Labone Office Complex Structural Design Report Rev.01

STRUCTURAL

DESIGN REPORT

LABONE OFFICE LABONE 3-STOREY OFFICE PROJECT

STRUCTCON LTD.

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DOCUMENT VERIFICATION LABONE 3-STOREY OFFICE PROJECT

REVISION DATE FILE NAME STRUCTURAL DESIGN

REPORT LABONE OFFICE

COMPLEX

REV.01 02/11/2015

Report outlining project, site

investigations carried out and

findings, structural

characteristics,

basis of design, load cases and

analysis results

Prepared by: Checked & Approved by:

Name Patrick Oppong Richard Okyere Nketia

Signature

Disclaimer

The report is produced for the sole and exclusive use of the client

in response to the request for the structural design of the proposed

building and takes into account the particular instructions and

Requirements of the client.

Structcon

Structural Engineering

Consultants.

Giffard Road

Accra

By:

Patrick Oppong

Richard Nketia Okyere

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Contents OJBECTIVES ........................................................................................................................... 4

SCOPE OF WORKS................................................................................................................. 4

STRUCTURAL DESIGN CHECKLIST .................................................................................. 5

INTRODUCTION ......................................................................................................................... 6

Design Parameters And Description ................................................................................. 6

Site Description ................................................................................................................. 6

DESIGN PHILOSOPHY ................................................................................................................ 7

DESIGN CONCEPT ...................................................................................................................... 8

DESIGN CODES AND STANDARD REFERENCES ....................................................... 9

Design Codes .................................................................................................................... 9

References ........................................................................................................................ 9

CONCEPTUAL DESIGN ............................................................................................................. 10

DESIGN STRUCTURAL LOADS .................................................................................................. 11

Dead loads;- ........................................................................................................................ 11

Live loads;- .......................................................................................................................... 12

Wind Loads;- ....................................................................................................................... 12

Seismic Loads;- .................................................................................................................... 12

LOAD CASES ............................................................................................................................ 13

Loads Cases and Limits States Combination Types ......................................................... 13

CODE COMBINATION COMPONENTS ................................................................................. 14

GENERAL NOTES AND SPECIFICATIONS .................................................................................. 23

STRUCTURAL ANALYSIS ........................................................................................................... 24

MODAL ANALYSIS................................................................................................................ 25

Dynamic Analysis Results ................................................................................................ 25

Mode Shapes .................................................................................................................. 27

RESPONSE SPECTRUM ANALYSIS ........................................................................................ 30

SEISMIC ANALYSIS RESULTS STOREY FORCES .................................................................. 32

WIND ANALYSIS ............................................................................................................. 33

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SERVICEABILITY & DAMAGE LIMITATION ................................................................................ 35

SERVICEABILITY .................................................................................................................... 35

Design Service Life ........................................................................................................... 35

DAMAGE LIMITATION .......................................................................................................... 35

INTER-STOREY DRIFT ....................................................................................................... 35

P-DELTA CHECK (SECOND ORDER EFFECT) .............................................................................. 37

INTERNAL FORCES DIAGRAMS ................................................................................................ 38

STRENGTH AND RESISTANCES DESIGN TO EC8 & EC2 ............................................................. 41

RAFT FOUNDATION DESIGN ................................................................................................ 41

Ground pressure distribution under raft foundation ...................................................... 41

Ground pressure distribution under Elastic T-foundation Beams................................... 41

Seismic Ultimate Bearing Capacity Seismic Loads. ........................................................ 43

Design calculation for Raft foundation ................................................................................ 43

Design Calculation for T-Beam Foundation ....................................................................... 50

Design Calculations for Columns Sample Members ............................................................ 67

Design Calculation Sample for Beams ................................................................................. 75

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OJBECTIVES The structural design process is intended to produce a professional design and

establish the adequacy of the structural design approach, its execution, and the

documentation. It evaluates the construction documents to determine whether the

structural systems appear complete, consistent, and in general compliance with

relevant code and design requirements. And finally to check the economic feasibility

and cost implications of the design approach adopted for the labone three storey

office complex project.

SCOPE OF WORKS

The scope of works of the structural design include but are not limited to:

1. Adopt the design criteria, loads, including loads imposed by components designed

by other disciplines and loads from adjacent structures, and performance requirement

2. Check geotechnical report requirements and sub-grade properties;

3. Ensure the concept and integrity of the gravity and lateral load resisting system;

4. Ensure the continuity of load paths for both gravity and lateral loads;

5. Check the structural plans and supporting documents to determine whether they are

sufficient to identify the essential components of the structural system, and provide

sufficient information to guide the construction of the structure;

6. Perform design calculations on representative sample of structural elements to

determine whether the analysis, design and detailing generally comply with the

appropriate codes and standards;

8. Provide a formal record of the structural design processes.

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STRUCTURAL DESIGN CHECKLIST

The structural design process is briefed under the following.

1. Design code and Standards used

2. Structural Loadings

2. Material specifications and geotechnical recommendations.

3. Concept and integrity of the gravity load resisting system.

4. Concept and integrity of the lateral load resisting system.

5. Structural Regularity and Structural Analysis Method.

6. Behaviour Factor

7. Damage Limitation and Storey Drift Sensitivity analysis

8. Drawing completeness and continuity of load paths.

9. Design check of representative structural elements.

10. Appendix Computer Model/Simulation Results.

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INTRODUCTION

Design Parameters and Description This statement summarizes the design loading criteria and approach for the structural

design of the Labone three storey office complex. These have been established as

being the most appropriate for this project based on our experience, established

industry best practices, site constraints and the project brief for the design.

The structural design presented is based on the information available to us in

adequate time to undertake the analysis and design. The design is meant for the

municipal authorities to appreciate the design parameters and concept, to facilitate the

granting of a building permit.

The main purpose of this design report is to define the design philosophy, criteria and

methods of analysis adopted for the structural design and also provide justification for

the structural drawings to be used for the construction of the building.

Site Description The project site is located at Labone Cantonments Accra. It lies on the southern side

of the 8th Avenue towards the Castle Road. It is slightly close to the Metropolitan

Television Ghana and very close to the popular caf shop.

Topographically the site appears fairly level but generally slopes towards the back at

a giving elevation difference of about 0.50m

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DESIGN PHILOSOPHY The purpose of the design is to achieve acceptable probabilities that the structure

would not become unfit for use during its design life. Based on this the limit state

design method is used in the analysis making sure that;

1. The structure is safe under the worst loading condition. The whole structure

should not collapse or overturn when subjected to the design loads.

2. During normal working conditions the deformation of structural members

does not detract from the appearance, durability or performance.

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DESIGN CONCEPT The concept employed for carrying gravity/vertical loads in the superstructure is a 1-

way spanning precast slab system (Trassaco Fast floor). The concept employed for

carrying horizontal loads in the superstructure is the core-wall and peripheral shear

walls distributed around the structure. The concept employed for transferring the

buildings loads to the ground is a raft foundation structure with increased thicknesses

in shear-critical areas.

Our concept took the structure as a ductile wall equivalent system structure. Based

on this, our walls were designed as medium class ductile walls and our columns

designs also took ductility considerations into account.

In accordance with the Eurocode 8, the design equations relevant for a medium

ductility structures were used.

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DESIGN CODES AND STANDARD REFERENCES

Design Codes

The design process has been carried out in accordance with the following recognized

international Standards and Codes of Practice including but not limited to the

following;

Ref Criteria Publisher Doc. No. Title

1 Design Basis Eurocode EN1990 Basis of Structural Design

2 Loading Eurocode EN1991 Actions on structures

3 Concrete Eurocode EN1992 Design of concrete structures

4 Steel Eurocode EN1993 Design of steel structures

5 Composite Eurocode EN1994 Design of composite steel and concrete structures

6 Timber Eurocode EN1995 Design of timber structures

7 Masonry Eurocode EN1996 Design of masonry structures

8 Geotechnical Eurocode EN1997 Geotechnical design

9 Seismic Eurocode EN1998 Design of structures for earthquake resistance

10 Aluminum Eurocode EN1999 Design of aluminum structures

11 Concrete

Spec

Eurocode EN206 Concrete - Part 1: Specification, performance,

production and conformity

References

*1 Reference: Designers Guide to EN 1998-1 and EN 1998-5 Eurocode 8: Design of structures

for earthquake resistance. General rules, seismic actions, design rules for buildings,

foundations and retaining structures. Thomas Telford, London.

*2 Reference: Institution of Structural Engineers/SECED/AFPS (2009) Manual for the Seismic

Design of Steel and Concrete Buildings to Eurocode 8. (In preparation.)

*3 Reference: Concrete Buildings Scheme Design Manual by O. Brooker, page 27, Table

2.10

*4 Reference: RC Designer's Handbook, 10th Edition by Reynolds and Stedman, page 111,

Chart 2

*4 Reference: Structural Engineers Pocket Book by Fiona Cobb, page 41 *5 Reference: http://www.eng-tips.com/viewthread.cfm?qid=335659

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CONCEPTUAL DESIGN

The first step towards structural design is to propose an appropriate structural system

to support the initially submitted architectural drawings and subsequently resulting into

the general arrangement drawings for the system. Members were selected to ensure that

their dimensions would become suitable to support the expected design loads on the

structure and to prevent excessive deflection or any sort of failure.

