Labone Office Complex Structural Design Report Rev.01

STRUCTURAL

DESIGN REPORT –

LABONE OFFICE

LABONE 3-STOREY OFFICE PROJECT

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DOCUMENT

VERIFICATION

LABONE 3-STOREY OFFICE PROJECT

REVISION DATE

FILE NAME

STRUCTURAL DESIGN

REPORT LABONE OFFICE

COMPLEX

REV.01

02/11/2015

Report outlining project, site

investigations carried out and

findings, structural

characteristics,

basis of design, load cases and

analysis results

Prepared by:

Checked & Approved by:

Name

Patrick Oppong

Richard Okyere Nketia

Signature

Disclaimer

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

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

building and takes into account the particular instructions and

Requirements of the client.

Structcon

Structural Engineering

Consultants.

Giffard Road

Accra

By:

Patrick Oppong

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Contents

OJBECTIVES ... 4

SCOPE OF WORKS... 4

STRUCTURAL DESIGN CHECKLIST ... 5

INTRODUCTION ... 6

Design Parameters And Description ... 6

Site Description ... 6

DESIGN PHILOSOPHY ... 7

DESIGN CONCEPT ... 8

DESIGN CODES AND STANDARD REFERENCES ... 9

Design Codes ... 9

References ... 9

CONCEPTUAL DESIGN ... 10

DESIGN STRUCTURAL LOADS ... 11

Dead loads;- ... 11

Live loads;- ... 12

Wind Loads;- ... 12

Seismic Loads;- ... 12

LOAD CASES ... 13

Loads Cases and Limits States Combination Types ... 13

CODE COMBINATION COMPONENTS ... 14

GENERAL NOTES AND SPECIFICATIONS ... 23

STRUCTURAL ANALYSIS ... 24

MODAL ANALYSIS... 25

Dynamic Analysis Results ... 25

Mode Shapes ... 27

RESPONSE SPECTRUM ANALYSIS ... 30

SEISMIC ANALYSIS RESULTS – STOREY FORCES ... 32

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SERVICEABILITY & DAMAGE LIMITATION ... 35

SERVICEABILITY ... 35

Design Service Life ... 35

DAMAGE LIMITATION ... 35

INTER-STOREY DRIFT ... 35

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

INTERNAL FORCES DIAGRAMS ... 38

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

RAFT FOUNDATION DESIGN ... 41

Ground pressure distribution under raft foundation ... 41

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

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

Design calculation for Raft foundation ... 43

Design Calculation for T-Beam Foundation ... 50

Design Calculations for Columns Sample Members ... 67

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OJBECTIVES

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

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

documentation. It evaluates the construction documents to determine whether the

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

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

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

office complex project.

SCOPE OF WORKS

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

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

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

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

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

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

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

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

sufficient information to guide the construction of the structure;

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

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

appropriate codes and standards;

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STRUCTURAL DESIGN CHECKLIST

The structural design process is briefed under the following.

1. Design code and Standards used

2. Structural Loadings

2. Material specifications and geotechnical recommendations.

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

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

5. Structural Regularity and Structural Analysis Method.

6. Behaviour Factor

7. Damage Limitation and Storey Drift Sensitivity analysis

8. Drawing completeness and continuity of load paths.

9. Design check of representative structural elements.

10. Appendix Computer Model/Simulation Results.

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INTRODUCTION

Design Parameters and Description

This statement summarizes the design loading criteria and approach for the structural

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

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

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

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

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

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

granting of a building permit.

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

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

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

Site Description

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

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

Television Ghana and very close to the popular café shop.

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

a giving elevation difference of about 0.50m

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DESIGN PHILOSOPHY

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

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

design method is used in the analysis making sure that;

1.

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

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

2.

During normal working conditions the deformation of structural members

does not detract from the appearance, durability or performance.

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DESIGN CONCEPT

The concept employed for carrying gravity/vertical loads in the superstructure is a

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

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

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

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.

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DESIGN CODES AND STANDARD REFERENCES

Design Codes

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

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

following;

Ref

Criteria

Publisher

Doc. No.

Title

1 Design Basis Eurocode EN1990

Basis of Structural Design

2 Loading

Eurocode EN1991

Actions on structures

3 Concrete

Eurocode EN1992

Design of concrete structures

4 Steel

Eurocode EN1993

Design of steel structures

5 Composite

Eurocode EN1994

Design of composite steel and concrete structures

6 Timber

Eurocode EN1995

Design of timber structures

7 Masonry

Eurocode EN1996

Design of masonry structures

8 Geotechnical Eurocode EN1997

Geotechnical design

9 Seismic

Eurocode EN1998

Design of structures for earthquake resistance

10 Aluminum

Eurocode EN1999

Design of aluminum structures

11 Concrete

Spec

Eurocode EN206

Concrete - Part 1: Specification, performance,

production and conformity

References

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

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

foundations and retaining structures. Thomas Telford, London.

