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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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) cm2 180 = (1.8) 100 =

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

cm 48.60 =

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

= 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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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Timber Beams H20:

H2o Timber is subjected to only Lateral force from concrete

pressure

:Section Properties

Area (A) cm2 96.4 =

Moment of Inertia (I)

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

4600.00 cm4

(Section Modulus (Z cm3 460.00 = 4600.0/10.0

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.

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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Shore Brace Frame

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

Shore Brace Telescopic Frame

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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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Shore Brace Frame Connector

Cross Brace.

See Attached Technical Report for Acrow Cross Brace.

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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Post Head Jack (Solid)

Allowable Load on Jack = 70.0 KN

U - Head Jack (Solid)

Allowable Load on Jack = 70.0 KN

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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Scaffolding Couplers

Allowable Slipping Force = 6.0 KN

Scaffolding Tube (1.50 inch x 2.50mm)

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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PRELIMINARY FORMWORK SHAPE

PLAN
VIEW

C. B90 C.B90 C. B 150 C .B 150 C.B 150 C. B 150

C. B90 C.B90 C. B 150 C .B 150 C.B 150 C. B 150

C. B120 C.B 120 C.B 150 C. B 150 C .B 150 C.B 150 C. B 150 C .B 150 C. B150 C .B 150 C .B 150 C. B150 C .B 150

C. B120 C.B 120 C.B 150 C. B 150 C .B 150 C.B 150 C. B 150 C .B 150 C. B150 C .B 150 C .B 150 C. B150 C .B 150

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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SECTION VIEW

DESIGN DATA OF FORMWORK

LOAD FROM SLAB:-

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL
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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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PLAN

1.1 Plywood 18 mm:

* Max Spacing between timber beam = 50.00 cm

Load Of Slab =9.50KN/m2

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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)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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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
CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL
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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:

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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)4x10) / (100x145x1120x48.6)
= 1.74 mm < (L/270 = 500 / 270 = 1.85 mm) O.K “Safe”

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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

H20 ,L= 2.50 m

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'

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL
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Modeling in SAP2000 Refer to Regulations and Standards No. 09

1. Defining Grids In SAP

2. Defining Section in Sap

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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3. Defining Material in SAP

2. Load On SAP

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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 :-

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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2. Load on SAP

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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=26.418 KN<110.00 KN

O.K. “Safe”

TECHINICAL REPORTS AND TESTS

TECHINICAL PERMISSIBLE
ITEM TEST
REPORT LOAD

1 SHORE BRACE FRME - ATTACHED KN=10.8 ton 108.00

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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2 TELESCOPIC FRAME - ATTACHED KN=10.8 ton 108.00

3 RIVET PIN ATTACHED ATTACHED KN=8.0 ton 80

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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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S H E E T DATE :
14/06/2015
COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
14/06/2015
COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
14/06/2015
COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
14/06/2015
COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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S H E E T DATE :
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COMPANY: EBID GROUP QATAR
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

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
14/06/2015
COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

SCAFFOLDING TUBE
CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL
FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
14/06/2015
COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

FORM No.9/31 ISSUE No.2 JAN:2004
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C A L C U L A T I O N REV.NO. : (00)
S H E E T DATE :
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053

CALCULATED BY: ENG. ALY.ELSAYED CHECKED BY: ENG. M.ABDELRASOUL

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