CVEN4002 Design Practice A Report 2

Civil Engineering Design Practice A

CVEN4002

Pritchard Street Bridge

UNSW School of Civil and Environmental Engineering

Document No: CVEN 4002-DPA-01 Page No: 2 Document: Design Practice A

Design Report Revision No: 0

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REVISION RECORD

Author: Reviewed by:

Date Pages Affected

Rev No Description of Change Approved by

All 0 Preliminary Issue – substructure only




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CONTENTS

1. INTRODUCTION

1.1 Scope of report…..……………………….………………………………………………………………….……….4 1.2 Definitions………………………………………………………………………………………………………..........4 1.3 Design Method…………………………………………………………………………………………………………4

2. DESIGN INPUTS

2.1 Application, function and design life…………………………………………………………………………5 2.2 Geometry …………… …………………… ……………………………………………………………………………5 2.3 Loading…………………………………………………………………………………………………….………………6 2.4 Load Factors and Combinations…………………………………………………………………..……………6 2.5 Concrete and Reinforcement Properties………………………………………………..…………………6 2.6 Foundation Properties………………………………………………………………………………………………7

3. CALCULATIONS

3.1 Substructure…………………………………………………………………………….………………………………7

4. DESIGN OUTPUTS

4.1 General………………………………………………………………………………………………..…………………19 4.2 Finite Element Analysis Results ………………………………………………………………………………19 4.3 Reinforcement Design…………………………………………………………….………………………………19 4.4 Design Output Index…………………………………………………….…………………………………………19

ATTACHMENTS

Attachment A : Substructure frame model Attachment B : Substructure computer output Attachment C : Substructure design and details Attachment D : Deck structure computer model Attachment E : Deck structure computer output Attachment F : Deck structure design and details Attachment G : Quantities and cost estimate In Attachments C and F include cross sections for each element of the structure showing dimensions and reinforcement arrangement with sufficient detail for a drafter to prepare the construction drawings.




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1.0 INTRODUCTION

1.1 Scope of report

The information and calculations provided herewith is for the following project: CVEN 4002 Design Practice A – Bridge Design The Port of Brisbane Motorway is a highway situated along the length of Lindum Road to Pritchard Street, acting as a connection between the Port of Brisbane and the Gateway Motorway. An increase in vehicles travelling towards the Port of Brisbane in 2002 led to the construction of the Pritchard Street Overpass (Pritchard Street Bridge), in an attempt to reduce freight traffic off Lytton Road. A detailed design procedure and requirements for the design of the four span bridge; the Pritchard Street Bridge, will be covered in this report. The design procedure will cover the pier foundations, columns, headstock and bridge deck which will be primarily supported by Super-T4 Girders. The project will be divided into two phases, whereby initial preliminary designs were made by analysing the substructure of the bridge which took into account geotechnical properties present at the bridge site. These geotechnical properties combined with foundation parameters enabled and assisted the design of the footings of the bridge, which will be discussed in further detail below. Furthermore, the bridge piers and deck were modelled using Strand7 structural analysis software, where worst case scenarios were designed for. Through the assumption of the most extreme load cases occurring, such cases were adopted for the design of Pritchard Street Bridge. References will be made to the Australian Standards which include:

- AS5100 (2004) Bridge Design - AS1170 Structural Design Actions - AS3600 (2009) Concrete Structures.

And references to Super-T Standards (1997) by Structural Concrete Industries, http://www.sciaust.com.au/pdfs/supertstandards.pdf Concrete Structures (1998) by R.F. Warner, B.V. Rangan, A.S. Hall, K.A. Faulkes.

http://www.sciaust.com.au/pdfs/supertstandards.pdf




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1.2 Definitions

These definitions were taken from AS5100.3 Clause 23.2:

ULS – Ultimate Limit State is the loss of inelastic instability, static equilibrium and failure to further sustain the design load.

SLS – Serviceability Limit State is defined as the excessive vibration from lateral or cross wind effects induced by vortex shredding which leads to failure or fatigue of electrical components and other functional problems. The critical wind speed where the frequency of vortex shedding equals a structure resonance frequency must be greater than the maximum serviceability design wind speed or low enough to only produce very small vibratory amplitudes.

