Project 2
1. Design a Warehouse Building located in Chennai using STAAD Pro Connect Edition. The specification must be as follows:
|
Width |
30m |
|
Length |
50m |
|
Eave Height |
9m |
|
Bay spacing |
6m |
|
Soil type |
Medium |
|
Safe Bearing Capacity |
200 kN/m2 |
|
Roof slope |
1 in 12 |
Assume suitable sections for structural elements. Follow IS800:2007, IS1893 and IS 875
- Prepare a Design Basis Report for the project
- Create structural model using STAAD Pro Connect Edition
- Prepare DL, LL, WL and EQL load calculations as per IS 875 standards
- Design using MS – Excel
- Steel column
- Rafter
- Base plate
- Pedestal
- Z- purlin
- Design Foundations using STAAD Foundation.
- Attach necessary sketches and drawings wherever required.
- All stipulations, assumptions and design parameter must adhere to Indian Standards.
Procedure:
Step 1: Model is prepared in STAAD Pro.
Step 2: Section properties and Materials are applied to all the members.
Step 3: Releases and specifications are applied.
Step 4: Support conditions are applied.
3D Rendering is as follows
Step 5: Loading are calculated and Design Parameters are applied.
Calculation of Design Loads on PEB Structure
1. Dead Load
Dead Load on Rafter
Weight of Roof Sheet = 5 Kg/m2
Weight of Purlin and sag rods = 5 Kg/m2
Additional weight = 5 Kg/m2
Total weight of rafter = 15 Kg/m2
Dead load on rafter = 15 x 10 x 8 = 1200 N/m = 1.2 kN/m
Dead Load on Purlin = 10 x 10 x 8 = 800 N/m = 0.8 kN/m
Mezz Slab self-weight (150 mm thk slab) = 0.15 x 25 kN/m3 = 3.75 kN/m2
Floor Finishes and additional load on Mezz Floor = (150 + 500) kg/m2 = 0.65 kN/m2
Weight of 230mm thick brick wall (4-meter height) on Mezz floor = 20 kN/m3 x 0.23 x 4 = 18.4 kN/m
2. Live Load
Live Load on Roof and canopy = 57 kg/m2 x 10 x 8 = 4.56 kN/m
Live Load on Mezz Floor = 400 kg/m2 = 4 kN/m2Collateral Load
3. Collateral Load on Roof
Load of Electrical fittings = 0.1 kN/m2
Load of Sprinklers = 0.03 kN/m2
Load of rockwool Insulation and bubble wrap insulation = 0.15 kN/m2
Load of Solar Panels = 0.15 kN/m2
Load of Ceiling = 0.1 kN/m2
Total Collateral load on Roof = 0.53 x 8 = 4.24 kN/m
Collateral Load on Mezz Floor (due to false ceiling & electrical fittings)
= 0.2 x 8 = 1.6 kN/m
Collateral Load on column due to Bracket Beam
Load due to service line supported on the beam spanning 8 m width= 150 kg/m x 8 x 10 = 12 kN
Moment acting on column due to service line = 12 x 0.75 = 9 kNm
Collateral Load on Jack Beam due to service line= 2.5 kN/m
Collateral Load on Mezz False Ceiling = 3.2 kN/m
4. Wind Load
Basic wind speed = 50 m/s for chennai
K1 - 1.00
K2 - 1.05 (Terrain Catogory-1. Building height at eaves = 10.50 m)
K3 - 1.00
K4 - 1.00 (For other structures)
Coefficient of cyclonic wind may be taken as 1,
Kd -0.9
Ka (Rafter) - 0.8 or as per tributary area.
Ka (Column) - 0.8245 or as per tributary area.
Ka (Purlin) - 0.9721 or as per tributary area.