Capacity design requirements were taken into account in the member sizing. The

capacity design philosophy states that the capacity of the bearing members must be

stronger than the capacity of the supported members. As an example, the columns and

walls must be stronger than the beams.

Preliminary sizing of structural members was done to ensure conformity to the

architectural drawings. The columns were sized to limit the normalized design axial

load ratio to 0.65 whereas for the walls a normalized axial load ratio of 0.4 was adapted.

However, in some situations, the limits on structural member sizes and positions were

found to pose some challenges to the structural design or necessitate a structural design

which, although workable in theory, could not be feasibly implemented by the available

construction technology for the project. In such instances, the difficulties were

discussed with the architect and a mutually satisfactory compromise worked out.

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DESIGN STRUCTURAL LOADS

All the loads used in the design were as specified in the relevant Eurocode specifically

EC1. The loads were multiplied by the appropriate safety factors and combined in a

number of combinations to generate the worst possible load scenario likely to be

experienced in the design life of the building. The loads are categorized into

vertical/gravity loads and horizontal loads.

These loads are:

Permanent Actions (Dead Loads)

Variable Actions (Live Loads)

Permanent Action (Self-weight and Super Dead)

Wind Loads

Seismic Loads (Earthquake)

Dead loads;-

AREA LOAD TYPES LOAD INTENSITY

Office Suspended ceiling 0.30 kN/m2

Services 0.30 kN/m2

50mm Screed 1.2 kN/m2

Floor tiles plus bedding 1.0 kN/m2

TOTAL SUPER-DEAD LOADS 2.80 kN/m2

200mm LIGHT WEITH BLOCKS 5.0 kN/m

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Live loads;-

AREA LOAD TYPES LOAD INTENSITY

Office General Office space 2.5 kN/m2

Stair 4.0 kN/m2

Lift Lobby 4.0 kN/m2

Roof Live 1.5 kN/m2

TOTAL

Movable dry light weight Partition 1.0 kN/m2

TOTAL

Wind Loads;-

In absence of design guidance for wind loading in Ghana, EC1 has been adopted

and implemented on the model for analysis and design. After research and

analysis of meteorological data, it was concluded that the basic wind speed to be

adopted for the site in question should be that of 30 m/s2

Seismic Loads;-

Seismic loading has been assessed and determined in accordance with EN 1998

1: 2004.This was agreed by the client following consultation with the

geotechnical consultant, that the peak ground acceleration to be adopted for the

project is of 0.2g. Results of seismic simulations and analysis carried out can be

found in the Appendices section at the end of the document.

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LOAD CASES Various cases on loads were considered and combined with different pattern and

load arrangement to obtain the worse effects.

Below are tables showing the various load cases and limits states considerations.

Loads Cases and Limits States Combination Types

Case Label Case name Nature Analysis type

1 DL1 Self-weight Structural Static - Linear

2 DL2 Imposed Dead Load Structural Static - Linear

3 LL1 Imposed Live Load live Static - Linear

4 LR1 Roof Live Load live Static - Linear

5 MOD5 Modal Modal

6 SEI_X6 Seismic EC 8 Direction_X seismic Seismic-EC 8

7 SEI_Y7 Seismic EC 8 Direction_Y seismic Seismic-EC 8

8 SPE_NEW8 1 * X 0.3 * Y seismic Linear Combination

9 SPE_NEW9 1 * X -0.3 * Y seismic Linear Combination

10 SPE_NEW10 0.3 * X 1 * Y seismic Linear Combination

11 SPE_NEW11 0.3 * X -1 * Y seismic Linear Combination

12 WIND1 Wind Simulation X+ 30 m/s (variable) wind Static - Linear

13 WIND2 Wind Simulation Y+ 30 m/s (variable) wind Static - Linear

14 WIND3 Wind Simulation X- 30 m/s (variable) wind Static - Linear

15 WIND4 Wind Simulation Y- 30 m/s (variable) wind Static - Linear

16 ULS Linear Combination

17 ULS+ Linear Combination

18 ULS- Linear Combination

19 SLS Linear Combination

20 SLS+ Linear Combination

21 SLS- Linear Combination

22 SLS:CHR Linear Combination

23 SLS:CHR+ Linear Combination

24 SLS:CHR- Linear Combination

25 SLS:FRE Linear Combination

26 SLS:FRE+ Linear Combination

27 SLS:FRE- Linear Combination

28 SLS:QPR Linear Combination

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29 SLS:QPR+ Linear Combination

30 SLS:QPR- Linear Combination

31 ACC Linear Combination

32 ACC+ Linear Combination

33 ACC- Linear Combination

34 ACC:SEI Static - Linear

35 ACC:SEI+ Static - Linear

36 ACC:SEI- Static - Linear

37 FIRE Static - Linear

38 FIRE+ Static - Linear

39 FIRE- Static - Linear

CODE COMBINATION COMPONENTS

Number Combinations/Comp. Definition

1 ULS/\t1 DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500

2 ULS/\t2 DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND1*0.900




6 ULS/\t6 DL1*1.350 + DL2*1.350

7 ULS/\t7 DL1*1.350 + DL2*1.350 + LL1*1.500

8 ULS/\t8 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND1*0.900

9 ULS/\t9 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND2*0.900

10 ULS/\t10 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND3*0.900

11 ULS/\t11 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND4*0.900

12 ULS/\t12 DL1*1.350 + DL2*1.350 + LR1*1.500

13 ULS/\t13 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND1*0.900

14 ULS/\t14 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND2*0.900

15 ULS/\t15 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND3*0.900

16 ULS/\t16 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND4*0.900

17 ULS/\t17 DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500



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22 ULS/\t22 DL1*1.000 + DL2*1.000

23 ULS/\t23 DL1*1.000 + DL2*1.000 + LL1*1.500

24 ULS/\t24 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND1*0.900

25 ULS/\t25 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND2*0.900

26 ULS/\t26 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND3*0.900

27 ULS/\t27 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND4*0.900

28 ULS/\t28 DL1*1.000 + DL2*1.000 + LR1*1.500

29 ULS/\t29 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND1*0.900

30 ULS/\t30 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND2*0.900

31 ULS/\t31 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND3*0.900

32 ULS/\t32 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND4*0.900





37 ULS/\t37 DL1*1.350 + DL2*1.350 + WIND1*1.500

38 ULS/\t38 DL1*1.350 + DL2*1.350 + WIND2*1.500

39 ULS/\t39 DL1*1.350 + DL2*1.350 + WIND3*1.500

40 ULS/\t40 DL1*1.350 + DL2*1.350 + WIND4*1.500

41 ULS/\t41 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND1*1.500

42 ULS/\t42 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND2*1.500

43 ULS/\t43 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND3*1.500

44 ULS/\t44 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND4*1.500

45 ULS/\t45 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND1*1.500

46 ULS/\t46 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND2*1.500

47 ULS/\t47 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND3*1.500

48 ULS/\t48 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND4*1.500





53 ULS/\t53 DL1*1.000 + DL2*1.000 + WIND1*1.500

54 ULS/\t54 DL1*1.000 + DL2*1.000 + WIND2*1.500

55 ULS/\t55 DL1*1.000 + DL2*1.000 + WIND3*1.500

56 ULS/\t56 DL1*1.000 + DL2*1.000 + WIND4*1.500

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57 ULS/\t57 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND1*1.500

58 ULS/\t58 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND2*1.500

59 ULS/\t59 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND3*1.500

60 ULS/\t60 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND4*1.500

61 ULS/\t61 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND1*1.500

62 ULS/\t62 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND2*1.500

63 ULS/\t63 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND3*1.500

64 ULS/\t64 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND4*1.500

65 SLS:CHR/\t1 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000

66 SLS:CHR/\t2 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND1*0.600




70 SLS:CHR/\t6 DL1*1.000 + DL2*1.000

71 SLS:CHR/\t7 DL1*1.000 + DL2*1.000 + LL1*1.000

72 SLS:CHR/\t8 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND1*0.600




76 SLS:CHR/\t12 DL1*1.000 + DL2*1.000 + LR1*1.000

77 SLS:CHR/\t13 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND1*0.600








85 SLS:CHR/\t21 DL1*1.000 + DL2*1.000 + WIND1*1.000









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97 SLS:FRE/\t33 DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500