SDL – A Superimposed Dead Load is applied to a bridge after the concrete deck has cured.

DNA - Depth to Neutral Axis

TL - Transverse load

1.3 Design Method

The verification has made use of the following finite element analysis programme: Name: Strand7 Release 2.4.5 Author: Strand7 Pty Ltd Sydney NSW

Name: Microsoft Excel 2010

Author: Microsoft




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2.0 Design Inputs

2.1 Application, function exposure classification and design life

The bridge design is for a flyover (overhead bridge) on the Port of Brisbane Motorway near Lytton, Pritchard Street and the entrance to the Brisbane River. Due to the fact that the bridge is located close to the water, there are risks of corrosion. The bridge is also exposed to pollution from the Caltex Oil Refinery nearby.

The design life of the bridge is for 100 years. Using appropriate steel reinforcement that can hold the dead load of the bridge and the live loads from traffic on the road and sufficient cover that will not be easily weakened by the mentioned elements, it is possible to design a bridge which can withstand for 100 years with low maintenance costs.

For the substructure, AS5100.5 Table 4.3 and Table 4.5 listed below states that for surface of members in seawater within tidal zones are considered as Exposure Class C with a minimum characteristic strength requirement (f’c) of 50 MPa. The superstructure will be considered as Exposure Class B2 with a minimum strength requirement of 40 MPa.




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Table 4.10.3(A) specifies a minimum concrete cover of 70mm for the specified exposure class C, which will be used for the substructure

Table 4.10.3(B) specifies a minimum concrete cover of 35mm for the exposure class B2, which will be used for the superstructure (requires rigid formwork and intense compaction)




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Concrete Class Standard Grade 50 concrete (S50) shall be used in the construction of the substructure to satisfy the characteristic strength mentioned previously. It shall also be used in the casting of the deck slab and girder diaphragm. The beam girders in the deck shall be of concrete class that is standard in the prefabrication of Super-T4 girders. Non-structural elements shall use S40 concrete. Maximum Reinforcement Stresses under SLS Loads The maximum allowable reinforcement stresses under SLS loads can be found in Table 8.6.1(A) and Table 8.6.2(B) of AS5100.5. For the designed bar diameter in each structural element, the maximum stress in the steel was checked and verified that it did not exceed the thresholds stated in the table. Further verification can be seen in substructure calculations in Section 3.1 of this report.

To prevent cracking on the soffit of the girders, the maximum stresses that can be applied to the Super T-4 girders shall be limited to its prestressed value. This is checked and calculated in Section 3.0 and 4.3 of the report.

2.2 Geometry

The geometry of the structure and related earthworks is defined by the following project drawings no. BR61-GA-01, BR61-DI-01, BR61-SN-01, BR61-GA-02, BR61-GA-03, 545750, 545751, BR61-AB-03, BR61-DK-01, BR61-DK-02, BR61-GI-01, BR61-RS-02. These drawings can be found in the ‘General Bridge Project CVEN4002 2014.pdf’.

Deep piles and supports were initially used as foundation set ups. The load applied from the bridge down to the deep piles is transferred to strata which is capable of supporting the structure without failing during the designed life of the bridge.

“Spread footing” is the new type of foundation which replaces deep piles in the area between the supports. This type of foundation spreads the load exerted by the building over an area adequate enough to prevent the ground from being prestressed.




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Our designed foundation is 3m in width, 55.559 metres in length and has a depth of 0.9m. There will be three footings equally spread apart along the length of the bridge.

Circular columns will be used and would have a diameter of 900mm. The columns are approximately 7 m in length each. Since there are three footings, there will be 18 columns in total for the bridge.

The headstock has a depth of 1.7 m, a width of 2 m, and has a total length of 55.559 m. Like the footings, there will be 3 headstocks for the entire length of the bridge.

2.3 Loading

The structure has been designed for the loading shown on drawings no: BR61-GA-01 545750, 545751, BR61-AB-03, BR61-DK-02 and the lecture notes.

