Calc.sheet Bridge Mockup

CALCULATION

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SHEIKH JABER AL AHMAD AL SABAH

CAUSEWAY PROJECT - DOHA LINK

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Issue date

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AC-00-CV-CAL-5580

Project No.

K-1135 Rev. 00 Page No.

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CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED

DOCUMENT TITLE

PPRROOJJEECCTT NNOO.. :: ((KK-- 11113355))


CAUSEWAY PROJECT - DOHA LINK CONTRACT

RA/214

CCAALLCCUULLAATTIIOONN SSHHEEEETT

FFOORR

T I M B E R H 2 0 & S O L D I E R P A N E L S

F O R B R I D G E M O C K U P

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DOCUMENT TITLE

1 - INDEX OF CALCULATION SHEET

1. Index of Calculation Sheet Page 2 2. Approvals Page 4 3. Regulations and Standards Page 14

4. Design Brief Page 15 1-Scope of Supplier and Contractor Page 15

2 -Formwork Material Technical Data Page 16

3-Preliminary Formwork Shape Page 22

5. Design Data of Concrete Page 25 5.1 TABLE (01) Typical Table Page 25

5.2 TABLE (02) Big Web Page 26

5.3 TABLE (03) Pier Table Page 27

6. Formwork Design 6.1 - TABLE (01): Page 28

6.1.1 - Design Loadings: Page 28

6.1.2 - Check Elements: Page 36

1- Soldier ][ 10 Page 45

2- Turnbuckles Page 48

3- Suppoting System Page 51

A - Horizontal Side Panels (Platform) Page 52

B Next to Inclined Web Panels Page 55

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DOCUMENT TITLE

C Under Bottom Slab Panels Page 58

6.2 - TABLE (03) Pier Table: Page 61

6.2.1 - Design Loadings: Page 61

6.2.2 - Check Elements: Page 69

1- Soldier ][ 10 Page 77

2- Turnbuckles Page 78

3- Supporting System Page 86

A Horizontal Side Panels (Platform) Page 87

B Inclined Side Panels Page 90

C- Next to Inclined Panels Page 93

D Under Bottom Slab Panels Page 96

7. Used Tables & Formulas Page 99

8. Technical Reports and Tests Page 111

9. Typical Method of Statement Page 136

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DOCUMENT TITLE

2. APPROVAL

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DOCUMENT TITLE

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DOCUMENT TITLE

3. REGULATIONS AND STANDARDS

1. Project Specification

2. QCS 2010, Section 5- part 9: Formwork

3. BS 5975 2008, General Section 1.1: Scope.

4. BS 5975 2008, General Section 1.2: Normative references.

5. BS 5975 2008, General Section 1.5: Leglislation.

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

7. BS 5975 2008, Section 8: Design Brief.

8. BS 5975 2008, Falsework- Section3 part 16.3: Steel work (other than scaffold

9. BS 5975 2008, Falsework- Section3 part 16.4: Timber.

10. BS 5975: 2008, Falsework- Section3 part 17: Loads Applied to False work.

11. BS 5975: 2008, Annex A Permissible Stresses and Modulus of Elasticity for Steel

Grades in Falsework.

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

13. BS 5975: 2008, Annex L (informative) Derivation of Simplified Wind Calculations

For False work

14. BS 5975: 2008, Annex G (informative) Examples of design brief contents

15. SAP 2000 : Structural Analysis Program

16. BS 5950-2000:- Code of Design Steel In SAP 2000.

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DOCUMENT TITLE

4. Design Brief

4.1 Scope of Supplier and Contractor:- Refer to Regulations and Standards No. 7

A) Acrow Qatar Scope of Works :

1. Supplying of Formwork System (Shoring &Decking)

2. Supplying Tilting System (Turnbuckle)

3. Supplying Tying System (Tie Rods &Acrow Bolts &Steel Washers & Wing

nuts& Splices & Rivet Pins)

4. Supplying Of Fitting System for Connecting Decking &Shoring

(Couplers. Scaffolding Tube)

5. Typical Method of Statement.

B) Main Contractor Scope of Works :-

1. Supplying and Designing of R.C Blocks under Shoring.

2. Supplying and Design of timber used for Top Slab & Boarding.

3. Supplying of Plywood for Sheeting

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DOCUMENT TITLE

4.2 FORMWORK MATERIALS

TECHNICAL DATA

1) Plywood 18mm: (Supplied by Main 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 cm4

Section Modules (Z) = 100(1.8)2/6 = 54.00 cm3

Max. Allowable deflection in whole panel members.

