sev 454-design project 1.pdf

of 98

SCHOOL OF SCIENCE AND TECHNOLOGY SEV454 - ADVANCED STRUCTURAL DESIGN

Design Project 1

Student Name: Busiku Silenga

Student ID: 210037589

Supervisor Name: Dr Riyadh Al-Ameri

Submission Date: 28th April 2014

of 98

Contents

Chapter 1.Group Work .......................................................................................................................... 5

1.0 INTRODUCTION ................................................................................................................... 5

2.0 - SCOPE .......................................................................................................................................... 5

3.0 DESIGN CONCEPT ...................................................................................................................... 6

4.0 ASSUMPTIONS ........................................................................................................................... 7

5.0 MATERIAL PROPERTIES ............................................................................................................. 8

5.1- General Requirements ............................................................................................................ 8

5.2 - Hardened Concrete ................................................................................................................ 8

5.3 Concrete Mix.......................................................................................................................... 9

5.4 Reinforced steel ..................................................................................................................... 9

6.0 Structural Layouts ................................................................................................................... 10

7.0 LOADS & COMBINATION LOAD CASES ................................................................................... 16

7.1 live loads .............................................................................................................................. 17

7.2 Dead loads ........................................................................................................................... 17

7.3 Area Calculations ................................................................................................................. 18

7.4 Uniformly Distributed loading ............................................................................................ 18

7.5 Combination Loading .......................................................................................................... 20

8.0 BEAM ANALYSIS....................................................................................................................... 22

8.1 Bending moment calculations ............................................................................................ 22

9.0 COLUMN ANALYSIS ................................................................................................................. 24

9.1 Column sizes ........................................................................................................................ 24

9.2 Axial loads ............................................................................................................................ 25

9.3 Bending moment calculations ............................................................................................ 25

APPENDIXES ...................................................................................................................................... 26

Appendix A Slab Areas .............................................................................................................. 26

Appendix B Trial sections .......................................................................................................... 27

Appendix C Combination Load values ...................................................................................... 29

Appendix D Beam moment values............................................................................................ 31

Appendix E Column Moments .................................................................................................. 33

Appendix F Beam Load summary sketches + Moment Diagrams ............................................ 34

Appendix F column moment diagrams ......................................................................................... 42

of 98

Chapter 2.Individual Work .............................................................................................................. 49

1.0 Introduction ............................................................................................................................. 49

2.0 Updates to Group Work .......................................................................................................... 50

2.1 General Requirements ........................................................................................................... 50

2.2 Loading.................................................................................................................................... 51

3.0 Column Design ......................................................................................................................... 52

3.1 Column C1-1 ......................................................................................................................... 52

3.1.1 General Requirements ................................................................................................... 52

3.1.2 Design Loads ........................................................................................................................ 53

3.1.3 Column Reinforcement Requirements ............................................................................... 54

3.1.4 Check If Column Is Short ..................................................................................................... 55

3.1.5 Moment Magnifier .............................................................................................................. 55

3.1.6 Column-Interaction diagram ............................................................................................... 56

3.1.7 Summary .............................................................................................................................. 60

3.2 Column C1-2 ......................................................................................................................... 61


3.2.2 Design Loads ........................................................................................................................ 62




3.2.6 Summary .............................................................................................................................. 69

3.3 Column C1-3 ......................................................................................................................... 70


3.3.2 Design Loads ........................................................................................................................ 71




3.2.6 Summary .............................................................................................................................. 78

3.4 Column C4 ............................................................................................................................ 79


3.4.2 Design Loads ........................................................................................................................ 80


+3.4.4 Check If Column Is Short ................................................................................................... 83


of 98

3.2.6 Summary .............................................................................................................................. 88

3.5 Column C1-5 ......................................................................................................................... 89


3.5.2 Design Loads ........................................................................................................................ 90



3.5.5 Moment Magnifier .............................................................................................................. 92


3.1.7 Summary .............................................................................................................................. 96

4.0 REFERENCES ............................................................................................................................. 97

of 98

Chapter 1.Group Work

1.0 INTRODUCTION

A new reinforced concrete six storey building has been proposed in greater city of Geelong area in

Australia and therefore must adhere to Australian Design Standards. The building consists of a car

park in the ground floor, offices in the 1st 4th floors , and a fifth floor for services. Group 10 has

been engaged as the structural design team responsible for the structural design and analysis of

level 5 for the project. A full set of architectural drawings have been made available and will be the

basis of the design.

2.0 - SCOPE

Group 10 is required to perform a full reinforced concrete design and analysis for all the columns,

shear walls for the fifth floor and subsequent footings of this six storey building. There are two

projects overall, with this one being project 1. For design project 1 there will be two submissions to

be made comprising of the initial group submission were a full structural analysis will be performed

to determine the design load actions (axial loads and moments) on all the columns and the second

being an individual submission where each group member will perform a full reinforced concrete

design for five columns on floor 5. It should be noted that the moment for the bottom and top of the

column needs to be calculated, therefore a structural analysis will also be performed for the top

floor to determine moment on the top end of the columns. These two submissions comprise of the

following tasks:

Submission 1 group

Signed cover sheet

Scope and assumptions

Material properties

Loads and combinations

Floor plans and sections

Structural analysis

Submission 2 Individual

Signed cover sheet

Update to group submission

Column design

Reflection on design project

Note: A full set of architectural drawings has been provided. Also provided are detailed

engineering drawings showing dimensions of the floor, beam and column and wall placement

with details of spacings, gridlines and selected elements for simplistic analysis. Placement of

some of the structural members has been relocated ensuring it has no carry on effect on the car

parking, in order to simplify analysis.

of 98

Figure 1.0 Braced columns

3.0 DESIGN CONCEPT

This particular building will be designed according to the framing structural system which consists of

slab on beams, columns, shear wall and isolated footings. The framing will be designed using

reinforced concrete rather than steel. This particular frame is a moment resisting frame which

means that the connections between beams and columns are rigid. Using beams will ensure longer

spans between columns ensuring there are less columns inside the building obstructing views and

space. The framing system will consists of shear walls such as the lift core. Such a design will ensure

that relative sideways between the top and bottom of the column is insignificant, making the

columns braced and more stable. Lateral loads (wind, earthquake) are also carried by combined

shear core/wall and rigid frame action. The concrete slab will behave as a horizontal diaphragm to

distribute the lateral loading to vertical structural elements (shear core/wall, columns). This type of

action can been seen in figure 1.

Design procedure:

1. Outline design process which takes place in idealizing a reinforced concrete structure

2. Simplify standard reinforced concrete building into a number of manageable idealized sub-

structures and structural elements and to construct their load paths

3. Estimate primary design loads on structural elements using appropriate standards and

handbooks.

4. Combine primary design load cases as per design standards to find critical load combinations

that govern design

5. Model building structure and analyse structural elements for design actions such as design

bending moment, shear force and deflections, etc.

6. To design reinforced concrete structural elements for design actions to satisfy strength limit

state criteria and serviceability criteria.

of 98

4.0 ASSUMPTIONS

Building is located in the city of Geelong with a temperate climate condition.

Design life of buildings is assumed to be 50 years{Buildings and other common structures}

The building is located where it is not in contact with sea water and is not subjected to any

sulphate.

No environmental considerations were adopted for the loads and combinations as required

per the brief.

Structure members will be enclosed for its entire service life, except for a brief period during

construction.

Structure members will be waterproofed in wet areas, such as steam rooms, sauna,

bathrooms, etc.

Building was not factored for fire safety.

All dimensions not supplied on the floor plan have been scaled off the plans to gain

necessary information.

Our trial design has considered that the slab thickness will be equal to the top flange

thickness of the beam.

Constant cross sectional dimensions for the continuous beams and slabs have been adopted

for the entire floor, since it will make construction of form work easier.

Constant cross section dimensions of columns have been adopted for the entire height of

the building, since it will make construction of form work easier.

Torsion in our design we have deemed as negligible as the structure will consist of two-way

slab construction which will interlock the structure together therefore any torsion affects

would be considered minimal.

Loads and design actions from the above floor have been considered, which will be used to

determine the moment actions on the top end of the columns.

N40 concrete strength has been adopted for our initial column analysis; however this will be

reviewed at the individual design stage to confirm its adequacy.

D500N reinforcement steel was adopted for our column analysis; however this will be

reviewed at the individual design stage to confirm adequacy.

Any columns that are shifted from their original positions will still have the same design axial

loads provided. It will also be assumed that shifting these columns wont have any effect on

the original design of the building.

Floor system is designed for gravity loads only

The floor above us will have the same structural member layout as level five and also have the same member cross sections.

AS codes will be crossed checked in order to ensure that any specific requirements are taken

into account, after the regulations are verified other factors such as safety, cost and

aesthetics may then be taken into account.

of 98

Table 5.1 Concrete cover

5.0 MATERIAL PROPERTIES

5.1- General Requirements

Exposure classification

Based on our location and building type we select a exposure class of A2, also assuming sealed

tiles for waterproofing {Non- residential, temperate climate [refer to table 4.3 AS3600-2009]}

Cover

Based on selected characteristic strength of our concrete (fc), which is selected as 40MPa, a

exposure class of A2, the required concrete cover will be 20mm {refer to table 4.10.3.2

AS3600.2009}.

