Gid-091-cv-cal-3070c.pdf
This document was uploaded by user and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this DMCA report form. Report DMCA
Overview
Download & View Gid-091-cv-cal-3070c.pdf as PDF for free.
More details
- Words: 1,633
- Pages: 9
Loading documents preview...
Page 1 of 9 BGR ENERGY SYSTEMS LIMITED.
DOCUMENT NO. GID-091-CV-CAL-3070 C
POWER PROJECTS DIVISION
Date
Rev
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
3-1-08
A
MAHARASHTRA STATE POWER GENERATION Co. Ltd KHAPERKHEDA T.P.S EXPANSION PROJECT (1x 500 MW)
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
BGR ENERGY SYSTEMS LIMITED CHENNAI, INDIA
POWER PROJECTS DIVISION 443, ANNA SALAI TEYNAMPET, CHENNAI - 600018 PH 044 24352436, FAX 044 24315678 E Mail – [email protected]
01-03-08
A
Submitted for approval
PDS
DATE
REV
Description
PREPARED BY
CHEKCED BY
CLEARED BY
APPROVED BY
Page 2 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
A
REV
Introduction Crane Supplier - ANUPAM Industries Limitted - (Vendor drawing is attached in Annexure -1) 115MT capacity crane is mounted in AB bay at EL+30.0 top of rail. The span of crane bridge is 34-0.75-2=32.5m The Gantry Girder is analysed and designed as simply supported over Column brackets with span of 10.5m.The rail is resting over Gantry Girder and gantry girder is supported on the brackets from A & B row columns. The C/L of gantry girder from C/L of A & B row column is 750 mm. 600 mm walkway (Effective width ) @ the center and at the column location 450 mm is provided throughout the length of the building with access provided from 17m floor The load calculation are carried out for Crane Operating conditon,Crane with wind and seismic. Finally the design of gantry girder is done for operating condition For load details refer DOC no:GID-091-CV-CAL-3040C Design of Gantry Girder E.O.T Crane Data Drg. No: 1052-00-Rev 02
G.A.
-
For 115 / 25T x 32.50mt Span D/G E.O.T.Crane
Crane capacity Weight of Crane including Crab Weight of Crab
= = =
Span of crane bridge Minimum hook approch Span of Gantry
34-0.75*2 = = = 1.8
4.0
1150 1250 340
kN kN kN
32.500 1.360 10.500
m m m
1.8
Wheel Base ( 2 x 4 wheels ) (Dimensions in meters) When the trolley is near to the wheels the vertical loads are maximum. Lift load + Crab weight Crane Load without crab
= 1150 + 340 = 1250 - 340
1490 kN
= = 910
1490 910
kN kN
kN
1.360 32.500 RA
RB
Page 3 of 9 BGR ENERGY SYSTEMS LTD.