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

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

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

2.10

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

Chart 2

*4 Reference: Structural Engineer’s Pocket Book by Fiona Cobb, page 41

*5 Reference: http://www.eng-tips.com/viewthread.cfm?qid=335659

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CONCEPTUAL DESIGN

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

to support the initially submitted architectural drawings and subsequently resulting into

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

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

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

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

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

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

walls must be stronger than the beams.

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

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

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

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

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

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

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

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

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DESIGN STRUCTURAL LOADS

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

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

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

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

vertical/gravity loads and horizontal loads.

These loads are:

Permanent Actions (Dead Loads)



Variable Actions (Live Loads)



Permanent Action (Self-weight and Super Dead)



Wind Loads



Seismic Loads (Earthquake)

Dead loads;-

AREA

LOAD TYPES

LOAD INTENSITY

Office

Suspended ceiling

0.30 kN/m2

Services

0.30 kN/m2

50mm Screed

1.2 kN/m2

Floor tiles plus bedding

1.0 kN/m2

TOTAL

SUPER-DEAD LOADS

2.80 kN/m2

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Live

loads;-AREA

LOAD TYPES

LOAD INTENSITY

Office

General Office space

2.5 kN/m2

Stair

4.0 kN/m2

Lift Lobby

4.0 kN/m2

Roof Live

1.5 kN/m2

TOTAL

Movable dry light weight Partition

1.0 kN/m2

TOTAL

Wind Loads;-

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

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

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

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

2

Seismic Loads;-

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

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

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

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

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

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LOAD CASES

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

load arrangement to obtain the worse effects.

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

Loads Cases and Limits States Combination Types

Case

Label

Case name

Nature

Analysis type

1

DL1

Self-weight

Structural

Static - Linear

2

DL2

Imposed Dead Load

Structural

Static - Linear

3

LL1

Imposed Live Load

live

Static - Linear

4

LR1

Roof Live Load

live

Static - Linear

5

MOD5

Modal

Modal

6

SEI_X6

Seismic EC 8 Direction_X

seismic

Seismic-EC 8

7

SEI_Y7

Seismic EC 8 Direction_Y

seismic

Seismic-EC 8

8

SPE_NEW8

1 * X 0.3 * Y

seismic

Linear Combination

9

SPE_NEW9

1 * X -0.3 * Y

seismic

Linear Combination

10

SPE_NEW10

0.3 * X 1 * Y

seismic

Linear Combination

11

SPE_NEW11

0.3 * X -1 * Y

seismic

Linear Combination

12

WIND1

Wind Simulation X+ 30 m/s (variable)

wind

Static - Linear

13

WIND2

Wind Simulation Y+ 30 m/s (variable)

wind

Static - Linear

14

WIND3

Wind Simulation X- 30 m/s (variable)

wind

Static - Linear

15

WIND4

Wind Simulation Y- 30 m/s (variable)

wind

Static - Linear

16

ULS

Linear Combination

17

ULS+

Linear Combination

18

ULS-

Linear Combination

19

SLS

Linear Combination

20

SLS+

Linear Combination

21

SLS-

Linear Combination

22

SLS:CHR

Linear Combination

23

SLS:CHR+

Linear Combination

24

SLS:CHR-

Linear Combination

25

SLS:FRE

Linear Combination

26

SLS:FRE+

Linear Combination

27

SLS:FRE-

Linear Combination

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29

SLS:QPR+

Linear Combination

30

SLS:QPR-

Linear Combination

31

ACC

Linear Combination

32

ACC+

Linear Combination

33

ACC-

Linear Combination

34

ACC:SEI

Static - Linear

35

ACC:SEI+

Static - Linear

36

ACC:SEI-

Static - Linear

37

FIRE

Static - Linear

38

FIRE+

Static - Linear

39

FIRE-

Static - Linear

CODE COMBINATION COMPONENTS

Number

Combinations/Comp.

