10.5m span rcc solid slab (land span)

DOC. NO. EW/34/DFS-02

HINDUSTAN CONSTRUCTION CO. LTD.REV. NO. R0

DATE 11/5/2006DESIGN CALCULATION

PAGE NO. 1

NATIONAL HIGHWAYS AUTHORITY OF INDIACLIENT

PROJECT

BRIDGE NO: 295.740 -- 10.5M SPAN RCC SOLID SLAB ( IN LAND SPAN )UNIT

DESIGN OF FORMWORK & STAGING ARRANGEMENTSUBJECT

NAME & DESIGNATION SIGNATURE

DESIGNED BY Nitesh Gamare- Design Engineer

CHECKED BY J. V. Siddamal - Manager

APPROVED BY P.H. Gandhi- Dy. Chief Engineer

R0 11/5/2006 -- 1 + 11 = 12

DATE MODIFICATIONS SHEETS

Format No. HCC F 01 11 01 Rev. No.2 Rev. Date:19.04.06 Page: 1

REHABILITATION AND UPGRADATION OF KM 253.00 TO KM 316.00 OF NH - 76 TO 4 - LANE CONFIGURATION IN THE STATE OF RAJASTHAN

REV. NO.

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HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. SH. NO.

Subject : 10.5 M RCC SOLID SLAB IN LAND SPAN EW-II ( RJ - 7 ) REV. R0

Details : Design of Formwork & Staging for Superstructure BRIDGE NO : 295.740 DATE 11.05.06

BY NITESH

REF

PREAMBLE:

For constructing 10.5 m span RCC Solid Slab H- frames are proposed below the soffit of Solid Slab In this document the design of Formwork & Staging of H-frames & its supporting components is done.

REFERENCE DRGS :

1 ) HCC : EW/34/FS-19 RCC SOLID SLAB GIRDER -10.5 M SPAN , G.A OF FORMWORK & STAGING OF BRIDGE @ 295.740

2 ) DEPT :

REFERENCE CODES :

1 ) IS - 800-1984 CODE OF PRACTICE FOR GENERAL CONSTRUCTION IN STEEL

2) IS - 2062-1992 STEEL FOR GENERAL STRUCTURE PURPOSE- SPECIFICATION

3) IS - 808-1989 DIMENSIONS FOR HOT ROLLED STEEL BEAM, COLUMN, CHANNEL AND ANGLE SECTIONS4) IS - 806-1968 USE OF STEEL TUBES IN GENERAL BUILDING CONSTRUCTION.

The General Arrangement of Formwork & Staging with H-frame in the cross section is as shown below.

NHAI/EW-II/RJ-7/NH76/BR-14/R-2 G.A OF BRIDGE AT CH 295.740

WOODEN SLEEPER

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BY NITESH

REF

DESIGN OF FORM PANELS BELOW CANTILEVER DECK SLAB :

Load Calculation :

Thickness of Slab = 350 mm ( Max thk is Considered )Weight of Slab 0.35 x 2.6 = 0.91

Live load on Formwork = 0.36

Wt of Formwork = 0.1

Total Load 1.37

C.L. of support

3.15mm Skin Plate

Angle Stiffner

1250

C.L. of support500

PLAN

DESIGN OF SKIN PLATE :

CHECK FOR BENDING :

Width of plate 500 mmLength of plate 1250 mmThk of plate= 3.15 mm

1.654

0.260

C/C spacing of Stiffner 250 mm227.5 mm

0.0071 T-m/m

σ = M / Z = 429 < 1650 SAFE

CHECK FOR DEFLECTION :

w = 13.7 KN/m/m E = 2.0E+05

L = 227.5 mm 2604.66

0.459 mm

T/m2

T/m2

T/m2

T/m2

Z = 1 / 6 * b * d2 = cm3/m

I =Z *(d /2 ) = cm4/m

Use ISA 45 X 45 X 5 as a stiffner.