5.2 - Hardened Concrete

Values are based on 28 Days of curing. All values are taken from AS3600-2009, unless stated

otherwise.

Property value Reference

Compressive strength fc (MPa) 40 Table 4.4

Minimum Compressive Strength -

Required for Exposure A2

25 Table 4.4

Mean in-situ compressive strength fc.mi (Mpa) 43 Table 3.1.2

Modulus of elasticity Ec *(MPa) 32800 Table 3.1.2

Uniaxial tensile strength fct (MPa) 2.27 Section 3.1.1.3

Coefficient of thermal expansion /oc 10*10-6 Section 3.1.6

Table 5.2- Properties of 40 MPa standard grade concrete

of 98

5.3 Concrete Mix

All properties for the coarse and fine aggregate have been take from Mamlouk M. & Zaniewski J.

(2002) Portland Cement Concrete. In Material for Civil and Construction Engineers, 3rd ed., pp. 246

314. USA: Pearson Education. P17. Unless stated otherwise.

Cement Type I GP Cement

Admixtures N/A

Air entrainer N/A

Coarse aggregate Gravel with crushed particles Bulk oven dry specific gravity = 2.621 Absorption=0.4% Oven dry-rodded density = 1652 kg/m3 Moisture content =1.5%

Fine aggregate Natural sand Bulk oven dry specific gravity = 2.572 Absorption=0.85% Fineness modulus = 2.6 Moisture content =4%

Table 5.3- Properties concrete materials

5.4 Reinforced steel

All values are taken from AS3600 2009, unless stated otherwise

Min Yield strength (Mpa) 500 Table 3.2.1

Shear modulus (MPa) 77000

Youngs modulus (MPa) 200000 Section 3.2.2

Min Tensile Strength (MPa)

675MPa AS4671:2001

Elongation at maximum force

5% AS4671:2001

Coefficient of thermal expansion

12*10^-6/oc

Poisons ratio 0.3

Ductility class N Table 3.2.1

Minimum cover 20mm Table 4.10.3.2

Table 5.4- Properties of reinforced steel

of 98

Table 6.0- Column allocation (Refer to column allocation figure below)

6.0 Structural Layouts

Notes on each drawing:

Fifth Floor (service) Column Layout -

Our structural layout of columns was kept relatively the same from the architectural drawings. There

were a few columns that had to be shifted slightly so structural analysis were easier, as a full

structural analysis is out of our scope for this project. The original design for this project is to have

slab straight on columns however for our concrete design; beams are placed over the columns

followed by the slab on top. This is why some columns were shifted as it made structural analysis

easier.

Fifth Floor (service) Beam Layout-

Lift is to be the structural core of the building, incorporating load bearing walls. The floor connects to the structural core.

Fifth Floor (service) Slab area Layout 2

Some of the rooms contain different superimposed loads. Therefore some of the area slabs were

split into two to acount for different loads. It is not exact but a rough lay out as a full structural

analysis is out of our scope.

Note1: Purple is the colour used to distinguish shear walls

Note2: Many columns will be designed by multiple students, since each student has to design five columns.

Student Column

Busiku Silenga [210037589] Red-C1-1, C1-2, C1-3, C1-5, C4

Saliba Adrian [211261419] Orange- C1-2, C1-3, C1-4, C4, C1-6

Alexander Karl Schmid [210689597] Grey- C1-6, C2-1, C2-2, C1-7, C1-9

Thisara Indula Siriwardena [210057207] Blue- C3-1, C3-2, C3-3, C3-4, C3-5

Syed Adil Amzar Syed Amerrudin [211178813] Brown C2-1, C1-8, C1-9, C1-10, C3-1

Qingyu Zhu [211178878] Green- C1-10, C3-1, C3-2, C1-11, C3-4

of 98

Fifth Floor (service) Column Layout

Scale: 1:150

of 98

Fifth Floor (service) Beam Layout

Scale: 1:150

of 98

Fifth Floor (service) Slab area Layout

Scale: 1:150

of 98

Fifth Floor (service) Slab area Layout 2

Scale: 1:150

A1-1 A1-2

A1-1

A1-1

A1-1

A1-1

A4-2

A1-1

A1-1

A1-1

A1-1

A8-1

A1-1

A1-1

A1-1

A1-1

A4-1

A1-1

A1-1

A1-1

A1-1

A3-1

A1-1

A1-1

A1-1

A1-1

A3-2

A1-1

A1-1

A1-1

A1-1

A2-1

A1-1

A1-1

A1-1

A1-1

A2-2

A1-1

A1-1

A1-1

A1-1 A8-2

A1-1

A7-1

A1-1 A7-2

-2

A8-2

A1-1

A1-1

A31-2

-2

A8-2

A1-1

A1-1

A31-1

-2

A8-2

A1-1

A1-1

A34-1

-1

-2

A31-1

-A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

A34-2

-1

-2

A31-1

-A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

A13-1

A1-1

A1-1

A1-1

A1-1

A13-2

A1-1

A1-1

A1-1

A1-1

A36-2

-2

A8-2

A1-1

A1-1

A36-1

-2

A36.2

-2A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

A39-1

.1

-2

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1 A36.2

-2A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

A39-2

.1

-2

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1 A36.2

-2A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

A37.1

-2

A8-2

A1-1

A1-1

A37-2

-2

A8-2

A1-1

A1-1

A38-1

.1

-2

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1 A36.2

-2A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

A38-2

.1

-2

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1

A36.1A36.2

-2A8-2 A1-1

A1-1 A8-2

A1-1

A1-1 A36.2

-2A8-2 A1-1

A1-1

A8-2

A1-1

A1-1

of 98

Fifth Floor (service) column allocation

Scale: 1:150

of 98

Figure 7.0.1 load paths

Figure 7.0.2 Vertical Load paths in a typical frame

7.0 LOADS & COMBINATION LOAD CASES Assuming only gravity loads are considered for the floor system. The following sketch shows gravity

load paths;

of 98

7.1 live loads [AS1170.1, clause 3.4.1, table 3.1]

Q = 5.0 kN/m2

Note: largest possible live loading is selected due to amenities like the gym located on our floor

{areas with possible physical activities}

Note 2: 5.0 kN/m2 will be used for both level five and roof area.

7.2 Dead loads [AS1170.1, Appendix A, table A1, A2]

a) Superimposed

Ceiling G (kN/m2)

Gypsum plaster 0.13

Flooring G (kN/m2)

Ceramic tiles 0.27

Granite flooring (15mm thick) 0.40

Terrazzo paving (16mm Thick) 0.43

Jacuzzi 3.27

Note: Jacuzzi load 3kN/m2 for water based on 7-10 people Jacuzzi, + 0.27kN/m2 for ceramic tiles

Note 2: The Terrazzo paving will only be used when calculating loadings for the roof.

b) Self weight

Outside walls G (kN/m2)

Double glazed glass curtain wall

25.5 (kN/m3)

Brick masonry (110mm wide) 0.19 per 10mm thickness

Note: it will be assumed that the Brick masonry is not loaded on the roof and will have no effect

.

[AS1170.1, Appendix A, table A1]

Reinforced concrete and assuming 0.5kN/m3 for steel reinforcement 1% by volume

Pw (density) = 24 +0.5 *1 = 24.5KN/m3

G = 24.5 kN/m3

of 98

7.3 Area Calculations

a) Floor distributions

A10 = (6.9*5.6)/2 5.62/4 = 11.48m2

A24 = 42/4 = 4m2

A37 = (6.28*5.6)/2 5.62/4 = 9.74

Note: These calculations are for a few areas only, all area values were calculated the same as

these samples. For a full list of area values refer to Appendix A

b) T Beam cross section

Area cross section = 0.64*0.3 = 0.192m2

Note: the area of the stem was only calculated due as the self-weight of the slab will

account for the flanges. The trial size used for the self-weight is calculated in Appendix B

7.4 Uniformly Distributed loading

Beam 8

a) live Loads

B8-1

B8-2

B8-3

b) Dead loads

i) Superimposed

B8-1

B8-2

of 98

B8-3

(

) (

)

ii)Self - weight

T-Beam

0.192m2 *24.5kN/m3 = 4.70kN/m

Slab

B8-1

B8-2

B8-2

Glass curtain wall

c) Total Loading

B8-1

Q = 8.32 kN/m

G = 0.67kN/m + 4.70kN/m+6.52kN/m + 1.10kN/m = 12.99kN/m

B8-2

Q = 5.00 kN/m

G = 0.40kN/m + 4.70kN/m+3.92kN/m + 1.10kN/m = 10.12kN/m

B8-3

Q = 7.75 kN/m

G = 4.52kN/m + 4.70kN/m+6.08N/m + 1.10kN/m = 16.40kN/m

of 98

7.5 Combination Loading

[AS 1170.0 2002]

Beam 8

a) Ultimate strength

w* = max [1.35G; 1.2G +1.5Q] [Clause 4.2.2]

B8-1

w* = 1.35*12.99kN/m = 17.54kN/m

w* = 1.20*12.99kN/m + 1.5*8.32kN/m = 28.07kN/m

Therefore w1* = 28.07kN/m

B8-2

w* = 1.35*10.12kN/m = 13.66kN/m

w* = 1.20*10.12kN/m + 1.5*5.00kN/m = 19.64kN/m


B8-3

w* = 1.35*16.40kN/m = 22.14kN/m

w* = 1.20*16.40kN/m + 1.5*7.75kN/m = 31.31kN/m


b) Maximum Serviceability loading

ws = max [G;G+sQ; G+ylQ]

s = 0.7 (table 4.1) [Clause 4.3]

l = 0.4

0.7 gives higher value so calculate for short term.