Shall not exceed 4mm (See Part 3 Clause 3.1 C of Reference No. 1)

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

Modules of Elasticity (E) for plywood = 800.0 KN/cm2

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DOCUMENT TITLE

2) Timber Beams H20: Refer to Attached Technical Report for H20

Timber H20 is subjected to only Lateral force from concrete

pressure

Section Properties: -

1. Moment of Inertia (Ix) = [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

2. Section Modules (Zx) = Ix / Ymax. = 4600.0/10.0 = 460.00 cm3

3. Area (A) = 102.40 cm2

Allowable Bending Moment = 5.0 KN.m

Allowable Shear Force = 11.0 KN

Max. Allowable Deflection in whole panel members.


(E) for H20 = 924.50 KN/cm2

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DOCUMENT TITLE

3) Soldier ][10: Refer to Attached Technical Report for Soldier

Section Properties: -

1. Area (A) = 27.00 cm2

2. Moment of Inertia (I) = 412 cm4

3. Section Modules (Z) = 82.4 cm3

Max. Allowable Deflection in whole panel members.


Allowable Bending stress in steel (Fall) = 14.89 KN /cm2

Modules of Elasticity (E) for steel = 19990.0 KN/cm2

Permissible Bending Moment = 12.27 KN.m

50 52 50

152

140

5050

100

40

15

25

152

2626

9mm

25252525

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DOCUMENT TITLE

4) 2- Channel Splice:-

Section Properties:

A = 7.96 cm2

I = 72.78 cm4

Z = 17.12 cm3

Allowable bending stress in steel (Fall.) = 0.60 x Fy

= 1.489 t/cm2

(E) Modulus of Elasticity for steel = 19990.00 kn/cm

Max. Allowable Deflection in Plate (68.8x8.0) = 4.00mm

(According to Project Specification)

5) Splice 60 :-

Section Properties:

A = 12.80 cm2

I = 68.26 cm4

Z = 17.06 cm3

Allowable bending stress in steel (Fall.) = 0.60 x Fy

= 1.489 t/cm2

(E) Modulus of Elasticity for steel = 19990.00 kn/cm

Max. Allowable Deflection in Plate (68.8x8.0) = 4.00mm

(According to Project Specification)

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DOCUMENT TITLE

6) Ties: (Tie Rod DVD 16.00 mm)

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

Allowable Tensile Force = 90.0 KN

See Attached Test for DVD TIES

See Attached Technical Report for DVD TIES

7) Shore Brace Frame:

Allowable load on frame = 110.0 KN

See Attached Test for Shore Brace

8) Telescopic Frame:-

Allowable Load on Frame = 110.0 KN

See Attached Test for Telescopic Frame

9) Acrow Cross Brace:

See Attached Techinical Report for Acrow Cross Brace.

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DOCUMENT TITLE

10) Post Head Jack:

Allowable Load on Post= 70.0 KN

See Attached Test for Post Head Jack

11) Double Coupler:

Allowable Slipping Force = 6.0 KN

See Attached Test for Double Coupler

12) Scaffolding Tube:

See Attached Techinical Report for

Scaffolding Tube

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

Permissible Shear Force: 80.0 KN

Dimension L=12.50 cm & Dia =1.70 cm

Attached Technical Report for Acrow Bolt

Attached Test for Rivet pin

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DOCUMENT TITLE

4.3 Preliminary Formwork Shape

(Not Considered As Shop Drawings)

Sp

lice

60

cm

(double

)

Sp

lice

60

cm

(double

)

Pu

sh

Pu

ll P

PS

25

2

Push P

ull P

PS

252

Pu

sh

Pu

ll PP

S2

52

Push P

ull P

PS

252

Sp

lice

60

cm

(double

)

Sp

lice

60

cm

(double

)

Push P

ull P

PS

252

Push P

ull P

PS

252

Splice

60cm (d

ouble)

Sp

lice

60

cm

(double

)

