10.5m Span Rcc Solid Slab (land Span)

DOC. NO.

EW/34/DFS-02

REV. NO.

R0

DATE

HINDUSTAN CONSTRUCTION CO. LTD.

11/5/2006

PAGE NO.

DESIGN CALCULATION

1

CLIENT

NATIONAL HIGHWAYS AUTHORITY OF INDIA

PROJECT

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

UNIT

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

SUBJECT

DESIGN OF FORMWORK & STAGING ARRANGEMENT NAME & DESIGNATION

DESIGNED BY

Nitesh Gamare- Design Engineer

CHECKED BY

J. V. Siddamal - Manager

APPROVED BY

SIGNATURE

P.H. Gandhi- Dy. Chief Engineer

R0

11/5/2006

--

1 + 11 = 12

REV. NO.

DATE

MODIFICATIONS

SHEETS

Format No. HCC F 01 11 01

Rev. No.2

Rev. Date:19.04.06

Page:

1

2 OF 34 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : 10.5 M RCC SOLID SLAB IN LAND SPAN Details : Design of Formwork & Staging for Superstructure

SH. NO.

EW-II ( RJ - 7 )

REV.

R0

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 : NHAI/EW-ΙΙ/RJ-7/NH76/BR-14/R-2

G.A OF BRIDGE AT CH 295.740

REFERENCE CODES : 1 ) IS - 800-1984 2) IS - 2062-1992 3) IS - 808-1989

4) IS - 806-1968

CODE OF PRACTICE FOR GENERAL CONSTRUCTION IN STEEL STEEL FOR GENERAL STRUCTURE PURPOSE- SPECIFICATION DIMENSIONS FOR HOT ROLLED STEEL BEAM, COLUMN, CHANNEL AND ANGLE SECTIONS 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.

WOODEN SLEEPER

HCC F 01 11 02 R - 0

3 OF 34 DESIGN OF FORM PANELS BELOW CANTILEVER DECK SLAB :

Load Calculation : Thickness of Slab = Weight of Slab 0.35 x 2.6 = Live load on Formwork = Wt of Formwork = Total Load =

350 mm 0.91 T/m2 0.36 T/m2 0.1 T/m2 1.37 T/m2

( Max thk is Considered )

C.L. of support 3.15mm Skin Plate

Angle Stiffner 1250

C.L. of support 500 PLAN

DESIGN OF SKIN PLATE : CHECK FOR BENDING :

Width of plate Length of plate Thk of plate=

500 mm 1250 mm 3.15 mm

Z = 1 / 6 * b * d2 = Ι =Z *(d /2 ) =

1.654 cm3/m 0.260 cm4/m

Use ISA 45 X 45 X 5 as a stiffner. C/C spacing of Stiffner 250 mm 227.5 mm Clear Span = ( 250-45/2 ) Max B.M = w * L2 / 10

0.0071 T-m/m

σ=M/Z=

429 Kg/Cm2

<

1650 Kg/Cm2

CHECK FOR DEFLECTION :

w= L=

13.7 KN/m/m 227.5 mm

E= Ι=

2.0E+05 N/mm2 2604.66 mm4/m

Actual deflection = 2.5wL4 / 384 E Ι 0.459 mm

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

Thickness of Flange Plate = HCC F 01 11 02 R - 0

Size of Angle : ΙSA45X45X5 3.15 mm

SAFE

4 OF 34 Overhang of Flange Plate = 16 * thk of plate Depth of Angle Section = Width of Angle Section = Thk of Angle Section = Area of Angle Section = ΙXX of Angle Section =

79000 mm4

ΙYY of Angle Section =

79000 mm4

Cxx of Angle Section =

12.9 mm

Cyy of Angle Section =

12.9 mm

50.4 mm 45 mm 45 mm 5 mm 428 mm2

Properties w.r.to. "O" MEMBER

WIDTH

DEPTH

THK

AREA=A

X

Y

AX

AY

Ιxx

Ιyy

mm

mm

mm

mm2

mm

mm

mm3

mm3

mm4

mm4

3.15 45

5

333.27 428

52.9 63.3

1.58 12.9

17629.98 27092.4

525 5521.2

275.57 79000

310875 79000

PLATE 105.8 X 3.15105.8 ANGLE 45 X 45 X 5 45

761

TOTAL

44722 105.8

Position of C.G from "O"

X1 = X2 = Y1 = Y2 =

6046

58.75 mm 47.05 mm 7.94 mm -4.79 mm

(from left ) (from right) (from bottom) (from Top)

