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L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF WALKWAY RUNNERS
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF WALKWAY MEMBER FOR 600 mm ( CLEAR) WALKWAY
Width of the walkway = 600 mm
Span of Walkway = 3000 mm
600 mm
SECTIONAL PROPERTIES
Section Assumed = TUBR60x40x4.5
W = 0.06 KN/m
A = 767 mm2
Izz = 333100 mm4
Zez= = 11100 mm3
Zpz= = 13253.923227 mm4
ry = 15.08 mm
D = 60 mm
T = 4.5 mm
B = 40 mm
d = 51 mm
b = 31 mm
fy = 310
fu = 450
E = 200000
ɣm0 = 1.1
FOR SHS,RHS
Ɛ = 0.899
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact Semi compact
6.89 Plastic
11.33 Plastic Plastic
Hence the section is classified as PlasticLOAD CALCULATION
a) DEAD LOAD
Self Weight of chequerd plate(Thickness=6mm) = 0.53 KN/ m^2 x0.6/2"= 0.16 KN/ m
Self Weight of Walkway Member = 0.06 KN/ m
Self Weight of Handrails = 9.62 Kg/m = 0.095 KN/ m
TOTAL DEAD LOAD = 0.32 KN/m
b) LIVE LOAD
Live Load on Walkway = 2.5 KN/ m^2 As Per DBR
= 2.5x0.6/2"= = 0.75 KN/m
COMBINATION OF LOAD
TOTAL LOAD (DL + LL) = 0.32+0.75 = 1.07 KN/m
FACTORED LOAD (1.5DL+1.5LL) = (1.5*0.32)+(1.5*0.75) = 1.61 KN/m
CHECK FOR BENDING STRENGTH
The span of walkway is taken as 3000mm(maximum). Here the walkway is considered as three span continuous beam and accordingly moment, deflections were calculated.
N/mm2
N/mm2
N/mm2
b / tf d / tw
b / tf =
d / tw =`
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
Maximum Bending strength due to factored DL+LL
Considering walkway as a three span continuous beam
1.61 KN/m
3000 3000 3000
Maximum Bending strength due to factored DL+LL =
= 1.61*3^2/10
= 1.449KN-m
Design Bending Strength
= As per IS 800- 2007,Clause 8.2.1.2
Where β = 1
Md = 3.74 KN-m
Utilization ratio = 0.39 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Live load & SIDL only - Un factored)
Allowable deflectrion = L/300 As per IS: 800-2007,Table: 6
= 10mm
Actual deflection = For 3 span continuous beam
= 8mm < Allowable deflectrion
HENCE SAFE
SUMMARY ACTUAL ALLOWABLE
1 Check for bending strength 0.39 < 1 HENCE SAFE
2 Check for deflection 8mm < 10mm HENCE SAFE
WL2/10
Design Bending Strength Md βbZpfy / ɣm0
5 wl 4/ 768 EI
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF WALKWAY MEMBER FOR 1400 mm ( CLEAR) WALKWAY
Width of the walkway = 1400 mm
Span of Walkway = 3000 mm
1400 mm
SECTIONAL PROPERTIES
Section Assumed = TUBR80x40x4.0
W = 0.066 KN/m
A = 855 mm2
Izz = 647900 mm4
Zez= = 16200 mm3
Zpz= = 19794.500877 mm4
ry = 15.85 mm
D = 80 mm
T = 4 mm
B = 40 mm
d = 72 mm
b = 32 mm
fy = 310
fu = 450
E = 200000
ɣm0 = 1.1
FOR SHS,RHS
Ɛ = 0.899
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact Semi compact
8 Plastic
18 Plastic Plastic
Hence the section is classified as Plastic
LOAD CALCULATION
a) DEAD LOAD
Self Weight of chequerd plate(Thickness=6mm) = 0.53 KN/ m^2 x1.4/2"= 0.38 KN/ m
Self Weight of Walkway Member = 0.066 KN/ m
Self Weight of Handrails = 9.62 Kg/m = 0.095 KN/ m
TOTAL DEAD LOAD = 0.55 KN/mb) LIVE LOAD
Live Load on Walkway = 2.5 KN/ m^2 As Per DBR= 2.5x1.4/2"= = 1.75 KN/m
COMBINATION OF LOAD
TOTAL LOAD (DL + LL) = 0.55+1.75 = 2.3 KN/m
FACTORED LOAD (1.5DL+1.5LL) = (1.5*0.55)+(1.5*1.75) = 3.45 KN/m
The span of walkway is taken as 3000mm(maximum). Here the walkway is considered as three span continuous beam and accordingly moment, deflections were calculated.
N/mm2
N/mm2
N/mm2
b / tf d / tw
b / tf =
d / tw =`
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
CHECK FOR BENDING STRENGTH
Maximum Bending strength due to factored DL+LL
Considering walkway as a three span continuous beam
3.45 KN/m
3000 3000 3000
Maximum Bending strength due to factored DL+LL =
= 3.45*3^2/10
= 3.105KN-m
Design Bending Strength
= As per IS 800- 2007,Clause 8.2.1.2
Where β = 1
Md = 5.58 KN-m
Utilization ratio = 0.56 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Live load & SIDL only - Un factored)
Allowable deflectrion = L/300 As per IS: 800-2007,Table: 6
= 10mm
Actual deflection = For 3 span continuous beam
= 9.1mm < Allowable deflectrion
HENCE SAFE
SUMMARY ACTUAL ALLOWABLE
1 Check for bending strength 0.56 < 1 HENCE SAFE
2 Check for deflection 9.1mm < 10mm HENCE SAFE
WL2/10
Design Bending Strength Md βbZpfy / ɣm0
5 wl 4/ 768 EI
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF PURLINS
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PURLINDESIGNED CHECKED SHEET
PDE VETRI
Max span of purlins = 3 m
Spacing of purlins = 1.25 m 1.25
The purlin is designed as 3 span continuous beam
Consider purlin SHS TUBS60x60x4.0 α = 18.43 degree
1.19
DEAD LOAD CALCULATION
Self wt of Roofing sheet = 10 Kg/m2 Thickness of sheet= 1mm
Wt of sheet/m = 10x1.19x9.81/1000 = 0.117 KN/m
Self wt of purlin = 6.72 Kg/m
= 0.066 KN/m
Total = 0.183 KN/m
LIVE LOAD CALCULATION
Live load on roof = 0.75 (As per DBR)
Deduction as per IS875 (PART II)-1987,TABLE 2 = 0.59
Dust load = 0.5 (As per DBR)
Hence live load /m = (0.59+0.5)*1.19 = 1.3 KN/m
WIND LOAD CALCULATION
Basic wind speed = 50 m/sec (As per DBR)
K1 = 1.08 (As per DBR)
K3 = 1 (As per DBR)
K2 = 1.1
Design wind speed = 50*1.08*1*1.1 = 59.4 m/sec (As per IS875 (PART III)-1987,clause 5.3)
Design wind pressure = 0.6*59.4^2 = 2117.02 N/m2 (As per IS875 (PART III)-1987,clause 5.4)
= 2.117 KN/m2
Assuming % of openings 5 to 20%
Cpi = ±0.5 (As per IS875 (PART III)-1987,clause 6.2.3.2)
h = 2.625 m
w = 7.1 m
h/w = 2.625/7.1 = 0.37
Roof angle = = 18.43
FOR 0 Deg. Wind Cpe (WWS) = -0.5256
Cpe (LWS) = -0.4(As per IS875 (PART III)-1987,clause 6.2.2.2,Table 5)
FOR 90 Deg. Wind Cpe (WWS) = 0.7157
Cpe (LWS) = -0.6
Hence Wind load on purlin
On WWS - (0.7157-0.5)*2.117*1.25= = 0.570 KN/m For Cpi +ve
On LWS - (-0.6-0.5)*2.117*1.25= = -2.910 KN/m
On WWS - (0.7157+0.5)*2.117*1.25= = 3.217 KN/m For Cpi -ve
On LWS - (-0.6+0.5)*2.117*1.25= = -0.265 KN/m
Purlin will be designed for Cpi +ve. ( Maximum coefficient)
LOAD COMBINATION -1 DL+LL
Load component normal to the rafter - (DL+LL)Cosα = (0.183+1.3)*0.95 = 1.41 KN/m
Load component parallel to the rafter - (DL+LL)Sinα = (0.183+1.3)*0.32 = 0.47 KN/m
sag rod = 0 no sag rod
Max bending moment for 3 span continuous beam = wl^2/10
Mz = 1.41 x 3 ^2/10 = 1.27 KN-m
My = 0.47 x (3/1)^2/10 = 0.43 KN-m
KN/m2
KN/m2
KN/m2
(As per IS875 (PART III)-1987,TABLE 2,For Terrain category-2, class B )
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PURLINDESIGNED CHECKED SHEET
PDE VETRI
Mz = 1.5 x 1.27 = 1.905 KN- m 1.5
My = 1.5 x 0.43 = 0.645 KN- m 1.1
Max shear for 3 span continuous beam = 2.2wl/2
Vy = 1.5 x2.2x1.41 x 3/2 = 6.98 KN
Vz = 1.5 x 0.47 x 3x2.2/2 = 2.3265 KN
SECTION PROPERTIES
A= 855 mm^2 4mm b = 52mm D(or, h)= 60mm
B = 60mm 14520mm^3 14520mm^3 ###
### 435500mm^4 435500mm^4 d = 52mm
310 N/mm2 450 N/mm2
SECTION CLASSIFICATION
Ɛ = 0.9 0.81
For CHS only
Limit 42 Ɛ^2 52 Ɛ^2 146 Ɛ^2
Class Plastic Compact Semi compact
15 Plastic
FOR SHS,RHS
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact Semi compact
13 Plastic
13 Plastic Plastic
Hence the section is classified as Plastic
CHECK FOR SHEAR CAPACITY
A h / (b + h) = = 458.04 mm^2
A b / (b + h) = = 396.96 mm^2
= 74.53 KN Vdy > Vy HENCE SAFE
= 64.59 KN Vdz > Vz HENCE SAFE
Vy&Vz < 0.6*Vdy & 0.6* Vdz,So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR BENDING STRENGTH
= As per IS 800- 2007,Clause 8.2.1.2
Where = 1
a. Design strength in bending (Mdz)
= 4.73KN-m
= 4.91 KN- m
= 4.73 KN- m
b. Design strength in bending (Mdy)
= 4.73KN-m
= 4.91 KN- m
= 4.73 KN- m
Member section strength
0.54 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Live load & SIDL only - Un factored)
Actual vertical deflection = 5wl^4/768EI For 3 span continuous beam
Load component normal to the rafter - (LL)Cosα = (1.3+0.117)*0.95 = 1.35 KN/m
Actual vertical deflection = 8.160 mm
Allowable deflection = Span / 150 As per IS: 800-2007,T able: 6 for purlins
= 20 mm
So 8.160 < 20 mm
HENCE SAFE
Factored moments,
ɣf =
ɣmo=
Factored shear,
t =
Zez = Zey = Zpz =
Zpy = Izz = Iyy =
fy = fU =
Ɛ2=
D / t =
b / tf d / tw
b / tf =
d / tw =
Avy =
Avz =
Vdy = fy x Av / ɣmo x 1.732
Vdz = fy x Av / ɣ mo x 1.732
Design Bending Strength Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0)
βb
βbZpfy / ɣm0
1.2Zefy / ɣm0
Therefore Mdz
βbZpfy / ɣm0
1.2Zefy / ɣm0
Therefore Mdy
Mz / Mdz + My / Mdy =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PURLINDESIGNED CHECKED SHEET
PDE VETRI
LOAD COMBINATION -1 (DL+WL) (Check for wind suction)
Load component normal to the rafter = WL+DLCosα = -2.91+(0.183*0.95) = -2.736 KN/m
Load component parallel to the rafter = DLSinα = 0.06 KN/m
Max bending moment for 3 span continuous beam = wl^2/10
Mz = 2.736 x 3 ^2/10 = 2.47 KN- m
My = 0.06 x (3/1)^2/10 = 0.06 KN- m
Factored momenMz = 1.5 x 2.47 = 3.705 KN- m 1.5
My = 1.5 x 0.06 = 0.09 KN- m
Factored shear, Vy = 1.5 x2.2x2.736 x 3/2 = 13.54 KN Vdy > Vy HENCE SAFE
Vz = 1.5 x 0.06 x 3x2.2/2 = 0.297 KN Vdz > Vz HENCE SAFE
Member section strength
Mz / Mdz + My / Mdy = 0.8 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Wind load only- Un factored)
Actual vertical deflection = 5wl^4/768EI For 3 span continuous beam
Load component normal to the rafter - (WL) = 2.91 KN/ m
Actual vertical deflection = 17.590 mm
Allowable deflection = Span / 150 As per IS: 800-2007,T able: 6 for purlins
= 20 mm
So 17.590 < 20 mm
HENCE SAFE
SUMMARY
Dead Load + Live Load combination
Check for shear capacity ACTUAL ALLOWABLE
Check for Vertical shear 6.98 KN < 74.53 KN HENCE SAFE
Check for Horizontal shear 2.3265 KN < 64.59 KN HENCE SAFE
Check for bending 0.54 < 1 HENCE SAFE
Dead Load + Wind Load combination
Check for shear capacity
Check for Vertical shear 13.54 KN < 74.53 KN HENCE SAFE
Check for Horizontal shear 0.297 KN < 64.59 KN HENCE SAFE
Check for bending 0.8 < 1 HENCE SAFE
Unfactored Wind Load
Check for deflection 17.590 < 20 HENCE SAFE
gf =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF SIDE RUNNERS
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF SIDE RUNNERSDESIGNED CHECKED SHEET
PDE VETRI
As per IS 800: 2007
Max span of side runner = 3 m
Spacing of side runner = 1 m 1 m
Side runner is designed as 3 span continuous beam
Consider side runner as SHS TUBS60x60x4.0
1 m
DEAD LOAD CALCULATION
Self wt of cladding sheet = 10 Kg/m2 Thickness of sheet= 0.8mm
Wt of sheet/m = 10x1x9.81/1000 = 0.098 KN/m DL
Self wt of the member = 6.72 Kg/m
= 0.07 KN/m WL
Total = 0.168 KN/m
WIND LOAD CALCULATION
Basic wind speed Vb = 50 m/sec (As per DBR)
K1 = 1.08 (As per DBR)
K3 = 1 (As per DBR)
K2 = 1.1
Design wind speed = 50*1.08*1*1.1 = 59.4 m/sec (As per IS875 (PART III)-1987,clause 5.3)
Design wind pressure = 0.6*59.4^2 = 2117.02 N/m2 (As per IS875 (PART III)-1987,clause 5.4)
= 2.117 KN/m2
Assuming % of openings 5 to 20%
Cpi = ±0.5 (As per IS875 (PART III)-1987,clause 6.2.3.2)
Structure height, h = 2.625 m
Structure width, w = 7.1 m
Structure length, l = 24 m
h/w = 2.625/7.1 = 0.37 Therefore,1/2 < h / w < 3/2
l/w = 24/7.1 3.38 Therefore, 3/2 < l / w < 4
For wind Angle = 0 Cpe (WWS) = 0.7(As per IS875 (PART III)-1987,Table 4)
Cpe (LWS) = -0.25
Considering maximum coeffiecient for Face A & B
Total wind force on a side runner (WWS) -
(0.7+0.5)*2.117*(1)= 2.540 KN/m
Total wind force on a side runner (LWS) - 1.5
(0.25-0.5)*2.117*(1)= -0.53 KN/m 1.1
sag rod = 0 no sag rod
DL+WL (Check for wind loading)
Max bending moment for 3 span continuous beam = wl^2/10
Mz = 2.54 x 3 ^2/12 = 1.91 KN- m
My = 0.168 x (3/1)^2/12 = 0.13 KN- m
Mz = 1.5 x 1.91 = 2.865 KN- m
My = 1.5 x 0.13 = 0.195 KN- m
(As per IS875 (PART III)-1987,TABLE 2,For Terrain category-2, class B )
ɣf =
ɣm0 =
Factored moments,
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF SIDE RUNNERSDESIGNED CHECKED SHEET
PDE VETRI
Max shear for 3 span continuous beam = 2.2wl/2
Vy = 1.5 x2.2x2.54 x 3/2 = 12.57 KN
Vz = 1.5 x 0.168 x 3x2.2/2 = = 0.8316 KN
SECTION PROPERTIES
A= 855 mm^2 4mm b = 52mm D(or, h)= 60mm
B = 60mm 14520mm^3 14520mm^3 ###
### 435500mm^4 435500mm^4 d = 52mm
310 N/mm2 450 N/mm2
SECTION CLASSIFICATION
Ɛ = 0.89802651013 0.81
For CHS only
Limit 42 Ɛ^2 52 Ɛ^2 146 Ɛ^2
Class Plastic Compact Semi compact
15 Plastic
FOR SHS,RHS
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact
13 Plastic
13 Plastic Plastic
Hence the section is classified as Plastic
CHECK FOR SHEAR CAPACITY
A h / (b + h) = = 458.04 mm^2
A b / (b + h) = = 396.96 mm^2
= 74.53 KN Vdy > Vy HENCE SAFE
= 64.59 KN Vdz > Vz HENCE SAFE
Vy&Vz < 0.6*Vdy & 0.6* Vdz,So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR BENDING STRENGTH
= As per IS 800- 2007,Clause 8.2.1.2
Where = 1
a. Design strength in bending (Mdz)
= 4.73KN-m
= 4.91 KN- m
Therefore Mdz = 4.73 KN- m
b. Design strength in bending (Mdy)
= 4.73KN-m
= 4.91 KN- m
Therefore Mdy = 4.73 KN- m
Factored shear,
t =
Zez = Zey = Zpz =
Zpy = Izz = Iyy =
fy = fU =
Ɛ2 =
D / t =
b / tf d / tw
Semi compact
b / tf =
d / tw =
Avy =
Avz =
Vdy = fy x Avy / ɣmo x 1.732
Vdz = fy x Avz / ɣmo x 1.732
Design Bending Strength Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0)
βb
βbZpfy / ɣm0
1.2Zefy / ɣm0
βbZpfy / ɣm0
1.2Zefy / ɣm0
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF SIDE RUNNERSDESIGNED CHECKED SHEET
PDE VETRI
Member section strength
0.65 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Wind load only- Un factored)
Actual vertical deflection = 5wl^4/768EI For 3 span continuous beam
Load considered for deflection- (WL) = 2.54 KN/ m
Actual vertical deflection = = 15.354 mm
Allowable deflection = Span / 150 As per Table: 6 of IS: 800-2007 for purlins
= 20 mm
So 15.354 < 20 mm
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
Check for shear capacity
Check for Vertical shear 12.57 KN < 74.53 KN HENCE SAFE
Check for Horizontal shear 0.8316 KN < 64.59 KN HENCE SAFECheck for bending 0.65 < 1 HENCE SAFE
Check for deflection 15.354 < 20 HENCE SAFE
Mz / Mdz + My / Mdy =
SECTION PROPERTIES FOR PARALLEL FLANGE BEAMS & COLUMNS PRODUCED AT RAIGARH.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1
SECTION Weight Total Depth Flange Width Th. Of Web Th. Of Flange Root Radius Area Ixx Iyy Zxx Zyy rxx ryy SECTION
W (kg/m) H (mm) b (mm) tw (mm) tf (mm) r (mm) cm2 cm4 cm4 cm3 cm3 cm cm
UB 203X133X25 25.10 203.2 133.2 5.7 7.8 7.6 31.97 2340 307.6 230.3 46.2 8.56 3.1 UB 203X133X25
UB 254X146X37 37.00 256 146.4 6.3 10.9 7.6 47.17 5537.0 570.6 432.6 78.0 10.83 3.48 UB 254X146X37
UB 305X165X46 46.10 306.6 165.7 6.7 11.8 8.9 58.75 9899.0 895.7 645.7 108.0 12.98 3.9 UB 305X165X46
UB 305X165X54 54.00 310.4 166.9 7.9 13.7 8.9 68.77 11700.0 1063.0 753.6 127.0 13.04 3.93 UB 305X165X54
NPB 400X180X57.4 57.40 397 180 7 12.0 21.0 73.1 20293.00 1170.6 1022.30 131.10 16.66 4 NPB 400X180X57.4
NPB 400X180X66.3 66.30 400 180 8.6 13.5 21.0 84.5 23128.00 1317.8 1156.40 146.40 16.55 3.95 NPB 400X180X66.3