Definition

1

ULS/\t1

DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500

2

ULS/\t2

DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND1*0.900

3

ULS/\t3

DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND2*0.900

4

ULS/\t4

DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND3*0.900

5

ULS/\t5

DL1*1.350 + DL2*1.350 + LL1*1.500 + LR1*1.500 + WIND4*0.900

6

ULS/\t6

DL1*1.350 + DL2*1.350

7

ULS/\t7

DL1*1.350 + DL2*1.350 + LL1*1.500

8

ULS/\t8

DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND1*0.900

9

ULS/\t9

DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND2*0.900

10

ULS/\t10

DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND3*0.900

11

ULS/\t11

DL1*1.350 + DL2*1.350 + LL1*1.500 + WIND4*0.900

12

ULS/\t12

DL1*1.350 + DL2*1.350 + LR1*1.500

13

ULS/\t13

DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND1*0.900

14

ULS/\t14

DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND2*0.900

15

ULS/\t15

DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND3*0.900

16

ULS/\t16

DL1*1.350 + DL2*1.350 + LR1*1.500 + WIND4*0.900

17

ULS/\t17

DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500

18

ULS/\t18

DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND1*0.900

19

ULS/\t19

DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND2*0.900

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20

ULS/\t20

DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND3*0.900

21

ULS/\t21

DL1*1.000 + DL2*1.000 + LL1*1.500 + LR1*1.500 + WIND4*0.900

22

ULS/\t22

DL1*1.000 + DL2*1.000

23

ULS/\t23

DL1*1.000 + DL2*1.000 + LL1*1.500

24

ULS/\t24

DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND1*0.900

25

ULS/\t25

DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND2*0.900

26

ULS/\t26

DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND3*0.900

27

ULS/\t27

DL1*1.000 + DL2*1.000 + LL1*1.500 + WIND4*0.900

28

ULS/\t28

DL1*1.000 + DL2*1.000 + LR1*1.500

29

ULS/\t29

DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND1*0.900

30

ULS/\t30

DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND2*0.900

31

ULS/\t31

DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND3*0.900

32

ULS/\t32

DL1*1.000 + DL2*1.000 + LR1*1.500 + WIND4*0.900

33

ULS/\t33

DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND1*1.500

34

ULS/\t34

DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND2*1.500

35

ULS/\t35

DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND3*1.500

36

ULS/\t36

DL1*1.350 + DL2*1.350 + LL1*1.050 + LR1*1.050 + WIND4*1.500

37

ULS/\t37

DL1*1.350 + DL2*1.350 + WIND1*1.500

38

ULS/\t38

DL1*1.350 + DL2*1.350 + WIND2*1.500

39

ULS/\t39

DL1*1.350 + DL2*1.350 + WIND3*1.500

40

ULS/\t40

DL1*1.350 + DL2*1.350 + WIND4*1.500

41

ULS/\t41

DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND1*1.500

42

ULS/\t42

DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND2*1.500

43

ULS/\t43

DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND3*1.500

44

ULS/\t44

DL1*1.350 + DL2*1.350 + LL1*1.050 + WIND4*1.500

45

ULS/\t45

DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND1*1.500

46

ULS/\t46

DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND2*1.500

47

ULS/\t47

DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND3*1.500

48

ULS/\t48

DL1*1.350 + DL2*1.350 + LR1*1.050 + WIND4*1.500

49

ULS/\t49

DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND1*1.500

50

ULS/\t50

DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND2*1.500

51

ULS/\t51

DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND3*1.500

52

ULS/\t52

DL1*1.000 + DL2*1.000 + LL1*1.050 + LR1*1.050 + WIND4*1.500

53

ULS/\t53

DL1*1.000 + DL2*1.000 + WIND1*1.500

54

ULS/\t54

DL1*1.000 + DL2*1.000 + WIND2*1.500

55

ULS/\t55

DL1*1.000 + DL2*1.000 + WIND3*1.500

56

ULS/\t56

DL1*1.000 + DL2*1.000 + WIND4*1.500

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57

ULS/\t57

DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND1*1.500

58

ULS/\t58

DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND2*1.500

59

ULS/\t59

DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND3*1.500

60

ULS/\t60

DL1*1.000 + DL2*1.000 + LL1*1.050 + WIND4*1.500

61

ULS/\t61

DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND1*1.500

62

ULS/\t62

DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND2*1.500

63

ULS/\t63

DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND3*1.500

64

ULS/\t64

DL1*1.000 + DL2*1.000 + LR1*1.050 + WIND4*1.500

65

SLS:CHR/\t1

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000

66

SLS:CHR/\t2

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND1*0.600

67

SLS:CHR/\t3

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND2*0.600

68

SLS:CHR/\t4

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND3*0.600

69

SLS:CHR/\t5

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND4*0.600

70

SLS:CHR/\t6

DL1*1.000 + DL2*1.000

71

SLS:CHR/\t7

DL1*1.000 + DL2*1.000 + LL1*1.000

72

SLS:CHR/\t8

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND1*0.600

73

SLS:CHR/\t9

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND2*0.600

74

SLS:CHR/\t10

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND3*0.600

75

SLS:CHR/\t11

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND4*0.600

76

SLS:CHR/\t12

DL1*1.000 + DL2*1.000 + LR1*1.000

77

SLS:CHR/\t13

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND1*0.600

