HYATT AEROCITY HOTEL PROJECT, NEW DELHI

DESIGN CALCULATION FOR

STAGING OF PT BEAM AT TRANSFER FLOOR

CIVIL CONTRACTOR

SIMPLEX INFRASTRUCTURES LTD.

Document No. 02/DD/C2629/HYATT/STG/DOC/001 REV 2

DATE 15/02/12

15/02/2012 1

SIMPLEX INFRASTRUCTURES LIMITED(FORMERLY SIMPLEX CONCRETE PILES (INDIA) LIMITED) DESIGN CALCULATION SHEET

PROJECT:- HOTEL-HYATT AEROCITYTITLE:- STAGING DESIGN FOR PT BEAM

1.0 GENERAL1.1 ScopeTHIS CALCULATION DOCUMENT COVERS THE DESIGN OF STAGING ARRANGEMENT OF PT BEAM

1.2 Units of MeasurementUnits of measurement in design calculation are in SI system, unless mentioned.

1.3 Code and StandardsIS :800 -1984 Code of practice for general construction in steelIS :806 -1968 Code of practice for use of steel tubes in general building construction.IS 1161 - 1998 Steel Tubes for Structural Purposes- Specifications.IS 4990 - 1993 Plywood for concrete Shuttering Work-SpecificationSP : 6 - 1964 Hand book for structural engineers.

1.4 Reference Documents/ DrawingsS. NO. Rev.

1 2

2 2

3 0General Arrangement Layout & Details at Ground

OCS 033 026

General Arrangement Layout & Details at Transfer Floor - Sheet 3 of 4

OCS-033-038

Title DRAWING NO.

Sections at Transfer Level (SHEET-1) OCS-033-232

3 0

4 3

5 0

1.5 Computer Program / SoftwareMS Excel spread sheet is used for design calculation

2.0 MaterialsGrade of steel shell be Fe 250.

g yLevel - Sheet 3 of 4

OCS-033-026

General Arrangement Layout & Details at Basement Level 1 - Sheet 4 of 4

OCS-033-023

General Arrangement Layout & Details at Basement Level 2 - Sheet 3 of 4

OCS-033-068

Prepared By: Kumar Gaurav15/02/2012 2

SIMPLEX INFRASTRUCTURES LIMITED(FORMERLY SIMPLEX CONCRETE PILES (INDIA) LIMITED) DESIGN CALCULATION SHEET

PROJECT:- HOTEL-HYATT AEROCITYTITLE:- STAGING DESIGN FOR PT BEAM

3.0 Design Data / Parameters

Unit weigth of concrete ( Including Rft.) 26 KN/m3

Density of concrete 24 KN/m3

Unit weigth of Steel 78.6 KN/m3

Yield stress of steel 2500 kg/cm2

Maximum Allowable Stress in Bending in Steel 1650 kg/cm2

Allowable shear stress in steel 1000 kg/cm2

Modulus of Elasticity (E) of steel 2100000 kg/cm2

Modulus of Elasticity (Eply) 100000 kg/cm2

Allowable Stress in Bending in Ply 105 kg/cm2

3.1 LOADING :3.1.1 DEAD LOAD :Maximum depth of slab 3.00 m

Unit weight of wet concrete 2.60 t/m3

Dead load due to dead wt of beam 7.80 t/m2

3.1.2 LIVE LOAD/IMPOSED LOAD :

Live Load 0.36 t/m2

impact of machine, delivered concrete ,unsymmetrical placement of concrete ,storage of construction personnel. Hence Live Load of 0.36t/m2 has been taken for this purpose.)3.1.3 TOTAL LOAD INTENSITY :

Net Load Intensity (DL+LL) 8.16 t/m2

4.1 DESIGN OF SHUTTERING FOR BOTTOM SURFACE:-4.1.1 Design of PlyOption - 1Use 12mm thick Ply

Maximum load intensity on ply 8.16 t/m2

Self weight of ply (1% of load intensity) 0.082 t/m2

Total Load intensity on ply 8.242 t/m2

For 1 m width of plyUDL 8.24 t/mCentre to Centre distance of support 0.20 mspan of ply = [(c/c distance - width) of support] 0.160 mspan of ply = effective length, In our case effective length is given as [(c/c distance - width) of support], taken from clause 22.2 b1 on page 34 of IS 456:2000. Bending Moment (wl2/10) 0.021 t-mFor continuous beam, maximum bending moment is wl2/10Thickness of ply 1.20 cmZxx = bd2/6 24.00 cm3/m width

Ixx = bd3/12 14.40 cm4/m width

Bending stress 87.91 kg/cm2

< 105 Kg/cm2 (Hence O.K.)Maximum Deflection (wl4/185EI) 0.20 mmAs per IS 4990-1993,Permissible deflection = L/270 = 0.59 mm (Hence O.K)

(Loads during construction may occur due to construction personal, plant & equipment, vibration and