Sp

lice

60

cm

(double

)

Pu

sh

Pu

ll P

PS

25

2

Push P

ull P

PS

252

Pu

sh

Pu

ll PP

S2

52

Push P

ull P

PS

252

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DOCUMENT TITLE

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DOCUMENT TITLE

5 - DESIGN DATA OF FORMWORK

TABLE(01) : Typical Tables Web Width =0.256/0.362 m

From Project's drawing for H= 2.50 m

Total Depth of Deck slab = 250.0 cm

Slab Thickness of Cant .slab = (45.60 &22.50) cm

Slab Thickness of Bottom slab = (25.0) cm

Slab Thickness of Top slab = (25.00) cm

Thickness of Web Girders = (25.60&36.20) cm

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DOCUMENT TITLE

TABLE(2) : Web Width=0.462/0.356m




Slab Thickness of Bottom slab = (25.0) cm

Slab Thickness of Top slab = (25.00/37.10) cm

Thickness of Web Girders = (35.80&46.20) cm

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DOCUMENT TITLE

Table at Pier TABLE (03):-




Slab Thickness of Bottom slab = (70.0/120.0) cm

Slab Thickness of Top slab = (48.0) cm

Thickness of Web Girders = (103.50) cm

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DOCUMENT TITLE

6 - CHECK ELEMENTS

6.1 TABLE (T1)

6.1.1 - DESIGN LOADINGS

1) Dead Load :- Refer to Regulations and Standards No. 10

Specific Weight of R.C s = 25.0 KN/m3

2) Live Load :- Refer to Regulations and Standards No. 2

Live Load = 2.50 KN/m2

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DOCUMENT TITLE

3) Wind Pressure: - Refer to Regulations and Standards No. 10 & 13

Assuming Speed Wind on Doha =45 m/s

Vs is the site wind speed (in m/s)

Vb is the basic wind speed

Sa is an altitude factor (see L.3)

Sd is a direction factor (see L.4) (0.73 < Sd < 1.0)

Ss is a seasonal factor (see L.5); and (0.71 < Ss < 1.0)

Sp is a probability factor (see L.6). (0.749 < Sp < 1.263)

Ve is the effective wind speed

q is the dynamic wind pressure (N/m2; see 17.5.1.3)

f is the force on a component (N);

q is the dynamic pressure (N/m2; see 17.5.1.3);

cs is the site coefficient (see 17.5.1.10);

cf is the force coefficient for the component (see 17.5.1.11);

Ae is the effective area of the component (see 17.5.1.12); and

h is the shielding factor (see 17.5.1.13).

Q= f (wind on Soffit)+f(wind on side edge) (N)

Ww Distributed load on Bridge Deck

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DOCUMENT TITLE

P Is Point Load on Soldier

Sa = 1.0

Sd = 0.75

Ss = 0.84 Recommended

Ranges from 0.71 < Ss < 1.0

Sp = 1.0 Recommended

Ranges from 0. 749 < Ss < 1.263

VS = Vb X Sa X Sd XSs X Sp

Vs = 45x1.0 x0.84x1.00x1.0

Vs = 28.35 m/s

Ve = Vs X Sb

Sb = 1.78 from table 15

Ve = 550.46 m/s

qs =0.613Ve2

qs = 1561.0 N/m2

Wind on Side Formwork:-

cf = 1.80 See Clause 17.5.1.14.3

Ae = 2.315x1.0 =2.315 m2

= 1.0 see Table M.1

Cs = 0.30 Recommended

( Cs the site coefficient see Clause 17.5.1.10 mentioning that it Ranges from 0.25 and 1.00 )

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DOCUMENT TITLE

Q = q x Cs x Cf x Ae x

=1561.0 x1.8 x 2.315 x0.3

Q = 1951.40N

Check for Wind Load

Max Distance between Soldier on Horizontal Direction (L) = 1.325 m

Total load on soldiers = Q x L

= 1951.40x1.325=2.58 KN

P Is Point Load on Soldier = (2.58)/2

= 1.29 KN

Spl

ice

60cm

(do

uble)

Splice 60cm (do

uble)

Splice 60cm

(double)

Splice 60cm (double)