78

SLS:CHR/\t14

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND2*0.600

79

SLS:CHR/\t15

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND3*0.600

80

SLS:CHR/\t16

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND4*0.600

81

SLS:CHR/\t17

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND1*1.000

82

SLS:CHR/\t18

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND2*1.000

83

SLS:CHR/\t19

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND3*1.000

84

SLS:CHR/\t20

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND4*1.000

85

SLS:CHR/\t21

DL1*1.000 + DL2*1.000 + WIND1*1.000

86

SLS:CHR/\t22

DL1*1.000 + DL2*1.000 + WIND2*1.000

87

SLS:CHR/\t23

DL1*1.000 + DL2*1.000 + WIND3*1.000

88

SLS:CHR/\t24

DL1*1.000 + DL2*1.000 + WIND4*1.000

89

SLS:CHR/\t25

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND1*1.000

90

SLS:CHR/\t26

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND2*1.000

91

SLS:CHR/\t27

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND3*1.000

92

SLS:CHR/\t28

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND4*1.000

93

SLS:CHR/\t29

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND1*1.000

STR

U

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RA

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N

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OF

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17

94

SLS:CHR/\t30

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND2*1.000

95

SLS:CHR/\t31

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND3*1.000

96

SLS:CHR/\t32

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND4*1.000

97

SLS:FRE/\t33

DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500

98

SLS:FRE/\t34

DL1*1.000 + DL2*1.000

99

SLS:FRE/\t35

DL1*1.000 + DL2*1.000 + LL1*0.500

100

SLS:FRE/\t36

DL1*1.000 + DL2*1.000 + LR1*0.500

101

SLS:FRE/\t37

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200

102

SLS:FRE/\t38

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND2*0.200

103

SLS:FRE/\t39

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND3*0.200

104

SLS:FRE/\t40

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND4*0.200

105

SLS:FRE/\t41

DL1*1.000 + DL2*1.000 + WIND1*0.200

106

SLS:FRE/\t42

DL1*1.000 + DL2*1.000 + WIND2*0.200

107

SLS:FRE/\t43

DL1*1.000 + DL2*1.000 + WIND3*0.200

108

SLS:FRE/\t44

DL1*1.000 + DL2*1.000 + WIND4*0.200

109

SLS:FRE/\t45

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200

110

SLS:FRE/\t46

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND2*0.200

111

SLS:FRE/\t47

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND3*0.200

112

SLS:FRE/\t48

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND4*0.200

113

SLS:FRE/\t49

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200

114

SLS:FRE/\t50

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND2*0.200

115

SLS:FRE/\t51

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND3*0.200

116

SLS:FRE/\t52

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND4*0.200

117

SLS:QPR/\t53

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300

118

SLS:QPR/\t54

DL1*1.000 + DL2*1.000

119

SLS:QPR/\t55

DL1*1.000 + DL2*1.000 + LL1*0.300

120

SLS:QPR/\t56

DL1*1.000 + DL2*1.000 + LR1*0.300

121

SLS:CHR/\t1

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000

122

SLS:CHR/\t2

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND1*0.600

123

SLS:CHR/\t3

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND2*0.600

124

SLS:CHR/\t4

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND3*0.600

125

SLS:CHR/\t5

DL1*1.000 + DL2*1.000 + LL1*1.000 + LR1*1.000 + WIND4*0.600

126

SLS:CHR/\t6

DL1*1.000 + DL2*1.000

127

SLS:CHR/\t7

DL1*1.000 + DL2*1.000 + LL1*1.000

128

SLS:CHR/\t8

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND1*0.600

129

SLS:CHR/\t9

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND2*0.600

130

SLS:CHR/\t10

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND3*0.600

STR

U

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RA

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N

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OF

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18

131

SLS:CHR/\t11

DL1*1.000 + DL2*1.000 + LL1*1.000 + WIND4*0.600

132

SLS:CHR/\t12

DL1*1.000 + DL2*1.000 + LR1*1.000

133

SLS:CHR/\t13

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND1*0.600

134

SLS:CHR/\t14

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND2*0.600

135

SLS:CHR/\t15

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND3*0.600

136

SLS:CHR/\t16

DL1*1.000 + DL2*1.000 + LR1*1.000 + WIND4*0.600

137

SLS:CHR/\t17

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND1*1.000

138

SLS:CHR/\t18

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND2*1.000

139

SLS:CHR/\t19

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND3*1.000

140

SLS:CHR/\t20

DL1*1.000 + DL2*1.000 + LL1*0.700 + LR1*0.700 + WIND4*1.000

141

SLS:CHR/\t21

DL1*1.000 + DL2*1.000 + WIND1*1.000

142

SLS:CHR/\t22

DL1*1.000 + DL2*1.000 + WIND2*1.000

143

SLS:CHR/\t23

DL1*1.000 + DL2*1.000 + WIND3*1.000

144

SLS:CHR/\t24

DL1*1.000 + DL2*1.000 + WIND4*1.000

145

SLS:CHR/\t25

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND1*1.000

146

SLS:CHR/\t26

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND2*1.000

147

SLS:CHR/\t27