Support reaction
Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
RA =
1883
kN
RB =
517
kN
Load on each wheel of Crane Gantry
=
1883 / 4
A
REV
=
471
kN
= 1.25 x 471
=
589
kN
Lateral Load : 10% of ( Lifted Weight + Crab ) = 0.1 x (1150 + 340)
=
149
kN
Cl: 8.4, Tender Specification : PCT / V / 02 / 2005 VI: 15 Impact load
This load is transferred to Gantry: acts at any one crane track rail and equally distributed on all wheels on one side of rail track. Hence load on each wheel
= 149 / 4
37.25
=
kN
Calculation of Maximum Bending Moment: Maximum bending moment condition arises when one of the point load is at the center of the beam. 589 589 589 1.8 4 =
= 10.500 m
RA RA
760
=
Maximum bending moment
kN Mmax
RB
RB
=
1007
=
2930
kNm
kN
Assumed that Rail is CR100 with self weight 1 kN/m and self weight of gantry girder is 4kN/m Total weight assumed
= 5 kN/m
Bending moment due to self weight
=
Total moment
Mvmax
=
2930
+
kNm
69 69
=
2999
kNm (Major axis bending moment)
Maximum Bending moment due lateral horizontal force BM in minor axis
Mhmax = 2930 x 37.25 / 589
=
185
kNm
Page 4 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
Maximum Shear Force : 589 589 1.8
589
589 4
RA
A
REV
2.900
1.8
RB
10.500
For Maximum shear force, the wheel load shall be placed as shown aobve. Maximum shear Force
1503
RA =
Section Assumed 1300 mm Total Depth = Top Flange 490 mm Width Thickness Bottom Flange Width Thickness 490 mm mm2 Total area = 51136
Web Thickness 32
mm
32
mm
kN
16
=
mm
795 50 50
Y
Surge girder member MC250
Area Centre of Gravity Chequered Plate
A Cyy 6 thk
2 3867 mm 23 mm
633
211.7 X
X
600 wide (Assumed)
Moment of inertia of section about XX only for main girder Y =
15125659221
mm
4
Section Modulus of section about XX only for main girder
Zxx
=
3 23270245 mm
Moment of inertia and section Modulus for Combined section of Plate Girder top flange Section + Chequred Plate + Surge girder member (about minor axis) Total area of section at top flange level = 3867 + 6 x 600 + 490 x 32 = 3867 + 3600 + 15680 2 = 23147 mm The distance from the center of gravity of the combined section at top flange level to the axis of the girder (yy-axis) = 211.72 mm The moment of Inertia of Bracing beam W.r.t. to axis yy 4 = 2767040408 mm mm3 Section Modulus Zyy yy = 6058475
Page 5 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
Radius of gyration about yy
346
=
A
REV
mm
Bending Compressive Stress due to Major Axis Bending moment = Mvmax / Z xx = 2999000000 / 23270245
= 129 Mpa
Bending Compressive Stress due to Minor Axis Bending moment = Mhmax / Zyy = 185000000 / 6058475
=
31 Mpa
Total Bending Compressive Stress = 129 + 31 = 159 Mpa Since the compression flange is fully restrained by surge girder through out the length, full bending stress is considered. As per clause 3.9.3 of IS 800-1984 permissible stresses shall be increased by 10% Allowable bending compressive stress
= 0.66 fy x 1.1 = 181.5 Mpa > Hence Safe.
159.4 Mpa
Check for deflection Service bending moment = 2930 / 1.25 + 69 Deflection
2413 kNm
2 = M L / ( 10 x E x Ixx)
Allowable deflection L / 1000
=
=
8.58 mm
IS 800-1984, Cl :3.13.1.13
= 10500 / 1000
=
10.5 mm
>
mm
8.58
Hence Safe.
Longitudinal force: Horizontal ( Longitudinal ) Force along rails = 5% of Static wheel load
=
Bending moment due to longitudinal force = 94.2 x (0.65 + 0.15)
= 75.36 kNm
Stress in longitudinal direction
94.2 kN
= F/A +M/Z = 5.08 Mpa
Very small and it is negligible.
Check for Shear stress Actual shear stress
= 1503000 / ((1236 x 16))
=
76
Mpa p
Page 6 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
Allwable stress
=
=
0.4 x fy
A
REV
Mpa
100
Support Rib
Hence OK
Assume the support rib is 1290
x
490 x
32 thk resting over 650 SQ x 25thk plate.
Crushing area = 490 x 32
=
2 15680 mm
Bearing stress = 1503000 / 15680
=
96
Mpa
< 0.75 x fy
=
187.5 Mpa
Hence safe. Vertical Stiffner Plates. Cl: IS800-1984 , Cl: 6.7.3.1 d1/t = 1236 / 16 = 77 < 85 Vertical stiffners are not required, however 200x10thk vertical stiffner plates are provided at 1500mm centers, edge. centers starting with first stiffner at 750mm from edge Check for outstand of Flange Plates Cl: IS800-1984 , Cl: 3.5.2.1(b) Outstand of flange provided = (490 - 16)/2 = Case 1: = 256 x Thickness of flange / sqrt (250) = Case 2: 16 x 32 = 16 x Thk. Of flange = =
237
mm
518
mm >
237
512
mm >
237
Hence safe. Check for outstand of Stiffener Plates Cl: IS800-1984 , Cl: 6.7.4.4 Outstand of flange provided 202 = (490 - 16)/2-35 = Case 1: 518 = 256 x Thickness of flange / sqrt (250) = Hence safe.