Pu

sh

Pu

ll P

PS

252

Pu

sh

Pu

ll PP

S252

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DOCUMENT TITLE

ACTING LOADS :-

W1 Load on Side Walk

W2, W3 ,W4, W5 Load on Cantilever Slab of Bridge

W6, W7, W8, Load on Inclined Web

W9, W10 Load on Bottom Slab

D = 1.2 Spacing between Soldiers

- Max span for soldier = 1.325m

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DOCUMENT TITLE

W1 = [L.L / SIDE WALK] x 1.325

= [2.50] x 1.325 = 3.31 KN/m

W2 [ con x (ts = 0.525m) + L.L ] x 1.325

W2 = [0.525 x25.00+2.50] x 1.325 = 20.70 KN/m

W3 [ con x (ts = 0.225m) + L.L ] x 1.325

W3 = [0.225 x25.00+2.50] x 1.325 = 10.76 KN/m

W4 [ con x (ts = 0.456:0.225 m) + L.L ] 1.325

W4min = [0.225x25.00+2.50] x 1.325 = 10.76 KN/m

W4(max) = [0.456x25.00+2.50] x 1.325 = 18.42 KN/m

W5 [ con x (ts = 0.64 :0.456 m) + L.L ] x 1.325

W5min = [0.456x25.00+2.50] x 1.325 = 18.42 KN/m

W5(max) = [0.64x25.00+2.50] x 1.325 = 24.52 KN/m

W6 [ con x (ts = 1.37: 0.64m) + L.L ] x 1.325 xcos58

W6(maxt) = [1.37x25.00+2.50] x 1.325x cos 58 = 25.80 KN/m

W6(min) = [0.64x25.00+2.50] x 1.325 x cos 58 = 9.76 KN/m

W7 [ con x (ts = 0.73: 0.53 m) + L.L ] x 1.325 x cos 58

W7(maxt) = [0.73x25.00+2.50] x 1.325 x cos 58 = 14.57 KN/m

W7(min) = [0.53x25.00+2.50] x 1.325 x cos 58 = 11.05 KN/m

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DOCUMENT TITLE

W8 [ con x (ts = 0.338 : 0.53m) + L.L ] x 1.325

W8min = [0.338 x25.00+2.50] x 1.325 = 14.50 KN/m

W8min = [0.53 x25.00+2.50] x 1.325 = 20.86 KN/m

W9 [ con x (ts = 0.25 :0.338) + L.L ] x 1.325

W9(min) = [0.25 x25.00+2.50] x 1.325 = 11.59 KN/m

W9max = [0.338 x25.00+2.50] x 1.325 = 14.50 KN/m

W10 [ con x (ts = 0.25m) + L.L ] x 1.325

W10(maxt) = [0.25x25.00+2.50] x 1.325 = 11.59 KN/m

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DOCUMENT TITLE

Load From Top Slab (Point Loads ):-

P from wind load = 1.29 KN

P1,2,3 con x Area x 1.325

P1 = 25x0.40x 1.325 = 13.25 KN/m

P2 = 25x 0.437x 1.325 = 14.47 KN/m

P3 = 25x 0.355x1.325 = 11.75 KN/m

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DOCUMENT TITLE

6.1 TABLE (01)

Modeling in SAP TABLE (T1) Refer to Regulations and Standards No. 15

1. Defining Code in SAP

Conversion Factor from Ton = 10 KN (UK Ton unit of Measure)

6 - CHECK ELEMENTS

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2. Defining Grid in SAP

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DOCUMENT TITLE

3. Defining Sections In SAP 3.1 Timber Beam H20

3.2 Soldier Beam] [10

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DOCUMENT TITLE

3.3 Turnbuckle PPS 202 3inch x2.50mm

3.3 Turnbuckle PPS 252 2inch x2.50mm

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4. Statical System of Sections in SAP

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DOCUMENT TITLE

5. DefiningDistrbuted Loads In SAP

6. Defining Concentrated Loads In SAP

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7. Release Moment In SAP

OutPut From SAP

1.1 Deformed Shape

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DOCUMENT TITLE

1.2 Axial Force Diagram

1.2 Shear force Distribution

1.3 Moment Distribution

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DOCUMENT TITLE

Sections Design & Checked by SAP Refer to Regulations and Standards No.16

Modeling of Soldier in SAP2000 Refer to Regulations and Standards No. 16 As Shown above for (Moment & Shear & Axial Force)