For strand7, six different load cases were considered: - Self-Weight (1): The self-weight of the bridge structure including the impact of gravity. - Dead Load (2): Constant static forces over time. E.g. Column - Live Load (3+4): Temporary or moving dynamic loads. E.g: road traffic. There are two live

loads considered separately from each other. - Superimposed Dead Load (5): differs from dead loads as they are not attached to the

building. E.g. pavement - Dead Load + Superimposed Dead Load (6): the addition of (2) and (5).

2.4 Load Factors and Combinations AS5100.2 T5.2 was used to get the load factors. For Ultimate Limit State, dead loads were multiplied by a load factor of 1.2 and the Serviceability limit state was multiplied by a factor of 1. This is due to the fact that it is made of Concrete with a dead load which reduces safety. In the process of calculating, Superimposed Dead Load, a load factor of 2 was used from T5.3 for Ultimate Limit State where SDL is permanent and reduces safety. A load factor of 1.3 was used for serviceability limit state. For the live loads, a factor of 1.0 and 1.8 were used for SLS and ULS respectively. These live loads were tested separately using different increments. According to the standards, the dead load + superimposed dead load has a ULS factor of 0.05 and a SLS factor of 0.




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2.5 Concrete and Reinforcement Properties

S50 Concrete and N500 Steel were used. The concrete had compressive strength f’c=50Mpa and ductility 3.8x104 MPa.

The steel had a ductility class of N, a yield strength fsy = 500 Mpa and designation grade of D500N from Table 6.2.1, AS5100.5. The elastic modulus E was 2x105 MPa.

2.6 Foundation Properties

The soil material properties assumed in the design are as follows: The strength limit state is calculated as:

w∗ = G + Q = (1900 + 540) + 1600 = 4040 kN SLS Design for 1 metre strip:

F =w∗

6= 673.333 kN

M =650 kNm

6m= 108.333 kNm pmr

qmax =F

W+

6M

W2=

673.333

3+

6(108.333)

32= 296.667 kPa < 350 𝑘𝑃𝑎 ∴ 𝑂𝐾

qmin =F

W−

6M

W2=

673.333

3−

6(108.333)

32= 152.222 kPa

The allowable bearing pressure qallowable is 296.667 kPa. This satisfies the allowable bearing pressure at foundation level shall be not less than 100 kPa and less than the soil bearing capacity of 350 kPa.

3.0 CALCULATIONS

Strand7

Using the data from ‘Pier Design Inputs’, the substructure of the bridge was modelled on Stand7. The concrete used and the structure material data was also input into the program. In order for Stand7 to test for the worst case scenarios (i.e. the largest moments and axial forces) different load cases were implemented on different increments. The load cases Live Load 1, Live Load 2 and Dead Load + SDL were placed in different increments for the different ultimate limit cases. A fourth increment included the ultimate limit state factors. The factors for ULS and SLS are listed in section 2.4.

Strand7 analysed the data using a non-linear static solver and the results are presented in Attachment B. They are from increment one which are the Ultimate Limit State calculations. As expected, most values are within 10% of what is given in the lecture notes.




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For the rest of the calculations, values from the lecture notes are used instead of what was calculated from Strand7.

Footings

Using the dimensions of 1000 mm wide x 900 mm deep x 3000 mm long, the required reinforcement to ensure that ULS design shear and bending, SLS design bending is satisfied.

Detailing was done based on Reinforced Concrete Basics and the requirements of AS3600.

The steps taken to design for the required transverse, longitudinal and the shear reinforcement is shown below.

Location of Maximum Design Actions:

Column Area = 636173 mm2 Equivalent Square section side length = 798 mm2 *Effective depth at support: Assume cover = 70 mm transverse bars = 20 mm longitudinal bars = 24 dia. Mm

Effective depth = 900-70-20-24/2 = 798 mm2 Critical Section distance from column CL:

Bending at support: 015D from face = 279 mm (from centre) Shear at support: d from face = 1197 mm (from centre)

