Calculation sheet-for-slab q-2053-01
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Transcript of 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
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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.
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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Timber Beams H20:
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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.
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
Rivet Pin 17.0 mm, L=12.50 cm (Type I)
Shore Brace Frame
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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Shore Brace Telescopic Frame
Shore Brace Frame Connector
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
Allowable Axial Load on Frame (Total Capacity) = 110.0 KN
Allowable Axial Load on Frame (Total Capacity) = 110.0 KN
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Cross Brace.
Post Head Jack (Solid)
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
See Attached Technical Report for Acrow Cross Brace.
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U - Head Jack (Solid)
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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)
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
Allowable Slipping Force = 6.0 KN
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
PRELIMINARY FORMWORK SHAPE
PLAN VIEW
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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SECTION VIEW
DESIGN DATA OF FORMWORK
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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PLAN
1.1 Plywood 18 mm:
* Max Spacing between timber beam = 50.00 cm
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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:
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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∆ = 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:
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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”
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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
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= 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)
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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2. Defining Section in Sap
3. Defining Material in SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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2. Load On SAP
A. Check For Moment :-
Bending Moment Diagram
M = 1.26 KN.M <5.00 KN.m' O.K “Safe”
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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”
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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Modeling in SAP2000 Refer to Regulations and Standards No. 091. Defining Grids In SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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:
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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”
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
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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)
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYEDJAN:2004ISSUE No.2FORM No.9/31
TECHINICAL REPORTS AND TESTS
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ACROW TIMBER H20
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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
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POST HEAD JACK
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SCAFFOLDING TUBE
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