98 SLS:FRE/\t34 DL1*1.000 + DL2*1.000

99 SLS:FRE/\t35 DL1*1.000 + DL2*1.000 + LL1*0.500

100 SLS:FRE/\t36 DL1*1.000 + DL2*1.000 + LR1*0.500

101 SLS:FRE/\t37 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200




105 SLS:FRE/\t41 DL1*1.000 + DL2*1.000 + WIND1*0.200




109 SLS:FRE/\t45 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200




113 SLS:FRE/\t49 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200




117 SLS:QPR/\t53 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300

118 SLS:QPR/\t54 DL1*1.000 + DL2*1.000

119 SLS:QPR/\t55 DL1*1.000 + DL2*1.000 + LL1*0.300

120 SLS:QPR/\t56 DL1*1.000 + DL2*1.000 + LR1*0.300

121 SLS:CHR/\t1 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000





126 SLS:CHR/\t6 DL1*1.000 + DL2*1.000

127 SLS:CHR/\t7 DL1*1.000 + DL2*1.000 + LL1*1.000




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132 SLS:CHR/\t12 DL1*1.000 + DL2*1.000 + LR1*1.000





















153 SLS:FRE/\t1 DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500

154 SLS:FRE/\t2 DL1*1.000 + DL2*1.000

155 SLS:FRE/\t3 DL1*1.000 + DL2*1.000 + LL1*0.500

156 SLS:FRE/\t4 DL1*1.000 + DL2*1.000 + LR1*0.500












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173 SLS:QPR/\t1 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300

174 SLS:QPR/\t2 DL1*1.000 + DL2*1.000

175 SLS:QPR/\t3 DL1*1.000 + DL2*1.000 + LL1*0.300

176 SLS:QPR/\t4 DL1*1.000 + DL2*1.000 + LR1*0.300

177 ACC:SEI/\t1 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300

178 ACC:SEI/\t2 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*-0.300



181 ACC:SEI/\t5 DL1*1.000 + DL2*1.000

182 ACC:SEI/\t6 DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*0.300

183 ACC:SEI/\t7 DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*-0.300



186 ACC:SEI/\t10 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300

187 ACC:SEI/\t11 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 + SEI_Y7*-0.300



190 ACC:SEI/\t14 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300

191 ACC:SEI/\t15 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*-0.300



194 ACC:SEI/\t18 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*-0.300

195 ACC:SEI/\t19 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300


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198 ACC:SEI/\t22 DL1*1.000 + DL2*1.000 + SEI_X6*-1.000 + SEI_Y7*-0.300

199 ACC:SEI/\t23 DL1*1.000 + DL2*1.000 + SEI_X6*-1.000 + SEI_Y7*0.300



202 ACC:SEI/\t26 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-1.000 + SEI_Y7*-0.300

203 ACC:SEI/\t27 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300



206 ACC:SEI/\t30 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*-0.300

207 ACC:SEI/\t31 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300



210 ACC:SEISHEAR /\t34 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300

211 ACC:SEISHEAR /\t35 DL1*1.000 + DL2*1.000

212 ACC:SEISHEAR /\t36 DL1*1.000 + DL2*1.000 + LL1*0.300

213 ACC:SEISHEAR /\t37 DL1*1.000 + DL2*1.000 + LR1*0.300





218 ACC:SEI/\t5 DL1*1.000 + DL2*1.000






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247 FIRE/\t1 DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500

248 FIRE/\t2 DL1*1.000 + DL2*1.000

249 FIRE/\t3 DL1*1.000 + DL2*1.000 + LL1*0.500

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250 FIRE/\t4 DL1*1.000 + DL2*1.000 + LR1*0.500

251 FIRE/\t5 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200




255 FIRE/\t9 DL1*1.000 + DL2*1.000 + WIND1*0.200

256 FIRE/\t10 DL1*1.000 + DL2*1.000 + WIND2*0.200

257 FIRE/\t11 DL1*1.000 + DL2*1.000 + WIND3*0.200

258 FIRE/\t12 DL1*1.000 + DL2*1.000 + WIND4*0.200

259 FIRE/\t13 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200




263 FIRE/\t17 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200




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GENERAL NOTES AND SPECIFICATIONS

a) High tensile yield steel of characteristic strength 500 N/mm2 respectively was

used in the design. The steel was deformed mild/high tensile bars complying

with the current BS 4449.

b) The concrete grade used was C25/30 and concrete on the project is to have a

minimum crushing cube strength of 30 N/mm2 at 28 days. Blinding was in

GEN C10/15 concrete with maximum aggregate size of 20mm.

c) Cement consisted of ordinary Portland cement to BS 12 or BS 146.

d) Coarse aggregate consisted of crushed rock of granite, basalt or quartzite.

The size of aggregate used was 20mm (maximum) graded down to 10mm.

e) Fine aggregate consisted of sand or crushed rock of granite, basalt and

quartzite. Maximum size shall be 5mm.

f) In case underground water was encountered during excavation, the project

engineer had to be informed immediately. Before the use of admixtures, the

same thing was required.

g) All block work was non load bearing with a minimum compressive strength

of 5 N/mm2.

h) The cover to main reinforcement specified otherwise was

Foundations = 50mm

Columns = 35mm

Beams = 30mm

Slabs = 25mm

i) Water used for the mix was specified to be potable.

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STRUCTURAL ANALYSIS

Various types of Structural analysis was conducted to determined the effects of loads

on physical structures and their components to ensure that Structural members

subject to this type of forces withstand loads safely.

The followign types analysis was conducted;

Static Analysis

Modal Dyanamic Analysis

Seismic Analsysis

Wind Static Analysis

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Project properties: LABONE OFFICE COMPLEX foundation model Structure type: Shell Structure gravity center coordinates: X = 12.549 (m) Y = 0.746 (m) Z = 4.137 (m) Central moments of inertia of a structure: Ix = 19784039.746 (kg*m2) Iy = 48367374.102 (kg*m2) Iz = 42812901.162 (kg*m2) Mass = 801828.604 (kg) Coordinates of structure centroid with dynamic global masses considered: X = 12.752 (m) Y = 0.838 (m) Z = 3.951 (m) Central moments of inertia of a structure with dynamic global masses considered: Ix = 39828248.179 (kg*m2) Iy = 97838033.803 (kg*m2) Iz = 89103660.184 (kg*m2) Mass = 1532213.456 (kg) Structure description

Number of nodes: 8091 Number of bars: 219 Bar finite elements: 1898 Planar finite elements: 8251 Volumetric finite elements: 0 No of static degree of freedom: 48460 Cases: 35 Combinations: 4

MODAL ANALYSIS

Dynamic Analysis Results The dynamic properties were established using multi-modal free vibration analysis.

The structural system of the building was engineered as to minimize eccentricities

between shear rigidity centers and center of masses. This has been well interpreted

in the dynamic analysis results where pure translational responses were achieved in

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the fundamental modes although mode 1 seem to be couple with lateral torsional

response, predominant translation were observed in the mass participations.

Also the cracked stiffness properties were accounted for in-line with ec8

recommendations i.e. 0.5 EI for flexural and 0.5EA for shear.

Case/Mode Frequency (Hz)

Period (sec)

Rel.mas.UX (%)

Rel.mas.UY (%)

Cur.mas.UX (%)

Cur.mas.UY (%)

Total mass (kg)

24/1 1.415 0.707 3.166 59.445 3.166 59.445 1392252.33

24/2 1.507 0.663 62.087 64.686 58.92 5.242 1392252.33

24/3 1.756 0.569 67.323 67.652 5.236 2.966 1392252.33

24/4 3.097 0.323 67.399 68.148 0.076 0.496 1392252.33

24/5 4.356 0.23 67.402 73.565 0.003 5.417 1392252.33

24/6 4.652 0.215 67.406 73.669 0.005 0.104 1392252.33

24/7 5.468 0.183 67.416 74.992 0.01 1.323 1392252.33

24/8 5.687 0.176 67.423 75.205 0.006 0.213 1392252.33

24/9 6.403 0.156 70.957 75.283 3.535 0.079 1392252.33

24/10 7.071 0.141 72.658 75.307 1.701 0.023 1392252.33

24/11 7.413 0.135 72.856 75.328 0.198 0.021 1392252.33

24/12 8.152 0.123 75.719 75.644 2.863 0.317 1392252.33

24/13 8.658 0.115 75.986 78.494 0.267 2.85 1392252.33

24/14 8.828 0.113 76.886 78.494 0.9 0 1392252.33

24/15 9.205 0.109 77.003 78.686 0.117 0.192 1392252.33

24/16 9.679 0.103 77.875 85.341 0.872 6.655 1392252.33

24/17 9.837 0.102 79.302 85.517 1.427 0.176 1392252.33

24/18 10.313 0.097 87.12 85.618 7.818 0.1 1392252.33

24/19 10.625 0.094 87.123 85.62 0.003 0.003 1392252.33

24/20 11.428 0.088 90.288 85.668 3.166 0.047 1392252.33

24/21 12.091 0.083 90.319 85.849 0.031 0.182 1392252.33

24/22 12.454 0.08 90.612 85.992 0.293 0.143 1392252.33

24/23 12.809 0.078 90.639 86.135 0.027 0.143 1392252.33

24/24 13.322 0.075 90.65 86.294 0.011 0.159 1392252.33

24/25 13.662 0.073 90.65 86.294 0 0 1392252.33

24/26 14.113 0.071 90.65 86.573 0.001 0.278 1392252.33

24/27 14.435 0.069 90.65 86.579 0 0.006 1392252.33

24/28 14.768 0.068 90.657 86.602 0.006 0.024 1392252.33

24/29 15.064 0.066 90.672 86.836 0.015 0.234 1392252.33

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Mode Shapes

Mode 1 view 1 coupled lateral translation and torsion

Mode 1 view 2 coupled lateral translation and torsion

Mode 1

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Mode 2 view 1- pure lateral translation