B8-1

ws = 12.99kN/m

ws = 12.99kN/m + 0.7*8.32kN/m = 18.81kN/m

Therefore ws1 = 18.81kN/m

B8-2

ws = 10.12kN/m

ws = 10.12kN/m + 0.7*5.00kN/m = 13.62kN/m


B8-3

ws = 16.40kN/m

ws = 16.40kN/m + 0.7*7.75kN/m = 21.83kN/m


of 98

In all spans the ultimate strength loads were the highest and should be used to determine bending moments.

Note 1: The fifth floor contained many different rooms all for specific purposes. Each room had

relatively the same superimposed dead loads except the Jacuzzi and walkways which had were larger.

Depending were the areas fell on the architectural plans determined which superimposed load it

carried. Also the outer beams are carrying dead loads from the double glazed glass curtain wall and

brick masonry.

Note 2: These calculations are for Beam 1 only, all other uniformly distributed loading for live and

dead loads for the other beam members and combination loading were all calculated in the same way

with just the values different. All values for uniformly distributed loadings and combination loadings

can be found in Appendix C

of 98

8.0 BEAM ANALYSIS

8.1 Bending moment calculations [AS 3600-2009, clause 6.10]

Moment Calculations may be used from clause 6.10.2.2 provided that clause 6.10.2.1 is satisfied.

a) Negative moments

Beam 8

B8-1

Left

M* = -FdLn2/16 = - 28.07kN/m*(6.1m) 2/16 = -65.28kNm

Middle

M* = FdLn2/11 = 28.07kN/m*(6.1m) 2/11 = 94.81kNm

Right

M* = -FdLn2/10 = - 28.07kN/m*(6.1m)2/10 = -104.45kNm

B8-2

Left

M* = -FdLn2/10 = - 19.65kN/m*(3.7m) 2/10 = -26.9kNm

Middle

M* = FdLn2/16 = 19.65kN/m*(3.7m) 2/16= 16.81kNm

Right

M* = -FdLn2/10 = - 19.65kN/m*(3.7m)2/10 = -26.9kNm

B8-3

Left

M* = -FdLn2/10 = - 31.32kN/m*(6.1m) 2/10 = -116.53kNm

Middle 11

M* = FdLn2/11 = 31.32kN/m*(6.1m) 2/11= 105.93kNm

Right

M* = -FdLn2/16 =- 31.32kN/m*(6.1m) 2/16 = -72.83kNm

of 98

Note1: Only negative moments were needed to be calculated for the design of the columns. Shear

forces were not needed as the design axial loads were supplied to us, as a full structural analysis is out

of the scope for this project.

Note2: It is stated that clause 6.10.2.1 needs to be satisfied to use the simplified method. This is not

for all beam members. The simplified method is still used for all calculations for simplicity as a full

detailed structural analysis is out of our scope.

Note 3: Ln is clear length which is the distance between the faces of the columns.

Note4: The rest of the moment values can be found in Appendix D

of 98

9.0 COLUMN ANALYSIS

9.1 Column sizes

Preliminary sizes were based from the architectural drawings provided and will be subject to review

in individual design of columns.

Column Trial Sizes:

Column 1 with 800mm length and 300mm width

Column 2 with 1000mm length and 300mm width

Column 3 with Diameter of 500mm

Column 4 with Diameter of 600mm

C1

C2

C3

C4

of 98

9.2 Axial loads

Design axial loads are given to us as a full structural analysis is out of our scope and are provided in

the following table.

Column ID Axial Load (kN) Column ID Axial Load (kN)

C1-1 2,954 C2-1 3,643

C1-2 3,509 C2-2 4,094

C1-3 3,412 C3-1 3,080

C1-4 2,645 C3-2 3,216

C1-5 2,915 C3-3 3,366

C1-6 3,313 C3-4 3,249

C1-7 2,768 C3-5 3.039

C1-8 1,877 C4 3,823

C1-9 3,090

C1-10 2,338

C1-11 2,183

9.3 Bending moment calculations

C3-1

X Direction

Right moment B5-1 left moment B5-2

= -138.979 kNm - -80.358kNm = -58.621kNm

Y-direction

Right moment B12-3 left moment BB12-4

= -46.088 kNm - -102.242 kNm = 56.154kNm

Note: All column moment values can be found in Appendix E

of 98

APPENDIXES

Appendix A Slab Areas

Slab Sections Area (m2) Slab Sections Area (m2) Slab Sections Area (m2)

A1 9 A14 7.2 A36-1 0.96

A1-1 7 A15 2.52 A36-2 6.88

A1-2 2 A16 0.9 A37 9.74

A2 11.7 A17 1.26 A37-1 8.16

A2-1 2.9 A18 1.26 A37-2 1.58

A2-2 2.7 A19 6.2 A38 7.84

A3 9 A20 4.9 A38-1 1.41

A3-1 1 A21 6.2 A38-2 6.43

A3-2 8 A22 4 A39 9.74

A4 11.7 A23 7.2 A39-1 2.56

A4-1 2 A24 4 A39-2 7.18

A4-2 9.7 A25 7.2 A40 8.94

A5 6.5 A26 4 A41 7.62

A6 11.09 A27 7.6 A42 8.94

A7 6.5 A28 3.29 A43 7.62

A7-1 3.25 A29 7.6 A44 6.5

A7-2 3.25 A30 3.29 A45 7.58

A8 11.09 A31 6.5 A46 6.5

A8-1 5.545 A31-1 3.25 A47 7.58

A8-2 5.545 A31-2 3.25 A48 5.15

A9 7.84 A32 9.51 A49 5.15

A10 11.48 A33 6.5 A50 5.15

A11 7.84 A34 6.13 A51 3.6

A12 11.48 A34-1 3.75 A52 3.6

A13 6.3 A34-2 2.38 A53 3.06

A13-1 2.52 A35 3.38 A54 2.46

A13-2 3.78 A36 7.84

of 98

Appendix B Trial sections

Foster S.J., Kilpatrick A.E. & Warner R.F (2010) Beams. In Reinforced Concrete Basics, 2nd ed., pp.77-

188. Sydney: Pearson Education Australia. Unless stated otherwise.

bw = 300 [p178]

bef = bw + 0.2a ; a = 0.7L [209]

Designing for longest span, L = 6900mm

bef = 300 + 0.2 x 0.7 x 6900 = 986.00mm

Adopt 1300mm

tf [Appendix C, Table C.3]

Depth of flange = depth of two way slab.

Designing for total deflection, heavy super imposed load and for largest slab;

Ly = 6900mm

Lx = 6000mm

Ly/Lx = 6900/6000 = 1.15 1

Lnx/50 =6000/38 = 157.89mm

Adopt 160mm

D [Appendix C, Table C.1]

Design for heavy superimposed load, one end continuous and for longest span.

D = Ln/9; Ln = clear span = 6100mm

D = 6100/ 9 = 677.77 mm

Adopt 800mm

of 98

Summary

bw 300mm

bef 1300mm

tf 160mm

D 800mm

of 98

Appendix C Combination Load values

Level 5 (services)

Uniform distribution Loading Combination loading

Beam

Total dead load (kN/m)

Total live load (kN/m)

Length (m)

1.35g (kN/m)

1.2g+1.5Q (kN/m)

g (kN/m)

g+Q (kN/m)

Biggest (kN/m)

