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DOC. NO 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
2 ) DEPT : NHAI/EW-
RCC SOLID SLAB GIRDER -10.5 M SPAN , G.A OF FORMWORK & STAGING OF BRIDGE @ 295.740
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 - 808 808-1 -198 989 9
4) IS - 806-1968
CODE OF PRACTICE FOR GENERAL CONSTRUCTION IN STEEL STEEL FO FOR GE GENERAL ST STRUCTURE PU PURPOSE- SP SPECIFICATION DIME DIMEN NSION SIONS S FOR FOR HOT HOT ROL ROLLE LED D ST STEEL EEL BEA BEAM, M, COLU COLUMN MN,, CH CHANN ANNEL AND AN ANGLE GLE SEC SECTI TION ONS S 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 Live load on Formwork = Wt of Formwork =
350 mm 0.91 T/m2 0.36 T/m2 0.1 T/m2 1.37 T/m2
0.35 x 2.6 =
Total Load
( 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 =
1.654 cm3/m
Ι
0.260 cm4/m
=Z *(d /2 ) =
Use ISA 45 X 45 X 5 as a stiffner. C/C spacing of Stiffner 250 mm 227.5 227.5 mm Clear Span = ( 250-45/2 ) Max B.M = w * L 2 / 10
0.0071 0.0071 T-m/m T-m/m 429 Kg/Cm2
σ=M/Z=
<
1650 Kg/Cm2
CHECK FOR DEFLECTION :
w= L=
13.7 KN/m/m 227.5 mm
E=
2.0E+05 N/mm2
=
2604.66 mm4/m
Ι
Actual deflection = 2.5wL4 / 384 E 0.459 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 : SA45X45X5 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 = of Angle Section = XX YY
50.4 mm 45 mm 45 mm 5 mm 428 mm2 79000 mm4
of Angle Section =
79000 mm4
Cxx of Angle Section =
12.9 mm
Cyy of Angle Section =
12.9 mm
Properties w.r.to. "O" MEMBER
PLATE PLATE 105. 105. ANGLE 45 X
WIDTH
DEPTH
THK
AREA=A
X
Y
AX
AY
xx
yy
mm
mm3
mm3
mm4
mm4
1.58 12.9
17629.98 27092.4
525 5521.2
275.57 79000
310875 79000
mm
mm
mm
mm
mm
105.8 105.8 45
3.15 45
5
333.27 428
52.9 63.3
2
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" xx
=
103306.90 mm4
Ymax =
yy
13007.47 mm
Zxx Top=
-21557.65 mm3
Zyy =
3
r min =
410141.36 mm4
Xmax =
7.94 mm
Zxx Bot=
=
58.75 mm 6981.48 mm3
11.65 11.65 mm
Total Load on Formwork = C/C spacing of Stiffner = Total Load = say ~
1.37 T/m2 0.25 m 0.34 0.34 T/ m 0.34 T/ m
C/C Span of Cross Member =
1.25 m
CHECK FOR BENDING :
Max B.M = w * L 2 / 8 Zxx Top=
0.066 TT-M -21.56 cm3
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
E= Ι
=
2.0E+05 N/mm2 103307 mm4
Actual deflection = 5 wL4 / 384 E 5.231 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 1.37 T/ m2 1250 mm 1.713 T/ m 1.8 T/ m
Total Load = C / C Spacing of Cross Member = Load /m run = 1.37 x 1.25 say ~
1.8 T/m Cross Member 0.325
1.25
Max B.M = Max S.F = Max Deflection =
0.33
0.26 T-m 1.13 T 1.23 mm
( REFER BEAMAX RESULT )
SMC 75
Properties of Cross Member Member : 18.2 cm2
Zxx =
41.9 cm3
= r xx =
157 cm4 2.94 cm
Ιyy
= r yy =
58 cm4 1.79 cm
tw =
4.8 mm
Aw =
720 mm2
A= Ιxx
CHECK FOR BENDING :
1250 mm
L / r min
70
17.9 17.9 mm 75 mm 7.5 mm
D/T=
10
Corresponding Value of Stress :
153 N/mm2
L= r min = D= T=
Max B.M = Zxx = σ = M / Zxx =
(CLAUSE 6.2.3 S : 800 -1984 )
0.26 T-M 41.9 cm3 613 Kg/Cm2
<
1530 Kg/Cm2
<
1000 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
SAFE (CLAUSE 6.4.2.a IS : 800 - 1984 )
6 OF 34
LONG MEMBER MEMBER IN CANTILEVER DECK SLAB 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
1.00
( REFER BEAMAX CALCULATION )
SMC 75 X 40
Properties of Long Member : A= Ιxx = r xx = tw =
1.00
Zxx =
18.2 cm2 157 cm4 2.94 cm 4.8 mm
Ιyy
= r yy = Aw =
41.8 cm3 57.5 cm4 1.777 cm 720 mm2
CHECK FOR BENDING : 1000 mm
L / r min
56.26
17.77 17.77 mm 75 mm 7.5 mm
D/T=
10.00
Corresponding Value of Stress :
157 N/mm2
L= r min = D= T=
Max B.M = Zxx = σ = M / Zxx =
