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Challenge

Project 2

HHira Rashid29 Aug 2022

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

  1. Prepare a Design Basis Report for the project
  2. Create structural model using STAAD Pro Connect Edition
  3. Prepare DL, LL, WL and EQL load calculations as per IS 875 standards
  4. Design using MS – Excel
    1. Steel column
    2. Rafter
    3. Base plate
    4. Pedestal
    5. Z- purlin
  1. Design Foundations using STAAD Foundation.
  2. Attach necessary sketches and drawings wherever required.
  3. All stipulations, assumptions and design parameter must adhere to Indian Standards.

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 – Project 2

  • Dead Load
  1. 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

  1. Dead Load on Purlin = 10 x 10 x 8 = 800 N/m = 0.8 kN/m
  2. Mezz Slab self-weight (150 mm thk slab) = 0.15 x 25 kN/m3 = 3.75 kN/m2
  3. Floor Finishes and additional load on Mezz Floor = (150 + 500) kg/m2 = 0.65 kN/m2
  4. Weight of 230mm thick brick wall (4-meter height) on Mezz floor = 20 kN/m3 x 0.23 x 4 = 18.4 kN/m
  • Live Load
  1. Live Load on Roof and canopy = 57 kg/m2 x 10 x 8 = 4.56 kN/m
  2. Live Load on Mezz Floor = 400 kg/m2 = 4 kN/m2
  • Collateral Load
  1. 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

  1. Collateral Load on Mezz Floor (due to false ceiling & electrical fittings)

= 0.2 x 8 = 1.6 kN/m

  1. 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

  1. Collateral Load on Jack Beam due to service line= 2.5 kN/m
  2. Collateral Load on Mezz False Ceiling = 3.2 kN/m
  • 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

  • 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:

Check for Max/min Bearing Pressure
a) wt of soil above the footing
= (area of footing-Area of pedestel)xdepth of soil x unit weight of soil
= ((13.35x3.35) - (0·3×0.45)) x 1.2 × 18 =239.45 KN
b) self wt of footing.
= (vol of footing + vol of pedestall)x unit wt of concrete. =
((3.35×3·35x0·7)+(0.3×0.4x1))× 25
199.77 KN
Total load on footing
= a+b+ Imposed load
=239.45+ 199.47 + 1500
1939.26 kN
Section modulus of footing
Z=bd^2/6
3.35×(3.35)^2/6
Maximam bearing pressure
P/A+M/Z
1939.26/(3.35+3.35)+150/6.26
= 196.7 kN/m^2
Min bearing Pressure
P/A+M/Z
M=148.8 kN/m^2
which is less than safe bearing capacity ie 200kN/m^2
As per Staad pro calculation.
Check for ultimate Bearing pressure
Max ultimate bearing pressure
P/A+M/Z
= (239.45 +199.77 +1.5x1500)/ 3.35×.35 +(1.5×50/6.26)
=275.5 kN/m2
Min ultimate Bearing Pressure
P/A+M/Z
=239.6-35.9=203.7kN/m^2
which is less than safe bearing capacity for ultimate Loads - 400 KN/m2
As per Staad pro calculations

2. Design a simply supported gantry girder to carry electric overhead travelling crane

Given:

