Structural calculations
Job no-787
GRIP ENGINEERS PVT. LTD
STRUCTURAL CALCULATIONS for 25/5 Tonne D.G.E.O.T.Crane for for INDURE Pvt. Ltd., New Delhi. Job No. :- 787 I. BRIDGE GIRDER :1
2
CRANE SPECIFICATIONS :CAPACITY OF CRANE = MAIN HOIST = AUX. HOIST = SPAN OF CRANE (L) = CLASS/DUTY OF CRANE =
25.00 Tonnes 5.00 Tonnes 15.08 Metres 2
DATA REQUIRED FOR CALCULATIONS :VERTICAL IMPACT FACTOR = VERTICAL SEISMIC FACTOR = FACTOR FOR VERTICAL FORCES CONSIDERED = DUTY FACTOR = FACTOR FOR HORIZONTAL FORCES = SEISMIC FACTOR FOR HORIZONTAL FORCES = FACTOR FOR HORIZONTAL FORCES CONSIDERED = WEIGHT OF TROLLEY = CT LEADING WHEEL LOAD (without Impact) = CT LEADING WHEEL LOAD (with Impact) = CT TRAILING WHEEL LOAD (without Impact) = CT TRAILING WHEEL LOAD (with Impact) = CT WHEEL BASE = ALLOWABLE VERTICAL DEFLECTION =
1.30 1.300 0.95 0.05 0.050 6.75 8.900 11.065 6.975 8.560 2.60 1.676
(Table 2 of IS:807) gm (Table 2 of IS:807) (Table 2 of IS:807) gm Tonnes Tonnes Tonnes Tonnes Tonnes Metres cms
(Clause 7.4.1 of IS:807) 3
4
SELECTION OF SECTION AS BELOW:TOP PLATE :WIDTH = THICKNESS = WEB PLATES :HEIGHT = THICKNESS = BOTTOM PLATE :WIDTH = THICKNESS = CENTRE to CENTRE of WEB PLATES = DISTANCE OF B.PLATE FROM WEB BOTTOM =
430 mm 12 mm 1,100 mm 6 mm 374 12 380 10
PROPORTIONS OF SECTION :SPAN/DEPTH RATIO (Should be < 25) = SPAN/WIDTH RATIO (Should be < 60) = WIDTH/FLANGE THK RATIO (Should be < 60) =
Iyy 7,950.70
66
66,550.00
1.98
44.88
5.39
5,231.36
Ixx
13.71 O.K. 40.32 O.K. 31.17 O.K.
FLANGE PROPORTIONS :CLEAR FL.WIDTH TO FL.THK RATIO = M/s The Indure
mm mm mm mm
6.19
AREA 51.6
31.17 Sheet 1 of 9
Io(min) = Io(max) = Io(act) =
144.61 cm^4 142.18 cm^4 cm^4
NOT REQD 25/5 T DGEOT
Structural calculations
Job no-787
GRIP ENGINEERS PVT. LTD
(If this ratio is >38 then one longitudinal stiffner is to be provided at the centre of the compression flange) SIZE OF THE LONGITUDINAL STIFFNER HEIGHT = THICKNESS = AREA =
-
a= b= As = St.thk = ht = thk =
mm mm cm^2
81.00 37.40 1.20 12.5 1.6
cm cm cm^2 cm cm cm
WEB PROPORTIONS :a) FOR UNSTIFFENED WEBS: THE GREATER OF d1*ª / 816 =
21.31 mm
d1*ªfy / 1344 =
12.94 mm
d1 / 85 =
12.94 mm
AS PER ISS DISTANCE BETWEEN FULL DEPTH STIFFNERS = AS PER RAIL DISTANCE BETWEEN FULL DEPTH STIFFNERS = CONSDERED DISTANCE BETWEEN FULL DEPTH STIFFNERS = c =
21.31
VERTICAL STIFFNERS ARE TO BE PROVIDED
6.11
1 HORIZONTAL STIFFNER IS TO BE PROVIDED
4.87
NO 2nd HORIZONTAL STIFFNER REQUIRED
3.03
O.K.
1,620 mm 1,980 mm 1,620 mm
b) FOR VERTICALLY STIFFENED WEBS: THE GREATER OF h / 180 = d2*ªfy / 3200 =
6.11 mm 5.44 mm
d2 / 200 = 5.50 mm c) FOR VERTICALLY & HORIZONTALLY STIFFENED WEBS: THE GREATER OF h1 / 180 = 1.21 mm h2 / 180 = 4.87 mm d2*ªfy / 4000 =
4.35 mm
d2 / 250 = 4.40 mm d) FOR VERTICALLY & HORIZONTALLY STIFFENED WEBS: THE GREATER OF h11 / 180 = 1.21 mm h12 / 180 = 1.79 mm h2 / 180 =
3.03 mm
d2*ªfy / 6400 =
2.72 mm
d2 / 400 =
2.75 mm
st DISTANCE OF 1 CENTRE LINE OF LONG. STIFFNER = DISTANCE OF 2nd CENTRE LINE OF LONG. STIFFNER =
220 mm mm
VERTICAL STIFFNERS :MINIMUM REQUIRED THICKNESS OF WEB PLATE = t = THE MAXIMUM PERMITTED CLEAR DISTANCE BETWEEN VERTICAL STIFFNERS FOR WEB THICKNESS t = c = CLEAR DISTANCE BETWEEN HOR. STIFFNER / COMP. FLANGE AS APPLICABLE & TENSION FLANGE = d = MINIMUM I OF THE VERTICAL STIFFNER =
3.03 mm 1,620 mm 877 mm 4 10,760 mm
SIZE OF THE VERTICAL STIFFNER HEIGHT = M/s The Indure
25.00 mm Sheet 2 of 9
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Structural calculations THICKNESS = ACTUAL I =
6.00 mm 4 31,250 mm
HORIZONTAL STIFFNERS :1. 1st HORIZONTAL STIFFNER st MINIMUM I OF THE 1 HORZ. STIFFNER =
4 180,857 mm
SIZE OF THE 1st HORZ. STIFFNER HEIGHT = THICKNESS = ACTUAL I =
50.00 mm 6.00 mm 4 250,000 mm
2. 2nd HORIZONTAL STIFFNER nd MINIMUM I OF THE 2 HORZ. STIFFNER =
45.00 mm 8.00 mm 4 243,000 mm
PROPERTIES OF ABOVE SECTION :AREA OF SECTION A = DISTANCE EXTREME FIBRE exx =
2
228.48 cm 57.07 cm 4 425,666.31 cm
MOMENT OF INERTIA Ixx =
3 7,459.01 cm 3 7,863.41 cm
SECTION MODULUS Zxx (t)= SECTION MODULUS Zxx (c)=
4 60,838.02 cm 4 30,419.01 cm
MOMENT OF INERTIA (whole section) Iyy = MOMENT OF INERTIA (top flange) Iyy =
3 2,829.68 cm 3 1,414.84 cm
SECTION MODULUS (whole section) Zyy = SECTION MODULUS (top flange) Zyy = RADIUS OF GYRATION Ryy = CENTRE OF GRAVITY C1 = DISTANCE EXTREME FIBRE C2 = MEAN COMPRESSION FLANGE THK. = DEPTH OF GIRDER = UNSTIFFENED DEPTH OF WEB = d = 6
mm4
NA
SIZE OF THE 2nd HORZ. STIFFNER HEIGHT = THICKNESS = ACTUAL I = 5
Job no-787
GRIP ENGINEERS PVT. LTD
16.32 54.13 57.07 1.20 111.20 87.70
CHECK FOR SELENDERNESS RATIO :SELENDERNESS RATIO (L/Ryy) = ( As per Clause 7.3.2 of IS:807 L/Ryy <300 )
cms cms cms cms cms cms
92.41 Hence O.K.
7
CHECK FOR DEFLECTION :VERTICAL DEFLECTION :CT LEADING WHEEL LOAD (without Impact) P1 = CT TRAILING WHEEL LOAD (without Impact) P2 = CT WHEEL BASE b = M/s The Indure
8,900 kg 6,975 kg 260 cm Sheet 3 of 9
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Structural calculations CRANE SPAN l = RESULTANT DIST. FROM L. WHEEL = DIST L.WHEEL FROM CENTRE = DIST L.WHEEL FROM END a = END REACTIONS, Rb = END REACTIONS, Ra = INTEGERATION CONSTANT C1 = CONSTANT u = CONSTANT v = CONSTANT w = DISTANCE OF POINT OF MAX. DEFLECTION = ACTUAL DEFLECTION AT RATED LOAD = ( with Trolley at the centre of Span ) ALL. DEFLECTION AT RATED LOAD = As 1.21 < 8
Job no-787
GRIP ENGINEERS PVT. LTD 1,508 114.24 57.12 696.88 8,538.79 7,336.21 -2,126,544,398.93 -1,563.79 12,404,497.64 -8,575,323,675.57 765.11
cm cm cm cm kg kg
cms
1.21 cms
1.68
1.68 cms Hence SAFE in Deflection
CHECK FOR STRESSES :-
8.1
8.2
ALLOWABLE COMPRESSIVE STRESSES IN BENDING :- (for Selected Section) ( As per Clause 6.2.4 of IS:800 ) Y= X= K1 (As per Table 6.3 of IS:800) = w= K2 (As per Table 6.4 of IS:800) =
310.29 Mpa 317.91 Mpa 1.00 0.50 -
ELASTIC CRITICAL STRESS fcb = ( As per Clause 6.2.3 of IS:800 ) T/t= d1 / t =
2.00 146.17
1344 / ª fy = MAXIMUM COMPRESSIVE STRESS = ALLOWABLE COMPRESSIVE STRESS = MAXIMUM TENSILE STRESS = ALLOWABLE TENSILE STRESS =
85.00 114.72 108.98 165.00 156.75
Mpa Mpa Mpa Mpa
11,065.00 8,560.00 130.85 65.43 688.57 200.84 30.00 100.00 500.00 150.00 13,658.50 11,955.58
kg kg cm cm cm kg/m kg/m kg/m Kg cms kg kg
335.15 Mpa
VERTICAL STRESSES :LEADING WHEEL LOAD (with Impact) = TRAILING WHEEL LOAD (with Impact) = RESULTANT DIST. FROM L. WHEEL = DIST L.WHEEL FROM CENTRE = DIST L.WHEEL FROM END = WEIGHT PER METRE OF SECTION = WEIGHT PER METRE OF CT RAIL = WEIGHT PER METRE OF PLATFORM = WEIGHT OF EACH LT MACHINERY = DISTANCE LT M/C FROM RAIL CENTRE = END REACTIONS, Rb = END REACTIONS, Ra =
M/s The Indure
Sheet 4 of 9
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Structural calculations MAXIMUM BENDING MOMENT = VERTICAL BENDING STRESS (t) = VERTICAL BENDING STRESS (c) = 8.3
8.4
7,372,980.50 kg-cm 97.00 Mpa 92.01 Mpa
HORIZONTAL STRESSES :HORIZONTAL FORCES DUE TO :a) TROLLEY & LOAD (at each wheel) = LEADING WHEEL LOAD = TRAILING WHEEL LOAD = RESULTANT DIST. FROM L. WHEEL = DIST L.WHEEL FROM CENTRE = DIST L.WHEEL FROM END = b) BRIDGE GIRDER = WIND LOADS DUE TO :a) TROLLEY (at each wheel) = b) LOAD (at each wheel) = c) BRIDGE GIRDER = END REACTIONS, Rb = END REACTIONS, Ra = MAXIMUM BENDING MOMENT = HORIZONTAL BENDING STRESS = MAXIMUM TOTAL BENDING STRESS = As As
9
97.00 104.33
553.25 428.00 130.85 65.43 688.57 0.17
kg kg cm cm cm kg/cm
657.92 572.78 355,184.69 12.32
kg kg kg/cm kg kg kg-cm Mpa
104.33 Mpa < <
156.75 108.98
SAFE in Bend. Stresses in Tension SAFE in Bend. Stresses in Comp.
CHECK FOR SHEAR STRESS IN WEB :( As per Clause 6.4.2 a) & Table 6.6A of IS:800 ) DEPTH/THICKNESS RATIO = DISTANCE BETWEEN STIFFNERS = c = RATIO c/d = MAXIMUM AVERAGE SHEAR STRESS = (As per Clause 6.4.1 of IS:800) MAXIMUM SHEAR STRESS (0.45*fy) = MINIMUM OF THE ABOVE TWO = ALLOWABLE AVERAGE SHEAR STRESS = MAXIMUM SHEAR NEAR ENDS =
146.17 162.00 cms 1.47 93.00 Mpa 112.50 93.00 88.35 17,106.28
GIRDER END SECTION AS SHOWN:TOP PLATE :WIDTH = THICKNESS = BOTTOM PLATE :WIDTH = THICKNESS = WEB PLATES :HEIGHT = THICKNESS = CENTRE to CENTRE of WEB PLATES =
M/s The Indure
Job no-787
GRIP ENGINEERS PVT. LTD
Mpa Mpa Mpa kg
430 mm 12 mm 600 mm 16 mm 200 mm 6 mm 380 mm
Sheet 5 of 9
25/5 T DGEOT
Structural calculations PROPERTIES OF ABOVE SECTION :AREA OF SECTION A = MOMENT OF INERTIA Ixx = CENTRE OF GRAVITY C1 = DISTANCE EXTREME FIBRE C2 =
171.60 16,423.62 14.05 8.75
SHEAR STRESS IN WEB UP FROM CENTROID = SHEAR STRESS IN WEB DOWN FROM CENTROID = MAXIMUM SHEAR STRESS = As 64.97 10
11
<
88.35
cm^2 cm^4 cms cms
59.14 Mpa 64.97 Mpa 64.97 Mpa Hence SAFE in Shear Stresses
CHECK FOR DISTANCE BETWEEN FULL DEPTH STIFFNERS :(Please refer Clause 6.7.4.2 of IS:800) MINIMUM DISTANCE = (0.33*d) = MAXIMUM DISTANCE = (1.5*d) = DISTANCE CONSIDERED = c = As 162.00 ê 165.00 And 162.00 > 36.30
36.30 cms 165.00 cms 162.00 cms Hence O.K.
CHECK FOR MINIMUM THICKNESS OF VERTICAL STIFFNER PLATES :ALL STIFFNERS SHALL BEAR AGAINST TOP PLATE AND SHALL BE WELDED TO THE WEB PLATES. ITS THICKNESS SHALL BE SUFFICIENT TO RESIST THE TROLLEY WHEEL LOAD IN BEARING ON THE ASSUMPTION THAT THE WHEEL LOAD IS DISTRIBUTED OVER A DISTANCE EQUAL TO THE WIDTH OF THE RAIL BASE PLUS TWICE THE DISTANCE FROM THE RAIL BASE TO THE TOP OF STIFFNER PLATE. ( As per Clause 6.3 of IS:800 ) PERMISSIBLE BEARING STRESS = (0.75*fy) = ALLOWABLE BEARING STRESS = TROLLEY WHEEL LOAD (without Impact) = WIDTH OF THE RAIL BASE + TWICE THE DISTANCE FROM TOP OF STIFFNER = MINIMUM STIFFNER PLATE THICKNESS = STIFFNER PLATE THICKNESS SELECTED = As 5.00 > 3.67
13
Job no-787
GRIP ENGINEERS PVT. LTD
CHECK FOR MINIMUM DISTANCE BETWEEN STIFFNERS :TROLLEY WHEEL LOAD (without Impact) = SECTION MODULOUS OF CT RAIL = MINIMUM DISTANCE BETWEEN ADJECENT STIFFNERS (LONG OR SHORT) = CONSIDERED MINIMUM DISTANCE = As 810.00 < 989.91
187.50 Mpa 178.13 Mpa 8.90 Tonnes 13.35 cms 3.67 mm 5.00 mm Hence O.K. & SAFE
8.90 Tonnes 116.00 cm^3 989.91 mm 810.00 mm Hence O.K. & SAFE
II. END CARRIAGES :1
END CARRIAGE SPECIFICATIONS :C.T. WHEEL GUAGE = M/s The Indure
3.20 Metres Sheet 6 of 9
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Structural calculations END CARRIAGE WHEEL BASE = L.T. WHEEL BASE = 2
3
4
5
6
Job no-787
GRIP ENGINEERS PVT. LTD 4.80 Metres 4.80 Metres
DATA REQUIRED FOR CALCULATIONS :(When Trolley is at one End) LIVE LOAD (without Impact) = LIVE LOAD (with Impact) = DEAD LOAD = ALLOWABLE VERTICAL DEFLECTION =
14.82 18.32 2.99 0.53
SELECTION OF SECTION AS BELOW:TOP & BOTTOM PLATE :WIDTH = THICKNESS = WEB PLATES :HEIGHT = THICKNESS = CENTRE to CENTRE of WEB PLATES =
Tonnes Tonnes Tonnes cms
228 mm 8 mm 520 mm 8 mm 220 mm
PROPORTIONS OF SECTION :SPAN/DEPTH RATIO (Should be < 25) = SPAN/WIDTH RATIO (Should be < 60) = WIDTH/FLANGE THK RATIO (Should be < 60) =
9.23 O.K. 22.64 O.K. 26.50 O.K.
PROPERTIES OF ABOVE SECTION :AREA OF SECTION A = MOMENT OF INERTIA Ixx = SECTION MODULUS Zxx = MOMENT OF INERTIA (whole section) Iyy = MOMENT OF INERTIA (top flange) Iyy = SECTION MODULUS Zyy = RADIUS OF GYRATION Ryy = CENTRE OF GRAVITY C1 = DISTANCE EXTREME FIBRE C2 = MEAN COMPRESSION FLANGE THK. = DEPTH OF GIRDER = AREA OF WEB (Near End) =
119.68 44,174.78 1,648.31 11,651.95 5,825.98 1022.10 9.87 26.80 26.8 0.80 53.60 26.88
CHECK FOR SELENDERNESS RATIO :SELENDERNESS RATIO (L/Ryy) = ( As per Clause 7.3.2 of IS:807 L/Ryy <300 )