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND3*1.000

148

SLS:CHR/\t28

DL1*1.000 + DL2*1.000 + LL1*0.700 + WIND4*1.000

149

SLS:CHR/\t29

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND1*1.000

150

SLS:CHR/\t30

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND2*1.000

151

SLS:CHR/\t31

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND3*1.000

152

SLS:CHR/\t32

DL1*1.000 + DL2*1.000 + LR1*0.700 + WIND4*1.000

153

SLS:FRE/\t1

DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500

154

SLS:FRE/\t2

DL1*1.000 + DL2*1.000

155

SLS:FRE/\t3

DL1*1.000 + DL2*1.000 + LL1*0.500

156

SLS:FRE/\t4

DL1*1.000 + DL2*1.000 + LR1*0.500

157

SLS:FRE/\t5

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200

158

SLS:FRE/\t6

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND2*0.200

159

SLS:FRE/\t7

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND3*0.200

160

SLS:FRE/\t8

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND4*0.200

161

SLS:FRE/\t9

DL1*1.000 + DL2*1.000 + WIND1*0.200

162

SLS:FRE/\t10

DL1*1.000 + DL2*1.000 + WIND2*0.200

163

SLS:FRE/\t11

DL1*1.000 + DL2*1.000 + WIND3*0.200

164

SLS:FRE/\t12

DL1*1.000 + DL2*1.000 + WIND4*0.200

165

SLS:FRE/\t13

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200

166

SLS:FRE/\t14

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND2*0.200

167

SLS:FRE/\t15

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND3*0.200

STR

U

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RA

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N

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OR

T

–

LABO

NE

OF

FICE

19

168

SLS:FRE/\t16

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND4*0.200

169

SLS:FRE/\t17

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200

170

SLS:FRE/\t18

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND2*0.200

171

SLS:FRE/\t19

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND3*0.200

172

SLS:FRE/\t20

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND4*0.200

173

SLS:QPR/\t1

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300

174

SLS:QPR/\t2

DL1*1.000 + DL2*1.000

175

SLS:QPR/\t3

DL1*1.000 + DL2*1.000 + LL1*0.300

176

SLS:QPR/\t4

DL1*1.000 + DL2*1.000 + LR1*0.300

177

ACC:SEI/\t1

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

SEI_Y7*0.300

178

ACC:SEI/\t2

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

SEI_Y7*-0.300

179

ACC:SEI/\t3

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

SEI_Y7*1.000

180

ACC:SEI/\t4

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

SEI_Y7*-1.000

181

ACC:SEI/\t5

DL1*1.000 + DL2*1.000

182

ACC:SEI/\t6

DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*0.300

183

ACC:SEI/\t7

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

184

ACC:SEI/\t8

DL1*1.000 + DL2*1.000 + SEI_X6*0.300 + SEI_Y7*1.000

185

ACC:SEI/\t9

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

186

ACC:SEI/\t10

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

187

ACC:SEI/\t11

DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 +

SEI_Y7*-0.300

188

ACC:SEI/\t12

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

189

ACC:SEI/\t13

DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*0.300 +

SEI_Y7*-1.000

190

ACC:SEI/\t14

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

191

ACC:SEI/\t15

DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 +

SEI_Y7*-0.300

192

ACC:SEI/\t16

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

193

ACC:SEI/\t17

DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*0.300 +

SEI_Y7*-1.000

194

ACC:SEI/\t18

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

SEI_Y7*-0.300

195

ACC:SEI/\t19

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

SEI_Y7*0.300

196

ACC:SEI/\t20

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

SEI_Y7*-1.000

STR

U

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RA

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N

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LABO

NE

OF

FICE

20

197

ACC:SEI/\t21

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

SEI_Y7*1.000

198

ACC:SEI/\t22

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

199

ACC:SEI/\t23

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

200

ACC:SEI/\t24

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

201

ACC:SEI/\t25

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

202

ACC:SEI/\t26

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

SEI_Y7*-0.300

203

ACC:SEI/\t27

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

SEI_Y7*0.300

204

ACC:SEI/\t28

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

SEI_Y7*-1.000

205

ACC:SEI/\t29

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

SEI_Y7*1.000

206

ACC:SEI/\t30

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

SEI_Y7*-0.300

207

ACC:SEI/\t31

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

SEI_Y7*0.300

208

ACC:SEI/\t32

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

SEI_Y7*-1.000

209

ACC:SEI/\t33

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

SEI_Y7*1.000

210

ACC:SEISHEAR /\t34

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300

211

ACC:SEISHEAR /\t35

DL1*1.000 + DL2*1.000

212

ACC:SEISHEAR /\t36

DL1*1.000 + DL2*1.000 + LL1*0.300

213

ACC:SEISHEAR /\t37

DL1*1.000 + DL2*1.000 + LR1*0.300

214

ACC:SEI/\t1

