Project 1

AIM & INTRODUCTION :- Main frame with Lean (Grid-2) & Gable frame without Lean (Grid-15) of Proposed Coil center is to be modeled and designed with given inputs-

Given Inputs- Building Width = 30 m out to out of steel

Building Length = 140 m c/c of column

Roof Slope = 1 in 10

Cear ht of Bldg = 11.10 m ( from FFL)

Bay spacing = 10 m

Column Base = Fixed

Dead Load = 0.14 KN/sqm

Live Load = 0.75 KN/sqm

Colateral Load = 0.15 KN/sqm

Purlin Load = 8.77 Kg/m = 0.0877 KN/m

PROCEDURE IN DETAIL:-

Model is prepared with given Inputs.

Calculation of Dead load on rafter & column= 0.14 KN/m2

= 0.14x10 =1.4 KN/m

Purlin Load = 8.77Kg/m = 87.7 N/m

= 87.7x10 N = 877 N

= 0.877 KN

Assuming Wt of Roof Sheeting (0.55 mm Galvanized sheet)

= 5 Kg/m2 = 0.05x10 =0.5 KN/m

Assuming wt of sag rod, Bracings, Clips etc. =5.75 Kg/m2=0.0575x10=0.575 KN/m

Total Dead Load = 1.4+0.5+ 0.575 = 2.475 KN/m

Live Load = 0.75 KN/m2x 10 = 7.5 KN/m

Colateral Load 0.15 KN/m2 x 10 = 1.5 KN/m

Total Dead Load on Lean to= 2.475/2+ 1.5 KN/m = 2.736 KN/m

Live Load on Lean to = 3.75 KN/m

Steps of Seismic Loading-

In the Loading option we choose-------Seismic definition then defining Seismic parameters as follows-

First selecting IS 1893-2002/2005

For Chennai , zone factor (Z) = 0.16 for zone-3

Response Reduction factorReduction factor =5 for SMRF ;

Importance factor =1 ( For general Building) ;

Soil type =2 ( Cosidering soil as medium soil)

Structure type =1 ; Damping Ratio =0.05

Dead load and live load as per IS 1893

Dead load is applied 100%

Live load 50% in case it is more than 3 KN

Live load on roof is considered as 0

Selfweight , Dead load ,Live load assigned.

CRANE LOAD-

Crane capacity : 30 MT ( EOT Creane)

c/c of crane rail : 27.41 m

Crane height : 7.5 m

Crane wt including hoist : 35 MT

Gantary Girder wt : 158.24 Kg/m

Rail wt : 53 Kg/m

No of Wheels : 4

Wheel Base : 5.8 m

Bumper Distance : 6.2 m

Maximum wheel Load : 262.00 KN

Vertical impact : 25% As per IS 875

Lateral impact : 20% As per IS 875

Longitudinal impact : 10% As per IS 875

Max. wheel load ( Vertical) = [ 35/2 + 30]/2 =23.75 MT = 237.5 KN

Dead load of Rail and Gantry Girder = (158.24 + 53 )Kg/m =211.24 Kg/m

= 2.11 KN/m = 2.112x10 = 21.12 KN

Vertical load on each Bracket = 10.56 KN

Max Reaction on Crane Bracket `R_max` with Dead load of Rail & Gantry girder

= 237.5+ 10.56 = 248.06 KN

Min. Reaction on the Bracket `R_min`= 0.4x 248.06= 99 KN

Horizontal wheel load transverse to rails = 0.2x30/2 = 3 MT = 30 KN

( 20% As per give n input but as per IS 875 PART2 Clause 6.3.2 it is 10%)

Max Reaction on the Bracket with Impact of 25% as per IS 875/ Part-2,clause 6.3

`R_max` = 1.25x 248.06 KN = 310.075 KN

Design vertical load with F.S = 310.075x 1.5 = 465 KN

`R_min`= 99 KN

Total cases-

1) `R_max` on left Bracket , +H on Left Bracket , `R_min`on Right Bracket

2) `R_max` on left Bracket , -H on Left , `R_min`on Right Bracket

3) `R_min` on left Bracket, +H on Right Bracket , `R_max`on Right Bracket

4 ) `R_min` on left Bracket, -H on Right Bracket , `R_max`on Right Bracket

Load assigning for
CR1

CR2

CR3

CR4

Horizontal traction force along the rails = 0.1 (262.5+262.5) = 52.5 KN

( 10% As per give n input but as per IS 875 PART2 Clause 6.3.2 it is 5%)