1. Hl Soldier] [10

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2. Inclined Soldier] [10 (1)

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4. Inclined Soldier ][ 10 (3)

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DOCUMENT TITLE

5. TURNBUKLE PPS(1) 2.0 INCHX2.50MM

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DOCUMENT TITLE

3. CHECK ON SUPPORT:-

Modeling of Shore brace in SAP2000 Refer to Regulations and Standards No. 15

As Shown above

Reaction from Sap

Maximum Reaction Load = 39.88 KN

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A. HORIZONTAL SIDE PANELS(Platform) : (Not Considered As Shop Drawings)

Cantilever Slab Panel

A.1Plywood 18.00 mm:-

Max. Spacing between Acrow H20 Super (L) = 0.479 m

Wmax. = (Ts x 25 +2.5) = 0.525x25+2.50 = 15.625 KN/m2

Check for moment :

M = W L2 / 10

= 15.625 (0.479)2 / 10 = 0. 358 m.KN

Zreq = M / fall = 0. 358x 100 / 1.40 = 25.57 cm3 < 54.0 cm3 O.K. Safe

Check For deflection :

L = 47.90 cm

= 0.0068 WL4 / EI

= 0.0068 x 15.625 x (47.9)4 x 10 / 100 x 800x 48.60

= 1.43mm

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A. 2. SECONDARY BEAMS (TIMBER H20, L=2.50 m):-

W = Spacing x Wmax.

W = 15.625 x 0.479

W = 7.48 KN/m

Modeling in SAP Refer to Regulations and Standards No. 15 1. Defining Grid in Sap

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2. Defining Loads In SAP

Deformed Shape

Check For Moment :-

M = 1.98 KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 5.46 KN < 11.0 KN O.K. Safe

Check For deflection :-

= 1.811 mm < 4 mm See Part 3 Clause 3.1 C of Reference No. (1) O.K. Safe

A.3Check on main Soldier] [10 AS Shown Above

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B. INCLINED SIDE PANEL: (Not Considered As Shop Drawings)

Inclined Slab Panel

B.1Plywood 18.00 mm:-


Wmax. = (Ts x 25 +2.5) = 0.445x25+2.50 = 13.625 KN/m2

Check for moment :

M = W L2 / 10

= 13.625 (0.405)2 / 10 = 0. 22 m.KN



L = 40.50 cm

= 0.0068 WL4 / EI

= 0.0068 x 13.625 x (40.5)4 x 10 / 100 x 800x 48.60

= 0.64mm

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B. 2. SECONDARY BEAMS (TIMBER H20, L=2.50 m):-

W = Spacing x Wmax.

W = 13.625 x 0.405

W = 5.52 KN/m


H20 Connection

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Deformed Shape

Check For Moment :-

M = 1.46 KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 4.04KN < 11.0 KN O.K. Safe




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DOCUMENT TITLE

C. UNDER BOTTOM SLAB PANELS: (Not Considered As Shop Drawings)

C.1Plywood 18.00 mm:-

Max. Spacing between Acrow H20 Super (L) = 0.521m

Wmax. = (Ts x 25 +2.5) = 0.25 x25+2.50 = 8.75KN/m2

Check for moment :

M = W L2 / 10

= 8.75 x (0.521)2 / 10 = 0. 238 m.KN

Zreq = M / fall = 0.238x 100 / 1.40 = 17 cm3 < 54.0 cm3 O.K. Safe


L = 55.3 cm

= 0.0068 WL4 / EI

= 0.0068 x 8.75 x (52.1)4 x 10 / 100 x 800x 48.60

= 1.13 mm

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DOCUMENT TITLE

C. 2. SECONDARY BEAMS (TIMBER H20, L=2.50 m):-

W = Spacing x Wmax.