Mode 2 view 2 pure lateral translation

Mode 1

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Mode 3 view 1 pure torsional response

Mode 31 view 2- pure torsional response

Mode 1

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RESPONSE SPECTRUM ANALYSIS Case 24 : Seismic EC 8 Direction_X Analysis type: Seismic-EC8 Mass eccentricities ex = 5.000 (%) ey = 5.000 (%) Excitation direction: X = 1.000 Y = 0.000 Z = 0.000

Data: Site : B Spectrum : Dimensioning Spectrum type : 1 Direction : Horizontal Behavior factor : 1.500

0 . 0 1 . 0 2 . 0 3 . 0 0 . 0

1 . 0

2 . 0

3 . 0

4 . 0

P e r io d ( s )

A c c e le r a t io n ( m / s ^ 2 )

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Spectrum parameters: Acceleration : ag = 1.962

Damping : = 5.00 %

Damping correction : = [10/(5+)]0,5

= 1.000

S = 1.200 = 0.200 TB = 0.150 TC = 0.500 TD = 2.000 Case 25 : Seismic EC 8 Direction_Y Analysis type: Seismic-EC8 Mass eccentricities ex = 5.000 (%) ey = 5.000 (%) Excitation direction: X = 0.000 Y = 1.000 Z = 0.000

Data: Site : B Spectrum : Dimensioning

0 . 0 1 . 0 2 . 0 3 . 0 0 . 0

1 . 0

2 . 0

3 . 0

4 . 0

P e r io d ( s )

A c c e le r a t io n ( m / s ^ 2 )

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Spectrum type : 1 Direction : Horizontal Behavior factor : 1.500 Spectrum parameters: Acceleration : ag = 1.962

Damping : = 5.00 %

Damping correction : = [10/(5+)]0,5

= 1.000

S = 1.200 = 0.200 TB = 0.150 TC = 0.500 TD = 2.000

SEISMIC ANALYSIS RESULTS STOREY FORCES

Case/Story G (x,y,z) (m) FX (kN) FY (kN) MZ (kNm)

ACC+/1 12.66 0.71 -0.58 2863.3 2749.91 11690.86

ACC+/2 12.52 0.75 2.82 2677.71 2565.04 10686.74

ACC+/3 12.52 0.75 6.02 2165.06 2066.35 8041.5

ACC+/4 12.52 0.75 9.22 1289.06 1224.42 4171.65

ACC+/5 12.06 0.95 11.11 176.87 165.39 62.18

Case/Story FX to columns (kN)

FX to walls (kN)

FY to columns (kN)

FY to walls (kN)

ACC+/1 1192.4 1671.33 792.53 1958.54

ACC+/2 425.01 2253.27 430.88 2134.71

ACC+/3 416.84 1749.2 389.51 1677.25

ACC+/4 408.62 881.26 334.11 890.65

ACC+/5 0 176.87 0 165.39

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WIND ANALYSIS

The wind loading regime was automatically generated in the Autodesk RobotTM

Structural Analysis Professional 2015 software which incorporates a new wind

simulation tool that enables users to test their designs in a virtual wind tunnel. To

accomplish this, the tool incorporates an advance computational fluid dynamics

(CFD) into a streamlined workflow practical for design-phase analysis.

The Wind loading on the structure was again computed in accordance with the

procedures given in EC1 and checked against the results of virtual wind tunnel

simulation.

Resultant Wind Force : Fw = Fw,e + Ffr

External Force : Fw,e = Pf * Aref

Frictional Force : Ffr = Pfr * Afr

Net Wind Pressure Across a Surface : Pf = CsCd * (We_front - We_rear) * Lack

Frictional Wind Pressure in Side Wall : Pfr = Cfr * Qp

External Wind Pressure : We = Qp * Cpe

Exposure Factor : Ce = Qp / Qb

Peak Velocity Pressure : Qp = 0.5 * (1 + 7 * Lv) * rho * Vm * Vm

Basic Velocity Pressure : Qb = 0.5 * rho * Vb * Vb

Turbulence Intensity : Lv = Kl / (Co * ln(Z / Zo))

Mean Wind Velocity [m/sec] : Vm = Cr * Co * Vb

Basic Wind Velocity [m/sec] : Vb = Cdir * Cseason * Vb,o

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Roughness Factor : Cr = Kr * ln(Z / Zo)

Air Density [kg / m^3] : rho = 1.25

Terrain Category : II

Friction Coefficient : Cfr = 0.00

Fundamental Basic Wind Velocity [m/sec] : Vb,o = 33.00

Directional Factor : Cdir = 1.00

Seasonal Factor : Cseason = 1.00

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SERVICEABILITY & DAMAGE LIMITATION

SERVICEABILITY

Horizontal Deflection Criteria

Lateral deflection limit Wind limit Height/500 Lateral deflection criteria seismic limit Height/200 Vertical Deflection

Deflection limit (DL + LL) L/250 Incremental Deflection (DL + LL + Creep) L/500 Movement provision shall be made at heads of walls and partitions to accommodate the slab deflections

Design Service Life The design service life of the structure will be 50 years. This is defined as the period

during which it will be in service without requiring major structural repair, but with

proper maintenance, the physical life of the structure will extend significantly longer

DAMAGE LIMITATION

INTER-STOREY DRIFT

The damage limitation requirement was verified in terms of the inter-storey drift (dr)

according to (EN 1998- 1/4.4.3.2) ie.

The inelastic displacement were generated as q*dr. In the program RSA the

behaviour factor is already accounted for in the table of results characterizing them as

the true seismic displacements.

The allowable limit for inter-storey drift is calculated according to

dr < 0.005*3200/0.5 < 32mm ---- eqn (3)

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Where 0.005h was chosen in conformity with non-structural elements. (with non-

structural brittle elements) dr=q*ds, (ds is the elastic displacement and q is the

behavior factor taken as 1.5)

In the case of the 3-storey office complex, the inter-storey drifts for the seismic in X

and Y directions were within the allowable limits calculated in equation 3; dr < 30mm

and tabulated below.

Case/Story UX (mm)

UY (mm)

dr UX (mm)

dr UY (mm)

d UX d UY

24/1 4.7 -1.4 4.7 -1.4 0.004 -0.001

24/2 24.4 -8.1 19.7 -6.7 0.006 -0.002

24/3 42.7 -14.2 18.3 -6.2 0.006 -0.002

24/4 59.5 -18.1 16.8 -3.8 0.005 -0.001

24/5 70.9 -14.4 11.4 3.7 0.005 0.002

Case/Story UX (mm)

UY (mm)

dr UX (mm)

dr UY (mm)

d UX d UY

25/1 1 5.6 1 5.6 0.001 0.005

25/2 4.4 28.2 3.4 22.7 0.001 0.007

25/3 7.8 49.3 3.4 21 0.001 0.007

25/4 12.3 66.3 4.5 17.1 0.001 0.005

25/5 13.8 71.9 1.5 5.6 0.001 0.002

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P-DELTA CHECK (SECOND ORDER EFFECT)

In line with this, the above equation (2.8) of EC8 was used and the results tabulated

below.

As it can be seen the interstorey drift sensitivity coefficientshows that P-

SEISMIC X

Name Drift ratio ACC Gravity Load ACC

Strory Shear ACC

Drift Sensitivity Coefficient

0.0060 0.0211

Level 0 0.004 14665.68 2863.3 0.0204878

Level 1 0.006 9437.67 2677.71 0.0211472

Level 2 0.006 6168.43 2165.06 0.0170945

Level 3 0.005 2899.2 1289.06 0.0112454

Level 4 0.005 281.27 176.87 0.0079513

SEISMIC Y

Name Drift ratio ACC Gravity Load ACC

Strory Shear ACC

Drift Sensitivity Coefficient

0.0010 0.0053

Level 0 0.001 14665.68 2749.91 0.0053331

Level 1 0.001 9437.67 2565.04 0.0036793

Level 2 0.001 6168.43 2066.35 0.0029852

Level 3 0.001 2899.2 1224.42 0.0023678

Level 4 0.001 281.27 165.39 0.0017006

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INTERNAL FORCES DIAGRAMS

The Axial forces, shear forces and bending moments obtained after the various

structural analysis cases are presented for a few selected frames.

Bending Moment Diagrams.