X ULS SLS DL +

LL

SLS DL only

Negative Bending moment (mid-span) -764.6 -510.7 -383.5 kNm

Positive bending moment

Distance from column CL 0.00 2261.4 1548.8 1036.8 kNm

0.30 1107.3 749.2 286.7 kNm

0.279 1187.5 804.7 338.8 kNm

0.90 -1339.1 kN

1.30 -579.3 kN

1.197 -775.3 kN

Design section

Shear Force

Distance from column CL

Design section




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-4000.0

-3000.0

-2000.0

-1000.0

0.0

1000.0

2000.0

3000.0

-15.000 -10.000 -5.000 0.000 5.000 10.000 15.000

Sher

Fo

rce

, kN

ULS : Footing Shear Force Diagram

ULS MinSupport

ULS MaxSupport

-1000.0

-500.0

0.0

500.0

1000.0

1500.0

2000.0

2500.0

-15.000 -10.000 -5.000 0.000 5.000 10.000 15.000

Ben

din

g M

om

ent,

kN

m

ULS: Footing Bending Moment Diagram

ULS Min Support

ULS Max Support




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Calculations Footings – Longitudinal Reinforcement Design Minimum Strength Requirement f’c f’cf = 0.6 * f’c0.5 D B Z = BD2/6 Assumed cover Transverse (Muo)min = 1.2 * Z * f’cf

ULS bending moments retrieved from ‘Strand 7’ output - At support (positive) - At mid-span (negative)

Therefore (Muo)min governs Design for a metre width M* = (Muo)min/3 Trial 24 mm diameter bottom bars and 20 mm diameter top bars both at an equal spacing of 135 mm Ast = πr2 * 1/0.135 DNA Rectangular stress block depth factor

γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85] Stress block depth Ultimate stress = 0.85 * f’c Concrete force Reinforcement force Satisfies ΣF = 0; OK Total Reinforcement moment about concrete centroid Ø = 0.8 ØMu = 0.8 * 1328 Therefore ØMu > M* is satisfied; OK

Results/Reference 50 MPa 4.243 MPa 900 mm 3000 mm 4.05x108 mm3 70 mm 20 mm 2061.9 kNm 1187.5 kNm -764.6 kNm 2061.9 kNm 687.31 kNm 3351 mm2/m (for 24 mm bars) 2327 mm2/m (for 20 mm bars) 73.58666364 mm 0.696 51.2 mm 42.5 MPa 2177 kN/m -2177 kN/m 1328 kN/m 1062.5 kN/m




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SLS reinforcement stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL + LL) = -510.7/3 This was used in combination with the following parameters:

- DNA - ε - E concrete - E steel

Concrete Force = Ec * DNA/2 * ε Reinforcement Force Total Reinforcement Force Satisfies ΣF = 0; OK Total Reinforcement Moment about concrete centroid Resultant moment > Applied moment; OK

- Maximum reinforcement tensile stress - Maximum allowable stress - Maximum allowable stress - Governing allowable stress

Satisfies Maximum allowable stress > Maximum stress under LL + DL; OK Case 2: SLS Design bending moment (DL only)

- Maximum SLS bending moment (DL only) - Maximum reinforcement tensile stress - Maximum allowable stress - Maximum allowable stress - Governing allowable stress

Satisfies Maximum allowable stress > Maximum stress under DL only; OK Check Shear Capacity Design ULS Shear Force V*

-170.2 kN/m 130.409292 mm 0.00009453014 34800 MPa 200000 MPa 215 kN/m -215 kN/m 170 kN/m 97 MPa 210 MPa 292 MPa 292 MPa -128 MPa 73 MPa 210 MPa 292 MPa 292 MPa 258.44 kN/m




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Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6 - d0/1000) ≥ 1.1 β2 β3 bv do Ast f’c Vuc = β1 * β2 * β3 * bv * d0 * ((Ast * f'c)/(bv * d0))(1/3) Shear strength of beam with minimum reinforcement Vu.min = Vuc + 0.6 * bv * d0 Ø = 0.7 ØVu.min = 0.7 * 1002.6 ØVu > V*; OK Minimum Shear Reinforcement Asv.min = (0.35 * bv.s)/fsy.f Shear reinforcement spacing Provide 2 leg 16mm diameter/m width Minimum area required Diameter Number of legs Area Area > minimum area; OK

1.1 1.0 1.0 1000 mm 800 mm 3351 mm2 50 MPa 522.6 kN/m 1002.6 kN/m 701.8 kN/m 500 mm 350 mm2/m 16 mm 2 per metre width 402.1 mm2/m




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Columns

According to AS5100 (Cl 10.7.1 a), the minimum area of reinforcement steel needed is 0.01xAg which is 1% of the gross area of the cross section of the column. Since the gross area of the column is πx4502= 636 173 mm2, 1% of this area is 6 361 mm2. If we are using 16 bars, the minimum bar size which provides the required amount of area is N24. 16 bars are used as it provides a symmetrical and consistent steel reinforcement throughout the circular column.

