Labone Office Complex Structural Design Report Rev.01

STRUCTCON LTD.

STRUCTURAL DESIGN REPORT – LABONE OFFICE LABONE 3-STOREY OFFICE PROJECT

DOCUMENT VERIFICATION LABONE 3-STOREY OFFICE PROJECT

Structcon

REVISION

REV.01

DATE

FILE NAME

02/11/2015

STRUCTURAL DESIGN REPORT LABONE OFFICE COMPLEX Report outlining project, site investigations carried out and findings, structural characteristics, basis of design, load cases and analysis results

Prepared by:

Consultants. Giffard Road Accra

By: Patrick Oppong

Checked & Approved by: Richard Nketia Okyere

Name

Patrick Oppong

Richard Okyere Nketia

STRUCTURAL DESIGN REPORT – LABONE OFFICE

Structural Engineering

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.

1

Contents OJBECTIVES ........................................................................................................................... 4 SCOPE OF WORKS................................................................................................................. 4 STRUCTURAL DESIGN CHECKLIST .................................................................................. 5 INTRODUCTION ......................................................................................................................... 6 Design Parameters And Description ................................................................................. 6 Site Description ................................................................................................................. 6 STRUCTURAL DESIGN REPORT – LABONE OFFICE

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

2

SEISMIC ANALYSIS RESULTS – STOREY FORCES .................................................................. 32 WIND ANALYSIS ............................................................................................................. 33

SERVICEABILITY & DAMAGE LIMITATION ................................................................................ 35 SERVICEABILITY.................................................................................................................... 35 Design Service Life ........................................................................................................... 35 DAMAGE LIMITATION.......................................................................................................... 35 INTER-STOREY DRIFT ....................................................................................................... 35 P-DELTA CHECK (SECOND ORDER EFFECT) .............................................................................. 37

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


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

3

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.

4

STRUCTURAL DESIGN CHECKLIST The structural design process is briefed under the following.

1. Design code and Standards used

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.


2. Structural Loadings

10. Appendix Computer Model/Simulation Results.

5

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 café shop. Topographically the site appears fairly level but generally slopes towards the back at a giving elevation difference of about 0.50m 6

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;

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.


1.

7

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

8

building’s 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.

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; 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


Ref

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

9

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.

10

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 Office

TOTAL

LOAD TYPES

LOAD INTENSITY

Services

0.30 kN/m2 0.30 kN/m2

50mm Screed

1.2 kN/m2

Floor tiles plus bedding

1.0 kN/m2

SUPER-DEAD LOADS

2.80 kN/m2

200mm LIGHT WEITH BLOCKS

5.0 kN/m

Suspended ceiling

11

Live loads;-

AREA


Office

LOAD TYPES

LOAD INTENSITY

Stair

2.5 kN/m2 4.0 kN/m2

Lift Lobby

4.0 kN/m2

Roof Live

1.5 kN/m2

Movable dry light weight Partition

1.0 kN/m2

General Office space

TOTAL

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 12

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

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.

Case 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

Label DL1 DL2 LL1 LR1 MOD5 SEI_X6 SEI_Y7 SPE_NEW8 SPE_NEW9 SPE_NEW10 SPE_NEW11 WIND1 WIND2 WIND3 WIND4

Case name Self-weight Imposed Dead Load Imposed Live Load Roof Live Load Modal Seismic EC 8 Direction_X Seismic EC 8 Direction_Y 1 * X 0.3 * Y 1 * X -0.3 * Y 0.3 * X 1 * Y 0.3 * X -1 * Y Wind Simulation X+ 30 m/s (variable) Wind Simulation Y+ 30 m/s (variable) Wind Simulation X- 30 m/s (variable) Wind Simulation Y- 30 m/s (variable) ULS ULS+ ULSSLS SLS+ SLSSLS:CHR SLS:CHR+ SLS:CHRSLS:FRE SLS:FRE+ SLS:FRESLS:QPR

Nature Structural Structural live live seismic seismic seismic seismic seismic seismic wind wind wind wind

Analysis type Static - Linear Static - Linear Static - Linear Static - Linear Modal Seismic-EC 8 Seismic-EC 8 Linear Combination Linear Combination Linear Combination Linear Combination Static - Linear Static - Linear Static - Linear Static - Linear Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination


Loads Cases and Limits States Combination Types

13


14

29 30 31 32 33 34 35 36 37 38 39

SLS:QPR+ SLS:QPRACC ACC+ ACCACC:SEI ACC:SEI+ ACC:SEIFIRE FIRE+ FIRE-

Linear Combination Linear Combination Linear Combination Linear Combination Linear Combination Static - Linear Static - Linear Static - Linear Static - Linear Static - Linear Static - Linear

CODE COMBINATION COMPONENTS Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

Combinations/Comp. ULS/\t1 ULS/\t2 ULS/\t3 ULS/\t4 ULS/\t5 ULS/\t6 ULS/\t7 ULS/\t8 ULS/\t9 ULS/\t10 ULS/\t11 ULS/\t12 ULS/\t13 ULS/\t14 ULS/\t15 ULS/\t16 ULS/\t17 ULS/\t18 ULS/\t19

Definition DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND1*0.900 DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND2*0.900 DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND3*0.900 DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND4*0.900 DL1*1.350 + DL2*1.350 DL1*1.350 + DL2*1.350 + LL1*1.500 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND1*0.900 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND2*0.900 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND3*0.900 DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND4*0.900 DL1*1.350 + DL2*1.350 + LR1*1.500 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND1*0.900 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND2*0.900 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND3*0.900 DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND4*0.900 DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND1*0.900 DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND2*0.900

ULS/\t20 ULS/\t21 ULS/\t22 ULS/\t23 ULS/\t24 ULS/\t25 ULS/\t26 ULS/\t27 ULS/\t28 ULS/\t29 ULS/\t30 ULS/\t31 ULS/\t32 ULS/\t33 ULS/\t34 ULS/\t35 ULS/\t36 ULS/\t37 ULS/\t38 ULS/\t39 ULS/\t40 ULS/\t41 ULS/\t42 ULS/\t43 ULS/\t44 ULS/\t45 ULS/\t46 ULS/\t47 ULS/\t48 ULS/\t49 ULS/\t50 ULS/\t51 ULS/\t52 ULS/\t53 ULS/\t54 ULS/\t55 ULS/\t56

DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND3*0.900 DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND4*0.900 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*1.500 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND1*0.900 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND2*0.900 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND3*0.900 DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND4*0.900 DL1*1.000 + DL2*1.000 + LR1*1.500 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND1*0.900 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND2*0.900 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND3*0.900 DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND4*0.900 DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND1*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND2*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND3*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND4*1.500 DL1*1.350 + DL2*1.350 + WIND1*1.500 DL1*1.350 + DL2*1.350 + WIND2*1.500 DL1*1.350 + DL2*1.350 + WIND3*1.500 DL1*1.350 + DL2*1.350 + WIND4*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND1*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND2*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND3*1.500 DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND4*1.500 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND1*1.500 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND2*1.500 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND3*1.500 DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND4*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND1*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND2*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND3*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND4*1.500 DL1*1.000 + DL2*1.000 + WIND1*1.500 DL1*1.000 + DL2*1.000 + WIND2*1.500 DL1*1.000 + DL2*1.000 + WIND3*1.500 DL1*1.000 + DL2*1.000 + WIND4*1.500


20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56

15


16

57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93

ULS/\t57 ULS/\t58 ULS/\t59 ULS/\t60 ULS/\t61 ULS/\t62 ULS/\t63 ULS/\t64 SLS:CHR/\t1 SLS:CHR/\t2 SLS:CHR/\t3 SLS:CHR/\t4 SLS:CHR/\t5 SLS:CHR/\t6 SLS:CHR/\t7 SLS:CHR/\t8 SLS:CHR/\t9 SLS:CHR/\t10 SLS:CHR/\t11 SLS:CHR/\t12 SLS:CHR/\t13 SLS:CHR/\t14 SLS:CHR/\t15 SLS:CHR/\t16 SLS:CHR/\t17 SLS:CHR/\t18 SLS:CHR/\t19 SLS:CHR/\t20 SLS:CHR/\t21 SLS:CHR/\t22 SLS:CHR/\t23 SLS:CHR/\t24 SLS:CHR/\t25 SLS:CHR/\t26 SLS:CHR/\t27 SLS:CHR/\t28 SLS:CHR/\t29

DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND1*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND2*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND3*1.500 DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND4*1.500 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND1*1.500 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND2*1.500 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND3*1.500 DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND4*1.500 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND1*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND2*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND3*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND4*0.600 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*1.000 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND1*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND2*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND3*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND4*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND1*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND2*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND3*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND4*0.600 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND1*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND3*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND4*1.000 DL1*1.000 + DL2*1.000 + WIND1*1.000 DL1*1.000 + DL2*1.000 + WIND2*1.000 DL1*1.000 + DL2*1.000 + WIND3*1.000 DL1*1.000 + DL2*1.000 + WIND4*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND1*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND3*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND4*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND1*1.000

SLS:CHR/\t30 SLS:CHR/\t31 SLS:CHR/\t32 SLS:FRE/\t33 SLS:FRE/\t34 SLS:FRE/\t35 SLS:FRE/\t36 SLS:FRE/\t37 SLS:FRE/\t38 SLS:FRE/\t39 SLS:FRE/\t40 SLS:FRE/\t41 SLS:FRE/\t42 SLS:FRE/\t43 SLS:FRE/\t44 SLS:FRE/\t45 SLS:FRE/\t46 SLS:FRE/\t47 SLS:FRE/\t48 SLS:FRE/\t49 SLS:FRE/\t50 SLS:FRE/\t51 SLS:FRE/\t52 SLS:QPR/\t53 SLS:QPR/\t54 SLS:QPR/\t55 SLS:QPR/\t56 SLS:CHR/\t1 SLS:CHR/\t2 SLS:CHR/\t3 SLS:CHR/\t4 SLS:CHR/\t5 SLS:CHR/\t6 SLS:CHR/\t7 SLS:CHR/\t8 SLS:CHR/\t9 SLS:CHR/\t10

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND2*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND3*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND4*1.000 DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.500 DL1*1.000 + DL2*1.000 + LR1*0.500 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + WIND1*0.200 DL1*1.000 + DL2*1.000 + WIND2*0.200 DL1*1.000 + DL2*1.000 + WIND3*0.200 DL1*1.000 + DL2*1.000 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND1*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND2*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND3*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND4*0.600 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*1.000 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND1*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND2*0.600 DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND3*0.600


94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130

17


18

131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167

SLS:CHR/\t11 SLS:CHR/\t12 SLS:CHR/\t13 SLS:CHR/\t14 SLS:CHR/\t15 SLS:CHR/\t16 SLS:CHR/\t17 SLS:CHR/\t18 SLS:CHR/\t19 SLS:CHR/\t20 SLS:CHR/\t21 SLS:CHR/\t22 SLS:CHR/\t23 SLS:CHR/\t24 SLS:CHR/\t25 SLS:CHR/\t26 SLS:CHR/\t27 SLS:CHR/\t28 SLS:CHR/\t29 SLS:CHR/\t30 SLS:CHR/\t31 SLS:CHR/\t32 SLS:FRE/\t1 SLS:FRE/\t2 SLS:FRE/\t3 SLS:FRE/\t4 SLS:FRE/\t5 SLS:FRE/\t6 SLS:FRE/\t7 SLS:FRE/\t8 SLS:FRE/\t9 SLS:FRE/\t10 SLS:FRE/\t11 SLS:FRE/\t12 SLS:FRE/\t13 SLS:FRE/\t14 SLS:FRE/\t15

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND4*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND1*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND2*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND3*0.600 DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND4*0.600 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND1*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND3*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND4*1.000 DL1*1.000 + DL2*1.000 + WIND1*1.000 DL1*1.000 + DL2*1.000 + WIND2*1.000 DL1*1.000 + DL2*1.000 + WIND3*1.000 DL1*1.000 + DL2*1.000 + WIND4*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND1*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND3*1.000 DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND4*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND1*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND2*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND3*1.000 DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND4*1.000 DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.500 DL1*1.000 + DL2*1.000 + LR1*0.500 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + WIND1*0.200 DL1*1.000 + DL2*1.000 + WIND2*0.200 DL1*1.000 + DL2*1.000 + WIND3*0.200 DL1*1.000 + DL2*1.000 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND3*0.200