Ka (Side Runner) - 0.978 or as per tributary area
Kc -0.9
Design wind pressure = pd = kd x ka x kc x 0.6 x (Vb x k1 x k2 x k3 x k4)2 = 0.652 kN/m2
But should not be less than 0.7 Pz = 0.7 x 1.006 = 0.704 kN/m2
Cpe - As per table 5 & 6 of IS: 875 (Part 3) – 2015
h/w = 10/60 = 0.6
L/w = 170/60 = 2.83
Cpe On wall:
|
Direction |
A |
B |
C |
D |
|
0 deg. |
0.7 |
-0.25 |
-0.6 |
-0.6 |
|
90 deg. |
-0.5 |
-0.5 |
0.7 |
-0.1 |
Cpe On Roof:
Roof angle = 2.86
|
Direction |
EF |
GH |
EG |
FH |
|
0 deg. |
-0.86 |
-0.4 |
||
|
90 deg. |
-0.8 |
-0.4 |
Cpi = 0.2
Wind Load on Columns = (Cpe – Cpi) x A x Pd
Wind about X Direction + Cpi = (0.7 – 0.2) x 8 x 0.704 = 2.816 kN/m on Wall A
Wind about X Direction + Cpi = (-0.25 – 0.2) x 8 x 0.704 = -2.534 kN/m on Wall B
Wind about X Direction + Cpi = (-0.6 – 0.2) x 6.75 x 0.704 = -3.802 kN/m on Wall C & D
Wind about X Direction - Cpi = (0.7 + 0.2) x 8 x 0.704 = 5.069 kN/m on Wall A
Wind about X Direction - Cpi = (-0.25 + 0.2) x 8 x 0.704 = -0.282 kN/m on Wall B
Wind about X Direction - Cpi = (-0.6 + 0.2) x 6.75 x 0.704 = -1.9 kN/m on Wall C & D
Wind about Z Direction + Cpi = (-0.5 – 0.2) x 8 x 0.704 = -3.942 kN/m on Wall A
Wind about Z Direction + Cpi = (-0.5 – 0.2) x 8 x 0.704 = -3.942 kN/m on Wall B
Wind about Z Direction + Cpi = (0.7 – 0.2) x 6.75 x 0.704 = 2.376 kN/m on Wall C
Wind about Z Direction + Cpi = (-0.1 – 0.2) x 6.75 x 0.704 = -1.425 kN/m on Wall D
Wind about Z Direction - Cpi = (-0.5 + 0.2) x 8 x 0.704 = -1.689 kN/m on Wall A
Wind about Z Direction - Cpi = (-0.5 + 0.2) x 8 x 0.704 = -1.689 kN/m on Wall B
Wind about Z Direction - Cpi = (0.7 + 0.2) x 6.75 x 0.704 = 4.276 kN/m on Wall C
Wind about Z Direction - Cpi = (-0.1 + 0.2) x 6.75 x 0.704 = 0.475 kN/m on Wall D
Wind Load on Rafters = (Cpe – Cpi) x A x Pd
Wind about X Direction + Cpi = (-0.86 – 0.2) x 8 x 0.704 = -5.970 kN/m on Side A Rafter
Wind about X Direction + Cpi = (-0.4 – 0.2) x 8 x 0.704 = -3.378 kN/m on Side B Rafter
Wind about X Direction - Cpi = (-0.86 + 0.2) x 8 x 0.704 = -3.716 kN/m on Side A Rafter
Wind about X Direction - Cpi = (-0.4 + 0.2) x 8 x 0.704 = -1.125 kN/m on Side B Rafter
Wind about Z Direction + Cpi = (-0.8 - 0.2) x 6.75 x 0.704 = -4.752 kN/m Side C Rafter
Wind about Z Direction + Cpi = (-0.4 - 0.2) x 6.75 x 0.704 = -2.851 kN/m Side D Rafter
Wind about Z Direction - Cpi = (-0.8 + 0.2) x 6.75 x 0.704 = - 2.851kN/m Side C Rafter
Wind about Z Direction - Cpi = (-0.4 + 0.2) x 6.75 x 0.704 = -0.950 kN/m Side D Rafter
Wind Load on Canopy
Cp - As per table 8 of IS: 875 (Part 3) – 2015
Roof Angle 2.86 deg.
Cp -ve = 1.08
Cp +ve = 0.35
Wind Load on Canopy (Upward) = 1.08 x 8 x 0.704 = 6.082 kN/m
Wind Load on Canopy (Downward) = 0.35 x 8 x 0.704 = 1.971 kN/m
5. Seismic Load
As per IS: 1893 - 2016
Seismic zone - III - Z = 0.16
Rf - 4.0
I - 1.0
SS - 3.0
25% of Live Load on roof considered for calculation of seismic forces.
100% of collateral load on roof considered for calculation of seismic forces.
50% of (Live load + Collateral load) on mezzanine floor considered for calculation of seismic forces.
100% of Dead load considered for calculation of seismic forces.