50.4

Properties of Combined Section :

Reference Point "O" Ιxx =

103306.90 mm

Ymax =

7.94 mm

Zxx Bot=

13007.47 mm

3

Zxx Top=

-21557.65 mm

3

rmin =

Ιyy =

4

410141.36 mm4

Xmax = Zyy =

58.75 mm 6981.48 mm3

11.65 mm

Total Load on Formwork = C/C spacing of Stiffner = Total Load = say ~

1.37 T/m2 0.25 m 0.34 T/ m 0.34 T/ m

C/C Span of Cross Member =

1.25 m

CHECK FOR BENDING :

0.066 T-M -21.56 cm3

Max B.M = w * L2 / 8 Zxx Top= σ bc= M / Z xx =

( 0.34 x 1.25 x 1.25 /8 )

-308 Kg/cm2

<

CHECK FOR DEFLECTION :

w=

0.34 T/m

L= 1.25 m Actual deflection = 5 wL4 / 384 E Ι

E= Ι=

2.0E+05 N/mm2 103307 mm4

5.231 mm

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

Load Calculation : Thickness of Slab = Weight of Slab = 0.35 x 2.6 = Live load on Formwork = Wt of Formwork = HCC F 01 11 02 R - 0

350 mm 0.91 T/ m2 0.36 T/ m2 0.1 T/ m2

1650 Kg/cm2

SAFE

5 OF 34 Total Load = C / C Spacing of Cross Member = Load /m run = 1.37 x 1.25 = say ~

1.37 T/ m2 1250 mm 1.713 T/ m 1.8 T/ m 1.8 T/m Cross Member

0.325

1.25

Max B.M = Max S.F = Max Deflection =

0.26 T-m 1.13 T 1.23 mm

Properties of Cross Member : A= Ιxx = rxx = tw =

0.33

( REFER BEAMAX RESULT )

2ΙSMC 75 Zxx =

18.2 cm2 157 cm4

Ιyy = ryy =

2.94 cm 4.8 mm

Aw =

41.9 cm3 58 cm4 1.79 cm 720 mm2

CHECK FOR BENDING :

1250 mm

L / rmin

70

17.9 mm 75 mm 7.5 mm

D/T=

10

Corresponding Value of Stress :

153 N/mm2

L= rmin = D= T=

Max B.M = Zxx = σ = M / Zxx =

(CLAUSE 6.2.3 ΙS : 800 -1984 )

0.26 T-M 41.9 cm3 613 Kg/Cm2

<

1530 Kg/Cm2

SAFE

CHECK FOR SHEAR :

Max Shear = V = Aw = V / Aw =

1.13 T 7.2 cm2 156 Kg/Cm2

CHECK FOR DEFLECTION :

Actual deflection =

HCC F 01 11 02 R - 0

1.23 mm

<

1000 Kg/Cm2 SAFE (CLAUSE 6.4.2.a IS : 800 - 1984 )

6 OF 34

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 )

1.250 Typ

1.00

1.00

Max B.M = wl/4 = Max S.F = Max Deflection =

1.00

0.45 T-M 1.6 T 0.4 mm

Properties of Long Member : A= Ιxx = rxx = tw =

1.00

1.00

( REFER BEAMAX CALCULATION )

2ΙSMC 75 X 40 Zxx =

18.2 cm2 157 cm4 2.94 cm 4.8 mm

Ιyy = ryy = Aw =

41.8 cm3 57.5 cm4 1.777 cm 720 mm2

CHECK FOR BENDING : 1000 mm

L / rmin

56.26

17.77 mm 75 mm 7.5 mm

D/T=

10.00

Corresponding Value of Stress :

157 N/mm2

L= rmin = D= T=

Max B.M = Zxx = σ = M / Zxx =

(CLAUSE 6.2.3 ΙS : 800 -1984 )

0.45 T-M 41.8 cm3 1077 Kg/Cm2

<

1570 Kg/Cm2

<

1000 Kg/Cm2

SAFE

CHECK FOR SHEAR :

Max Shear = V = Aw = V / Aw =

1.6 T 7.2 cm2 222 Kg/Cm2

CHECK FOR DEFLECTION :

Actual deflection =

HCC F 01 11 02 R - 0

0.40 mm

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

7 OF 34

DESIGN OF H-FRAME BELOW CANTILEVER DECK SLAB :

Max. Load on one Leg of H-frame = P =

( 1.254 + 0.54 = 1.79 T )