SLS:FRE/\t16 SLS:FRE/\t17 SLS:FRE/\t18 SLS:FRE/\t19 SLS:FRE/\t20 SLS:QPR/\t1 SLS:QPR/\t2 SLS:QPR/\t3 SLS:QPR/\t4 ACC:SEI/\t1

178

ACC:SEI/\t2

179

ACC:SEI/\t3

180

ACC:SEI/\t4

181 182 183 184 185 186 187

ACC:SEI/\t5 ACC:SEI/\t6 ACC:SEI/\t7 ACC:SEI/\t8 ACC:SEI/\t9 ACC:SEI/\t10 ACC:SEI/\t11

188 189

ACC:SEI/\t12 ACC:SEI/\t13

190 191


192 193


194

ACC:SEI/\t18

195

ACC:SEI/\t19

196

ACC:SEI/\t20

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + SEI_X6*0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*-1.000


168 169 170 171 172 173 174 175 176 177

19


20

197

ACC:SEI/\t21

198 199 200 201 202

ACC:SEI/\t22 ACC:SEI/\t23 ACC:SEI/\t24 ACC:SEI/\t25 ACC:SEI/\t26

203

ACC:SEI/\t27

204

ACC:SEI/\t28

205

ACC:SEI/\t29

206

ACC:SEI/\t30

207

ACC:SEI/\t31

208

ACC:SEI/\t32

209

ACC:SEI/\t33

210 211 212 213 214

ACC:SEISHEAR /\t34 ACC:SEISHEAR /\t35 ACC:SEISHEAR /\t36 ACC:SEISHEAR /\t37 ACC:SEI/\t1

215

ACC:SEI/\t2

216

ACC:SEI/\t3

217

ACC:SEI/\t4

218 219 220 221 222 223

ACC:SEI/\t5 ACC:SEI/\t6 ACC:SEI/\t7 ACC:SEI/\t8 ACC:SEI/\t9 ACC:SEI/\t10

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + SEI_X6*-1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + SEI_X6*-0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + SEI_X6*0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300

ACC:SEI/\t11

225 226


227 228


229 230


231

ACC:SEI/\t18

232

ACC:SEI/\t19

233

ACC:SEI/\t20

234

ACC:SEI/\t21

235 236 237 238 239

ACC:SEI/\t22 ACC:SEI/\t23 ACC:SEI/\t24 ACC:SEI/\t25 ACC:SEI/\t26

240

ACC:SEI/\t27

241

ACC:SEI/\t28

242

ACC:SEI/\t29

243

ACC:SEI/\t30

244

ACC:SEI/\t31

245

ACC:SEI/\t32

246

ACC:SEI/\t33

247 248 249

FIRE/\t1 FIRE/\t2 FIRE/\t3

DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + SEI_X6*-1.000 + SEI_Y7*-0.300 DL1*1.000 + DL2*1.000 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + SEI_X6*-0.300 + SEI_Y7*-1.000 DL1*1.000 + DL2*1.000 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-1.000 + SEI_Y7*0.300 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*-0.300 + SEI_Y7*1.000 DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500 DL1*1.000 + DL2*1.000 DL1*1.000 + DL2*1.000 + LL1*0.500


224

21


22

250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266

FIRE/\t4 FIRE/\t5 FIRE/\t6 FIRE/\t7 FIRE/\t8 FIRE/\t9 FIRE/\t10 FIRE/\t11 FIRE/\t12 FIRE/\t13 FIRE/\t14 FIRE/\t15 FIRE/\t16 FIRE/\t17 FIRE/\t18 FIRE/\t19 FIRE/\t20

DL1*1.000 + DL2*1.000 + LR1*0.500 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + WIND1*0.200 DL1*1.000 + DL2*1.000 + WIND2*0.200 DL1*1.000 + DL2*1.000 + WIND3*0.200 DL1*1.000 + DL2*1.000 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND4*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND2*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND3*0.200 DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND4*0.200

GENERAL NOTES AND SPECIFICATIONS

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.


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.

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.

23

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

24

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

Project properties:

LABONE OFFICE COMPLEX foundation model

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: Number of bars: Bar finite elements: Planar finite elements: Volumetric finite elements: No of static degree of freedom: Cases: Combinations:

8091 219 1898 8251 0 48460 35 4


Structure type: Shell

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

25

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.

26

Case/Mode Frequency Period Rel.mas.UX Rel.mas.UY Cur.mas.UX Cur.mas.UY Total mass (Hz) (sec) (%) (%) (%) (%) (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

Mode Shapes

Mode 1 view 2 – coupled lateral translation and torsion


Mode 1 view 1 – coupled lateral translation and torsion

Mode 1

27


Mode 2 view 1- pure lateral translation

28

Mode 2 view 2 – pure lateral translation

Mode 1

Mode 31 view 2- pure torsional response

Mode 1


Mode 3 view 1 – pure torsional response

29

RESPONSE SPECTRUM ANALYSIS


Case 24 : Seismic EC 8 Direction_X Analysis type: Seismic-EC8 Mass eccentricities

ex =

ey =

5.000 (%)

Excitation direction: X= 1.000 Y= 0.000 Z= 0.000

A

c

c

Data: Site Spectrum Spectrum type Direction Behavior factor

e

le

4

.

0

3

.

0

2

.

0

1

.

0

0

30

5.000 (%)

0

.

.

: : : : :

0

r

P 0

B Dimensioning 1 Horizontal 1.500

1

a

t

e .

io

r 0

2

io .

Spectrum parameters: Acceleration : Damping : Damping correction :

S=

1.200

=

ag = 1.962  = 5.00 % 0,5 = [10/(5+)] = 1.000

0.200

TB =

0.150

TC =

0.500

TD =

2.000

ey =

5.000 (%)

Mass eccentricities

ex =

5.000 (%)


Case 25 : Seismic EC 8 Direction_Y Analysis type: Seismic-EC8

Excitation direction: X= 0.000 Y= 1.000 Z= 0.000

A

c

c

e

le

4

.

0

3

.

0

2

.

0

1

.

0

0

.

0

0

.

r

P 0

1

a

t

e .

r 0

2

io .

0

31 Data: Site Spectrum

: :

B Dimensioning

io

Spectrum type Direction Behavior factor

: : :

Spectrum parameters: Acceleration : Damping : Damping correction :


S=

1.200

ag = 1.962  = 5.00 % 0,5 = [10/(5+)] = 1.000

0.200

TB =

0.150

TC =

0.500

TD =

2.000

SEISMIC ANALYSIS RESULTS – STOREY FORCES Case/Story G (x,y,z) (m) ACC+/1 12.66 0.71 -0.58 ACC+/2 12.52 0.75 2.82 ACC+/3 12.52 0.75 6.02 ACC+/4 12.52 0.75 9.22 ACC+/5 12.06 0.95 11.11

Case/Story ACC+/1 ACC+/2 ACC+/3 ACC+/4 ACC+/5

32

=

1 Horizontal 1.500

FX to columns (kN) 1192.4 425.01 416.84 408.62 0

FX (kN) 2863.3 2677.71 2165.06 1289.06 176.87

FY (kN) 2749.91 2565.04 2066.35 1224.42 165.39

MZ (kNm) 11690.86 10686.74 8041.5 4171.65 62.18

FX to walls (kN) 1671.33 2253.27 1749.2 881.26 176.87

FY to columns (kN) 792.53 430.88 389.51 334.11 0

FY to walls (kN) 1958.54 2134.71 1677.25 890.65 165.39

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

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


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

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

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

34

Directional Factor : Cdir = 1.00 Seasonal Factor : Cseason = 1.00

SERVICEABILITY & DAMAGE LIMITATION

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)


SERVICEABILITY

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) 35

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

36

Case/Story

UX (mm) 4.7 24.4 42.7 59.5 70.9

UY (mm) -1.4 -8.1 -14.2 -18.1 -14.4

dr UX (mm) 4.7 19.7 18.3 16.8 11.4

dr UY (mm) -1.4 -6.7 -6.2 -3.8 3.7

25/1 25/2

UX (mm) 1 4.4

UY (mm) 5.6 28.2

dr UX (mm) 1 3.4

dr UY (mm) 5.6 22.7

25/3 25/4 25/5

7.8 12.3 13.8

49.3 66.3 71.9

3.4 4.5 1.5

21 17.1 5.6

24/1 24/2 24/3 24/4 24/5

Case/Story

d UX

d UY

0.004 0.006 0.006 0.005 0.005

-0.001 -0.002 -0.002 -0.001 0.002

d UX

d UY

0.001 0.001

0.005 0.007

0.001 0.001 0.001

0.007 0.005 0.002

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 coefficientshows that P-

Name

Drift ratio ACC

Level 0 Level 1 Level 2 Level 3 Level 4

0.0060 0.004 0.006 0.006 0.005 0.005

Name

Drift ratio ACC

Level 0 Level 1 Level 2 Level 3 Level 4

0.0010 0.001 0.001 0.001 0.001 0.001

SEISMIC X Gravity Strory Shear Load ACC ACC 14665.68 9437.67 6168.43 2899.2 281.27

2863.3 2677.71 2165.06 1289.06 176.87

SEISMIC Y Gravity Strory Shear Load ACC ACC 14665.68 9437.67 6168.43 2899.2 281.27

2749.91 2565.04 2066.35 1224.42 165.39

Drift Sensitivity Coefficient 0.0211 0.0204878 0.0211472 0.0170945 0.0112454 0.0079513


P-DELTA CHECK (SECOND ORDER EFFECT)

Drift Sensitivity Coefficient 0.0053 0.0053331 0.0036793 0.0029852 0.0023678 0.0017006

37

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.

38


Shear Force Diagram

39


Axial Force Diagram - Columns

40

Minor Axis Moment Diagram

STRENGTH AND RESISTANCES DESIGN TO EC8 & EC2 RAFT FOUNDATION DESIGN

Ground pressure distribution under Elastic T-foundation Beams


Ground pressure distribution under raft foundation

41

Seismic Bearing Capacity Verification Design Effect of Seismic Action ag Ned Ved Med Soil Factor

thickness f

r Cu Su B L p

gm Nmax=

1.962 5600 1510 12800 1.2

m/s^2 kN kN kNm

0.35 m 36 degree 1.85 450 405 5.6 5.6 3.14159265

Relative kpa kpa m m

Typical Values of grd

NUMERICAL CONSTANTS

INPUT DATA

soil type

Purely Cohesive Soil a b c d e

0.7 1.29 2.14 1.81 0.21

k k1 ct Cm C'm

f m

0.44  0.21 g

1.22 1 2 2 1

Medium to Dense Sand Loose Dry Sand Loose Saturated Sand Non Sensitive Clay Sensitive clay

2.57 1.85

SELECT SOIL TYPE

Medium Medium to Denseto Sand Dense Sand

g rd Calculate Ñ

1.4

= 0.12005695 STRIPED

F.5 satisfied

= 0.10288066 ISOLATED

F.5 satisfied

= 0.0323725 STRIPED = 0.02774103 ISOLATED

F.5 satisfied F.5 satisfied

= =

F.5 satisfied F.5 satisfied

46644.5286 kN Calculate ý


f'

r Cu Su r NcE p

gm Nmax=

Isolated/Circular 30.1666113 degree 1.85 450 kpa 405 kpa 3.15946167 m 6 3.14159265

Calculate Ḿ 0.04900 STRIPED 0.04199 ISOLATED

1.4 54432 kN

Calculate Ḟ = 0.07026382 Striped & Isolated

VERIFACATION OF THE SOILS BEARING CAPACITY UNDER SEISMIC CONDITIONS

i

0.006719034 0.189956886

ii

0.007964295 0.008355412

+

STRIP FOOTING

0.004934006 0.174843362

1

SAFE!!

REMARKS

0.005848441 0.0062203

+

ISOLATED FOOTING

-0.011438662

1

-0.031561891

SAFE!!

REMARKS

42 SLIDING RESISTANCE CHECK!

Ved

<

Frd REMARKS

=

3254.910525

PASSED!

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

1.