The choice of very large diameter bars was not possible as according to AS5100 (Cl 10.7.1 b) area of steel should be less than 0.04*Ag.

The helix confinement reinforcement used was 12mm from Table 10.7.3. whilst the cover of 70 mm was chosen. This results in our total side cover of 82mm. The choice of N24 bars requires a minimum bar diameter of helix to be 10mm.

The analysis considers second order linear effects outlined in AS5100, Cl10.6 and Cl10.7 without an increase in the magnitude of moments due to the slenderness of the column (Cl10.2.3).

The column design was finalised using the ‘ULS Design Functions’ Excel file, where the ultimate moment and axial force values were entered. Values entered into the Ucom Input tab of the file were: - ØMu = 1785.4 kNm - Axial load = 3887.8 kN Also, the section details such as the layer depth remained unaltered as later on, it is shown that these values were appropriated. For the reinforcement, 16 N24 bars were used and placed π/8 radians apart from each other. As calculated above, the side cover is 82 mm. For steel, the Young’s modulus E is 2x105 MPa and the yield strength of steel is 500 MPa. The interaction diagram provided by the Excel programme is provided in Appendix of Submission 1. The diagram depicts the section capacity line of the column and the factor reduced line. The bending moment and axial force due to the design loads are given as M*=602.2 kNm and N*= 3887.8 kN. These values are from ‘Pier Design Results’ and are the ultimate limit state bending moment at the top of the column. Since shear forces are almost constant throughout the column, it is easier to design for the top of the column, where the axial force is smallest. The ultimate limit state values are used rather than the serviceability limit state values since they are larger and hence would represent the worst case scenario. The interaction diagram shows that this point is within the reduced line and hence the design of the column is safe.




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This means that the choice of the diameter of the bars, the number of bars used and the spacing is correct. Hence, the layer depth must also be sufficient for the designs. Based on the Pier Design Results and ULS Design Function, the M* and N* are within the reduced section capacity line and so the column design is safe as shown in the appendix; ‘Interaction Diagram’ Headstock Using the dimensions of 2000 mm wide x 1700 mm deep x 34000 mm long, the required reinforcement to ensure that ULS design shear and bending, SLS design bending is satisfied. Detailing was done based on the requirements of AS3600 and Reinforced Concrete Basics. The development length, anchorage and curtailment were considered. The steps taken to design for the required longitudinal and shear reinforcement can be shown in the appendix.




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Calculations Headstock Longitudinal Reinforcement Design Minimum Strength Requirement f’c f’cf = 0.6 * f’c0.5 D B Z = BD2/6 Assumed Cover Transverse (Muo)min = 1.2 * Z * f’cf ULS Bending Moment retrieved from ‘Strand 7’ Output

- At support - At mid-span

Therefore (Muo)min governs Design for a metre width M* = (Muo)min/2 Trial 24 mm diameter bars at 115 mm spacing Ast = π * (24/2)2 * 1/0.115 DNA Rectangular stress block depth factor

γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Stress block depth Ultimate stress = 0.85 * f’c Concrete force Reinforcement force Satisfies ΣF = 0; OK Total Reinforcement moment about concrete centroid Ø = 0.8 ØMu = 0.8 * 3128

Results/Reference 50 MPa 4.243 MPa 1700 mm 2000 mm 9.633x108 mm3 70 mm 24 mm 4904.5 kNm 3506.8kNm 1363.4kNm 4904.5kNm 2452.35 kNm/m 3934 mm2/m 85.55861 mm 0.696 59.5 mm 42.5MPa 2531kN/m -2531kN/m 3128 kNm/m 2502kNm/m




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SLS Reinforcement Stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL+LL) = 2347.8/2 This was used in combination with the following parameters;