NPB 450X190X77.6 77.60 450 190 9.4 14.6 21 98.8 33743.00 1675.9 1499.70 176.40 18.48 4.12 NPB 450X190X77.6
NPB 500X200X90.7 90.70 500 200 10.2 16 21 115.5 48199.00 2141.7 1927.90 241.20 20.43 4.31 NPB 500X200X90.7
NPB 600X220X107.6 107.6 597 220 9.8 17.5 24 137 82919 3116.3 2777.8 283.3 24.6 4.77 NPB 600X220X107.6
NPB 600X220X122.4 122.4 600 220 12 19 24 156 92083 3387.3 3069.4 307.9 24.3 4.66 NPB 600X220X122.4
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
DEAD LOAD AND LIVE LOAD CALCULATION
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DEAD LOAD & LIVE LOAD CALCULATIONDESIGNED CHECKED SHEET
PDE VETRI
SUPPORT REACTIONS FOR 600 mm WIDE WALKWAY
FOR DEAD LOAD
FOR LIVE LOAD
SUPPORT REACTIONS FOR 800 mm WIDE WALKWAY
FOR DEAD LOAD
FOR LIVE LOAD
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DEAD LOAD & LIVE LOAD CALCULATIONDESIGNED CHECKED SHEET
PDE VETRI
SUPPORT REACTIONS FOR SIDE RUNNERS
FOR DEAD LOAD
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DEAD LOAD & LIVE LOAD CALCULATIONDESIGNED CHECKED SHEET
PDE VETRI
DEAD LOAD (Unfactored load)
1 Self Weight of the Members =
Dead load due to walkway1 Dead load due to 600mm walkway = 1.056 KN (FROM STAAD)2 Dead load due to 800mm walkway = 1.815 KN (FROM STAAD)
Dead load due to siderunner1 Dead load due to side runner at intermediate portals = 0.554 KN (FROM STAAD)2 Dead load due to side runner at end portals = 0.202 KN (FROM STAAD)
Dead load due to Seal Plate
1 Self Weight of Seal Plate ( 0.00315 X7850 ) = 24.75Self Weight of Seal Plate = 24.75x INFLUENCE WIDTHInfluence Width = 3 mDead load due to Seal Plate = 0.2428x3
= 0.729 KN/mDead load due to Stiffeners for seal plate = 25 % of self weight of seal plate
= 0.25x0.729= 0.183 KN/m
2 Spillage weight = 50
= 1.480 KN/mDead load due to Utility pipes
Support is provided at every 3 m1 1 no of Pipe for SW
Weight due to 1 no of Pipe for SW = 15 kg/m= 45 kg= 0.4415 KN
2 1 no of Pipe for SAWeight due to 1 no of Pipe for SA = 12 kg/m
= 36 kg= 0.3532 KN
3 1 no of Pipe for IAWeight due to 1 no of Pipe for IA = 8 kg/m
= 24 kg= 0.2354 KN
3 2 no of Pipe for FFWeight due to 1 no of Pipe for FF = 35 kg/m
= 105 kg= 1.0301 KN Applied at two points
Dead load due to Cable Tray
Support is provided at every 3 m
1 5 no of 600 mm wide Cable Tray
Weight due to 1 no of 600 mm Cable Tray = 80 kg/m
= 240 kg
= 2.36 KN
1 4 no of 300 mm wide Cable Tray
Weight due to 1 no of 300 mm Cable Tray = 60 kg/m
= 180 kg
= 1.77 KN
Weight due to 2 no of 300 mm Cable Tray = 120 kg/m
= 360 kg
= 3.54 KN
Dead load due to Gutter, Water in Gutter
1 Unit Weight of Gutter sheeting = 7850
Dia of the Gutter = 300 mm
Thickness of gutter = 3.15 mm
Influence Width = 3 m
Dead load due to Gutter = 0.343 KN
2 Unit Weight of water = 1000
Dead load due to Water = 1.041
Total Load = 1.384 KN
Taken care by SELFWEIGHT Command in Staad Analysis
KN/m2
Kg/m2
kg/m3
kg/m3
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DEAD LOAD & LIVE LOAD CALCULATIONDESIGNED CHECKED SHEET
PDE VETRI
LIVE LOAD (Unfactored load)
Live load due to walkway
1 Live load due to 600mm walkway = 2.475 KN (FROM STAAD)
2 Live load due to 800mm walkway = 5.775 KN (FROM STAAD)
Short post load data ( Refer Mechanical GA of load data of SEZ - SILO BUILDING Sheet 4 of 5)
UTILITY PIPE SIZES AND WEIGHT
SL.NO PIPE SIZE-NB(mm) OD ID THK
1 15 21.3 15.76 2.77 161.26 1.27 0.2 7.47 8 62 20 26.7 20.96 2.87 214.87 1.69 0.35 8.04 9 63 25 33.4 26.64 3.38 318.77 2.51 0.56 9.07 10 64 32 42.2 35.09 3.56 431.61 3.39 0.97 10.36 11 65 40 48.3 40.93 3.69 516.5 4.06 1.32 11.38 12 66 50 60.3 52.48 3.91 692.68 5.44 2.17 13.61 14 67 65 73 62.69 5.16 1098.75 8.63 3.09 17.72 18 68 80 88.9 77.92 5.49 1438.61 11.3 4.77 22.07 23 69 100 114.3 102.26 6.02 2047.84 16.08 8.22 30.3 31 6
10 125 141.3 128.2 6.55 2772.81 21.77 12.91 40.68 41 611 150 168.3 154.08 7.11 3600.46 28.27 18.65 52.92 53 612 200 219.1 202.74 8.18 5420.28 42.55 32.29 80.84 81 613 250 273 254.46 9.27 7680.5 60.3 50.86 117.16 118 614 300 323.9 304.86 9.52 9402.47 73.81 73 158.81 159 1215 350 355.6 336.56 9.52 10350.55 81.26 88.97 182.23 183 1216 400 406.4 387.36 9.52 11869.88 93.18 117.85 223.03 224 1217 450 457.2 438.16 9.52 13389.2 105.11 150.79 267.9 268 1218 500 508 488.96 9.52 14908.53 117.04 187.78 316.82 317 1219 550 558.8 539.76 9.52 16427.85 128.96 228.82 369.78 370 1220 600 609.6 590.56 9.52 17947.17 140.89 273.92 426.81 427 1221 650 660.4 641.36 9.52 19466.5 152.82 323.07 487.89 488 1222 700 711.2 692.16 9.52 20985.82 164.74 376.28 553.02 554 1223 750 762 742.96 9.52 22505.15 176.67 433.54 635.21 636 2524 800 812.8 793.76 9.52 24024.47 188.6 494.85 708.45 709 2525 850 863.6 844.56 9.52 25543.8 200.52 560.22 785.74 786 2526 900 914.4 895.36 9.52 27063.12 212.45 629.63 867.08 868 2527 950 965 945.96 9.52 28576.46 224.33 702.81 952.14 953 2528 1000 1016 996.96 9.52 30101.77 236.3 780.64 1041.94 1042 25
CABLE TRAY LOAD
150 mm wide: 30 kg/meter/tray
300 mm wide: 60 kg/meter/tray
600 mm wide: 80 kg/meter/tray
AREA (mm2)
PIPE WEIGHT (Kg/m)
WATER WEIGHT (Kg/m)
TOTAL WEIGHT (Kg/m)
WEIGHT TO BE CONSIDERED
(Kg/m)
SUPPORT WEIGHT
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
WIND LOAD CALCULATION
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO. DATE
TITLE WIND LOAD CALCULATION ON MGTDESIGNED CHECKED SHEET
PDE VETRI
WIND LOAD ON SIDE CLADDINGS
Basic Wind speed = 50 m/s (As per DBR)
k1 = 1.08 (As per DBR)
k3 = 1 (As per DBR)
k2 = 1.1
Design wind speed = 1.08*1*1.1*50 = 59.4 m/s
Design wind pressure = 0.6*59.4^2 = 2117 N/m2 = 2.117 KN/m2
Refer Table 4 of IS 875 Part 3
Length of the building, l = 22.7 m
Width of the building, w = 7.1 m
Height of the building, H = 2.625 m
H/w = 0.37
l/w = 3.197
Spacing of MGT verticals = 3 m
Spacing of side runners = 1.2 m
7.1 m
C
X
q
22.7 mA B Z
D
External Pressure Coefficients, CpeWind Direction Face A Face B
0 + X 0.7 -0.25
90 + Z -0.5 -0.5
Internal Pressure Coefficients, Cpi
Assuming 5 to 20 % openings, Cpi = ± 0.500
(As per IS875 (PART III)-1987, TABLE 2,For Terrain category-2, class B )
Angle, q
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO. DATE
TITLE WIND LOAD CALCULATION ON MGTDESIGNED CHECKED SHEET
PDE VETRI
Case 1: Wind Acting along +ve X dir ( θ = 0 ) Cpi = 0.500
Face Cpe Cpi Cpe - CpiA 0.700 0.500 0.200B -0.250 0.500 -0.750
0.200 -0.750
Case 2: Wind Acting along +ve X dir ( θ = 0 ) Cpi = -0.500
Face Cpe Cpi Cpe - CpiA 0.700 -0.500 1.200B -0.250 -0.500 0.250
1.200 0.250
Case 3: Wind Acting along +ve Z dir ( θ = 90 ) Cpi = 0.500
Face Cpe Cpi Cpe - CpiA -0.500 0.500 -1.000B -0.500 0.500 -1.000
-1.000 -1.000
Case 4: Wind Acting along +ve Z dir ( θ = 90 ) Cpi = -0.500
Face Cpe Cpi Cpe - CpiA -0.500 -0.500 0.000B -0.500 -0.500 0.000
0.000 0.000
Case 1: Wind Acting along +ve X dir ( θ = 0 ) Cpi = 0.500
Pd (KN/m2) Cpe - Cpi
Face A
2.117 0.200 1.200 0.50808 0.61
2.117 0.200 1.200 0.50808 1.68
Spacing, s (m)
UDL on side runner, (KN/m)
Point Load on MGT Verticals, (KN)
At End Portal Verticals
At Intermediate
verticals
C
D
A B
C
D
A B
C
D
A B
C
D
A B
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO. DATE
TITLE WIND LOAD CALCULATION ON MGTDESIGNED CHECKED SHEET
PDE VETRI
Face B
2.117 -0.750 1.200 -1.9053 -2.29
2.117 -0.750 1.200 -1.9053 -6.29
Case 2: Wind Acting along +ve X dir ( θ = 0 ) Cpi = -0.500
Pd (KN/m2) Cpe - Cpi
Face A
2.117 1.200 1.200 3.04848 3.66
2.117 1.200 1.200 3.04848 10.06
Face B
2.117 0.250 1.200 0.6351 0.77
2.117 0.250 1.200 0.6351 2.1
Case 3: Wind Acting along +ve X dir ( θ = 90 ) Cpi = 0.500
Pd (KN/m2) Cpe - Cpi
Face A
2.117 -1.000 1.200 -2.5404 -3.05
2.117 -1.000 1.200 -2.5404 -8.39
Face B
2.117 -1.000 1.200 -2.5404 -3.05
2.117 -1.000 1.200 -2.5404 -8.39
Case 4: Wind Acting along +ve X dir ( θ = 90 ) Cpi = -0.500
Pd (KN/m2) Cpe - Cpi
Face A
2.117 0.000 1.200 0 0
2.117 0.000 1.200 0 0
Face B
2.117 0.000 1.200 0 0
2.117 0.000 1.200 0 0
At End Portal Verticals
At Intermediate
verticals
Spacing, s (m)
UDL on side runner, (KN/m)
Point Load on MGT Verticals, (KN)
At End Portal Verticals
At Intermediate
verticals
At End Portal Verticals
At Intermediate
verticals
Spacing, s (m)
UDL on side runner, (KN/m)
Point Load on MGT Verticals, (KN)
At End Portal Verticals
At Intermediate
verticals
At End Portal Verticals
At Intermediate
verticals
Spacing, s (m)
UDL on side runner, (KN/m)
Point Load on MGT Verticals, (KN)
At End Portal Verticals
At Intermediate
verticals
At End Portal Verticals
At Intermediate
verticals
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 1002 L/C 211
Factored
Vertical Bending Moment (Mz) = 9 KN- m Eff. Ly = 1.90 m
Horizontal Bending Moment (My) = 7.2 KN- m fu = 410
Shear force (V) = 4 KN = 1.25
Axial force- Tension (T) (Absolute value) = 0 KN = 1.1
Axial force- Compression (C) = 14 KN μ = 0.3
Eff. Length of the member (L x) = 3.80 m
Section assumed = MC250
PROPERTIES OF THE SECTION
D (or, h)= 250.0 mm 80.0 mm
7.200 mm 14.10 mm
307000 99 mm
38500 250
672190 82056
Area = 3900 mm2 38800000
2110000 23.7 mm
12 mm E= 200000 N/mm2
SECTION CLASSIFICATION
Type Channel e= 1 Limit Class
Flange criteria: 9.4 Plastic
b = 80mm 5.7 10.5 Compact
Plastic 15.7 Semi compact
Web criteria: Limit Class
d= 198mm 27.5 42 Plastic
Plastic 42 Compact
Hence the section is classified as Plastic 42 Semi compact
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
(As per IS 800:2007, clause 9.3.1.2 ( c ))
a. Design strength in bending (Mdz)
Case: Laterally supported
= 1
= 84 KN- m
= 153 KN- m
Mdz = 83.73 KN- m
b. Design strength in bending (Mdy)
Case: Laterally supported
= 1
= 11.00 KN- m
= 19.00 KN- m
Mdy = 11.00 KN- m
γm1
γmo
bf =
tw = tf =
Zez = mm3 rxx =
Zey = mm3 fy = N/mm2
Zpz = mm3 Zpy = mm3
Ixx= mm4
Iyy = mm4 ryy =
r1=
b/tf =
d/tw =
Section is not susceptible to web buckling under shear force before yielding
(My/Mndy)a1 + (Mz/Mndz)a2 ≤ 1.0
Mndz = 1.11 Mdz (1-n) ≤ Mdz
Mndy = Mdy (for n ≤ 0.2) & Mndy = 1.56 Mdy (1-n) (n+0.6) (for n > 0.2)
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
L&T CONSTRUCTIONMetallurgical & Material Handling IC
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DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
c. Design strength in Tension (Td)
i. Design strength due to yielding of Gross section:
= 886.36 KN
ii. Design strength due to rupture of critical section:
=
β =
≥ 0.7
Assume the connection as Web connected to gusset plate - welded connection
= 1.3 ≥ 0.7 O.K
w=80/2 = 40 mm bs =w = 40 mm
= 100 mm
14.1 mm
β = = 1.35
Therefore β = 1.3
= 1424.16 mm^2 (197.8x7.2)
= 2256 mm^2 (2x80x14.1)
= 1086.96 KN
Design tensile strength of the section (Td) = 886.36 KN
91.08 KN- m > 83.73 KN-m
83.73 KN-m
11 KN-m
d. Check for combined axial compression with bending
n= N/Nd = 886.36 KN a1= 1
n=14.007/886.36= 0.02 5n = 0.1 a2= 2
= 0.67 < 1 O.K
= 0.78 < 1 O.K
HENCE SAFE
e. Check for combined axial Tension with bending
Nd= 886.36 KN N= 0 KN a1= 1
n=0/886.36= 0 5n = 0 a2= 2
= N.A
= N.A
N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
a. Bending and axial tension Case: Laterally unsupported
Elastic lateral torsional buckling moment:
= 3800mm As per IS 800-2007 Table- 15 & 16
= 76923.08
Tensile strength , Tdg = Ag X (fy/ɣm0)
Tensile strength ,Tdn
≤ 0.9 x (fuɣmo/fyɣm1)
β = 0.9 x (fuɣmo/fyɣm1)
Length of end connection (Lc)
tf=
Anc
Ago
Tdn
Mndz = Mdz Where Mdz =
Therefore Mndz =
Mndy =
Where Nd = Ag x fy/ɣmo
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
LLT=
G = E/2(1+μ) N/mm2
0 .9 × Anc × ( f u /γm1) + β × Ag 0 × ( f y / γm0 )
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
M cr= √ π2EI y(LLT )
2 [GI t+ π 2EIw(LLT )
2 ]
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
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DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
= 177100.59
As per IS 800-2007,clause E-1.2, Pg. 129
= 235.9mm
= 29354747275
= 71.322 KN- m
= 1
= 1.5350 ≤ 1.136
= 1.14
>0.4 Therefore Lateral buckling governs
= 0.21
= 1.8
= 0.37 ≤ 1
= 85
= 58.00 KN-m
Check for major axis bending (Mz)
= (As per IS 800:2007, clause 9.3.2.1)
y = 1
= N.A
N.A
Check for minor axis bending (My)
Meff = N.A
N.A
b. Bending and axial Compression
(As per IS 800:2007, clause 9.3.2.2)
= 0.9 = 0.9
P = 14 KN My = 7 KN- m Mz = 9 KN- m
i. Design strength under axial compression (Pdz)
Euler buckling stress fcc = Clause 7.1.2.1
Effective Slenderness ratios 3.80m 1.90m
= 38.3 = 80.17
Max. slenderness ratio = 80.2 < 250
HENCE SAFE
= 1345.2
It mm4 (bfxtf3)/3+((D-2xtf)xtw
3)/3
Iw = Warping constant =
hy = (D - tf)
Iw mm6
Mcr
Non dimensional slenderness ratio(λLT):
≤ Sqrt (1.2 Ze fy / Mcr)
βb
ʎLT
ʎLT
aLT
ΦLT
c LT
fbd N/mm2
Mdz
Meff (M- ψT Zec/A) ≤ Md
Meff
Cmy Cmz
(π2E)/ (KL/r) 2
KLz = Kly =
KLz Kly
fcc N/mm2
b p yLT
cr
Z f
M
χ LT={ 1
φ LT +[φ LT2−λ
2LT ]0 . 5 }≤1.0
φ LT=0 .5 [1+α ( λ LT−0 . 2)+λLT2 ]
f bd= χ LT f y /γ mo
M d=β b Z p f bd
(1−β f ) β f I yh y2
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DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
Non- dimensional effective slenderness ratio
= 0.43 tf<40mm
Buckling class about z-z axis = a h/bf = 3.13 >1.2
α = 0.21
Ф = 0.5[1 + (λ – 0.2)+λ2] (As per IS 800:2007, clause 7.1.2.1)
= 0.62
Stress reduction factor (χ):
χ = (As per IS 800:2007, clause 7.1.2.1)
= 0.94
=
= 213.64
= (As per IS 800:2007, clause 7.1.2)
= 833.2 KN
ii. Design strength under axial compression (Pdy)
= 307.13
l = 0.9
tf<40mm Class = b
Ф = 1.02 α = 0.34
Stress reduction factor (χ) = 0.67
= 152.27
= 594 KN
iii. Design bending strength considering laterally unsupported length of C/S (Mdz)
= 58.00 KN-m (As per 3. a)
iv. Design bending strength considering laterally supported length of C/S (Mdy) (Cl.8.2.2)
= 11.00 KN-m (As per 2.b)
v. constants
= 0.0236
0.9 1.01
1.0 = 1.0100
0.0168 0.43
1.00 1.0134488718195
1.0038665506481
= 1 Assuming sway members
= 1.1364
= 0.99 ≥ 0.99
0.990
= 0.770
1/(Ф+ (Ф2 - λ2)0.5)
Design compressive stress, fcd
fcd χ fy / ɣmo
N/mm2
Design compressive strength, Pdzfcd X area of the section
fcc N/mm2
fcd N/mm2
Pdy
Mdz
Mdy
Ky = 1+ (ly-0.2) ny ≤ 1 +0.8 ny
ny = applied axial force / design axial strength about y axis
l y= 1+0.8 ny =
Ky =
Kz = 1+ (lz-0.2) nz ≤ 1 +0.8 nz
nz= l z=
Kz = 1+0.8 nz =
Kz =
KLT =
CmLT 0.6+0.4y =
l LT
KLT
Therefore, KLT =
λ=√ f y / f cc
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DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
HENCE SAFE
= 0.51
HENCE SAFE
SHEAR CHECK
= 27.5 < 67
=
=
= 1800
= 259807.62 KN
= 236.19 KN
Utilization ratio = 0.02
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
Check for combined axial compression with bending
0.67 < 1 HENCE SAFE
0.78 < 1 HENCE SAFE
Check for combined axial Tension with bending
N.A N.A N.A N.A
N.A N.A N.A N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
Bending and axial tension
N.A N.A N.A N.A
N.A N.A N.A N.A
Bending and axial Compression
Check for slenderness 80.2 < 250.0 HENCE SAFE