Slab: Plate490 - Panel no. 490 1.1. Renforcement:  Type  Main reinforcement direction Main reinforcement grade MPa  Ductility class  Bar diameters  Cover  Cover deviations

: RC floor 1 : 0° : B500B or C; Characteristic strength = 500.00 Horizontal branch of the stress-strain diagram :B bottom d1 = 1.2 (cm) d2 = 1.2 (cm) top d1 = 1.6 (cm) d2 = 1.6 (cm) bottom c1 = 5.0 (cm) top c2 = 5.0 (cm) Cdev = 1.0(cm), Cdur = 0.0(cm)


Design calculation for Raft foundation

1.2. Concrete Class  Density  Concrete creep coefficient  cement class

: C25/30; Characteristic strength = 25.00 MPa Rectangular stress distribution [3.1.7(3)] : 2501.36 (kG/m3) : 1.441 :N

1.3. Hypothesis  Calculations according to 1:2004 NA:2005  Method of reinforcement area calculations  Allowable cracking width - upper layer - lower layer  Allowable deflection  Verification of punching

: BS EN1992-1: NEN : 0.30 (mm) : 0.30 (mm) : 20.0 (mm) : no

43

 Exposure - upper layer - lower layer  Calculation type  Structure class

: XC1 : XC1 : simple bending : S4

1.4. Slab geometry Thickness 0.45 (m)


Contour: edge

beginning x1 y1 0.00 5.30 5.92 5.30 5.92 0.00 0.00 0.00

1 2 3 4 Support: n° edge 0 0 0 0 0

Name

linear linear linear linear linear

end x2 5.92 5.92 0.00 0.00

length (m) 5.92 5.30 5.92 5.30

y2 5.30 0.00 0.00 5.30

dimensions

coordinates

(m)

x 3.00 3.00 3.00 3.62 2.37

0.20 / 1.25 1.32 / 0.20 1.32 / 0.20

y 4.18 1.35 3.47 2.81 2.81

— — — — —

* - head present

1.5. Calculation results: 1.5.1. Maximum moments + reinforcement for bending Ax(+) Ay(-)

Ax(-)

Ay(+)

3506.24

2094.40

3354.96

1919.93

3354.96

1919.93

1.56;4.43

1.33;4.21

Provided reinforcement (mm2/m):

44

3272.49 3272.49 Modified required reinforcement (mm2/m): 2457.07 2616.72 Original required reinforcement (mm2/m): 2457.07 2616.72 Coordinates (m): 1.56;4.43 1.33;4.21

1.5.2. Maximum moments + reinforcement for bending

Ax(+) Ay(-) Symbol: required area/provided area Ax(+) (mm2/m) 2457.07/3272.49 2333.84/3272.49 Ax(-) (mm2/m) 3354.96/3506.24 3166.40/3506.24 Ay(+) (mm2/m) 1576.76/2094.40 1919.93/2094.40 Ay(-) (mm2/m) 2144.30/3272.49 2616.72/3272.49

Ax(-)

Ay(+)

2457.07/3272.49 2333.84/3272.49 3354.96/3506.24 3166.40/3506.24 1576.76/2094.40 1919.93/2094.40 2144.30/3272.49 2616.72/3272.49

Nxx (kN/m) Nyy (kN/m) Nxy (kN/m) 2.92

-30.28 -28.47 -65.93 -65.87 -14.78 -16.72 -50.43 -54.12

-30.28

-

-65.93

-

-14.78

-

-50.43

-

6.64 7.96

6.64

7.96

5.02 0.65 -2.92 2.47

5.02

0.65

2.47

ULS Mx(+) (kN*m/m) 39.26 Mx(-) (kN*m/m) 90.67 My(+) (kN*m/m) 23.10 My(-) (kN*m/m) 74.51

Nxx (kN/m) Nyy (kN/m) Nxy (kN/m) 3.97

-41.77 -39.26 -90.75 -90.67 -20.39 -23.10 -69.37 -74.51

-41.77

-

-90.75

-

-20.39

-

-69.37

-

9.17 10.97

9.17

10.97

6.96 0.89 -3.97 3.44

6.96

0.89


SLS Mx(+) (kN*m/m) 28.47 Mx(-) (kN*m/m) 65.87 My(+) (kN*m/m) 16.72 My(-) (kN*m/m) 54.12

3.44

ULS - accid. comb. Mx(+) (kN*m/m)

266.22 270.64

266.22

270.64

45

Mx(-) (kN*m/m) My(+) (kN*m/m) My(-) (kN*m/m)

Nxx (kN/m)


Nyy (kN/m) Nxy (kN/m) 136.56 Coordinates (m) Coordinates* (m) 1.20

145.05

136.36

176.61 200.81

176.61

200.81

55.43 66.52

55.43

66.52

198.60 119.87

198.60

119.87

90.02 159.67 -91.21 -136.56

90.02

159.67

-91.21

-

1.56;4.43 1.56;4.43 1.33;4.21 1.33;4.21 10.63;2.43;-1.20 10.63;2.43;-1.20 10.41;2.21;10.41;2.21;-1.20 * - Coordinates in the structure global coordinate

system

1.5.4. Deflection |f(+)| = 0.0 (mm) <= fdop(+) = 20.0 (mm) |f(-)| = 2.4 (mm) <= fdop(-) = 20.0 (mm) 1.5.5. Cracking upper layer ax = 0.00 (mm) <= adop = 0.30 (mm) ay = 0.00 (mm) <= adop = 0.30 (mm) lower layer ax = 0.00 (mm) <= adop = 0.30 (mm) ay = 0.00 (mm) <= adop = 0.30 (mm)

2.

46

145.05 136.36

Loads: Case 1 350 407 490 492 1 2 3 2.70(kN/m2) 3 3

Type self-weight PZ Negative (FE) uniform (FE) uniform (FE) uniform uniform load uniform load

List Value 245to264 268to272 274 287 293 PZ=-2.50(kN/m2) 287 293 350 PZ=-2.50(kN/m2) 287 293 350 407 PZ=PZ=-9.00(kN/m) PZ=-4.00(kN/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=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)

47


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 ULS/26 ULS/27 ULS/28 ULS/29

Definition 24*1.000+25*0.300 24*1.000+25*-0.300 24*0.300+25*1.000 24*0.300+25*-1.000

3. Results - detailing List of solutions: Reinforcement: bars Solution no.

Reinforcement range Diameter / Weight -

1 2 3 4 5

Total weight (kG) 2993.81 3284.20 4314.13 5800.94 8124.08

Results for the solution no. 1 Reinforcement zones Bottom reinforcement Name

48 1/1- Ax Main

coordinates At x1 y1 (mm2/m)

x2 y2 (mm2/m)

0.00

5.92

0.00

3354.96 <

5.30

3506.24

Provided reinforcement Ar f(mm) / (cm) 25.0 / 14.0

Top reinforcement Name

1/1+ Ax Main

5.30

x2 y2 (mm2/m)

0.00

5.92

0.00

1/2+ Ay Perpendicular 0.00 0.00 1919.93 <

25.0 / 15.0

3272.49

coordinates At x1 y1 (mm2/m) 2457.07 <

4.

5.92

5.30

Provided reinforcement Ar f (mm) / (cm) 25.0 / 15.0

3272.49 5.92

5.30

20.0 / 15.0

2094.40

Material survey    

Concrete volume Formwork Slab circumference Area of openings

= 14.13 (m3) = 31.39 (m2) = 22.45 (m) = 0.00 (m2)

    

Steel B500B or C Total weight Density Average diameter Survey according to diameters:

= 2920.46 (kG) = 206.75 (kG/m3) = 23.8 (mm)

Diameter B20 B25 B25

Length (m) 5.20 5.20 5.82

Number:


1/2- Ay Perpendicular 0.00 0.00 2616.72 <

39 39 73

49

Design Calculation for T-Beam Foundation


1

2

Level:    

Name Reference level Maximum cracking Exposure

      

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

: : -1.20 (m) : 0.40 (mm) : XC1

Continuous footing: Continuous Footing487 1 2.1

Number:

Material properties:

 Concrete (MPa)

:

C25/30

fck = 25.00

Rectangular stress distribution [3.1.7(3)] Density Aggregate size  Longitudinal reinforcement: (MPa)

: : :

2501.36 (kG/m3) 20.0 (mm) B500B or C fyk = 500.00 Horizontal branch of the

stress-strain diagram  Transversal reinforcement: (MPa)

:

Ductility class : B B500B or C fyk = 500.00 Horizontal branch of the

stress-strain diagram  Additional reinforcement:

50

stress-strain diagram

:

Ductility class : B B500C fyk = 500.00 (MPa) Horizontal branch of the

Geometry: 2.2.1

Span

Position

L.supp. (m) 2.40

L (m) 0.20

R.supp. (m)

L.supp. (m) 1.88

L (m) 0.20

R.supp. (m)

L.supp. (m) 1.95

L (m) 0.20

R.supp. (m)

L.supp. (m) 1.95

L (m) 0.20

R.supp. (m)

P1 Span 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

P2 Span 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

P3 Span 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

P4 Span 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. (m)

L (m)

R.supp. (m)


2.2

51

P5 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) 2.2.6

Span

Position

L.supp. (m) 1.95

L (m) 0.20

R.supp. (m)

L.supp. (m) 2.57

L (m) 0.40

R.supp. (m)


P6 Span 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) 2.2.7

Span

Position

P7 Span 0.20 Span length: Lo = 2.87 (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)

52

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)

2.4      


• 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)

Calculation options:

Regulation of combinations Calculations according to Geotechnic calculations according to Seismic dispositions Precast beam Cover

: EN 1990:2002 : EN 1992-1-1:2004 AC:2008 : EN 1997-1:2008 : Moderate ductility class : no : bottom : side

c = 6.0 (cm) c1= 6.0

: top

c2= 6.0

(cm) (cm)  Cover deviations  Coefficient 2 =0.50  Method of shear calculations

2.5

: Cdev = 1.0(cm), Cdur = 0.0(cm) : long-term or cyclic load : strut inclination

Calculation results: 2.5.1 Span P1 P2 P3 P4 P5

Internal forces in ULS Mt max. (kN*m) 74.27 74.68 29.96 29.06 29.09

Mt min. (kN*m) -33.14 -5.17 -30.98 -30.83 -30.41

Ml (kN*m) 28.62 74.68 29.96 18.24 28.22

Mr (kN*m) 74.27 32.14 18.59 29.06 29.09

Ql (kN) -115.47 -142.23 -119.72 -104.43 -117.61

Qr (kN) 161.95 95.11 105.30 117.11 122.57

53

P6 P7

2.5.2 Span


P1 P2 P3 P4 P5 P6 P7

2.5.3 Span (mm2/m) reinf. P1 P2 P3 P4 P5 P6 P7

147.08 147.10

-0.00 -42.37

32.57 147.10

-73.30 -197.88

191.68 5.27

Mr (kN*m) 54.04 23.48 13.66 21.24 21.20 107.39 -31.41

Ql (kN) -84.56 -103.73 -87.41 -76.34 -85.92 -53.50 -144.48

Qr (kN) 118.11 69.55 76.96 85.52 89.48 139.97 3.86

Internal forces in SLS Mt max. (kN*m) 54.04 54.34 21.89 21.24 21.20 107.39 107.39

Mt min. (kN*m) -24.16 -3.83 -22.59 -22.48 -22.22 0.00 -28.41

Ml (kN*m) 21.10 54.34 21.89 13.40 20.62 23.74 107.39

Required reinforcement area Span (mm2)

Left support (mm2)

Right support (mm2)

Span

bottom

top

bottom

top

bottom

top

splice

316.90 322.32 131.35 121.58 145.24 647.97 648.02

0.00 0.00 0.00 0.00 0.00 0.00 0.00

313.35 322.32 131.35 116.08 144.15 138.97 648.02

246.58 0.00 28.74 52.61 42.33 0.00 0.00

316.90 137.67 104.53 121.58 145.24 647.97 134.95

75.71 12.33 45.69 18.65 48.15 0.00 349.38

310.96 310.96 310.96 310.96 310.96 310.96 310.96

x = 0.20 (m)

A = 310.96

2.5.4

Results of section design

wk n

- width of perpendicular cracks - Span

Span

wk (mm) 0.0 0.0 0.0 0.0 0.0 0.2 0.0

P1 P2 P3 P4 P5 P6 P7

147.08 -43.64

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

54

2.5.5

Geotechnical results

n Ref Adm

- Span - Calculated value - Allowable value

Theoretical results - detailed results: 2.6.1

P1 : Span from 0.20 to 2.60 (m)

Abscissa (m) 0.20 0.36 0.62 0.88 1.14 1.40 1.66 1.92 2.18 2.44 2.60

ULS M max. (kN*m) 28.62 28.62 10.59 0.00 0.00 0.00 0.00 15.19 46.74 74.27 74.27

M min. (kN*m) -3.71 -10.91 -25.19 -32.67 -33.14 -33.10 -32.00 -23.16 -7.54 -0.00 -0.00

SLS M max. (kN*m) 21.10 8.40 0.00 0.00 0.00 0.00 0.00 0.00 11.76 35.56 54.04

Abscissa (m) 0.20 0.36 0.62 0.88 1.14 1.40 1.66 1.92 2.18 2.44 2.60

ULS V max. (kN) -115.47 -98.15 -69.81 -41.24 -12.94 16.99 46.95 77.68 109.24 141.61 161.95

SLS V max. (kN) -84.56 -71.90 -51.18 -30.31 -9.58 12.24 34.13 56.57 79.62 103.25 118.11

afp (mm) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.6.2

P2 : Span from 2.80 to 4.69 (m)

