calculation sheet-for-slab q-2053-01

C A L C U L A T I O N S H E E T

PAGE No.: (1\51)REV.NO. : (00)DATE : 14/06/2015

COMPANY: EBID GROUP QATAR

PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

PROJECT NO. : (Q-2053)

DESIGN CONSTRUCTION OF BAHRI VILLA AT PEARL QATAR

CALCULATION SHEETFOR

SHORE BRACE & TIMBER H20 SYSTEM

FOR SLABS

INDEX OF CALCULATION SHEET

CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31





Index of Calculation Sheet Page 02

Regulations and Standards Page 03

Formwork Materials Technical Data Page 04

Preliminary Formwork Shape Page 11

Design Data of Formwork Page 12

Check Elements of Formwork Page 13

1- Check Elements Under Slab

1.1 Plywood 18mm Page 14

1.2 Timber beam H20 As Sec. Page 15

1.3 Timber beam H20 As Main Page 16

1.4 Shore Brace Frame Under Slab Page 18

2- Check Elements Under BEAM

2.1 Plywood 18mm Page 19

2.2 Timber beam H20 As Sec. 0

2.3 Timber beam H20 As Main Page 27

2.4 Shore Brace Frame under Beam Page 28 Technical Reports and Tests Page 29






REGULATIONS AND STANDARDS

1. BS 5975 2008, General – Section 1.1: Scope.

2. BS 5975 2008, General– Section 1.2:Normative references.

3. BS 5975 2008, General– Section 1.5: Legalization.

4. BS 5975 2008, Section 2: Procedural control of temporary works.

5. BS 5975 2008, False work- Section3– part 16.3: Steel work (other than

scaffold tube).

6. BS 5975 2008, False work- Section3– part 16.4: Timber.

7. BS 5975: 2008, False work- Section3– part 17: Loads Applied to False

work.

8. BS 5975: 2008, Annex D (normative) Data on Material Properties.

9. SAP 2000: Structural Analysis Program.

10. BS 5950-2000: Code of Design Steel in SAP 2000.






FORMWORK MATERIALSTECHNICAL DATA

Plywood 18mm:(Supplied by Client / Contractor)Plywood is subjected to only Lateral force from concrete pressure

Section Properties: For 1.00 m wide

Area (A) =100) 1.8 ( = 180 cm2

Moment of Inertia (I) = 100 (1.8)3 /12

=48.60 cm

Section Modules (Z) =100) 1.8(2/ 6

= 54.00 cm3

- Max. Allowable deflection in whole panel members.

Shall not exceed (L/ 270) or according to project specification.

- Allowable bending stress in plywood (Fall) = 1.40 KN/cm2

- Modulus of Elasticity (E) for plywood = 1120.0 KN/cm2






Timber Beams H20:


H2o Timber is subjected to only Lateral force from concrete pressure

Section Properties :

Area (A) =96.4 cm2

Moment of Inertia (I)

[ =3.20 x 12.03 / 12 + ]2 x [(8.0 x 4.03 / 12) + (8.0 x 4.0 x 8.02)] = 4642.13 cm4

≈ 4600.00 cm4

Section Modulus (Z) 4600.0/10.0 = 460.00 cm3

Allowable Bending Moment 5.0 KN.m

Allowable Shear Force 11.0 KN

Max. Allowable Deflection in whole panel members. Shall not exceed than (L/300) For

main & ( L/270 ) For Secondary.





Rivet Pin 17.0 mm, L=12.50 cm (Type I)

Shore Brace Frame


Tie Rods is subjected to only Axial force from concrete pressure.

Permissible Shear Force = 80.0 KN

Dimension L=12.50 cm Dia =17.0mm





Shore Brace Telescopic Frame

Shore Brace Frame Connector


Allowable Axial Load on Frame (Total Capacity) = 110.0 KN

Allowable Axial Load on Frame (Total Capacity) = 110.0 KN





Cross Brace.

