Project 1_Analyze and design a steel building to 10T CRANE as per IS standard code using TEKLA STRUCTURAL DESIGNER.
1.
DEAD LOAD ( IS 875 PART 1)
slab load = 200 mm
finishes = 0.05 x24 = 1.2 KN /m3
Brick wall loading = 150 mm
floor height ( GF -FF) = 5 m
unit weight = 20 KN/m 3
Brick wall loading = 15 KN /m
floor height ( FF- RF) = 7 m
Brick wall loading = 21 KN /m
wall & roof = 1.5 KN/m2
Live load ( IS 875 PART 2 )
Wind load ( IS 875 part -3 )
Length of the building= 89.715 m
width of the building= 38 m
height of the building= 18.327 m
Design wind speed Vz = Vb k1 k2 k3
k1 = 1
k2 = 1.06
k3 = 1
Vz = 39 x 1 x 1.06 x 1 = 41.34 m /s
Pz = 0.6 Vz ^2 = 1025.39 N / m2 = 1.025 KN /m 2
h / w = 0.48
L / w = 2.36
Internal pressure coefficients = 0.5 , -0.5
wind load direction along +Y direction ( Face A)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
0.7 |
0.7 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
0.2 |
1.2 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
0.204 |
1.224 |
|
K2 = 1.06 |
0.21 |
1.3 |
wind load direction along +Y direction ( Face B)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
-0.3 |
-0.3 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-0.8 |
0.2 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-0.8 |
0.2 |
|
K2 = 1.06 |
-0.8 |
0.2 |
wind load direction along +X direction ( Face C)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
-0.7 |
-0.7 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-1.2 |
-0.2 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-1.22 |
-0.2 |
|
K2 = 1.06 |
-1.3 |
-0.2 |
wind load direction along +X direction ( Face D)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
-0.7 |
-0.7 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-1.2 |
-0.2 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-1.22 |
-0.2 |
|
K2 = 1.06 |
-1.3 |
-0.2 |
`theta`= 21.5
wind load direction along +Y direction ( Face EF)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
0.34 |
0.34 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-0.16 |
0.84 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-0.16 |
0.8 |
|
K2 = 1.06 |
-0.16 |
0.8 |
wind load direction along +Y direction ( Face GH)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
-0.4 |
-0.4 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-0.9 |
0.1 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-0.9 |
0.10 |
|
K2 = 1.06 |
-0.9 |
0.1 |
wind load direction along +X direction ( Face EG)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
-0.7 |
-0.7 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-1.2 |
-0.2 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-1.22 |
-0.2 |
|
K2 = 1.06 |
-1.3 |
-0.2 |
wind load direction along +X direction ( Face FH)
|
CP e + |
CP i - |
|
|
External pressure coefficient , CPe |
-0.6 |
-0.6 |
|
Internal pressure coefficient , CPi |
0.5 |
-0.5 |
|
Net pressure coefficient , CP= CPe -CPi |
-1.1 |
-0.1 |
|
Design wind pressure Pz |
1.02 |
1.02 |
|
Wind load on wall (CP x Pz) KN /m2 |
-1.1 |
0.1 |
|
K2 = 1.06 |
-1.16 |
0.1 |
CRANE LOAD
crane capacity = 100 KN
Weight of the crab = 35 KN
Weight of the crane = 160 KN
Maximum hook approach = 1m
wheelbase = 3 m
Distance between c/c gantry rails = 20 m
Distance between c/c gantry column = 6 m
crane type = MOT
Maximum wheel load
Maximum point load on the crane = crane capacity + Weight of the crab = 100+ 35 = 135 KN
self weight of the crane = 160 / 20 = 8 KN
Taking moment @ B
RA =208 KN
RA + RB = 295
RB = 87 KN
Maximum wheel load on each wheel RA / 2 = 208 / 2 = 104.1 KN
Maximum BM
Assume self weight of gantry girder = 1.5 KN /m
Assume self weight of rail = 0.3 KN /m
Total DL = 0.3 + 1.5 = 1.8 KN /m
@ D
RC X6 - 104.1 X ( 2.25+ 3 ) -104.1 X 2.25 = 0
RC = 130.15 KN
RC+ RD = 219
RD =88 KN
BM under a wheel load due to live load = 88 x 2 = 176 KNm
BM under a wheel load due to Impact load = 0.10 x 176 = 17.6 KNm
BM under a wheel load due to dead load = wl^2 /8 = 8.1 KN m
Max BM = 179.8 KNm
Max SF
@D
RC X 6 - 104.1 x6 -104.1 x 3 =0
RC = 156.18 KN
Lateral forces
lateral forces transverse to rails = 5% of the wt of crab & wt lifted = 0.05 x 135 = 6.75 KN
Lateral forces on each wheel = 3.375 KN
maximum horizontal reaction due to lateral force by proportion at c = lateral force x reaction at c due to vertical load / max wheel load due to vertical load = 3.375 x 130.15 / 104.1 = 4.21 KN
horizontal reaction due to lateral force by proportion at D =
lateral force x reaction at D due to vertical load / max wheel load due to vertical load = 3.375 x 88/ 104.1 = 2.85 KN
4.21 + 2.85 = 7.06 KN
BM due to lateral load = 3.375 x 15.18 / 104.1 = 5.06 KNm