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Shear Force Diagram

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Axial Force Diagram - Columns

Minor Axis Moment Diagram

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STRENGTH AND RESISTANCES DESIGN TO EC8 & EC2

RAFT FOUNDATION DESIGN Ground pressure distribution under raft foundation

Ground pressure distribution under Elastic T-foundation Beams

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Design Effect of Seismic Action NUMERICAL CONSTANTS Typical Values of grdINPUT DATA soil type

ag 1.962 m/s^2 a 0.7 k 1.22 Medium to Dense Sand

Ned 5600 kN b 1.29 k1 1 Loose Dry Sand

Ved 1510 kN c 2.14 ct 2 Loose Saturated Sand

Med 12800 kNm d 1.81 Cm 2 Non Sensitive Clay

Soil Factor 1.2 e 0.21 C'm 1 Sensitive clay

thickness 0.35 m f 0.44 2.57 SELECT SOIL TYPE

f 36 degree m 0.21 g 1.85 Medium to Dense Sand

r 1.85 Relative grdCu 450 kpa

Su 405 kpa Calculate

B 5.6 m

L 5.6 m

p 3.14159265 = 0.12005695 STRIPED F.5 satisfied

gm 1.4 = 0.10288066 ISOLATED F.5 satisfied

Nmax= 46644.5286 kNCalculate

Isolated/Circular = 0.0323725 STRIPED F.5 satisfied

f ' 30.1666113 degree = 0.02774103 ISOLATED F.5 satisfied

r 1.85Cu 450 kpa

Su 405 kpa Calculate

r 3.15946167 m

NcE 6 = 0.04900 STRIPED F.5 satisfied

p 3.14159265 = 0.04199 ISOLATED F.5 satisfied

gm 1.4

Nmax= 54432 kN Calculate

= 0.07026382 Striped & Isolated

VERIFACATION OF THE SOILS BEARING CAPACITY UNDER SEISMIC CONDITIONS

i ii

STRIP FOOTING REMARKS SAFE!!

ISOLATED FOOTING REMARKS SAFE!!

SLIDING RESISTANCE CHECK! Ved < Frd = 3254.910525

REMARKS PASSED!

-0.011438662

0.004934006-0.031561891

0.006719034

0.189956886

0.007964295+ 0.008355412

0.174843362

0.005848441

0.0062203+ 1

Purely Cohesive Soil

1

Medium to Dense Sand

Seismic Bearing Capacity Verification

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Seismic Ultimate Bearing Capacity Verification comments

Unlike the static loads the seismic bearing capacity was verified by relevant

equations of EN998 part 5 and with reference to the geotechnical report as shown

in the above calculations

Design calculation for Raft foundation

1. Slab: Plate490 - Panel no. 490

1.1. Renforcement:

Type : RC floor 1

Main reinforcement direction : 0 Main reinforcement grade : B500B or C; Characteristic strength = 500.00 MPa Horizontal branch of the stress-strain diagram

Ductility class : B

Bar diameters bottom d1 = 1.2 (cm) d2 = 1.2 (cm) top d1 = 1.6 (cm) d2 = 1.6 (cm)

Cover bottom c1 = 5.0 (cm) top c2 = 5.0 (cm)

Cover deviations Cdev = 1.0(cm), Cdur = 0.0(cm)

1.2. Concrete Class : C25/30; Characteristic strength = 25.00 MPa Rectangular stress distribution [3.1.7(3)]

Density : 2501.36 (kG/m3)

Concrete creep coefficient : 1.441

cement class : N

1.3. Hypothesis

Calculations according to : BS EN1992-1-1:2004 NA:2005

Method of reinforcement area calculations : NEN

Allowable cracking width - upper layer : 0.30 (mm) - lower layer : 0.30 (mm)

Allowable deflection : 20.0 (mm)

Verification of punching : no

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Exposure - upper layer : XC1 - lower layer : XC1

Calculation type : simple bending

Structure class : S4

1.4. Slab geometry Thickness 0.45 (m) Contour: edge beginning end length x1 y1 x2 y2 (m) 1 0.00 5.30 5.92 5.30 5.92 2 5.92 5.30 5.92 0.00 5.30 3 5.92 0.00 0.00 0.00 5.92 4 0.00 0.00 0.00 5.30 5.30 Support: n Name dimensions coordinates edge (m) x y 0 linear 3.00 4.18 0 linear 3.00 1.35 0 linear 0.20 / 1.25 3.00 3.47 0 linear 1.32 / 0.20 3.62 2.81 0 linear 1.32 / 0.20 2.37 2.81 * - head present

1.5. Calculation results:

1.5.1. Maximum moments + reinforcement for bending Ax(+) Ax(-) Ay(+)

Ay(-) Provided reinforcement (mm2/m): 3272.49 3506.24 2094.40

3272.49 Modified required reinforcement (mm2/m): 2457.07 3354.96 1919.93

2616.72 Original required reinforcement (mm2/m): 2457.07 3354.96 1919.93

2616.72 Coordinates (m): 1.56;4.43 1.56;4.43 1.33;4.21

1.33;4.21 1.5.2. Maximum moments + reinforcement for bending

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Ax(+) Ax(-) Ay(+)

Ay(-) Symbol: required area/provided area Ax(+) (mm2/m) 2457.07/3272.49 2457.07/3272.49

2333.84/3272.49 2333.84/3272.49 Ax(-) (mm2/m) 3354.96/3506.24 3354.96/3506.24

3166.40/3506.24 3166.40/3506.24 Ay(+) (mm2/m) 1576.76/2094.40 1576.76/2094.40

1919.93/2094.40 1919.93/2094.40 Ay(-) (mm2/m) 2144.30/3272.49 2144.30/3272.49

2616.72/3272.49 2616.72/3272.49

SLS Mx(+) (kN*m/m) -30.28 -30.28 -

28.47 -28.47 Mx(-) (kN*m/m) -65.93 -65.93 -

65.87 -65.87 My(+) (kN*m/m) -14.78 -14.78 -

16.72 -16.72 My(-) (kN*m/m) -50.43 -50.43 -

54.12 -54.12

Nxx

(kN/m) 6.64 6.64 7.96 7.96

Nyy (kN/m) 5.02 5.02 0.65 0.65

Nxy (kN/m) -2.92 -2.92 2.47 2.47

ULS Mx(+) (kN*m/m) -41.77 -41.77 -

39.26 -39.26 Mx(-) (kN*m/m) -90.75 -90.75 -

90.67 -90.67 My(+) (kN*m/m) -20.39 -20.39 -

23.10 -23.10 My(-) (kN*m/m) -69.37 -69.37 -

74.51 -74.51

Nxx

(kN/m) 9.17 9.17 10.97 10.97

Nyy (kN/m) 6.96 6.96 0.89 0.89

Nxy (kN/m) -3.97 -3.97 3.44 3.44

ULS - accid. comb. Mx(+)

(kN*m/m) 266.22 266.22 270.64 270.64

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Mx(-) (kN*m/m) 145.05 145.05 136.36 136.36

My(+) (kN*m/m) 176.61 176.61 200.81 200.81

My(-) (kN*m/m) 55.43 55.43 66.52 66.52

Nxx

(kN/m) 198.60 198.60 119.87 119.87

Nyy (kN/m) 90.02 90.02 159.67 159.67

Nxy (kN/m) -91.21 -91.21 -136.56 -136.56

Coordinates

(m) 1.56;4.43 1.56;4.43 1.33;4.21 1.33;4.21

Coordinates* (m) 10.63;2.43;-1.20 10.63;2.43;-1.20 10.41;2.21;-1.20 10.41;2.21;-1.20

* - Coordinates in the structure global coordinate system

1.5.4. Deflection |f(+)| = 0.0 (mm)

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3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=7.96(m) N1Y=8.05(m) N1Z=0.0(m) N2X=7.88(m) N2Y=6.10(m) N2Z=0.0(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=7.88(m) N1Y=6.10(m) N1Z=0.0(m) N2X=19.08(m) N2Y=1.70(m) N2Z=0.0(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=19.08(m) N1Y=1.70(m) N1Z=0.0(m) N2X=21.60(m) N2Y=2.80(m) N2Z=0.0(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=11.01(m) N1Y=6.88(m) N1Z=0.0(m) N2X=10.32(m) N2Y=5.14(m) N2Z=0.0(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=12.81(m) N1Y=6.19(m) N1Z=0.0(m) N2X=12.12(m) N2Y=4.43(m) N2Z=0.0(m) 3 (FE) linear on edges FZ=N/A(kN) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=15.00(m) N1Y=5.35(m) N1Z=0.0(m) N2X=14.30(m) N2Y=3.58(m) N2Z=0.0(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=16.82(m) N1Y=4.65(m) N1Z=0.0(m) N2X=16.12(m) N2Y=2.86(m) N2Z=0.0(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=7.96(m) N1Y=8.05(m) N1Z=3.20(m) N2X=7.88(m) N2Y=6.10(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=7.88(m) N1Y=6.10(m) N1Z=3.20(m) N2X=19.08(m) N2Y=1.70(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=19.08(m) N1Y=1.70(m) N1Z=3.20(m) N2X=21.60(m) N2Y=2.80(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=11.01(m) N1Y=6.88(m) N1Z=3.20(m) N2X=10.32(m) N2Y=5.14(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=12.81(m) N1Y=6.19(m) N1Z=3.20(m) N2X=12.12(m) N2Y=4.43(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=15.00(m) N1Y=5.35(m) N1Z=3.20(m) N2X=14.30(m) N2Y=3.58(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=16.82(m) N1Y=4.65(m) N1Z=3.20(m) N2X=16.12(m) N2Y=2.86(m) N2Z=3.20(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=7.96(m) N1Y=8.05(m) N1Z=6.40(m) N2X=7.88(m) N2Y=6.10(m) N2Z=6.40(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=7.88(m) N1Y=6.10(m) N1Z=6.40(m) N2X=19.08(m) N2Y=1.70(m) N2Z=6.40(m)