B1-1 22.208 7.500 6.000 29.981 37.900 22.208 27.458 37.900

B1-2 16.634 6.373 5.100 22.456 29.520 16.634 21.095 29.520

B1-3 18.276 7.000 5.600 24.673 32.431 18.276 23.176 32.431

B2-1 16.220 12.750 6.000 21.897 38.589 16.220 25.145 38.589

B2-2 10.293 12.451 5.100 13.895 31.028 10.293 19.008 31.028

B2-3 16.306 13.429 5.600 22.013 39.710 16.306 25.706 39.710

B3-1 6.518 2.100 6.000 8.800 10.972 6.518 7.988 10.972

B3-2 15.703 12.451 5.100 21.198 37.520 15.703 24.418 37.520

B3-3 19.992 13.429 5.600 26.989 44.133 19.992 29.392 44.133

B4-1 10.176 6.333 6.000 13.738 21.711 10.176 14.609 21.711

B5-1 16.613 13.783 6.000 22.427 40.610 16.613 26.261 40.610

B5-2 15.716 12.745 5.100 21.216 37.977 15.716 24.637 37.977

B5-3 15.480 11.598 5.600 20.898 35.974 15.480 23.599 35.974

B6-1 13.733 10.450 6.000 18.539 32.154 13.733 21.048 32.154

B6-2 12.802 9.373 5.100 17.283 29.421 12.802 19.363 29.421

B7-1 27.358 3.000 6.000 36.933 37.329 27.358 29.458 37.329

B7-2 7.889 2.412 5.100 10.651 13.085 7.889 9.578 13.085

B8-1 12.993 8.319 6.900 17.541 28.070 12.993 18.816 28.070

B8-2 10.126 5.000 4.000 13.670 19.651 10.126 13.626 19.651

B8-3 16.404 7.755 6.280 22.145 31.317 16.404 21.832 31.317

B9-1 8.658 3.301 7.800 11.688 15.341 8.658 10.969 15.341

B9-2 4.704 0.000 1.700 6.350 5.645 4.704 4.704 6.350

B10-1 18.835 16.355 6.900 25.427 47.134 18.835 30.283 47.134

B10-2 14.475 11.125 4.000 19.542 34.058 14.475 22.263 34.058

B10-3 21.376 15.326 6.280 28.858 48.641 21.376 32.104 48.641

B10-4 14.667 11.531 5.520 19.800 34.896 14.667 22.738 34.896

B11-1 16.519 16.514 6.900 22.300 44.594 16.519 28.079 44.594

B12-1 16.930 14.000 4.000 22.856 41.316 16.930 26.730 41.316

B12-2 10.380 6.377 2.650 14.013 22.022 10.380 14.844 22.022

B12-3 16.049 12.975 3.630 21.666 38.721 16.049 25.132 38.721

B12-4 16.600 13.768 5.520 22.410 40.572 16.600 26.237 40.572

B12-5 4.704 0.000 1.350 6.350 5.645 4.704 4.704 6.350

B13-1 15.338 3.600 1.250 20.707 23.806 15.338 17.858 23.806

B14-1 16.247 8.478 6.900 21.933 32.213 16.247 22.181 32.213

B14-2 14.820 3.000 2.100 20.007 22.284 14.820 16.920 22.284

B15-1 12.228 0.000 2.650 16.508 14.674 12.228 12.228 16.508

B15-2 16.143 4.532 3.630 21.794 26.170 16.143 19.316 26.170

B15-3 18.191 6.902 5.520 24.558 32.183 18.191 23.023 32.183

B15-4 12.228 0.000 1.350 16.508 14.674 12.228 12.228 16.508

of 98

Roof

Uniform distribution Loading Combination loading

Beam

Total dead load (kN/m)

Total live load (kN/m)

Length (m)

1.35g (kN/m)

1.2g+1.5Q (kN/m)

g (kN/m)

g+Q (kN/m)

Biggest (kN/m)

B1-1 11.229 7.500 6.000 15.159 24.725 11.229 16.479 24.725

B1-2 9.141 6.373 5.100 12.340 20.528 9.141 13.602 20.528

B1-3 10.794 7.000 5.600 14.572 23.453 10.794 15.694 23.453

B2-1 15.797 12.750 6.000 21.325 38.081 15.797 24.722 38.081

B2-2 10.248 12.451 5.100 13.835 30.974 10.248 18.964 30.974

B2-3 16.387 13.429 5.600 22.122 39.807 16.387 25.787 39.807

B3-1 6.531 2.100 6.000 8.817 10.987 6.531 8.001 10.987

B3-2 15.536 12.451 5.100 20.974 37.320 15.536 24.252 37.320

B3-3 16.387 13.429 5.600 22.122 39.807 16.387 25.787 39.807

B4-1 10.214 6.333 6.000 13.789 21.757 10.214 14.647 21.757

B5-1 16.696 13.783 6.000 22.539 40.710 16.696 26.344 40.710

B5-2 15.792 12.745 5.100 21.320 38.068 15.792 24.714 38.068

B5-3 14.794 11.598 5.600 19.973 35.151 14.794 22.913 35.151

B6-1 13.796 10.450 6.000 18.624 32.230 13.796 21.111 32.230

B6-2 12.858 9.373 5.100 17.358 29.489 12.858 19.419 29.489

B7-1 27.466 3.000 6.000 37.079 37.459 27.466 29.566 37.459

B7-2 7.904 2.412 5.100 10.670 13.102 7.904 9.592 13.102

B8-1 13.043 8.319 6.900 17.608 28.130 13.043 18.866 28.130

B8-2 10.156 5.000 4.000 13.710 19.687 10.156 13.656 19.687

B8-3 12.552 7.755 6.280 16.946 26.695 12.552 17.981 26.695

B9-1 8.678 3.301 7.800 11.715 15.365 8.678 10.989 15.365

B9-2 4.704 0.000 1.700 6.350 5.645 4.704 4.704 6.350

B10-1 18.933 16.355 6.900 25.559 47.252 18.933 30.381 47.252

B10-2 14.383 11.125 4.000 19.417 33.947 14.383 22.170 33.947

B10-3 18.038 15.326 6.280 24.351 44.635 18.038 28.767 44.635

B10-4 14.736 11.531 5.520 19.893 34.979 14.736 22.807 34.979

B11-1 15.226 16.514 6.900 20.555 43.043 15.226 26.786 43.043

B12-1 16.884 14.000 4.000 22.793 41.261 16.884 26.684 41.261

B12-2 10.252 6.377 2.650 13.841 21.869 10.252 14.716 21.869

B12-3 15.992 12.975 3.630 21.590 38.654 15.992 25.075 38.654

B12-4 16.682 13.768 5.520 22.521 40.671 16.682 26.320 40.671

B12-5 4.704 0.000 1.350 6.350 5.645 4.704 4.704 6.350

B13-1 15.360 3.600 1.250 20.736 23.832 15.360 17.880 23.832

B14-1 12.080 8.478 6.900 16.308 27.213 12.080 18.015 27.213

B14-2 14.838 3.000 2.100 20.031 22.306 14.838 16.938 22.306

B15-1 12.228 0.000 2.650 16.508 14.674 12.228 12.228 16.508

B15-2 8.647 4.532 3.630 11.673 17.173 8.647 11.819 17.173

B15-3 10.709 6.902 5.520 14.457 23.204 10.709 15.540 23.204

B15-4 4.704 0.000 1.350 6.350 5.645 4.704 4.704 6.350

of 98

Appendix D Beam moment values Level 5 (service room)

Beam Clear Length (m) Left Moment (kNm)

Middle Moment (kNm)

Right Moment (kNm)

B1-1 5.700 -76.960 111.942 -123.136

B1-2 4.800 -68.014 42.509 -68.014

B1-3 5.300 -91.099 82.817 -56.937

B2-1 5.230 -65.970 95.956 -105.552

B2-2 4.970 -76.641 47.901 -76.641

B2-3 4.950 -97.300 88.455 -60.813

B3-1 3.600 -8.887 12.927 -14.220

B3-2 4.400 -72.638 45.399 -72.638

B3-3 4.500 -89.370 81.245 -55.856

B4-1 4.700 -29.975 43.600 -263.935

B5-1 5.850 -86.862 126.344 -138.979

B5-2 4.600 -80.358 50.224 -80.358

B5-3 5.100 -93.567 85.061 -58.480

B6-1 5.600 -63.023 91.669 -112.040

B6-2 4.600 -69.172 56.595 -38.909

B7-1 5.700 -50.534 110.257 -134.758

B7-2 3.520 -18.014 14.739 -6.755

B8-1 6.100 -65.280 94.953 -104.448

B8-2 3.700 -26.902 16.814 -26.902

B8-3 6.100 -116.530 105.936 -72.831

B9-1 7.375 -52.152 75.857 -52.152

B9-2 1.570 52.385 1.423 0.000

B10-1 5.950 -104.292 151.698 -166.867

B10-2 3.550 -42.921 26.826 -39.019

B10-3 6.100 -164.539 113.120 -180.992

B10-4 5.020 -87.940 79.945 -54.962

B11-1 6.000 -100.337 145.945 -100.337

B12-1 2.300 -13.660 19.869 -21.856

B12-2 1.650 -5.995 3.747 -5.450

B12-3 3.450 -41.898 28.805 -46.088

B12-4 5.020 -102.242 63.902 -63.902

B12-5 0.800 138.681 0.369 -0.169

B13-1 1.250 -2.325 3.382 -0.422

B14-1 6.100 -74.916 108.969 -133.184

B14-2 1.800 -8.022 6.564 -4.513

B15-1 2.350 -5.698 8.288 -9.116

B15-2 3.000 -23.553 14.720 -23.553

B15-3 4.750 -72.613 45.383 -45.383

B15-4 0.700 78.897 0.735 -0.337

of 98

Roof

Beam Clear Length (m) Left Moment (kNm)

Middle Moment (kNm)

Right Moment (kNm)