Abscissa (m) 2.80 2.91 3.12 3.33 3.54 3.75 3.95 4.16 4.37 4.58 4.69

ULS M max. (kN*m) 74.68 74.68 64.21 39.32 20.01 6.24 1.24 9.88 25.15 32.14 32.14

M min. (kN*m) -0.00 -0.00 -0.00 -0.64 -4.08 -5.17 -5.17 -5.17 -2.36 -0.30 -0.00

SLS M max. (kN*m) 54.34 43.14 25.66 12.25 2.90 0.00 0.00 0.00 5.46 15.98 23.48

Abscissa (m) 2.80 2.91 3.12

ULS V max. (kN) -142.23 -128.34 -101.59

SLS V max. (kN) -103.73 -93.59 -74.06

afp (mm) 0.0 0.0 0.0

M min. (kN*m) 0.00 0.00 -8.40 -19.01 -24.16 -23.77 -17.75 -5.98 0.00 0.00 0.00

M min. (kN*m) 0.00 0.00 0.00 0.00 0.00 -2.86 -3.83 -1.34 0.00 0.00 0.00

A bottom (mm2) 313.35 309.57 281.86 246.49 215.47 191.91 184.60 209.46 252.19 309.77 316.90

A top (mm2) 246.58 285.37 328.71 346.42 350.22 351.38 333.19 284.69 216.12 139.35 75.71

SgmRef (MPa) 0.14 0.14 0.14 0.14 0.14 0.15 0.15 0.15 0.16 0.16 0.16

SgmAdm (MPa) 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

A bottom (mm2) 322.32 321.82 272.02 164.67 109.81 68.67 43.96 55.53 107.98 135.51 137.67

A top (mm2) 0.00 5.41 36.17 56.01 61.31 58.79 59.60 54.45 43.47 22.63 12.33

SgmRef (MPa) 0.16 0.16 0.16

SgmAdm (MPa) 0.21 0.21 0.21

A splice reinf. (mm2/m) 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96

A splice reinf. (mm2/m) 310.96 310.96 310.96


2.6

55


56

3.33 3.54 3.75 3.95 4.16 4.37 4.58 4.69

-74.92 -48.39 -22.02 4.96 30.21 56.10 81.83 95.11

-54.59 -35.22 -15.98 3.67 22.16 41.06 59.85 69.55

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16

2.6.3

P3 : Span from 4.89 to 6.84 (m)

Abscissa (m) 4.89 5.00 5.22 5.43 5.65 5.86 6.08 6.29 6.51 6.72 6.84

ULS M max. (kN*m) 29.96 29.96 19.65 2.13 0.00 0.00 0.00 0.87 9.57 18.59 18.59

M min. (kN*m) -2.18 -5.55 -19.33 -27.72 -30.98 -30.98 -30.98 -29.65 -23.57 -12.25 -6.37

SLS M max. (kN*m) 21.89 11.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.92 13.66

Abscissa (m) 4.89 5.00 5.22 5.43 5.65 5.86 6.08 6.29 6.51 6.72 6.84

ULS V max. (kN) -119.72 -105.80 -80.11 -54.80 -29.83 -5.14 19.34 43.69 68.00 92.30 105.30

SLS V max. (kN) -87.41 -77.24 -58.48 -39.99 -21.76 -3.72 14.16 31.95 49.71 67.47 76.96

afp (mm) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.6.4

P4 : Span from 7.04 to 8.99 (m)

Abscissa (m) 7.04 7.15 7.37 7.58 7.80 8.01 8.23 8.44 8.66 8.87 8.99

ULS M max. (kN*m) 18.24 18.24 9.22 0.82 0.00 0.00 0.00 2.03 18.91 29.06 29.06

M min. (kN*m) -6.41 -12.32 -23.52 -29.53 -30.83 -30.83 -30.83 -27.59 -19.32 -5.76 -2.33

SLS M max. (kN*m) 13.40 4.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.47 21.24

Abscissa (m)

ULS V max. (kN)

SLS V max. (kN)

afp (mm)

M min. (kN*m) 0.00 0.00 -2.65 -13.22 -19.86 -22.59 -21.47 -16.51 -7.74 0.00 0.00

M min. (kN*m) 0.00 0.00 -7.82 -16.50 -21.39 -22.48 -19.78 -13.24 -2.84 0.00 0.00

0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

A bottom (mm2) 131.35 128.82 90.78 34.51 3.63 0.00 1.36 17.76 71.70 102.89 104.53

A top (mm2) 28.74 45.99 73.78 113.33 131.73 132.15 132.04 124.07 90.31 57.61 45.69

SgmRef (MPa) 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15

SgmAdm (MPa) 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

A bottom (mm2) 116.08 114.61 79.46 22.56 1.93 0.00 1.75 21.15 76.49 119.26 121.58

310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96


A top (mm2) 52.61 63.01 89.08 122.75 131.28 131.48 131.28 114.65 72.42 34.09 18.65

SgmRef SgmAdm A splice reinf. (MPa) (MPa) (mm2/m)

-104.43 -91.43 -67.22 -43.09 -18.99 5.14 29.40 53.85 78.57 103.57 117.11

-76.34 -66.83 -49.14 -31.51 -13.91 3.73 21.45 39.31 57.37 75.64 85.52

2.6.5

P5 : Span from 9.19 to 11.14 (m)

Abscissa (m) 9.19 9.30 9.52 9.73 9.95 10.16 10.38 10.60 10.81 11.03 11.14

ULS M max. (kN*m) 28.22 28.22 18.03 1.91 0.00 0.00 0.00 1.95 18.47 29.09 29.09

M min. (kN*m) -2.87 -6.66 -20.03 -27.85 -30.41 -30.41 -30.41 -28.06 -20.38 -6.89 -3.00

SLS M max. (kN*m) 20.62 10.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.98 21.20

Abscissa (m) 9.19 9.30 9.52 9.73 9.95 10.16 10.38 10.60 10.81 11.03 11.14

ULS V max. (kN) -117.61 -103.97 -78.35 -52.62 -26.72 -0.84 25.79 52.58 79.80 107.50 122.57

SLS V max. (kN) -85.92 -75.96 -57.25 -38.45 -19.54 -0.62 18.81 38.37 58.25 78.48 89.48

afp (mm) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.6.6

P6 : Span from 11.34 to 13.29 (m)

Abscissa (m) 11.34 11.46 11.67 11.88 12.10 12.31 12.53 12.74 12.96 13.17 13.29

ULS M max. (kN*m) 32.57 32.57 26.31 16.12 26.26 42.83 65.75 95.02 130.59 147.08 147.08

M min. (kN*m) -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

SLS M max. (kN*m) 23.74 17.68 10.83 8.52 10.78 17.64 29.13 45.26 66.03 91.41 107.39

0.15 0.15 0.15 0.14 0.14 0.15 0.15 0.15 0.15 0.15 0.15

M min. (kN*m) 0.00 0.00 -3.53 -13.83 -20.07 -22.22 -20.25 -14.11 -3.72 0.00 0.00

M min. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

A bottom (mm2) 144.15 142.28 101.84 39.44 4.18 0.00 4.65 42.82 105.00 142.92 145.24

A top (mm2) 42.33 56.08 77.08 113.49 129.29 129.70 129.29 113.98 78.52 62.48 48.15

SgmRef (MPa) 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.16 0.16

SgmAdm (MPa) 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

A bottom (mm2) 138.97 138.97 112.08 68.47 111.86 183.24 283.07 412.41 572.53 647.97 647.97

A top (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96 310.96



7.04 7.15 7.37 7.58 7.80 8.01 8.23 8.44 8.66 8.87 8.99

57


2.7

Abscissa (m) 11.34 11.46 11.67 11.88 12.10 12.31 12.53 12.74 12.96 13.17 13.29

ULS V max. (kN) -73.30 -58.08 -29.28 -0.27 29.03 58.48 88.05 117.66 147.17 176.39 191.68

SLS V max. (kN) -53.50 -42.38 -21.36 -0.16 21.22 42.71 64.30 85.93 107.47 128.80 139.97

2.6.7

P7 : Span from 13.49 to 16.06 (m)

Abscissa (m) 13.49 13.67 13.96 14.25 14.54 14.82 15.11 15.40 15.68 15.97 16.06

ULS M max. (kN*m) 147.10 147.10 104.32 60.77 26.38 2.74 0.00 0.00 0.00 0.00 0.00

M min. (kN*m) -0.00 -0.00 -0.00 -0.00 -14.20 -28.38 -37.62 -42.37 -43.54 -43.64 -43.64

SLS M max. (kN*m) 107.39 81.18 48.34 22.31 2.36 0.00 0.00 0.00 0.00 0.00 0.00

Abscissa (m) 13.49 13.67 13.96 14.25 14.54 14.82 15.11 15.40 15.68 15.97 16.06

ULS V max. (kN) -197.88 -174.03 -140.02 -109.20 -81.88 -58.17 -38.03 -21.30 -7.76 2.86 5.27

SLS V max. (kN) -144.48 -127.06 -102.23 -79.73 -59.78 -42.47 -27.76 -15.55 -5.66 2.10 3.86

afp (mm) 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

afp (mm) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2

SgmRef (MPa) 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17

M min. (kN*m) 0.00 0.00 0.00 0.00 0.00 -12.24 -22.26 -28.41 -31.40 -31.86 -31.41

A bottom (mm2) 648.02 648.02 451.83 248.03 160.96 137.01 124.38 127.20 133.68 134.95 134.95

A top (mm2) 0.00 0.00 25.32 110.77 183.63 255.16 305.86 336.07 349.09 349.38 349.38

SgmRef (MPa) 0.16 0.16 0.15 0.13 0.12 0.11 0.10 0.09 0.07 0.07 0.06

SgmAdm (MPa) 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

Reinforcement: 2.7.1 P1 : Span from 0.20 to 2.60 (m) Longitudinal reinforcement:  bottom (B500B or C)

58

4 

fB20

l = 2.74

from 0.06

to

2.53

from 0.06 from 0.83

to to

1.98 4.32

support (B500B or C) 4 4

fB20 fB20

l = 2.30 l = 3.49

Transversal reinforcement:

SgmAdm (MPa) 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21



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) Longitudinal reinforcement:  bottom (B500B or C) 4

fB20

l = 3.96

from 1.72

to

5.68

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


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

Transversal reinforcement:

to




59 6.44




60

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


2.7.4 P4 : Span from 7.04 to 8.99 (m) Longitudinal reinforcement:  bottom (B500B or C) 4 

fB20

l = 6.28

from 4.88

to

11.15

from 5.29 from 7.44

to to

8.59 10.74


fB20 fB20

l = 3.30 l = 3.30



pins


2.7.5 P5 : Span from 9.19 to 11.14 (m) Longitudinal reinforcement:



support (B500B or C) 4

fB20

l = 3.30

from 9.59

to

12.89

stirrups


pins


2.7.6 P6 : Span from 11.34 to 13.29 (m) Longitudinal reinforcement:  bottom (B500B or C) 4

fB20

l = 4.06

from 10.35

to

14.40



pins


2.7.7 P7 : Span from 13.49 to 16.06 (m) Longitudinal reinforcement:


Transversal reinforcement:  main (B500B or C)

61



bottom (B500B or C) 4



fB20

l = 3.03

from 13.60

to

16.40

from 11.74 from 14.20

to to

15.35 16.40


fB20 fB20

l = 3.61 l = 2.58



3

stirrups

15 fB10 l = 1.72 e = 1*0.00 + 4*0.15 + 1*0.20 + 5*0.25 + 3*0.15 + 1*0.01 (m) 15 fB10 l = 1.40 e = 1*0.00 + 4*0.15 + 1*0.20 + 5*0.25 + 3*0.15 + 1*0.01 (m) 14 fB26 l = 1.23 e = 1*0.08 + 6*0.40 (m) 2 fB12 l = 2.72 e = 1*-0.05 (m) 2 fB12 l = 2.72 e = 1*-0.05 (m)

pins

15 fB10 l = 1.72 e = 1*0.00 + 4*0.15 + 1*0.20 + 5*0.25 + 3*0.15 + 1*0.01 (m) 15 fB10 l = 1.40 e = 1*0.00 + 4*0.15 + 1*0.20 + 5*0.25 + 3*0.15 + 1*0.01 (m) 14 fB26 l = 1.23 e = 1*0.08 + 6*0.40 (m) 2 fB12 l = 2.72 e = 1*-0.05 (m) 2 fB12 l = 2.72 e = 1*-0.05 (m)

Continuous footing: Continuous Footing484 1 3.1

Number:


 Concrete (MPa)

:

C25/30

fck = 25.00


: : :

2501.36 (kG/m3) 20.0 (mm) B500B or C fyk = 500.00 Horizontal branch of the


62

 Transversal reinforcement: (MPa)