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3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=19.08(m) N1Y=1.70(m) N1Z=6.40(m) N2X=21.60(m) N2Y=2.80(m) N2Z=6.40(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=11.01(m) N1Y=6.88(m) N1Z=6.40(m) N2X=10.32(m) N2Y=5.14(m) N2Z=6.40(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=12.81(m) N1Y=6.19(m) N1Z=6.40(m) N2X=12.12(m) N2Y=4.43(m) N2Z=6.40(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=15.00(m) N1Y=5.35(m) N1Z=6.40(m) N2X=14.30(m) N2Y=3.58(m) N2Z=6.40(m) 3 (FE) linear 2p (3D) FZ1=-7.00(kN/m) FZ2=-7.00(kN/m) N1X=16.82(m) N1Y=4.65(m) N1Z=6.40(m) N2X=16.12(m) N2Y=2.86(m) N2Z=6.40(m) 3 (FE) uniform 490 PZ=-18.00(kN/m2) 5 (FE) uniform 492 PZ=-10.00(kN/m2) 5 (FE) uniform 407 PZ=-1.50(kN/m2) 5 (FE) uniform 274 PZ=-10.00(kN/m2) Combination/Component Definition ULS/26 24*1.000+25*0.300 ULS/27 24*1.000+25*-0.300 ULS/28 24*0.300+25*1.000 ULS/29 24*0.300+25*-1.000

3. Results - detailing List of solutions: Reinforcement: bars Solution no. Reinforcement range Total weight Diameter / Weight (kG) 1 - 2993.81 2 - 3284.20 3 - 4314.13 4 - 5800.94 5 - 8124.08 Results for the solution no. 1 Reinforcement zones Bottom reinforcement Name coordinates Provided reinforcement At Ar

x1 y1 x2 y2 f(mm) / (cm) (mm2/m) (mm2/m) 1/1- Ax Main 0.00 0.00 5.92 5.30 25.0 / 14.0 3354.96 < 3506.24

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1/2- Ay Perpendicular 0.00 0.00 5.92 5.30 25.0 / 15.0 2616.72 < 3272.49 Top reinforcement Name coordinates Provided reinforcement At Ar

x1 y1 x2 y2 f (mm) / (cm) (mm2/m) (mm2/m) 1/1+ Ax Main 0.00 0.00 5.92 5.30 25.0 / 15.0 2457.07 < 3272.49 1/2+ Ay Perpendicular 0.00 0.00 5.92 5.30 20.0 / 15.0 1919.93 < 2094.40

4. Material survey

Concrete volume = 14.13 (m3)

Formwork = 31.39 (m2)

Slab circumference = 22.45 (m)

Area of openings = 0.00 (m2)

Steel B500B or C

Total weight = 2920.46 (kG)

Density = 206.75 (kG/m3)

Average diameter = 23.8 (mm)

Survey according to diameters: Diameter Length Number: (m) B20 5.20 39 B25 5.20 39 B25 5.82 73

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Design Calculation for T-Beam Foundation

1 Level:

Name :

Reference level : -1.20 (m)

Maximum cracking : 0.40 (mm)

Exposure : XC1

Concrete creep coefficient : p = 1.865 cement class : N

Concrete age (loading moment) : 28 (days)

Concrete age : 50 (years)

Structure class : S4

Quality assurance system (4.4.1.3(3); A.2.1(1))

Fire resistance class : no requirements

2 Continuous footing: Continuous Footing487 Number: 1

2.1 Material properties:

Concrete : C25/30 fck = 25.00 (MPa) Rectangular stress distribution [3.1.7(3)] Density : 2501.36 (kG/m3) Aggregate size : 20.0 (mm)

Longitudinal reinforcement: : B500B or C fyk = 500.00 (MPa)

Horizontal branch of the stress-strain diagram

Ductility class : B

Transversal reinforcement: : B500B or C fyk = 500.00 (MPa)

Horizontal branch of the stress-strain diagram

Ductility class : B

Additional reinforcement: : B500C fyk = 500.00 (MPa) Horizontal branch of the

stress-strain diagram

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2.2 Geometry: 2.2.1 Span Position L.supp. L R.supp. (m) (m) (m) P1 Span 0.20 2.40 0.20 Span length: Lo = 2.60 (m)

Section from 0.00 to 2.40 (m) 40.0 x 60.0 (cm) Left slab 0.0 + 30.0 from 30.0 (cm) Right slab 0.0 + 30.0 from 30.0 (cm) Left slab overhanging: 30.0 (cm) Right slab overhanging: 30.0 (cm) 2.2.2 Span Position L.supp. L R.supp. (m) (m) (m) P2 Span 0.20 1.88 0.20 Span length: Lo = 2.08 (m)

Section from 0.00 to 1.88 (m) 40.0 x 60.0 (cm) Left slab 0.0 + 30.0 from 30.0 (cm) Right slab 0.0 + 30.0 from 30.0 (cm) Left slab overhanging: 30.0 (cm) Right slab overhanging: 30.0 (cm) 2.2.3 Span Position L.supp. L R.supp. (m) (m) (m) P3 Span 0.20 1.95 0.20 Span length: Lo = 2.15 (m)

Section from 0.00 to 1.95 (m) 40.0 x 60.0, Offset (+ up, - down): 0.0 x -0.0 (cm) Left slab 0.0 + 30.0 from 30.0 (cm) Right slab 0.0 + 30.0 from 30.0 (cm) Left slab overhanging: 30.0 (cm) Right slab overhanging: 30.0 (cm) 2.2.4 Span Position L.supp. L R.supp. (m) (m) (m) P4 Span 0.20 1.95 0.20 Span length: Lo = 2.15 (m)

Section from 0.00 to 1.95 (m) 40.0 x 60.0, Offset (+ up, - down): 0.0 x +0.0 (cm) Left slab 0.0 + 30.0 from 30.0 (cm) Right slab 0.0 + 30.0 from 30.0 (cm) Left slab overhanging: 30.0 (cm) Right slab overhanging: 30.0 (cm) 2.2.5 Span Position L.supp. L R.supp. (m) (m) (m)

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P5 Span 0.20 1.95 0.20 Span length: Lo = 2.15 (m)



Section from 0.00 to 2.57 (m) 40.0 x 60.0 (cm) Left slab 0.0 + 30.0 from 30.0 (cm) Right slab 0.0 + 30.0 from 30.0 (cm) Left slab overhanging: 30.0 (cm) Right slab overhanging: 30.0 (cm)

2.3 Soils: Reference level: 0.00 (m) Origin: 0.00 (m) End: 22.93 (m) Elasticity coefficient: 92182.40 (kN/m2) Soil layers:

1. Medium Sand Soil level: 75.0 (cm) Thickness: 100.0 (cm) Unit weight: 1886.47 (kG/m3) Friction angle: 34.0 (Deg) Cohesion: 0.00 (MPa) Poisson ratio: 0.25 Eo: 90.00 (MPa)

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Consolidation coeff.: 1.00 qmax: 0.30 (MPa) 2. Medium gravel Soil level: -25.0 (cm) Thickness: 100.0 (cm) Unit weight: 1937.46 (kG/m3) Friction angle: 38.0 (Deg) Cohesion: 0.00 (MPa) Poisson ratio: 0.20 Eo: 120.00 (MPa) Consolidation coeff.: 1.00 qmax: 0.30 (MPa) 3. Gravel Soil level: -125.0 (cm)

Thickness: Unit weight: 1937.46 (kG/m3) Friction angle: 38.0 (Deg) Cohesion: 0.00 (MPa) Poisson ratio: 0.20 Eo: 120.00 (MPa) Consolidation coeff.: 1.00 qmax: 0.30 (MPa)

2.4 Calculation options: Regulation of combinations : EN 1990:2002

Calculations according to : EN 1992-1-1:2004 AC:2008

Geotechnic calculations according to : EN 1997-1:2008

Seismic dispositions : Moderate ductility class

Precast beam : no

Cover : bottom c = 6.0 (cm) : side c1= 6.0 (cm) : top c2= 6.0 (cm)

Cover deviations : Cdev = 1.0(cm), Cdur = 0.0(cm)

Coefficient 2 =0.50 : long-term or cyclic load Method of shear calculations : strut inclination

2.5 Calculation results: 2.5.1 Internal forces in ULS

Span Mt max. Mt min. Ml Mr Ql Qr (kN*m) (kN*m) (kN*m) (kN*m) (kN) (kN) P1 74.27 -33.14 28.62 74.27 -115.47 161.95 P2 74.68 -5.17 74.68 32.14 -142.23 95.11 P3 29.96 -30.98 29.96 18.59 -119.72 105.30 P4 29.06 -30.83 18.24 29.06 -104.43 117.11 P5 29.09 -30.41 28.22 29.09 -117.61 122.57

