Download - Design Calculation- Fs-sl-15-690 p3 Level Cant. Beams

Reference:

DPL 15-Sep-2015

JZL 16-Sep-2015

DESIGN DATA:

Self Weight of Scaffolding

Unit Weight of Reinforced Concrete(Dead Load)

Construction Operation (Live Load)

Thickness of Slab (Left) 0.350 m Length= 0.300 m

Thickness of Slab (Right) 0.350 m Length= 0.300 m

Beam Depth (W) 0.400 m

Beam Width (D) 0.900 m

Support Distance(Along Primary Beam ) 1.800 m

Support Distance(Along Secondary Beam ) 1.000 m

Spacing of Secondary Beams 0.350 m

Proposed Primary Beam (Double) 2.000 nos.

Effective Length of Secondary Beam 1.700 m

Project:

AL FATTAN SKY TOWERS

UMM RAMOOL, DUBAI, UAE

PLOT #2150458

Code of Practice

for Falsework

(BS 5975)

Type of Assembly:FORMWORKS:

A Guide to Good

Practice

H20 BEAM W/ CUPLOCK SYSTEM

0.500 kN/m²

25.000 kN/m³

1.500 kN/m²

Title:

DESIGN CALCULATION FOR BEAM

Date:

Date:

Prepared By:

Checked By:

Effective Length of Secondary Beam 1.700 m

Tributary Area of Support 1.800 m²

Clear Height 11.080 m

PERMISSIBLE LOAD FOR VERTICAL IS BASED ON TEST RESULT WITH F.O.S. OF 2.0

REFERENCE REFERENCE SAFE LOAD

AL HOTY LAB. 74.580 kN 37.290 kN

AL HOTY LAB. 141.100 kN 70.550 kN

AL HOTY LAB. 91.370 kN 45.685 kN

PERMISSIBLE LOAD FOR H20 BEAM:

HEIGHT WIDTHMOMENT

RESISTANCESHEAR LOAD WEIGHT

0.200 m 0.080 m 5.000 kN.m 11.000 kN 4.800 kG/m

CALCULATION:

A. Loads on Vertical Support (Standards,Forkhead,Base Jack):

(0.5 x 1 x 1.8 x 11.08 / 6)

1.662 kN

(25 x 0.4 x 0.9 x 1.8)

16.200 kN

DESCRIPTION

Base Jack / Universal Jack/ Forkhead

Standard

Drophead

1. Weight of

Scaffoding

Total Height of Scaffolding Above 6.0m

Normal Height of Scaffolding 6.0m

Weight of Scaffoding (Ws):

Ws=

2. Weight of Reinforced Concrete Beam(Wcb):

Wcb=

x Tributary Area xUnit Weight of

=

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Reference:

DPL 15-Sep-2015

JZL 16-Sep-2015

Project:



PLOT #2150458

Code of Practice

for Falsework

(BS 5975)


A Guide to Good

Practice


Title:


Date:

Date:

Prepared By:

Checked By:

{(25) x (0.35 x 0.3 + 0.35 x 0.3) x (1.8)}

9.450 kN

(1.5 x 1 x 1.8)

2.700 kN

{(1.662 + 16.2 + 9.45 + 2.7) / 2}

15.006 kN

37.290 kN

B. Loads on Primary H20 Beams: 1.800 m 2 nos.

3. Weight of Reinforced Concrete Slab(Wcs):

Wcs=

4. Weight of Operation Live Load (WLL):

WLL=

5. Total Weight (WT):

WT=

Allowable Load for Vertical:

∴ SAFE AND APPLICABLE

B. Loads on Primary H20 Beams: 1.800 m 2 nos.

4.80 kG/m (1/100)

0.173 kN/m

4.80 kG/m (1/100) x 1.700 m x 5 nos.

0.408 kN/m

(25 x 0.4 x 0.9)

9.000 kN/m

{(25) x (0.35 x 0.3 + 0.35 x 0.3)}

5.250 kN/m

(1.5 x 1)

1.500 kN/m

(0.173 + 0.408 + 9 +5.25 + 1.5 / 2)

8.165 kN/m

0.50 WL

7.349 kN

22.000 kN

1. Weight of Primary Beam (WPB):

WPB=

2. Weight of Secondary Beam (WSB):

WSB=

3. Weight of Reinforced Concrete Beam (Wcb):

Wcb=

4. Weight of Reinforced Concrete Slab (Wcs):

Wcs=


WLL=

6. Total Uniformly Distributed Load (WUDL):

WUDL=

7. Calculate Maximum Shear Load (SL):

SL=

Allowable Shear of H20 Beam:


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Reference:

DPL 15-Sep-2015

JZL 16-Sep-2015

Project:



PLOT #2150458

Code of Practice

for Falsework

(BS 5975)


A Guide to Good

Practice


Title:


Date:

Date:

Prepared By:

Checked By:

0.125 WL²

3.307 kN.m

10.000 kN.m

C. Loads on Secondary H20 Beams: 1.000 m

4.80 kG/m (1/100)

0.048 kN/m

(25 x 0.4 x 0.9 x 0.35) / 1

3.150 kN/m

{(25) x (0.35 x 0.3 + 0.35 x 0.3) x (0.35) / 1}

8. Calculate Maximum Moment (MM):

MM=

Allowable Bending of H20 Beam:


1. Weight of Secondary Beam (WSB):

WSB=

2. Weight of Reinforced Concrete Beam (Wcb):

Wcb=

3. Weight of Reinforced Concrete Slab (Wcs): {(25) x (0.35 x 0.3 + 0.35 x 0.3) x (0.35) / 1}

1.838 kN/m

(1.5 x 0.35)

0.525 kN/m

(0.048 + 3.15 +1.838 + 0.525)

5.561 kN/m

0.50 WL

2.780 kN

11.000 kN

0.125 WL²

0.695 kN.m

5.000 kN.m

3. Weight of Reinforced Concrete Slab (Wcs):

Wcs=


WLL=

5. Total Uniformly Distributed Load (WUDL):

WUDL=

6. Calculate Maximum Shear Load (SL):

SL=

Allowable Shear of H20 Beam:


7. Calculate Maximum Moment (MM):

MM=

Allowable Bending of H20 Beam:


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