Challenge

Project 2

HHaseena Khalid18 Oct 2023

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
1. Steel column
2. Rafter
3. Base plate
4. Pedestal
5. 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.

AIM

Design a Warehouse Building located in Chennai using STAAD Pro Connect Edition

PROCEDURE

Open staad software an then create new page

then draw nodes and beams using giveen specification

complete the skeltal structure using add beams nodes translational repeat

skeltal structure is formed

then add tie beams and brick wall nodes

add bracings

add support to the structure

add properties

properties for end column

properties for middle column

properties for gabble column

properties for main rafter

properties for gable rafter

assign the properties

assign beta angle 90degree for gable columns

add materials steel

go to specification and assign as tension members

moment release at purlin members ( both start and end)and geble members unsupport ends

now add and assign the loads

first go to loads and add load cases

LOAD CALCULATIONS

DEAD LOAD

SELF WEIGHT = -1.15

DL ON RAFTER = WEIGHT OF ROOF SHEETING+WIGHT OF SAG ROD & BRACES+COLLATERAL LOAD

= 5+5+10 = 20kg/m^2

= 0.2kn/m^2

UDL on rafter = 0.2*6 =1.2 KN/M

UDL ON RAFTER FROM PURLIN =8*6*8.77/15

= 28.06Kg/m=0.28N/m

UDL ON MAIN FRAME = 1.2+0.28= 1.48KN/M

UDL ON GABLE FRAME = 0.74KN/M

DEAD LOAD ON COLUMN

LOAD FROM SAG ROAD AND BRACES = 0.1*6=0.6KN/M

LOAD DUE TO GRIT = 8.77*6*6/6 =52.62KG/M

= 0.52KN/M

TOTAL = 0.6+0.52

TOTAL LOAD ON COLUMN =1.12KN/M

LOAD ON GABLE COLUMN = 0.56 KN/M

LOAD ON WIND COLUMN

LOAD FROM SHEET AND SAG ROADS = 0.1*6=0.6KN/M

LOAD DUE TO WEIGHT OF GIRTS = 6.32*6*6/6

= 37.92Kg/M

= 0.37KN/M

TOTAL LOAD = 0.6+0.37 =0.97KN/M

DEAD LOAD EAVE STRUT & GUTTER =1.16KN(FOR MAIN)

=0.58 KN (FOR GABLE)

LIVE LOAD CALCULATION

L.L ON ROOF = 0.75 KN/M^2

UDL ON MAIN FRAME RAFTER = 0.75* 7=5.25KN/M

UDL ON GABLE FRAME= 0.5*5.25 = 2.625KN/M

LOAD DUE TO WEIGHT OF WATER IN GUTTER

MAIN FRAME = 0.25 *0.25*10*6 = 3.75KN

Gable frame = 0.5*4.375=2.187KN

ADD AND ASSIGN DEAD LOAD AND LIVE LOAD TO THE STRUCTURE

Add earthquake load before add earth quake load add definition

after add and assign seismic definition add earthquake load

FOR WIND LOAD CALCULATION

add the wind load

then assign the loads

Then design the structure for that go to design and select is code for design

FOR BRACINGS

fu=420000KN/M^2

FY=250000KN/M^2

MAIN FRAME ,GABLE FRAME ,COLUMN AND RAFTER

FU= 490000KN/M^2

FYLD = 345000KN/M^2

PURLINS

FU=450000KN/M^2

FYLD=310000KN/M^2

Add and assign the values

now assign all the parameters

add and assign main 180 ratio=1

then add command and assign take off

then add and assign command check code

then go to analysis and load list add

then add analysis type as perform analysis

then rue the analysis

for Design basic report go to report setup reports

add input and out puts

Prepare a Design Basis Report for the project

Create structural model using STAAD Pro Connect Edition

1.2Design using MS – Excel

Steel column
Rafter
Base plate
Pedestal
Z- purlin

a) 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>

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

b) 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

c) Base plate :-

d) 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>

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

= 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*τbd)

= 863.44mm

Let anchor bolt bolt length = 900mm

e) 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

Breath 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>

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