Clear Span = ( 250-45/2 )

Max B.M = w * L2 / 10

Kg/Cm2 Kg/Cm2

N/mm2

I = mm4/m

Actual deflection = 2.5wL4 / 384 E I

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BY NITESH

REF

DESIGN OF COMBINED SECTION OF FORM PANELS FOR CANTILEVER DECK SLAB :

Thickness of Flange Plate = 3.15 mm50.4 mm

Depth of Angle Section = 45 mmWidth of Angle Section = 45 mmThk of Angle Section = 5 mm

Area of Angle Section = 428

79000

79000

12.9 mm

12.9 mm

Properties w.r.to. "O"

MEMBER WIDTH DEPTH THK AREA=A X Y AX AY

mm mm mm mm mm

PLATE 105.8 105.8 3.15 - 333.27 52.9 46.58 17629.98 15522 275.57 310875

ANGLE 45 X 45 45 5 428 63.3 12.9 27092.4 5521.2 79000 79000

TOTAL 761 44722 21043

Position of C.G from "O" 105.8X1 = 58.75 mm (from left )X2 = 47.05 mm (from right)Y1 = 27.64 mm (from bottom)Y2 = 20.51 mm (from Top) 50.4

Properties of Combined Section :Reference Point "O"

291754.80 410141.36

27.64 mm 58.75 mm

10554.65 6981.48

14226.59

19.58 mm

Total Load on Formwork = 1.37C/C spacing of Stiffner = 0.25 m

Total Load = 0.34 T/ msay ~ 0.34 T/ m

C/C Span of Cross Member = 1.25 m

CHECK FOR BENDING :

0.066 T-M ( 0.34 x 1.25 x 1.25 /8 )

10.55

629 < 1650 SAFE


Size of Angle : ISA45X45X5

Overhang of Flange Plate = 16 * thk of plate

mm2

IXX of Angle Section = mm4

IYY of Angle Section = mm4

Cxx of Angle Section =

Cyy of Angle Section =

Ixx Iyy

mm2 mm3 mm3 mm4 mm4

Ixx = mm4 Iyy = mm4

Ymax = Xmax =

Zxx Bot= mm3 Zyy = mm3

Zxx Top= mm3

rmin =

T/m2

Max B.M = w * L2 / 8

Zxx Top= cm3

σ bc= M / Z xx = Kg/cm2 Kg/cm2

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BY NITESH

REF

w = 0.34 T/m E = 2.0E+05

L = 1.25 m 291755

1.852 mm

DESIGN OF CROSS MEMBER BELOW DECK SLAB ( CANTILEVER PORTION ):

Load Calculation :

Thickness of Slab = 350 mm

Weight of Slab = 0.35 x 2.6 = 0.91



Total Load = 1.37C / C Spacing of Cross Member = 1250 mmLoad /m run = 1.37 x 1.25 = 1.712 T/ m

say ~ 1.8 T/ m1.8 T/m

Cross Member0.325 1.25 0.325

Max B.M = 0.257 T-mMax S.F = 1.125 T ( REFER BEAMAX RESULT )Max Deflection = 1.23 mm

Properties of Cross Member :

A = 18.2 41.9

157 58

2.94 cm 1.79 cm

4.8 mm 720

CHECK FOR BENDING :

L = 1250 mm 70

17.9 mmD = 75 mm D / T = 10T = 7.5 mm

Corresponding Value of Stress : 153

Max B.M = 0.257 T-M

41.9

613 < 1530 SAFE

CHECK FOR SHEAR :

Max Shear = V = 1.125 T

7.2

V / Aw = 156 < 1000 SAFE

(CLAUSE 6.4.2.a IS : 800 - 1984 )


N/mm2

I = mm4

Actual deflection = 5 wL4 / 384 E I

T/ m2

T/ m2

T/ m2

T/ m2

2ISMC 75

cm2 Zxx = cm3

Ixx = cm4 Iyy = cm4

rxx = ryy =

tw = Aw = mm2

L / rmin

rmin =

N/mm2 (CLAUSE 6.2.3 IS : 800 -1984 )

Zxx = cm3

σ = M / Zxx = Kg/Cm2 Kg/Cm2

Aw = cm2

Kg/Cm2 Kg/Cm2

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REF

Actual deflection = 1.23 mm

LONG MEMBER IN CANTILEVER DECK SLAB LVL :

As Cross member below the Cantilever Span , span about 1250 c/c , These Cross members are supported on Long Members which are placed on H-frame at 1.00m C/C

Pont Loads from Cross Member = 1.8 T ( 1.125 +0.585 = 1.7 T )

1.00 1.00 1.00 1.00 1.00

Max B.M = wl/4 = 0.45 T-MMax S.F = 1.6 T ( REFER BEAMAX CALCULATION )Max Deflection = 0.4 mm

Properties of Long Member :

A = 18.2 41.8

157 57.5

2ISMC 75 X 40

cm2 Zxx = cm3

Ixx = cm4 Iyy = cm4

1.250 Typ

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BY NITESH

REF

2.94 cm 1.777 cm4.8 mm 720

CHECK FOR BENDING :