0.770 < 1 HENCE SAFE
0.51 < 1 HENCE SAFE
SHEAR CHECK 0.02 < 1 HENCE SAFE
d/tw
No need to check for combined shear with bending
Vn = Vp Av x f yw/ √3
Vd Vn / ɣmo
Av mm2
Vn
Vd
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Check for major axis bending (Mz)
Check for minor axis bending (My)
Check for major axis bending (Mz)
Check for minor axis bending (My)
L&T CONSTRUCTIONMetallurgical & Material Handling IC
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DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 1016 L/C 216
Factored
Vertical Bending Moment (Mz) = 1 KN- m Eff. Ly = 1.58 m
Horizontal Bending Moment (My) = 0.0 KN- m fu = 410
Shear force (V) = 1 KN = 1.25
Axial force- Tension (T) (Absolute value) = 0 KN = 1.1
Axial force- Compression (C) = 0 KN μ = 0.3
Eff. Length of the member (L x) = 3.16 m
Section assumed = MC150
PROPERTIES OF THE SECTION
D (or, h)= 150.0 mm 75.0 mm
5.700 mm 9.00 mm
105000 61 mm
19500 250
211250 41877
Area = 2130 mm2 7880000
1030000 22 mm
10 mm E= 200000 N/mm2
SECTION CLASSIFICATION
Type Channel e= 1 Limit Class
Flange criteria: 9.4 Plastic
b = 75mm 8.3 10.5 Compact
Plastic 15.7 Semi compact
Web criteria: Limit Class
d= 112mm 19.7 42 Plastic
Plastic 42 Compact
Hence the section is classified as Plastic 42 Semi compact
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
(As per IS 800:2007, clause 9.3.1.2 ( c ))
a. Design strength in bending (Mdz)
Case: Laterally supported
= 1
= 29 KN- m
= 48 KN- m
Mdz = 28.64 KN- m
b. Design strength in bending (Mdy)
Case: Laterally supported
= 1
= 6.00 KN- m
= 10.00 KN- m
Mdy = 6.00 KN- m
γm1
γmo
bf =
tw = tf =
Zez = mm3 rxx =
Zey = mm3 fy = N/mm2
Zpz = mm3 Zpy = mm3
Ixx= mm4
Iyy = mm4 ryy =
r1=
b/tf =
d/tw =
Section is not susceptible to web buckling under shear force before yielding
(My/Mndy)a1 + (Mz/Mndz)a2 ≤ 1.0
Mndz = 1.11 Mdz (1-n) ≤ Mdz
Mndy = Mdy (for n ≤ 0.2) & Mndy = 1.56 Mdy (1-n) (n+0.6) (for n > 0.2)
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
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TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
c. Design strength in Tension (Td)
i. Design strength due to yielding of Gross section:
= 484.09 KN
ii. Design strength due to rupture of critical section:
=
β =
≥ 0.7
Assume the connection as Web connected to gusset plate - welded connection
= 1.3 ≥ 0.7 O.K
w=75/2 = 37.5 mm bs =w = 37.5 mm
= 100 mm
9 mm
β = = 1.33
Therefore β = 1.3
= 638.4 mm^2 (112x5.7)
= 1350 mm^2 (2x75x9)
= 587.32 KN
Design tensile strength of the section (Td) = 484.09 KN
31.79 KN- m > 28.64 KN-m
28.64 KN-m
6 KN-m
d. Check for combined axial compression with bending
n= N/Nd = 484.09 KN a1= 1
n=0.036/484.09= 0 5n = 0 a2= 2
= 0 < 1 O.K
= 0.02 < 1 O.K
HENCE SAFE
e. Check for combined axial Tension with bending
Nd= 484.09 KN N= 0 KN a1= 1
n=0/484.09= 0 5n = 0 a2= 2
= N.A
= N.A
N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
a. Bending and axial tension Case: Laterally unsupported
Elastic lateral torsional buckling moment:
= 3160mm As per IS 800-2007 Table- 15 & 16
= 76923.08
Tensile strength , Tdg = Ag X (fy/ɣm0)
Tensile strength ,Tdn
≤ 0.9 x (fuɣmo/fyɣm1)
β = 0.9 x (fuɣmo/fyɣm1)
Length of end connection (Lc)
tf=
Anc
Ago
Tdn
Mndz = Mdz Where Mdz =
Therefore Mndz =
Mndy =
Where Nd = Ag x fy/ɣmo
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
LLT=
G = E/2(1+μ) N/mm2
0 .9 × Anc × ( f u /γm1) + β × Ag 0 × ( f y / γm0 )
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
M cr= √ π2EI y(LLT )
2 [GI t+ π 2EIw(LLT )
2 ]
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
= 44598.49
As per IS 800-2007,clause E-1.2, Pg. 129
= 141.0mm
= 5119357500
= 30.076 KN- m
= 1
= 1.3251 ≤ 1.023
= 1.02
>0.4 Therefore Lateral buckling governs
= 0.21
= 1.4
= 0.55 ≤ 1
= 125
= 27.00 KN-m
Check for major axis bending (Mz)
= (As per IS 800:2007, clause 9.3.2.1)
y = 1
= N.A
N.A
Check for minor axis bending (My)
Meff = N.A
N.A
b. Bending and axial Compression
(As per IS 800:2007, clause 9.3.2.2)
= 0.9 = 0.9
P = 0 KN My = 0 KN- m Mz = 1 KN- m
i. Design strength under axial compression (Pdz)
Euler buckling stress fcc = Clause 7.1.2.1
Effective Slenderness ratios 3.16m 1.58m
= 52.0 = 71.82
Max. slenderness ratio = 71.8 < 250
HENCE SAFE
= 730.74
It mm4 (bfxtf3)/3+((D-2xtf)xtw
3)/3
Iw = Warping constant =
hy = (D - tf)
Iw mm6
Mcr
Non dimensional slenderness ratio(λLT):
≤ Sqrt (1.2 Ze fy / Mcr)
βb
ʎLT
ʎLT
aLT
ΦLT
c LT
fbd N/mm2
Mdz
Meff (M- ψT Zec/A) ≤ Md
Meff
Cmy Cmz
(π2E)/ (KL/r) 2
KLz = Kly =
KLz Kly
fcc N/mm2
b p yLT
cr
Z f
M
χ LT={ 1
φ LT +[φ LT2−λ
2LT ]0 . 5 }≤1.0
φ LT=0 .5 [1+α ( λ LT−0 . 2)+λLT2 ]
f bd= χ LT f y /γ mo
M d=β b Z p f bd
(1−β f ) β f I yh y2
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
Non- dimensional effective slenderness ratio
= 0.58 tf<40mm
Buckling class about z-z axis = a h/bf = 2 >1.2
α = 0.21
Ф = 0.5[1 + (λ – 0.2)+λ2] (As per IS 800:2007, clause 7.1.2.1)
= 0.71
Stress reduction factor (χ):
χ = (As per IS 800:2007, clause 7.1.2.1)
= 0.89
=
= 202.27
= (As per IS 800:2007, clause 7.1.2)
= 430.84 KN
ii. Design strength under axial compression (Pdy)
= 382.7
l = 0.81
tf<40mm Class = b
Ф = 0.93 α = 0.34
Stress reduction factor (χ) = 0.72
= 163.64
= 349 KN
iii. Design bending strength considering laterally unsupported length of C/S (Mdz)
= 27.00 KN-m (As per 3. a)
iv. Design bending strength considering laterally supported length of C/S (Mdy) (Cl.8.2.2)
= 6.00 KN-m (As per 2.b)
v. constants
= 0.0001
0.81 1
1.0 = 1.0000
0.0001 0.58
1.00 1.000066846161
1.00003175192647
= 1 Assuming sway members
= 1.0234
= 0.99 ≥ 0.99
0.990
= 0.020
1/(Ф+ (Ф2 - λ2)0.5)
Design compressive stress, fcd
fcd χ fy / ɣmo
N/mm2
Design compressive strength, Pdzfcd X area of the section
fcc N/mm2
fcd N/mm2
Pdy
Mdz
Mdy
Ky = 1+ (ly-0.2) ny ≤ 1 +0.8 ny
ny = applied axial force / design axial strength about y axis
l y= 1+0.8 ny =
Ky =
Kz = 1+ (lz-0.2) nz ≤ 1 +0.8 nz
nz= l z=
Kz = 1+0.8 nz =
Kz =
KLT =
CmLT 0.6+0.4y =
l LT
KLT
Therefore, KLT =
λ=√ f y / f cc
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF BOTTOM CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
HENCE SAFE
= 0.02
HENCE SAFE
SHEAR CHECK
= 19.7 < 67
=
=
= 855
= 123408.62 KN
= 112.19 KN
Utilization ratio = 0
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
Check for combined axial compression with bending
0 < 1 HENCE SAFE
0.02 < 1 HENCE SAFE
Check for combined axial Tension with bending
N.A N.A N.A N.A
N.A N.A N.A N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
Bending and axial tension
N.A N.A N.A N.A
N.A N.A N.A N.A
Bending and axial Compression
Check for slenderness 71.8 < 250.0 HENCE SAFE
0.020 < 1 HENCE SAFE
0.02 < 1 HENCE SAFE
SHEAR CHECK 0 < 1 HENCE SAFE
d/tw
No need to check for combined shear with bending
Vn = Vp Av x f yw/ √3
Vd Vn / ɣmo
Av mm2
Vn
Vd
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Check for major axis bending (Mz)
Check for minor axis bending (My)
Check for major axis bending (Mz)
Check for minor axis bending (My)
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF TOP CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 2001 L/C 211
Factored
Vertical Bending Moment (Mz) = 0.512 KN m
Horizontal Bending Moment (My) = 0.02 KN m
Axial force - Compression = 46.837 KN
Axial force - Tension = 0 KN
Shear force (V) = 1.727 KN
Eff. Length of the member (KLz) = 1.9 m Kly = 1.9 m
Section assumed RHS TUBR80x40x4.0
PROPERTIES OF THE SECTION
D (or h) = 80 mm B = 40 mm
d = 72 mm b = 32 mm
t = 4 mm 1.1
450 310
19795 12208
Area = 855 mm2 16200
10740 15.85 mm
27.53 mm E = 200000
SECTION CLASSIFICATION
Ɛ= 0.898 0.81
For CHS only D / t = 20 CHS Class
Plastic 29.3 Ɛ 42 Ɛ^2 84 Ɛ Plastic
8 33.5 Ɛ 52 Ɛ^2 105 Ɛ Compact
18 42 Ɛ 146 Ɛ^2 126 ƐSemi compact
Flange criteria: Plastic
Web criteria: Plastic Therefore Plastic
HENCE Plastic
CHECK FOR COMPRESSIVE STRENGTH OF THE MEMBER
As per IS 800-2007,clause 7.1
69.02 119.87
Slenderness Ratio = 119.87
=
= 1.502
Buckling Class = a
Buckling Class a b c d
a 0.21 0.34 0.49 0.76
= 0.21
= 1.77
Therefore Stress Reduction Factor,
0.37
γmo=
fu = N/mm2 fy = N/mm2
Zpz = mm3Zpy = mm3
Zez= mm4
Zey= mm4 ry =
rz = N/mm2
Ɛ2=
Flange of RHS/SHS
Web of RHS / SHS
For SHS / RHS only b/tf =
d/tw =
KLz/rZ= KLy/ry=
Non-dimensional Slenderness ratio,
Therefore imperfection Factor = a
f = 0.5*[1 + a ( - 0.2) + 2]
c =
Therefore Design Strength of Section Pd = Ag.c.fy / ɣmo
√ f y . (KL/r )2 /π 2E
χ=1
[φ+(φ2−λ2) 0 .5 ]
√ f y . (KL/r )2 /π 2E
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF TOP CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
89153.18 N = 89.15 KN > 46.837 KN
HENCE SAFE
CHECK FOR TENSILE STRENGTH OF THE MEMBER
As per IS 800-2007,clause 6.1
The members are connected by welding. As the gross section and net section of members
are the same, the checks due to "Rupture of Critical Section" and "Design Strength due to
Block Shear" do not arise.
Hence Design strength is governed by "Yielding of Gross area" only.
240954.545454546 N = 240.95 KN > 0 KN
N.A
CHECK FOR SHEAR STRENGTH OF THE MEMBER
As per IS 800-2007,clause 8.4
Vertical shear capacity -Vdy:
= 610.71 Av =A h / (b + h)
= 109304.01
= 99.37 KN
= 0.02
Utilization ratio = 0.02
HENCE SAFE
So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
Horizontal shear capacity -Vdz:
= 244.29
= 109304.01
= 99.37 KN
= 0.02
Utilization ratio = 0.02
HENCE SAFE
So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR FLEXURAL STRENGTH OF THE MEMBER
Vertical bending - Mdz As per IS 800- 2007,Clause 8.2.1.2
(for Simply supported) Where 1
= 5.48 KN- m
= 6 KN- m
= 5.48 KN- m
Utilization ratio = 0.093
HENCE SAFE
Horizontal bending - Mdy As per IS 800- 2007,Clause 8.2.1.2
Pd =
Therefore Design Strength of Section Tdg = Ag.fy / ɣmo
Pd =
Vd = Vn / g mo
As per IS 800-2007,clause 8.4.1.1Vn = Vp = Av x f yw/ √3
Av mm2
Vn
Vd
V/Vd
Av mm2 As per IS 800-2007,clause 8.4.1.1
Vn
Vd
V/Vd
βb =
Md=(βbZpfy/ɣm0)
Md=(1.2Zefy/ɣm0)
Design Bending Moment Md
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF TOP CROSS BEAMDESIGNED CHECKED SHEET
MFM VETRI
(for Simply supported) Where 1
= 3.63 KN- m
= 3 KN- m
= 3.44 KN- m
Utilization ratio = 0.006
HENCE SAFE
CHECK FOR COMBINED AXIAL FORCE AND BENDING MOMENT
I) SECTION STRENGTH
As per IS 800:2007,clause 9.3.1.1
1. Axial Compression and Bending
N = 46.837 (C) KN = 89.15 KN
= 0.512 KN-m = 5.5 KN- m
= 0.0 KN- m = 3.4 KN- m
46.837/89.15+0.512/5.48+0.02/3.44 = 0.62 < 1
HENCE SAFE
2 Axial Tension and Bending
N = 0 (T) KN = 240.95 KN
= 0.512KN-m = 5.5 KN- m
= 0.0 KN- m = 3.4 KN- m
NA N.A 1
N.A
II) OVERALL MEMBER STRENGTH
Bending and Axial Tension
As per IS 800:2007,clause 9.3.2
Bending and Axial Compression
As per IS 800:2007,clause 9.3.2.2
SUMMARY
ACTUAL ALLOWABLE
46.837 KN < 89.15 KN HENCE SAFE
CHECK FOR TENSILE STRENGTH OF THE MEMBER 0 KN N.A N.A N.A
CHECK FOR FLEXURAL STRENGTH OF THE MEMBER
0.093 < 1 HENCE SAFE
0.006 < 1 HENCE SAFE
CHECK FOR SHEAR STRENGTH OF THE MEMBER
0.020 < 1 HENCE SAFE
0.020 < 1 HENCE SAFE
CHECK FOR COMBINED AXIAL FORCE AND BENDING MOMENT
1. Axial Compression and Bending 0.62 < 1 HENCE SAFE
2 Axial Tension and Bending N.A N.A N.A N.A
βb =
Md=(βbZpfy/ɣm0)
Md=(1.2Zefy/ɣm0)
Design Bending Moment Md
Nd
Mz Mdz
My Mdy
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Nd
Mz Mdz
My Mdy
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800:2007 clause 8.2.2, For Hollow section resistance of lateral torsional buckling need not be checked seperately. Hence both these checks are not required in this situation
CHECK FOR COMPRESSIVE STRENGTH OF THE MEMBER
Check for major axis bending (Mz)
Check for minor axis bending (My)
Vertical shear capacity -Vdy
Horizontal shear capacity -Vdz
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF ROOF TRUSS VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Le
ng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ra
tio
Inte
ract
ion
ra
tio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
ROOF TRUSS VERTICAL MEMBERS
7001 212 0.63 3.2 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7002 211 0.63 3.84 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7003 210 0.63 3.78 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7004 210 0.63 3.69 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7005 210 0.63 4.28 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7006 210 0.63 3.69 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7007 210 0.63 3.78 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7008 211 0.63 3.84 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
7009 212 0.63 3.2 0 TUBR60x40x4.5 767 630 630 630 630 20.84 15.08 Plastic Plastic Plastic 30.231 41.778 41.778 160 HENCE SAFE 194.33 0 HENCE SAFE 216.16 0.02
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(l
ZZ
)
Un
sup
p le
ng
th @
ya
xis
(l
yy)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF INCLINED ROOF TRUSS MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 7064 L/C 216
Factored
Vertical Bending Moment (Mz) = 4.311 KN m
Horizontal Bending Moment (My) = 0.015 KN m
Axial force - Compression = 0 KN
Axial force - Tension = 30.424 KN
Shear force (V) = 14.188 KN
Eff. Length of the member (KLz) = 2 m Kly = 0.976 m
Section assumed SHS TUBS60x60x4.0
PROPERTIES OF THE SECTION
D (or h) = 60 mm B = 60 mm
d = 52 mm b = 52 mm
t = 4 mm 1.1
450 310
16801 16801
Area = 855 mm2 14520
14520 22.57 mm
22.57 mm E = 200000
SECTION CLASSIFICATION
Ɛ= 0.898 0.81
For CHS only D / t = 15 CHS Class
Plastic 29.3 Ɛ 42 Ɛ^2 84 Ɛ Plastic
13 33.5 Ɛ 52 Ɛ^2 105 Ɛ Compact
13 42 Ɛ 146 Ɛ^2 126 ƐSemi compact
Flange criteria: Plastic
Web criteria: Plastic Therefore Plastic
HENCE Plastic
CHECK FOR COMPRESSIVE STRENGTH OF THE MEMBER
As per IS 800-2007,clause 7.1
88.61 43.24
Slenderness Ratio = 88.61
=
= 1.110
Buckling Class = a
Buckling Class a b c d
a 0.21 0.34 0.49 0.76
= 0.21
= 1.21
Therefore Stress Reduction Factor,
0.59
γmo=
fu = N/mm2 fy = N/mm2
Zpz = mm3Zpy = mm3
Zez= mm4
Zey= mm4 ry =
rz = N/mm2
Ɛ2=
Flange of RHS/SHS
Web of RHS / SHS
For SHS / RHS only
b/tf =
d/tw =
KLz/rZ= KLy/ry=
Non-dimensional Slenderness ratio,
Therefore imperfection Factor = a
f = 0.5*[1 + a ( - 0.2) + 2]
c =
Therefore Design Strength of Section Pd = Ag.c.fy / ɣmo
√ f y . (KL/r )2 /π 2E
χ=1
[φ+(φ2−λ2) 0 .5 ]
√ f y . (KL/r )2 /π 2E
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF INCLINED ROOF TRUSS MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
142163.18 N = 142.16 KN > 0 KN
HENCE SAFE
CHECK FOR TENSILE STRENGTH OF THE MEMBER
As per IS 800-2007,clause 6.1
The members are connected by welding. As the gross section and net section of members
are the same, the checks due to "Rupture of Critical Section" and "Design Strength due to
Block Shear" do not arise.
Hence Design strength is governed by "Yielding of Gross area" only.