mm mm >
202
WELD B/W BOTTOM FLANGE TO WEB The top flange welds are made with penetration over the entire thickness of the web. The joint between flange and web is subjected to shear stress. The shear stress = 988 N/mm Assume 8 mm thk. Weld on bothsides with contineous fillet weld. Strength of the weld = 2 x 0.707 x 8 x 108 = 1222 N/mm >
988
Hence safe
Page 7 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
REV
A
WELD B/W STIFFENER PLATE TO WEB PLATE Cl: IS800-1984 , Cl: 6.7.4.6 The weld between the stiffener and the web plate to be designed for a shearing force of not less than those given below Shearing force
= 125*t^2/h
=
158.4 kN/m
t = web thickness h = outstand of stiffener plate
Assume 6 mm fillet weld Capacity of 6 mm weld
= 0.707*6*108
= 458.1 kN/m
Hence safe
WELD B/W WEB PLATE TO BEARING STIFFENER The maximum end reactions to be transffered
=
1503 kN
Assume g of 1230 10 mm thk. Weld on bothsides with contineous fillet weld with weld length Strength of the weld = 2 x 0.707 x 10 x 108 x 1230 =
1878 kN
>
1503
Hence safe
Page 8 of 9 BGR ENERGY SYSTEMS LTD. Project Title Doc No.
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW) STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION REV GID-091-CV-CAL-3070 C A
CRANE VENDOR DRAWINGS - ANNEXURE 1
Page 9 of 9
DOCUMENT NO. GID-091-CV-CAL-3070 C
POWER PROJECTS DIVISION
Date
Rev
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
3-1-08
A
MAHARASHTRA STATE POWER GENERATION Co. Ltd KHAPERKHEDA T.P.S EXPANSION PROJECT (1x 500 MW)
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
BGR ENERGY SYSTEMS LIMITED CHENNAI, INDIA
POWER PROJECTS DIVISION 443, ANNA SALAI TEYNAMPET, CHENNAI - 600018 PH 044 24352436, FAX 044 24315678 E Mail – [email protected]
01-03-08
A
Submitted for approval
PDS
DATE
REV
Description
PREPARED BY
CHEKCED BY
CLEARED BY
APPROVED BY
Page 2 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
A
REV
Introduction Crane Supplier - ANUPAM Industries Limitted - (Vendor drawing is attached in Annexure -1) 115MT capacity crane is mounted in AB bay at EL+30.0 top of rail. The span of crane bridge is 34-0.75-2=32.5m The Gantry Girder is analysed and designed as simply supported over Column brackets with span of 10.5m.The rail is resting over Gantry Girder and gantry girder is supported on the brackets from A & B row columns. The C/L of gantry girder from C/L of A & B row column is 750 mm. 600 mm walkway (Effective width ) @ the center and at the column location 450 mm is provided throughout the length of the building with access provided from 17m floor The load calculation are carried out for Crane Operating conditon,Crane with wind and seismic. Finally the design of gantry girder is done for operating condition For load details refer DOC no:GID-091-CV-CAL-3040C Design of Gantry Girder E.O.T Crane Data Drg. No: 1052-00-Rev 02
G.A.
-
For 115 / 25T x 32.50mt Span D/G E.O.T.Crane
Crane capacity Weight of Crane including Crab Weight of Crab
= = =
Span of crane bridge Minimum hook approch Span of Gantry
34-0.75*2 = = = 1.8
4.0
1150 1250 340
kN kN kN
32.500 1.360 10.500
m m m
1.8
Wheel Base ( 2 x 4 wheels ) (Dimensions in meters) When the trolley is near to the wheels the vertical loads are maximum. Lift load + Crab weight Crane Load without crab
= 1150 + 340 = 1250 - 340
1490 kN
= = 910
1490 910
kN kN
kN
1.360 32.500 RA
RB
Page 3 of 9 BGR ENERGY SYSTEMS LTD.