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

SEI_Y7*0.300

215

ACC:SEI/\t2

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

SEI_Y7*-0.300

216

ACC:SEI/\t3

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

SEI_Y7*1.000

217

ACC:SEI/\t4

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

SEI_Y7*-1.000

218

ACC:SEI/\t5

DL1*1.000 + DL2*1.000

219

ACC:SEI/\t6

DL1*1.000 + DL2*1.000 + SEI_X6*1.000 + SEI_Y7*0.300

220

ACC:SEI/\t7

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

221

ACC:SEI/\t8

DL1*1.000 + DL2*1.000 + SEI_X6*0.300 + SEI_Y7*1.000

222

ACC:SEI/\t9

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

STR

U

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LABO

NE

OF

FICE

21

224

ACC:SEI/\t11

DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*1.000 +

SEI_Y7*-0.300

225

ACC:SEI/\t12

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

226

ACC:SEI/\t13

DL1*1.000 + DL2*1.000 + LL1*0.300 + SEI_X6*0.300 +

SEI_Y7*-1.000

227

ACC:SEI/\t14

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

228

ACC:SEI/\t15

DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*1.000 +

SEI_Y7*-0.300

229

ACC:SEI/\t16

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

230

ACC:SEI/\t17

DL1*1.000 + DL2*1.000 + LR1*0.300 + SEI_X6*0.300 +

SEI_Y7*-1.000

231

ACC:SEI/\t18

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

SEI_Y7*-0.300

232

ACC:SEI/\t19

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

SEI_Y7*0.300

233

ACC:SEI/\t20

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

SEI_Y7*-1.000

234

ACC:SEI/\t21

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

SEI_Y7*1.000

235

ACC:SEI/\t22

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

236

ACC:SEI/\t23

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

237

ACC:SEI/\t24

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

238

ACC:SEI/\t25

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

239

ACC:SEI/\t26

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

SEI_Y7*-0.300

240

ACC:SEI/\t27

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

SEI_Y7*0.300

241

ACC:SEI/\t28

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

SEI_Y7*-1.000

242

ACC:SEI/\t29

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

SEI_Y7*1.000

243

ACC:SEI/\t30

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

SEI_Y7*-0.300

244

ACC:SEI/\t31

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

SEI_Y7*0.300

245

ACC:SEI/\t32

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

SEI_Y7*-1.000

246

ACC:SEI/\t33

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

SEI_Y7*1.000

247

FIRE/\t1

DL1*1.000 + DL2*1.000 + LL1*0.500 + LR1*0.500

248

FIRE/\t2

DL1*1.000 + DL2*1.000

249

FIRE/\t3

DL1*1.000 + DL2*1.000 + LL1*0.500

STR

U

CTU

RA

L D

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IG

N

RE

P

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–

LABO

NE

OF

FICE

22

250

FIRE/\t4

DL1*1.000 + DL2*1.000 + LR1*0.500

251

FIRE/\t5

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND1*0.200

252

FIRE/\t6

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND2*0.200

253

FIRE/\t7

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND3*0.200

254

FIRE/\t8

DL1*1.000 + DL2*1.000 + LL1*0.300 + LR1*0.300 + WIND4*0.200

255

FIRE/\t9

DL1*1.000 + DL2*1.000 + WIND1*0.200

256

FIRE/\t10

DL1*1.000 + DL2*1.000 + WIND2*0.200

257

FIRE/\t11

DL1*1.000 + DL2*1.000 + WIND3*0.200

258

FIRE/\t12

DL1*1.000 + DL2*1.000 + WIND4*0.200

259

FIRE/\t13

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND1*0.200

260

FIRE/\t14

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND2*0.200

261

FIRE/\t15

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND3*0.200

262

FIRE/\t16

DL1*1.000 + DL2*1.000 + LL1*0.300 + WIND4*0.200

263

FIRE/\t17

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND1*0.200

264

FIRE/\t18

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND2*0.200

265

FIRE/\t19

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND3*0.200

266

FIRE/\t20

DL1*1.000 + DL2*1.000 + LR1*0.300 + WIND4*0.200

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GENERAL NOTES AND SPECIFICATIONS

a) High tensile yield steel of characteristic strength 500 N/mm

2

_{respectively was}

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

with the current BS 4449.

b) The concrete grade used was

C25/30

and concrete on the project is to have a

minimum crushing cube strength of 30 N/mm

2

_{at 28 days. Blinding was in}

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

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

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

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

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

quartzite. Maximum size shall be 5mm.

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

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

same thing was required.

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

of 5 N/mm

2

_.

h) The cover to main reinforcement specified otherwise was

Foundations = 50mm

Columns

= 35mm

Beams

= 30mm

Slabs

= 25mm

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STRUCTURAL ANALYSIS

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

on physical structures and their components to ensure that Structural members

subject to this type of forces withstand loads safely.