240954.55 N = 241 KN > 30.424 KN
HENCE SAFE
CHECK FOR SHEAR STRENGTH OF THE MEMBER
As per IS 800-2007,clause 8.4
Vertical shear capacity -Vdy:
= 458.04 Av =A h / (b + h)
= 81979.35
= 74.53 KN
= 0.19
Utilization ratio = 0.19
HENCE SAFE
So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
Horizontal shear capacity -Vdz:
= 396.96
= 81979.35
= 74.53 KN
= 0.19
Utilization ratio = 0.19
HENCE SAFE
So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR FLEXURAL STRENGTH OF THE MEMBER
Vertical bending - Mdz As per IS 800- 2007,Clause 8.2.1.2
Where 1
= 5 KN- m
= 5 KN- m
= 5.00 KN- m
Utilization ratio = 0.862
HENCE SAFE
Horizontal bending - Mdy As per IS 800- 2007,Clause 8.2.1.2
Pd =
Therefore Design Strength of Section Tdg = Ag.fy / ɣmo
Pd =
Vd = Vn / g mo
As per IS 800-2007,clause 8.4.1.1Vn = Vp = Av x f yw/ √3
Av mm2
Vn
Vd
V/Vd
Av mm2 As per IS 800-2007,clause 8.4.1.1
Vn
Vd
V/Vd
(for Simply supported)
βb =
Md=(βbZpfy/ɣm0)
Md=(1.2Zefy/ɣm0)
Design Bending Moment Md
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF INCLINED ROOF TRUSS MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
Where 1
= 4.91 KN- m
= 5 KN- m
= 4.73 KN- m
Utilization ratio = 0.003
HENCE SAFE
CHECK FOR COMBINED AXIAL FORCE AND BENDING MOMENT
I) SECTION STRENGTH
As per IS 800:2007,clause 9.3.1.1
1. Axial Compression and Bending
N = 0 (C) KN = 142.16 KN
= 4.311 KN-m = 5.0 KN- m
= 0.0 KN- m = 4.7 KN- m
0/142.16+4.311/5+0.015/4.73 = 0.87 1
NA
2 Axial Tension and Bending
N = 30.424 (T) KN = 241 KN
= 4.311KN-m = 5.0 KN- m
= 0.0 KN- m = 4.7 KN- m
30.424/241+4.311/5+0.015/4.73 = 0.99 < 1
HENCE SAFE
II) OVERALL MEMBER STRENGTH
Bending and Axial Tension
As per IS 800:2007,clause 9.3.2
Bending and Axial Compression
As per IS 800:2007,clause 9.3.2.2
SUMMARY
ACTUAL ALLOWABLE
0 KN < 142.16 KN HENCE SAFE
CHECK FOR TENSILE STRENGTH OF THE MEMBER 30.424 KN < 241 KN HENCE SAFE
CHECK FOR FLEXURAL STRENGTH OF THE MEMBER
0.862 < 1 HENCE SAFE
0.003 < 1 HENCE SAFE
CHECK FOR SHEAR STRENGTH OF THE MEMBER
0.190 < 1 HENCE SAFE
0.190 < 1 HENCE SAFE
CHECK FOR COMBINED AXIAL FORCE AND BENDING MOMENT
1. Axial Compression and Bending 0.87 < 1 HENCE SAFE
2 Axial Tension and Bending 0.99 < 1 HENCE SAFE
(for Simply supported)
βb =
Md=(βbZpfy/ɣm0)
Md=(1.2Zefy/ɣm0)
Design Bending Moment Md
Nd
Mz Mdz
My Mdy
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Nd
Mz Mdz
My Mdy
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800:2007 clause 8.2.2, For Hollow section resistance of lateral torsional buckling need not be checked seperately. Hence both these checks are not required in this situation
CHECK FOR COMPRESSIVE STRENGTH OF THE MEMBER
Check for major axis bending (Mz)
Check for minor axis bending (My)
Vertical shear capacity -Vdy
Horizontal shear capacity -Vdz
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PLAN BRACINGSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Le
ng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ra
tio
Inte
ract
ion
ra
tio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
BOTTOM PLAN BRACING
3003 211 3.55 33.5 0 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0 HENCE SAFE 240.96 0.14
3004 613 3.55 0.24 33.32 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.61 HENCE SAFE 240.96 0.01
3005 211 3.55 16.84 0 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0 HENCE SAFE 240.96 0.07
3006 613 3.55 0.42 16.48 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.3 HENCE SAFE 240.96 0.01
3007 501 3.55 115.62 2.52 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.05 HENCE SAFE 240.96 0.48
3008 501 3.55 115.37 2.66 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.05 HENCE SAFE 240.96 0.48
3009 501 3.55 115.92 2.67 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.05 HENCE SAFE 240.96 0.49
3010 501 3.55 114.5 17.89 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.33 HENCE SAFE 240.96 0.48
3011 211 3.55 34.52 0.1 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.01 HENCE SAFE 240.96 0.15
3012 213 3.55 0.44 34.09 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.63 HENCE SAFE 240.96 0.01
3013 211 3.55 51.19 0.1 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.01 HENCE SAFE 240.96 0.22
3014 213 3.55 0.27 50.94 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.93 HENCE SAFE 240.96 0.01
3015 211 3.55 68.04 0.11 TUBS72x72x4.0 1047 3550 3550 3550 3550 27.47 27.47 Plastic Plastic Plastic 129.232 129.232 129.232 250 HENCE SAFE 95.61 0.01 HENCE SAFE 295.07 0.24
3016 213 3.55 0.28 67.78 TUBS72x72x4.0 1047 3550 3550 3550 3550 27.47 27.47 Plastic Plastic Plastic 129.232 129.232 129.232 250 HENCE SAFE 95.61 0.71 HENCE SAFE 295.07 0.01
3017 214 1.9 46.25 0.1 TUBS50x50x4.5 767 1900 1900 1900 1900 18.23 18.23 Plastic Plastic Plastic 104.224 104.224 104.224 250 HENCE SAFE 99.44 0.01 HENCE SAFE 216.16 0.22
3018 613 1.9 0.55 46.31 TUBS50x50x4.5 767 1900 1900 1900 1900 18.23 18.23 Plastic Plastic Plastic 104.224 104.224 104.224 250 HENCE SAFE 99.44 0.47 HENCE SAFE 216.16 0.01
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(lZ
Z)
Un
sup
p le
ng
th @
ya
xis
(ly
y)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PLAN BRACINGSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Le
ng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ra
tio
Inte
ract
ion
ra
tio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(lZ
Z)
Un
sup
p le
ng
th @
ya
xis
(ly
y)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
3019 211 2.02 0 45.04 TUBS50x50x4.5 767 2020 2020 2020 2020 18.23 18.23 Plastic Plastic Plastic 110.807 110.807 110.807 250 HENCE SAFE 91.65 0.5 HENCE SAFE 216.16 0
3020 211 2.02 45.4 0 TUBS50x50x4.5 767 2020 2020 2020 2020 18.23 18.23 Plastic Plastic Plastic 110.807 110.807 110.807 250 HENCE SAFE 91.65 0 HENCE SAFE 216.16 0.22
TOP PLAN BRACING
4001 216 3.69 18.68 3.85 TUBS50x50x4.5 767 3690 3690 3690 3690 18.23 18.23 Plastic Plastic Plastic 202.414 202.414 202.414 250 HENCE SAFE 30.92 0.13 HENCE SAFE 216.16 0.09
4002 210 3.69 3.85 18.66 TUBS50x50x4.5 767 3690 3690 3690 3690 18.23 18.23 Plastic Plastic Plastic 202.414 202.414 202.414 250 HENCE SAFE 30.92 0.61 HENCE SAFE 216.16 0.02
4003 213 3.55 50.49 3.04 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.06 HENCE SAFE 240.96 0.21
4004 211 3.55 3.03 50.55 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.93 HENCE SAFE 240.96 0.02
4005 213 3.55 33.63 1.81 TUBS50x50x4.5 767 3550 3550 3550 3550 18.23 18.23 Plastic Plastic Plastic 194.734 194.734 194.734 250 HENCE SAFE 34 0.06 HENCE SAFE 216.16 0.16
4006 211 3.55 1.8 33.69 TUBS50x50x4.5 767 3550 3550 3550 3550 18.23 18.23 Plastic Plastic Plastic 194.734 194.734 194.734 250 HENCE SAFE 34 0.99 HENCE SAFE 216.16 0.01
4007 201 3.55 13.12 86.81 TUBS72x72x4.0 1047 3550 3550 3550 3550 27.47 27.47 Plastic Plastic Plastic 129.232 129.232 129.232 250 HENCE SAFE 95.61 0.91 HENCE SAFE 295.07 0.05
4008 201 3.55 1.9 87.58 TUBS72x72x4.0 1047 3550 3550 3550 3550 27.47 27.47 Plastic Plastic Plastic 129.232 129.232 129.232 250 HENCE SAFE 95.61 0.92 HENCE SAFE 295.07 0.01
4009 201 3.55 0.69 87.58 TUBS72x72x4.0 1047 3550 3550 3550 3550 27.47 27.47 Plastic Plastic Plastic 129.232 129.232 129.232 250 HENCE SAFE 95.61 0.92 HENCE SAFE 295.07 0.01
4010 201 3.55 1.95 86.81 TUBS72x72x4.0 1047 3550 3550 3550 3550 27.47 27.47 Plastic Plastic Plastic 129.232 129.232 129.232 250 HENCE SAFE 95.61 0.91 HENCE SAFE 295.07 0.01
4011 213 3.55 16.86 1.92 TUBS50x50x4.5 767 3550 3550 3550 3550 18.23 18.23 Plastic Plastic Plastic 194.734 194.734 194.734 250 HENCE SAFE 33.29 0.06 HENCE SAFE 216.16 0.08
4012 211 3.55 1.86 16.87 TUBS50x50x4.5 767 3550 3550 3550 3550 18.23 18.23 Plastic Plastic Plastic 194.734 194.734 194.734 250 HENCE SAFE 33.29 0.51 HENCE SAFE 216.16 0.01
4013 213 3.55 33.71 3.15 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.06 HENCE SAFE 240.96 0.14
4014 211 3.55 3.08 33.72 TUBS60x60x4.0 855 3550 3550 3550 3550 22.57 22.57 Plastic Plastic Plastic 157.289 157.289 157.289 250 HENCE SAFE 54.94 0.62 HENCE SAFE 240.96 0.02
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PLAN BRACINGSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Le
ng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ra
tio
Inte
ract
ion
ra
tio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(lZ
Z)
Un
sup
p le
ng
th @
ya
xis
(ly
y)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
4015 208 3.55 10.48 3.95 TUBS50x50x4.5 767 3550 3550 3550 3550 18.23 18.23 Plastic Plastic Plastic 194.734 194.734 194.734 250 HENCE SAFE 33.29 0.12 HENCE SAFE 216.16 0.05
4016 210 3.55 3.97 10.46 TUBS50x50x4.5 767 3550 3550 3550 3550 18.23 18.23 Plastic Plastic Plastic 194.734 194.734 194.734 250 HENCE SAFE 33.29 0.32 HENCE SAFE 216.16 0.02
ROOF PLAN BRACING
6001 214 3.74 21.41 70.91 TUBS72x72x4.8 1231 1870 3740 1870 3740 27.09 27.09 Plastic Plastic Plastic 69.03 138.059 138.059 250 HENCE SAFE 100.61 0.71 HENCE SAFE 346.92 0.07
6002 501 3.74 59.94 33.64 TUBS72x72x4.8 1231 1870 3740 1870 3740 27.09 27.09 Plastic Plastic Plastic 69.03 138.059 138.059 250 HENCE SAFE 100.61 0.34 HENCE SAFE 346.92 0.18
6003 216 3.74 4.19 71.7 TUBS72x72x4.8 1231 1870 3740 1870 3740 27.09 27.09 Plastic Plastic Plastic 69.03 138.059 138.059 250 HENCE SAFE 100.61 0.72 HENCE SAFE 346.92 0.02
6004 207 3.74 73.63 1.18 TUBS72x72x4.8 1231 1870 3740 1870 3740 27.09 27.09 Plastic Plastic Plastic 69.03 138.059 138.059 250 HENCE SAFE 100.61 0.02 HENCE SAFE 346.92 0.22
6005 214 3.61 18.68 71.75 TUBS72x72x4.8 1231 1805 3610 1805 3610 27.09 27.09 Plastic Plastic Plastic 66.63 133.26 133.26 250 HENCE SAFE 107.2 0.67 HENCE SAFE 346.92 0.06
6006 501 3.61 61.66 25.07 TUBS72x72x4.8 1231 1805 3610 1805 3610 27.09 27.09 Plastic Plastic Plastic 66.63 133.26 133.26 250 HENCE SAFE 107.2 0.24 HENCE SAFE 346.92 0.18
6007 216 3.61 4.36 72.25 TUBS72x72x4.8 1231 1805 3610 1805 3610 27.09 27.09 Plastic Plastic Plastic 66.63 133.26 133.26 250 HENCE SAFE 107.2 0.68 HENCE SAFE 346.92 0.02
6008 207 3.61 67.69 0.94 TUBS72x72x4.8 1231 1805 3610 1805 3610 27.09 27.09 Plastic Plastic Plastic 66.63 133.26 133.26 250 HENCE SAFE 107.2 0.01 HENCE SAFE 346.92 0.2
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF MGT VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 515 L/C 211
Factored
Vertical Bending Moment (Mz) = 14.014 KN m
Horizontal Bending Moment (My) = 0 KN m
Axial force - Compression = 68.476 KN
Axial force - Tension = 0 KN
Shear force (V) = 23.679 KN
Eff. Length of the member (KLz) = 2.625 m Kly = 2.625 m
Section assumed SHS TUBS100x100x5.0
PROPERTIES OF THE SECTION
D (or h) = 100 mm B = 100 mm
d = 90 mm b = 90 mm
t = 5 mm 1.1
450 310
62411 62411
Area = 1836 mm2 54220
54220 38.43 mm
38.43 mm E = 200000
SECTION CLASSIFICATION
Ɛ= 0.898 0.81
For CHS only D / t = 20 CHS Class
Plastic 29.3 Ɛ 42 Ɛ^2 84 Ɛ Plastic
18 33.5 Ɛ 52 Ɛ^2 105 Ɛ Compact
18 42 Ɛ 146 Ɛ^2 126 ƐSemi compact
Flange criteria: Plastic
Web criteria: Plastic Therefore Plastic
HENCE Plastic
CHECK FOR COMPRESSIVE STRENGTH OF THE MEMBER
As per IS 800-2007,clause 7.1
68.31 68.31
Slenderness Ratio = 68.31
=
= 0.856
Buckling Class = a
Buckling Class a b c d
a 0.21 0.34 0.49 0.76
= 0.21
= 0.94
Therefore Stress Reduction Factor,
0.75
γmo=
fu = N/mm2 fy = N/mm2
Zpz = mm3Zpy = mm3
Zez= mm4
Zey= mm4 ry =
rz = N/mm2
Ɛ2=
Flange of RHS/SHS
Web of RHS / SHS
For SHS / RHS only
b/tf =
d/tw =
KLz/rZ= KLy/ry=
Non-dimensional Slenderness ratio,
Therefore imperfection Factor = a
f = 0.5*[1 + a ( - 0.2) + 2]
c =
Therefore Design Strength of Section Pd = Ag.c.fy / ɣmo
√ f y . (KL/r )2 /π 2E
χ=1
[φ+(φ2−λ2) 0 .5 ]
√ f y . (KL/r )2 /π 2E
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF MGT VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
388063.64 N = 388.06 KN > 68.476 KN
HENCE SAFE
CHECK FOR TENSILE STRENGTH OF THE MEMBER
As per IS 800-2007,clause 6.1
The members are connected by welding. As the gross section and net section of members
are the same, the checks due to "Rupture of Critical Section" and "Design Strength due to
Block Shear" do not arise.
Hence Design strength is governed by "Yielding of Gross area" only.
517418.18 N = 518 KN > 0 KN
N.A
CHECK FOR SHEAR STRENGTH OF THE MEMBER
As per IS 800-2007,clause 8.4
Vertical shear capacity -Vdy:
= 966.32 Av =A h / (b + h)
= 172950.58
= 157.23 KN
= 0.15
Utilization ratio = 0.15
HENCE SAFE
So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
Horizontal shear capacity -Vdz:
= 869.68
= 172950.58
= 157.23 KN
= 0.15
Utilization ratio = 0.15
HENCE SAFE
So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR FLEXURAL STRENGTH OF THE MEMBER
Vertical bending - Mdz As per IS 800- 2007,Clause 8.2.1.2
Where 1
= 19 KN- m
= 18 KN- m
= 18.00 KN- m
Utilization ratio = 0.779
HENCE SAFE
Horizontal bending - Mdy As per IS 800- 2007,Clause 8.2.1.2
Pd =
Therefore Design Strength of Section Tdg = Ag.fy / ɣmo
Pd =
Vd = Vn / g mo
As per IS 800-2007,clause 8.4.1.1Vn = Vp = Av x f yw/ √3
Av mm2
Vn
Vd
V/Vd
Av mm2 As per IS 800-2007,clause 8.4.1.1
Vn
Vd
V/Vd
(for Simply supported)
βb =
Md=(βbZpfy/ɣm0)
Md=(1.2Zefy/ɣm0)
Design Bending Moment Md
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF MGT VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
Where 1
= 18.34 KN- m
= 18 KN- m
= 17.59 KN- m
Utilization ratio = 0.000
HENCE SAFE
CHECK FOR COMBINED AXIAL FORCE AND BENDING MOMENT
I) SECTION STRENGTH
As per IS 800:2007,clause 9.3.1.1
1. Axial Compression and Bending
N = 68.476 (C) KN = 388.06 KN
= 14.014 KN-m = 18.0 KN- m
= 0.0 KN- m = 17.6 KN- m
68.476/388.06+14.014/18+0/17.59 = 0.96 < 1
HENCE SAFE
2 Axial Tension and Bending
N = 0 (T) KN = 518 KN
= 14.014KN-m = 18.0 KN- m
= 0.0 KN- m = 17.6 KN- m
NA N.A 1
N.A
II) OVERALL MEMBER STRENGTH
Bending and Axial Tension
As per IS 800:2007,clause 9.3.2
Bending and Axial Compression
As per IS 800:2007,clause 9.3.2.2
SUMMARY
ACTUAL ALLOWABLE
68.476 KN < 388.06 KN HENCE SAFE
CHECK FOR TENSILE STRENGTH OF THE MEMBER 0 KN N.A N.A N.A
CHECK FOR FLEXURAL STRENGTH OF THE MEMBER
0.779 < 1 HENCE SAFE
0.000 < 1 HENCE SAFE
CHECK FOR SHEAR STRENGTH OF THE MEMBER
0.150 < 1 HENCE SAFE
0.150 < 1 HENCE SAFE
CHECK FOR COMBINED AXIAL FORCE AND BENDING MOMENT
1. Axial Compression and Bending 0.96 < 1 HENCE SAFE
2 Axial Tension and Bending N.A N.A N.A N.A
(for Simply supported)
βb =
Md=(βbZpfy/ɣm0)
Md=(1.2Zefy/ɣm0)
Design Bending Moment Md
Nd
Mz Mdz
My Mdy
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Nd
Mz Mdz
My Mdy
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800:2007 clause 8.2.2, For Hollow section resistance of lateral torsional buckling need not be checked seperately. Hence both these checks are not required in this situation
CHECK FOR COMPRESSIVE STRENGTH OF THE MEMBER
Check for major axis bending (Mz)
Check for minor axis bending (My)
Vertical shear capacity -Vdy
Horizontal shear capacity -Vdz
M d=β b Z p f yγ mo
≤1 .2 Z e f yγ mo
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF MAIN GANTRY TRUSSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Leng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ratio
Inte
ract
ion
ratio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
TOP CHORD MEMBERS
401 214 3.16 74.1 32.2 TUBS100x100x4.0 1495 3160 3160 3160 3160 38.91 38.91 Plastic Plastic Plastic 81.214 81.214 81.214 250 HENCE SAFE 271.76 0.12 HENCE SAFE 421.32 0.18
402 216 3.16 79.3 6.76 TUBS100x100x4.0 1495 3160 3160 3160 3160 38.91 38.91 Plastic Plastic Plastic 81.214 81.214 81.214 250 HENCE SAFE 271.76 0.03 HENCE SAFE 421.32 0.19
403 207 3 18.88 244.38 TUBS100x100x4.0 1495 3000 3000 3000 3000 38.91 38.91 Plastic Plastic Plastic 77.102 77.102 77.102 250 HENCE SAFE 289.03 0.85 HENCE SAFE 421.32 0.05
404 201 3 89.9 228.47 TUBS100x100x4.0 1495 3000 3000 3000 3000 38.91 38.91 Plastic Plastic Plastic 77.102 77.102 77.102 250 HENCE SAFE 289.03 0.8 HENCE SAFE 421.32 0.22
405 207 3 23.55 331.31 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.97 HENCE SAFE 517.42 0.05
406 201 3 108.64 322.9 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.94 HENCE SAFE 517.42 0.21
407 207 3 23.56 301.05 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.88 HENCE SAFE 517.42 0.05
408 201 3 117.11 280.51 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.82 HENCE SAFE 517.42 0.23
409 207 3 23.56 301.05 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.88 HENCE SAFE 517.42 0.05
410 201 3 117.12 280.5 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.82 HENCE SAFE 517.42 0.23
411 207 3 22.34 329.98 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.96 HENCE SAFE 517.42 0.05
412 201 3 106.22 322.32 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.94 HENCE SAFE 517.42 0.21
413 207 3 16.44 241.71 TUBS100x100x4.0 1495 3000 3000 3000 3000 38.91 38.91 Plastic Plastic Plastic 77.102 77.102 77.102 250 HENCE SAFE 289.03 0.84 HENCE SAFE 421.32 0.04
414 201 3 85.04 227.31 TUBS100x100x4.0 1495 3000 3000 3000 3000 38.91 38.91 Plastic Plastic Plastic 77.102 77.102 77.102 250 HENCE SAFE 289.03 0.79 HENCE SAFE 421.32 0.21
415 214 3 74.86 21.75 TUBS100x100x4.0 1495 3000 3000 3000 3000 38.91 38.91 Plastic Plastic Plastic 77.102 77.102 77.102 250 HENCE SAFE 289.03 0.08 HENCE SAFE 421.32 0.18
416 216 3 74.06 6.95 TUBS100x100x4.0 1495 3000 3000 3000 3000 38.91 38.91 Plastic Plastic Plastic 77.102 77.102 77.102 250 HENCE SAFE 289.03 0.03 HENCE SAFE 421.32 0.18
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(lZ
Z)
Un
sup
p le
ng
th @
ya
xis
(ly
y)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF MAIN GANTRY TRUSSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Leng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ratio
Inte
ract
ion
ratio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(lZ
Z)
Un
sup
p le
ng
th @
ya
xis
(ly
y)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
BOTTOM CHORD MEMBERS
301 214 3.163 200.234 15.159 TUBS100x100x5.0 1836 3163 3163 3163 3163 38.43 38.43 Plastic Plastic Plastic 82.306 82.306 82.306 250 HENCE SAFE 333.22 0.05 HENCE SAFE 517.42 0.39
302 216 3.163 202.008 5.78 TUBS100x100x5.0 1836 3163 3163 3163 3163 38.43 38.43 Plastic Plastic Plastic 82.306 82.306 82.306 250 HENCE SAFE 333.22 0.02 HENCE SAFE 517.42 0.4
303 214 3 198.01 75.22 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.22 HENCE SAFE 517.42 0.39
304 216 3 213.04 5.71 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.02 HENCE SAFE 517.42 0.42
305 214 3 356.23 100.05 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.3 HENCE SAFE 517.42 0.69
306 216 3 364.73 7.34 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.03 HENCE SAFE 517.42 0.71
307 214 3 354.55 108.6 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.32 HENCE SAFE 517.42 0.69
308 216 3 363.62 5.86 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.02 HENCE SAFE 517.42 0.71
309 214 3 353.44 123.12 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.36 HENCE SAFE 517.42 0.69
310 216 3 374.69 4.81 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.02 HENCE SAFE 517.42 0.73
311 214 3 354.19 114.2 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.34 HENCE SAFE 517.42 0.69
312 216 3 367.62 5.1 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.02 HENCE SAFE 517.42 0.72
313 214 3 194.8 88.99 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.26 HENCE SAFE 517.42 0.38
314 216 3 225.73 2.28 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.01 HENCE SAFE 517.42 0.44
315 214 3 196.48 45.946 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.14 HENCE SAFE 517.42 0.38
316 216 3 200.673 2.194 TUBS100x100x5.0 1836 3000 3000 3000 3000 38.43 38.43 Plastic Plastic Plastic 78.065 78.065 78.065 250 HENCE SAFE 344.61 0.01 HENCE SAFE 517.42 0.39
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF MAIN GANTRY TRUSSDESIGNED CHECKED SHEET
MFM VETRI
fy = 310 Mpa E = 200000 Mpa Ɛ = 0.9 = 1.1
Memb. No Leng
th
Axial Force
HOLLOW SECTION
SECTION CLASSIFICATION SLENDERNESS CHECK
T CKLz/rz KLy/ry
Inte
ract
ion
ratio
Inte
ract
ion
ratio
(m) (kN) (kN) (mm) (mm) (mm) (mm) (mm) (mm)
ɣm0
Load case
C/s area of sect.