Support reaction
Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
RA =
1883
kN
RB =
517
kN
Load on each wheel of Crane Gantry
=
1883 / 4
A
REV
=
471
kN
= 1.25 x 471
=
589
kN
Lateral Load : 10% of ( Lifted Weight + Crab ) = 0.1 x (1150 + 340)
=
149
kN
Cl: 8.4, Tender Specification : PCT / V / 02 / 2005 VI: 15 Impact load
This load is transferred to Gantry: acts at any one crane track rail and equally distributed on all wheels on one side of rail track. Hence load on each wheel
= 149 / 4
37.25
=
kN
Calculation of Maximum Bending Moment: Maximum bending moment condition arises when one of the point load is at the center of the beam. 589 589 589 1.8 4 =
= 10.500 m
RA RA
760
=
Maximum bending moment
kN Mmax
RB
RB
=
1007
=
2930
kNm
kN
Assumed that Rail is CR100 with self weight 1 kN/m and self weight of gantry girder is 4kN/m Total weight assumed
= 5 kN/m
Bending moment due to self weight
=
Total moment
Mvmax
=
2930
+
kNm
69 69
=
2999
kNm (Major axis bending moment)
Maximum Bending moment due lateral horizontal force BM in minor axis
Mhmax = 2930 x 37.25 / 589
=
185
kNm
Page 4 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
Maximum Shear Force : 589 589 1.8
589
589 4
RA
A
REV
2.900
1.8
RB
10.500
For Maximum shear force, the wheel load shall be placed as shown aobve. Maximum shear Force
1503
RA =
Section Assumed 1300 mm Total Depth = Top Flange 490 mm Width Thickness Bottom Flange Width Thickness 490 mm mm2 Total area = 51136
Web Thickness 32
mm
32
mm
kN
16
=
mm
795 50 50
Y
Surge girder member MC250
Area Centre of Gravity Chequered Plate
A Cyy 6 thk
2 3867 mm 23 mm
633
211.7 X
X
600 wide (Assumed)
Moment of inertia of section about XX only for main girder Y =
15125659221
mm
4
Section Modulus of section about XX only for main girder
Zxx
=
3 23270245 mm
Moment of inertia and section Modulus for Combined section of Plate Girder top flange Section + Chequred Plate + Surge girder member (about minor axis) Total area of section at top flange level = 3867 + 6 x 600 + 490 x 32 = 3867 + 3600 + 15680 2 = 23147 mm The distance from the center of gravity of the combined section at top flange level to the axis of the girder (yy-axis) = 211.72 mm The moment of Inertia of Bracing beam W.r.t. to axis yy 4 = 2767040408 mm mm3 Section Modulus Zyy yy = 6058475
Page 5 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
Radius of gyration about yy
346
=
A
REV
mm
Bending Compressive Stress due to Major Axis Bending moment = Mvmax / Z xx = 2999000000 / 23270245
= 129 Mpa
Bending Compressive Stress due to Minor Axis Bending moment = Mhmax / Zyy = 185000000 / 6058475
=
31 Mpa
Total Bending Compressive Stress = 129 + 31 = 159 Mpa Since the compression flange is fully restrained by surge girder through out the length, full bending stress is considered. As per clause 3.9.3 of IS 800-1984 permissible stresses shall be increased by 10% Allowable bending compressive stress
= 0.66 fy x 1.1 = 181.5 Mpa > Hence Safe.
159.4 Mpa
Check for deflection Service bending moment = 2930 / 1.25 + 69 Deflection
2413 kNm
2 = M L / ( 10 x E x Ixx)
Allowable deflection L / 1000
=
=
8.58 mm
IS 800-1984, Cl :3.13.1.13
= 10500 / 1000
=
10.5 mm
>
mm
8.58
Hence Safe.