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P6 147.08 -0.00 32.57 147.08 -73.30 191.68 P7 147.10 -42.37 147.10 -43.64 -197.88 5.27

2.5.2 Internal forces in SLS

Span Mt max. Mt min. Ml Mr Ql Qr (kN*m) (kN*m) (kN*m) (kN*m) (kN) (kN) P1 54.04 -24.16 21.10 54.04 -84.56 118.11 P2 54.34 -3.83 54.34 23.48 -103.73 69.55 P3 21.89 -22.59 21.89 13.66 -87.41 76.96 P4 21.24 -22.48 13.40 21.24 -76.34 85.52 P5 21.20 -22.22 20.62 21.20 -85.92 89.48 P6 107.39 0.00 23.74 107.39 -53.50 139.97 P7 107.39 -28.41 107.39 -31.41 -144.48 3.86

2.5.3 Required reinforcement area

Span Span (mm2) Left support (mm2) Right support (mm2) Span (mm2/m) bottom top bottom top bottom top splice reinf. P1 316.90 0.00 313.35 246.58 316.90 75.71 310.96 P2 322.32 0.00 322.32 0.00 137.67 12.33 310.96 P3 131.35 0.00 131.35 28.74 104.53 45.69 310.96 P4 121.58 0.00 116.08 52.61 121.58 18.65 310.96 P5 145.24 0.00 144.15 42.33 145.24 48.15 310.96 P6 647.97 0.00 138.97 0.00 647.97 0.00 310.96 P7 648.02 0.00 648.02 0.00 134.95 349.38 310.96

2.5.4 Results of section design wk - width of perpendicular cracks n - Span Span wk (mm) P1 0.0 P2 0.0 P3 0.0 P4 0.0 P5 0.0 P6 0.2 P7 0.0

Transverse bending of a continuous footing : n = 1 x = 0.20 (m) A = 310.96 (mm2/m) M = 10.35 (kN*m/m)

2.5.5 Geotechnical results n - Span Ref - Calculated value Adm - Allowable value

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2.6 Theoretical results - detailed results: 2.6.1 P1 : Span from 0.20 to 2.60 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 0.20 28.62 -3.71 21.10 0.00 313.35 246.58 0.36 28.62 -10.91 8.40 0.00 309.57 285.37 0.62 10.59 -25.19 0.00 -8.40 281.86 328.71 0.88 0.00 -32.67 0.00 -19.01 246.49 346.42 1.14 0.00 -33.14 0.00 -24.16 215.47 350.22 1.40 0.00 -33.10 0.00 -23.77 191.91 351.38 1.66 0.00 -32.00 0.00 -17.75 184.60 333.19 1.92 15.19 -23.16 0.00 -5.98 209.46 284.69 2.18 46.74 -7.54 11.76 0.00 252.19 216.12 2.44 74.27 -0.00 35.56 0.00 309.77 139.35 2.60 74.27 -0.00 54.04 0.00 316.90 75.71 ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m) 0.20 -115.47 -84.56 0.0 0.14 0.21 310.96 0.36 -98.15 -71.90 0.0 0.14 0.21 310.96 0.62 -69.81 -51.18 0.0 0.14 0.21 310.96 0.88 -41.24 -30.31 0.0 0.14 0.21 310.96 1.14 -12.94 -9.58 0.0 0.14 0.21 310.96 1.40 16.99 12.24 0.0 0.15 0.21 310.96 1.66 46.95 34.13 0.0 0.15 0.21 310.96 1.92 77.68 56.57 0.0 0.15 0.21 310.96 2.18 109.24 79.62 0.0 0.16 0.21 310.96 2.44 141.61 103.25 0.0 0.16 0.21 310.96 2.60 161.95 118.11 0.0 0.16 0.21 310.96

2.6.2 P2 : Span from 2.80 to 4.69 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 2.80 74.68 -0.00 54.34 0.00 322.32 0.00 2.91 74.68 -0.00 43.14 0.00 321.82 5.41 3.12 64.21 -0.00 25.66 0.00 272.02 36.17 3.33 39.32 -0.64 12.25 0.00 164.67 56.01 3.54 20.01 -4.08 2.90 0.00 109.81 61.31 3.75 6.24 -5.17 0.00 -2.86 68.67 58.79 3.95 1.24 -5.17 0.00 -3.83 43.96 59.60 4.16 9.88 -5.17 0.00 -1.34 55.53 54.45 4.37 25.15 -2.36 5.46 0.00 107.98 43.47 4.58 32.14 -0.30 15.98 0.00 135.51 22.63 4.69 32.14 -0.00 23.48 0.00 137.67 12.33 ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m) 2.80 -142.23 -103.73 0.0 0.16 0.21 310.96 2.91 -128.34 -93.59 0.0 0.16 0.21 310.96 3.12 -101.59 -74.06 0.0 0.16 0.21 310.96

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3.33 -74.92 -54.59 0.0 0.16 0.21 310.96 3.54 -48.39 -35.22 0.0 0.16 0.21 310.96 3.75 -22.02 -15.98 0.0 0.16 0.21 310.96 3.95 4.96 3.67 0.0 0.16 0.21 310.96 4.16 30.21 22.16 0.0 0.16 0.21 310.96 4.37 56.10 41.06 0.0 0.16 0.21 310.96 4.58 81.83 59.85 0.0 0.16 0.21 310.96 4.69 95.11 69.55 0.0 0.16 0.21 310.96

2.6.3 P3 : Span from 4.89 to 6.84 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 4.89 29.96 -2.18 21.89 0.00 131.35 28.74 5.00 29.96 -5.55 11.93 0.00 128.82 45.99 5.22 19.65 -19.33 0.00 -2.65 90.78 73.78 5.43 2.13 -27.72 0.00 -13.22 34.51 113.33 5.65 0.00 -30.98 0.00 -19.86 3.63 131.73 5.86 0.00 -30.98 0.00 -22.59 0.00 132.15 6.08 0.00 -30.98 0.00 -21.47 1.36 132.04 6.29 0.87 -29.65 0.00 -16.51 17.76 124.07 6.51 9.57 -23.57 0.00 -7.74 71.70 90.31 6.72 18.59 -12.25 4.92 0.00 102.89 57.61 6.84 18.59 -6.37 13.66 0.00 104.53 45.69 ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m) 4.89 -119.72 -87.41 0.0 0.15 0.21 310.96 5.00 -105.80 -77.24 0.0 0.15 0.21 310.96 5.22 -80.11 -58.48 0.0 0.15 0.21 310.96 5.43 -54.80 -39.99 0.0 0.15 0.21 310.96 5.65 -29.83 -21.76 0.0 0.15 0.21 310.96 5.86 -5.14 -3.72 0.0 0.15 0.21 310.96 6.08 19.34 14.16 0.0 0.15 0.21 310.96 6.29 43.69 31.95 0.0 0.15 0.21 310.96 6.51 68.00 49.71 0.0 0.15 0.21 310.96 6.72 92.30 67.47 0.0 0.15 0.21 310.96 6.84 105.30 76.96 0.0 0.15 0.21 310.96

2.6.4 P4 : Span from 7.04 to 8.99 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 7.04 18.24 -6.41 13.40 0.00 116.08 52.61 7.15 18.24 -12.32 4.70 0.00 114.61 63.01 7.37 9.22 -23.52 0.00 -7.82 79.46 89.08 7.58 0.82 -29.53 0.00 -16.50 22.56 122.75 7.80 0.00 -30.83 0.00 -21.39 1.93 131.28 8.01 0.00 -30.83 0.00 -22.48 0.00 131.48 8.23 0.00 -30.83 0.00 -19.78 1.75 131.28 8.44 2.03 -27.59 0.00 -13.24 21.15 114.65 8.66 18.91 -19.32 0.00 -2.84 76.49 72.42 8.87 29.06 -5.76 11.47 0.00 119.26 34.09 8.99 29.06 -2.33 21.24 0.00 121.58 18.65 ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m)

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7.04 -104.43 -76.34 0.0 0.15 0.21 310.96 7.15 -91.43 -66.83 0.0 0.15 0.21 310.96 7.37 -67.22 -49.14 0.0 0.15 0.21 310.96 7.58 -43.09 -31.51 0.0 0.14 0.21 310.96 7.80 -18.99 -13.91 0.0 0.14 0.21 310.96 8.01 5.14 3.73 0.0 0.15 0.21 310.96 8.23 29.40 21.45 0.0 0.15 0.21 310.96 8.44 53.85 39.31 0.0 0.15 0.21 310.96 8.66 78.57 57.37 0.0 0.15 0.21 310.96 8.87 103.57 75.64 0.0 0.15 0.21 310.96 8.99 117.11 85.52 0.0 0.15 0.21 310.96