Prepared By: Kumar Gaurav15/02/2012 3

SIMPLEX INFRASTRUCTURES LIMITED(FORMERLY SIMPLEX CONCRETE PILES (INDIA) LIMITED) DESIGN CALCULATION SHEET

PROJECT:- HOTEL-HYATT AEROCITYTITLE:- STAGING DESIGN FOR PT BEAM

Option - 2Use 18mm thick Ply

Maximum load intensity on ply 8.16 t/m2

Self weight of ply (1% of load intensity) 0.082 t/m2

Total Load intensity on ply 8.242 t/m2

For 1 m width of plyUDL 8.24 t/mCentre to Centre distance of support 0.30 mspan of ply = [(c/c distance - width) of support] 0.260 mspan of ply = effective legth, In our case effective length is given as [(c/c distance - width) of support], taken from clause 22.2 b1 on page 34 of IS 456:2000. Bending Moment (wl2/10) 0.06 t-mFor continuous beam, maximum bending moment is wl2/10Try 18mm thk plyThickness of ply 1.80 cmZxx = bd2/6 54.00 cm3/m width

Ixx = bd3/12 48.60 cm4/m width

Bending stress 103.17 kg/cm2

< 105 Kg/cm2 (Hence O.K.)Maximum Deflection (wl4/185EI) 0.42 mmA IS 4990 1993 P i ibl d fl ti L/270 0 96 (H O K)As per IS 4990-1993,Permissible deflection = L/270 = 0.96 mm (Hence O.K)

4.1.2 Design of secondary member :Width of flange 40 mmTry with ISMC 75 @ 300mm c/c,Max. span of the member = 750 mmMax. spacing of the channels = 300.0 mm

Load intesity = 8.24 T/m2

udl on the member = 2.47 T/ms/w of the member = 0.01 T/mudl on member ( including s/w ) = 2.48 T/mMax. Bending Moment,( wl2/8) = 0.17 T-m

Sectional modulus of girder , Z = 20.3 cm3

σ bc, cal = M/Z = 858.74 Kg/cm2

Now ,D/T = 10.3 d1/t = 13.73 <85T/t = 1.66 < 2 L/Rmin = 61.98As per IS 800-1984 ,

Max permissible bending stress = 1550 Kg/cm2

> 858.7 Kg/cm2

(Hence O.K.)Check for Deflection

M.I. of the girder = 76 cm4

Max. deflection , 5wl4/384EI = 0.64 mmAllowable deflection(L/325) 2.31 mm

> 0.64 mm (Hence O.K.)Check for ShearMax. shear force 0.93 t

Shear Stress 349.838 Kg/cm2

< 1000 Kg/cm2 (Hence O.K.)

Prepared By: Kumar Gaurav15/02/2012 4

SIMPLEX INFRASTRUCTURES LIMITED(FORMERLY SIMPLEX CONCRETE PILES (INDIA) LIMITED) DESIGN CALCULATION SHEET

PROJECT:- HOTEL-HYATT AEROCITYTITLE:- STAGING DESIGN FOR PT BEAM

4.1.3 Design of Primary Girder : Try with ISMC 100 @ 750mm c/c,Max. span of the primary girders = 500 mmMax. spacing of the primary girders = 750 mmLoad on primary girder = 6.18 t/ms/w of the primary girder = 0.01 T/mMax. Bending Moment,(wl2/8) = 0.19 T-m

Sectional modulus of girder , Z = 37.30 cm3

bc, cal = M/Z = 519.00 Kg/cm2

Now ,D/T = 13.3 d1/t = 18.09 <85T/t = 1.6 < 2 L/Rmin = 33.56

As per Table 6.1B of IS 800-1984 ,Max permissible bending stress = 1600 Kg/cm2

> 519.00 Kg/cm2 ( Hence Ok)Check for Deflection

M.I. of the girder = 186.7 cm4

Max. deflection , 5wL4/384EI = 0.13 mm

Allowable deflection(L/325) 1.54 mmAllowable deflection(L/325) 1.54 mm> 0.13 mm ( Hence Ok)

Check for ShearMax. shear force 1.55 t

Shear Stress 387.38 Kg/cm2 < 1000 Kg/cm2

(Hence O.K.)4.1.4 Design of CuplockDesign of Vertical PipeMax load on cuplock (P = 0.5*6.09 = 3.10t) 3.10 tTry with NB 40 Heavy duty pipe as main member with horizontal bracings at 1.5m c/c

Area 5.56 cm2

M.I of the Pipe 13.77 cm4

Radius of Gyration 1.57 cml/r = (150/1.57) 95.54As per table 2 of I.S. 806-1968,

Allowable Compressive Stress = 950 kg/cm2

Capacity of pipe = 5.3 t > 3.1 t(Hence O.K.)

Design of Horizontal Pipe(i.e. Bracing)

Max load on cuplock (3% of max. vertical loading) 0.19 t

(as bracing connects 2 vertical pipes so total load = 2*(3% of 3.1)Try with NB 40 Medium duty pipe

Area 4.53 cm2

M.I of the Pipe 11.59 cm4

Radius of Gyration 1.59 cml/r = (150/1.59) 94.34As per table 2 of I.S. 806-1968,

Allowable Compressive Stress = 962.64 kg/cm2

Capacity of pipe = 4.36 t > 0.19 t(Hence O.K.)

Prepared By: Kumar Gaurav15/02/2012 5