Design Parameters:
- IS 800 LSD
- FYLD = 345000 for Portal frame and Mezz Beams
- FYLD = 250000 for Bracings
- BEAM = -1
- STP = 2 for welded sections
- MAIN = 250 for tie beam
- Ly = Lx = 1.5m for Rafter
- Ly = Lx = 3.25m for Columns
- Ly = Lx = 4.4m for columns supporting canopy
- Lz = 11m for Internal columns
- Ly = Lx = 0.5m for Mezz floor beams
- Lz = 6.75m for Mezz Floor beams
- Ly = 1.7m for Canopy Beam
- RATIO = 1
- STEEL TAKE OFF
Results of the analysis is as follows which shows are members are passing and no member property has failed.
Foundation Design:
Design using MS – Excel
1. Steel column :-
Height of column h = 9m
Yeild strength fy = 250N/mm^2
Elastic modulus E = 200000N/mm^2
Material factor γm = 1.1
Step :- 1
Section classification:
Properties of selected section
|
ISHB |
400 |
|
A |
10466mm^2 |
|
h |
400mm |
|
B |
250mm |
|
t |
10.6mm |
|
T |
12.7mm |
|
rx |
166.1mm |
|
ry |
51.6mm |
|
Zp |
cm^3 |
Flange criterion b/T = 9.84
Web criterion d/t = 35.34
ε = 1
b/T < 10.5
d/t < 42
The section is classified as COMPACT
Step :- 2
Effective length:
As both ends pin-jointed
KLx = 9m
KLy = 9m
KLz = 9m
Slenderness ratio
KLx/rx = 54.18
KLy/ry = 174.42
Non-dimensional effective slenderness ratio
λ = 1.964
Step :- 3
To calculate φ:
h/bf = 1.60
> 1.2
T = 12.7mm
So, buckling class = b
α = 0.34
φ = 0.5(1+α(λ-0.2)+λ^2)
φ = 2.73
Step :- 4
Claculation of χ:
χ = 0.216N/mm^2
Step :- 5
Calculation of fcd:
fcd = χfy/γm
= 49.17
Step :- 6
Factored Axial Load:
Pd = Afcd
= 514.614kN
2. Rafter :-
Span of I beam = 6m
Dead load = 18kN/m
Imposed load = 40kN/m
Length of bearing = 100mm
Yield strength = 250N/mm^2
Step :- 1
Design load calculation
Factored load = 87kN/m
Factored bending moment = 391.5kNm
Step :- 2
Section modulus required:
Zreqd = 1722600mm^3
= 1722.60cm^3
Step :- 3
Section classification:
Properties of selected section
|
ISMB |
250 |
|
A |
475.5mm^2 |
|
D |
250mm |
|
B |
125mm |
|
t |
6.9mm |
|
T |
12.5mm |
|
Izz |
5131.6cm^4 |
|
Iyy |
344.5cm^4 |
|
Zp |
459.76cm^3 |
Flange criterion B/2T = 5
Web criterion (D-2T)t = 32.61
ε = 1
B/2T < 9.4
(D-2T)/t < 83.9
The section is classified as PLASTIC
Step :- 4
Moment of resistance of the cross section:
Moment Md = (Zpχfy)/γm
Md = 104.491kNm
< 391.50
Hence section ISMB 250 is adequate for flexure
Step :- 4
Shear resistance of the cross section:
Shear capacity Vc = 0.6fyAv/γm
Av = 1725mm^2
Vc = 235.23kN
V = 261kN
V/Vc = 1.11
> 0.6
Step :- 5
Check for web buckling:
Slenderness ratio of web = 2.5d/t
d = 225mm
= 70.33mm
Design compressive stress fc = 203N/mm^2
Pw = 315.16kN
> 261
Hence web is safe against shear buckling
Step :- 6
Check for web crippling at support:
Root radius of ISMB250 R = 13mm
tf + R = 25.5mm
Dispersion length n^2 = 63.75mm
Pcrip = 245625N
= 245.63kN
< 261
Hence section adequate for web crippling
Step :- 7
Check for serviceability Deflection:
Design load = 58kN/m
Deflection δ = 95.36mm
Allowable deflection = 30mm
Hence serviceability is satisfied
3. Base plate :-
Step :- 1
Strength of concrete fcu = 40 N/mm^2
Yield strength of steel fy = 250 N/mm^2
Material factor γm = .kN
Factored load = 1500 kN
Step :- 2
Steel column section:
Thickness of flange T = 12.7 mm
Step :- 3
Area required:
Bearing strength of concrete = 0.4fcu
= 16 N/mm^2
Area required = 93750 mm^2
Let size of plate
Bplate = 350 mm
Dplate = 350 mm
Area of plate = 122500 mm^2
Let projection on each side
a = b
= 25 mm
w = 12.24 N/mm^2
Thickness of slab base ts = 7.7 mm
< 12.70 mm
So use base plate of size 350mmx350mmx12mm.
