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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
PROJECT NO. : (Q-2053)
DESIGN CONSTRUCTION OF BAHRI VILLA AT
PEARL QATAR
CALCULATION SHEET
FOR
SHORE BRACE & TIMBER H20 SYSTEM
FOR SLABS
INDEX OF CALCULATION SHEET
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31

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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. Page 20
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31

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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 MATERIALS
TECHNICAL DATA
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31

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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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(=180cm2
Moment of Inertia (I) = 100 (1.8)3
/12
=48.60cm
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31

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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Timber Beams H20:
H2o Timber is subjected to only Lateral force from concrete
pressure
Section Properties:
Area (A) =96.4cm2
Moment of Inertia (I)
] =3.20x 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=460.00cm3
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.

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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Rivet Pin 17.0 mm, L=12.50 cm (Type I)
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

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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Shore Brace Frame
Shore Brace Telescopic Frame
Allowable Axial Load on Frame (Total Capacity) = 110.0 KN
Allowable Axial Load on Frame (Total Capacity) = 110.0 KN

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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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Shore Brace Frame Connector
Cross Brace.
See Attached Technical Report for Acrow Cross Brace.

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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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Post Head Jack (Solid)
U - Head Jack (Solid)
Allowable Load on Jack = 70.0 KN
Allowable Load on Jack = 70.0 KN

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Scaffolding Couplers
Scaffolding Tube (1.50 inch x 2.50mm)
Allowable Slipping Force = 6.0 KN

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PLAN
VIEW
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
PRELIMINARY FORMWORK SHAPE
C.B90 C.B90
C.B90 C.B90
C.B 150
C.B 150
C .B 150
C .B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C .B 150
C .B 150
C.B 150
C.B 150
C.B 150
C.B 150
C .B 150
C .B 150
C.B150
C.B150
C .B 150
C .B 150
C .B 150
C .B 150
C.B150
C.B150
C .B 150
C .B 150
C.B 120C.B120
C.B 120C.B120

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SECTION VIEW
DESIGN DATA OF FORMWORK
LOAD FROM SLAB:-
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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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 ELEMENTS
1- UNDER SLAB
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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PLAN
1.1 Plywood 18 mm:
* Max Spacing between timber beam = 50.00 cm
Load Of Slab =9.50KN/m2
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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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)4
x10) / (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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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= 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
δ = 1.34 mm < (L/270 = 2000.00 / 270 = 7.4 mm) O.K “Safe”
1.3 TIMBER BEAM H20:- As Main
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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= 15.20 x (150.0)4
x 10 / 100 x145x 850 x 4600
δ = 1.35mm < (L/270 = 1500.00 / 300 = 5.00 mm) O.K “Safe”
1.4 SHOREBRACE FRAME:
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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 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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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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)4
x10) / (100x145x1120x48.6)
= 1.74 mm < (L/270 = 500 / 270 = 1.85 mm) O.K “Safe”
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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2.2 TIMBER BEAM H20 (Each 50.0 cm):- As Secondary
H20,L=2.50m
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'
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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Modeling in SAP2000 Refer to Regulations and Standards No. 09
1. Defining Grids In SAP
2. Defining Section in Sap
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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3. Defining Material in SAP
2. Load On SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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A. Check For Moment :-
Bending Moment Diagram
M = 1.26 KN.M <5.00 KN.m' O.K “Safe”
B. Check For Shear :-
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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 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. 09
1. Defining Grids In SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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2. Load on SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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=26.418 KN<110.00 KN
O.K. “Safe”
ITEM
TECHINICAL
REPORT
TEST
PERMISSIBLE
LOAD
1 SHORE BRACE FRME - ATTACHED 108.00KN=10.8 ton
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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TECHINICAL REPORTS AND TESTS

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2 TELESCOPIC FRAME - ATTACHED 108.00KN=10.8 ton
3 RIVET PIN ATTACHED ATTACHED 80KN=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(
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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SCAFFOLDING TUBE
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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