Un
sup
p le
ng
th @
xa
xis
(lZ
Z)
Un
sup
p le
ng
th @
ya
xis
(ly
y)
Eff
len
gth
@ x
axi
s
(Le
ZZ
)
Eff
len
gth
@ y
axi
s
(Le
yy)
r zz ryy
CHECK FOR COMPRESSION STRENGTH
CHECK FOR TENSION STRENGTH
web classific
ation
flange classific
ation
OVERALL SCTION
CLASSIFICATION
Govn. Slenderness
Allowable slenderness
Check for slenderness
De
sig
n C
om
pre
ssiv
e
stre
ng
th K
N
Is sect. Ok/Not Ok?
De
sig
n T
en
sile
st
ren
gth
Is sect. Ok/Not Ok?
cm2
BRACINGS
8001 201 4.11 15.62 258.53 TUBS100x100x6.0 2163 4110 4110 4110 4110 37.95 37.95 Plastic Plastic Plastic 108.301 108.301 108.301 250 HENCE SAFE 265.78 0.98 HENCE SAFE 609.58 0.03
8002 201 4.11 6.89 259.56 TUBS100x100x6.0 2163 4110 4110 4110 4110 37.95 37.95 Plastic Plastic Plastic 108.301 108.301 108.301 250 HENCE SAFE 265.78 0.98 HENCE SAFE 609.58 0.02
8003 214 3.99 212.21 14.58 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.33 HENCE SAFE 240.96 0.89
8004 216 3.99 212.45 2.32 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.06 HENCE SAFE 240.96 0.89
8005 214 3.99 127.04 12.6 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.29 HENCE SAFE 240.96 0.53
8006 216 3.99 127.48 1.09 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.03 HENCE SAFE 240.96 0.53
8007 214 3.99 42.07 10.66 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.25 HENCE SAFE 240.96 0.18
8008 501 3.99 42.71 0 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0 HENCE SAFE 240.96 0.18
8009 216 3.99 43.44 2.52 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.06 HENCE SAFE 240.96 0.19
8010 214 3.99 42.6 10.55 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.24 HENCE SAFE 240.96 0.18
8011 216 3.99 128.41 5.9 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.14 HENCE SAFE 240.96 0.54
8012 214 3.99 127.37 9.49 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.22 HENCE SAFE 240.96 0.53
8013 216 3.99 213.57 9.34 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.22 HENCE SAFE 240.96 0.89
8014 214 3.99 212.33 8.49 TUBS60x60x4.0 855 3990 3990 3990 3990 22.57 22.57 Plastic Plastic Plastic 176.784 176.784 176.784 250 HENCE SAFE 44.34 0.2 HENCE SAFE 240.96 0.89
8015 201 3.99 11.08 264.72 TUBS100x100x6.0 2163 3990 3990 3990 3990 37.95 37.95 Plastic Plastic Plastic 105.139 105.139 105.139 250 HENCE SAFE 279.19 0.95 HENCE SAFE 609.58 0.02
8016 201 3.99 17.21 263.1 TUBS100x100x6.0 2163 3990 3990 3990 3990 37.95 37.95 Plastic Plastic Plastic 105.139 105.139 105.139 250 HENCE SAFE 279.19 0.95 HENCE SAFE 609.58 0.03
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
HENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 503 L/C 211
Factored
Vertical Bending Moment (Mz) = 58 KN- m Eff. Ly = 2.63 m
Horizontal Bending Moment (My) = 1.9 KN- m fu = 410
Shear force (V) = 77 KN = 1.25
Axial force- Tension (T) (Absolute value) = 0 KN = 1.1
Axial force- Compression (C) = 241 KN μ = 0.3
Eff. Length of the member (L x) = 2.63 m
Section assumed = UB254x146x37
PROPERTIES OF THE SECTION
D (or, h)= 256.0 mm 146.4 mm
6.300 mm 10.90 mm
432600 108 mm
78000 250
466659 118983
Area = 4717 mm2 55370000
5706000 34.8 mm
7.6 mm E= 200000 N/mm2
SECTION CLASSIFICATION
Type Rolled- I e= 1 Limit Class
Flange criteria: 9.4 Plastic
b = 73mm 6.7 10.5 Compact
Plastic 15.7 Semi compact
Web criteria: Limit Class
d= 219mm 34.8 84 Plastic
Plastic 105 Compact
Hence the section is classified as Plastic 126 Semi compact
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
(As per IS 800:2007, clause 9.3.1.2 ( c ))
a. Design strength in bending (Mdz)
Case: Laterally supported
= 1
= 118 KN- m
= 106 KN- m
Mdz = 106.06 KN- m
b. Design strength in bending (Mdy)
Case: Laterally supported
= 1
= 22.00 KN- m
= 28.00 KN- m
Mdy = 22.00 KN- m
γm1
γmo
bf =
tw = tf =
Zez = mm3 rxx =
Zey = mm3 fy = N/mm2
Zpz = mm3 Zpy = mm3
Ixx= mm4
Iyy = mm4 ryy =
r1=
b/tf =
d/tw =
Section is not susceptible to web buckling under shear force before yielding
(My/Mndy)a1 + (Mz/Mndz)a2 ≤ 1.0
Mndz = 1.11 Mdz (1-n) ≤ Mdz
Mndy = Mdy (for n ≤ 0.2) & Mndy = 1.56 Mdy (1-n) (n+0.6) (for n > 0.2)
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
c. Design strength in Tension (Td)
i. Design strength due to yielding of Gross section:
= 1072.05 KN
ii. Design strength due to rupture of critical section:
=
β =
≥ 0.7
Assume the connection as Web connected to gusset plate - welded connection
= 1.3 ≥ 0.7 O.K
w=146.4/2 = 73.2 mm bs =w = 73.2 mm
= 100 mm
10.9 mm
β = = 1.17
Therefore β = 1.17
= 1379.7 mm^2 (219x6.3)
= 3191.52 mm^2 (2x146.4x10.9)
= 1255.94 KN
Design tensile strength of the section (Td) = 1072.05 KN
91.83 KN- m < 106.06 KN-m
91.83 KN-m
21.951072 KN-m
d. Check for combined axial compression with bending
n= N/Nd = 1072.05 KN a1= 1.1
n=240.942/1072.05= 0.22 5n = 1.1 a2= 2
= 0.47 < 1 O.K
= 0.85 < 1 O.K
HENCE SAFE
e. Check for combined axial Tension with bending
Nd= 1072.05 KN N= 0 KN a1= 1
n=0/1072.05= 0 5n = 0 a2= 2
= N.A
= N.A
N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
a. Bending and axial tension Case: Laterally unsupported
Elastic lateral torsional buckling moment:
= 2625mm As per IS 800-2007 Table- 15 & 16
= 76923.08
Tensile strength , Tdg = Ag X (fy/ɣm0)
Tensile strength ,Tdn
≤ 0.9 x (fuɣmo/fyɣm1)
β = 0.9 x (fuɣmo/fyɣm1)
Length of end connection (Lc)
tf=
Anc
Ago
Tdn
Mndz = Mdz Where Mdz =
Therefore Mndz =
Mndy =
Where Nd = Ag x fy/ɣmo
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
LLT=
G = E/2(1+μ) N/mm2
0 .9 × Anc × ( f u /γm1) + β × Ag 0 × ( f y / γm0 )
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
M cr= √ π2EI y(LLT )
2 [GI t+ π 2EIw(LLT )
2 ]
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
= 145915.17
As per IS 800-2007,clause E-1.2, Pg. 129
= 245.1mm
= 85695575265
= 241.813 KN- m
= 1
= 0.6946 ≤ 0.733
= 0.69
>0.4 Therefore Lateral buckling governs
= 0.21
= 0.7
= 1.28 > 1
= 291
= 136.00 KN-m
Check for major axis bending (Mz)
= (As per IS 800:2007, clause 9.3.2.1)
y = 1
= N.A
N.A
Check for minor axis bending (My)
Meff = N.A
N.A
b. Bending and axial Compression
(As per IS 800:2007, clause 9.3.2.2)
= 0.9 = 0.9
P = 241 KN My = 2 KN- m Mz = 58 KN- m
i. Design strength under axial compression (Pdz)
Euler buckling stress fcc = Clause 7.1.2.1
Effective Slenderness ratios 2.63m 2.63m
= 24.2 = 75.43
Max. slenderness ratio = 75.4 < 250
HENCE SAFE
= 3359.91
It mm4 (bfxtf3)/3+((D-2xtf)xtw
3)/3
Iw = Warping constant =
hy = (D - tf)
Iw mm6
Mcr
Non dimensional slenderness ratio(λLT):
≤ Sqrt (1.2 Ze fy / Mcr)
βb
ʎLT
ʎLT
aLT
ΦLT
c LT
fbd N/mm2
Mdz
Meff (M- ψT Zec/A) ≤ Md
Meff
Cmy Cmz
(π2E)/ (KL/r) 2
KLz = Kly =
KLz Kly
fcc N/mm2
b p yLT
cr
Z f
M
χ LT={ 1
φ LT +[φ LT2−λ
2LT ]0 . 5 }≤1.0
φ LT=0 .5 [1+α ( λ LT−0 . 2)+λLT2 ]
f bd= χ LT f y /γ mo
M d=β b Z p f bd
(1−β f ) β f I yh y2
L&T CONSTRUCTIONMetallurgical & Material Handling IC
BMH - EDRCPROJECT: RIL-MHS FOR GASIFICATION PROJECT
DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
Non- dimensional effective slenderness ratio
= 0.27 tf<40mm
Buckling class about z-z axis = a h/bf = 1.75 >1.2
α = 0.21
Ф = 0.5[1 + (λ – 0.2)+λ2] (As per IS 800:2007, clause 7.1.2.1)
= 0.54
Stress reduction factor (χ):
χ = (As per IS 800:2007, clause 7.1.2.1)
= 0.99
=
= 225
= (As per IS 800:2007, clause 7.1.2)
= 1061.33 KN
ii. Design strength under axial compression (Pdy)
= 346.92
l = 0.85
tf<40mm Class = b
Ф = 0.97 α = 0.34
Stress reduction factor (χ) = 0.7
= 159.09
= 751 KN
iii. Design bending strength considering laterally unsupported length of C/S (Mdz)
= 136.00 KN-m (As per 3. a)
iv. Design bending strength considering laterally supported length of C/S (Mdy) (Cl.8.2.2)
= 22.00 KN-m (As per 2.b)
v. constants
= 0.3208
0.85 1.25
1.2 = 1.2000
0.2270 0.27
1.02 1.1816151432636
1.01589132503557
= 1 Assuming sway members
= 0.6946
= 0.97 ≥ 0.95
0.970
= 0.830
1/(Ф+ (Ф2 - λ2)0.5)
Design compressive stress, fcd
fcd χ fy / ɣmo
N/mm2
Design compressive strength, Pdzfcd X area of the section
fcc N/mm2
fcd N/mm2
Pdy
Mdz
Mdy
Ky = 1+ (ly-0.2) ny ≤ 1 +0.8 ny
ny = applied axial force / design axial strength about y axis
l y= 1+0.8 ny =
Ky =
Kz = 1+ (lz-0.2) nz ≤ 1 +0.8 nz
nz= l z=
Kz = 1+0.8 nz =
Kz =
KLT =
CmLT 0.6+0.4y =
l LT
KLT
Therefore, KLT =
λ=√ f y / f cc
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL VERTICALSDESIGNED CHECKED SHEET
MFM VETRI
HENCE SAFE
= 0.67
HENCE SAFE
SHEAR CHECK
= 34.8 < 67
=
=
= 1612.8
= 232787.63 KN
= 211.63 KN
Utilization ratio = 0.36
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
Check for combined axial compression with bending
0.47 < 1 HENCE SAFE
0.85 < 1 HENCE SAFE
Check for combined axial Tension with bending
N.A N.A N.A N.A
N.A N.A N.A N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
Bending and axial tension
N.A N.A N.A N.A
N.A N.A N.A N.A
Bending and axial Compression
Check for slenderness 75.4 < 250.0 HENCE SAFE
0.830 < 1 HENCE SAFE
0.67 < 1 HENCE SAFE
SHEAR CHECK 0.36 < 1 HENCE SAFE
d/tw
No need to check for combined shear with bending
Vn = Vp Av x f yw/ √3
Vd Vn / ɣmo
Av mm2
Vn
Vd
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Check for major axis bending (Mz)
Check for minor axis bending (My)
Check for major axis bending (Mz)
Check for minor axis bending (My)
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL BOTTOM CROSS BEAMSDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 8017 L/C 210
Factored
Vertical Bending Moment (Mz) = 51 KN- m Eff. Ly = 3.80 m
Horizontal Bending Moment (My) = 26 fu = 410
Shear force (V) = 56 KN = 1.25
Axial force- Tension (T) (Absolute value) = 0 KN = 1.1
Axial force- Compression (C) = 4 KN μ = 0.3
Eff. Length of the member (L x) = 3.80 m
Section assumed = UB305x165x46
PROPERTIES OF THE SECTION
D (or, h)= 306.6 mm 165.7 mm
6.700 mm 11.80 mm
645700 130 mm
108000 250
694215 164969
Area = 5875 mm2 98990000
8957000 39 mm
8.9 mm E= 200000 N/mm2
SECTION CLASSIFICATION
Type Rolled- I e= 1 Limit Class
Flange criteria: 9.4 Plastic
b = 83mm 7.0 10.5 Compact
Plastic 15.7 Semi compact
Web criteria: Limit Class
d= 265mm 39.6 84 Plastic
Plastic 105 Compact
Hence the section is classified as Plastic 126 Semi compact
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
(As per IS 800:2007, clause 9.3.1.2 ( c ))
a. Design strength in bending (Mdz)
Case: Laterally supported
= 1
= 220 KN- m
= 158 KN- m
Mdz = 158.00 KN- m
b. Design strength in bending (Mdy)
Case: Laterally supported
= 1
= 37.00 KN- m
= 38.00 KN- m
Mdy = 37.00 KN- m
γm1
γmo
bf =
tw = tf =
Zez = mm3 rxx =
Zey = mm3 fy = N/mm2
Zpz = mm3 Zpy = mm3
Ixx= mm4
Iyy = mm4 ryy =
r1=
b/tf =
d/tw =
Section is not susceptible to web buckling under shear force before yielding
(My/Mndy)a1 + (Mz/Mndz)a2 ≤ 1.0
Mndz = 1.11 Mdz (1-n) ≤ Mdz
Mndy = Mdy (for n ≤ 0.2) & Mndy = 1.56 Mdy (1-n) (n+0.6) (for n > 0.2)
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.5Zefy / ɣm0
βbZpfy / ɣm0
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.5Zefy / ɣm0
βbZpfy / ɣm0
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL BOTTOM CROSS BEAMSDESIGNED CHECKED SHEET
MFM VETRI
c. Design strength in Tension (Td)
i. Design strength due to yielding of Gross section:
= 1335.23 KN
ii. Design strength due to rupture of critical section:
=
β =
≥ 0.7
Assume the connection as Web connected to gusset plate - welded connection
= 1.3 ≥ 0.7 O.K
w=165.7/2 = 82.85 mm bs =w = 82.85 mm
= 100 mm
11.8 mm
β = = 1.13
Therefore β = 1.13
= 1776.84 mm^2 (265.2x6.7)
= 3910.52 mm^2 (2x165.7x11.8)
= 1528.82 KN
Design tensile strength of the section (Td) = 1335.23 KN
175.38 KN- m > 158.00 KN-m
158 KN-m
37 KN-m
d. Check for combined axial compression with bending
n= N/Nd = 1335.23 KN a1= 1
n=4/1335.23= 0 5n = 0 a2= 2
= 0.79 < 1 O.K
= 0.99 < 1 O.K
HENCE SAFE
e. Check for combined axial Tension with bending
Nd= 1335.23 KN N= 0 KN a1= 1
n=0/1335.23= 0 5n = 0 a2= 2
= N.A
= N.A
N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
a. Bending and axial tension Case: Laterally unsupported
Elastic lateral torsional buckling moment:
= 3800mm As per IS 800-2007 Table- 15 & 16
= 76923.08
Tensile strength , Tdg = Ag X (fy/ɣm0)
Tensile strength ,Tdn
≤ 0.9 x (fuɣmo/fyɣm1)
β = 0.9 x (fuɣmo/fyɣm1)
Length of end connection (Lc)
tf=
Anc
Ago
Tdn
Mndz = Mdz Where Mdz =
Therefore Mndz =
Mndy =
Where Nd = Ag x fy/ɣmo
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
LLT=
G = E/2(1+μ) N/mm2
0 .9 × Anc × ( f u /γm1) + β × Ag 0 × ( f y / γm0 )
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
M cr= √ π2EI y(LLT )
2 [GI t+ π 2EIw(LLT )
2 ]
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL BOTTOM CROSS BEAMSDESIGNED CHECKED SHEET
MFM VETRI
= 209872.24
As per IS 800-2007,clause E-1.2, Pg. 129
= 294.8mm
= 194606589320
= 228.777 KN- m
= 1
= 0.8710 ≤ 0.920
= 0.87
>0.4 Therefore Lateral buckling governs
= 0.21
= 0.9
= 0.89 ≤ 1
= 203
= 141.00 KN-m
Check for major axis bending (Mz)
= (As per IS 800:2007, clause 9.3.2.1)
y = 1
= N.A
N.A
Check for minor axis bending (My)
Meff = N.A
N.A
b. Bending and axial Compression
(As per IS 800:2007, clause 9.3.2.2)
= 0.9 = 0.9
P = 4 KN My = 26 KN- m Mz = 51 KN- m
i. Design strength under axial compression (Pdz)
Euler buckling stress fcc = Clause 7.1.2.1
Effective Slenderness ratios 3.80m 3.80m
= 29.3 = 97.44
Max. slenderness ratio = 97.4 < 250
HENCE SAFE
= 2303.1
It mm4 (bfxtf3)/3+((D-2xtf)xtw
3)/3
Iw = Warping constant =
hy = (D - tf)
Iw mm6
Mcr
Non dimensional slenderness ratio(λLT):
≤ Sqrt (1.2 Ze fy / Mcr)
βb
ʎLT
ʎLT
aLT
ΦLT
c LT
fbd N/mm2
Mdz
Meff (M- ψT Zec/A) ≤ Md
Meff
Cmy Cmz
(π2E)/ (KL/r) 2
KLz = Kly =
KLz Kly
fcc N/mm2
b p yLT
cr
Z f
M
χ LT={ 1
φ LT +[φ LT2−λ
2LT ]0 . 5 }≤1.0
φ LT=0 .5 [1+α ( λ LT−0 . 2)+λLT2 ]
f bd= χ LT f y /γ mo
M d=β b Z p f bd
(1−β f ) β f I yh y2
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL BOTTOM CROSS BEAMSDESIGNED CHECKED SHEET
MFM VETRI
Non- dimensional effective slenderness ratio
= 0.33 tf<40mm
Buckling class about z-z axis = a h/bf = 1.85 >1.2
α = 0.21
Ф = 0.5[1 + (λ – 0.2)+λ2] (As per IS 800:2007, clause 7.1.2.1)
= 0.57
Stress reduction factor (χ):
χ = (As per IS 800:2007, clause 7.1.2.1)
= 0.97
=
= 220.45
= (As per IS 800:2007, clause 7.1.2)
= 1295.14 KN
ii. Design strength under axial compression (Pdy)
= 207.92
l = 1.1
tf<40mm Class = b
Ф = 1.26 α = 0.34
Stress reduction factor (χ) = 0.53
= 120.45
= 708 KN
iii. Design bending strength considering laterally unsupported length of C/S (Mdz)
= 141.00 KN-m (As per 3. a)
iv. Design bending strength considering laterally supported length of C/S (Mdy) (Cl.8.2.2)
= 37.00 KN-m (As per 2.b)
v. constants
= 0.0056
1.1 1
1.0 = 1.0000
0.0031 0.33
1.00 1.0024707753602
1.00040150099603
= 1 Assuming sway members
= 0.8710
= 0.99 ≥ 0.99
0.990
= 0.980
1/(Ф+ (Ф2 - λ2)0.5)
Design compressive stress, fcd
fcd χ fy / ɣmo
N/mm2
Design compressive strength, Pdzfcd X area of the section
fcc N/mm2
fcd N/mm2
Pdy
Mdz
Mdy
Ky = 1+ (ly-0.2) ny ≤ 1 +0.8 ny
ny = applied axial force / design axial strength about y axis
l y= 1+0.8 ny =
Ky =
Kz = 1+ (lz-0.2) nz ≤ 1 +0.8 nz
nz= l z=
Kz = 1+0.8 nz =
Kz =
KLT =
CmLT 0.6+0.4y =
l LT
KLT
Therefore, KLT =
λ=√ f y / f cc
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL BOTTOM CROSS BEAMSDESIGNED CHECKED SHEET
MFM VETRI
HENCE SAFE
= 0.7
HENCE SAFE
SHEAR CHECK
= 39.6 < 67
=
=
= 2054.22
= 296501.12 KN
= 269.55 KN
Utilization ratio = 0.21