B1-1 5.700 -50.207 73.028 -80.331

B1-2 4.800 -47.297 29.560 -47.297

B1-3 5.300 -65.879 59.890 -41.174

B2-1 5.230 -65.101 94.693 -104.162

B2-2 4.970 -76.509 47.818 -76.509

B2-3 4.950 -97.537 88.670 -60.961

B3-1 3.600 -8.900 12.945 -14.239

B3-2 4.400 -72.252 45.157 -72.252

B3-3 4.500 -80.609 73.281 -50.381

B4-1 4.700 -30.038 43.692 -265.045

B5-1 5.850 -87.074 126.653 -139.318

B5-2 4.600 -80.553 50.345 -80.553

B5-3 5.100 -91.427 83.115 -57.142

B6-1 5.600 -63.170 91.884 -112.302

B6-2 4.600 -69.331 56.725 -38.999

B7-1 5.700 -50.710 110.639 -135.226

B7-2 3.520 -18.038 14.758 -6.764

B8-1 6.100 -65.419 95.156 -104.671

B8-2 3.700 -26.951 16.844 -26.951

B8-3 6.100 -99.332 90.301 -62.082

B9-1 7.375 -52.233 75.975 -52.233

B9-2 1.570 52.455 1.423 0.000

B10-1 5.950 -104.553 152.077 -167.284

B10-2 3.550 -42.781 26.738 -38.892

B10-3 6.100 -150.989 103.805 -166.088

B10-4 5.020 -88.149 80.135 -55.093

B11-1 6.000 -96.846 140.868 -96.846

B12-1 2.300 -13.642 19.843 -21.827

B12-2 1.650 -5.954 3.721 -5.413

B12-3 3.450 -41.825 28.755 -46.008

B12-4 5.020 -102.492 64.058 -64.058

B12-5 0.800 139.105 0.369 -0.169

B13-1 1.250 -2.327 3.385 -0.423

B14-1 6.100 -63.288 92.056 -112.513

B14-2 1.800 -8.030 6.570 -4.517

B15-1 2.350 -5.698 8.288 -9.116

B15-2 3.000 -15.456 9.660 -15.456

B15-3 4.750 -52.354 32.721 -32.721

B15-4 0.700 78.858 0.283 -0.130

of 98

Appendix E Column Moments

x -direction y -direction

columns bottom moment top moment

bottom moment top moment

C1-1 76.96 50.21 74.92 63.29

C1-2 -55.12 -33.03 100.34 96.85

C1-3 23.08 18.58 104.29 104.55

C1-4 -56.94 -41.17 65.28 65.42

C1-5 65.97 65.10 -125.16 -104.48

C1-6 -60.81 -60.96 -77.55 -77.72

C1-7 -55.86 -50.38 89.63 72.38

C1-8 29.98 30.04 14.44 6.34

C1-9 -263.94 -265.04 36.45 36.41

C1-10 86.86 87.07 49.06 36.90

C1-11 63.02 63.17 -124.28 -111.58

C2-1 58.42 58.01 -15.86 -15.87

C2-2 16.73 8.36 125.52 112.10

C3-1 -58.62 -58.77 56.15 56.48

C3-2 13.21 10.87 -93.05 -77.94

C3-3 -95.35 -91.07 -35.96 -25.152

C3-4 -42.87 -42.97 -202.58 -203.16

C3-5 50.28 35.02 -144.15 -129.11

C4 20.66 21.03 -123.95 -124.50

of 98

-76.96

111.94

-123.14

-68.01

42.51

-68.01

-91.10

82.82

-56.94

Appendix F Beam Load summary sketches + Moment Diagrams Level 5 (service room)

Beam 1

37.90 kN/m 32.43 kN/m

29.52 kN/m

L = 6.00 m L = 5.60 m L = 5.10 m

Ln = 5.30 m

Ln = 4.80 m

Ln = 5.70 m

of 98

-65.97

95.96

-105.55

-76.64

47.90

-76.64

-97.30

88.45

-60.81

-8.89

12.93

-14.22

-72.64

45.40

-72.64

-89.37

81.25

-55.86

Beam 2

Beam 3

38.59 kN/m

31.03 kN/m

39.71 kN/m

L = 6.00 m L = 5.60 m L = 5.10 m

Ln = 5.23 m Ln = 4.97 m

Ln = 4.95 m

10.97 kN/m

37.52 kN/m 41.13 kN/m

L = 6.00 m L = 5.60 m L = 5.10 m Ln = 3.60 m Ln = 4.40 m Ln = 4.50 m

of 98

-29.98

43.60

-263.94

-86.86

126.34

-138.98

-80.36

50.22

-80.36 -93.57

85.06

-58.48

Beam 4

Beam 5

21.71 kN/m

40.61 kN/m

35.97 kN/m

37.98 kN/m

L = 6.00 m

L = 5.60 m L = 5.10 m L = 6.00 m

Ln = 4.70 m

Ln = 5.85 m Ln = 4.60 m Ln = 5.10 m

of 98

-63.02

91.67

-112.04

-69.17

56.60

-38.91

-50.53

110.26

-134.76

-18.01

14.74

-6.76

Beam 6

Beam 7

32.14 kN/m 29.42 kN/m

37.33 kN/m 13.09 kN/m

L = 5.10 m L = 6.00 m

L = 5.10 m L = 6.00 m

Ln = 5.60 m Ln = 4.60 m

Ln = 5.70 m Ln = 3.52 m

of 98

-65.28

94.95

-104.45

-26.90

16.81

-26.90

-116.53

105.94

-72.83

-52.15

75.86

-52.15

52.39

1.42 0.00

Beam 8

Beam 9

28.07 kN/m

19.65 kN/m

31.32 kN/m

15.34 kN/m 6.35 kN/m

L = 6.90 m L = 4.00 m L = 6.28 m

L = 1.70 m L = 7.80 m

Ln = 6.10 m Ln = 3.70 m Ln = 6.10 m

Ln = 2.57 m Ln = 7.38 m

of 98

-104.29

151.70

-166.87

-42.92

26.83

-39.02

-164.54

113.12

-180.99

-87.94

79.95

-54.96

-100.34

145.94

-100.34

Beam 10

Beam 11

47.13 kN/m 48.64 kN/m

34.06 kN/m 34.90 kN/m

44.59 kN/m

L = 6.90 m L = 4.00 m L = 6.28 m L = 5.52 m

L = 6.90 m

Ln =6.10 m Ln = 5.02 m Ln = 3.55 m Ln = 5.95 m

Ln = 6.00 m

of 98

-13.66

19.87

-21.86 -6.00

3.75 -5.45

-41.90

28.81

-46.09

-102.24

63.90

-63.90

138.68

0.37 -0.17

-2.32

3.38

-0.42

Beam 12

Beam 13

22.02 kN/m 41.32 kN/m 38.72 kN/m

6.35 kN/m

40.57 kN/m

23.81 kN/m

L = 4.00 m L = 1.35 m L = 2.65 m L = 3.63 m L = 5.52 m

L = 1.25 m

Ln = 2.30 m Ln = 1.65 m Ln = 5.02 m Ln = 0.8 m Ln = 3.45 m

Ln = 1.25 m

of 98

-74.92

108.97

-133.18

-8.02 6.56

-4.51

-5.70

8.29

-9.12 -23.55

14.72

-23.55

-72.61

45.38

-45.38

78.90

0.74 -0.34

Beam 14

Beam 15

32.21 kN/m 22.28 kN/m

26.17 kN/m 32.18 kN/m

16.51 kN/m 16.51 kN/m

L = 6.00 m L = 6.90 m

L = 2.65 m L = 3.63 m L = 1.35 m L = 5.52 m

Ln = 2.10 m Ln = 1.80 m

Ln =2.35 m Ln = 3.00 m Ln = 4.75 m Ln = 0.70 m

of 98

Appendix F column moment diagrams

Column X direction Y direction

C1-1

C1-2

C1-3

C1-4

of 98

C1-5

C1-6

C1-7

of 98

C1-8

C1-9

C1-10

of 98

C1-11

C2-1

C2-2

of 98

C3-1

C3-2

C3-3

of 98

C3-4

C3-5

C4

of 98

Chapter 2.Individual Work

1.0 Introduction

Following the proposal of a new 6 floor building development in the Greater Geelong area, our

design team has been engaged as the structural design team responsible for the design and

analysis of a reinforced concrete design package that includes a detailed concrete columns,

shear wall and footing analysis and design for the 5th floor service space of the building. This

assignment will include a full reinforced concrete design of the selected 5 columns (four

rectangular and one circular) located on the fifth floor of the building as shown in the figure

below. The group assignment which includes design concept and assumptions, Loads &

Combination load cases, floor plans and sections, structural analysis and structural analysis has

been included.

A full set of architectural drawings has been provided. Also provided are detailed engineering

drawings showing dimensions of the floor, beam and column and wall placement with details of

spacings, gridlines and selected elements for simplistic analysis. Placement of some of the structural

members has been relocated ensuring it has no carry on effect on the car parking, in order to

simplify analysis. All designs delivered to the client will meet all relevant Australian Standards for

Reinforced Concrete Design. Also factors such as safety, strength, ductility, cost and aesthetics are all

considered during the design.

of 98

2.0 Updates to Group Work

2.1 General Requirements

2.1.1 Exposure classification

Based on our location and building type we select a exposure class of A2, also assuming sealed tiles

for waterproofing {Non- residential, temperate climate [refer to table 4.3 AS3600-2009]}

2.1.2 Fire resistance

Assumption is that the building is designed for a fire resistance period of 90 minutes.

2.1.3 Cover

Based on selected characteristic strength of our concrete (fc), which is selected as 40MPa, a

exposure class of A2, the required concrete cover for corrosion protection will be 20mm {refer to

table 4.10.3.2 AS3600.2009}.

Cover as (axis distance)

2.1.4 Slab Thickness

Slab thickness is assumed to be 150mm thick. Since minimum thickness for fire resistance

protection is 90mm {table 5.5.1, AS3600.2009}

Therefore since D=150mm > 90mm, assumption is ok.