4. Pedestal :-
Grade of concrete = 40N/mm^2
Load = 123kN
Moment = 116kNm
Horizontal shear = 13kN
Yield strength = 250N/mm^2
Length of base plate L = 450mm
Width of the base plate B = 350mm
C/C distance of (Ld) of bolt group in Z = 300mm
C/C distance of (Ld) of bolt group in X = 180mm
Bearing strength of concrete fc = 16N/mm^2
Depth of column D = 300mm
Width of column W = 250mm
Step :- 1
Anchor Bolt Details:
Dia of anchor bolt = 24mm
No of anchor bolt on each side = 4
Total number of anchor bolt,n = 8
Gross area of the bolt 'Asb' = 452.16mm^2
Net area of the bolt 'Anb' = 352mm^2
Ultimate tensile strength of the bolt fub = 400N/mm^2
Fyb(Anchor bolt) = 240N/mm^2
Step :- 2
Base plate details:
Ultimate tensile strength of a plate,fu = 490N/mm^2
Thickness of plate = 16mm
Yield stress of plate = 330N/mm^2
Step :- 3
Anchor bolt design:
Area of the plate = 157500mm^2
Stress Max pressure σ1 = F/A+6*Mz/BL^2
= 10.60N/mm^2
< 16
OK
Min pressure σ2 = F/A-6*Mz/BL^2
= -9.04N/mm^2
< 16
C = L*σ1/(σ1+σ2)
= 242.89mm
a = L/2-C/3
= 144.04mm
e = (L-Ld)/2
= 75mm
y = (L-C/3-e)
= 294.04mm
Tension in anchor bolts along the length of plate
FT = (Mz-Fxa)/y
= 364.38
Tension per bolt = 91.10kN
Shear per bolt,V = 1.63kN
Step :- 4
Shear check:
Factored shear force Vsb = 1.63kN
Vd,sd = 81290.9N
= 81.291kN
Factored Vd,sb = 65.03kN
Step :- 5
Tensile check:
Factored tensile force in bolt Tb = 91.10kN
Tensile strength of bolt Td,b = Tnb/γmb
Tn,b = 0.9fubAn
= 126720N
= 126.72kN
Tn,b = fybAsb(γmb/γmo)
= 123316N
= 123.316kN
Lesser of two = 123.32kN
So, Td,b = 98.65kN
Step :- 6
Combined unity check:
(Vsb/Vdb)^2+(Tb/Tdb)^2
Vsb/Vdb = 0.025
Tb/Tdb = 0.92
Unity check = 0.85
< 1
Hence OK
Step :- 7
Anchor bolt length:
Bond strength in tension bd = 1.4N/mm^2
Anchor length required = Tb/(3.14*d*τbd)
= 863.44mm
Let anchor bolt bolt length = 900mm
5. Purlin :-
Step :- 1
Span of the purlin = 7m
Spacing of the purlin = 1.5m
Number of sag rods = 1
Slope of the roof = 5deg
Step :- 2
Dead loads:
Weight of sheeting = 5kg/m^2
Self weight of purlin = 4.22kg/m^2
Additional load = 10%
= 0.42kg/m^2
Total dead load = 0.096kN/m^2
Live loads:
Live load on roof = 75kg/m^2
= 0.75kN/m^2
Wind loads:
Basic wind spped = 50m/s
Terrain category = 2
Building class = B
k1 = 1
k2 = 1
k3 = 1
Design wind speed Vz = 57m/s
Design wind pressure Pz = 1949.40N/m^2
= 1.95kN/m^2
Length of the building I = 50m
Breadth of the building w = 30m
Height of the building h = 10.5m
Height of the building at eaves = 9m
h/w = 0.35
I/w = 1.67
External pressure coefficient
Maximum downward Cpe = -0.4
Maximum upward Cpe = -0.7
Internal pressure coefficient
Maximum positive Cpi = 0.5
Maximum negative Cpi = -0.5
For maximum upward wind force
Maximum upward Cpe = -0.7
Cpi = -0.5
Cpe + Cpi = -1.2
Pz = 1.95
Wind pressure for purlin design = -2.339kN/m^2
For maximum upward wind force
Max upward Cpe = -0.4
Cpi = 0.5
Cpe + Cpi = 0.1
Pz = 1.95
Wind pressure for purlin design = 0.195kN/m^2
Step :- 3
Design load calculation:
Spacing of purlin = 1.5m
Slope of roof = 5deg
Total dead load = 0.096kN/m^2
DL normal component = 0.144kN/m
DL tangential component = 0.013kN/m
Total live load = 0.75kN/m^2
LL normal component = 1.121kN/m
LL tangential component = 0.098kN/m
WL1 wind load = -2.339kN/m^2
WL normal component = -3.496kN/m
WL2 wind load = 0.195kN/m^2
WL normal component = 0.291kN/m
Summary of loads
|
DL+LL |
DL+WL1 |
DL+LL+WL2 |
|
|
Normal load |
1.265 |
-3.351 |
1.556 |
|
Tangential load |
0.111 |
0.013 |
0.111 |
|
DL+LL |
0.75(DL+WL1) |
0.75(DL+LL+WL2) |
|
|
