Project 2

1)

Aim - i) To Design Warehouse Building located in Chennai using STAAD Pro Connect Edition.

ii) Prepare a Design Basis Report for the project

iii) Create structural model using STAAD Pro Connect Edition

iv) Prepare DL, LL, WL and EQL load calculations as per IS 875 standards

Procedure -

i) Open Stadd Pro

ii) Click on Create New Project

iii) Set Unit as Metric

iv) Create Geometry by using given data

v) L = 50m

vi) B = 30m

vii) Eave Height = 9m

viii) Roof Slope = 1 in 12

i) Roof Slope Calculation -

Roof Slope = 1 in 12 ......................( given )

`x/(b/2) = 1/12`

`therefore X = 1.25 m`

where x = central ridge ht

b = width

The height of central ridge is x = 1.25 m

total ht = 9 + 1.25

= 10.25 m

ix) Model is prepared in STAAD Pro.

x) Section properties and Materials are applied to all the member

xi) Releases and specifications are applied.

xii) Support conditions are applied.

2) Calculaion of Loading

A) Dead Load

Dead Load on Rafter

i) Weight of Roof Sheet = 5 Kg/m2

ii) Weight of Purlin and sag rods = 5 Kg/m2

iii) Additional weight = 5 Kg/m2

Total weight of rafter = 15 Kg/m2

iv) Dead load on rafter = 15 x 10 x 8 = 1200 N/m = 1.2 kN/m

v) Dead Load on Purlin = 10 x 10 x 8 = 800 N/m = 0.8 kN/m

vi) Mezz Slab self-weight (150 mm thk slab) = 0.15 x 25 kN/m3 = 3.75 kN/m2

vii) Floor Finishes and additional load on Mezz Floor = (150 + 500) kg/m2 = 0.65 kN/m2

viii) Weight of 230mm thick brick wall (4-meter height) on Mezz floor = 20 kN/m3 x 0.23 x 4 = 18.4 kN/m

B) Live Load

i) Live Load on Roof = 0.75 Kn/m^2

ii) UDl on Rafter = 0.75 x 6 = 4.5 Kn/m

iii) Eave Gutter = (250 x 250 x 10 mm )

iv) Load due to wt of water in gutter = 0.25 x 0.25 x 0.010 x 6

= 3.75 Kn

C) 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

D) 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.

3) 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

RATIO = 1

STEEL TAKE OFF

Result -

i) Once the ananlysis is done

ii) Click on Post Processing

B) Design of Foundation

i) Import the file in stadd foundation

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 = 6.26 mm^4

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

Detailed Report has been added with all design structural elements

https://drive.google.com/file/d/1u_GHBiBA2YFJ5Yp-IClBTo1JPC3wzw63/view?usp=sharing

https://drive.google.com/file/d/1anng7IjTH4SOBtytAmt6OxPeFRs1xCdV/view?usp=sharing

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

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

Procedure -

i) Simply Supported Crane girder is designed in Excel Sheet

ii) Crane girder Pdf is attached below .

https://drive.google.com/file/d/1UxjmNmnZ4k33LXjx0mfOp7kRXhSaBQZp/view?usp