1.8 T

Properties of 40 NB (M) Pipe : ( Table 1 of IS 1161:1998 ) A= L= rmin =

L / rmin

4.53 cm2 1500 mm

93.75

=

1.6 cm

Corresponding Value of Stress :

845 Kg/Cm2

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

( Table 2 of ΙS : 806 )

3.83 T

DESIGN OF FORM PANELS BELOW GIRDER SOFFIT:

Load Calculation : Thickness of Slab = Weight of Slab 0.85 x 2.6 = Live load on Formwork = Wt of Formwork = Total Load =

850 mm 2.21 T/m2 0.36 T/m2 0.10 T/m2 2.67 T/m2

C.L. of support 4mm Skin Plate 625 Angle Stiffner 1250

C.L. of support

625

C.L. of support HCC F 01 11 02 R - 0

>

1.8

SAFE

8 OF 34 500 PLAN

DESIGN OF SKIN PLATE : CHECK FOR BENDING :

Width of plate Length of plate Thk of plate=

500 mm 1250 mm 4 mm

Z = 1 / 6 * b * d2 = Ι =Z *(d /2 ) =

2.667 cm3/m 0.533 cm4/m

Use ISA 75 X 75 X 6 as a stiffner. C/C spacing of Stiffner 250 mm Clear Span = ( 250-75/2 ) 213 mm 0.012 T-m/m

Max B.M = w * L2 / 10 σ=M/Z=

452 Kg/Cm2

<

1650 Kg/Cm2

SAFE

CHECK FOR DEFLECTION :

w= L=

26.7 KN/m/m 212.5 mm

E= Ι=

2.0E+05 N/mm2 5333.33 mm4/m

Actual deflection = 2.5wL4 / 384 E Ι 0.332 mm

DESIGN OF COMBINED SECTION OF FORM PANELS FOR GIRDER SOFFIT :

Size of Angle : ΙSA75X75X6 4 mm 64 mm 75 mm 75 mm 6 mm 866 mm2

Thickness of Flange Plate = Overhang of Flange Plate = 16 * thk of plate Depth of Angle Section = Width of Angle Section = Thk of Angle Section = Area of Angle Section = ΙXX of Angle Section =

457000 mm4

ΙYY of Angle Section =

457000 mm4

Cxx of Angle Section =

20.6 mm

Cyy of Angle Section =

20.6 mm

Properties w.r.to. "O" MEMBER

WIDTH

DEPTH

THK

AREA=A

X

Y

AX

AY

Ιxx

Ιyy

mm

mm

mm

mm2

mm

mm

mm3

mm3

mm4

mm4

4 75

6

536 866

67 84.6

77.00 20.6

35912.00 73263.6

41272 17839.6

714.67 457000

802035 457000

PLATE 134 X 4 134 ANGLE 75 X 75 X 6 75

TOTAL

77.87 mm 56.13 mm 42.16 mm

HCC F 01 11 02 R - 0

109176 134

Position of C.G from "O"

X1 = X2 = Y1 =

1402

(from left ) (from right) (from bottom)

59112

9 OF 34 Y2 =

36.84 mm

(from Top)

64

Properties of Combined Section :

Reference Point "O" Ιxx =

1510871 mm

Ιyy =

4

Ymax =

42.16 mm

Zxx Bot=

35835 mm

Zxx Top=

41014 mm3

rmin =

31.16 mm

3

Total Load on Formwork = C/C spacing of Stiffner = Total Load = say ~

2.67 T/m2 0.25 m 0.67 T/ m 0.7 T/ m

C/C Span of Cross Member =

0.63 m

1361590.41 mm4

Xmax =

77.87 mm

Zyy =

17485 mm3

CHECK FOR BENDING :

Max B.M = w * L2 / 10 Zxx Top=

0.027 T-M 35.83 cm3

σ bc= M / Z xx =

( 0.7 x 0.625 x 0.625 /10 )

76 Kg/cm2

<

1650 Kg/cm2

SAFE

CHECK FOR DEFLECTION :

w=

0.7 T/m

E= Ι=

L= 0.63 m Actual deflection = 2.5 wL4 / 384 E Ι

2.0E+05 N/mm2 1510871 mm4

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 = Weight of Slab = 0.85 x 2.6 = Live load on Formwork = Wt of Formwork =