2.1.5 Material Properties

Concrete characteristics;

- Assuming fc = 40MPa

- Checking minimum strength requirements for concrete, minimum fc required for the

exposure A2 is 20MPa.

- Since fc = 40MPa >20MPaconcrete strength is ok

- Ec = 32800 MPa {table 3.2.1, AS3600.2009}

-

Reinforcement characteristics;

- Use N12 reinforcement

- Yield strength, fsy =500MPa

of 98

2.2 Loading

Live loads

Q = 5.0 kN/m2 [AS1170.1, clause 3.4.1, table 3.1]

Note: largest possible live loading is selected due to amenities like the gym located on our floor

{areas with possible physical activities}

Note 2: 5.0 kN/m2 will be used for both level five and roof area.

Dead Loads

a) Superimposed [AS1170.1, Appendix A, table A1, A2]

Ceiling G (kN/m2)

Gypsum plaster 0.13

Flooring G (kN/m2)

Ceramic tiles 0.27

Granite flooring (15mm thick) 0.40

Terrazzo paving (16mm Thick) 0.43

Jacuzzi 3.27

Note: Jacuzzi load 3kN/m2 for water based on 7-10 people Jacuzzi, + 0.27kN/m2 for ceramic tiles

Note 2: The Terrazzo paving will only be used when calculating loadings for the roof.

b) Self weight

Outside walls G (kN/m2)

Double glazed glass curtain wall

25.5 (kN/m3)

Brick masonry (110mm wide) 0.19 per 10mm thickness

Note: it will be assumed that the Brick masonry is not loaded on the roof and will have no effect

Reinforced concrete and assuming 0.5kN/m3 for steel reinforcement 1% by volume

[AS1170.1, Appendix A, table A1]

Pw (density) = 24 +0.5 *1 = 24.5KN/m3

G = 24.5 kN/m3

of 98

3.0 Column Design

3.1 Column C1-1

3.1.1 General Requirements

3.1.1.1 Exposure Classification & fire Resistance

-The column is designed for exposure classification A2 and a fire resistance of 90 minutes.

3.1.1.2 Material Properties & Section

-Concrete: fc = 40MPa

-Reinforcement: Fsy = 500MPa, N28 bars for longitudinal reinforcement and N10 for ligatures

-Trial Section;

The cross sectional area Ag, and hence diameter D, of the rectangular column can be estimated from

(Refer to lecture notes) ;

Ag = N* / 0.6(2* fc + fsy * P);

Where fc =40MPa and 2 =0.85 and fsy =500MPa

Assume a total steel ratio of 2% which is within the recommended limits of 1% - 4% {refer to clause

410.7.1 AS3600.2009}.

Therefore; 350mm

Ag = 2954 * 103 / 0.6(0.85 * 40 + 500 * 0.020) = 112 *103 mm2

Because for a rectangular section Ag=b *D

Therefore; D = 335 mm

Note: In order to take into account the effect of 350mm

bending moment we will try a larger section, say, D=350mm.

of 98

3.1.1.3 Concrete Cover, Axis Distance

Concrete cover for corrosion protection: The required cover (for exposure class A2 concrete with fc

=40MPa) to the ligature is 20mm {refer to table 4.10.3.2 AS3600.2009}.

Therefore, the required cover to the main bar (longitudinal reinforcement) is;

C = 20 +10 =30 mm (10mm is the diameter of the ligature).

3.1.1.4 Axis distance for Fire Resistance

- Assume N* f /Nu = 0.7, where N*f is the design axial load in fire situation and Nu is the ultimate

strength in compression. {Refer to clause 5.6.3- AS3600.2009}

-For FRP = 90 minutes and column design D=350 mm; axis distance can be sufficiently taken as

53mm {refer to table 5.6.3AS3600.2009}.

-The concrete cover to main bar corresponding to this value of axis distance is

C = as (1/2 * diameter of bar) = 53 (1/2 *28) = 39mm > 30mm (cover for corrosion protection)

Therefore we will adopt

-Cover (c) = 40mm (to the face of main bar)

-Axis distance (as) = 55mm (to the centre of main bar)

Therefore, the ratio of distance between outer reinforcement to the overall diameter is:

g = g *D /D = (D- 2*as)/D = (350 - (2*53))/ 350 = 0.7

3.1.2 Design Loads

-Because the full structural analysis of the building is out of the scope of this project, the design axial

load for the column under consideration will be taken from the information provided to us in the

architectural and engineering drawings.

Therefore; N* =2954 KN {refer to pp 26; group work}

-Assume that a minimum bending moment of 0.05 * D * N* will be considered {refer to table

4.10.3.2 AS3600.2009}.

M*x = M*y = 0.05 * 0.35 * 2954 = 52KNm

Therefore the resultant bending moment

M* = (M*x)2 + (M*y)2 = (52)2 + (52)2 = 74KNm

of 98

3.1.3 Biaxial Bending and compression

(Refer to clause 10.6.4 AS.3600-2009)

(M*x/Mux)n + (M*y/Muy)n 1.0

n = 0.7 + (1.7 N*) / (0.6 Nuo)within the limits 1 n 2

Therefore

Nuo= 1* fc *Ag + As* Fsy = 0.85 * 40 *112*103 +1232 *500 = 4424

n = 0.7 + (1.7 N*) / (0.6 Nuo) = 0.7 + (1.7*2954) / (0.6 * 5313.2) =2.0 2.0...therefore ok.

For P=0.01; Mux =450; Muy = 300

(52/450)2 + (52/300)2 = 0.03 1.0.Therefore design is ok.

3.1.4 Column Reinforcement Requirements

- Minimum Reinforcement: 0.01 * Ag

- Maximum Reinforcement: 0.04 * Ag

Where gross column area;

Ag = 2954 * 103 / 0.6(0.85 * 40 + 500 * 0.020) = 112 *103 mm2

Stresses due to design loading

-N*/Ag = 2954 *103 / (112 *103) mm2= 26 Mpa

- M*/Ag*D = 74 *106 / (112 *103) *350 = 1.9 MPa

-Assuming that the column is a short column (assumption to be verified)

As a trial we use 4N28 Bars as reinforcement

Therefore;

As = 282 * *2 /4 = 1232mm2

Therefore

P = As / Ag = 1232/ 112*103 = 0.011

Min Reinforcement = 0.01 * 112 *103 = 1120 mm2

Maximum Reinforcement = 0.04 * 112*103= 4480mm2

Therefore, since

1120 mm2 < As (1232mm2 )

of 98

The steel ratio adopted is 1.1 % which is within the recommended limits of 1% to 4% {refer to clause

10.7.1, AS 3600-2009}

Diameter and spacing of fitments and helices

The minimum bar diameter of fitment and helices =10 for bars 24-28mm {refer to clause 10.7.4.3, AS

3600-2009}

S {D, 15* db} = {350, 15*28=420} = 350mm.

Therefore adopt N10 @150mm tie

3.1.5 Check If Column Is Short

-Unsupported length of column: Lu = 3600 -350 = 3250mm

Icolumn = b * d3 /12 = 350 *3503 /12 =1.25 * 109 mm4

Ibeam= b * d3 /12 = 640 * 3003 /12 = 1.4 * 109 mm4

= 1.0 for fixity factor {refer to table 10.5.4. AS 3600.2009}

1 = 2 = (1.25 * 109 / 3250)/ ((1*1.4*109)/6000) = 1.7

-assume the column is braced (as there are shear walls and shear core in the building), the effective

length of the column is;

Le= K*Lu = 0.9 * Lu = 0.9 * 3250 = 2925mm {Refer to clause 10.3.1, AS 3600-2009}.

-Radius of gyration of cross section {Refer to clause 10.5.2, AS 3600-2009}.:

r= 0.3 *D = 0.3*350 = 105mm

-Therefore, a column shall be deemed short where Le/r 25 {Refer to clause 10.3.1, AS 3600-2009}.

Slenderness ratio;

Le/r = 2925 /105 = 28 < 120, Therefore slenderness ratio is ok.

Le/r = 2925 /105 = 28 >25, Column is not short.

Since column is not short, work out moment magnification.

3.1.6 Moment Magnifier

-assume the column is braced (as there are shear walls and shear core in the building),

Km = 0.6-0.4(M*1 / M*2) 0.4

=0.6-0.4(52 / 52) 0.4

=0.2 0.4; therefore ok.

d= NG/NG+NQ = 24.5/24.5+5 = 0.8

of 98

Nc= (2/le2)*(182*do ** Mub/ 1+ d)=(2/2.9252) *( (182 *(350*0.8*10-3)*(495*106))/ 1+ 0.8 )=

16200KN

For braced condition:

b = Km / 1 (N*/Nc) = 0.2 / 1-(2954/ 16200) = 0.24

For unbraced condition:

b = 1 / 1 (N*/Nc) = 1 / 1-(2954/16200) =1.2

Therefore; Max (0.24; 1.2). Therefore the moment magnification factor = 1.2

M*max = * M*2 = 1.2 * 1.9 =2.28 MPa

3.1.7 Column-Interaction diagram

Point 1

Assume uniform compression, no bending moment: Mu =0

Asc= Ast = 282 * *2 /4 = 1232mm2

Ac = 3502 2*1232 =120036 mm2

For Fc= 40MPa, the coefficient 1= 1.0-0.003 *40 =0.88, therefore 1=0.85

Nuo = 0.85 * fc *Ac + fsy *(Asc + Ast) = (0.85 *40 * 120036 + 500 *(1232+1232)) /103 =5313.2KN

Therefore coordinate of point 1 = (0, 5313.2)

Point 2

*Ku =1.0; Neutral axis dn =d

sy (yield strain) = fsy / Es = 500 /200000 = 0.0025

- Cover = 40mm

- Tie = 10mm

- Rebar = 28mm

of 98

- dsc = 40 + 10 + 28/2 = 64mm.