:



 Additional reinforcement:

Ductility class : B B500C fyk = 500.00 (MPa) Horizontal branch of the

:


Geometry: 3.2.1

Span

Position

L.supp. (m) 2.60

L (m) 0.53

P1 Span 0.60 Span length: Lo = 3.17 (m) Section from 0.00 to 2.60 (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)

3.3

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) • 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

R.supp. (m)


3.2

63


• 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)

3.4      


Regulation of combinations Calculations according to Geotechnic calculations according to Seismic dispositions Precast beam Cover

: EN 1990:2002 : EN 1992-1-1:2004 AC:2008 : EN 1997-1:2008 : Moderate ductility class : no : bottom : side

c = 6.0 (cm) c1= 6.0

: top

c2= 6.0


3.5


Calculation results: The "Freeze Reinforcement" option is switched on. The distribution of reinforcing bars has not been modified. 3.5.1 Internal forces in ULS Span P1

3.5.2 Span P1

64

3.5.3 Span (mm2/m)

Mt max. (kN*m) 5.65

Mt min. (kN*m) -68.33

Ml (kN*m) -19.51

Mr (kN*m) -20.46

Ql (kN) -127.60

Qr (kN) 130.08

Mr (kN*m) 3.42

Ql (kN) -93.33

Qr (kN) 95.13

Internal forces in SLS Mt max. (kN*m) 4.14

Mt min. (kN*m) -49.95

Ml (kN*m) 4.14

Required reinforcement area Span (mm2)

Left support (mm2)

Right support (mm2)

Span

bottom

top

bottom

top

bottom

top

230.85

0.00

230.41

269.46

191.61

243.13

3.5.4

3.6

splice

Results of section design

wk n

- width of perpendicular cracks - Span

Span P1

wk (mm) 0.0

3.5.5

Geotechnical results

n Ref Adm

- Span - Calculated value - Allowable value


reinf. P1


P1 : Span from 0.60 to 3.20 (m)

Abscissa (m) 0.60 0.62 0.93 1.25 1.57 1.88 2.20 2.52 2.83 3.15 3.20

ULS M max. (kN*m) 5.65 5.65 2.72 0.00 0.00 0.00 0.00 0.00 0.00 5.00 5.00

M min. (kN*m) -19.51 -20.95 -44.32 -59.96 -67.12 -68.33 -67.56 -62.23 -48.19 -25.17 -20.46

SLS M max. (kN*m) 4.14 2.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.42

Abscissa (m) 0.60 0.62 0.93 1.25 1.57 1.88 2.20 2.52 2.83 3.15 3.20

ULS V max. (kN) -127.60 -125.91 -94.60 -63.92 -33.63 -3.41 27.15 58.45 90.84 124.58 130.08

SLS V max. (kN) -93.33 -92.09 -69.19 -46.74 -24.59 -2.48 19.87 42.76 66.44 91.11 95.13

afp (mm) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

M min. (kN*m) 0.00 0.00 -19.96 -36.18 -46.16 -49.95 -47.53 -38.77 -23.51 -1.47 0.00

A bottom (mm2) 230.41 230.85 220.04 169.90 128.77 101.13 104.46 133.49 175.23 192.76 191.61

A top (mm2) 269.46 274.57 349.41 399.97 421.41 427.79 423.59 397.79 341.85 259.23 243.13

SgmRef (MPa) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

SgmAdm (MPa) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

65

3.7

Reinforcement: 3.7.1 P1 : Span from 0.60 to 3.20 (m) Longitudinal reinforcement:  bottom (B500B or C) 4 

fB20

l = 4.09

from 0.06

to

3.67

from 0.06

to

3.67

support (B500B or C) 4

fB20

l = 4.09



4

stirrups

15 fB10 l = 1.72 e = 2*0.05 + 3*0.15 + 6*0.25 + 3*0.15 + 1*0.05 (m) 15 fB10 l = 1.40 e = 2*0.05 + 3*0.15 + 6*0.25 + 3*0.15 + 1*0.05 (m) 14 fB26 l = 1.23 e = 1*0.10 + 6*0.40 (m) 2 fB12 l = 2.88 e = 1*-0.15 (m) 2 fB12 l = 2.88 e = 1*-0.15 (m)

pins

15 fB10 l = 1.72 e = 2*0.05 + 3*0.15 + 6*0.25 + 3*0.15 + 1*0.05 (m) 15 fB10 l = 1.40 e = 2*0.05 + 3*0.15 + 6*0.25 + 3*0.15 + 1*0.05 (m) 14 fB26 l = 1.23 e = 1*0.10 + 6*0.40 (m) 2 fB12 l = 2.88 e = 1*-0.15 (m) 2 fB12 l = 2.88 e = 1*-0.15 (m)

Material survey:  Concrete volume = 8.17 (m3)  Formwork = 19.98 (m2)  Steel B500B or C  Total weight = 989.72 (kG)  Density = 121.17 (kG/m3)  Average diameter = 13.9 (mm)  Survey according to diameters:

66

Diameter Length (m) B10 360.90 B12 73.16 B26 111.03

Weight (kG) 222.59 64.97 175.30

Design Calculations for Columns Sample Members Level:       

2

Name : Reference level : -1.20 (m) Concrete creep coefficient : p = 3.021 cement class :N Environment class : XC1 Structure class : S2 Quality assurance system (4.4.1.3(3); A.2.1(1))

Column: Column465 1 2.1

Number:


 Concrete (MPa) Unit weight Aggregate size  Longitudinal reinforcement: (MPa) Ductility class  Transversal reinforcement: (MPa)  Modified partial coefficients: gS (ALS) = 1.15 1992-1-1 2.4.2.4 (1) gC (ALS) = 1.5 1992-1-1 2.4.2.4 (1) cc = 0.85 1992-1-1 3.1.6 (1)P

2.2

fck = 25.00

: 2501.36 (kG/m3) : 20.0 (mm) : B500B or C

fyk = 500.00

:B : B500A, B or C

fyk = 500.00

Geometry: 2.2.1 2.2.2 2.2.3 2.2.4 2.2.5

2.3

: C25/30


1

Rectangular Height: L Slab thickness Beam height Cover

20.0 x 30.0 (cm) = 3.20 (m) = 0.00 (m) = 0.40 (m) = 4.0 (cm)

67


 Calculations according to

: EN 1992-1-1:2004 AC:2008


      

Seismic dispositions Precast column Pre-design Slenderness taken into account Compression Ties Fire resistance class

2.4

Loads:

Case

Nature Mz(i)

Group

(kN*m) DL1 dead load(Structural) 0.34 LL1 live load 0.11 DL2 dead load(Structural) 0.43 LR1 live load(Category H) 0.01 SEI_X24 seismic 6.45 SEI_Y25 seismic 5.80 SPE_NEW26 8.11 8.19 SPE_NEW27 4.64 4.71 SPE_NEW28 7.69 7.73 SPE_NEW29 3.87

: Moderate ductility class : no : no : yes : with bending : to slab : No requirements

gf

N

My(s)

My(i)

Mz(s)

(kN)

(kN*m) (kN*m) (kN*m)

465

1.350

76.92

2.92

-1.31

-0.50

465

1.500

16.80

1.28

-0.61

-0.18

465

1.350

75.33

1.45

-0.60

-0.54

465

1.500

4.85

0.09

-0.03

-0.01

465

1.000

-8.43

-2.33

4.11

-6.37

465

1.000

2.20

7.18

9.50

-5.78

seismic

465

1.000

-7.77

-0.09

6.10

-

seismic

465

1.000

-9.09

-3.92

0.75

-

seismic

465

1.000

-0.33

5.77

9.94

-

seismic -3.86

465

1.000

-4.73

-6.98

-7.89

gf - load factor 2.5

Calculation results: Safety factors Rd/Ed = 2.719 > 1.0

2.5.1

68

ULS/ALS Analysis

Design combination: 1.00DL1+1.00DL2+0.30LL1+0.30LR1+1.00SPE_NEW28 (A) Combination type: ALS Internal forces: Nsd = 158.43 (kN) Msdy = 10.55 (kN*m) Msdz = -8.80 (kN*m) Design forces: Upper node N = 158.43 (kN) N*etotz = 10.55 (kN*m) N*etoty= -10.06 (kN*m)

Eccentricity: Static Imperfection Initial Minimal Total

ez (My/N) eEd: 6.7 (cm) ei: 0.0 (cm) e0: 6.7 (cm) emin: 2.0 (cm) etot: 6.7 (cm)

ey (Mz/N) -5.6 (cm) 0.8 (cm) -4.8 (cm) 2.0 (cm) -6.4 (cm)

2.5.1.1. Detailed analysis-Direction Y: 2.5.1.1.1 Slenderness analysis

L (m) 3.20

Lo (m) 3.20

 36.950

lim 56.904

Short column

2.5.1.1.2 Buckling analysis M2 = 10.55 (kN*m) M1 = 7.85 (kN*m) Case: Cross-section at the column end (Upper node), Slenderness not taken into account M0 = 10.55 (kN*m) ea = 0.0 (cm) Ma = N*ea = 0.00 (kN*m) MEdmin = 3.17 (kN*m) M0Ed = max(MEdmin,M0 + Ma) = 10.55 (kN*m)

2.5.1.2. Detailed analysis-Direction Z: M2 = 8.53 (kN*m) M1 = -8.80 (kN*m) Case: Cross-section at the column end (Upper node), Slenderness not taken into account M0 = -8.80 (kN*m) ea = *lo/2 = 0.8 (cm)  = h * m = 0.005  = 0.005 h = 1.000 m = (0,5(1+1/m))^0.5 = 1.000  m = 1.000 Ma = N*ea = 1.27 (kN*m) MEdmin = 3.17 (kN*m) M0Ed = max(MEdmin,M0 + Ma) = -10.06 (kN*m)

2.5.2

Reinforcement:

Real (provided) area Ratio:

2.6


Non-sway structure

Asr = 1206.37 (mm2) r= 2.011 %

Reinforcement: Main bars (B500B or C):  6 fB26 l = 3.16 (m) Transversal reinforcement: (B500A, B or C): stirrups: 55 fB8 l = 0.86 (m)

69

pins

3


l = 0.32 (m)

55 fB8 55 fB8

l = 0.86 (m) l = 0.32 (m)

Column: Column460..296 4 3.1

Number:


 Concrete (MPa) Unit weight Aggregate size  Longitudinal reinforcement: (MPa) Ductility class  Transversal reinforcement: (MPa)  Modified partial coefficients: gS (ALS) = 1.15 1992-1-1 2.4.2.4 (1) gC (ALS) = 1.5 1992-1-1 2.4.2.4 (1) cc = 0.85 1992-1-1 3.1.6 (1)P

3.2

3.3        

Rectangular Height: L Slab thickness Beam height Cover

fck = 25.00

: 2501.36 (kG/m3) : 20.0 (mm) : B500B or C

fyk = 500.00

:B : B500A, B or C

fyk = 500.00

20.0 x 30.0 (cm) = 3.20 (m) = 0.17 (m) = 0.45 (m) = 4.0 (cm)


Calculations according to Seismic dispositions Precast column Pre-design Slenderness taken into account Compression Ties Fire resistance class

3.4

: C25/30

Geometry: 3.2.1 3.2.2 3.2.3 3.2.4 3.2.5

70

55 fB8

Loads:

: EN 1992-1-1:2004 AC:2008 : Moderate ductility class : no : no : yes : with bending : to slab : No requirements

DL1 0.10 DL1

Nature Mz(i) (kN*m) dead load(Structural)

Group

gf

N

My(s)

My(i)

Mz(s)

(kN)

(kN*m) (kN*m) (kN*m)

460

1.350

122.35 -2.65

1.39

0.14

dead load(Structural) 0.38 dead load(Structural) 0.24 dead load(Structural) 0.10 live load

306

1.350

104.20 -3.88

2.05

-0.72

301

1.350

130.26 2.38

-1.20

-0.42

296

1.350

122.90 2.75

-1.30

-0.08

460

1.500

28.02

-1.07

0.57

0.04

live load 0.15 live load 0.12 live load 0.00 dead load(Structural)

306

1.500

23.43

-1.63

0.86

-0.29

301

1.500

29.98

0.99

-0.50

-0.20

296

1.500

28.20

1.15

-0.56

0.02

460

1.350

93.67

-0.95

0.46

0.21

dead load(Structural) 0.23 dead load(Structural) 0.41 dead load(Structural) 0.03 live load(Category H) 0.00 live load(Category H) 0.00 live load(Category H) 0.01 live load(Category H)