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
Check for combined axial compression with bending
0.79 < 1 HENCE SAFE
0.99 < 1 HENCE SAFE
Check for combined axial Tension with bending
N.A N.A N.A N.A
N.A N.A N.A N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
Bending and axial tension
N.A N.A N.A N.A
N.A N.A N.A N.A
Bending and axial Compression
Check for slenderness 97.4 < 250.0 HENCE SAFE
0.980 < 1 HENCE SAFE
0.7 < 1 HENCE SAFE
SHEAR CHECK 0.21 < 1 HENCE SAFE
d/tw
No need to check for combined shear with bending
Vn = Vp Av x f yw/ √3
Vd Vn / ɣmo
Av mm2
Vn
Vd
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Check for major axis bending (Mz)
Check for minor axis bending (My)
Check for major axis bending (Mz)
Check for minor axis bending (My)
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL ROOF MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
Member mkd. 7027 L/C 211
Factored
Vertical Bending Moment (Mz) = 58 KN- m Eff. Ly = 0.98 m
Horizontal Bending Moment (My) = 6.2 KN- m fu = 410
Shear force (V) = 34 KN = 1.25
Axial force- Tension (T) (Absolute value) = 0 KN = 1.1
Axial force- Compression (C) = 37 KN μ = 0.3
Eff. Length of the member (L x) = 2.00 m
Section assumed = UB254x146x37
PROPERTIES OF THE SECTION
D (or, h)= 256.0 mm 146.4 mm
6.300 mm 10.90 mm
432600 108 mm
78000 250
466659 118983
Area = 4717 mm2 55370000
5706000 34.8 mm
7.6 mm E= 200000 N/mm2
SECTION CLASSIFICATION
Type Rolled- I e= 1 Limit Class
Flange criteria: 9.4 Plastic
b = 73mm 6.7 10.5 Compact
Plastic 15.7 Semi compact
Web criteria: Limit Class
d= 219mm 34.8 84 Plastic
Plastic 105 Compact
Hence the section is classified as Plastic 126 Semi compact
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
(As per IS 800:2007, clause 9.3.1.2 ( c ))
a. Design strength in bending (Mdz)
Case: Laterally supported
= 1
= 118 KN- m
= 106 KN- m
Mdz = 106.06 KN- m
b. Design strength in bending (Mdy)
Case: Laterally supported
= 1
= 22.00 KN- m
= 28.00 KN- m
Mdy = 22.00 KN- m
γm1
γmo
bf =
tw = tf =
Zez = mm3 rxx =
Zey = mm3 fy = N/mm2
Zpz = mm3 Zpy = mm3
Ixx= mm4
Iyy = mm4 ryy =
r1=
b/tf =
d/tw =
Section is not susceptible to web buckling under shear force before yielding
(My/Mndy)a1 + (Mz/Mndz)a2 ≤ 1.0
Mndz = 1.11 Mdz (1-n) ≤ Mdz
Mndy = Mdy (for n ≤ 0.2) & Mndy = 1.56 Mdy (1-n) (n+0.6) (for n > 0.2)
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0) Where βb =
1.2Zefy / ɣm0
βbZpfy / ɣm0
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TITLE: DESIGN OF END PORTAL ROOF MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
c. Design strength in Tension (Td)
i. Design strength due to yielding of Gross section:
= 1072.05 KN
ii. Design strength due to rupture of critical section:
=
β =
≥ 0.7
Assume the connection as Web connected to gusset plate - welded connection
= 1.3 ≥ 0.7 O.K
w=146.4/2 = 73.2 mm bs =w = 73.2 mm
= 100 mm
10.9 mm
β = = 1.17
Therefore β = 1.17
= 1379.7 mm^2 (219x6.3)
= 3191.52 mm^2 (2x146.4x10.9)
= 1255.94 KN
Design tensile strength of the section (Td) = 1072.05 KN
114.19 KN- m > 106.06 KN-m
106.06 KN-m
22 KN-m
d. Check for combined axial compression with bending
n= N/Nd = 1072.05 KN a1= 1
n=37.109/1072.05= 0.03 5n = 0.15 a2= 2
= 0.58 < 1 O.K
= 0.86 < 1 O.K
HENCE SAFE
e. Check for combined axial Tension with bending
Nd= 1072.05 KN N= 0 KN a1= 1
n=0/1072.05= 0 5n = 0 a2= 2
= N.A
= N.A
N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
a. Bending and axial tension Case: Laterally unsupported
Elastic lateral torsional buckling moment:
= 2000mm As per IS 800-2007 Table- 15 & 16
= 76923.08
Tensile strength , Tdg = Ag X (fy/ɣm0)
Tensile strength ,Tdn
≤ 0.9 x (fuɣmo/fyɣm1)
β = 0.9 x (fuɣmo/fyɣm1)
Length of end connection (Lc)
tf=
Anc
Ago
Tdn
Mndz = Mdz Where Mdz =
Therefore Mndz =
Mndy =
Where Nd = Ag x fy/ɣmo
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
As per IS 800-2007 Table- 17
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
LLT=
G = E/2(1+μ) N/mm2
0 .9 × Anc × ( f u /γm1) + β × Ag 0 × ( f y / γm0 )
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
M cr= √ π2EI y(LLT )
2 [GI t+ π 2EIw(LLT )
2 ]
1 .4 − 0 .076 × (w / t ) × ( f y / f u) × (bs /Lc )
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL ROOF MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
= 145915.17
As per IS 800-2007,clause E-1.2, Pg. 129
= 245.1mm
= 85695575265
= 388.179 KN- m
= 1
= 0.5482 ≤ 0.578
= 0.55
>0.4 Therefore Lateral buckling governs
= 0.21
= 0.6
= 1.19 > 1
= 271
= 127.00 KN-m
Check for major axis bending (Mz)
= (As per IS 800:2007, clause 9.3.2.1)
y = 1
= N.A
N.A
Check for minor axis bending (My)
Meff = N.A
N.A
b. Bending and axial Compression
(As per IS 800:2007, clause 9.3.2.2)
= 0.9 = 0.9
P = 37 KN My = 6 KN- m Mz = 58 KN- m
i. Design strength under axial compression (Pdz)
Euler buckling stress fcc = Clause 7.1.2.1
Effective Slenderness ratios 2.00m 0.98m
= 18.5 = 28.05
Max. slenderness ratio = 28.0 < 250
HENCE SAFE
= 5787.98
It mm4 (bfxtf3)/3+((D-2xtf)xtw
3)/3
Iw = Warping constant =
hy = (D - tf)
Iw mm6
Mcr
Non dimensional slenderness ratio(λLT):
≤ Sqrt (1.2 Ze fy / Mcr)
βb
ʎLT
ʎLT
aLT
ΦLT
c LT
fbd N/mm2
Mdz
Meff (M- ψT Zec/A) ≤ Md
Meff
Cmy Cmz
(π2E)/ (KL/r) 2
KLz = Kly =
KLz Kly
fcc N/mm2
b p yLT
cr
Z f
M
χ LT={ 1
φ LT +[φ LT2−λ
2LT ]0 . 5 }≤1.0
φ LT=0 .5 [1+α ( λ LT−0 . 2)+λLT2 ]
f bd= χ LT f y /γ mo
M d=β b Z p f bd
(1−β f ) β f I yh y2
L&T CONSTRUCTIONMetallurgical & Material Handling IC
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL ROOF MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
Non- dimensional effective slenderness ratio
= 0.21 tf<40mm
Buckling class about z-z axis = a h/bf = 1.75 >1.2
α = 0.21
Ф = 0.5[1 + (λ – 0.2)+λ2] (As per IS 800:2007, clause 7.1.2.1)
= 0.52
Stress reduction factor (χ):
χ = (As per IS 800:2007, clause 7.1.2.1)
= 1
=
= 227.27
= (As per IS 800:2007, clause 7.1.2)
= 1072.03 KN
ii. Design strength under axial compression (Pdy)
= 2509.51
l = 0.32
tf<40mm Class = b
Ф = 0.57 α = 0.34
Stress reduction factor (χ) = 0.96
= 218.18
= 1030 KN
iii. Design bending strength considering laterally unsupported length of C/S (Mdz)
= 127.00 KN-m (As per 3. a)
iv. Design bending strength considering laterally supported length of C/S (Mdy) (Cl.8.2.2)
= 22.00 KN-m (As per 2.b)
v. constants
= 0.0360
0.32 1.02
1.0 = 1.0000
0.0346 0.21
1.00 1.0276925086052
1.00034615635756
= 1 Assuming sway members
= 0.5482
= 0.99 ≥ 0.99
0.990
= 0.740
1/(Ф+ (Ф2 - λ2)0.5)
Design compressive stress, fcd
fcd χ fy / ɣmo
N/mm2
Design compressive strength, Pdzfcd X area of the section
fcc N/mm2
fcd N/mm2
Pdy
Mdz
Mdy
Ky = 1+ (ly-0.2) ny ≤ 1 +0.8 ny
ny = applied axial force / design axial strength about y axis
l y= 1+0.8 ny =
Ky =
Kz = 1+ (lz-0.2) nz ≤ 1 +0.8 nz
nz= l z=
Kz = 1+0.8 nz =
Kz =
KLT =
CmLT 0.6+0.4y =
l LT
KLT
Therefore, KLT =
λ=√ f y / f cc
L&T CONSTRUCTIONMetallurgical & Material Handling IC
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DOCUMENT NO DATE
TITLE: DESIGN OF END PORTAL ROOF MEMBERSDESIGNED CHECKED SHEET
MFM VETRI
HENCE SAFE
= 0.6
HENCE SAFE
SHEAR CHECK
= 34.8 < 67
=
=
= 1612.8
= 232787.63 KN
= 211.63 KN
Utilization ratio = 0.16
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
COMBINED AXIAL FORCE AND BENDING MOMENT-SECTION STRENGTH
Check for combined axial compression with bending
0.58 < 1 HENCE SAFE
0.86 < 1 HENCE SAFE
Check for combined axial Tension with bending
N.A N.A N.A N.A
N.A N.A N.A N.A
COMBINED AXIAL FORCE AND BENDING MOMENT - OVERALL MEMBER STRENGTH
Bending and axial tension
N.A N.A N.A N.A
N.A N.A N.A N.A
Bending and axial Compression
Check for slenderness 28.0 < 250.0 HENCE SAFE
0.740 < 1 HENCE SAFE
0.6 < 1 HENCE SAFE
SHEAR CHECK 0.16 < 1 HENCE SAFE
d/tw
No need to check for combined shear with bending
Vn = Vp Av x f yw/ √3
Vd Vn / ɣmo
Av mm2
Vn
Vd
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
(My/Mndy)a1 + (Mz/Mndz)a2
(N/Nd)+(My/Mdy)+(Mz/Mdz)
Check for major axis bending (Mz)
Check for minor axis bending (My)
Check for major axis bending (Mz)
Check for minor axis bending (My)
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
ROOF TRUSS LOAD CALCULATION
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI
Spacing of Truss = 3.00 m
Roof angle = 18.43 deg.
spacing of purlin = 1.250 m
cantilever projection of sheets = 0.100 m
Initial spacing of purlin = 0.115 m
LOAD COMPUTATION
a) DEAD LOAD
1) Selfweight of Sheeting + Fixtures = 0.1
2) = 0.1
Threfore ,Total load of sheeting + fixtures = 0.200
3) Selfweight of Purlin TUBS60x60x4.0 = 0.066 KN/ m
LOAD DISTRIBUTION AT NODES
AT NODE 1 & 8 0.2x3x (1.25/2 +0.1) + 0.066x3 = 0.633 kN
AT NODE 2 , 3 , 6 & 7 0.2x3x ( 1.25/2 +1.25/2) +0.066X3 = 0.948 kN
AT NODE 4 & 5 0.2x3x (1.25/2 +0.115) + 0.066x3 = 0.642 kN
b) LIVE LOAD
Live load on roof truss (For non accessible) = 0.75
Deduction as per IS 875- part 2 = 0.75-0.02x(18.43-10) = 0.58
Dust load on truss = 0.5
Total live load = 1.08
Total live load (as per IS 875-part 2 - caluse 4.5.1 ) = 2/3 x1.08 = 0.72
LOAD DISTRIBUTION AT NODES
AT NODE 1 & 6 0.72 x3 X (1.25 /2+0.1) = 1.57 kN
AT NODE 2 & 5 0.72 x 3 X 1.25 = 2.7 kN
AT NODE 3 & 6 0.72 x3 X (1.25 /2+0.115) = 1.6 kN
3.wind load
Basic Wind Speed ( Vb ) = 50 m / s (As per DBR)
k1 = 1.08 (As per DBR)
k2 ( Terrain Category - 2, Class B, at 30m) = 1.1
k3 = 1 (As per DBR)
Design Wind Speed ( Vz ) 50 x 1.08 x 1.1 x 1 = 59.4 m / s (As per IS875 (PART III)-1987,clause 5.3)
Design Wind Pressure ( Pz ) 0.6 X 59.4 X 59.4 = 2.12 (As per IS875 (PART III)-1987,clause 5.4)
Length of Building ( l ) = 22.70 m
Width of Building ( w ) = 7.10 m
Height of Building ( h ) = 2.63 m
h / w = 0.37
For Roof Angle ( a ) = 18.43 deg
(As per IS875 (PART III)-1987,Table 5)
when q = 0 (wind perpendicular to ridge)
= -0.526
= -0.400
(Cpi) = 0.5 or -0.5
CASE 1
For Cpi = 0.5
-0.5256 -0.4SIDE PORTION Cpe Cpi Cpe-Cpi
WWS ROOF -0.5256 0.5 -1.0256
LWS ROOF -0.4 0.5 -0.9
0.50.5
CASE 2
For Cpi = -0.5
-0.4-0.5256 SIDE PORTION Cpe Cpi Cpe-Cpi
WWS ROOF -0.5256 -0.5 -0.0256
LWS ROOF -0.4 -0.5 0.1
KN/m2
Self weight of rafter & tie bracing (10 Kg/m2 ). KN/m2
KN/m2
KN/m2
KN/m2
KN/m2
KN/m2
KN/m2
(As per IS875 (PART III)-1987,TABLE 2,For Terrain category-2, class B )
kN/m2
Therefore, h / w < 1/2
(Cpe)windward
(Cpe)leeward
WWS
LWS
WWS LWS
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI
-0.5 -0.5
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI
when q = 90 (wind parallel to ridge)
= -0.7157
= -0.6
(Cpi) = 0.5 or -0.5
CASE 3
For Cpi = 0.5
-0.6SIDE PORTION Cpe Cpi Cpe-Cpi
-0.7157 WWS ROOF -0.7157 0.5 -1.2157
LWS ROOF -0.6 0.5 -1.1
0.5
0.5
CASE 4
For Cpi = -0.5
-0.6 SIDE PORTION Cpe Cpi Cpe-Cpi
-0.72 WWS ROOF -0.7157 -0.5 -0.2157
LWS ROOF -0.6 -0.5 -0.1
-0.5 -0.5
CASE 1:
= -1.2157x2.12 = -2.17
( Pw ) Leeward = -1.1x2.12 = -1.91
-4.48 KN -3.94 KN -7.72 KN -6.79 kN -4.58 KN -4.02 kN
-1.49 KN -1.31 KN -2.57 KN -2.26 kN -1.52 KN -1.34 kN
CASE 2:
= -0.0256x2.12 = -0.05
( Pw ) Leeward = 0.1x2.12 = 0.21
-0.1 KN 0.44 KN -0.18 KN 0.75 kN -0.11 KN 0.45 kN
(Cpe)windward
(Cpe)leeward
( Pw ) windward KN/m2
KN/m2
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P COSa
-2.17 x 3 X (1.25 /2+0.1) X
COS 18.43
-1.908 x 3 X (1.25 /2+0.1) X
COS 18.43
-2.17 x 3 X 1.25 X COS 18.43
-1.908 x 3 X 1.25 X COS 18.43
-2.17 x 3 X ( 1.25 /2+0.115 ) X COS 18.43
-1.908 x 3 X ( 1.25 /2+0.115 ) X
COS 18.43
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P sina
-2.17 x 3 X (1.25 /2+0.1) X sin
18.43
-1.908 x 3 X (1.25 /2+0.1) X sin
18.43
-2.17 x 3 X 1.25 X sin 18.43
-1.908 x 3 X 1.25 X sin 18.43
-2.17 x 3 X ( 1.25 /2+0.115 ) X sin 18.43
-1.908 x 3 X ( 1.25 /2+0.115 ) X
sin 18.43
( Pw ) windward KN/m2
KN/m2
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P COSa
-0.05 x 3 X (1.25 /2+0.1) X
COS 18.43
0.212 x 3 X (1.25 /2+0.1) X
COS 18.43
-0.05 x 3 X 1.25 X COS 18.43
0.212 x 3 X 1.25 X COS 18.43
-0.05 x 3 X ( 1.25 /2+0.115 ) X COS 18.43
0.212 x 3 X ( 1.25 /2+0.115 ) X COS
18.43
WWSLWS
WWSLWS
Pcosa
Psina
a
a = 18.43
Pcosa
Psina
a
a = 18.43
Pcosa
Psina
a
a = 18.43
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI-0.1 KN 0.44 KN -0.18 KN 0.75 kN -0.11 KN 0.45 kN
P COSa
a = 18.43
Pcosa
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI
-0.03 KN 0.15 KN -0.06 KN 0.25 kN -0.04 KN 0.15 kN
CASE 3:
= -1.2157x2.12 = -2.58
( Pw ) Leeward = -1.1x2.12 = -2.33
-5.32 KN -4.81 KN -9.18 KN -8.3 kN -5.44 KN -4.92 kN
-1.77 KN -1.6 KN -3.06 KN -2.76 kN -1.81 KN -1.64 kN
CASE 4:
= -0.2157x2.12 = -0.46
( Pw ) Leeward = -0.1x2.12 = -0.21
-0.95 KN -0.44 KN -1.64 KN -0.75 kN -0.97 KN -0.45 kN
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P sina
-0.05 x 3 X (1.25 /2+0.1) X sin
18.43
0.212 x 3 X (1.25 /2+0.1) X sin
18.43
-0.05 x 3 X 1.25 X sin 18.43
0.212 x 3 X 1.25 X sin 18.43
-0.05 x 3 X ( 1.25 /2+0.115 ) X sin 18.43
0.212 x 3 X ( 1.25 /2+0.115 ) X
sin 18.43
( Pw ) windward KN/m2
KN/m2
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P COSa
-2.58 x 3 X (1.25 /2+0.1) X
COS 18.43
-2.332 x 3 X (1.25 /2+0.1) X
COS 18.43
-2.58 x 3 X 1.25 X COS 18.43
-2.332 x 3 X 1.25 X COS 18.43
-2.58 x 3 X ( 1.25 /2+0.115 ) X COS 18.43
-2.332 x 3 X ( 1.25 /2+0.115 ) X
COS 18.43
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P sina
-2.58 x 3 X (1.25 /2+0.1) X sin
18.43
-2.332 x 3 X (1.25 /2+0.1) X sin
18.43
-2.58 x 3 X 1.25 X sin 18.43
-2.332 x 3 X 1.25 X sin 18.43
-2.58 x 3 X ( 1.25 /2+0.115 ) X sin 18.43
-2.332 x 3 X ( 1.25 /2+0.115 ) X
sin 18.43
( Pw ) windward KN/m2
KN/m2
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P COSa
-0.46 x 3 X (1.25 /2+0.1) X
COS 18.43
-0.212 x 3 X (1.25 /2+0.1) X
COS 18.43
-0.46 x 3 X 1.25 X COS 18.43
-0.212 x 3 X 1.25 X COS 18.43
-0.46 x 3 X ( 1.25 /2+0.115 ) X COS 18.43
-0.212 x 3 X ( 1.25 /2+0.115 ) X
COS 18.43
Pcosa
Psina
a
a = 18.43
Pcosa
Psina
a
a = 18.43
Pcosa
Psinaa
a = 18.43
Pcosa
Psinaa
a = 18.43
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI-0.95 KN -0.44 KN -1.64 KN -0.75 kN -0.97 KN -0.45 kN
P COSa
a = 18.43
Pcosa
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE WIND LOAD CALCULATION ON ROOF TRUSSDESIGNED CHECKED SHEET
PDE VETRI
-0.32 KN -0.15 KN -0.55 KN -0.25 kN -0.32 KN -0.15 kN
FORCE COMP.
AT WINDWARD SIDE END NODE
AT LEEWARD SIDE END NODE
AT WINDWARD SIDE
INTERMEDIATE NODE
AT LEEWARD SIDE INTERMEDIATE NODE
AT WINDWARD SIDE INTIAL NODE
AT LEEWARD SIDE INTIAL NODE
P sina
-0.46 x 3 X (1.25 /2+0.1) X sin
18.43
-0.212 x 3 X (1.25 /2+0.1) X sin
18.43
-0.46 x 3 X 1.25 X sin 18.43
-0.212 x 3 X 1.25 X sin 18.43
-0.46 x 3 X ( 1.25 /2+0.115 ) X sin 18.43
-0.212 x 3 X ( 1.25 /2+0.115 ) X
sin 18.43
Pcosa
Pcosa
Psina
a
a = 18.43
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
CHECK FOR DEFLECTION AND RESONANCE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE CHECK FOR DEFLECTION AND RESONANCEDESIGNED CHECKED SHEET
PDE VETRIDEFLECTION CHECK FOR CONVEYOR GALLERY
DEFLECTION CHECK FOR CROSS BEAMLength of cross beams = 7.1 m
= 9.848 mm From STAAD Model
= span/500
= 14.2 mm >
HENCE SAFE
DEFLECTION CHECK FOR MGTLength of MGT = 22.7 m
= ### From STAAD Model
= span/325
= 69.85 mm >
HENCE SAFE
DEFLECTION CHECK FOR END PORTALHeight of end portal, H = 2.625 m
= ### From STAAD Model
= span/200
= 13.13 mmREVISE THE SECTIONS
CHECK FOR RESONANCE
Belt speed V = 3.49 m/secIdler diameter φ = 0.1397 mIdler frequency fd = V X 60 / (Pi X dia.)