- d=350-64 = 286mm

sc = u (knd dsc/ kud) = 0.003 * (d-dsc/d) = 0.003* (286-64/286) =0.0023

=1.05-0.007*fc =0.77 within limits of 0.670.770.85.therefore ok.

Therefore since sc =0.0023 < sy =0.0025, Therefore bars have not yielded yet.

sc = Es * sc = 200000 * 0.0023 =460 N/mm2

Cs = sc * Asc = 460 * 1232 = 566720 /1000 = 567KN.

T = 0, because neutral axis lies on d

Cc = compression of concrete = 0.85 * fc* *ku *d*b = (0.85 * 40 *0.77 *1 *286 *350)/1000

=2620.6KN

Nu = Cc + Cs T (Force equilibrium) = 2620.6 + 567 -0 = 3187.6KN

Zc = d-0.5**Ku*d = 286 -0.5 * 0.77 * 1 * 286 =175.89mm

Zsc = d-dsc = 286 64 =222mm

Nu*h = Cc*Zc + Cs * Zsc (Moment equilibrium)

h = (2797.6 * 175.89 + 567 *222)/3187.6= 194mm

e = h-(d-dg)=194-(286 350/2) =83mm

Mu = Nu *e = 3187.6 * 0.083 =264.5 KN.m

Therefore coordinate of point 2 (264.5, 3187.6)

Point 3

*Ku =0.545

sc / kud dsc = u / kud

sc /( 0.545 *28)5= 0.003/ 0.545 *28

Therefore; sc =0.0020

Therefore; sc = 0.0020 < y = 0.0025 Therefore compression bar not yielded yet.

sc = Es * sc = 200000 * 0.0020 =400 N/mm2 > 500N/mm2...therefore ok.

Cs = sc * Asc = 400 * 1232 = 566720 /1000 = 493KN.

of 98

Cc = compression of concrete = 0.85 * fc* *ku *d*b = (0.85 * 40 *0.77 *0.545 *286 *350)/1000

=1428.2KN

T = fsy * Asc = (500 * 1232)/1000= 616KN

Nu = Cc + Cs T (Force equilibrium) = 1428.2 + 493 -616 = 1305.2 KN

Zc = d-0.5**Ku*d = 286 -0.5 * 0.77 * 0.545 * 286 = 226mm

Zsc = d-dsc = 286 64 =222mm


h = (1428.52 * 222 + 493 *222)/1305.2 = 327mm

e = h-(d-dg) =327- (286 350/2) = 216mm

Mu = Nu *e = 1305.2 * 0.216 =281.9 KN.m


Point 4

*Ku =Not known, must be calculated iteratively

*Zero compression, strain in compression steel smaller than sy.


- Cover = 40mm

- Tie = 10mm

- Rebar = 28mm

- dsc = 40 + 10 + 28/2 = 64mm.

- d=350-64 = 286mm

Ast = Asc = 2 *282 * /4 =1232mm2

Nu = 0 = Cc + Cs T

0 =0.85 * fc* *ku *d*b + sc*Asc fsy*Ast

Therefore by similar triangle;


sc = (u/ kud) * (kud dsc)

sc = sc * Es = (u * Es /Ku*d) * (Kud dsc) where Es= 200,000MPa

Therefore;

of 98

0 = 0.85*fc* *ku *d*b + ((u * Es /Ku*d) * (Kud dsc))*Asc fsy *Ast

0= 0.85 *40 *0.077 * 286 *350 *Ku + (0.003*200000/286*Ku)*((286*Ku)-64)* 1232 -500*1232

0= 279759.48 *Ku2 -171568.32 *ku +123200

Therefore Ku = 0.28

Therefore;

0=0.85 * fc* *ku *d*b + sc*Asc fsy*Ast

0 =0.85 * 40 * 0.77 * 0.28 *286 *350 +1232 * sc -500*1232

sc = 95.5 N/mm2

Cc = 0.85 * fc* *ku *d*b

=0.85 * 40* 0.77 *0.28 * 286*350 = 733.7 KN

Cs= Es * sc * Asc = 200000 * 0.0003 *1232 =148 KN.

Zc = d -0.5 * *ku *d = 286 -0.5 *0.77 *0.28 *28 = 283mm

Zsc = d dsc = 286-64 =222mm

Mu = Cc*Zc + Cs * Zsc = ((733.7/1000) * 283) + ((148/1000) * 222) = 240.5KN.m

Therefore; the coordinate of point 4- (240.5, 0)

Column-Interaction Diagram

N

M

1 (0, 5313.2)

2 (264.5, 3187.6)

3 (281.9, 1305.2)

4 (240.5, 0)

M

of 98

3.1.8 Summary

Summary Column C1-1

- Rectangular column

- D= 350mm

- Longitudinal Reinforcement = 4N28

- Tie (Ligature) = N10@150mm.

350mm

N10@150

350mm

4N28

N* =2954 KN

of 98

3.2 Column C1-2







-Trial Section;



Ag = N* / 0.6(2* fc + fsy * P);



410.7.1 AS3600.2009}.

Therefore;

Ag = 3509 * 103 / 0.6(0.85 * 40 + 500 * 0.020) = 133 *103 mm2

Because for a rectangular section Ag=b *D (Assuming b=350mm)


Note: In order to take into account the effect of bending moment we will try a larger section, say,

D= 450mm.

of 98









-For FRP = 90 minutes and column design D=450 mm can be sufficiently taken as 50mm {refer to

table 5.6.3AS3600.2009}.







g = g *D /D = (D- 2*as)/D = (450 - (2*50))/ 450 = 0.78

3.2.2 Design Loads




Therefore; N* =3509KN {refer to pp 26; Group work}


4.10.3.2 AS3600.2009}.

M*x = 0.05 * 0.35 * 3509= 61.4KNm

M*y= 0.05 * 0.45 * 3509 = 79KNm


M* = (M*x)2 + (M*y)2 = (61.4)2 + (79)2 = 100.05KNm

of 98





Therefore

Nuo = 0.85 * fc *Ac + fsy *(Asc + Ast) = (0.85 *40 * 199284 + 500 *(1608+1608)) /103 =8384KN

n = 0.7 + (1.7 N*) / (0.6 Nuo) = 0.7 + (1.7*3509) / (0.6 * 8384) =1.89 2.0...therefore ok.

For P=0.01; Mux =400; Muy = 280

(61.4/400)1.89 + (79/280)1.89 = 0.08 1.0.Therefore design is ok.





Ag = 3509 * 103 / 0.6(0.85 * 40 + 500 * 0.020) = 133 *103 mm2


-N*/Ag = 3509 *103 / (133 *103) mm2= 26.4 Mpa

- M*/Ag*D = 100.05 *106 / (133 *103) *450 = 1.88 MPa



Therefore;

As = 322 * *2 /4 = 1609mm2

Therefore

P = As / Ag = 1609/ 133*103 = 0.012



Therefore, since

1330 mm2 < As (1609mm2 )

of 98


10.7.1, AS 3600-2009}


The minimum bar diameter of fitment and helices =12 for bars 28-32mm.{refer to clause 10.7.4.3, AS

3600-2009}

S { D, 15* db} = {450 , 15*32=480 } = 480mm.




Icolumn = b * d3 /12 = 350 *4503 /12 = 2.7 * 109 mm4

Ibeam= b * d3 /12 = 640 * 3003 /12 = 1.4 * 109 mm4


1 = 2 = (2.7 * 109 / 3150)/ ((1*1.4*109)/5100) = 1.3





r= 0.3 *D = 0.3*450 = 135mm


Slenderness ratio;


Le/r = 2835 /135 = 21 25

of 98

Therefore it can be seen that the slenderness ratio of the column under consideration is less than

the slenderness ratio limit:

Le/r = 21 < c*(38 fc/15)*(1+M*1/M*2) =43.9.

Therefore, the column can be designed as a short column which does not require moment

magnification.


Point 1


Asc= Ast = 322 * *2 /4 = 1608mm2

Ac = 4502 2*1608 =199284 mm2

For Fc= 40MPa, the coefficient 1= 1.0-0.003 *40 =0.88; therefore 1=0.85


Therefore coordinate of point 1 = (0, 8384)

Point 2



- Cover = 32mm

- Tie = 12mm

- Rebar = 32mm

- dsc = 32 + 12 + 32/2 = 60mm.

- d=450-60 = 390mm



of 98


sc = Es * sc = 200000 * 0.0024 =480 N/mm2

Cs = sc * Asc = 480 * 1608 = 771840/1000 = 772KN.



=3573.6KN


Zc = d-0.5**Ku*d = 390 -0.5 * 0.77 * 1 * 389 =240mm

Zsc = d-dsc = 390 60 = 330mm


h = (3573.6 * 240 + 772 *330)/4345.6 = 256mm

e = h-(d-dg)= 256 - (390 450/2) =91mm

Mu = Nu *e = 4345.6 * 0.091 =395.4 KN.m


Point 3

*Ku =0.545


sc /( 0.545 *32)5= 0.003/ 0.545 *32



sc = Es * sc = 200000 * 0.0021 =420 N/mm2

Cs = sc * Asc = 420 * 1608 = 675360 /1000 = 675.36KN.


=1947.6KN

T = fsy * Asc = (500 * 1608)/1000= 804KN

of 98

Nu = Cc + Cs T (Force equilibrium) = 1947.6+ 675.36 -804 = 1818.9 KN

Zc = d-0.5**Ku*d = 390 -0.5 * 0.77 * 1 * 390 = 240mm

Zsc = d-dsc = 390 60 =330mm


h = (1947.6 * 240 + 675.36 *330)/1818.9 = 380mm

e = h-(d-dg) =380- (390 450/2) = 215mm

Mu = Nu *e = 2400.7 * 0.215 = 516.2 KN.m


Point 4




- Cover = 32mm

- Tie = 12mm

- Rebar = 32mm

- dsc = 32 + 12 + 32/2 = 60mm.

- d=450-60 = 390mm

Ast = Asc = 2 *322 * /4 = 1608mm2

Nu = 0 = Cc + Cs T






Therefore;


0= 0.85 *40 *0.077 * 390 *350 *Ku + (0.003*200000/389*Ku)*((389*Ku)-61)* 1608 -500*1608

of 98

0= 381490.2 *Ku2 -171568.32 *ku +123200

Therefore Ku = 0.24

Therefore;


0 =0.85 * 40 * 0.77 * 0.24 *390 *350 + sc *1608 -500*1608

sc = 33.4 N/mm2

Cc = 0.85 * fc* *ku *d*b

=0.85 * 40* 0.77 *0.24 * 390*350 = 857.7 KN

Cs= Es * sc * Asc = 200000 * 0.0003 *1608 = 96.5 KN.

Zc = d -0.5 * *ku *d = 390 -0.5 *0.822 *0.24 *32 = 387mm

Zsc = d dsc = 390-60 =330mm

Mu = Cc*Zc + Cs * Zsc = ((857.7/1000) * 387) + (96.5/1000) * 330) = 363.8KN.m



N

1 (0, 8384)

2 (395.4, 4345.6)

3 (516.2, 1818.9)

4 (363.8, 0)

M

of 98

3.2.7 Summary

Summary


- D= 450mm



350mm

N12@150

450mm

4N32

N* =3509KN

of 98

3.3 Column C1-3







-Trial Section;



Ag = N* / 0.6(2* fc + fsy * P);



410.7.1 AS3600.2009}.

Therefore;

Ag = 3412 * 103 / 0.6(0.85 * 40 + 500 * 0.020) = 129 *103 mm2

Because for a rectangular section Ag=b *D (Assuming b=350mm)


Note: In order to take into account the effect of bending moment we will try a larger section, say,

D= 450mm.

of 98









-For FRP = 90 minutes and column design D=450 mm can be sufficiently taken as 50mm {refer to

table 5.6.3AS3600.2009}.







g = g *D /D = (D- 2*as)/D = (450 - (2*50))/ 450 = 0.78

3.3.2 Design Loads




Therefore; N* =3412KN {refer to pp 26; Group work}


4.10.3.2 AS3600.2009}.

M*x = 0.05 * 0.35 * 3412= 59.71KNm

M*y= 0.05 * 0.45 * 3412 = 76.8KNm


M* = (M*x)2 + (M*y)2 = (59.71)2 + (76.8)2 = 97.3KNm

of 98





Therefore


n = 0.7 + (1.7 N*) / (0.6 Nuo) = 0.7 + (1.7*3412) / (0.6 * 8384) =1.85 2.0...therefore ok.

For P=0.01; Mux =430; Muy = 320

(59.71/430)1.85 + (76.8/320)1.85 = 0.1 1.0.Therefore design is ok.





Ag = 3412 * 103 / 0.6(0.85 * 40 + 500 * 0.020) = 129 *103 mm2


-N*/Ag = 3412 *103 / (129 *103) mm2= 26.4 Mpa

- M*/Ag*D = 97.3 *106 / (129 *103) *450 = 1.7 MPa



Therefore;

As = 322 * *2 /4 = 1609mm2

Therefore

P = As / Ag = 1609/ 129*103 = 0.013



Therefore, since

1290 mm2 < As (1609mm2 )

of 98

Therefore the assumption here is adequate, adopt 4N32 bars.


10.7.1, AS 3600-2009}


The minimum bar diameter of fitment and helices =12 for bars 28-32mm.{refer to clause 10.7.4.3, AS

3600-2009}

S { D, 15* db} = {450 , 15*32=480 } = 450mm.




Icolumn = b * d3 /12 = 350 *4503 /12 = 2.7 * 109 mm4

Ibeam= b * d3 /12 = 640 * 3003 /12 = 1.4 * 109 mm4


1 = 2 = (2.7 * 109 / 3150)/ ((1*1.4*109)/5100) = 1.3





r= 0.3 *D = 0.3*450 = 135mm


Slenderness ratio;


Le/r = 2835 /135 = 21 25

of 98

Therefore it can be seen that the slenderness ratio of the column under consideration is less than

the slenderness ratio limit:

Le/r = 21 < c*(38 fc/15)*(1+M*1/M*2) =44

Therefore, the column can be designed as a short column which does not require moment

magnification.


Point 1


Asc= Ast = 322 * *2 /4 = 1608mm2

Ac = 4502 2*1608 =199284 mm2

For Fc= 40MPa, the coefficient 1= 1.0-0.003 *40 =0.88; therefore 1=0.85


Therefore coordinate of point 1 = (0, 8384)

Point 2



- Cover = 34mm

- Tie = 12mm

- Rebar = 32mm

- dsc = 32 + 12 + 32/2 = 60mm.

- d=450-60 = 390mm



of 98


sc = Es * sc = 200000 * 0.0024 =480 N/mm2 > fsy=500N/mm2..therefore ok.

Cs = sc * Asc = 480 * 1608 = 771840/1000 = 772KN.



=3573.6KN


Zc = d-0.5**Ku*d = 390 -0.5 * 0.77 * 1 * 390 =240mm

Zsc = d-dsc = 390 60 = 330mm


h = (3573.6* 230 + 772 *330)/4295.2 = 247mm

e = h-(d-dg) = 247 - (390 450/2) =82mm

Mu = Nu *e = 4295.2 * 0.082 =352.2 KN.m


Point 3

*Ku =0.545


sc /( 0.545 *32)5= 0.003/ 0.545 *32



sc = Es * sc = 200000 * 0.0021 =420 N/mm2

Cs = sc * Asc = 420 * 1608 = 675360 /1000 = 675.36KN.


=1947.6KN

T = fsy * Asc = (500 * 1608)/1000= 804KN

of 98

Nu = Cc + Cs T (Force equilibrium) = 1947.6+ 675.36 -804 = 1818.96 KN

Zc = d-0.5**Ku*d = 390 -0.5 * 0.77 * 1 * 390 = 195mm

Zsc = d-dsc = 390 60 =330mm


h = (2529.3 * 195 + 675.36 *330)/1947.6 = 368mm

e = h-(d-dg) =368- (390 450/2) = 203mm

Mu = Nu *e = 1818.96 * 0.203 =369.2 KN.m


Point 4




- Cover = 32mm

- Tie = 12mm

- Rebar = 32mm

- dsc = 32 + 12 + 32/2 = 60mm.

- d=450-60 = 390mm

Ast = Asc = 2 *322 * /4 = 1608mm2

Nu = 0 = Cc + Cs T






Therefore;


0= 0.85 *40 *0.77 * 390 *350 *Ku + (0.003*200000/389*Ku)*((389*Ku)-61)* 1608 -500*1608

of 98

0= 381490.2 *Ku2 -171568.32 *ku +123200

Therefore Ku = 0.24

Therefore;


0 =0.85 * 40 * 0.77 * 0.24 *390 *350 + sc *1608 -500*1608

sc = 33.4 N/mm2

Cc = 0.85 * fc* *ku *d*b

=0.85 * 40* 0.77 *0.24 * 390*350 = 857.7 KN

Cs= Es * sc * Asc = 200000 * 0.0003 *1608 =96.5 KN.

Zc = d -0.5 * *ku *d = 390 -0.5 *0.77 *0.24 *32 = 387mm

Zsc = d dsc = 390-60 =330mm

Mu = Cc*Zc + Cs * Zsc = ((857.7/1000) * 387) + (96.5/1000) * 330) = 363.8KN.m



N

M

1 (0, 8384)

2 (352.2, 4295.2)

3 (369.2, 1818.96)

4 (363.8, 0) M

of 98

3.3.7 Summary

Summary


- D= 450mm



350mm

N12@150

450mm

4N32

N* =3412KN

of 98

3.4 Column C4







-Trial Section;



Ag = N* / 0.6(2* fc + fsy * P);


Assume a total stee

sev 454-design project 1.pdf

Documents