tubes baja ii (perhitungan baut) excel.xlsx
TRANSCRIPT
TENSION 592294.275 d 593.4634 distance 40
M 703.01 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 1850.026 Mu 7400105
t Lprofile 16
r Lprofile 16
Design of bolts at the flange of the beam
Shear 1004.3
bolt need 3.179268447 4
Design of bolts between web of the beam and L profile
shear 1381.87
bolt need 2.187262615 4
Design of bolts beetween web of the beam and flange of the column
shear 1381.87
bolt need 4.374525231 6
d Lprofile 16
Fy 250 Lintang force
h balok 700
Fu 410
db 36
Tebal plat beam 25
b 513.8961988 ok
SHEAR 1 contact area 315890.28 BEARING 664200
SHEAR 2 contact area 631780.56
1381.87
TENSION 592294.3 d 946.3455 distance 40
M 1121.03 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 2950.079 Mu 11800316
t Lprofile 16
r Lprofile 16
Design of bolts at the flange of the beam
Shear 1601.471
bolt need 5.069708 6
Design of bolts between web of the beam and L profile
shear 2339.37
bolt need 3.70282 4
Design of bolts beetween web of the beam and flange of the column
shear 2339.37
bolt need 7.405641 8
d Lprofile 16
Fy 250 Lintang force 2339.37
h balok 700
Fu 410
db 36
Tebal plat beam 25
b 819.4663743 ok
SHEAR 1 contact area 315890.3 BEARING 664200
SHEAR 2 contact area 631780.6
TENSION 592294.3 d 491.4871 distance 50
M 582.21 d 300
Fub 1035
Ab 1017.36 2T 1184.589 b beam 200
rb 18
a 18 T 1940.7 Mu 17466300
t Lprofile 16
r Lprofile 16
SHEAR 1 contact area
Shear 1164.42
bolt need 3.686153 4
shear 2339.37
bolt need 5.870145 6
SHEAR 2 contact area
shear 2339.37
bolt need 7.405641 8
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 2339.37
h balok 500
Fu 410
db 36
Tebal plat beam 15
b 1212.938 ok
315890.3 BEARING 398520
631780.6
TENSION 145715.6 d 413.1678 distance 50
M 120.41 d 300
Fub 825
Ab 314 2T 291.4313 b beam 200
rb 10
a 18 T 401.3667 Mu 3612300
t Lprofile 16
r Lprofile 16
SHEAR 1 contact area
Shear 240.82
bolt need 3.098758 4
shear 340.46
bolt need 2.30664 4
SHEAR 2 contact area
shear 340.46
bolt need 4.380879 6
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 340.46
h balok 500
Fu 410
db 20
Tebal plat beam 10
b 250.8542 ok
77715 BEARING 147600
155430
TENSION 592294.3 d 423.8771 distance 50
M 502.12 d 300
Fub 1035
Ab 1017.36 2T 1184.589 b beam 200
rb 18
a 18 T 1673.733 Mu 15063600
t Lprofile 16
r Lprofile 16
SHEAR 1 contact area
Shear 1004.24
bolt need 3.179079 4
shear 2948.66
bolt need 7.399026 8
SHEAR 2 contact area
shear 2948.66
bolt need 9.334444 10
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 2948.66
h balok 500
Fu 410
db 36
Tebal plat beam 15
b 1046.083 ok
315890.3 BEARING 398520
631780.6
TENSION 592294.3 d 657.1818 distance 40
M 778.49 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 2048.658 Mu 8194632
t Lprofile 16
r Lprofile 16
Shear 1297.483
bolt need 4.107386 6
shear 2948.66
bolt need 4.667222 6
shear 2948.66
bolt need 9.334444 10
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 2948.66
h balok 600
Fu 410
db 36
Tebal plat beam 30
b 569.0716374 ok
SHEAR 1 contact area 315890.3 BEARING 797040
SHEAR 2 contact area 631780.6
TENSION 227680.7 d 727.9713 distance 50
M 331.49 d 300
Fub 825
Ab 490.625 2T 455.3613 b beam 200
rb 12.5
a 18 T 1104.967 Mu 9944700
t Lprofile 16
r Lprofile 16
SHEAR 1 contact area
Shear 662.98
bolt need 5.459785 6
shear 859.74
bolt need 3.540073 4
SHEAR 2 contact area
shear 859.74
bolt need 7.080147 8
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 859.74