Post Head Jack (Solid)


See Attached Technical Report for Acrow Cross Brace.





U - Head Jack (Solid)


Allowable Load on Jack = 70.0 KN

Allowable Load on Jack = 70.0 KN





Scaffolding Couplers

Scaffolding Tube (1.50 inch x 2.50mm)


Allowable Slipping Force = 6.0 KN





PRELIMINARY FORMWORK SHAPE

PLAN VIEW






SECTION VIEW

DESIGN DATA OF FORMWORK






LOAD FROM SLAB:-

SLAB THICKNESS = 0.3m

DEAD LOAD = 0.3x25=7. 5 KN/m2

LIVE LOAD = 2.00 KN/m2

TOTAL LOAD (working limit state) = D.L + L.L

= 7.5+2.0 =9.5 KN/m2

CHECK ELEMENTS1- UNDER SLAB






PLAN

1.1 Plywood 18 mm:

* Max Spacing between timber beam = 50.00 cm






Load Of Slab =9.50KN/m2

1. Check for moment:

M = WL2/10

= 9.50 x (0.50)2/10 = 0.2375 KN.m

z = M / F

= 0.2375 x 100/ 1.4= 16.964 cm3 <<< 54.0 cm3 O.K “Safe”

2.Check fordeflection:

∆ = WL4\145xEI

= (9.50x (50)4x10) / (100x145x1120x48.6)

= 0.752 mm <(L/270 = 500 / 270 = 1.852 mm) O.K“Safe”

1.2 TIMBER BEAM H20 ( Each 50.0 cm) :- As Secondary

Spacing between H20 = 0.50m






Load From Slab= 9.50x 0.50= 4.75 KN/m'

A. Check For Moment :-

Moment of H20 Secondary = WL2/10

= 4.75 x (2.00)2/10 = 1.9 KN.M

= 1.9 KN.M < 5.00 KN.m' O.K “Safe”

B. Check For Shear :-

Q = 0.6xWxL = 0.6 x 4.75 x 2.00

= 5.70 KN

= 5.70 << 11 KN O.K “Safe”C. Check For deflection :

∆ = WL4\145xEI

= 4.75 x (200.0)4 x 10 / 100 x145x 850 x 4600

= 1.34 mm < (L/270 = 2000.00 / 270 = 7.4 mm) O.K “Safe”

1.3 TIMBER BEAM H20:- As Main






PLAN

Total Weight of slab =9.50KN/m2

Space between main timber H20 = 0.50 x (1.20+2.00) = 1.60 m

Load Per one timber Beam = 9.50 x 1.60= 15.20KN/m

A.Check forMoment:-

Moment of H20 Main = WL2/10

= 15.2 x (1.50)2/10 = 3.42 KN.M

= 3.42 KN.M <5.0 KN.m'(Single Timber) O.K “Safe”

B. CheckforShear:-

Q = 0.6x W xL = 0.6 x 15.2 x 1.50

= 13.68 KN

= 13.58<< 22 KN (Double Timber) O.K “Safe”

C. Checkfordeflection:






∆ = WL4\145xEI

= 15.20 x (150.0)4 x 10 / 100 x145x 850 x 4600

= 1.35mm < (L/270 = 1500.00 / 300 = 5.00 mm) O.K “Safe”

1.4 SHOREBRACE FRAME:






Total Weight of slab =9.50 KN/m2

Load on Shore Brace Frame Leg

=9.50 x 1.50 x1.60= 22.80 KN/ Leg

Load on Shore Brace Frame =45.60 KN<110.00 KN O.K. “Safe”






2-UNDER BEAM(35X70)CM

PLAN

2.1 Plywood 18 mm:

* Max Spacing between Secondary H20 = 50.00 cm

Depth Of BEAM =0.80m load = 25x0.80+2.0 = 22.0 KN/m2

1. Check for moment :

M = WL2/10

= 22.0 x (0.5)2/10 = 0.55 KN.m

z = M / F

= 0.55 x 100/ 1.4= 39.285 cm3 <<< 54.0 cm3 O.K “Safe”