850 mm 2.21 T/ m2 0.36 T/ m2 0.1 T/ m2

Total Load = C / C Spacing of Cross Member = ( width ) Load /m run =

2.67 T/ m2 625 mm 1.669 T/ m 1.70 T/ m

say ~

GIRDER SOFFIT

0.35

1.25

1.0

Max B.M = wl2/8 = Max S.F = Max Deflection =

1.0

0.33 T-m 1.14 T 0.75 mm

Properties of Cross Member : A= Ιxx = rxx =

1.25

18.2 cm2 157 cm4 2.94 cm

HCC F 01 11 02 R - 0

1.25

FROM BEAMMAX

2ΙSMC 75 X 40 Zxx = Ιyy = ryy =

41.8 cm3 57.5 cm4 1.777 cm

0.35

10 OF 34 tw =

Aw =

4.8 mm

720 mm2

CHECK FOR BENDING : 1250 mm 17.77 mm 75 mm 7.5 mm

L / rmin

70.33

D/T=

10.00

Corresponding Value of Stress :

151 N/mm2

L= rmin = D= T=

Max B.M = Zxx = σ = M / Zxx =

(CLAUSE 6.2.3 ΙS : 800 -1984 )

0.33 T-m 41.8 cm3 789 Kg/Cm2

<

1510 N/mm2

SAFE

1.14 T 7.2 cm2 158 Kg/Cm2

<

1000 Kg/Cm2

SAFE

CHECK FOR SHEAR : Max Shear = V = Aw = V / Aw =

(CLAUSE 6.4.2.a IS : 800 - 1984 )

CHECK FOR DEFLECTION : 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 )

0.625 Typ

1.00

Max B.M = wl/4 = HCC F 01 11 02 R - 0

1.00

1.00

0.53 T-M

1.00

1.00

11 OF 34 Max S.F = Max Deflection =

2.5 T 0.23 mm 2ΙSMC 100X50

Properties of Cross Member : A= Ιxx = rxx =

( REFER BEAMAX CALCULATION )

24.4 cm2

Zxx =

76.8 cm3

384 cm

4

Ιyy = ryy =

111 cm4 2.13 cm

5 mm

Aw =

1000 mm2

3.97 cm

tw = CHECK FOR BENDING :

1250 mm

L / rmin

58.61

21.33 mm 100 mm 7.7 mm

D/T=

12.99

Corresponding Value of Stress :

154 N/mm2

L= rmin = D= T=

Max B.M = Zxx = σ = M / Zxx =

(CLAUSE 6.2.3 ΙS : 800 -1984 )

0.53 T-M 76.8 cm3 684 Kg/Cm2

<

1540 Kg/Cm2

<

1000 Kg/Cm2

SAFE

CHECK FOR SHEAR :

Max Shear = V = Aw = V / Aw =

2.5 T 10 cm2 250 Kg/Cm2

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

HCC F 01 11 02 R - 0

3.8 T

(1.95+ 1.70= 3.7 T )

12 OF 34 A= L= rmin =

L / rmin

6.41 cm2 1500 mm

74.26

=

2.02 cm

Corresponding Value of Stress :

950 Kg/Cm2

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

HCC F 01 11 02 R - 0

( Table 2 of ΙS : 806 )

6.09 T

>

3.8

SAFE

13 OF 34

HCC F 01 11 02 R - 0

14 OF 34

Fig. 4

HCC F 01 11 02 R - 0

15 OF 34

HCC F 01 11 02 R - 0

16 OF 34

HCC F 01 11 02 R - 0

17 OF 34

HCC F 01 11 02 R - 0

18 OF 34

HCC F 01 11 02 R - 0

19 OF 34

Fig. 4

HCC F 01 11 02 R - 0

20 OF 34

HCC F 01 11 02 R - 0

21 OF 34

HCC F 01 11 02 R - 0

22 OF 34

HCC F 01 11 02 R - 0

23 OF 34

HCC F 01 11 02 R - 0

24 OF 34

HCC F 01 11 02 R - 0

25 OF 34

Typical Arrangement Of Soffit-Form

HCC F 01 11 02 R - 0

26 OF 34

HCC F 01 11 02 R - 0

27 OF 34

HCC F 01 11 02 R - 0

28 OF 34

HCC F 01 11 02 R - 0

29 OF 34

HCC F 01 11 02 R - 0

30 OF 34

Typical Arrangement Of Soffit-Form

HCC F 01 11 02 R - 0

31 OF 34

HCC F 01 11 02 R - 0

32 OF 34

HCC F 01 11 02 R - 0

33 OF 34

HCC F 01 11 02 R - 0

34 OF 34

HCC F 01 11 02 R - 0