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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.
2 OF 13
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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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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
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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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
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
CHECK FOR DEFLECTION :
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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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
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
Live load on Formwork = 0.36
Wt of Formwork = 0.1
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 )
CHECK FOR DEFLECTION :
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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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
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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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
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
Corresponding Value of Stress : 157
Max B.M = 0.45 T-M
41.8
1077 < 1570 SAFE
CHECK FOR SHEAR :
Max Shear = V = 1.6 T
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
σ = M / Zxx = Kg/Cm2 Kg/Cm2
Aw = cm2
Kg/Cm2 Kg/Cm2
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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
A = 4.53 93.75L = 1500 mm
1.6 cm
Corresponding Value of Stress : 845
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
Live load on Formwork = 0.36
Wt of Formwork = 0.10
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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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
CHECK FOR DEFLECTION :
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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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
CHECK FOR BENDING :
0.027 T-M ( 0.7 x 0.625 x 0.625 /10 )
35.83
76 < 1650 SAFE
CHECK FOR DEFLECTION :
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
Properties of Cross Member :
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
Corresponding Value of Stress : 151
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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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
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 )
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 )
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
Properties of Cross Member :
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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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
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
Corresponding Value of Stress : 154
Max B.M = 0.525 T-M
76.8
684 < 1540 SAFE
CHECK FOR SHEAR :
Max Shear = V = 2.5 T
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
σ = M / Zxx = Kg/Cm2 Kg/Cm2
Aw = cm2
Kg/Cm2 Kg/Cm2
Properties of 50 NB (M) Pipe : ( Table 1 of IS 1161:1998 )
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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
A = 6.41 74.26L = 1500 mm
2.02 cm
Corresponding Value of Stress : 950
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 =