306

1.350

94.75

-3.12

2.02

-0.39

301

1.350

139.19 2.29

-1.09

-0.61

296

1.350

115.16 1.83

-0.75

0.04

460

1.500

8.35

-0.06

0.02

0.00

306

1.500

6.64

-0.04

0.01

-0.00

301

1.500

8.70

0.06

-0.02

-0.01

296

1.500

8.39

0.06

-0.02

0.01

seismic 5.64 seismic 4.87 seismic 5.25 seismic 6.63 seismic 5.71 seismic

460

1.000

4.52

-4.94

-6.22

-5.61

306

1.000

-11.52

5.51

6.79

-4.85

301

1.000

-8.41

4.40

-5.45

-5.26

296

1.000

-5.36

-1.69

-2.56

-6.59

460

1.000

-6.74

11.10

14.54

-5.64

306

1.000

-24.18

7.74

8.96

6.71

-

seismic

301

1.000

16.32

9.74

13.15

6.31

-

seismic 5.91 SPE_NEW26 7.30 7.35 SPE_NEW26 2.84 2.82 SPE_NEW26 3.36 3.38 SPE_NEW26 8.39 8.40

296

1.000

4.10

6.41

8.51

-5.97

seismic

460

1.000

2.50

-1.28

-1.53

-

seismic

306

1.000

-18.78

7.94

9.33

-

seismic

301

1.000

-3.51

7.87

-0.88

-

seismic

296

1.000

-4.13

0.32

0.26

-

DL1 DL1 LL1 0.03 LL1 LL1 LL1 DL2 0.17 DL2 DL2 DL2 LR1 LR1 LR1 LR1 0.00 SEI_X24 SEI_X24 SEI_X24 SEI_X24 SEI_Y25 SEI_Y25 6.83 SEI_Y25 6.21 SEI_Y25

-

-

-

-


Case

71


SPE_NEW27 3.91 3.92 SPE_NEW27 6.86 6.92 SPE_NEW27 7.15 7.11 SPE_NEW27 4.80 4.85 SPE_NEW28 7.32 7.40 SPE_NEW28 5.26 SPE_NEW28 4.74 SPE_NEW28 7.95 7.90 SPE_NEW29 3.96 SPE_NEW29 8.17 8.29 SPE_NEW29 7.89 7.79 SPE_NEW29 4.00

seismic

460

1.000

6.54

-9.06

-11.13

-

seismic

306

1.000

-4.27

3.11

3.68

-

seismic

301

1.000

-13.30

0.98

-9.63

-

seismic

296

1.000

-6.59

-3.49

-4.83

-

seismic

460

1.000

-5.38

11.42

14.11

-

seismic -5.37 seismic -4.64 seismic

306

1.000

-27.64

9.70

11.37

301

1.000

13.80

12.80

13.02

296

1.000

2.49

5.88

7.79

seismic -4.02 seismic

460

1.000

8.09

-14.52

-17.91

306

1.000

20.72

-6.39

-7.47

-

seismic

301

1.000

-18.84

-10.15

-16.17

-

seismic -3.92

296

1.000

-5.70

-6.84

-9.16

gf - load factor 3.5

Calculation results: Safety factors Rd/Ed = 1.842 > 1.0

3.5.3

ULS/ALS Analysis

Design combination: 1.00DL1+1.00DL2+0.30LL1+0.30LR1+-1.00SPE_NEW29 (B) Combination type: ALS Internal forces: Nsd = 299.90 (kN) Msdy = 13.73 (kN*m) Msdz = -7.10 (kN*m) Design forces: Lower node N = 299.90 (kN) N*etotz = 16.12 (kN*m) N*etoty= -7.10 (kN*m) Eccentricity: Static Imperfection Initial Minimal Total

ez (My/N) eEd: 4.6 (cm) ei: 0.8 (cm) e0: 5.4 (cm) emin: etot: 5.4 (cm)

ey (Mz/N) -2.4 (cm) 0.0 (cm) -2.4 (cm) 2.0 (cm) -2.4 (cm)

3.5.3.3. Detailed analysis-Direction Y:

72

-

3.5.3.3.1 Slenderness analysis Non-sway structure L (m)

Lo (m)



lim

2.0 (cm)

3.20

3.20

36.950

33.310

Slender column

M2 = 15.13 (kN*m) M1 = 13.73 (kN*m) Case: Cross-section at the column end (Lower node), Slenderness not taken into account M0 = 13.73 (kN*m) ea = *lo/2 = 0.8 (cm)  = m = 0.005  = 0.005 h = 1.000 m = (0,5(1+1/m))^0.5 = 1.000 m = 1.000 Ma = N*ea = 2.40 (kN*m) MEdmin = 6.00 (kN*m) M0Ed = max(MEdmin,M0 + Ma) = 16.12 (kN*m)

3.5.3.4. Detailed analysis-Direction Z: M2 = 6.79 (kN*m) M1 = -7.10 (kN*m) Case: Cross-section at the column end (Lower node), Slenderness not taken into account M0 = -7.10 (kN*m) ea = 0.0 (cm) Ma = N*ea = 0.00 (kN*m) MEdmin = 6.00 (kN*m) M0Ed = max(MEdmin,M0 + Ma) = -7.10 (kN*m)

3.5.4

Reinforcement:

Real (provided) area Ratio:

3.6

Asr = 1206.37 (mm2) r= 2.011 %

Reinforcement:


3.5.3.3.2 Buckling analysis

Main bars (B500B or C):  6 fB26 l = 3.16 (m) Transversal reinforcement: (B500A, B or C): stirrups: 51 fB8 l = 0.86 (m) 51 fB8 l = 0.32 (m) pins

4

51 fB8 51 fB8

l = 0.86 (m) l = 0.32 (m)

Material survey:  Concrete volume  Formwork = 13.80 (m2)  Steel B500B or C

= 0.83 (m3)

73

   

Total weight = 149.68 (kG) Density = 180.77 (kG/m3) Average diameter = 16.0 (mm) Reinforcement survey: Diameter


B26

74

Length (m) 94.80

Weight (kG) 149.68

 Steel B500A, B or C  Total weight = 120.16 (kG)  Density = 145.12 (kG/m3)  Average diameter = 8.0 (mm)  Reinforcement survey: Diameter B8

Length (m) 304.41

Weight (kG) 120.16

Design Calculation Sample for Beams

2

Level:    

Name Reference level Maximum cracking Exposure

: : 3.20 (m) : 0.40 (mm) : X0

     

Concrete creep coefficient cement class Concrete age (loading moment) Concrete age Structure class Fire resistance class

: p = No results :N : 28 (days) : 50 (years) : S1 : R 90(EN 1992-1-2:2004)

Beam: Beam333...334 1 2.1

Number:


 Concrete (MPa)

:

C25/30

fck = 25.00


: : :

2501.36 (kG/m3) 20.0 (mm) B500A, B or C fyk = 500.00


1

Horizontal branch of the stress-strain diagram  Transversal reinforcement: (MPa)

:


stress-strain diagram  Additional reinforcement:

:

Ductility class : B B500A fyk = 500.00 (MPa) Horizontal branch of the

stress-strain diagram  Modified partial coefficients: gS (ALS) = 1.15 1992-1-1 2.4.2.4 (1) gC (ALS) = 1.5 1992-1-1 2.4.2.4 (1) cc = 0.85 1992-1-1 3.1.6 (1)P

75

2.2

Geometry: 2.2.1

Position

L.supp. (m) 1.97

L (m) 0.20

R.supp. (m)

L.supp. (m) 5.84

L (m) 0.20

R.supp. (m)

L.supp. (m) 2.73

L (m) 0.20

R.supp. (m)


P1 Span 0.20 Span length: Lo = 2.17 (m) Section from 0.00 to 1.97 (m) 25.0 x 40.0 (cm) without left slab without right slab 2.2.2

Span

Position


Span

Position

P3 Span 0.20 Span length: Lo = 2.93 (m) Section from 0.00 to 2.73 (m) 25.0 x 40.0 (cm) without left slab without right slab

2.3     

76

Span


Regulation of combinations Calculations according to Seismic dispositions Precast beam Cover

: EN 1990:2002 : EN 1992-1-1:2004 AC:2008 : Moderate ductility class : no : bottom : side

c = 4.0 (cm) c1= 4.0

: top

c2= 4.0

(cm) (cm)  Cover deviations  Coefficient 2 =0.50

: Cdev = 1.0(cm), Cdur = 0.0(cm) : long-term or cyclic load

 Method of shear calculations

2.4

: strut inclination

Calculation results: The "Freeze Reinforcement" option is switched on. The distribution of reinforcing bars has not been modified. 2.4.1 Internal forces in ULS Span

Mt max. (kN*m) 0.00 58.65 11.44

P1 P2 P3

Mt min. (kN*m) -29.00 -0.00 -23.60

Ml (kN*m) -0.71 -41.88 -48.64

Mr (kN*m) -43.45 -49.50 3.21

Ql (kN) -2.65 60.88 45.47

Qr (kN) -38.10 -51.27 -14.27

-100

-60 -40 -20 0 20 40 60 80 100

[m] 0

2

Bending Moment ULS:

4 M

Mr

Mt

6

8

10

Mc

300 [kN] 200 100 0


[kN*m]

-80

-100 -200 [m] -300

0

2

Shear Force ULS:

V

2.4.2 Span P1 P2 P3

4 Vr

Vc(stirrups)

6

8

10

Vc(total)

Internal forces in SLS Mt max. (kN*m) 0.00 42.55 8.34

Mt min. (kN*m) -17.09 0.00 -12.72

Ml (kN*m) -0.20 -30.38 -35.28

Mr (kN*m) -31.51 -35.91 0.90

Ql (kN) -1.96 44.07 33.05

Qr (kN) -27.58 -37.24 -10.45

77

-80 [kN*m] -60 -40 -20 0 20 40 60 80

[m] 0

2

4

Bending Moment SLS:

M_r

8

10

6

8

10

4

6

8

10

4

6

8

10

Mr_r

6 Mc_r

Mc_qp

M_qp

Mr_qp


50 [kN]

40 30 20 10 0 -10 -20 -30 -40

[m] 0

2

Shear Force SLS:

4

V_r

Vr_r

V_qp

Vr_qp

1.5 [0.1%] 1 0.5 0 -0.5 -1 [m] -1.5

0

2

Strains:

At

Ac

B

250 [MPa]

200 150 100 50 0 -50 -100 -150 -200 -250

78

[m] 0 Stresses:

2 Ats

Acs

2.4.3

Bs

Required reinforcement area

Span

Span (mm2) bottom top 10.85 0.00 430.18 0.00 78.49 0.00

P1 P2 P3

Left support (mm2) bottom top 7.39 13.90 0.00 299.49 0.00 351.32

Right support (mm2) bottom top 0.00 311.45 0.00 358.01 25.57 0.00

800 [mm2] 600 400 200 0 200

600 800

[m] 0

2

Reinforcement Area for Bending:

4 Abt

Abr

6 Abmin

AbFire

8 Ades

10

Aver_gross

6000 [mm2/m] 4000 2000 0 2000 4000 [m] 6000

0

2

Reinforcement Area for Shear:

2.4.4

4 Ast

Asr

6

8

10

AsHang

Fire resistance


400

Fire resistance :R 90(EN 1992-1-2:2004) Calculations according to :EN 1992-1-2:2004 Estimation in accordance with section 5. Tabulated data. Number of sides exposed to fire :3 Web type :WA Beam type :continuous b_min = 0.15(m) a_min = 0.03(m) Required top reinforcement area in section 0.3*leff has been increased in accordance with formula (5.11)

2.4.5 Deflection and cracking wt(QP) Total due to quasi-permanent combination wt(QP)dop Allowable due to quasi-permanent combination Dwt(QP) Deflection increment from the quasi-permanent load combination after erecting a structure. Dwt(QP)dop Admissible deflection increment from the quasi-permanent load combination after erecting a structure. wk

Span

79

- width of perpendicular cracks

wt(QP) (mm)

wt(QP)dop (mm)

Dwt(QP) (mm)

Dwt(QP)dop (mm)

wk (mm)

P1 P2 P3


2.5

80

-0.4 13.7 -0.3

8.7 24.2 11.7

-0.1 1.5 -0.1

0.0 0.0 0.0


P1 : Span from 0.20 to 2.17 (m)

Abscissa (m) 0.20 0.32 0.53 0.75 0.97 1.19 1.40 1.62 1.84 2.06 2.17

ULS M max. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

M min. (kN*m) -0.71 -1.03 -2.78 -5.10 -9.62 -15.09 -21.74 -29.00 -36.92 -43.45 -43.45

SLS M max. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Abscissa (m) 0.20 0.32 0.53 0.75 0.97 1.19 1.40 1.62 1.84 2.06 2.17

ULS V max. (kN) -2.65 -3.04 -9.77 -10.49 -23.76 -24.48 -31.96 -32.68 -36.99 -37.71 -38.10

