 kN <--Momen/h Momen max 182.49 <- dipilih diatasBolt Needed 2.9091209698 ~ 2 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 3.7812548617 ~ 4 baut Shear (Pu) 639.22 kN <--Pu Kolom
Bearing 169.0497Design Bolts at Web of the Beam and L ProfileBolt Needed 5.0949868658 ~ 6 baut Shear (Pu) 639.22 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik J1A dan B tf dan tw Pu Momen
Kolom GJ 500 8.8 767.07 222.78Balok IJ 500 8.7 112.85
Fy 265 Fu bolt 825 Le min 39.6875Fu 425 diameter 31.75 S min 84.6666667
A bolt 792.0491
Shear (1contact area) 196.0322 kNShear (2contact area) 392.0643 kNBearing 211.3121 kN T Beam 8.7Tension 367.5603 kNL profile Design Consideration
d 500 mm ~ 303.052325 <- d perhitungandistance 50 mm Momen max 222.78 <- dipilih diatasL Profile 200X200X14 <- dipilihr 14 mmtpofile 14 mma 22 mmT 445.56 kNMu 4901160 N-mm
b 500 N-mm ~ 419.386472 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 445.56 kN <--Momen/h Momen max 222.78 <- dipilih diatasBolt Needed 2.2728924356 ~ 4 baut h 500
Shear 1cntct 196.032154Design Bolts at Web of the Beam and L ProfileBolt Needed 3.6300330613 ~ 4 baut Shear (Pu) 767.07 kN <--Pu Kolom
Bearing 211.312125Design Bolts at Web of the Beam and L ProfileBolt Needed 3.9129805202 ~ 4 baut Shear (Pu) 767.07 kN <--Pu Kolom
Shear 1cntct 196.032154
Le max 168 150S max 210 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik J2A dan B tf dan tw Pu Momen
Kolom GJ 500 8.8 767.07 150.79Balok JK 500 7.8 112.85
Fy 265 Fu bolt 1035 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 157.396 kNShear (2contact area) 314.792 kNBearing 151.5618 kN T Beam 7.8Tension 295.1175 kNL profile Design Consideration
d 500 mm ~ 255.474517 <- d perhitungandistance 50 mm Momen max 150.79 <- dipilih diatasL Profile 200X200X12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 301.58 kNMu 3920540 N-mm
b 500 N-mm ~ 456.620079 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 301.58 kN <--Momen/h Momen max 150.79 <- dipilih diatasBolt Needed 1.9160588753 ~ 2 baut h 500
Shear 1cntct 157.395999Design Bolts at Web of the Beam and L ProfileBolt Needed 5.0611037874 ~ 6 baut Shear (Pu) 767.07 kN <--Pu Kolom
Bearing 151.5618Design Bolts at Web of the Beam and L ProfileBolt Needed 4.8735038182 ~ 6 baut Shear (Pu) 767.07 kN <--Pu Kolom
Shear 1cntct 157.395999
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik KA dan B tf dan tw Pu Momen
Kolom HK 500 7.3 445.92 50.15Balok JK 500 7.8 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 151.5618 kN T Beam 7.8Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 106.593908 <- d perhitungandistance 50 mm Momen max 50.15 <- dipilih diatasL Profile 160x160X12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 100.3 kNMu 1303900 N-mm
b 500 N-mm ~ 151.863499 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 100.3 kN <--Momen/h Momen max 50.15 <- dipilih diatasBolt Needed 0.7994543078 ~ 2 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 2.9421661659 ~ 4 baut Shear (Pu) 445.92 kN <--Pu Kolom
Bearing 151.5618Design Bolts at Web of the Beam and L ProfileBolt Needed 3.5542638578 ~ 4 baut Shear (Pu) 445.92 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik E1A dan B tf dan tw Pu Momen
Kolom AE 500 7.6 359.2 129.93Balok EF 500 7.8 112.85
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 151.5618 kN T Beam 7.8Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 276.166429 <- d perhitungandistance 50 mm Momen max 129.93 <- dipilih diatasL Profile 160x160X12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 259.86 kNMu 3378180 N-mm
b 500 N-mm ~ 393.452131 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 259.86 kN <--Momen/h Momen max 129.93 <- dipilih diatasBolt Needed 2.0712482196 ~ 4 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 2.3699903274 ~ 4 baut Shear (Pu) 359.2 kN <--Pu Kolom
Bearing 151.5618Design Bolts at Web of the Beam and L ProfileBolt Needed 2.8630507215 ~ 4 baut Shear (Pu) 359.2 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik F1A dan B tf dan tw Pu Momen
Kolom FB 500 8.8 1013.36 145.62Balok EF 500 7.8 112.85
Fy 265 Fu bolt 1035 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 157.396 kNShear (2contact area) 314.792 kNBearing 151.5618 kN T Beam 7.8Tension 295.1175 kNL profile Design Consideration
d 500 mm ~ 246.715294 <- d perhitungandistance 50 mm Momen max 145.62 <- dipilih diatasL Profile 160X160X12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 291.24 kNMu 3786120 N-mm
b 500 N-mm ~ 440.964361 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 291.24 kN <--Momen/h Momen max 145.62 <- dipilih diatasBolt Needed 1.850364702 ~ 2 baut h 500