= 3.49 X 60 / ( 3.14 X 0.1397)= 477.36505 rpm
fn < 0.5 X fd or 1.5 fd < fn238.68 rpm or 716.05 rpm
Deflection of MGT = ### MM From STAAD Model= 0.048 M (Delta)
f = 30ÖD
= 136.931 r.p.m
Maximum deflection of the member from analysis Dactual
Allowable deflection for the cross beams, Dallowable
Maximum deflection of the member
Maximum vertical deflection of MGT from analysis, Dactual
Allowable deflection for MGT, Dallowable
Maximum deflection of MGT
Maximum horizontal deflection from analysis, Dactual =
Allowable horizontal deflection for end portal, Dallowable =
As per NIT Document 10080-1-ENGG-CS-DBD-001 Cl. No. 9.1.5.1, Exclusion of frequency range is
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE CHECK FOR DEFLECTION AND RESONANCEDESIGNED CHECKED SHEET
PDE VETRIHENCE SAFE
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE BASE PLATE DESIGNDESIGNED CHECKED SHEET
PDE VETRI
250
Size of the column UB305x165x46 71.7 b (1mm strip)
Factored loads: x 47.8
Max. compression 453 KN Node: 140 306.6 450
Max. tension 26 KN Node: 1 a (1mm strip) Y
Max. shear 90 KN Node: 141 C/C = 100
For Compression42.15 165.7
Assume the base plate size as 250 x 450 Steel grade fy = 250
Max. compression 453 KN
Hence base pressure -(w) 4.03
< than 0.45times the strength of bedding material
Hence O.K
From Mukhanov's chart, Edge condition - Plate supported on three sides.
For Plate 1
a1 = 71.7 mm Checking whether panel acting as cantilever
d1 = 154.4 mm (Length of free edge) a1/d1 < 0.5
Hence a1/d1 = 0.46 0
Hence coefficient = 0
0*4.03*154.4^2= 0 N-mm 1.1
From Mukhanov's chart, Edge condition - Plate supported on three sides.
For Plate 2
a1 = 125 mm Checking whether panel acting as cantilever
d1 = 306.6 mm (Length of free edge) a1/d1 < 0.5
Hence a1/d1 = 0.41 31484.375
Hence coefficient = 0
0*4.03*306.6^2= 0 N-mm 1.1
= 4.03X71.7X71.7 / 2= 10358.89335 N-mm 250 N/mm2
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2 410 N/mm2
Assuming width of the plate b = 1 mm
26.32 mm (From Compression only)
Minimum thickness check as per cl. 7.4.3
11.8 mm
= 3 mm a = 42.15 mm
Hence, ts = 11.8 mm b = 71.7 mm
Check for weld size connecting base plate to Column 6.7 mm
Total length availble for welding along the periphery of column A = 5875 mm2
2x(306.6+165.7-11.8)-6.7 = 914.3 mm
Deducting length 10% for end return = 822.87 mm
Capcacity of 6 mm weld = 0.803 KN / mm 1.25
= 236.71 189.37
Design force for weld = 401 KN
Required length of weld = ### < 822.87 mm HENCE SAFE
For Tension
Support reaction = 26 KN (Max Tension)
Assume 4 Nos 16 dia H.D bolts Grade 4.6 (Bearing type bolt)
mm2 N/mm2
N/mm2
Cantilever moment Md =
Hence moment on the base plate Md= gmo =
Cantilever moment Md =
Hence moment on the base plate Md= gmo =
Edge cantilever moment Md fy =
√(5 Md gmo / b fy) fu =
treqd =
ts = √(2.5 w (a2 - 0.3 b2)gmo / fy > tf tf =
tw =
gmw =
fwn = fu / √3 fwd= fwn / gmw =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE BASE PLATE DESIGNDESIGNED CHECKED SHEET
PDE VETRI
(As per Cl. 10.3.5) 1.25 As per IS 800- 2007,Table 5
240 400
57.91 KN 201.06
54.83 KN 160.848 mm^2
54.83 KN
43.86 KN
26/4= 6.5 KN Hence O.K
Diagonal distance from bolt centre to web = 70.7 mm
Moment in the plate due to bolt tension= 6.5 x 1000 x 70.7 = 459550 N-mm
Assuming width of the plate= 71.7 mm
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2
11.87 mm (From tension only)
Hence provide thickness of base plate= 26.32 mm Round to 28 mm
Shear capacity of bolt:
e = 27.2
= 229600 N = 0.5 410
183.68 KN 18 mm
Therefore Shear capacity of single Bolt= 29.72 KN Hence O.K
Check for combined shear and Tension:
(Vsb / Vdb)^2 + (Tb / Tdb)^2 = 0.6 Vsb = 22.5 KN
<1 Hence O.K Tb = 6.5 KN
Design of stiffner plate x -
Moment at the face of the column web -(for compression in the coulmn)
4.03*(306.6/2+71.7)*((250))^2/2= 28335937.5 N-mm
Moment at face of stiffener (due to bolt tension) -
6500*71.7/2= 233025 N-mm
Assume plate thickness - 8 mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 279.15 mm Hence, Provide stiffner plate height as 300 mm
Design of stiffner plate y -
Moment at the face of the column web -(for compression in the coulmn)
4.03*(250/2)*(71.7)^2/2= 1294861.67 N-mm
Moment at face of stiffener (due to bolt tension) -
6500*1.7*16= 176800 N-mm
Assume plate thickness - 8 mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 59.67 mm Hence, Provide stiffner plate height as 300 mm
Tension capacity of bolt Tdb = Tnb / gmb gmb =
Tnb = 0.9 fub An < fyb Asb (gmb / gm0) fyb= N/mm2 fub = N/mm2
0.9 fub An = Shank area of the bolt(Asb)= mm2
fyb Asb (gmb/gm0)= Net tensile area at the bottom of threads (An)=
Tnb = ( Approx. 80 % of Asb)
Tension capacity of single bolt Tdb =
Tension/bolt (Tb) =
√(5 Md gmo / b fy)
treqd =
Vnpb = 2.5 kb d t fu Kb = Min (e / 3do, p/ 3 do - 0.25, fub/fu, 1)
fu =
Vdpb = do =
√(5 Md gmo / b fy)
√(5 Md gmo / b fy)
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE BASE PLATE DESIGNDESIGNED CHECKED SHEET
MFM VETRI
200
Size of the column UB254x146x37 72 b (1mm strip)
Factored loads: x y
Max. compression ### Node: 70 256 400
Max. tension ### Node: 67 a (1mm strip)
Max. shear ### Node: 70 C/C = 100
For Compression146.4
Assume the base plate size as 200 x 400 Steel grade fy = 250
Max. compression ###
Hence base pressure -(w) 3.26
< than 0.45times the strength of bedding material
Hence O.K
From Mukhanov's chart, Edge condition - Plate supported on three sides.
a1 = 100 mm Checking whether panel acting as cantilever
d1 = 128 mm (Length of free edge) a1/d1 > 0.5
Hence a1/d1 = 0.78 NOT APPLICABLE
Hence coefficient = 0.0952
0.0952*3.26*128^2= 5084.807168 N-mm 1.1
= 3.26X72X72 / 2= 8449.92 N-mm 250 N/mm2
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2 410 N/mm2
Assuming width of the plate b = 1 mm
13.63 mm (From Compression only)
Minimum thickness check as per cl. 7.4.3
10.9 mm
= 0 mm a = 26.8 mm
Hence, ts = ### b = 72 mm
Check for weld size connecting base plate to Column 6.3 mm
Total length availble for welding along the periphery of column
2x(146.4+146.4-6.3+256-10.9) = 1063.2 mm
Deducting length 10% for end return = 956.88 mm
Capcacity of 6 mm weld = 0.803 KN / mm 1.25
= 236.71 189.37
Required length of weld = ### < 956.88 mm HENCE SAFE
For Tension
Support reaction = ### (Max Tension)
Assume 4 Nos 20 dia H.D bolts Grade 4.6 (Bearing type bolt)
(As per Cl. 10.3.5) 1.25 As per IS 800- 2007,Table 5
240 400
90.48 KN 314.16
85.68 KN 251.328 mm^2
85.68 KN
68.54 KN
95.601/4= 23.9 KN Hence O.K
mm2 N/mm2
N/mm2
Cantilever moment Md =
Hence moment on the base plate Md= gmo =
Edge cantilever moment Md fy =
√(5 Md gmo / b fy) fu =
treqd =
ts = √(2.5 w (a2 - 0.3 b2)gmo / fy > tf tf =
tw =
gmw =
fwn = fu / √3 fwd= fwn / gmw =
Tension capacity of bolt Tdb = Tnb / gmb gmb =
Tnb = 0.9 fub An < fyb Asb (gmb / gm0) fyb= N/mm2 fub = N/mm2
0.9 fub An = Shank area of the bolt(Asb)= mm2
fyb Asb (gmb/gm0)= Net tensile area at the bottom of threads (An)=
Tnb = ( Approx. 80 % of Asb)
Tension capacity of single bolt Tdb =
Tension/bolt (Tb) =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE BASE PLATE DESIGNDESIGNED CHECKED SHEET
MFM VETRI
Diagonal distance from bolt centre to web = 70.7 mm
Moment in the plate due to bolt tension= 23.9 x 1000 x 70.7 = 1689730 N-mm
Assuming width of the plate= 100 mm
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2
19.28 mm (From tension only)
Hence provide thickness of base plate= 19.28 mm Round to 20 mm
Shear capacity of bolt:
58041.72 N 46.43 KN
Bearing capacity of the bolt:
e = 50
= 311600 N = 0.76 410
249.28 KN 22 mm
Therefore Shear capacity of single Bolt= 46.43 KN Hence O.K
Check for combined shear and Tension:
(Vsb / Vdb)^2 + (Tb / Tdb)^2 = 0.3 Vsb = 19.40925 KN
<1 Hence O.K Tb = 23.9 KN
Design of stiffner plate x -
Moment at the face of the column web -(for compression in the coulmn)
3.26*256/2*(200/2)^2/2= 2086400 N-mm
Moment at face of the column web (due to bolt tension) -
23900*100/2= 1195000 N-mm
Assume plate thickness - 8 mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 75.75 mm Hence, Provide stiffner plate height as 100 mm
Moment at the face of the column flange - (for compression on column)
3.26*(256/4+72)*((200-146.4)/2)^2/2= 159219.443 N-mm
Moment at face of the column web (due to bolt tension) -
23900/2*100/2= 597500 N-mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 40.54 mm Hence, Provide stiffner plate height as 100 mm
√(5 Md gmo / b fy)
treqd =
Vnsb = fu An / √3 = Vdsb =
Vnpb = 2.5 kb d t fu Kb = Min (e / 3do, p/ 3 do - 0.25, fub/fu, 1)
fu =
Vdpb = do =
√(5 Md gmo / b fy)
Design of stiffner plate y -
√(5 Md gmo / b fy)
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
ADDITIONAL CHECK FOR WALKWAY RUNNERS, PURLINS, SIDE RUNNERS
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF WALKWAY MEMBER FOR 600 mm ( CLEAR) WALKWAY
Width of the walkway = 600 mm
Span of Walkway = 3201 mm
600 mm
SECTIONAL PROPERTIES
Section Assumed = TUBR80x40x4.0
W = 0.066 KN/m
A = 855 mm2
Izz = 647900 mm4
Zez= = 16200 mm3
Zpz= = 19794.500877 mm4
ry = 15.85 mm
D = 80 mm
T = 4 mm
B = 40 mm
d = 72 mm
b = 32 mm
fy = 310
fu = 450
E = 200000
ɣm0 = 1.1
FOR SHS,RHS
Ɛ = 0.899
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact Semi compact
8 Plastic
18 Plastic Plastic
Hence the section is classified as PlasticLOAD CALCULATION
a) DEAD LOAD
Self Weight of chequerd plate(Thickness=6mm) = 0.53 KN/ m^2 x0.6/2"= 0.16 KN/ m
Self Weight of Walkway Member = 0.066 KN/ m
Self Weight of Handrails = 9.62 Kg/m = 0.095 KN/ m
TOTAL DEAD LOAD = 0.33 KN/m
b) LIVE LOAD
Live Load on Walkway = 2.5 KN/ m^2 As Per DBR
= 2.5x0.6/2"= = 0.75 KN/m
COMBINATION OF LOAD
TOTAL LOAD (DL + LL) = 0.33+0.75 = 1.08 KN/m
FACTORED LOAD (1.5DL+1.5LL) = (1.5*0.33)+(1.5*1.08) = 1.62 KN/m
CHECK FOR BENDING STRENGTH
The span of walkway is taken as 3000mm(maximum). Here the walkway is considered as three span continuous beam and accordingly moment, deflections were calculated.
N/mm2
N/mm2
N/mm2
b / tf d / tw
b / tf =
d / tw =`
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
Maximum Bending strength due to factored DL+LL
Considering walkway as a three span continuous beam
1.62 KN/m
3201 3201 3201
Maximum Bending strength due to factored DL+LL =
= 1.62*3.201^2/10
= ###
Design Bending Strength
= As per IS 800- 2007,Clause 8.2.1.2
Where β = 1
Md = 5.58 KN-m
Utilization ratio = 0.30 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Live load & SIDL only - Un factored)
Allowable deflectrion = L/300 As per IS: 800-2007,Table: 6
= 10.67mm
Actual deflection = For 3 span continuous beam
= 5.35mm < Allowable deflectrion
HENCE SAFE
SUMMARY ACTUAL ALLOWABLE
1 Check for bending strength 0.30 < 1 HENCE SAFE
2 Check for deflection 5.35mm < 10.67mm HENCE SAFE
WL2/10
Design Bending Strength Md βbZpfy / ɣm0
5 wl 4/ 768 EI
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
DESIGN OF WALKWAY MEMBER FOR 800 mm ( CLEAR) WALKWAY
Width of the walkway = 800 mm
Span of Walkway = 3201 mm
800 mm
SECTIONAL PROPERTIES
Section Assumed = TUBR80x40x4.0
W = 0.066 KN/m
A = 855 mm2
Izz = 647900 mm4
Zez= = 16200 mm3
Zpz= = 19794.500877 mm4
ry = 15.85 mm
D = 80 mm
T = 4 mm
B = 40 mm
d = 72 mm
b = 32 mm
fy = 310
fu = 450E = 200000ɣm0 = 1.1
FOR SHS,RHS
Ɛ = 0.899
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact Semi compact
8 Plastic
18 Plastic Plastic
Hence the section is classified as Plastic
LOAD CALCULATION
a) DEAD LOAD
Self Weight of chequerd plate(Thickness=6mm) = 0.53 KN/ m^2 x0.8/2"= 0.22 KN/ m
Self Weight of Walkway Member = 0.066 KN/ m
Self Weight of Handrails = 9.62 Kg/m = 0.095 KN/ m
TOTAL DEAD LOAD = 0.39 KN/m
b) LIVE LOAD
Live Load on Walkway = 2.5 KN/ m^2 As Per DBR
= 2.5x0.8/2"= = 1 KN/m
COMBINATION OF LOAD
TOTAL LOAD (DL + LL) = 0.39+1 = 1.39 KN/m
The span of walkway is taken as 3000mm(maximum). Here the walkway is considered as three span continuous beam and accordingly moment, deflections were calculated.