L = 1000 mm 56.26

17.77 mm

D = 75 mm D / T = 10.00T = 7.5 mm


Max B.M = 0.45 T-M

41.8

1077 < 1570 SAFE

CHECK FOR SHEAR :


7.2

V / Aw = 222 < 1000 SAFE

(CLAUSE 6.4.2.a IS : 800 - 1984 )

CHECK FOR DEFLECTION :Actual deflection = 0.40 mm

DESIGN OF H-FRAME BELOW CANTILEVER DECK SLAB :

Max. Load on one Leg of H-frame = P = 1.8 T ( 1.254 + 0.54 = 1.79 T )

rxx = ryy =

tw = Aw = mm2

L / rmin

rmin =

N/mm2 (CLAUSE 6.2.3 IS : 800 -1984 )

Zxx = cm3


Aw = cm2

Kg/Cm2 Kg/Cm2

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BY NITESH

REF

A = 4.53 93.75L = 1500 mm

1.6 cm


P = A * σac = 3.83 T > 1.8 SAFE

DESIGN OF FORM PANELS BELOW GIRDER SOFFIT:

Load Calculation :

Thickness of Slab = 850 mmWeight of Slab 0.85 x 2.6 = 2.21



Total Load 2.67

C.L. of support

4mm Skin Plate625

Angle Stiffner

1250 C.L. of support

625

C.L. of support500

PLAN

DESIGN OF SKIN PLATE :

CHECK FOR BENDING :

Width of plate 500 mmLength of plate 1250 mmThk of plate= 4 mm

2.667

0.533

C/C spacing of Stiffner 250 mm213 mm

0.012 T-m/m

σ = M / Z = 452 < 1650 SAFE

Properties of 40 NB (M) Pipe : ( Table 1 of IS 1161:1998 )

cm2 L / rmin =

rmin =

Kg/Cm2 ( Table 2 of IS : 806 )

Axial Capacity of 40NB ( M ) Pipe section = P =

T/m2

T/m2

T/m2

T/m2

Z = 1 / 6 * b * d2 = cm3/m

I =Z *(d /2 ) = cm4/m

Use ISA 75 X 75 X 6 as a stiffner.

Clear Span = ( 250-75/2 )

Max B.M = w * L2 / 10

Kg/Cm2 Kg/Cm2

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BY NITESH

REF


w = 26.7 KN/m/m E = 2.0E+05

L = 212.5 mm 5333.33

0.332 mm

DESIGN OF COMBINED SECTION OF FORM PANELS FOR GIRDER SOFFIT :

Thickness of Flange Plate = 4 mm64 mm

Depth of Angle Section = 75 mmWidth of Angle Section = 75 mmThk of Angle Section = 6 mm

Area of Angle Section = 866

457000

457000

20.6 mm

20.6 mm

Properties w.r.to. "O"

MEMBER WIDTH DEPTH THK AREA=A X Y AX AY

mm mm mm mm mm

PLATE 134 X 134 4 - 536 67 77.00 35912.00 41272 714.67 802035

ANGLE 75 X 75 75 6 866 84.6 20.6 73263.6 17839.6 457000 457000

TOTAL 1402 109176 59112

Position of C.G from "O" 134X1 = 77.87 mm (from left )X2 = 56.13 mm (from right)Y1 = 42.16 mm (from bottom)Y2 = 36.84 mm (from Top) 64

Properties of Combined Section :Reference Point "O"

1510871 1361590.41

42.16 mm 77.87 mm

35835 17485

41014

31.16 mm

Total Load on Formwork = 2.67C/C spacing of Stiffner = 0.25 m

Total Load = 0.67 T/ msay ~ 0.7 T/ m

C/C Span of Cross Member = 0.625 m

N/mm2

I = mm4/m

Actual deflection = 2.5wL4 / 384 E I

Size of Angle : ISA75X75X6

Overhang of Flange Plate = 16 * thk of plate

mm2

IXX of Angle Section = mm4

IYY of Angle Section = mm4

Cxx of Angle Section =

Cyy of Angle Section =

Ixx Iyy

mm2 mm3 mm3 mm4 mm4

Ixx = mm4 Iyy = mm4

Ymax = Xmax =

Zxx Bot= mm3 Zyy = mm3

Zxx Top= mm3

rmin =

T/m2

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BY NITESH

REF

CHECK FOR BENDING :