CALCULATION OF WIND PRESSURE:-

Basic wind speed`V_b`=180 KMPH = 50 m/s

`K_1`= 1.0 ( General Bldg as per Table-1 of IS:875,Part-3)

`K_2`=0.94 ( For Terrain category 3)

``K_3`= 1.00`( Upwind slope is less than 3 degree`)

``K_4`=1.15` ( IS 875 Cyclone Zone)

Design wind speed `V_z`= `K_1xxK_2xxK_3xxK_4xxV_b`

= 1x0.94x1.0x1.15x50 = 51.75 m/s

Wind Pressure `P_z`= 0.6x `V_z^2` = 1606.84 N/sqm = 1.61 KN/sqm

Design wnd pressure `P_d= K_d xxK_axxK_c xxP_z`

`K_d`=0.9 ( Directionality factor)

`K_a`= 0.9 ( Area averaging factor)

`K_c`= 0.9 (Roof is subjected to pressure & suction)

`P_d`= 0.9x0.9x0.9x 1.61 = 1.17 KN/sq`

WIND LOAD CASE-1 : wind across the Ride ( 0 degree) with +v e `C_(p i)`

Roof angle `alpha = 5.71^0`

Surface	`C_(pe)`	`C_(p i)`	`C_p=( C_(pe-C_(p i) ))`	wind load on frame`F = C_pxxAxxP_d`
A	0.7	0.5	0.2	1.17
EF	-0.94	0.5	-1.44	-16.85
GH	-0.4	0.5	-0.9	-10.53
B	-0.25	0.5	-0.75	-8.78
C	-0.6	0.5	-1.1	-3.2175
D	-0.6	0.5	-1.1	-22.5225
	0.41	0.5	-0.09	-0.5
Lean to	0.41	0.5	-0.09	-0.5

NOTE- `C_(pe)` for EF & GH are found by Interpolation

`alpha` in Degree`	EF	GH
5	-0.9	0.4
10	-1.2	0.4

WIND LOAD CASE-2 : wind across the Ride ( 0 degree) with -v e `C_(p i)`

Roof angle `alpha = 5.71^0`

Surface	`C_(pe)`	`C_(p i)`	`C_p=( C_(pe-C_(p i) ))`	wind load on frame`F = C_pxxAxxP_d`
A	0.7	-0.5	1.2	7.02
EF	-0.94	-0.5	-0.44	-5.15
GH	-0.4	-0.5	0.1	-1.17
B	-0.25	-0.5	0.25	2.93
C	-0.6	-0.5	-0.1	-0.2925
D	-0.6	-0.5	-0.1	-2.0475
Lean to	0.41	-0.5	0.91	5.32
Extended roof	0.41	-0.5	0.91	5.32

WIND LOAD CASE-3 : wind parallel the Ride ( 90 degree) with +v e `C_(p i)`

Roof angle `alpha = 5.71^0`

Surface	`C_(pe)`	`C_(p i)`	`C_p=( C_(pe-C_(p i) ))`	wind load on frame`F = C_pxxAxxP_d`
A	-0.5	0.5	-1.0	-5.85
EF	-0.8	0.5	-1.3	-15.21
GH	-0.8	0.5	-1.3	-15.21
B	-0.5	0.5	-1.0	-11.7
C	-0.7	0.5	-1.1	-3.2175
D	-0.1	0.5	-1.1	-22.5225
Lean to	0.41	0.5	-0.09	-0.5
Extended roof	0.41	0.5	-0.09	-0.5

WIND LOAD CASE-4 : wind parallel the Ride ( 90 degree) with -v e `C_(p i)`

Roof angle `alpha = 5.71^0`

Surface	`C_(pe)`	`C_(p i)`	`C_p=( C_(pe-C_(p i) ))`	wind load on frame`F = C_pxxAxxP_d`
A	-0.5	-0.5	0.0	0.0
EF	-0.8	-0.5	-0.3	-0.36
GH	-0.8	-0.5	-0.3	-0.36
B	-0.5	-0.5	0.0	0.0
C	-0.7	-0.5	-1.1	-3.275
D	-0.1	-0.5	-1.1	-22.5225
Lean to	0.41	-0.5	0.91	5.32
Extended roof	0.41	-0.5	0.91	5.32

Run Analysis command is performed

Zero errors shown

Stadd file attached below

Now gable frame designed

Successfully analysis performed with zero errors

Stadd file attached for reference

RESULT: Models is prepared with given inputs such as load, support condition, design parameters etc. and on postprocessing after Run Analysis, no error has been reported. Utilization Ratio is less than 1 for all the members. Slenderness Ratio, forces, moments are with in permissible limit. All the members are safe.