Shear 1cntct 157.395999Design Bolts at Web of the Beam and L ProfileBolt Needed 6.6861174782 ~ 8 baut Shear (Pu) 1013.36 kN <--Pu Kolom
Bearing 151.5618Design Bolts at Web of the Beam and L ProfileBolt Needed 6.4382831152 ~ 8 baut Shear (Pu) 1013.36 kN <--Pu Kolom
Shear 1cntct 157.395999
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik F2A dan B tf dan tw Pu Momen
Kolom BF 500 8.8 1013.36 24.72Balok FG 500 7.6 137.5
Fy 265 Fu bolt 1035 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 157.396 kNShear (2contact area) 314.792 kNBearing 147.6756 kN T Beam 7.6Tension 295.1175 kNL profile Design Consideration
d 500 mm ~ 232.958061 <- d perhitungandistance 50 mm Momen max 137.5 <- dipilih diatasL Profile 120x120x12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 275 kNMu 3575000 N-mm
b 500 N-mm ~ 416.375495 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 275 kN <--Momen/h Momen max 137.5 <- dipilih diatasBolt Needed 1.7471854589 ~ 2 baut h 500
Shear 1cntct 157.395999Design Bolts at Web of the Beam and L ProfileBolt Needed 6.8620679381 ~ 8 baut Shear (Pu) 1013.36 kN <--Pu Kolom
Bearing 147.6756Design Bolts at Web of the Beam and L ProfileBolt Needed 6.4382831152 ~ 8 baut Shear (Pu) 1013.36 kN <--Pu Kolom
Shear 1cntct 157.395999
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik G1A dan B tf dan tw Pu Momen
Kolom CG 500 8.7 977.78 85.45Balok FG 500 7.6 137.5
Fy 265 Fu bolt 1035 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 157.396 kNShear (2contact area) 314.792 kNBearing 147.6756 kN T Beam 7.6Tension 295.1175 kNL profile Design Consideration
d 500 mm ~ 144.772846 <- d perhitungandistance 50 mm Momen max 85.45 <- dipilih diatasL Profile 160X160x12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 170.9 kNMu 2221700 N-mm
b 500 N-mm ~ 258.758444 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 170.9 kN <--Momen/h Momen max 85.45 <- dipilih diatasBolt Needed 1.0857963452 ~ 2 baut h 500
Shear 1cntct 157.395999Design Bolts at Web of the Beam and L ProfileBolt Needed 6.6211344325 ~ 8 baut Shear (Pu) 977.78 kN <--Pu Kolom
Bearing 147.6756Design Bolts at Web of the Beam and L ProfileBolt Needed 6.2122290838 ~ 8 baut Shear (Pu) 977.78 kN <--Pu Kolom
Shear 1cntct 157.395999
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik G2A dan B tf dan tw Pu Momen
Kolom CG 500 8.7 977.78 28.12Balok GH 500 5.6 137.5
Fy 265 Fu bolt 1035 Le min 39.6875Fu 425 diameter 31.75 S min 84.6666667
A bolt 792.0491
Shear (1contact area) 245.9312 kNShear (2contact area) 491.8625 kNBearing 136.017 kN T Beam 5.6Tension 461.1211 kNL profile Design Consideration
d 500 mm ~ 30.4909064 <- d perhitungandistance 50 mm Momen max 28.12 <- dipilih diatasL Profile 180x180x12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 56.24 kNMu 731120 N-mm
b 500 N-mm ~ 85.152574 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 56.24 kN <--Momen/h Momen max 28.12 <- dipilih diatasBolt Needed 0.2286817983 ~ 2 baut h 500
Shear 1cntct 245.931248Design Bolts at Web of the Beam and L ProfileBolt Needed 7.188660241 ~ 8 baut Shear (Pu) 977.78 kN <--Pu Kolom
Bearing 136.017Design Bolts at Web of the Beam and L ProfileBolt Needed 3.9758266136 ~ 4 baut Shear (Pu) 977.78 kN <--Pu Kolom
Shear 1cntct 245.931248
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
Titik HA dan B tf dan tw Pu Momen
Kolom DH 500 7.7 594.27 48.49Balok GH 500 5.6 137.5
Fy 265 Fu bolt 825 Le min 31.75Fu 425 diameter 25.4 S min 67.7333333
A bolt 506.9114
Shear (1contact area) 125.4606 kNShear (2contact area) 250.9212 kNBearing 108.8136 kN T Beam 5.6Tension 235.2386 kNL profile Design Consideration
d 500 mm ~ 103.065575 <- d perhitungandistance 50 mm Momen max 48.49 <- dipilih diatasL Profile 200X200x12 <- dipilihr 12 mmtpofile 12 mma 26 mmT 96.98 kNMu 1260740 N-mm
b 500 N-mm ~ 146.836711 <-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
Design Bolt at Flange of the beamShear Force 96.98 kN <--Momen/h Momen max 48.49 <- dipilih diatasBolt Needed 0.7729918123 ~ 2 baut h 500
Shear 1cntct 125.460579Design Bolts at Web of the Beam and L ProfileBolt Needed 5.4613577715 ~ 6 baut Shear (Pu) 594.27 kN <--Pu Kolom
Bearing 108.8136Design Bolts at Web of the Beam and L ProfileBolt Needed 4.7367069941 ~ 6 baut Shear (Pu) 594.27 kN <--Pu Kolom
Shear 1cntct 125.460579
Le max 144 150S max 180 200
<- d perhitungan<- dipilih diatas
<-Minimal hasilnya = WF beam section<-dicek! Harus < 500!<- b perhitungan
<- dipilih diatas
kN <--Pu Kolom
kN <--Pu Kolom
