This document provides calculations for formwork supporting slabs and beams for a villa project in Qatar. It includes calculations checking the capacity of formwork materials like plywood and timber beams under the expected loadings from concrete placement. Design data, material properties, preliminary formwork layouts and calculations checking deflection, bending and shear are presented for various formwork elements under slabs and beams.
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from ETABS with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2. The process of designing elements will not be revolutionised as a result of using Eurocode 2.
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
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This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from ETABS with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2. The process of designing elements will not be revolutionised as a result of using Eurocode 2.
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
Designing a Concrete Beam Using the New AS3600:2018 - Webinar Slides - ClearC...ClearCalcs
The 2018 revision of the AS3600 Concrete standard includes major revisions for areas including phi factors, shear, deflection, rectangular stress block, and shrinkage/creep.
In this webinar, ClearCalcs lead engineering developer Brooks Smith discusses some of these key changes, and runs through the design process for a concrete beam design before demonstrating a few worked examples using AS3600:2018 in the newly released rectangular concrete beam calculator on ClearCalcs.com.
Watch the recorded webinar: https://vimeo.com/295532300
Explore all of our concrete, timber, and steel calculations at clearcalcs.com.
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
Designing a Concrete Beam Using the New AS3600:2018 - Webinar Slides - ClearC...ClearCalcs
The 2018 revision of the AS3600 Concrete standard includes major revisions for areas including phi factors, shear, deflection, rectangular stress block, and shrinkage/creep.
In this webinar, ClearCalcs lead engineering developer Brooks Smith discusses some of these key changes, and runs through the design process for a concrete beam design before demonstrating a few worked examples using AS3600:2018 in the newly released rectangular concrete beam calculator on ClearCalcs.com.
Watch the recorded webinar: https://vimeo.com/295532300
Explore all of our concrete, timber, and steel calculations at clearcalcs.com.
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
“The new IPM Professional ™ Toolbelt is designed specifically for Pest Professionals practicing Integrated Pest Management. The IPM Professional ™ Toolbelt holds all your tools, glue boards, aerosols, and everything else you need to do your job with the most professional image.
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Quality Equipment & Spray
Most of the problems related to driving screws have nothing to do with the screw itself, but everything to do with the pilot hole, or in some cases, the complete lack of pilot hole. As you'll see in this wood screw chart, a pilot hole should be approximately the same diameter as the root of the screw (the center core just below the threads). This allows the bulk of a screw to enter a board without splitting the grain, yet still allow the threads to do their work of pulling two boards together to form a joint.
This excerpt from the EZwoodshop.com "How to Build Anything" series includes a pocket screw chart for choosing the correct size pocket hole screw for a particular size board.
Pocket hole joints are no newcomers to furniture construction. For decades, commercial manufacturers have relied on pocket holes for super-quick and efficient assembly.
Termite control tools & equipment. A strategy for selection, use and maintenance. Termite control professionals will benefit from this strategy for boosting termite job productivity and reducing equipment downtime. www.qspray.com
Have problems with your pest control & weed control spray equipment? Reduce downtime and lost productivity from with your spray rigs.
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Earthquake Load Calculation (base shear method)
The 3-story standard office building is located in Los Angeles situated on stiff soil. The
structure of the building is steel special moment frame. All moment-resisting frames are
located at the perimeter of the building. Determine the earthquake force on each story in
North-South direction.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
1. C A L C U L A T I O N
S H E E T
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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 SHEET
FOR
SHORE BRACE & TIMBER H20 SYSTEM
FOR SLABS
INDEX OF CALCULATION SHEET
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
2. C A L C U L A T I O N
S H E E T
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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
REGULATIONS AND STANDARDS
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
3. C A L C U L A T I O N
S H E E T
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1. BS 5975 2008, General – Section 1.1: Scope.
2. BS 5975 2008, General– Section 1.2:Normative references.
3. BS 5975 2008, General– Section 1.5: Legalization.
4. BS 5975 2008, Section 2: Procedural control of temporary works.
5. BS 5975 2008, False work- Section3– part 16.3: Steel work (other than
scaffold tube).
6. BS 5975 2008, False work- Section3– part 16.4: Timber.
7. BS 5975: 2008, False work- Section3– part 17: Loads Applied to False
work.
8. BS 5975: 2008, Annex D (normative) Data on Material Properties.
9. SAP 2000: Structural Analysis Program.
10. BS 5950-2000: Code of Design Steel in SAP 2000.
FORMWORK MATERIALS
TECHNICAL DATA
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
4. C A L C U L A T I O N
S H E E T
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
Plywood 18mm:(Supplied by Client / Contractor)
Plywood is subjected to only Lateral force from concrete pressure
Section Properties: For 1.00 m wide
Area (A) =100)1.8(=180cm2
Moment of Inertia (I) = 100 (1.8)3
/12
=48.60cm
Section Modules (Z) =100)1.8(2
/6
= 54.00 cm3
- Max. Allowable deflection in whole panel members.
Shall not exceed (L/ 270) or according to project specification.