- DNA - ε - E concrete - E steel

Concrete Force= Ec * DNA/2 * ε Total Reinforcement Force Satisfies ΣF = 0; OK Total Reinforcement Moment about concrete centroid Resultant moment > Applied moment; OK

- Maximum reinforcement tensile stress - Maximum allowable stress - Maximum allowable stress - Governing allowable stress

Satisfies Maximum allowable stress > Maximum stress under LL + DL; OK Case 2: SLS Design bending moment (DL only)

- Maximum SLS bending moment (DL only) - Maximum reinforcement tensile stress - Maximum allowable stress - Maximum allowable stress - Governing allowable stress


1173.9kNm/m 233.259 mm 0.000260558 34800 MPa 200000 MPa 1058 kN/m -1058 kN/m 1735 kNm/m 304 MPa 210 MPa 308 MPa 308 MPa 667 kNm/m 173 MPa 210 MPa 308 MPa 308 MPa 1258.45 kN/m




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Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6-d0/1000) ≥ 1.1 β2 β3 bv do Ast f’c Vuc = β1 * β2 * β3 * bv * d0 * ((Ast * f'c)/(bv * d0))(1/3) Shear strength of beam with minimum reinforcement Vu.min = Vuc + 0.6 * bv * d0 Ø = 0.7 ØVu.min = 0.7 * 1817 ØVu > V*; OK Minimum Shear Reinforcement Asv.min = (0.35 * bv.s)/fsy.f Shear reinforcement spacing Provide 2 leg 16mm diameter/m width Minimum area required Diameter Number of legs Area Area > minimum area; OK

1.1 1 1 1000 mm 1594 mm 3770 mm2 50 MPa 860.6 kN/m 1817 kN/m 1271.9 kN/m 500 mm 350mm2/m 16mm 2 per metre width 402.1 mm2/m




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Detailing the Slab reinforcement

Development Length for bar in tension

𝐿𝑠𝑦.𝑡 =𝑘7𝑘8𝑓𝑠𝑦𝐴𝑏

(2𝑎 + 𝑑𝑏)√𝑓′𝑐 𝑏𝑢𝑡 𝑛𝑜 𝑙𝑒𝑠𝑠 𝑡ℎ𝑎𝑛 25𝑘1𝑑𝑏

K7 = 1 < 300mm of concrete cast below K8 = 2.2 for longitudinal bars in beams and columns with fitments K8 is not equal to 1.6 as the clear distance between adjacent parallel bars is less than 150 mm, where we determined the spacing to be 100 mm Ab = cross sectional area of the reinforcing bar Given:

N16 bars used

𝐴𝑏 = 𝜋 ∗ 162

4= 201.1 𝑚𝑚2

2a = twice the minimum cover to the deformed bar or the clear distance

between adjacent parallel bars developing stress

Minimum cover of 35 mm

2 * 35 = 70mm

Characteristic Compressive Strength of Concrete, f’c

f’c = 50 MPa

𝐿𝑠𝑦.𝑡 = 1 ∗ 2.2 ∗ 500 ∗ 201.1

(70 + 16) ∗ √50= 363.76 𝑚𝑚

25k1db = 25 * 1 * 16 = 400 Lsy.t < 25k1db therefore take 400

Results k7 = 1 k8 = 2.2 Ab = 201.1mm2

2a = 70mm Lsy.t = 400mm

Reference

AS5011.5

Cl 13.1.2.1

AS5100.5 Cl 13.1.2.2 (b) AS5011.5

Cl 13.1.2.1 (1)




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Development length for bar in Compression

𝐿𝑠𝑦.𝑡 =𝑘7𝑘8𝑓𝑠𝑦𝐴𝑏

(2𝑎 + 𝑑𝑏)√𝑓′𝑐 𝑏𝑢𝑡 𝑛𝑜 𝑙𝑒𝑠𝑠 𝑡ℎ𝑎𝑛 25𝑘1𝑑𝑏

K7 = 1.25 > 300 mm of concrete cast below K8 = 2.2 for longitudinal bars in beams and columns with fitments Ab = cross-sectional area of the reinforcing bar

Given:

