Project 2

AIM: Design a warehouse building in Chennai using STAAD Pro Connect Edition.

INTRODUCTION: These are the specifications:

• Width	30m
  Length	50m
  Eave Height	9m
  Bay spacing	6m
  Soil type	Medium
  Safe Bearing Capacity	200 kN/m2
  Roof slope	1 in 12

PROCEDURE :

• First, create a structural model of the warehouse building of dimensions 30m x 50m x 9 m.

• Now assign properties to the members of this building.

• now assign the specification

>> Start release and end release of the members

• Now define the load definitions and assign the load cases to the members.

>> Earthquake load, Wind load, Dead load, Live load

• After applying load cases, now analyse the model before designing

• Now define the design parameters in the staad pro.

• Now run and analysis of model

>> We got zero errors, and our members are safe.

DESIGN OF RAFTER

Span of I beam = 3m

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 a selected section

ISMB 200

A=475.5mm^2
h = 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:- 5

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:- 6

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:- 7

Check for web crippling at the 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:- 8

Check for serviceability

Deflection Design load = 58kN/m

Deflection δ = 95.36mm

Allowable deflection = 30mm

Hence serviceability is satisfied

DESIGN OF 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 = 450 mm

Dplate = 350 mm

Area of plate = 135000 mm^2

Let projection on each side a = b = 25 mm

w = 11.11 N/mm^2

Thickness of slab base ts = 7.31 mm < 12.70 mm

So use a base plate of size 350mmx350mmx16mm

DESIGN OF PEDISTRAL

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 anchor bolts on each side = 4

Total number of anchor bolts,n = 8

The 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 ζ1 = F/A+6*Mz/BL^2 = 10.60N/mm^2 < 16
OK

Min pressure ζ2 = F/A-6*Mz/BL^2 = -9.04N/mm^2 < 16

C = L*ζ1/(ζ1+ζ2) = 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 = 21.291kN

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*ηbd) = 863.44mm

Let anchor bolt length = 900mm

• FOUNDATION DESIGN USING STAAD PRO.

• Open staad foundation

• primary load cases in staad foundation

• Now create a load combination in this staad foundation file

• Now go to job setups

• Now define parameters

1. 2. 3.

• Design

>> Design pass

• Dimensions

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