Longitudinal force: Horizontal ( Longitudinal ) Force along rails = 5% of Static wheel load
=
Bending moment due to longitudinal force = 94.2 x (0.65 + 0.15)
= 75.36 kNm
Stress in longitudinal direction
94.2 kN
= F/A +M/Z = 5.08 Mpa
Very small and it is negligible.
Check for Shear stress Actual shear stress
= 1503000 / ((1236 x 16))
=
76
Mpa p
Page 6 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
Allwable stress
=
=
0.4 x fy
A
REV
Mpa
100
Support Rib
Hence OK
Assume the support rib is 1290
x
490 x
32 thk resting over 650 SQ x 25thk plate.
Crushing area = 490 x 32
=
2 15680 mm
Bearing stress = 1503000 / 15680
=
96
Mpa
< 0.75 x fy
=
187.5 Mpa
Hence safe. Vertical Stiffner Plates. Cl: IS800-1984 , Cl: 6.7.3.1 d1/t = 1236 / 16 = 77 < 85 Vertical stiffners are not required, however 200x10thk vertical stiffner plates are provided at 1500mm centers, edge. centers starting with first stiffner at 750mm from edge Check for outstand of Flange Plates Cl: IS800-1984 , Cl: 3.5.2.1(b) Outstand of flange provided = (490 - 16)/2 = Case 1: = 256 x Thickness of flange / sqrt (250) = Case 2: 16 x 32 = 16 x Thk. Of flange = =
237
mm
518
mm >
237
512
mm >
237
Hence safe. Check for outstand of Stiffener Plates Cl: IS800-1984 , Cl: 6.7.4.4 Outstand of flange provided 202 = (490 - 16)/2-35 = Case 1: 518 = 256 x Thickness of flange / sqrt (250) = Hence safe.
mm mm >
202
WELD B/W BOTTOM FLANGE TO WEB The top flange welds are made with penetration over the entire thickness of the web. The joint between flange and web is subjected to shear stress. The shear stress = 988 N/mm Assume 8 mm thk. Weld on bothsides with contineous fillet weld. Strength of the weld = 2 x 0.707 x 8 x 108 = 1222 N/mm >
988
Hence safe
Page 7 of 9 BGR ENERGY SYSTEMS LTD. Project
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW)
Title
STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION
Doc. No.
GID-091-CV-CAL-3070C
REV
A
WELD B/W STIFFENER PLATE TO WEB PLATE Cl: IS800-1984 , Cl: 6.7.4.6 The weld between the stiffener and the web plate to be designed for a shearing force of not less than those given below Shearing force
= 125*t^2/h
=
158.4 kN/m
t = web thickness h = outstand of stiffener plate
Assume 6 mm fillet weld Capacity of 6 mm weld
= 0.707*6*108
= 458.1 kN/m
Hence safe
WELD B/W WEB PLATE TO BEARING STIFFENER The maximum end reactions to be transffered
=
1503 kN
Assume g of 1230 10 mm thk. Weld on bothsides with contineous fillet weld with weld length Strength of the weld = 2 x 0.707 x 10 x 108 x 1230 =
1878 kN
>
1503
Hence safe
Page 8 of 9 BGR ENERGY SYSTEMS LTD. Project Title Doc No.
KHAPERKHEDA T.P.S EXPANSION PROJECT, (1X500MW) STG BUILDING - CRANE GANTRY GIRDER DESIGN CALCULATION REV GID-091-CV-CAL-3070 C A
CRANE VENDOR DRAWINGS - ANNEXURE 1
Page 9 of 9
More Documents from "madhu"
Basics Of Engineering Dwg Standards
January 2021 1
Gid-091-cv-cal-3070c.pdf
January 2021 1
Drdo Isro
February 2021 1
Material Constants In Building Works 10067.pdf
March 2021 0