N16 bars used

𝐴𝑏 = 𝜋 ∗ 162

4= 201.1 𝑚𝑚2

2a = twice the minimum cover to the deformed bar or the clear distance

between adjacent parallel bars developing stress

Minimum cover of 35 mm

2 * 35 = 70mm Characteristic Compressive Strength of Concrete, f’c

f’c = 50 MPa

𝐿𝑠𝑦.𝑡 = 1 ∗ 2.2 ∗ 500 ∗ 201.1

(70 + 16) ∗ √50= 363.76 𝑚𝑚

25k1db = 25 * 1 * 16 = 400 Lsy.t > 25k1db therefore take 454.7 mm Reinforcement standards, bends, hooks and cogs Using N16 bars Minimum length for N16 is 4 * db = 4 * 16 = 64 mm

La = 170 mm

K7 = 1.25 K8 = 2.2 Ab = 201.1 mm2

2a = 70 mm Lsy.t = 455 mm La = 170 mm

AS5011.5

Cl 13.1.2.1

AS5100.5

13.1.2.2 (b) AS5100.5

F 13.1.2




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Negative Reo Design Design for a metre width M*

Trial 24 mm diameter bars at 100mm spacing Ast = πr2 * 1/0.10 DNA Rectangular stress block depth factor

γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Ultimate stress = 0.85 * f’c Stress block depth Concrete force Reinforcement force Satisfies ΣF = 0; OK

Total Reinforcement moment about concrete centroid

Ø = 0.8

ØMu = 0.8 * 1952.3 Therefore ØMu > M* is satisfied; OK SLS reinforcement stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL + LL)

This was used in combination with the following parameters:

- DNA

- ε

- E concrete

- E steel

Concrete Force = Ec * DNA/2 * ε

Reinforcement Force Total Reinforcement Force

Satisfies ΣF ~ 0; OK

Results -779 kNm/m 4524 mm2/m 65.3 mm 0.696 42.5 MPa 45.2 mm 1923 kn/m -1923 kN/m 1952.3 kN/m 1561.84 kN/m -477 kNm/m 178.5 mm 0.0002651 34800 MPa 200000 MPa 823 kN/m -824kN/m

AS 5100.5 Cl 8.1.2.2




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Total Reinforcement Moment about concrete centroid Resultant moment > Applied moment; OK

- Maximum reinforcement tensile stress

- Maximum allowable stress


- Governing allowable stress

Satisfies Maximum allowable stress > Maximum stress under DL + LL; OK Case 2: SLS Design bending moment (DL only)

- Maximum SLS bending moment (DL only)





Satisfies Maximum allowable stress > Maximum stress under DL only; OK Check Shear Capacity Design ULS Shear Force V* Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6 - d0/1000) ≥ 1.1

β2

β3 bv do Ast f’c Vuc = β1 * β2 * β3 * bv * d0 * ((Ast * f'c)/(bv * d0))(1/3)

Shear strength of beam with minimum reinforcement

Vu.min = Vuc + 0.6 * bv * d0

Ø = 0.7

ØVu.min = 0.7 * 274.1

ØVu > V*; OK

728 kNm/m 210 MPa 210 MPa 320 MPa 320 MPa 6 kNm/m 2 MPa 210MPa 320 MPa 320 MPa 400.8 kN/m 1.1 1.0 1.0 1000 mm 887 mm 4524 mm2 50 MPa 618.7 kN/m 1150.9 kN/m 805.7 kN/m

AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 Cl 8.2 AS 5100.5 Cl 8.2.5 (a)




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Minimum Shear Reinforcement

Asv.min = (0.35 * bv.s)/fsy.f

Spacing = min {300mm or 0.5D}

Shear reinforcement spacing

Provide 2 leg 16 mm diameter/m width

Minimum area required

Diameter

Number of legs

Area

Area > minimum area; OK

300 210 mm2/m 12 mm 2 per metre width 226.2 mm2/m




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Calculations

End Diaphragm Minimum Strength Requirement f’c

f’cf = 0.6 * f’c0.5

D

B Z = BD2/6

Assumed cover Stirrups (Muo)min = 1.2 * Z * f’cf

ULS bending moments retrieved from ‘Strand 7’ output - At support (positive)

- At mid-span (negative)