0.027 T-M ( 0.7 x 0.625 x 0.625 /10 )

35.83

76 < 1650 SAFE


w = 0.7 T/m E = 2.0E+05

L = 0.625 m 1510871

0.023 mm

DESIGN OF CROSS MEMBER BELOW SOFFIT SLAB :

Cross member for Cantilever Deck Slab are placed at 1250 c/c, whereas,Cross member for Girder Soffit slab are placed at 625 c/c,

Loading on Cross Member From Central Solid Slab :Thickness of Solid Slab = 850 mmWeight of Slab = 0.85 x 2.6 = 2.21Live load on Formwork = 0.36Wt of Formwork = 0.1

Total Load = 2.67C / C Spacing of Cross Member = ( width ) 625 mmLoad /m run = 1.669 T/ m

say ~ 1.70 T/ m

0.33 T-mMax S.F = 1.14 T FROM BEAMMAXMax Deflection = 0.75 mm


A = 18.2 41.8

157 57.5

2.94 cm 1.777 cm4.8 mm 720

CHECK FOR BENDING :

L = 1250 mm 70.3317.77 mm

D = 75 mm D / T = 10.00T = 7.5 mm


Max B.M = w * L2 / 10

Zxx Top= cm3

σ bc= M / Z xx = Kg/cm2 Kg/cm2

N/mm2

I = mm4

Actual deflection = 2.5 wL4 / 384 E I

T/ m2

T/ m2

T/ m2

T/ m2

Max B.M = wl2/8 =

2ISMC 75 X 40

cm2 Zxx = cm3

Ixx = cm4 Iyy = cm4

rxx = ryy =

tw = Aw = mm2

L / rmin

rmin =

N/mm2 (CLAUSE 6.2.3 IS : 800 -1984 )

1.25 1.251.25 0.351.00.35 1.0

GIRDER SOFFIT

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BY NITESH

REF

Max B.M = 0.33 T-m

41.8

789 < 1510 SAFE

CHECK FOR SHEAR :

Max Shear = V = 1.14 T7.2

158 < 1000 SAFE(CLAUSE 6.4.2.a IS : 800 - 1984 )


Actual deflection = 0.75 mm SAFE

LONG MEMBER IN CENTRAL PORTION OF GIRDER AT SOFFIT LVL :

As Cross member below the Girder soffit, span at 0.625m c/c , These Cross members are supported on Long Members which are placed on H-frame at 1.25m C/C

Pont Loads from Cross Member = 2.1 T ( 1.14 +0.87 = 2.0 T )

1.00 1.00 1.00 1.00 1.00

Max B.M = wl/4 = 0.525 T-MMax S.F = 2.5 T ( REFER BEAMAX CALCULATION )Max Deflection = 0.23 mm


Zxx = cm3

σ = M / Zxx = Kg/Cm2 N/mm2

Aw = cm2

V / Aw = Kg/Cm2 Kg/Cm2

2ISMC 100X50

0.625 Typ

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BY NITESH

REF

A = 24.4 76.8

384 111

3.97 cm 2.13 cm

5 mm 1000

CHECK FOR BENDING :

L = 1250 mm 58.61

21.33 mm

D = 100 mm D / T = 12.99T = 7.7 mm


Max B.M = 0.525 T-M

76.8

684 < 1540 SAFE

CHECK FOR SHEAR :


10

V / Aw = 250 < 1000 SAFE

(CLAUSE 6.4.2.a IS : 800 - 1984 )

CHECK FOR DEFLECTION :Actual deflection = 0.23 mm

DESIGN OF H-FRAME BELOW GIRDER SOFFIT :

Max. Load on one Leg of Prop = P = 3.8 T (1.95+ 1.70= 3.7 T )

cm2 Zxx = cm3

Ixx = cm4 Iyy = cm4

rxx = ryy =

tw = Aw = mm2

L / rmin

rmin =

N/mm2 (CLAUSE 6.2.3 IS : 800 -1984 )

Zxx = cm3


Aw = cm2

Kg/Cm2 Kg/Cm2

Properties of 50 NB (M) Pipe : ( Table 1 of IS 1161:1998 )

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BY NITESH

REF

A = 6.41 74.26L = 1500 mm

2.02 cm


P = A * σac = 6.09 T > 3.8 SAFE

cm2 L / rmin =

rmin =

Kg/Cm2 ( Table 2 of IS : 806 )

Axial Capacity of 50NB ( M ) Pipe section = P =

10.5m span rcc solid slab (land span)

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