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

W= 250 +40= 290 KN
Self-Weight=100 KN
w= 100/9=11.11 kN/m
(`sum``F_(y)`=0). RA+ RB = 3900 KN
(`sumM_(a)=0`) 290x1 + 100x 9/2 =`R_(b)ast9`
Rb =(290+450)/9=82.2kN
Ra: 390-82.2=308kN
Load on gantry girder from each wheel = 308/2=154kN
`(Sigma*F_{y} = 0) R_{c} + R_{d}` = 293.5 + 293.5
= 587 kN
`sumM_(c)=0` 293.5(3.5 - 1.75 - 0.875) + 293.5(3.5 + 0.875) =7`R_(d)`
`R_(d)`=220.12 kN
`R_{c}` = 587 - 220.12= 366.8kN
M = 366.8x (0<=x<=0.875)
M= 366.8x - 293.5(x - 0.875)
73.3x-256.8 (0.875 <= x <= 4.375)
M = 366.8x - 293.5(x - 0.875)- 293.5(x - 4.375)
= 220.2x+1540.86 (4.375 <= x <= 7)
M(at x=0)=366.8x0=0
M(at x = 0.875) = 366.8x 0.875 = 320.425KNm
M (at x = 4.375)=-220.12x4.375 + 1540.86=577.8 KN
M (at x = 7) = -220.12X7 +1540.86 = 0
Mmax = 577.8kNm
appx equal to 578kNm
Moment due to additional impact load. of electric overhead travelling.
= 25% in case of electric overhead travelling
= 25% of 578 = 144.5kNm
Assume self weight of girder=2kN/m
Total weight of girder + rails= (2+0.2) KN/m = 2.2 KN/m.
Factored dead load =2.2x 1.5=3.3 KN/m
Maximum moment = WL^2/8
=3.3x7^2/8
=20.21KN
M = (wLx)/2 - (wx^ 2)/2
For Mmax (dM)/(dx) = 0
Wl/2 - wx = 0
x = L/2
Mmax (at x=L/2)= wL/2 * L/2 - w/2 ( L/ 2 )^2
= (wL^ 2)/8
Total moment = 578+144.5+20.21
=742.71kNm-Mz
Lateral forces: [Horizontal forces transverse to rails ]
10% of weight of (crab+ lifted weight) for EOT Cranes = 10% of (40+250)
=29kN
This is transferred to all 4 wheels:
Load on each wheel =29/4 = 7.25kN
Factored 1oad = 7.25 * 1.5 = 10.875kN
My =(10.875/293.5)X578=21.4kNm
= `R_{c} + R_{d}` = 21.75
`R_{d}` =(10.875 x 0.875)+(10.875x4.375)/7
8.16KN
`R_(d)`=21.4-8.15
=13.59kN
`M_(e)= R_(c)`x4.375-10.875x3.5
=21.39kNm
Shear forces: -
`sumF_(y)`=0
`R_(c)+R_(d)`=587 kN
`sumM_(c)`=0
293.5x3.5=7`R_(d)`
`R_(d)`=146.75kN
`R_(c)`=440.25kN
`V_(c)=R_(c)`=440.25kN
Impact load 25 % extra
25% of 440.25=110kN
Shear force due to self weight = WL/2
= 4.375X7/ 2 = 15.31 KN
:: Total shear force = 440.25+110.06+15.31= 565.62kN
Lateral forces:
Lateral shear = (10.875/293.5)x440.25
=16.31kN
Longitudinal force :
5% of Static wheel load
5% of 293.5
14.67 kN
Preliminary section
D=L/12=7000/12=583.33
b=L/40 - L/30
=7000/40 - 7000/30
=175 to 233.33mm
`Z_(p)reqd=M/f_(y)`x1.4 (k=1.3-1.6)
(740.21 x 10^6/250) x1.4
=4145.176x10^3mm^3
We will try ISMB 550 with ISMC 250
`b/t_{f}` = (250/2 - 14.1)/(7.1 + 19.3) = 4.2 [< 9.4 `epsilon` = 9.4 ]
`d/t_{w}` = (550 - 2 x19.3)/(11.2) =45.7[<84 `epsilon` =84]
therefore, Plastic section [`beta_{b}` = 1]
yy - axis remains the same
zz-axis (NA):
`Z = (Sigma(Az))/(ZA)`
(190 * 19.3 * 193/2) + [(550 - 2 * 19.3) * 19.2(193 + (59.2 * 93)/2)]+[190 * 193(55 - 193 + 193/2)]+[250*7*1*(550 + 7.4/2 )]+2x[(80-7.1)* 14.1x(550+7.1-(80-7.1)/2)/
2(190 * 19.3) + [555 - 2 * 19.3)x11.2]+(250*7.1)+ 2[14.1(80 - 7.1)]
= 333.33
`I_(yy)`total=1833.8x10^ 4 +219.1x10^ 4
= 2052.9 x10 ^ 4 mm^4
`I_(zz)`total=`sum[A*(d)^ 2 ]`
= [190x19.3x(333.33 - (19.3)/2) ^ 2]+[ 112(333.33 - 19.1(333.3 - 19.3) ^ 2)/2]+[11.2 x 197.37 x(193.34/2) ^ 2 ]+[190 x19.3 x(197.37 + 19.3/2) ^ 2+[250x 7.1 x (197.84 + 19.3 + 7.1/2) ^ 2]+2x[14.1 x(80 - 7.1) x(143.74 + (80 - 7.1)/2) ^ 2]
= 80243.5 x10 ^ 4mm^4
therefore,
`Z_(pz)`total=Z(A.D)=[190x19.3x(333.3*3-19.3/2 )]+[11.2x(333.3 -19.3)x(333 .33- 19.3)/2)] + [ll.2 x193.37 x 193.37/2] + [190x19.3x(197.37x193/2)] +[250 x7.1(197.37 +19.3+ 7.1/ 2 )]+[2x14.1(89 - 7.5)x(143.73+( 80-7.1/ 2)
=3477.55 x10^ 3 mm^3
`Zpy` total= `Sigma(Aoverline y )`
= [550 - 2x19.3) * 11.2/2 * (11.2)/4 ]*2+[190/2 x19.3x 190/4 ]*4+[ (250/2 - 14.1) * 7.1*( 250/2 -14.1)/ 2+[14.1 x 80(125 - (14 .1)/2)] * 2
=717.819x 10^3 mm^3
`M_(dz)`- eq given in annexure E of IS 800 2007
`M_(dy) = beta b * Z_(py)*f_(y)/Y_(mo)`
= 1(717.819 * 10 ^ 3) * 250)/(1.11)
= 163.14KNm [>`M_{y}` = 15.18KNm]
`M_(y)/ M_(dy) + M_(z)/ M_(dz) <=1`
`M_(y)` = 15.18
`M_(dy)`=163.14
`M_(dz)` = 527.35
`V_(d) = A_(v)f_(yw)/sqrt (3 * Y_(m0)`
= 818.7KN
Web-buckling and web crippling at support and at wheel load
Assume b = 150mm
`n_{1}` = D/2 = (550 + 7.1)/2
278.55mm
`n_(2) = 2.5(t_{f} + R_{1})`
=2.5x (19.3+R_(1)=93.25
`lambda= (2.5d)/t_(w)`
(2.5 * 475.4)/11.2
Table 9(C)
[fy =250 MPa]
`f_(cd)` =107- (107-94.6)/10 x6.11 =99.4 MPa
`f_(wb)` (at support)=`b+ n_(1)t_(w)*f_(cd)`
=(150 + 278.55)× 11.2 × 99.4=477 kN
`f_(wb)`(at load)= `b+ n_(1)t_(w)*f_(cd)`
=787.2kN
`f_(wc)`(at supports)=`b+ n_(2)t_(w)*f_(yw)/Y_(mo)`
=619.1kN
`f_(wc)`(at load)= `b+ n_(2)t_(w)*f_(yw)/Y_(mo)`
=856 kN
Deflection check
`delta_{c} = (WL^3)/(6EI) * [(3a)/(4L) - (a ^ 3)/(L ^ 3)]`
Fatigue check
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