W = 8.75 x 0.521

W = 4.56 KN/m


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DOCUMENT TITLE


Deformed Shape

Check For Moment :-

M = 1.21KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 3.34KN < 11.0 KN O.K. Safe


= 1.10 mm < 4 mm See Part 3 Clause 3.1 C of Reference No. (1) O.K.. Safe

C.3.Check on main Soldier] [10 AS Shown Above

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DOCUMENT TITLE

6 - CHECK ELEMENTS

6.2 TABLE (T2)

6.2.1 - DESIGN LOADINGS

1) Dead Load :- Refer to Regulations and Standards No. 10

Specific Weight of R.C s = 25.0 KN/m3

2) Live Load :- Refer to Regulations and Standards No. 2

Live Load = 2.50 KN/m2

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DOCUMENT TITLE

3) Wind Pressure: - Refer to Regulations and Standards No. 10 & 13

Assuming Speed Wind on Doha =45 m/s

Vs is the site wind speed (in m/s)

Vb is the basic wind speed

Sa is an altitude factor (see L.3)

Sd is a direction factor (see L.4) (0.73 < Sd < 1.0)

Ss is a seasonal factor (see L.5); and (0.71 < Ss < 1.0)

Sp is a probability factor (see L.6). (0.749 < Sp < 1.263)

Ve is the effective wind speed

q is the dynamic wind pressure (N/m2; see 17.5.1.3)

f is the force on a component (N);

q is the dynamic pressure (N/m2; see 17.5.1.3);

cs is the site coefficient (see 17.5.1.10);

cf is the force coefficient for the component (see 17.5.1.11);

Ae is the effective area of the component (see 17.5.1.12); and

h is the shielding factor (see 17.5.1.13).

Q= f (wind on Soffit)+f(wind on side edge) (N)

Ww Distributed load on Bridge Deck

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DOCUMENT TITLE

P Is Point Load on Soldier

Sa = 1.0

Sd = 0.75

Ss = 0.84 Recommended

Ranges from 0.71 < Ss < 1.0

Sp = 1.0 Recommended

Ranges from 0. 749 < Ss < 1.263

VS = Vb X Sa X Sd XSs X Sp

Vs = 45x1.0 x0.84x1.00x1.0

Vs = 28.35 m/s

Ve = Vs X Sb

Sb = 1.78 from table 15

Ve = 550.46 m/s

qs =0.613Ve2

qs = 1561.0 N/m2

Wind on Side Formwork:-

cf = 1.80 See Clause 17.5.1.14.3

Ae = 2.315x1.0 =2.315 m2

= 1.0 see Table M.1

Cs = 0.30 Recommended

( Cs the site coefficient see Clause 17.5.1.10 mentioning that it Ranges from 0.25 and 1.00 )

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DOCUMENT TITLE

Q = q x Cs x Cf x Ae x

=1561.0 x1.8 x 2.315 x0.3

Q = 1951.40N

Check for Wind Load Max Distance between Soldier on Horizontal Direction (L) = 1.325 m

Total load on soldiers = Q x L

= 1951.40x1.875=3.60 KN

P Is Point Load on Soldier = (3.60)/2

= 1.80 KN

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DOCUMENT TITLE

ACTING LOADS :-

W1 Load on Side Walk

W2, W3 , W4, W5 Load on Cantilever Slab of Bridge

W6, W7, W8 Load on Inclined Web

W9, W10 , W11 Load on Bottom Slab

D = 1.80 Spacing between Soldiers

- Max span for soldier = 1.875m

W1 = [L.L / SIDE WALK] x 0.975

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= [2.50] x 1.875 = 4.68 KN/m