- Allowable bending stress in plywood (Fall) = 1.40 KN/cm2
- Modulus of Elasticity (E) for plywood = 1120.0 KN/cm2
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
5. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Timber Beams H20:
H2o Timber is subjected to only Lateral force from concrete
pressure
Section Properties:
Area (A) =96.4cm2
Moment of Inertia (I)
] =3.20x 12.03 / 12] + 2 x [(8.0 x 4.03 / 12) + (8.0 x 4.0 x 8.02)] = 4642.13 cm4
≈
4600.00 cm4
Section Modulus (Z( 4600.0/10.0=460.00cm3
Allowable Bending Moment 5.0 KN.m
Allowable Shear Force 11.0 KN
Max. Allowable Deflection in whole panel members. Shall not exceed than (L/300) For
main & ( L/270 ) For Secondary.
6. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Rivet Pin 17.0 mm, L=12.50 cm (Type I)
Tie Rods is subjected to only Axial force from concrete pressure.
Permissible Shear Force = 80.0 KN
Dimension L=12.50 cm Dia =17.0mm
7. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Shore Brace Frame
Shore Brace Telescopic Frame
Allowable Axial Load on Frame (Total Capacity) = 110.0 KN
Allowable Axial Load on Frame (Total Capacity) = 110.0 KN
8. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Shore Brace Frame Connector
Cross Brace.
See Attached Technical Report for Acrow Cross Brace.
9. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Post Head Jack (Solid)
U - Head Jack (Solid)
Allowable Load on Jack = 70.0 KN
Allowable Load on Jack = 70.0 KN
10. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
Scaffolding Couplers
Scaffolding Tube (1.50 inch x 2.50mm)
Allowable Slipping Force = 6.0 KN
11. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
PLAN
VIEW
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
PRELIMINARY FORMWORK SHAPE
C.B90 C.B90
C.B90 C.B90
C.B 150
C.B 150
C .B 150
C .B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C.B 150
C .B 150
C .B 150
C.B 150
C.B 150
C.B 150
C.B 150
C .B 150
C .B 150
C.B150
C.B150
C .B 150
C .B 150
C .B 150
C .B 150
C.B150
C.B150
C .B 150
C .B 150
C.B 120C.B120
C.B 120C.B120
12. C A L C U L A T I O N
S H E E T
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
SECTION VIEW
DESIGN DATA OF FORMWORK
LOAD FROM SLAB:-
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
13. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
SLAB THICKNESS = 0.3m
DEAD LOAD = 0.3x25=7. 5 KN/m2
LIVE LOAD = 2.00 KN/m2
TOTAL LOAD (working limit state) = D.L + L.L
= 7.5+2.0 =9.5 KN/m2
CHECK ELEMENTS
1- UNDER SLAB
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
14. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
PLAN
1.1 Plywood 18 mm:
* Max Spacing between timber beam = 50.00 cm
Load Of Slab =9.50KN/m2
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
15. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
1. Check for moment:
M = WL2
/10
= 9.50 x (0.50)2
/10 = 0.2375 KN.m
z = M / F
= 0.2375 x 100/ 1.4= 16.964 cm3
<<< 54.0 cm3
O.K “Safe”
2.Check fordeflection:
∆ = WL4
145xEI
= (9.50x (50)4
x10) / (100x145x1120x48.6)
= 0.752 mm <(L/270 = 500 / 270 = 1.852 mm) O.K“Safe”
1.2 TIMBER BEAM H20 (Each 50.0 cm):- As Secondary
Spacing between H20 = 0.50m
Load From Slab= 9.50x 0.50= 4.75 KN/m'
A. Check For Moment :-
Moment of H20 Secondary = WL2
/10
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
16. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
= 4.75 x (2.00)2
/10 = 1.9 KN.M
= 1.9 KN.M < 5.00 KN.m' O.K “Safe”
B. Check For Shear :-
Q = 0.6xWxL = 0.6 x 4.75 x 2.00
= 5.70 KN
= 5.70 << 11 KN O.K “Safe”
C. Check For deflection :
∆ = WL4
145xEI
= 4.75 x (200.0)4
x 10 / 100 x145x 850 x 4600
δ = 1.34 mm < (L/270 = 2000.00 / 270 = 7.4 mm) O.K “Safe”
1.3 TIMBER BEAM H20:- As Main
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
17. C A L C U L A T I O N
S H E E T
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
18. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
PLAN
Total Weight of slab =9.50KN/m2
Space between main timber H20 = 0.50 x (1.20+2.00) = 1.60 m
Load Per one timber Beam = 9.50 x 1.60= 15.20KN/m
A.Check forMoment:-
Moment of H20 Main = WL2
/10
= 15.2 x (1.50)2
/10 = 3.42 KN.M
= 3.42 KN.M <5.0 KN.m'(Single Timber) O.K “Safe”
B. CheckforShear:-
Q = 0.6x W xL = 0.6 x 15.2 x 1.50
= 13.68 KN
= 13.58<< 22 KN (Double Timber) O.K “Safe”
C. Checkfordeflection:
∆ = WL4
145xEI
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
19. C A L C U L A T I O N
S H E E T
PAGE No.: (1946)
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DATE :
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COMPANY: EBID GROUP QATAR
PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