2. Check For deflection :

∆ = WL4\145xEI

= ( 22.0 x (50)4x10) / (100x145x1120x48.6) CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED

JAN:2004ISSUE No.2FORM No.9/31





= 1.74 mm < (L/270 = 500 / 270 = 1.85 mm) O.K “Safe”

2.2 TIMBER BEAM H20 ( Each 50.0 cm) :- As Secondary

SECTION VIEW

A1 = 0.34 m2

A1 = 0.28 m2

Spacing between H20 = 0.50m

Load From BEAM(W1)= Area concrete x 25 + L (Area) X 2.0

= 0.34x 25.0 +0.60 x 2.0 = 9.70KN/m'

Load On Secondary H20 = 9.70 x 0.50 (Space between Sec. H20)






W1 =4.85 KN

= 16.167 KN/m' Distributed at 30.00 beam width

W2=(0.28X25+1.4X2)X0.5/1.40= 3.50 KN/m'

Modeling in SAP2000 Refer to Regulations and Standards No. 091. Defining Grids In SAP






2. Defining Section in Sap

3. Defining Material in SAP






2. Load On SAP

A. Check For Moment :-

Bending Moment Diagram

M = 1.26 KN.M <5.00 KN.m' O.K “Safe”






B. Check For Shear :-

Shear Force Diagram

Q = 3.15 KN <<11 KN O.K “Safe”

C. Check For deflection:

Deflection

= 0.79 mm < (L/180 Cantilever = 650.0/180 = 3.61 mm)O.K “Safe”






2.3 TIMBER BEAM H20 :- As Main

Total Weight of BEAM= 12.58 KN/m

Load Per one timber Beam = 12.58/2= 6.29 KN/m

Free span of main H20 (Cross brace length) = 2.10 m






Modeling in SAP2000 Refer to Regulations and Standards No. 091. Defining Grids In SAP






2. Load on SAP

A. Check For Moment :- Bending Moment Diagram

M = 2.06 KN.M < 5.00 KN.m' O.K “Safe”B. Check For Shear :-

Shear Force Diagram

Q = 6.85 KN << 11 KN O.K “Safe”C.Check For deflection:

Deflection

= 0.52 mm < (L/300= 1500.0/300 = 5.00 mm)O.K “Safe”

2.4 SHOREBRACE FRAME:






Total Load of Beam = 12.58 KN/m’

Space between Shore Brace Frame = 2.10 m

Load on Shore Brace Frame = 12.58 x 2.10

=26.418 KN<110.00 KN

O.K. “Safe”






ITEM TECHINICAL REPORT TEST PERMISSIBLE

LOAD

1 SHORE BRACE FRME - ATTACHED 108.00 KN=10.8 ton

2 TELESCOPIC FRAME - ATTACHED 108.00 KN=10.8 ton

3 RIVET PIN ATTACHED ATTACHED 80 KN=8.0 ton

4 H20 TIMBER ATTACHED -

5 POST HEAD JACK - ATTACHED

6 DOUBLE COUPLER ATTACHED ATTACHED

7 SCAFFOLDING TUBE ATTACHED -

8 ACROW CROSS BRACE ATTACHED -

Conversion Factor from Ton = 10.00 KN (UK Ton unit of Measure)


TECHINICAL REPORTS AND TESTS





ACROW TIMBER H20






PROPERTIES OF SECTION

Area of Section = 102.40cm²

Moment of inertia (I X) = 4642.13cm4

Section Modulus (Z x)= 464.21 cm3

Moment of inertia (Iy)= 374.10cm4

Section Modulus (Z y) = 100.00cm3

Permissible Bending Moment = 5.0 KN.m

Permissible Shear Force = 11.0 KN

Weight = 5.0 kg /m






POST HEAD JACK






SCAFFOLDING TUBE


calculation sheet-for-slab q-2053-01

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