h balok 500
Fu 410
db 25
Tebal plat beam 15
b 690.6042 ok
121429.7 BEARING 276750
242859.4
TENSION 227680.7 d 916.3931 distance 40
M 417.29 d 380
Fub 825
Ab 490.625 2T 455.3613 b beam 300
rb 12.5
a 8 T 1098.132 Mu 4392526
t Lprofile 16
r Lprofile 16
Shear 834.58
bolt need 6.872949 8
shear 859.74
bolt need 3.540073 4
shear 859.74
bolt need 7.080147 8
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 859.74
h balok 500
Fu 410
db 25
Tebal plat beam 25
b 305.0365 ok
SHEAR 1 contact area 121429.7 BEARING 461250
SHEAR 2 contact area 242859.4
TENSION 659932.8 d 771.0027 distance 40
M 1017.62 d 380
Fub 1035
Ab 1133.54 2T 1319.866 b beam 300
rb 19
a 8 T 2677.947 Mu 10711789
t Lprofile 16
r Lprofile 16
Shear 1696.033
bolt need 4.818767 6
shear 6400.26
bolt need 9.092204 10
shear 6400.26
bolt need 18.18441 20
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 6400.26
h balok 600
Fu 410
db 38
Tebal plat beam 30
b 743.874269 ok
SHEAR 1 contact area 351964.2 BEARING 841320
SHEAR 2 contact area 703928.3
TENSION 659932.8 d 1291.533 distance 40
M 1704.65 d 380
Fub 1035
Ab 1133.54 2T 1319.866 b beam 300
rb 19
a 8 T 4485.921 Mu 17943684
t Lprofile 16
r Lprofile 16
Shear 2435.214
bolt need 6.918927 8
shear 6400.26
bolt need 9.092204 10
shear 6400.26
bolt need 18.18441 20
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 6400.26
h balok 700
Fu 410
db 38
Tebal plat beam 40
b 1246.089 ok
SHEAR 1 contact area 351964.2 BEARING 1121760
SHEAR 2 contact area 703928.3
TENSION 592294.275 d 632.8358 distance 40
M 749.65 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 1972.763 Mu 7891053
t Lprofile 16
r Lprofile 16
Shear 1499.3
bolt need 4.74626823 6
shear 2903.68
bolt need 4.59602619 6
shear 2903.68
bolt need 9.19205238 10
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 2903.68
h balok 500
Fu 410
db 36
Tebal plat beam 25
b 547.9897661 ok
SHEAR 1 contact area 315890.3 BEARING 664200
SHEAR 2 contact area 631780.6
TENSION 592294.3 d 1141.721 distance 40
M 1352.47 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 3559.132 Mu 14236526
t Lprofile 16
r Lprofile 16
Shear 1932.1
bolt need 6.116364 8
shear 2903.68
bolt need 4.596026 6
shear 2903.68
bolt need 9.192052 10
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 2903.68
h balok 700
Fu 410
db 36
Tebal plat beam 30
b 988.6477 ok
SHEAR 1 contact area 315890.3 BEARING 797040
SHEAR 2 contact area 631780.6
TENSION 592294.3 d 1015.813 distance 40
M 1203.32 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 3166.632 Mu 12666526
t Lprofile 16
r Lprofile 16
Shear 1719.029
bolt need 5.441853 6
shear 3498.9
bolt need 5.538157 6
shear 3498.9
bolt need 11.07631 12
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force 3498.9
h balok 700
Fu 410
db 36
Tebal plat beam 40
b 879.619883 ok
SHEAR 1 contact area 315890.3 BEARING 1062720
SHEAR 2 contact area 631780.6
TENSION 592294.3 d 643.7932 distance 40
M 762.63 d 380
Fub 1035
Ab 1017.36 2T 1184.589 b beam 300
rb 18
a 8 T 2006.921 Mu 8027684
t Lprofile 16
r Lprofile 16
Shear 1089.471
bolt need 3.448892 4
shear 1564.58
bolt need 2.476461 4
shear 1564.58
bolt need 4.952922 6
design of bolts at the flange of the beam
Design of bolts between web of the beam and L profile
Design of bolts beetween web of the beam and flange of the column
d Lprofile 16
Fy 250 Lintang force
h balok 700
Fu 410
db 36
Tebal plat beam 60
b 557.4780702 ok
SHEAR 1 contact area 315890.3 BEARING 1594080
SHEAR 2 contact area 631780.6
1564.58