SLS V max. (kN) -1.96 -2.25 -7.11 -7.64 -17.22 -17.75 -23.14 -23.67 -26.76 -27.29 -27.58

afp (mm) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1

2.5.2

P2 : Span from 2.37 to 8.21 (m)

Abscissa (m) 2.37 2.88 3.48 4.09 4.69 5.29 5.90 6.50 7.11 7.71 8.21

ULS M max. (kN*m) 0.00 5.19 25.69 46.56 57.00 58.65 53.12 38.09 13.28 1.59 0.00

M min. (kN*m) -41.88 -21.45 -3.16 -0.00 -0.00 -0.00 -0.00 -0.00 -6.53 -32.44 -49.50

SLS M max. (kN*m) 0.00 0.00 13.97 31.12 40.89 42.55 37.09 24.24 4.36 0.00 0.00

Abscissa (m) 2.37

ULS V max. (kN) 60.88

SLS V max. (kN) 44.07

afp (mm) 0.1

M min. (kN*m) -0.20 -0.43 -0.88 -2.44 -4.18 -7.98 -12.00 -17.09 -22.41 -28.28 -31.51

M min. (kN*m) -30.38 -8.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -17.64 -35.91

A bottom (mm2) 7.39 9.66 10.85 8.45 0.32 0.00 0.00 0.00 0.00 0.00 0.00

A top (mm2) 13.90 19.20 27.30 36.39 65.86 104.04 151.19 203.67 262.17 311.45 311.45

A bottom (mm2) 0.00 34.36 177.21 335.24 416.96 430.18 386.25 270.92 85.41 10.75 0.00

A top (mm2) 299.49 144.95 21.17 0.00 0.00 0.00 0.00 0.00 41.66 228.18 358.01

0.1 0.2 0.0

2.6

56.93 43.70 32.88 9.41 -3.23 -25.13 -35.60 -51.61 -49.25 -51.27

41.22 31.75 23.90 6.86 -2.31 -18.18 -25.77 -37.49 -35.78 -37.24

0.0 0.0 0.1 0.2 0.2 0.2 0.1 0.0 0.0 0.2

2.5.3

P3 : Span from 8.41 to 11.14 (m)

Abscissa (m) 8.41 8.61 8.90 9.19 9.48 9.78 10.07 10.36 10.65 10.95 11.14

ULS M max. (kN*m) 0.00 0.00 0.00 0.00 0.90 5.43 10.13 11.44 10.53 6.80 3.21

M min. (kN*m) -48.64 -47.25 -34.81 -23.60 -13.06 -4.14 -0.00 -0.00 -0.00 -0.00 -0.00

SLS M max. (kN*m) 0.00 0.00 0.00 0.00 0.00 1.19 6.19 8.34 6.86 2.63 0.90

Abscissa (m) 8.41 8.61 8.90 9.19 9.48 9.78 10.07 10.36 10.65 10.95 11.14

ULS V max. (kN) 45.47 44.84 35.61 34.90 33.93 26.50 10.51 9.55 -10.74 -25.06 -14.27

SLS V max. (kN) 33.05 32.58 25.80 25.32 24.60 19.26 7.68 6.96 -7.79 -18.27 -10.45

afp (mm) 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

M min. (kN*m) -35.28 -28.93 -20.64 -12.72 -5.42 0.00 0.00 0.00 0.00 0.00 0.00

A bottom (mm2) 0.00 0.00 0.00 0.00 7.52 32.95 69.39 78.49 72.15 46.39 25.57

A top (mm2) 351.32 340.61 246.42 164.53 89.25 25.09 0.00 0.00 0.00 0.00 0.00


2.88 3.48 4.09 4.69 5.29 5.90 6.50 7.11 7.71 8.21

Reinforcement: 2.6.1 P1 : Span from 0.20 to 2.17 (m) Longitudinal reinforcement: Transversal reinforcement:  main (B500B or C) stirrups

pins

21 fH8 l = 1.16 e = 1*0.03 + 9*0.08 + 2*0.24 + 9*0.08 (m) 21 fH8 l = 0.91 e = 1*0.03 + 9*0.08 + 2*0.24 + 9*0.08 (m) 21 fH8 l = 1.16 e = 1*0.03 + 9*0.08 + 2*0.24 + 9*0.08 (m) 21 fH8 l = 0.91

81

e = 1*0.03 + 9*0.08 + 2*0.24 + 9*0.08 (m)

2.6.2 P2 : Span from 2.37 to 8.21 (m) Longitudinal reinforcement:  bottom (B500A, B or C) 3 

fH16

l = 11.67

from 0.04

to

11.30

to

11.30

support (B500A, B or C) 3

fH16

l = 11.84

from 0.04



36 fH8 l = 1.16 e = 1*0.02 + 1*0.06 + 7*0.08 + 19*0.24 + 7*0.08 + 1*0.06 (m) 36 fH8 l = 0.91 e = 1*0.02 + 1*0.06 + 7*0.08 + 19*0.24 + 7*0.08 + 1*0.06 (m)

pins

36 fH8 l = 1.16 e = 1*0.02 + 1*0.06 + 7*0.08 + 19*0.24 + 7*0.08 + 1*0.06 (m) 36 fH8 l = 0.91 e = 1*0.02 + 1*0.06 + 7*0.08 + 19*0.24 + 7*0.08 + 1*0.06 (m)

2.6.3 P3 : Span from 8.41 to 11.14 (m) Longitudinal reinforcement: Transversal reinforcement:  main (B500B or C)

3

stirrups

26 fH8 l = 1.16 e = 1*0.04 + 1*0.00 + 9*0.08 + 5*0.24 + 9*0.08 + 1*0.00 (m) 26 fH8 l = 0.91 e = 1*0.04 + 1*0.00 + 9*0.08 + 5*0.24 + 9*0.08 + 1*0.00 (m)

pins

26 fH8 l = 1.16 e = 1*0.04 + 1*0.00 + 9*0.08 + 5*0.24 + 9*0.08 + 1*0.00 (m) 26 fH8 l = 0.91 e = 1*0.04 + 1*0.00 + 9*0.08 + 5*0.24 + 9*0.08 + 1*0.00 (m)

Beam: Beam292 1 3.1

Number:


 Concrete (MPa)

:

C25/30

fck = 25.00

Rectangular stress

82

distribution [3.1.7(3)] Density Aggregate size  Longitudinal reinforcement: (MPa)

: : :

2501.36 (kG/m3) 20.0 (mm) B500A, B or C fyk = 500.00


Ductility class : B B500B or C fyk = 500.00

:

Horizontal branch of the stress-strain diagram  Additional reinforcement:


:

 Modified partial coefficients: gS (ALS) = 1.15 1992-1-1 2.4.2.4 (1) gC (ALS) = 1.5 1992-1-1 2.4.2.4 (1) cc = 0.85 1992-1-1 3.1.6 (1)P

3.2

Geometry: 3.2.1

Span

Position

L.supp. (m) 3.68

L (m) 0.30

R.supp. (m)

L.supp. (m) 2.50

L (m) 0.30

R.supp. (m)

L.supp. (m) 4.80

L (m) 0.30

R.supp. (m)


Span

Position


Span

Position




83

3.3

Adjoining beams: Name

Shape

Span

250 x 400mm BM (Bar 335) 0.40 250 x 400mm BM (Bar 333) 0.40

X* (m) rect.

Z* (m) P3

DX (m) 2.27

DZ (m) 0.05

0.25

rect.

P1

1.16

0.05

0.25


* - coordinates of lower left corner of the adjoining beam

3.4     




c = 4.0 (cm) c1= 4.0

: top

c2= 4.0

(cm) (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 Redistribution of support moments by ULS:100.00%(1R));Min.(30.00%(2L),30.00%(2R));Min.(30.00%(3L),30.00%(3R)); Min.(100.00%(4L),ALS:100.00%(1R);30.00%(2L);30.00%(2R);30.00%(3L);30.00 %(3R);100.00%(4L);

3.5

Calculation results: The "Freeze Reinforcement" option is switched on. The distribution of reinforcing bars has not been modified. 3.5.1 Internal forces in ULS Span P1 P2 P3

84

Mt max. (kN*m) 73.36 0.00 77.25

Mt min. (kN*m) -0.00 -12.91 -0.00

Ml (kN*m) 11.73 -13.02 -48.92

Mr (kN*m) -35.68 -18.74 4.48

Ql (kN) 40.00 8.39 65.48

Qr (kN) -61.44 -15.26 -10.62

-80 [kN*m]

-60 -40 -20 0 20 40 60 80 100

[m] 0

2

Bending Moment ULS:

4 M

Mr

Mt

6

8

10

6

8

10

12

Mc

300 [kN] 200 100 0 -100 -200 [m] -300

0

2

Shear Force ULS:

V

3.5.2 Span P1 P2 P3

4 Vr

Vc(stirrups)

Vc(total)

Internal forces in SLS Mt max. (kN*m) 51.40 0.00 52.77

Mt min. (kN*m) 0.00 -13.77 0.00

Ml (kN*m) 3.68 -13.87 -41.18

Mr (kN*m) -30.02 -19.47 1.29

Ql (kN) 29.00 6.13 47.34

Qr (kN) -44.52 -11.04 -8.33

12


120

85

-80 [kN*m]

-60 -40 -20 0 20 40 60 80 100

[m] 0

2

4

Bending Moment SLS:

M_r

Mr_r

6 Mc_r

Mc_qp

8 M_qp

10

12

Mr_qp


50 [kN]

40 30 20 10 0 -10 -20 -30 -40 -50

[m] 0

2

Shear Force SLS:

4

V_r

Vr_r

6

8

10

4

6

8

10

4

6

8

10

V_qp

12

Vr_qp

1.5 [0.1%] 1 0.5 0 -0.5 -1 [m] -1.5

0

2

Strains:

At

Ac

12

B

300 [MPa] 200 100 0 -100 -200 [m] -300

86

0 Stresses:

2 Ats

Acs

3.5.3

Bs


12

Span

Span (mm2) bottom top 477.51 0.00 144.48 0.00 505.92 0.00

P1 P2 P3

Left support (mm2) bottom top 73.12 0.00 144.48 146.56 0.00 307.07

Right support (mm2) bottom top 18.40 219.27 132.54 169.68 40.45 3.07

1000 [mm2] 500

0

500

[m] 1500

0

2


4 Abt

6 Abr

Abmin

8 AbFire

Ades

10

12

Aver_gross

3000 [mm2/m] 2000 1000 0 1000 2000 [m] 3000

0

2


3.5.4

4 Ast

6

Asr

8

10

AsHang

Fire resistance

12


1000



Span

87


wt(QP) (mm)

wt(QP)dop (mm)

Dwt(QP) (mm)

Dwt(QP)dop (mm)

wk (mm)

P1 P2 P3


3.6

88

4.7 -0.6 7.8

15.9 11.2 20.4

0.6 -0.1 0.9

0.0 0.0 0.0


P1 : Span from 0.30 to 3.98 (m)

Abscissa (m) 0.30 0.55 0.95 1.35 1.74 2.14 2.54 2.94 3.34 3.74 3.98

ULS M max. (kN*m) 11.73 25.34 49.89 67.82 73.36 64.49 47.46 29.28 10.14 0.55 0.00

M min. (kN*m) -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -9.52 -31.72 -35.68

SLS M max. (kN*m) 3.68 9.77 27.19 44.44 51.40 39.13 25.95 12.00 0.00 0.00 0.00

Abscissa (m) 0.30 0.55 0.95 1.35 1.74 2.14 2.54 2.94 3.34 3.74 3.98

ULS V max. (kN) 40.00 61.67 60.65 59.07 -41.36 -45.16 -47.98 -51.18 -56.88 -60.70 -61.44

SLS V max. (kN) 29.00 44.68 43.92 42.77 -29.94 -32.69 -34.75 -37.07 -41.20 -43.97 -44.52

afp (mm) 0.0 0.0 0.1 0.2 0.2 0.2 0.1 0.0 0.0 0.0 0.2

3.6.2

P2 : Span from 4.28 to 6.78 (m)

Abscissa (m) 4.28 4.41 4.69 4.97 5.25 5.53 5.81 6.09 6.37 6.65 6.78

ULS M max. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

M min. (kN*m) -13.02 -13.02 -11.42 -10.29 -9.43 -9.83 -10.97 -12.91 -15.76 -18.74 -18.74

SLS M max. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Abscissa (m) 4.28

ULS V max. (kN) 8.39

SLS V max. (kN) 6.13

afp (mm) 0.0

M min. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -2.59 -18.98 -30.02

M min. (kN*m) -13.87 -13.07 -12.41 -11.74 -11.67 -11.91 -12.63 -13.77 -15.57 -18.03 -19.47