2.6.5 P5 : Span from 9.19 to 11.14 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 9.19 28.22 -2.87 20.62 0.00 144.15 42.33 9.30 28.22 -6.66 10.80 0.00 142.28 56.08 9.52 18.03 -20.03 0.00 -3.53 101.84 77.08 9.73 1.91 -27.85 0.00 -13.83 39.44 113.49 9.95 0.00 -30.41 0.00 -20.07 4.18 129.29 10.16 0.00 -30.41 0.00 -22.22 0.00 129.70 10.38 0.00 -30.41 0.00 -20.25 4.65 129.29 10.60 1.95 -28.06 0.00 -14.11 42.82 113.98 10.81 18.47 -20.38 0.00 -3.72 105.00 78.52 11.03 29.09 -6.89 10.98 0.00 142.92 62.48 11.14 29.09 -3.00 21.20 0.00 145.24 48.15 ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m) 9.19 -117.61 -85.92 0.0 0.15 0.21 310.96 9.30 -103.97 -75.96 0.0 0.15 0.21 310.96 9.52 -78.35 -57.25 0.0 0.15 0.21 310.96 9.73 -52.62 -38.45 0.0 0.15 0.21 310.96 9.95 -26.72 -19.54 0.0 0.15 0.21 310.96 10.16 -0.84 -0.62 0.0 0.15 0.21 310.96 10.38 25.79 18.81 0.0 0.16 0.21 310.96 10.60 52.58 38.37 0.0 0.16 0.21 310.96 10.81 79.80 58.25 0.0 0.16 0.21 310.96 11.03 107.50 78.48 0.0 0.16 0.21 310.96 11.14 122.57 89.48 0.0 0.16 0.21 310.96

2.6.6 P6 : Span from 11.34 to 13.29 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 11.34 32.57 -0.00 23.74 0.00 138.97 0.00 11.46 32.57 -0.00 17.68 0.00 138.97 0.00 11.67 26.31 -0.00 10.83 0.00 112.08 0.00 11.88 16.12 -0.00 8.52 0.00 68.47 0.00 12.10 26.26 -0.00 10.78 0.00 111.86 0.00 12.31 42.83 -0.00 17.64 0.00 183.24 0.00 12.53 65.75 -0.00 29.13 0.00 283.07 0.00 12.74 95.02 -0.00 45.26 0.00 412.41 0.00 12.96 130.59 -0.00 66.03 0.00 572.53 0.00 13.17 147.08 -0.00 91.41 0.00 647.97 0.00 13.29 147.08 -0.00 107.39 0.00 647.97 0.00

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ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m) 11.34 -73.30 -53.50 0.0 0.17 0.21 310.96 11.46 -58.08 -42.38 0.0 0.17 0.21 310.96 11.67 -29.28 -21.36 0.0 0.17 0.21 310.96 11.88 -0.27 -0.16 0.0 0.17 0.21 310.96 12.10 29.03 21.22 0.0 0.17 0.21 310.96 12.31 58.48 42.71 0.0 0.17 0.21 310.96 12.53 88.05 64.30 0.0 0.17 0.21 310.96 12.74 117.66 85.93 0.0 0.17 0.21 310.96 12.96 147.17 107.47 0.0 0.17 0.21 310.96 13.17 176.39 128.80 0.2 0.17 0.21 310.96 13.29 191.68 139.97 0.2 0.17 0.21 310.96

2.6.7 P7 : Span from 13.49 to 16.06 (m) ULS SLS Abscissa M max. M min. M max. M min. A bottom A top (m) (kN*m) (kN*m) (kN*m) (kN*m) (mm2) (mm2) 13.49 147.10 -0.00 107.39 0.00 648.02 0.00 13.67 147.10 -0.00 81.18 0.00 648.02 0.00 13.96 104.32 -0.00 48.34 0.00 451.83 25.32 14.25 60.77 -0.00 22.31 0.00 248.03 110.77 14.54 26.38 -14.20 2.36 0.00 160.96 183.63 14.82 2.74 -28.38 0.00 -12.24 137.01 255.16 15.11 0.00 -37.62 0.00 -22.26 124.38 305.86 15.40 0.00 -42.37 0.00 -28.41 127.20 336.07 15.68 0.00 -43.54 0.00 -31.40 133.68 349.09 15.97 0.00 -43.64 0.00 -31.86 134.95 349.38 16.06 0.00 -43.64 0.00 -31.41 134.95 349.38 ULS SLS Abscissa V max. V max. afp SgmRef SgmAdm A splice reinf. (m) (kN) (kN) (mm) (MPa) (MPa) (mm2/m) 13.49 -197.88 -144.48 0.2 0.16 0.21 310.96 13.67 -174.03 -127.06 0.2 0.16 0.21 310.96 13.96 -140.02 -102.23 0.0 0.15 0.21 310.96 14.25 -109.20 -79.73 0.0 0.13 0.21 310.96 14.54 -81.88 -59.78 0.0 0.12 0.21 310.96 14.82 -58.17 -42.47 0.0 0.11 0.21 310.96 15.11 -38.03 -27.76 0.0 0.10 0.21 310.96 15.40 -21.30 -15.55 0.0 0.09 0.21 310.96 15.68 -7.76 -5.66 0.0 0.07 0.21 310.96 15.97 2.86 2.10 0.0 0.07 0.21 310.96 16.06 5.27 3.86 0.0 0.06 0.21 310.96

2.7 Reinforcement: 2.7.1 P1 : Span from 0.20 to 2.60 (m)

Longitudinal reinforcement: bottom (B500B or C) 4 fB20 l = 2.74 from 0.06 to 2.53

support (B500B or C) 4 fB20 l = 2.30 from 0.06 to 1.98

4 fB20 l = 3.49 from 0.83 to 4.32

Transversal reinforcement:

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main (B500B or C) stirrups 15 fB10 l = 1.72 e = 1*0.03 + 4*0.15 + 1*0.20 + 2*0.25 + 2*0.20 + 4*0.15 + 1*0.02 (m)

15 fB10 l = 1.40 e = 1*0.03 + 4*0.15 + 1*0.20 + 2*0.25 + 2*0.20 + 4*0.15 + 1*0.02 (m)

12 fB26 l = 1.23 e = 1*0.20 + 5*0.40 (m)

2 fB12 l = 2.50 e = 1*-0.05 (m)

2 fB12 l = 2.50 e = 1*-0.05 (m)

pins 15 fB10 l = 1.72 e = 1*0.03 + 4*0.15 + 1*0.20 + 2*0.25 + 2*0.20 + 4*0.15 + 1*0.02 (m)

15 fB10 l = 1.40 e = 1*0.03 + 4*0.15 + 1*0.20 + 2*0.25 + 2*0.20 + 4*0.15 + 1*0.02 (m)

12 fB26 l = 1.23 e = 1*0.20 + 5*0.40 (m)

2 fB12 l = 2.50 e = 1*-0.05 (m)

2 fB12 l = 2.50 e = 1*-0.05 (m)

2.7.2 P2 : Span from 2.80 to 4.69 (m)


Transversal reinforcement: main (B500B or C) stirrups 13 fB10 l = 1.72 e = 1*0.04 + 12*0.15 (m)

13 fB10 l = 1.40 e = 1*0.04 + 12*0.15 (m)

10 fB26 l = 1.23 e = 1*0.14 + 4*0.40 (m)

2 fB12 l = 1.98 e = 1*-0.05 (m)

2 fB12 l = 1.98 e = 1*-0.05 (m)

pins 13 fB10 l = 1.72 e = 1*0.04 + 12*0.15 (m)

13 fB10 l = 1.40 e = 1*0.04 + 12*0.15 (m)

10 fB26 l = 1.23 e = 1*0.14 + 4*0.40 (m)

2 fB12 l = 1.98 e = 1*-0.05 (m)

2 fB12 l = 1.98 e = 1*-0.05 (m)

2.7.3 P3 : Span from 4.89 to 6.84 (m)

Longitudinal reinforcement: support (B500B or C) 4 fB20 l = 3.27 from 3.17 to 6.44

Transversal reinforcement:

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main (B500B or C) stirrups 15 fB10 l = 1.72 e = 1*0.05 + 1*0.02 + 12*0.15 + 1*0.02 (m)

15 fB10 l = 1.40 e = 1*0.05 + 1*0.02 + 12*0.15 + 1*0.02 (m)

10 fB26 l = 1.23 e = 1*0.17 + 4*0.40 (m)

2 fB12 l = 2.05 e = 1*-0.05 (m)

2 fB12 l = 2.05 e = 1*-0.05 (m)

pins 15 fB10 l = 1.72 e = 1*0.05 + 1*0.02 + 12*0.15 + 1*0.02 (m)

15 fB10 l = 1.40 e = 1*0.05 + 1*0.02 + 12*0.15 + 1*0.02 (m)

10 fB26 l = 1.23 e = 1*0.17 + 4*0.40 (m)

2 fB12 l = 2.05 e = 1*-0.05 (m)

2 fB12 l = 2.05 e = 1*-0.05 (m)

2.7.4 P4 : Span from 7.04 to 8.99 (m)


support (B500B or C) 4 fB20 l = 3.30 from 5.29 to 8.59

4 fB20 l = 3.30 from 7.44 to 10.74

Transve

Documents

Labone Office Complex Structural Design Report Rev.01