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CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580
Project No.
K-1135 Rev. 00 Page No.
1 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
PPRROOJJEECCTT NNOO.. :: ((KK-- 11113355))
SHEIKH JABER AL AHMAD AL SABAH
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
2 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
3 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
4 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
2. APPROVAL
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
5 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
6 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
7 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
8 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
9 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
10 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
11 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
12 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
13 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
14 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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.
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
15 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
16 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
17 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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.
Shall not exceed 4mm (See Part 3 Clause 3.1 C of Reference No. 1)
(E) for H20 = 924.50 KN/cm2
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
18 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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.
Shall not exceed 4mm (See Part 3 Clause 3.1 C of Reference No. 1)
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
19 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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)
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
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
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.
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
21 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
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
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
24 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
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CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
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CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
TABLE(2) : Web Width=0.462/0.356m
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 = (25.00/37.10) cm
Thickness of Web Girders = (35.80&46.20) cm
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
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
Table at Pier TABLE (03):-
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 = (70.0/120.0) cm
Slab Thickness of Top slab = (48.0) cm
Thickness of Web Girders = (103.50) cm
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
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
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
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CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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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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 202 3inch x2.50mm
3.3 Turnbuckle PPS 252 2inch x2.50mm
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DOCUMENT TITLE
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
1.2 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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DOCUMENT TITLE
2. Inclined Soldier] [10 (1)
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DOCUMENT TITLE
3. Inclined Soldier] [10 (2)
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DOCUMENT TITLE
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
6. TURNBUKLE PPS(2) 2.0 INCHX2.50MM
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DOCUMENT TITLE
7. TURNBUKLE PPS(3) 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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DOCUMENT TITLE
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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DOCUMENT TITLE
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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DOCUMENT TITLE
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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DOCUMENT TITLE
B. INCLINED SIDE PANEL: (Not Considered As Shop Drawings)
Inclined Slab Panel
B.1Plywood 18.00 mm:-
Max. Spacing between Acrow H20 Super (L) = 0.405 m
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
Zreq = M / fall = 0. 22x 100 / 1.40 = 15.96 cm3 < 54.0 cm3 O.K. Safe
Check For deflection :
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=2.50 m):-
W = Spacing x Wmax.
W = 13.625 x 0.405
W = 5.52 KN/m
Modeling in SAP Refer to Regulations and Standards No. 15 1. Defining Grid in Sap
H20 Connection
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DOCUMENT TITLE
2. Defining Loads In SAP
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
Check For deflection :-
= 1.339 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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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
Check For deflection :
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
Modeling in SAP Refer to Regulations and Standards No. 15 1. Defining Grid in Sap
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DOCUMENT TITLE
1. Defining Loads In SAP
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
Check For deflection :-
= 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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DOCUMENT TITLE
= [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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2. Defining Grid in SAP
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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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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
1.3 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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2. Inclined Soldier] [10 (1)
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3. Inclined Soldier] [10 (2)
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4. Inclined Soldier] [10 (3)
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5. TURNBUKLE PPS (1) 2.0 INCHX2.50MM
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6. TURNBUKLE PPS (2) 2.0 INCHX2.50MM
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7. TURNBUKLE PPS (3) 2.0 INCHX2.50MM
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8. TURNBUKLE PPS (4) 2.0 INCHX2.50MM
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9. TURNBUKLE PPS (5) 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 = 56.57 KN
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DOCUMENT TITLE
A. HORIZONTAL SIDE PANELS(Platform) : (Not Considered As Shop Drawings)
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=3.60m):-
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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DOCUMENT TITLE
2. Defining Loads In SAP
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
Check For deflection :-
= 1.39 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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DOCUMENT TITLE
B. INCLINED SIDE PANEL: (Not Considered As Shop Drawings)
Inclined Slab Panel
B.1Plywood 18.00 mm:-
Max. Spacing between Acrow H20 Super (L) = 0.405 m
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
Zreq = M / fall = 0. 22x 100 / 1.40 = 15.96 cm3 < 54.0 cm3 O.K. Safe
Check For deflection :
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
91 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Modeling in SAP Refer to Regulations and Standards No. 15 1. Defining Grid in Sap
2. D
e
f
i
n
i
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
92 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Check For deflection :-
= 2.62 mm < 4 mm See Part 3 Clause 3.1 C of Reference No. (1) O.K. Safe
B.3Check on main Soldier] [10 AS Shown Above
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
93 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Zreq = M / fall = 0. 20x 100 / 1.40 = 14.28 cm3 < 54.0 cm3 O.K. Safe
Check For deflection :
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
94 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Modeling in SAP Refer to Regulations and Standards No. 15 1. Defining Grid in Sap
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
95 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Check For deflection :-
= 3.85 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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
96 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Check For deflection :
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
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
97 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
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
Modeling in SAP Refer to Regulations and Standards No. 15 1. Defining Grid in Sap
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
98 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
2. Defining Loads In SAP
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
Check For deflection :-
= 3.32 mm < 4 mm See Part 3 Clause 3.1 C of Reference No. (1) O.K.. Safe
D.3.Check on main Soldier] [10 AS Shown Above
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
99 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
100 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
101 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
102 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
103 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
104 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION
SHEET
SUBCONTRACTOR
CONTRACTOR
GS ENGINEERING &
CONSTRUCTION CO.
SHEIKH JABER AL AHMAD AL SABAH
CAUSEWAY PROJECT - DOHA LINK
CONTRACT RA/214
SUBCONTRACTOR
Issue date
20.09.2015 Doc. No.
AC-00-CV-CAL-5580 Project No.
K-1135 Rev. 00
Page No.
105 of 145
CHECKED BY: Eng. M. ABD EL RASOUL CALCULATED BY: Eng. M. AHMED
DOCUMENT TITLE
CALCULATION