Normal load |
1.265 |
-2.514 |
1.167 |
|
Tangential load |
0.111 |
0.009 |
0.083 |
Maximum normal component = 1.265kN/m
Step :- 4
Purlin section:
Section selected = Zx200x6x2.3
Yield stress of material = 2400kg/cm^2
Flange width b = 60mm
Depth of section d = 200mm
Thickness t = 2.30mm
Length of Lip lip_I = 20mm
Internal bending radius = 3mm
Area = 8.07cm^2
Zxx = 47.72cm^3
Zyy = 10.22cm^3
Ixx = 477.18cm^4
Iyy = 61.34cm^4
Weight of purlin = 6.335kg/m
= 4.223kg/m^2
Check for basic properties:
t = 2.30mm
w = 49.40mm
Fy = 2400kg/cm^2
w/t = 21.48
< 60
OK
Check for stress:
Span major axis = 7m
Span minor axis = 2m
BM coefficient for Mxx = 10
BM coefficient for Myy = 10
|
DL+LL |
DL+WL1 |
DL+LL+WL2 |
|
|
Normal load |
6.198 |
16.422 |
7.625 |
|
Tangential load |
0.060 |
0.007 |
0.060 |
|
Mxx/Zxx |
129.878 |
344.133 |
159.789 |
|
Myy/Zyy |
5.895 |
0.672 |
5.895 |
|
(Mxx/Zxx)+(Myy/Zyy) |
135.773 |
344.805 |
165.684 |
Maximum compressive stress = 344.80N/mm^2
1435/sq.root of f = 24.44
> 21.48
Hence section OK
Step :- 5
Combined Bending And Shear stresses in web:
h/t = 84.96
|
DL+LL |
DL+WL1 |
DL+LL+WL2 |
|
|
Fbw |
506.539 |
673.697 |
637.697 |
|
Fv |
735.223 |
977.847 |
977.847 |
Actual stress
|
fbw |
129.878 |
344.133 |
159.789 |
|
fv |
5.895 |
0.672 |
5.895 |
|
fbw/Fbw |
0.256 |
0.511 |
0.237 |
|
fv/Fv |
0.008 |
0.001 |
0.006 |
|
Sqrt of sum of squares |
0.257 |
0.511 |
0.237 |
Maximum combined stresses = 0.511
< 1
OK
Step :- 6
Check for deflection:
Number of spans = 3
Deflection = (3/384)(wl^4/EI)
w = 3.351kN/m
Span = 6m
E = 207400N/mm^2
Ixx = 477.18cm^4
δ = 34.29mm
Allowable deflection δ = Span/180
= 33.33mm
> 34.29
Not OK
2. Design a simply supported gantry girder to carry electric overhead travelling crane
Span of gantry girder = 7 m
Span of crane girder = 9 m
Crane capacity = 250 kN
Self-weight of trolley, hook, electric motor etc. = 40 kN
Self-weight of crane girder excluding trolley = 100 kN
Minimum hook approach = 1.0 m
Distance between wheels = 3 m
Self-weight of rails = 0.2 kN/m
Ans:
Step :- 1
Given Data:
Span of gantry girder = 7 m
Span of crane girder = 9 m
Crane capacity = 250 kN
Self-weight of trolley, hook, electric motor etc. = 40 kN
Self-weight of crane girder excluding trolley = 100 kN
Minimum hook approach = 1.0 m
Distance between wheels = 3 m
Self-weight of rails = 0.2 kN/m
Step :- 2
Maximum moment due to vertical load:
Weight of trolley + weight of load lifted = 250 + 40 = 290kN
Self weight of crane girder = 100kN
For maximum reaction on girder, the moving load should be as close to the gantry as possible
Reaction at A RA = 501kN
Reaction at B RB = 281.875kN
Load on gantry girder from each wheel = 251kN
Factored wheel load = 375.833kN
Maximum moment ME = 634.21kNm
Let self weight of girder = 2kN/m
Dead load = 2.2kN/m
Factored DL = 3.3kN/m
M due to DL = 20.21kNm
M due to impact load = 158.55kNm
Factored moment due to all vertical loads,
M = 812.99kNm
Step :- 3
Maximum moment due to lateral load:
Horizontal force transferred to rails = 29kN
Horizontal force on each wheel = 7.25kN
Factored horizontal force = 10.875kN
Maximum moment = 18.35kNm
Vertical shear due to wheel loads = 563.75kN
Impact = 140.94kN
Self weight = 9.90kN
Total shear = 714.59kN
Lateral shear due to surge = 20.68kN
Step :- 4
Preliminary section determination:
Minimum economic depth D = L/12
= 583.333mm
Width of compression flange b = L/40 to L/30
= 175 to 233
Required plastic modulus Zp = 1.4M/fy
= 4552721
= 4552.72x10^3
Let us try ISMB600 with ISMC400 on compression flange.