The followign types analysis was conducted;



Static Analysis



Modal Dyanamic Analysis



Seismic Analsysis

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Project properties:

LABONE OFFICE COMPLEX foundation model

Structure type: Shell

Structure gravity center coordinates:

X = 12.549 (m)

Y = 0.746 (m)

Z = 4.137 (m)

Central moments of inertia of a structure:

Ix = 19784039.746 (kg*m2)

Iy = 48367374.102 (kg*m2)

Iz = 42812901.162 (kg*m2)

Mass = 801828.604 (kg)

Coordinates of structure centroid with dynamic global masses considered:

X = 12.752 (m)

Y = 0.838 (m)

Z = 3.951 (m)

Central moments of inertia of a structure with dynamic global masses considered:

Ix = 39828248.179 (kg*m2)

Iy = 97838033.803 (kg*m2)

Iz = 89103660.184 (kg*m2)

Mass = 1532213.456 (kg)

Structure description

Number of nodes:

8091

Number of bars:

219

Bar finite elements:

1898

Planar finite elements:

8251

Volumetric finite elements:

0

No of static degree of freedom:

48460

Cases:

35

Combinations:

4

MODAL ANALYSIS

Dynamic Analysis Results

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

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

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

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

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

response, predominant translation were observed in the mass participations.

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

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

Case/Mode Frequency

(Hz)

Period

(sec)

Rel.mas.UX

(%)

Rel.mas.UY

(%)

Cur.mas.UX

(%)

Cur.mas.UY

(%)

Total mass

(kg)

24/1

1.415

0.707

3.166

59.445

3.166

59.445

1392252.33

24/2

1.507

0.663

62.087

64.686

58.92

5.242

1392252.33

24/3

1.756

0.569

67.323

67.652

5.236

2.966

1392252.33

24/4

3.097

0.323

67.399

68.148

0.076

0.496

1392252.33

24/5

4.356

0.23

67.402

73.565

0.003

5.417

1392252.33

24/6

4.652

0.215

67.406

73.669

0.005

0.104

1392252.33

24/7

5.468

0.183

67.416

74.992

0.01

1.323

1392252.33

24/8

5.687

0.176

67.423

75.205

0.006

0.213

1392252.33

24/9

6.403

0.156

70.957

75.283

3.535

0.079

1392252.33

24/10

7.071

0.141

72.658

75.307

1.701

0.023

1392252.33

24/11

7.413

0.135

72.856

75.328

0.198

0.021

1392252.33

24/12

8.152

0.123

75.719

75.644

2.863

0.317

1392252.33

24/13

8.658

0.115

75.986

78.494

0.267

2.85

1392252.33

24/14

8.828

0.113

76.886

78.494

0.9

0

1392252.33

24/15

9.205

0.109

77.003

78.686

0.117

0.192

1392252.33

24/16

9.679

0.103

77.875

85.341

0.872

6.655

1392252.33

24/17

9.837

0.102

79.302

85.517

1.427

0.176

1392252.33

24/18

10.313

0.097

87.12

85.618

7.818

0.1

1392252.33

24/19

10.625

0.094

87.123

85.62

0.003

0.003

1392252.33

24/20

11.428

0.088

90.288

85.668

3.166

0.047

1392252.33

24/21

12.091

0.083

90.319

85.849

0.031

0.182

1392252.33

24/22

12.454

0.08

90.612

85.992

0.293

0.143

1392252.33

24/23

12.809

0.078

90.639

86.135

0.027

0.143

1392252.33

24/24

13.322

0.075

90.65

86.294

0.011

0.159

1392252.33

24/25

13.662

0.073

90.65

86.294

0

0

1392252.33

24/26

14.113

0.071

90.65

86.573

0.001

0.278

1392252.33

24/27

14.435

0.069

90.65

86.579

0

0.006

1392252.33

24/28

14.768

0.068

90.657

86.602

0.006

0.024

1392252.33

24/29

15.064

0.066

90.672

86.836

0.015

0.234

1392252.33

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Mode Shapes

Mode 1 view 1 – coupled lateral translation and torsion

Mode 1 view 2 – coupled lateral translation and torsion

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Mode 2 view 1- pure lateral translation

Mode 2 view 2 – pure lateral translation

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Mode 3 view 1 – pure torsional response

Mode 31 view 2- pure torsional response

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RESPONSE SPECTRUM ANALYSIS

Case 24

:

Seismic EC 8 Direction_X

Analysis type: Seismic-EC8

Mass eccentricities

ex = 5.000 (%)

ey = 5.000 (%)

Excitation direction:

X = 1.000

Y = 0.000

Z = 0.000

Data:

Site

: B

Spectrum

: Dimensioning

Spectrum type

: 1

Direction

: Horizontal

Behavior factor

: 1.500

0

.

