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

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.

ANS:

ROOF SLOPE CALCULATION:

Roof Slope = 1 in 12

Width, b = 30 m

X / (b/2) = 1/12

X = (30/2) / 12 = 15/12

X = 1.25 m

GEOMETRY / MODEL CREATION:

PROPERTIES:

MATERIAL:

SPECIFICATION:

• Member Tension
• End MY MZ
• Start MY MZ

BETA Angle 90 degree for wind / gable columns

SUPPORT:

• Pinned

LOAD CASE DEFINATION:

1. EQ+X

• IS 1893 Load-X 1

2. EQ+Z

• IS 1893 Load-Z 1

3. DEAD LOAD

• Self weight Y -1.15
• Main frame rafter GY -1.506 KN/m
• Gable frame rafter GY -0.753 KN/m
• Main frame column GY -1.013 KN/m
• Gable frame column GY - 0.506 KN/m
• Gable / wind column GY -0.87 KN/m
• Wind frame point load FY - 0.863 KN/m
• Gable frame point load FY -0.4315KN/m

4. LIVE LOAD

• Main frame rafter GY -4.5 KN/m
• Gable frame rafter GY - 2.25 KN/m
• Wind frame point load FY - 3.75 KN/m
• Gable frame point load FY - 1.875 KN/m

SEISMIC DEFINATION:

Member Weight:

Assign to Edit list from followed by the Dead Load

• Self weight Y -1.15
• Main frame rafter GY -1.506 KN/m
• Gable frame rafter GY -0.753 KN/m
• Main frame column GY -1.013 KN/m
• Gable frame column GY - 0.506 KN/m
• Gable / wind column GY -0.87 KN/m

Joint Weight:

Assign to Edit list from followed by the Dead Load (point load)

• Wind frame point load FY - 0.863 KN/m
• Gable frame point load FY -0.4315KN/m

LOAD CASE DEFINATION:

5. Wind load (0+CPi)

6. Wind load (0-CPi)

7. Wind load (90+CPi)

8. Wind load (90-CPi)

DESIGN OF STEEL COLUMN:

Solution:

DESIGN OF BASE PLATE:

DESIGN OF PEDESTAL:

Grade of concrete = 40 N/mm2

Load = 200 KN

Moment = 120 KN

Horizontal shear = 20 KN

Yield strength = 250 N/mm2

Length of base plate = 450 mm

Width of base plate = 350 mm

C/C distance of bolt in group-Z = 300 mm

C/C distance of bolt in group-X = 180 mm

Bearing strength of concrete Fc = 16 N/mm2

Depth of Column = 300 mm

Width of Column = 250 mm

Anchor Bolt Details

Dia of anchor bolts =24 mm

No:of anchor bolts in each side = 4

Total no:of anchor bolts, n = 8

Gross area of the bolt ;Asb' = 452.16 mm2

Net area of bolt 'Anb' = 352 mm2

Ultimate tensile strength of bolt 'fub' = 400 N/mm2

Fyb (anchor bolts) = 240 N/mm2

Base plate Details

Ultimate tensile strength of plate 'fu' = 490 N/mm2

Thickness of plate = 16 mm

Yield stress of plate = 330 N/mm2

Anchor bolt design

Area of the plate = 157500 mm2

Stress, Maximum pressure =(F/A)+(6XMz/BL2)

= 10.6 N/mm2 < 16 Hence OK

Minimum pressure =

= -9.04 N/mm2 < 16 Hence OK

Centroid = = 242.89 mm

a =L/2-C/3 = 144.04 mm

e = (L-Ld) / 2 =75 mm

y = (L - C/3-e) = 294.04 mm

Tension in anchor bolt along the length of plate, FT = (Mz - Fa)/Y

= 364.38

Tension per bolt = 91 KN

Shear per bolt = 1.63 KN

Shear Check

Factored shear force = Vsb = 1.63 KN

Vd,sb = 81290.9 N

= 81 KN

Factored = 65.03 KN

Tensile Check

Factored tensile force in bolt, Tb = 91.1 KN

Tensile strength of bolt Ts,b = Tn,b /γmb">γmb= 126 KN

Td,b = 98.65 KN

Combined Unity Check

Vsb/Vdb = 0.025

Tb/Tdb = 0.92

Unity check = 0.85 < 1, Hence OK

Anchor Bolt Length

Bond strength in tension, τbd">τbd= 1.4 N/mm2

Anchor length required = Tb(3.14*τbd">τbd)

= 863.44 mm

Let Anchor Bolt Length = 900 mm

DESIGN OF Z-PURLIN:

Span of the purlin = 6 m

spacing of purlin = 1.5 m

No:of sag rods = 1

slope of the roof = 4.76 = 5 degree

Dead load:

Weight of sheeting = 6kg/m2

self weight of purlin = 4.22 kg/m2

Additional load = 10% = 0.42 kg/m2

Total Dead load = 0.106 kg/m2

Live load:

Live load on roof = 75 kg/m2

Wind Load:

Basic wind speed = 50 m/s

Terrain caterogy = 2

Building class = B

K1 = 1

K2 = 1

K3 = 1

Design wind speed, Vz = 57 m/s

Design wind pressure, Pz = 1949.9 m/s = 1.94 KN

Length of building, L = 50 m

Breadth of building, W = 30 m

Height of building, H = 10.25 m

Height of eaves, = 9 m

h/w = 0.34

L/w = 1.667

External Pressure Co-eeficient

Maximum downward =Cpe = -0.4

Maximum upward =Cpe = -0.7

Internal Pressure Co-eeficient

Maximum positive =Cpi = 0.5

Maximum negative =Cpi = -0.5

For Maximum upward wind force

Max upward Cpe = - 0.7

Cpi = - 0.5

Cpe+Cpi = -1.2

Pz = 1.95

Wind Pressure for Purlin Design = - 2.339 KN/m2

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 = 0.195 KN/m2

Design Load Calculation

spacing of purlin 1.5 m

slope of roof = 5degree

Total dead load = 0.096

DL Normal component = 0.144 KN/m

DL Tangential component = 0.013 KN/m

Total Live load = 0.75

LL Normal component = 1.121 KN/m

LL Tangential component = 0.098 KN/m

Total Wind load = -2.339

WL Normal component = - 3.496 KN/m

WL2 WL load = 0.195 KN/m

WL Normal component = 0.291 KN/m

Maximum Normal component = DL+LL = 1.265 KN/m

Purlin section

Selected section Z200 x 6 x 2.3

Area = 8.07 cm2

Weight of purlin = 6.335 kg/m

Foundations using STAAD Foundation.

Results:

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

ANS: