• Author / Uploaded
• swatantar17

Citation preview

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

25/5 T DGEOT

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 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

25/5 T DGEOT

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 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