0

1

.

0

2

.

0

3

.

0

0

.

0

1

.

0

2

.

0

3

.

0

4

.

0

P

e

r

io

d

(

s

)

A

c

c

e

le

r

a

t

io

n

(

m

/

s

^

2

)

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Spectrum parameters:

Acceleration

:

a

g

= 1.962

Damping

:



= 5.00 %

Damping correction

:



= [10/(5+



)]

0,5

= 1.000

S

= 1.200



= 0.200

T

B

= 0.150

T

C

= 0.500 T

D

= 2.000

Case 25

:

Seismic EC 8 Direction_Y

Analysis type: Seismic-EC8

Mass eccentricities

ex = 5.000 (%)

ey = 5.000 (%)

Excitation direction:

X = 0.000

Y = 1.000

Z = 0.000

Data:

Site

: B

Spectrum

: Dimensioning

0

.

0

1

.

0

2

.

0

3

.

0

0

.

0

1

.

0

2

.

0

3

.

0

4

.

0

P

e

r

io

d

(

s

)

A

c

c

e

le

r

a

t

io

n

(

m

/

s

^

2

)

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Spectrum type

: 1

Direction

: Horizontal

Behavior factor

: 1.500

Spectrum parameters:

Acceleration

:

a

g

= 1.962

Damping

:



= 5.00 %

Damping correction

:



= [10/(5+



)]

0,5

= 1.000

S

= 1.200



= 0.200

T

B

= 0.150

T

C

= 0.500 T

D

= 2.000

SEISMIC ANALYSIS RESULTS – STOREY FORCES

Case/Story

G (x,y,z) (m)

FX (kN)

FY (kN)

MZ (kNm)

ACC+/1

12.66 0.71 -0.58

2863.3

2749.91

11690.86

ACC+/2

12.52 0.75 2.82

2677.71

2565.04

10686.74

ACC+/3

12.52 0.75 6.02

2165.06

2066.35

8041.5

ACC+/4

12.52 0.75 9.22

1289.06

1224.42

4171.65

ACC+/5

12.06 0.95 11.11

176.87

165.39

62.18

Case/Story

FX to columns

(kN)

FX to walls

(kN)

FY to columns

(kN)

FY to walls

(kN)

ACC+/1

1192.4

1671.33

792.53

1958.54

ACC+/2

425.01

2253.27

430.88

2134.71

ACC+/3

416.84

1749.2

389.51

1677.25

ACC+/4

408.62

881.26

334.11

890.65

ACC+/5

0

176.87

0

165.39

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WIND ANALYSIS

The wind loading regime was automatically generated in the Autodesk® RobotTM

Structural Analysis Professional 2015 software which incorporates a new wind

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

accomplish this, the tool incorporates an advance computational fluid dynamics

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

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

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

simulation.

Resultant Wind Force : Fw = Fw,e + Ffr

External Force : Fw,e = Pf * Aref

Frictional Force : Ffr = Pfr * Afr

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

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

External Wind Pressure : We = Qp * Cpe

Exposure Factor : Ce = Qp / Qb

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

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

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

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

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

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

Terrain Category : II

Friction Coefficient : Cfr = 0.00

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

Directional Factor : Cdir = 1.00

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SERVICEABILITY & DAMAGE LIMITATION

SERVICEABILITY

Horizontal Deflection Criteria

•

Lateral deflection limit – Wind limit

Height/500

•

Lateral deflection criteria – seismic limit

Height/200

Vertical Deflection

•

Deflection limit (DL + LL)

L/250

•

Incremental Deflection (DL + LL + Creep)

L/500

•

Movement provision shall be made at heads of walls and partitions to

accommodate the slab deflections

Design Service Life

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

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

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

DAMAGE LIMITATION

INTER-STOREY DRIFT

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

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

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

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

the true seismic displacements.

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

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

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

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

behavior factor taken as 1.5)

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

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

and tabulated below.

Case/Story

UX

(mm)

UY

(mm)

dr UX

(mm)

dr UY

(mm)

d UX

d UY

24/1

4.7

-1.4

4.7

-1.4

0.004

-0.001

24/2

24.4

-8.1

19.7

-6.7

0.006

-0.002

24/3

42.7

-14.2

18.3

-6.2

0.006

-0.002

24/4

59.5

-18.1

16.8

-3.8

0.005

-0.001

24/5

70.9

-14.4

11.4

3.7

0.005

0.002

Case/Story

UX

(mm)

UY

(mm)

dr UX

(mm)

dr UY

(mm)

d UX

d UY

25/1

1

5.6

1

5.6

0.001

0.005

25/2

4.4

28.2

3.4

22.7

0.001

0.007

25/3

7.8

49.3

3.4

21

0.001

0.007

25/4

12.3

66.3

4.5

17.1

0.001

0.005

25/5

13.8

71.9

1.5

5.6

0.001

0.002