(CLAUSE 6.2.3 S : 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 H-frame = P =
( 1.254 + 0.54 = 1.79 T )
1.8 T
Properties of 40 of 40 NB (M) Pipe : ( Table 1 of IS 1161:1998 ) A= L= r min =
L / r min
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 S : 806 )
3.83 T
DESIGN OF FORM PANELS BELOW GIRDER SOFFIT:
Load Calculation : Thickness of Slab = Weight of Slab Live load on Formwork = Wt of Formwork =
0.85 x 2.6 =
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 =
2.667 cm3/m
Ι
0.533 cm4/m
=Z *(d /2 ) =
Use ISA 75 X 75 X 6 as a stiffner. C/C spacing of Stiffner 250 mm Clear Span = ( 250-75/2 ) 213 213 mm Max B.M = w * L 2 / 10
0.012 T-m/m T-m/m 452 Kg/Cm2
σ=M/Z=
1650 Kg/Cm2
<
SAFE
CHECK FOR DEFLECTION :
w=
26.7 KN/m/m
L=
212.5 mm
E=
2.0E+05 N/mm2
=
5333.33 mm4/m
Ι
Actual deflection = 2.5wL4 / 384 E 0.332 0.332 mm
DESIGN OF COMBINED SECTION OF FORM PANELS FOR GIRDER SOFFIT :
Size of Angle : SA75X75X6 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 = of Angle Section = XX YY
457000 mm4
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
PLATE 134 ANGLE 75 X
WIDTH
DEPTH
THK
X
Y
AX
xx
AY
mm
mm
mm
mm
mm
mm
mm
mm
mm4
134 75
4 75
6
536 866
67 84.6
77.00 20.6
35912.00 73263.6
41272 17839.6
714.67 457000
802035 457000
HCC F 01 11 02 R - 0
1402
109176 134
Position of C.G from "O"
77.87 mm 56.13 mm 42.16 mm
2
(from left ) (from right) (from bottom)
3
3
yy
mm
TOTAL
X1 = X2 = Y1 =
AREA=A
59112
4
9 OF 34 Y2 =
36.84 mm
(from Top)
64
Properties of Combined Section :
Reference Point "O" xx
=
1510871 mm4
yy
=
1361590.41
mm4
Ymax =
42.16 mm
Xmax =
77.87 mm
Zxx Bot=
35835 mm3
Zyy =
17485 mm3
Zxx Top=
41014 mm3
r min =
31.16 31.16 mm
Total Load on Formwork = C/C spacing of Stiffner = Total Load = say ~
2.67 T/m2 0.25 m 0.67 0.67 T/ m 0.7 T/ m
C/C Span of Cross Member =
0.63 m
CHECK FOR BENDING :
Max B.M = w * L 2 / 10 Zxx Top=
0.027 TT -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
L=
2.0E+05 N/mm2
E= Ι
0.63 m
=
1510871 mm4
Actual deflection = 2.5 wL4 / 384 E 0.023 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 = Live load on Formwork = Wt of Formwork =
850 mm 2.21T/ m2 0.36 T/ m2 0.1 T/ m2
0.85 x 2.6 =
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
1.25
Max B.M = wl2/8 = Max S.F = Max Deflection =
0.33 T-m 1.14 T 0.75 mm
Properties of Cross Member Member : A= Ιxx = r xx =
1.0
18.2 cm2 157 cm4 2.94 cm
HCC F 01 11 02 R - 0
1.25
FROM BEAMMAX
SMC 75 X 40 Zxx = Ιyy
= r yy =
41.8 cm3 57.5 cm4 1.777 cm
0.35
10 OF 34 tw =
Aw =
4.8 mm
720 mm2
CHECK FOR BENDING : L= r min =
1250 mm 17.77 17.77 mm 75 mm 7.5 mm
D= T=
70.33
D/T=
10.00
151 N/mm2
Corresponding Value of Stress : Max B.M = Zxx = σ = M / Zxx =
L / r min
(CLAUSE 6.2.3 S : 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 = = w
(CLAUSE 6.4.2.a IS : 800 - 1984 )
CHECK FOR DEFLECTION : Actual deflection =
0.75 mm
SAFE
LONG MEMBER IN CENTRAL PORTION OF GIRDER 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 SMC 100X50
Properties of Cross Member Member : A= Ιxx
= r xx =
( REFER BEAMAX CALCULATION )
Zxx =
24.4 cm2 384 cm4
111 cm4
Ιyy
3.97 cm
tw =
76.8 cm3
5 mm
= r yy =
2.13 cm
Aw =
1000 mm2
CHECK FOR BENDING : 1250 mm
L / r min
58.61
21.33 21.33 mm 100 mm 7.7 mm
D/T=
12.99
Corresponding Value of Stress :
154 N/mm2
L= r min = D= T=
Max B.M = Zxx = σ = M / Zxx =
(CLAUSE 6.2.3 S : 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 H-FRAME BELOW GIRDER SOFFIT 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= r min =
L / r min
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 =