W2 [ con x (ts = 0.525) + L.L ] x 1.875

W2 = [0.525x25.00+2.50] x 1.875 = 29.30 KN/m

W3 [ con x (ts = 0.225) + L.L ] x 1.875

W3 = [0.45x25.00+2.50] x 1.875 = 15.23 KN/m

W4 [ con x (ts = 0.459:0.225 m) + L.L ] 1.875

W4min = [0.225x25.00+2.50] x 1.875 = 15.23 KN/m

W4(max) = [0.459x25.00+2.50] x 1.875 = 26.20 KN/m

W5 [ con x (ts = 0.459 : 0.688 m) + L.L ] x 1.875

W5min = [0.459 x25.00+2.50] x 1.875 = 26.20 KN/m

W5(max) = [0.688x25.00+2.50] x 1.875 = 36.93 KN/m

W6 [ con x (ts = 0.688: 2.24 m) + L.L ] x 1.875x cos 58

W6(maxt) = [2.24x25.00+2.50] x 1.875 x cos 58 = 58.1 KN/m

W6(min) = [0.688x25.00+2.50] x 1.875 x cos 58 = 19.57 KN/m

W7 [ con x (ts = 2.24 m) + L.L ] x 1.875 x cos 58

W7(maxt) = [2.50x25.00+2.50] x 1.875 x cos 58 = 58.12 KN/m

W8 [ con x (ts = 1.84: 2.50m) + L.L ] x 1.875

W8max = [2.5 x25.00+2.50] x 1.875 = 121.87 KN/m

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W8min = [1.84 x25.00+2.50] x 1.875 = 90.93 KN/m

W9 [ con x (ts = 1.84:1.20) + L.L ] x 1.875

W9(max) = [1.84 x25.00+2.50] x 1.875 = 90.93 KN/m

W9(min) = [1.20 x25.00+2.50] x 1.875 = 60.93 KN/m

W10 [ con x (ts = 0.70 :1.20 m) + L.L ] x 1.875

W10(min) = [1.20x25.00+2.50] x 1.875 = 60.93 KN/m

W10(min) = [0.70x25.00+2.50] x 1.875 = 37.0 KN/m

W11 [ con x (ts = 0.70 m) + L.L ] x 1.875

W11(maxt) = [0.70x25.00+2.50] x 1.875 = 37.0 KN/m

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DOCUMENT TITLE

Load From Top Slab (Point Loads):-

P from wind load = 1.80 KN

P1,2,3,4 con x Area x 1.40

P1 = 25 X 0.698 X 1.40 = 24.43 KN/m

P2 = 25 X 0.675X 1.40 = 23.625 KN/m

P3 = 25 X 0.688 X 1.40 = 24.08 KN/m

P4 = 25 X 0.33X 1.40 = 11.55 KN/m

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DOCUMENT TITLE

6.2 TABLE (02)

Modeling in SAP TABLE (T2) Refer to Regulations and Standards No. 15

1. Defining Code in SAP

Conversion Factor from Ton = 10 KN (UK Ton unit of Measure)

6 - CHECK ELEMENTS

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DOCUMENT TITLE

2. Defining Grid in SAP

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DOCUMENT TITLE

3. Defining Sections In SAP 3.1 Timber Beam H20

3.2 Soldier Beam] [10

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DOCUMENT TITLE

3.3 Turnbuckle PPS 2.0inch x2.50mm

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4. Statical System of Sections in SAP

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DOCUMENT TITLE

5. DefiningDistrbuted Loads In SAP

6. Defining Concentrated Loads In SAP

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DOCUMENT TITLE

7. Release Moment In SAP

OutPut From SAP

1.1 Deformed Shape

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DOCUMENT TITLE

1.2 Axial Force Diagram

1.3 Shear force Distribution

1.4 Moment Distribution

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DOCUMENT TITLE

1. Sections Design & Checked by SAP Refer to Regulations and Standards No.16

Modeling of Soldier in SAP2000 Refer to Regulations and Standards No. 16 As Shown above for (Moment & Shear & Axial Force)

1. Hl Soldier] [10

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DOCUMENT TITLE

5. TURNBUKLE PPS (1) 2.0 INCHX2.50MM

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DOCUMENT TITLE


CALCULATION

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DOCUMENT TITLE


CALCULATION

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DOCUMENT TITLE

3. CHECK ON SUPPORT:-

Modeling of Shore brace in SAP2000 Refer to Regulations and Standards No. 15

As Shown above

Reaction from Sap

Maximum Reaction Load = 56.57 KN

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DOCUMENT TITLE

A. HORIZONTAL SIDE PANELS(Platform) : (Not Considered As Shop Drawings)

A.1Plywood 18.00 mm:-


Wmax. = (Ts x 25 +2.5) = 0.525x25+2.50 = 15.625 KN/m2

Check for moment :

M = W L2 / 10

= 15.625 (0.479)2 / 10 = 0. 358 m.KN



L = 47.90 cm

= 0.0068 WL4 / EI

= 0.0068 x 15.625 x (47.9)4 x 10 / 100 x 800x 48.60

= 1.43mm

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DOCUMENT TITLE

A. 2. SECONDARY BEAMS (TIMBER H20, L=3.60m):-

W = Spacing x Wmax.