cm^2 cm^4 cm^3 cm^4 cm^4 cm^3 cms cms cms cms cms cm^2
48.65 Hence O.K.
7
8
CHECK FOR DEFLECTION :ACTUAL DEFLECTION AT RATED LOAD = ( with Trolley at the end of Span ) ALL. DEFLECTION AT RATED LOAD = As 0.37 <
0.3681322 cms
0.53
0.53 cms Hence SAFE in Deflection
CHECK FOR STRESSES :M/s The Indure
Sheet 7 of 9
25/5 T DGEOT
Structural calculations
8.1
ALLOWABLE COMPRESSIVE STRESSES IN BENDING :- (for Selected Section) ( As per Clause 6.2.4 of IS:800 ) Y= X= K1 (As per Table 6.3 of IS:800) = w= K2 (As per Table 6.4 of IS:800) = ELASTIC CRITICAL STRESS fcb =
1,119.80 Mpa 1,134.46 Mpa 1.00 0.50 0.00 1,134.46 Mpa
( As per Clause 6.2.3 of IS:800 ) MAXIMUM COMPRESSIVE STRESS = ALLOWABLE COMPRESSIVE STRESS = 8.2
8.3
8.4
9
152.14 Mpa 144.53 Mpa
VERTICAL STRESSES :WEIGHT PER METRE OF SECTION = END REACTIONS, Ra = Rb = MAXIMUM BENDING MOMENT = VERTICAL BENDING STRESS =
107.79 21,576.86 2,215,623.26 131.91
kg/m kg kg-cm Mpa
1587.50 396.88 31,750.00 3.05
kg kg kg-cm Mpa
HORIZONTAL STRESSES :HORIZONTAL FORCES DUE TO :a) TROLLEY & LOAD = END REACTIONS, Ra = Rb = MAXIMUM BENDING MOMENT = HORIZONTAL BENDING STRESS = MAXIMUM TOTAL BENDING STRESS = As 134.96
<
144.53
134.96 Mpa Hence SAFE in Bending Stresses
CHECK FOR SHEAR STRESS IN WEB :( As per Clause 6.4.2 a) & Table 6.6A of IS:800 ) DEPTH/THICKNESS RATIO = DISTANCE BETWEEN STIFFNERS (1.0*d) = MAXIMUM AVERAGE SHEAR STRESS = (As per Clause 6.4.1 of IS:800) MAXIMUM SHEAR STRESS (0.45*fy) = MINIMUM OF THE ABOVE TWO = ALLOWABLE AVERAGE SHEAR STRESS = MAXIMUM SHEAR NEAR ENDS =
65.00 52.00 cms 100.00 Mpa 112.50 Mpa 100.00 Mpa 95.00 21,576.86 kg
END CARRIAGE END SECTION AS SHOWN:TOP PLATE :WIDTH = THICKNESS = BOTTOM FLATS :WIDTH = THICKNESS = WEB PLATES :M/s The Indure
Job no-787
GRIP ENGINEERS PVT. LTD
228 mm 8 mm 80 mm 20 mm
Sheet 8 of 9
25/5 T DGEOT
Structural calculations
HEIGHT = THICKNESS = CENTRE to CENTRE of WEB PLATES =
153 mm 8 mm 220 mm
PROPERTIES OF ABOVE SECTION :AREA OF SECTION A = MOMENT OF INERTIA Ixx = CENTRE OF GRAVITY C1 = DISTANCE EXTREME FIBRE C2 =
74.72 3,839.43 10.19 7.91
SHEAR STRESS IN WEB UP FROM CENTROID = SHEAR STRESS IN WEB DOWN FROM CENTROID = MAXIMUM SHEAR STRESS = As 76.22 10
11
<
95.00
CHECK FOR DISTANCE BETWEEN FULL DEPTH STIFFNERS :(Please refer Clause 6.7.4.2 of IS:800) MINIMUM DISTANCE = (0.33*d) = MAXIMUM DISTANCE = (1.5*d) = DISTANCE CONSIDERED = (1.0*d) = As 52.00 < 78.00 And 52.00 > 17.16 CHECK FOR MINIMUM THICKNESS OF WEB PLATES :( As per Clause 6.7.3.1 b) & Table 6.7 of IS:800 ) I) 1/180 OF SMALLEST CLEAR PANEL = II) MAXIMUM OF :d2*(fy)^.5/3200 = d2/200 = GREATER OF I) & II) = CONSIDERED THICKNESS OF WEB PLATE = As 8.00 > 2.89
M/s The Indure
Job no-787
GRIP ENGINEERS PVT. LTD
2
cm 4 cm cm cm
61.55 Mpa 76.22 Mpa 76.22 Mpa Hence SAFE in Shear Stresses
17.16 cms 78.00 cms 52.00 cms Hence O.K.
2.89 mm 0.19 2.60 2.89 8.00
mm mm mm mm
Hence O.K.
Sheet 9 of 9
25/5 T DGEOT