N/mm2
N/mm2
N/mm2
b / tf d / tw
b / tf =
d / tw =
`
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF WALKWAY RUNNERDESIGNED CHECKED SHEET
PDE VETRI
FACTORED LOAD (1.5DL+1.5LL) = (1.5*0.39)+(1.5*1.39) = 2.09 KN/m
CHECK FOR BENDING STRENGTH
Maximum Bending strength due to factored DL+LL
Considering walkway as a three span continuous beam
2.09 KN/m
3201 3201 3201
Maximum Bending strength due to factored DL+LL =
= 2.09*3.201^2/10
= ###
Design Bending Strength
= As per IS 800- 2007,Clause 8.2.1.2
Where β = 1
Md = 5.58 KN-m
Utilization ratio = 0.38 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Live load & SIDL only - Un factored)
Allowable deflectrion = L/300 As per IS: 800-2007,Table: 6
= 10.67mm
Actual deflection = For 3 span continuous beam
= 6.99mm < Allowable deflectrion
HENCE SAFE
SUMMARY ACTUAL ALLOWABLE
1 Check for bending strength 0.38 < 1 HENCE SAFE
2 Check for deflection 6.99mm < 10.67mm HENCE SAFE
WL2/10
Design Bending Strength Md βbZpfy / ɣm0
5 wl 4/ 768 EI
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PURLINDESIGNED CHECKED SHEET
PDE VETRI
Max span of purlins = 3.62 m
Spacing of purlins = 1.1 m 1.1
The purlin is designed as Simply supported beam
Consider purlin RHS TUBS91.5x91.5x4.5 α = 18.43 degree
1.04
DEAD LOAD CALCULATION
Self wt of Roofing sheet = 10 Kg/m2 Thickness of sheet= 1mm
Wt of sheet/m = 10x1.04x9.81/1000 = 0.102 KN/m
Self wt of purlin = 11.89 Kg/m
= 0.117 KN/m
Total = 0.219 KN/m
LIVE LOAD CALCULATION
Live load on roof = 0.75 (As per DBR)
Deduction as per IS875 (PART II)-1987,TABLE 2 = 0.59
Dust load = 0.5 (As per DBR)
Hence live load /m = (0.59+0.5)*1.04 = 1.13 KN/m
WIND LOAD CALCULATION
Basic wind speed = 50 m/sec (As per DBR)
K1 = 1.08 (As per DBR)
K3 = 1 (As per DBR)
K2 = 1.1
Design wind speed = 50*1.08*1*1.1 = 59.4 m/sec (As per IS875 (PART III)-1987,clause 5.3)
Design wind pressure = 0.6*59.4^2 = 2117.02 N/m2 (As per IS875 (PART III)-1987,clause 5.4)
= 2.117 KN/m2
Assuming % of openings 5 to 20%
Cpi = ±0.5 (As per IS875 (PART III)-1987,clause 6.2.3.2)
h = 2.625 m
w = 3.8 m
h/w = 2.625/3.8 = 0.69
Roof angle = = 18.43
FOR 0 Deg. Wind Cpe (WWS) = -0.763
Cpe (LWS) = -0.516(As per IS875 (PART III)-1987,clause 6.2.2.2,Table 5)
FOR 90 Deg. Wind Cpe (WWS) = -0.8
Cpe (LWS) = -0.6
Hence Wind load on purlin
On WWS - (-0.8-0.5)*2.117*1.1= = -3.030 KN/m For Cpi +ve
On LWS - (-0.6-0.5)*2.117*1.1= = -2.560 KN/m
On WWS - (-0.8+0.5)*2.117*1.1= = -0.699 KN/m For Cpi -ve
On LWS - (-0.6+0.5)*2.117*1.1= = -0.233 KN/m
Purlin will be designed for Cpi +ve. ( Maximum coefficient)
LOAD COMBINATION -1 DL+LL
Load component normal to the rafter - (DL+LL)Cosα = (0.219+1.13)*0.95 = 1.28 KN/m
Load component parallel to the rafter - (DL+LL)Sinα = (0.219+1.13)*0.32 = 0.43 KN/m
sag rod = 0 no sag rod
Max bending moment for simply suppoted beam = wl^2/8
Mz = 1.28 x 3.62 ^2/8 = 2.1 KN-m
My = 0.43 x (3.62/1)^2/8 = 0.71 KN-m
KN/m2
KN/m2
KN/m2
(As per IS875 (PART III)-1987,TABLE 2,For Terrain category-2, class B )
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PURLINDESIGNED CHECKED SHEET
PDE VETRI
Mz = 1.5 x 2.1 = 3.15 KN- m 1.5
My = 1.5 x 0.71 = 1.065 KN- m 1.1
Max shear for simply suppoted beam = wl/2
Vy = 1.5x1.28 x 3.62/2 = 3.48 KN
Vz = 1.5 x 0.43 x 3.62/2 = 1.16745 KN
SECTION PROPERTIES
A= 1514 mm^2 4.5mm b = 82.5mm D(or, h)= 91.5mm
B = 91.5mm 41000mm^3 41000mm^3 ###
### 1875700mm^4 ### d = 82.5mm
310 N/mm2 450 N/mm2
SECTION CLASSIFICATION
Ɛ = 0.9 0.81
For CHS only
Limit 42 Ɛ^2 52 Ɛ^2 146 Ɛ^2
Class Plastic Compact Semi compact
20.33 Plastic
FOR SHS,RHS
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact Semi compact
18.33 Plastic
18.33 Plastic Plastic
Hence the section is classified as Plastic
CHECK FOR SHEAR CAPACITY
A h / (b + h) = = 796.16 mm^2
A b / (b + h) = = 717.84 mm^2
= 129.55 KN Vdy > Vy HENCE SAFE
= 116.8 KN Vdz > Vz HENCE SAFE
Vy&Vz < 0.6*Vdy & 0.6* Vdz,So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR BENDING STRENGTH
= As per IS 800- 2007,Clause 8.2.1.2
Where = 1
a. Design strength in bending (Mdz)
= 13.3KN-m
= 13.87 KN- m
= 13.3 KN- m
b. Design strength in bending (Mdy)
= 13.3KN-m
= 13.87 KN- m
= 13.3 KN- m
Member section strength
0.32 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Live load & SIDL only - Un factored)
Actual vertical deflection = 5wl^4/384EI For simply suppoted beam
Load component normal to the rafter - (LL)Cosα = (1.13+0.102)*0.95 = 1.17 KN/m
Actual vertical deflection = 6.963 mm
Allowable deflection = Span / 150 As per IS: 800-2007,T able: 6 for purlins
= 24.13 mm
So 6.963 < 24.13 mm
HENCE SAFE
Factored moments,
ɣf =
ɣmo=
Factored shear,
t =
Zez = Zey = Zpz =
Zpy = Izz = Iyy =
fy = fU =
Ɛ2=
D / t =
b / tf d / tw
b / tf =
d / tw =
Avy =
Avz =
Vdy = fy x Av / ɣmo x 1.732
Vdz = fy x Av / ɣ mo x 1.732
Design Bending Strength Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0)
βb
βbZpfy / ɣm0
1.2Zefy / ɣm0
Therefore Mdz
βbZpfy / ɣm0
1.2Zefy / ɣm0
Therefore Mdy
Mz / Mdz + My / Mdy =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF PURLINDESIGNED CHECKED SHEET
PDE VETRI
LOAD COMBINATION -1 (DL+WL) (Check for wind suction)
Load component normal to the rafter = WL+DLCosα = -3.03+(0.219*0.95) = -2.822 KN/m
Load component parallel to the rafter = DLSinα = 0.07 KN/m
Max bending moment for simply suppoted beam = wl^2/8
Mz = 2.822 x 3.62 ^2/8 = = 4.63 KN- m
My = 0.07 x (3.62/1)^2/8 = 0.12 KN- m
Factored momenMz = 1.5 x 4.63 = 6.945 KN- m 1.5
My = 1.5 x 0.12 = 0.18 KN- m
Factored shear, Vy = 1.5x2.822 x 3.62/2 = 7.66 KN Vdy > Vy HENCE SAFE
Vz = 1.5 x 0.07 x 3.62/2 = 0.19005 KN Vdz > Vz HENCE SAFE
Member section strength
Mz / Mdz + My / Mdy = 0.54 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Wind load only- Un factored)
Actual vertical deflection = 5wl^4/384EI For simply suppoted beam
Load component normal to the rafter - (WL) = 3.03 KN/ m
Actual vertical deflection = 18.031 mm
Allowable deflection = Span / 150 As per IS: 800-2007,T able: 6 for purlins
= 24.13 mm
So 18.031 < 24.13 mm
HENCE SAFE
SUMMARY
Dead Load + Live Load combination
Check for shear capacity ACTUAL ALLOWABLE
Check for Vertical shear 3.48 KN < 129.55 KN HENCE SAFE
Check for Horizontal shear 1.16745 KN < 116.8 KN HENCE SAFE
Check for bending 0.32 < 1 HENCE SAFE
Check for deflection 18.031 < 24.13 HENCE SAFE
Dead Load + Wind Load combination
Check for shear capacity
Check for Vertical shear 7.66 KN < 129.55 KN HENCE SAFE
Check for Horizontal shear 0.19005 KN < 116.8 KN HENCE SAFE
Check for bending 0.54 < 1 HENCE SAFE
Check for deflection 18.031 < 24.13 HENCE SAFE
gf =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF SIDE RUNNERSDESIGNED CHECKED SHEET
PDE VETRI
As per IS 800: 2007
Max span of side runner = 3.62 m
Spacing of side runner = 1.2 m 1.2 m
Side runner is designed as Simply supported beam
Consider side runner as RHS TUBS91.5x91.5x4.5
1.2 m
DEAD LOAD CALCULATION
Self wt of cladding sheet = 10 Kg/m2 Thickness of sheet= .8mm
Wt of sheet/m = 10x1.2x9.81/1000 = 0.118 KN/m DL
Self wt of the member = 11.89 Kg/m
= 0.12 KN/m WL
Total = 0.238 KN/m
WIND LOAD CALCULATION
Basic wind speed Vb = 50 m/sec (As per DBR)
K1 = 1.08 (As per DBR)
K3 = 1 (As per DBR)
K2 = 1.1
Design wind speed = 50*1.08*1*1.1 = 59.4 m/sec (As per IS875 (PART III)-1987,clause 5.3)
Design wind pressure = 0.6*59.4^2 = 2117.02 N/m2 (As per IS875 (PART III)-1987,clause 5.4)
= 2.117 KN/m2
Assuming % of openings 5 to 20%
Cpi = ±0.5 (As per IS875 (PART III)-1987,clause 6.2.3.2)
Structure height, h = 2.625 m
Structure width, w = 3.8 m
Structure length, l = 24 m
h/w = 2.625/3.8 = 0.69 Therefore,1/2 < h / w < 3/2
l/w = 24/3.8 6.32 Therefore, 3/2 < l / w < 4
For wind Angle = 0 Cpe (WWS) = 0.7(As per IS875 (PART III)-1987,Table 4)
Cpe (LWS) = -0.3
Considering maximum coeffiecient for Face A & B
Total wind force on a side runner (WWS) -
(0.7+0.5)*2.117*(1.2)= 3.050 KN/m
Total wind force on a side runner (LWS) - 1.5
(0.3-0.5)*2.117*(1.2)= -0.51 KN/m 1.1
sag rod = 0 no sag rod
DL+WL (Check for wind loading)
Max bending moment for simply suppoted beam = wl^2/8
Mz = 3.05 x 3.62 ^2/8 = = 5 KN- m
My = 0.238 x (3.62/1)^2/8 = 0.39 KN- m
(As per IS875 (PART III)-1987,TABLE 2,For Terrain category-2, class B )
ɣf =
ɣm0 =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF SIDE RUNNERSDESIGNED CHECKED SHEET
PDE VETRI
Mz = 1.5 x 5 = 7.5 KN- m
My = 1.5 x 0.39 = 0.585 KN- m
Max shear for simply suppoted beam = wl/2
Vy = 1.5*3.05*3.62/2" = 8.28 KN
Vz = 1.5 x 0.238 x 3.62/2= = 0.64617 KN
SECTION PROPERTIES
A= 1514 mm^2 4.5mm b = 82.5mm D(or, h)= 91.5mm
B = 91.5mm 41000mm^3 41000mm^3 ###
### 1875700mm^4 ### d = 82.5mm
310 N/mm2 450 N/mm2
SECTION CLASSIFICATION
Ɛ = 0.89802651013 0.81
For CHS only
Limit 42 Ɛ^2 52 Ɛ^2 146 Ɛ^2
Class Plastic Compact Semi compact
20.33 Plastic
FOR SHS,RHS
Limit 29.3 Ɛ 33.5 Ɛ 42 Ɛ 84 Ɛ 105 Ɛ 126 Ɛ
Class Plastic Compact Semi compact Plastic Compact
18.33 Plastic
18.33 Plastic Plastic
Hence the section is classified as Plastic
CHECK FOR SHEAR CAPACITY
A h / (b + h) = = 796.16 mm^2
A b / (b + h) = = 717.84 mm^2
= 129.55 KN Vdy > Vy HENCE SAFE
= 116.8 KN Vdz > Vz HENCE SAFE
Vy&Vz < 0.6*Vdy & 0.6* Vdz,So calculate Design Moment (Md) as per IS 800-2007, clause 8.2.1.2
CHECK FOR BENDING STRENGTH
= As per IS 800- 2007,Clause 8.2.1.2
Where = 1
a. Design strength in bending (Mdz)
= 13.3KN-m
= 13.87 KN- m
Therefore Mdz = 13.3 KN- m
b. Design strength in bending (Mdy)
= 13.3KN-m
Factored moments,
Factored shear,
t =
Zez = Zey = Zpz =
Zpy = Izz = Iyy =
fy = fU =
Ɛ2 =
D / t =
b / tf d / tw
Semi compact
b / tf =
d / tw =
Avy =
Avz =
Vdy = fy x Avy / ɣmo x 1.732
Vdz = fy x Avz / ɣmo x 1.732
Design Bending Strength Md (βbZpfy / ɣm0) ≤ (1.2Zefy / ɣm0)
βb
βbZpfy / ɣm0
1.2Zefy / ɣm0
βbZpfy / ɣm0
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN OF SIDE RUNNERSDESIGNED CHECKED SHEET
PDE VETRI
= 13.87 KN- m
Therefore Mdy = 13.3 KN- m
Member section strength
0.61 < 1
HENCE SAFE
CHECK FOR DEFLECTION (Considering Wind load only- Un factored)
Actual vertical deflection = 5wl^4/384EI For simply suppoted beam
Load considered for deflection- (WL) = 3.05 KN/ m
Actual vertical deflection = = 18.150 mm
Allowable deflection = Span / 150 As per Table: 6 of IS: 800-2007 for purlins
= 24.13 mm
So 18.150 < 24.13 mm
HENCE SAFE
SUMMARY
ACTUAL ALLOWABLE
Check for shear capacity
Check for Vertical shear 8.28 KN < 129.55 KN HENCE SAFE
Check for Horizontal shear 0.64617 KN < 116.8 KN HENCE SAFECheck for bending 0.61 < 1 HENCE SAFE
Check for deflection 18.150 < 24.13 HENCE SAFE
1.2Zefy / ɣm0
Mz / Mdz + My / Mdy =
L&T CONSTRUCTIONMetallurgical & Material Handling ICBMH - EDRC
PROJECT RIL-MHS FOR GASIFICATION PROJECTDOCUMENT NO DATE
TITLE DESIGN CALCULATION FOR PLANT TRANSFER CONVEYOR DESIGNED CHECKED SHEET
PDE VETRI
STAAD OUTPUT FILE
PROJECTDOCUMENT NO DATE
TITLEDESIGNED CHECKED SHEET
550
Size of the column HD 500 X 492 92.5 b (1mm strip)
Factored loads: x y
Max. compression 3980 KN Node: 8 465 650
Max. tension 1350 KN Node: 13 a (1mm strip)
Max. shear 534 KN Node: 13 C/C = 450
For Compression421
Assume the base plate size as 550 x 650 Concrete Grade, fck = 30
Max. compression 3980 KN
Hence base pressure -(w) 11.13
< than 0.45times the strength of bedding material
Hence O.K
From Mukhanov's chart, Edge condition - Plate supported on three sides.
a1 = 275 mm Checking whether panel acting as cantilever
d1 = 232.5 mm (Length of free edge) a1/d1 > 0.5
Hence a1/d1 = 1.18 NOT APPLICABLE
Hence coefficient = 0.1184
0.1184*11.13*232.5^2= 71234.8938 N-mm 1.1
= 11.13X92.5X92.5 / 2= 47615.53125 N-mm 250 N/mm2
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2 410 N/mm2
Assuming width of the plate b = 1 mm
39.59 mm (From Compression only)
Minimum thickness check as per cl. 7.4.3
72 mm
= 14 mm a = 64.5 mm
Hence, ts = 72 mm b = 92.5 mm
Check for weld size connecting base plate to Column 45 mm
Total length availble for welding along the periphery of column A = 75490 mm2
2x(421-72+465)-45 = 1583 mm
Deducting length 10% for end return = 1424.7 mm
Capcacity of 30 mm weld = 4.017 KN / mm 1.25
= 236.71 189.37
Design force for weld = 5147 KN
Required length of weld = ### < 1424.7 mm HENCE SAFE
For Tension
Support reaction = 1350 KN (Max Tension)
Assume 8 Nos 56 dia H.D bolts Grade 4.6 (Bearing type bolt)
(As per Cl. 10.3.5) 1.25 As per IS 800- 2007,Table 5
240 400
709.35 KN 2463.01
671.73 KN 1970.408 mm^2
671.73 KN
537.38 KN
Tension capacity of single bolt as per RIL standards = 608 KN
mm2 N/mm2
N/mm2
Cantilever moment Md =
Hence moment on the base plate Md= gmo =
Edge cantilever moment Md fy =
√(5 Md gmo / b fy) fu =
treqd =
ts = √(2.5 w (a2 - 0.3 b2)gmo / fy > tf tf =
tw =
gmw =
fwn = fu / √3 fwd= fwn / gmw =
Tension capacity of bolt Tdb = Tnb / gmb gmb =
Tnb = 0.9 fub An < fyb Asb (gmb / gm0) fyb= N/mm2 fub = N/mm2
0.9 fub An = Shank area of the bolt(Asb)= mm2
fyb Asb (gmb/gm0)= Net tensile area at the bottom of threads (An)=
Tnb = ( Approx. 80 % of Asb)
Tension capacity of single bolt Tdb =
PROJECTDOCUMENT NO DATE
TITLEDESIGNED CHECKED SHEET
Hence tension capacity of single bolt = 537.38 KN
1350/8= 168.8 KN Hence O.K
Diagonal distance from bolt centre to web = 263.69 mm
Moment in the plate due to bolt tension= 168.75 x 1000 x 263.69 = 44497688 N-mm
Assuming width of the plate= 232.5 mm
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2
64.89 mm (From tension only)
Hence provide thickness of base plate= 72 mm Round to 12 mm
Shear capacity of bolt:
455046.24 N 364.04 KN
Bearing capacity of the bolt:
e = 95.2
= 371952 N = 0.54 410
297.56 KN 59 mm
Shear capacity of single bolt as per RIL standards = 253 KN
Therefore Shear capacity of single Bolt= 253 KN Hence O.K
Check for combined shear and Tension:
(Vsb / Vdb)^2 + (Tb / Tdb)^2 = 0.17 Vsb = 66.75 KN
<1 Hence O.K Tb = 168.75 KN
Design of stiffner plate x -
Moment at the face of the column web -(for compression in the coulmn)
11.13*465/2*(550/2)^2/2= 97848351.563 N-mm
Moment at face of stiffener (due to bolt tension) -
168750*450/2= 37968750 N-mm
Assume plate thickness - 16 mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 366.8 mm Hence, Provide stiffner plate height as 100 mm
Moment at the face of the column flange - (for compression on column)
11.13*(465/4+92.5)*((550^2)/2= 351412359.38 N-mm
Moment at face of stiffener (due to bolt tension) -
168750*(465-450)/2= C/C = 1265625 N-mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 695.12 mm Hence, Provide stiffner plate height as 100 mm
Design for shear key - H (max) = 801 KN
Shear key size 250 x 30 thk. cross
Provide 250 mm deep shear key
317000 525000 0.6
udl on the shear key = 801000/250= 3204 N/mm
Hence cantilever moment on the shear key (M)= 3204*250^2/2 = 100125000 N-mm = 100.13 KN-m
Section classification as per Table- 2 of IS 800: 2007:
d/t = 8.33 1.86339 Plastic
For a Plastic section, 1
119.32 KN- m
M < Md, Hence O.K Hence provide shear key size as 250x250x30
Tension/bolt (Tb) =
√(5 Md gmo / b fy)
treqd =
Vnsb = fu An / √3 = Vdsb =
Vnpb = 2.5 kb d t fu Kb = Min (e / 3do, p/ 3 do - 0.25, fub/fu, 1)
fu =
Vdpb = do =
√(5 Md gmo / b fy)
Design of stiffner plate y -
√(5 Md gmo / b fy)
(1.2xShear capacity of the member, (AvXfy/(Ö3Xϒm0)X1.2))
Ze of the section = mm3 Zp of the section = mm3 Ze/Zp =
e =
Design bending strength Md = bbZpfy/gmo
ßb =
Md =
PROJECTDOCUMENT NO DATE
TITLEDESIGNED CHECKED SHEET
450
Size of the column HE 400 84 b (1mm strip)
Factored loads: x y
Max. compression 1781 KN Node: 7 432 600
Max. tension 1020 KN Node: 11 a (1mm strip)
Max. shear 430 KN Node: 11 C/C = 390
For Compression307
Assume the base plate size as 450 x 600 Concrete Grade, fck = 30
Max. compression 1781 KN
Hence base pressure -(w) 6.60
< than 0.45times the strength of bedding material
Hence O.K
From Mukhanov's chart, Edge condition - Plate supported on three sides.
a1 = 225 mm Checking whether panel acting as cantilever
d1 = 216 mm (Length of free edge) a1/d1 > 0.5
Hence a1/d1 = 1.04 NOT APPLICABLE
Hence coefficient = 0.112
0.112*6.6*216^2= 34488.1152 N-mm 1.1
= 6.6X84X84 / 2= 23284.8 N-mm 250 N/mm2
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2 410 N/mm2
Assuming width of the plate b = 1 mm
27.55 mm (From Compression only)
Minimum thickness check as per cl. 7.4.3
40 mm
= 15 mm a = 71.5 mm
Hence, ts = 40 mm b = 84 mm
Check for weld size connecting base plate to Column 21 mm
Total length availble for welding along the periphery of column A = 32600 mm2
2x(307-40+432)-21 = 1377 mm
Deducting length 10% for end return = 1239.3 mm
Capcacity of 30 mm weld = 4.017 KN / mm 1.25
= 236.71 189.37
Design force for weld = 2223 KN
Required length of weld = ### < 1239.3 mm HENCE SAFE
For Tension
Support reaction = 1020 KN (Max Tension)
Assume 4 Nos 48 dia H.D bolts Grade 4.6 (Bearing type bolt)
(As per Cl. 10.3.5) 1.25 As per IS 800- 2007,Table 5
240 400
521.15 KN 1809.56
493.52 KN 1447.648 mm^2
493.52 KN
394.82 KN
Tension capacity of single bolt as per RIL standards = 441 KN
mm2 N/mm2
N/mm2
Cantilever moment Md =
Hence moment on the base plate Md= gmo =
Edge cantilever moment Md fy =
√(5 Md gmo / b fy) fu =
treqd =
ts = √(2.5 w (a2 - 0.3 b2)gmo / fy > tf tf =
tw =
gmw =
fwn = fu / √3 fwd= fwn / gmw =
Tension capacity of bolt Tdb = Tnb / gmb gmb =
Tnb = 0.9 fub An < fyb Asb (gmb / gm0) fyb= N/mm2 fub = N/mm2
0.9 fub An = Shank area of the bolt(Asb)= mm2
fyb Asb (gmb/gm0)= Net tensile area at the bottom of threads (An)=
Tnb = ( Approx. 80 % of Asb)
Tension capacity of single bolt Tdb =
PROJECTDOCUMENT NO DATE
TITLEDESIGNED CHECKED SHEET
Hence tension capacity of single bolt = 394.82 KN
1020/4= 255.0 KN Hence O.K
Diagonal distance from bolt centre to web = 225.13 mm
Moment in the plate due to bolt tension= 255 x 1000 x 225.13 = 57408150 N-mm
Assuming width of the plate= 216 mm
Thickness of plate required = As per IS 800- 2007,Clause 8.2.1.2
76.47 mm (From tension only)
Hence provide thickness of base plate= 76.47 mm Round to 12 mm
Shear capacity of bolt:
334319.98 N 267.46 KN
Bearing capacity of the bolt:
e = 81.6
= 312912 N = 0.53 410
250.33 KN 51 mm
Shear capacity of single bolt as per RIL standards = 183 KN
Therefore Shear capacity of single Bolt= 183 KN Hence O.K
Check for combined shear and Tension:
(Vsb / Vdb)^2 + (Tb / Tdb)^2 = 0.76 Vsb = 107.5 KN
<1 Hence O.K Tb = 255 KN
Design of stiffner plate x -
Moment at the face of the column web -(for compression in the coulmn)
6.6*432/2*(450/2)^2/2= 36085500 N-mm
Moment at face of stiffener (due to bolt tension) -
255000*390/2= 49725000 N-mm
Assume plate thickness - 16 mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 261.48 mm Hence, Provide stiffner plate height as 100 mm
Moment at the face of the column flange - (for compression on column)
6.6*(432/4+84)*((450^2)/2= 128304000 N-mm
Moment at face of stiffener (due to bolt tension) -
255000*(432-390)/2= C/C = 5355000 N-mm
Height of plate required = As per IS 800- 2007,Clause 8.2.1.2
= 420.02 mm Hence, Provide stiffner plate height as 100 mm
Design for shear key - H (max) = 645 KN
Shear key size 250 x 25 thk. cross
Provide 250 mm deep shear key
263020.83 429687.5 0.61
udl on the shear key = 645000/250= 2580 N/mm
Hence cantilever moment on the shear key (M)= 2580*250^2/2 = 80625000 N-mm = 80.63 KN-m
Section classification as per Table- 2 of IS 800: 2007:
d/t = 10 2.5 Plastic
For a Plastic section, 1
97.66 KN- m
M < Md, Hence O.K Hence provide shear key size as 250x250x25
Tension/bolt (Tb) =
√(5 Md gmo / b fy)
treqd =
Vnsb = fu An / √3 = Vdsb =
Vnpb = 2.5 kb d t fu Kb = Min (e / 3do, p/ 3 do - 0.25, fub/fu, 1)
fu =
Vdpb = do =
√(5 Md gmo / b fy)
Design of stiffner plate y -
√(5 Md gmo / b fy)
(1.2xShear capacity of the member, (AvXfy/(Ö3Xϒm0)X1.2))
Ze of the section = mm3 Zp of the section = mm3 Ze/Zp =
e =
Design bending strength Md = bbZpfy/gmo
ßb =
Md =