W = 15.625 x 0.479

W = 7.48 KN/m


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DOCUMENT TITLE


Deformed Shape

Check For Moment :-

M = 3.05 KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 6.78 KN < 11.0 KN O.K. Safe




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DOCUMENT TITLE

B. INCLINED SIDE PANEL: (Not Considered As Shop Drawings)

Inclined Slab Panel

B.1Plywood 18.00 mm:-


Wmax. = (Ts x 25 +2.5) = 0.445x25+2.50 = 13.625 KN/m2

Check for moment :

M = W L2 / 10

= 13.625 (0.405)2 / 10 = 0. 22 m.KN



L = 40.50 cm

= 0.0068 WL4 / EI

= 0.0068 x 13.625 x (40.5)4 x 10 / 100 x 800x 48.60

= 0.64mm

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DOCUMENT TITLE

B. 2. SECONDARY BEAMS (TIMBER H20, L=3.60 m):-

W = Spacing x Wmax.

W = 13.625 x 0.405

W = 5.52 KN/m


2. D

e

f

i

n

i

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DOCUMENT TITLE

Defining Loads In SAP

Deformed Shape

Check For Moment :-

M = 2.26 KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 5.01KN < 11.0 KN O.K. Safe



B.3Check on main Soldier] [10 AS Shown Above

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DOCUMENT TITLE

C. NEXT TO INCLINED WEB PANELS: (Not Considered As Shop Drawings)

D.1Plywood 18.00 mm:-

Avg. Spacing between Acrow H20 Super (L) = 0.25 m

Wmax. = (Ts x 25 +2.5) = 1.20 x25+2.50 = 32.50 KN/m2

Check for moment :

M = W L2 / 10

= 32.50 X (0.25)2 / 10 = 0. 20m.KN



L = 25.0 cm

= 0.0068 WL4 / EI

= 0.0068 x 32.50 x (25.0)4 x 10 / 100 x 800x 48.60)

= 0.22mm

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DOCUMENT TITLE

C. 2. SECONDARY BEAMS (TIMBER H20, L=3.60 m):-

W = Spacing x Wmax.

W = 32.50 x 0.25

W = 8.125 5KN/m


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DOCUMENT TITLE

2. Defining Loads in SAP

Deformed Shape

Check For Moment :-

M = 3.31 KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 7.36KN < 11.0 KN O.K. Safe



C.3.Check on main Soldier] [10 AS Shown Above

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DOCUMENT TITLE

D. UNDER BOTTOM SLAB PANELS: (Not Considered As Shop Drawings)

D.1Plywood 18.00 mm:-

Max. Spacing between Acrow H20 Super (L) = 0.35m

Wmax. = (Ts x 25 +2.5) = 0.70 x25+2.50 = 20.0 KN/m2

Check for moment :

M = W L2 / 10

= 20.0 x (0.35)2 / 10 = 0. 245m.KN

Zreq = M / fall = 0.245x 100 / 1.40 = 17.50 cm3 < 54.0 cm3 O.K. Safe


L = 0.35 cm

= 0.0068 WL4 / EI

= 0.0068 x 20 x (35.0)4 x 10 / 100 x 800x 48.60

= 0.525 mm

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DOCUMENT TITLE

D. 2. SECONDARY BEAMS (TIMBER H20, L=3.60 m):-

W = Spacing x Wmax.

W = 20.0 x 0.35

W = 7.0 KN/m


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DOCUMENT TITLE


Deformed Shape

Check For Moment :-

M = 2.86 KN.m' < 5.0 KN.m' O.K... Safe

Check For Shear :-

Q = 6.35KN < 11.0 KN O.K. Safe



D.3.Check on main Soldier] [10 AS Shown Above

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DOCUMENT TITLE

CALCULATION

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DOCUMENT TITLE

CALCULATION

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DOCUMENT TITLE

CALCULATION

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DOCUMENT TITLE

CALCULATION

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K-1135 Rev. 00

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DOCUMENT TITLE

CALCULATION

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K-1135 Rev. 00

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DOCUMENT TITLE

CALCULATION

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DOCUMENT TITLE

CALCULATION

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