= 15.20 x (150.0)4
x 10 / 100 x145x 850 x 4600
δ = 1.35mm < (L/270 = 1500.00 / 300 = 5.00 mm) O.K “Safe”
1.4 SHOREBRACE FRAME:
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
JAN:2004ISSUE No.2FORM No.9/31
20. C A L C U L A T I O N
S H E E T
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PROJECT: BAHRI VILLA AT PEARL QATAR PROJECT NO. Q-2053
Total Weight of slab =9.50 KN/m2
Load on Shore Brace Frame Leg
=9.50 x 1.50 x1.60= 22.80 KN/ Leg
Load on Shore Brace Frame =45.60 KN<110.00 KN O.K. “Safe”
2-UNDER BEAM(35X70)CM
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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PLAN
2.1 Plywood 18 mm:
* Max Spacing between Secondary H20 = 50.00 cm
Depth Of BEAM =0.80m load = 25x0.80+2.0 = 22.0 KN/m2
1. Check for moment :
M = WL2
/10
= 22.0 x (0.5)2
/10 = 0.55 KN.m
z = M / F
= 0.55 x 100/ 1.4= 39.285 cm3
<<< 54.0 cm3
O.K “Safe”
2. Check For deflection :
∆ = WL4
145xEI
= ( 22.0 x (50)4
x10) / (100x145x1120x48.6)
= 1.74 mm < (L/270 = 500 / 270 = 1.85 mm) O.K “Safe”
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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2.2 TIMBER BEAM H20 (Each 50.0 cm):- As Secondary
H20,L=2.50m
SECTION VIEW
A1 = 0.34 m2
A1 = 0.28 m2
Spacing between H20 = 0.50m
Load From BEAM(W1)= Area concrete x 25 + L (Area) X 2.0
= 0.34x 25.0 +0.60 x 2.0 = 9.70KN/m'
Load On Secondary H20 = 9.70 x 0.50 (Space between Sec. H20)
W1 =4.85 KN
= 16.167 KN/m' Distributed at 30.00 beam width
W2=(0.28X25+1.4X2)X0.5/1.40= 3.50 KN/m'
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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Modeling in SAP2000 Refer to Regulations and Standards No. 09
1. Defining Grids In SAP
2. Defining Section in Sap
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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3. Defining Material in SAP
2. Load On SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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A. Check For Moment :-
Bending Moment Diagram
M = 1.26 KN.M <5.00 KN.m' O.K “Safe”
B. Check For Shear :-
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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Shear Force Diagram
Q = 3.15 KN <<11 KN O.K “Safe”
C. Check For deflection:
Deflection
= 0.79 mm < (L/180 Cantilever = 650.0/180 = 3.61 mm)O.K “Safe”
2.3 TIMBER BEAM H20:- As Main
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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Total Weight of BEAM= 12.58 KN/m
Load Per one timber Beam = 12.58/2= 6.29 KN/m
Free span of main H20 (Cross brace length) = 2.10 m
Modeling in SAP2000 Refer to Regulations and Standards No. 09
1. Defining Grids In SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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2. Load on SAP
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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A. Check For Moment :-
Bending Moment Diagram
M = 2.06 KN.M < 5.00 KN.m' O.K “Safe”
B. Check For Shear :-
Shear Force Diagram
Q = 6.85 KN << 11 KN O.K “Safe”
C.Check For deflection:
Deflection
= 0.52 mm < (L/300= 1500.0/300 = 5.00 mm)O.K “Safe”
2.4 SHOREBRACE FRAME:
Total Load of Beam = 12.58 KN/m’
Space between Shore Brace Frame = 2.10 m
Load on Shore Brace Frame = 12.58 x 2.10
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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=26.418 KN<110.00 KN
O.K. “Safe”
ITEM
TECHINICAL
REPORT
TEST
PERMISSIBLE
LOAD
1 SHORE BRACE FRME - ATTACHED 108.00KN=10.8 ton
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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2 TELESCOPIC FRAME - ATTACHED 108.00KN=10.8 ton
3 RIVET PIN ATTACHED ATTACHED 80KN=8.0 ton
4 H20 TIMBER ATTACHED -
5 POST HEAD JACK - ATTACHED
6 DOUBLE COUPLER ATTACHED ATTACHED
7 SCAFFOLDING TUBE ATTACHED -
8 ACROW CROSS BRACE ATTACHED -
Conversion
Factor from Ton = 10.00 KN
(UK Ton unit of Measure(
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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ACROW TIMBER H20
PROPERTIES OF SECTION
Area of Section = 102.40cm²
Moment of inertia (I X) = 4642.13cm4
Section Modulus (Z x)= 464.21 cm3
Moment of inertia (Iy)= 374.10cm4
Section Modulus (Z y) = 100.00cm3
Permissible Bending Moment = 5.0 KN.m
Permissible Shear Force = 11.0 KN
Weight = 5.0 kg /m
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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SCAFFOLDING TUBE
CHECKED BY: ENG. M.ABDELRASOULCALCULATED BY: ENG. ALY.ELSAYED
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