Step :- 5
Properties of selected section:
|
ISMB |
|
|
A |
15600mm^2 |
|
h |
600mm |
|
b |
210mm |
|
tf |
20.3mm |
|
tw |
12mm |
|
Izz |
91800x10^4mm^4 |
|
Iyy |
2650x10^4mm^4 |
|
R |
20mm |
|
ISMC |
|
|
A |
6380mm^2 |
|
h |
400mm |
|
b |
100mm |
|
tf |
15.3mm |
|
tw |
8.8mm |
|
Izz |
15200x10^4mm^4 |
|
Iyy |
508x10^4mm^4 |
|
Cyy |
2.42mm |
Step :- 6
Let the distance of N>A> from, t,he tensio,n range by y':
y' = 388.93mm
Izz = 1348.13x10^6mm^4
Zez = 3466240mm^3
For compression flange about y-y axis
I = 16766.7x10^4mm^4
Zey = 838333mm^3
Total area of section = 21980mm^2
Let plastic N>A> be at a distance
Yp = 580.88mm
Zpz = 4410317mm^3
For top flange Zpy = 1078488mm^3
Step :- 7
Section classfication:
For ISMB b/t = 4.90
< 9.4
d/t = 43.28
< 84
For ISMC b/t = 5.96
< 9.4
Hence section is plastic
Step :- 8
Check for local moment capacity:
Local moment capacity for bending in vertical plane
Mdz = fyZp/1.1
= 1002.34kNm
Mdz = 1.2Zefy/1.1
= 945.34kNm
For top flange
Mdy = 245.11kNm
Mdy = 228.64kNm
In the above which ever the minimum value is taken
Mdz = 945.34kNm
Mdy = 228.64kNm
Step :- 9
Check for combined local capacity:
(812.99/945.34)+(18.35/228.64)<1
0.947<1
Step :- 10
Check for buckling resistance:
Md = βbZpfbd
βb = 1
Lt = 7000mm
E = 200000N/mm^2
hf = 597.5mm
Iy = 17850x10^4mm^4
A = 21980mm^2
ry = 90.12mm
fcr,b = 417.43N/mm^2
λ = 0.744
φ = 0.95
= 0.97N/mm^2
fbd = 166.591
Mdz = 734.72kNm
Mdy = 202.84kNm
Hence 1.20>1
Hence section is unsafe against torsional buckling
Step :- 11
Check for shear:
Vz = 714.59kN
Shear capacity = Avfyw/(3^0.5x1.1)
= 944755N
= 944.755kN
> 714.59
Now = 566.853kN
Low shear
Step :- 12
Check for web buckling:
b = 175mm
n1 = 232.6mm
d = 519.4mm
t = 12mm
= 104.746
Fcd = 128.6N/mm^2
Buckling resistance = 629008kN
> 714.59kN
Step :- 13
Check for deflection at working load:
Vertical deflection
Serviceability vertical wheel load = 251kN
Deflection at mid span a = 2000mm
Izz = 1348.13x10^5mm^4
δ = 25.32mm
Horizontal deflection
I = 16766.65x10^4mm^4
δ = 4.88mm
L/750 = 9.33mm
Unsafe in vertical direction.
Safe in lateral direction.