A bottom (mm2) 73.12 154.14 313.55 437.62 477.51 414.04 297.26 178.66 122.97 47.37 18.40

A top (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.74 63.17 192.71 219.27

A bottom (mm2) 144.48 144.48 121.33 97.35 52.68 10.67 49.68 93.06 110.95 132.54 132.54

A top (mm2) 146.56 146.56 111.13 77.61 77.35 79.21 83.87 91.56 125.86 169.68 169.68

0.2 0.0 0.2

3.7

8.00 2.88 1.23 0.39 -2.55 -5.20 -6.03 -11.42 -14.87 -15.26

5.84 2.13 0.91 0.29 -1.82 -3.74 -4.36 -8.25 -10.75 -11.04

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.6.3

P3 : Span from 7.08 to 11.88 (m)

Abscissa (m) 7.08 7.44 7.95 8.46 8.97 9.48 9.99 10.50 11.01 11.52 11.88

ULS M max. (kN*m) 0.00 1.26 13.62 40.62 63.93 77.25 67.50 51.33 33.53 14.05 4.48

M min. (kN*m) -48.92 -37.91 -9.51 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00

SLS M max. (kN*m) 0.00 0.00 0.00 18.75 37.21 52.77 42.44 30.98 18.29 4.39 1.29

Abscissa (m) 7.08 7.44 7.95 8.46 8.97 9.48 9.99 10.50 11.01 11.52 11.88

ULS V max. (kN) 65.48 60.93 58.66 54.55 49.21 -27.17 -30.30 -33.51 -36.36 -38.98 -10.62

SLS V max. (kN) 47.34 44.04 42.37 39.39 35.51 -19.56 -21.84 -24.18 -26.26 -28.17 -8.33

afp (mm) 0.3 0.1 0.0 0.0 0.2 0.2 0.2 0.1 0.0 0.0 0.0

M min. (kN*m) -41.18 -24.63 -2.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A bottom (mm2) 0.00 37.50 128.15 252.03 410.10 505.92 435.37 323.28 206.08 89.40 40.45

A top (mm2) 307.07 233.65 54.51 1.40 0.00 0.00 0.00 0.00 1.07 3.03 3.07


4.41 4.69 4.97 5.25 5.53 5.81 6.09 6.37 6.65 6.78

Reinforcement: 3.7.1 P1 : Span from 0.30 to 3.98 (m) Longitudinal reinforcement:  bottom (B500A, B or C) 2 

fH20

l = 3.85

from 0.04

to

3.65

to to

2.60 5.99

support (B500A, B or C) 2 2

fH16 fH16

l = 2.85 l = 4.31

from 0.04 from 1.68


29 fH8 l = 1.16 e = 1*0.03 + 9*0.08 + 2*0.18 + 1*0.28 + 4*0.26 + 2*0.22 + 10*0.08 (m)

89

29 fH8 l = 1.16 e = 1*0.03 + 9*0.08 + 2*0.18 + 1*0.28 + 4*0.26 + 2*0.22 + 10*0.08 (m)

pins

3.7.2 P2 : Span from 4.28 to 6.78 (m) Longitudinal reinforcement:  bottom (B500A, B or C) 2

fH20

l = 5.60

from 2.85

to

8.45

Transversal reinforcement:  main (B500B or C) 27 fH8 l = 1.16 e = 1*0.01 + 1*0.06 + 10*0.08 + 1*0.18 + 2*0.20 + 1*0.18 + 10*0.08 +

stirrups 1*0.06 (m)

27 fH8 l = 1.16 e = 1*0.01 + 1*0.06 + 10*0.08 + 1*0.18 + 2*0.20 + 1*0.18 + 10*0.08 +


pins 1*0.06 (m)


fH20

l = 4.74

from 7.64

to

12.14

to to

9.94 12.14

support (B500A, B or C) 2 2

fH16 fH16

l = 4.87 l = 3.41

from 5.07 from 9.02


34 fH8 l = 1.16 e = 1*0.04 + 9*0.08 + 2*0.22 + 5*0.28 + 3*0.26 + 2*0.24 + 11*0.08 +

1*0.02 (m) pins

34 fH8 l = 1.16 e = 1*0.04 + 9*0.08 + 2*0.22 + 5*0.28 + 3*0.26 + 2*0.24 + 11*0.08 +

1*0.02 (m)

4

Beam: Beam332 1 4.1

Number:


 Concrete (MPa)

:

C25/30

fck = 25.00

Rectangular stress

90

distribution [3.1.7(3)] Density Aggregate size  Longitudinal reinforcement: (MPa)

: : :

2501.36 (kG/m3) 20.0 (mm) B500A, B or C fyk = 500.00


Ductility class : B B500B or C fyk = 500.00

:

Horizontal branch of the stress-strain diagram  Additional reinforcement:


:


4.2

Geometry: 4.2.1

Span

Position

L.supp. (m) 3.32

L (m) 0.30

R.supp. (m)

L.supp. (m) 3.40

L (m) 0.30

R.supp. (m)


Span

Position


4.3


 Modified partial coefficients: gS (ALS) = 1.15 1992-1-1 2.4.2.4 (1) gC (ALS) = 1.5 1992-1-1 2.4.2.4 (1) cc = 0.85 1992-1-1 3.1.6 (1)P

Adjoining beams: Name

Shape

Span

250 x 400mm BM (Bar 337) 0.40 250 x 400mm BM (Bar 342)

X* (m) rect.

Z* (m) P2

DX (m) 2.28

DZ (m) 0.05

0.25

rect.

P1

0.54

0.05

0.25

91

0.40 * - coordinates of lower left corner of the adjoining beam

4.4


    

92




c = 4.0 (cm) c1= 4.0

: top

c2= 4.0


4.5


Calculation results: The "Freeze Reinforcement" option is switched on. The distribution of reinforcing bars has not been modified. 4.5.1 Internal forces in ULS Span P1 P2

Mt max. (kN*m) 60.13 54.39

Mt min. (kN*m) -7.03 -7.11

Ml (kN*m) 20.47 -43.49

Mr (kN*m) -44.70 9.14

Ql (kN) 61.71 50.62

Qr (kN) -54.80 -27.60

-80 [kN*m] -60 -40 -20 0 20 40 60

[m] 0

1

2

Bending Moment ULS:

M

Mr

3 Mt

4

5

6

7

4

5

6

7

Mc

200 [kN] 150 100 50 0 -50 -100 -150 -200

[m] 0

1

Shear Force ULS:

2 V

4.5.2 Span P1 P2

Vr

3 Vc(stirrups)

Vc(total)

Internal forces in SLS Mt max. (kN*m) 43.67 39.26

Mt min. (kN*m) 0.00 0.00

Ml (kN*m) 6.71 -31.49

Mr (kN*m) -32.43 2.98

Ql (kN) 44.81 36.63

Qr (kN) -39.82 -19.95


80

93

-60 [kN*m] -40 -20 0 20 40 [m] 60

0

1

2

Bending Moment SLS:

M_r

3 Mr_r

Mc_r

4 Mc_qp

5 M_qp

6

7

Mr_qp


80 [kN] 60 40 20 0 -20 -40 [m] -60

0

1

Shear Force SLS:

2 V_r

3

Vr_r

4

5

6

7

3

4

5

6

7

3

4

5

6

7

V_qp

Vr_qp

1.5 [0.1%] 1 0.5 0 -0.5 -1 -1.5 [m] -2

0

1

Strains:

At

2 Ac

B

300 [MPa] 200 100 0 -100 -200 -300 [m] -400

94

0 Stresses:

1 Ats

2 Acs

4.5.3

Bs


Span P1 P2

Span (mm2) bottom top 383.55 0.00 344.05 0.00

Left support (mm2) bottom top 145.69 0.00 44.79 364.09

Right support (mm2) bottom top 35.86 366.33 112.12 49.76

500 [mm2]

400 300 200 100 0 100 200 300 400

[m] 0

1


2 Abt

3 Abr

4 Abmin

AbFire

5 Ades

6

7

Aver_gross

1500 [mm2/m] 1000 500 0 500 1000 [m] 1500

0

1


4.5.4

2 Ast

3 Asr

4

5

6

AsHang

Fire resistance


7


500


Span P1


wt(QP) (mm) 3.7

wt(QP)dop (mm) 14.5

95 Dwt(QP) (mm) 0.5

Dwt(QP)dop (mm) 0.0

wk (mm) 0.3

P2


4.6

96

3.1

14.8

0.6

0.0


P1 : Span from 0.30 to 3.62 (m)

Abscissa (m) 0.30 0.51 0.87 1.24 1.60 1.96 2.32 2.68 3.04 3.41 3.62

ULS M max. (kN*m) 20.47 38.94 57.75 60.13 54.11 41.44 27.48 12.01 1.94 0.00 0.00

M min. (kN*m) -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -7.03 -23.61 -43.09 -44.70

SLS M max. (kN*m) 6.71 16.18 40.18 43.67 34.88 25.31 14.60 2.83 0.00 0.00 0.00

Abscissa (m) 0.30 0.51 0.87 1.24 1.60 1.96 2.32 2.68 3.04 3.41 3.62

ULS V max. (kN) 61.71 61.08 86.42 -31.81 -35.51 -39.96 -44.19 -47.91 -51.46 -54.17 -54.80

SLS V max. (kN) 44.81 44.34 62.74 -23.04 -25.73 -29.00 -32.09 -34.80 -37.38 -39.35 -39.82

afp (mm) 0.0 0.0 0.3 0.3 0.3 0.2 0.0 0.0 0.0 0.1 0.2

4.6.2

P2 : Span from 3.92 to 7.31 (m)

Abscissa (m) 3.92 4.14 4.51 4.88 5.25 5.62 5.99 6.35 6.72 7.09 7.31

ULS M max. (kN*m) 0.00 0.00 1.57 11.36 26.92 41.18 51.29 54.39 44.18 22.04 9.14

M min. (kN*m) -43.49 -41.60 -23.28 -7.11 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00

SLS M max. (kN*m) 0.00 0.00 0.00 2.26 14.24 24.73 34.84 39.26 24.74 7.35 2.98

Abscissa (m) 3.92 4.14 4.51

ULS V max. (kN) 50.62 49.97 47.78

SLS V max. (kN) 36.63 36.14 34.55

afp (mm) 0.2 0.1 0.0

M min. (kN*m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -10.09 -24.02 -32.43

M min. (kN*m) -31.49 -23.46 -10.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A bottom (mm2) 145.69 241.06 367.08 383.55 342.12 257.45 164.97 104.86 84.75 55.10 35.86

A top (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 33.08 111.04 229.96 355.78 366.33

A bottom (mm2) 44.79 58.27 79.63 95.72 161.48 255.71 322.99 344.05 275.50 157.82 112.12

A top (mm2) 364.09 351.58 231.27 116.12 35.31 0.00 0.00 0.00 28.41 56.52 49.76

0.3

4.88 5.25 5.62 5.99 6.35 6.72 7.09 7.31

33.16 31.42 28.46 25.99 -39.39 -41.56 -19.47 -19.95

0.0 0.0 0.1 0.2 0.3 0.1 0.0 0.0

Reinforcement: 4.7.1 P1 : Span from 0.30 to 3.62 (m) Longitudinal reinforcement: Transversal reinforcement:  main (B500B or C) stirrups

25 fH8 l = 1.16 e = 1*0.02 + 8*0.08 + 5*0.28 + 2*0.26 + 9*0.08 (m)

pins

25 fH8 l = 1.16 e = 1*0.02 + 8*0.08 + 5*0.28 + 2*0.26 + 9*0.08 (m)


fH16

l = 7.95

from 0.04

to

7.57

to

7.57

support (B500A, B or C) 2

fH16

l = 8.12

from 0.04


5

stirrups

26 fH8 l = 1.16 e = 1*0.04 + 8*0.08 + 6*0.28 + 1*0.20 + 10*0.08 (m)

pins

26 fH8 l = 1.16 e = 1*0.04 + 8*0.08 + 6*0.28 + 1*0.20 + 10*0.08 (m)


4.7

45.88 43.48 39.41 36.00 -54.61 -57.59 -26.95 -27.60

Material survey:  Concrete volume = 2.92 (m3)  Formwork = 33.62 (m2)  Steel B500A, B or C  Total weight = 280.89 (kG)  Density = 96.33 (kG/m3)  Average diameter = 16.7 (mm)  Survey according to diameters: Diameter Length (m)

Weight (kG)

97

H16 H20

133.57 28.37

210.89 70.00


 Steel B500B or C  Total weight = 132.39 (kG)  Density = 45.41 (kG/m3)  Average diameter = 8.0 (mm)  Survey according to diameters:

98

Diameter Length (m) H8 335.41

Weight (kG) 132.39

Labone Office Complex Structural Design Report Rev.01

Recommend Documents