(Muo)min does not govern; design for positive and negative reo separately. Positive Reo Design Design for a metre width M*


γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Ultimate stress = 0.85 * f’c Stress block depth Concrete force Reinforcement force Reo force > Concrete force; OK


Ø = 0.8

ØMu = 0.8 * 2689.4 Therefore ØMu > M* is satisfied; OK

Results 50 MPa 4.243 MPa 950 mm

1000 mm 1.504x108 mm3 35 mm 16 mm 765.8 kNm 1240 kNm/m -779.3 kNm/m 1240 kNm/m 6158 mm2/m 62.3 mm 0.696 42.5 MPa 45.2 mm 1923 kN/m -3403 kN/m 2689.4 kN/m 2151.52 kN/m

Reference AS 5100.5

Cl 8.1.4 AS 5100.5

Cl 8.1.2.2




28

SLS reinforcement stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL + LL)


- DNA

- ε

- E concrete

- E steel
















14.8 kNm/m 48.3981 mm 0.000553 34800 MPa 200000 MPa 465 kN/m -465 kN/m 55 kNm/m 211 MPa 280 MPa 320 MPa 320 MPa 20 MPa 289 MPa 280 MPa 320 MPa 320 MPa 39.40 kN/m

AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 Cl 8.2




29

Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6 - d0/1000) ≥ 1.1

β2



Vu.min = Vuc + 0.6 * bv * d0

Ø = 0.7

ØVu.min = 0.7 * 218.1

ØVu > V*; OK

No shear reinforcement required

1.1 1.0 1.0 1000 mm 137 mm 2011 mm2 50 MPa 135.9 kN/m 218.1 kN/m 152.7 kN/m

AS 5100.5 Cl 8.2.5 (a) AS 3600 Cl 8.2.5 (i)




30

SLS reinforcement stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL + LL)


- DNA

- ε

- E concrete

- E steel



Reo force > Concrete force; OK

719.1 kNm/m 178.30 mm 0.0003154 34800 MPa 200000 MPa 978.5 kN/m -1405 kN/m 1269 kNm/m 240 MPa




31













185 MPa 320 MPa 320 MPa 12 kNm/m 3 MPa 185 MPa 320 MPa 320 MPa 400.8 kN/m

AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 Cl 8.2




32

Calculations Top Slab – Longitudinal Reinforcement Design Minimum Strength Requirement f’c

f’cf = 0.6 * f’c0.5

D

B Z = BD2/6

(Muo)min = 1.2 * Z * f’cf



Therefore (Muo)min governs and so design based on this case Reo Design Design for a metre width M* = (Muo)min


γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Stress block depth Ultimate stress = 0.85 * f’c Concrete force Reinforcement force Satisfies ΣF = 0; OK


Ø = 0.8

ØMu = 0.8 * 141

Therefore ØMu > M* is satisfied; OK


1000 mm 6.667x106 mm3 33.9 kNm 30.8 kNm/m -24.1 kNm/m 33.94 kNm/m 2011 mm2/m 45.78 mm 0.696 31.9 mm 42.5 MPa 1354 kN/m -1354 kN/m 141 kN/m 112.6 kN/m

Reference AS 5100.5 Cl 8.1.4 AS 5100.5 Cl 8.1.2.2




33

Calculations Top Slab – Transverse Reinforcement Design

- All Design moments for transverse reinforcement design have

been computed through the addition of global moments

(found by strand 7) and local moments (Macaulay’s method as

shown below)

Minimum Strength Requirement f’c

f’cf = 0.6 * f’c0.5

D

B Z = BD2/6




Therefore (Muo)min does not govern and so design for positive and negative reo separately. Positive Reo Design Design for a metre width M* = (Muo)min

Trial 16 mm diameter bars at 80 mm spacing Ast = πr2 * 1/0.08 DNA Rectangular stress block depth factor

γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Stress block depth Ultimate stress = 0.85 * f’c Concrete force Reinforcement force

Results -40.6 kNm/m 2011 mm2/m 41.44 mm 0.696 28.8 mm 42.5 MPa 1226 kN/m -1225 kN/m 145 kN/m 115.9 kN/m 14.8kNm/m 48.689 mm 0.000425 34800 MPa 200000 MPa 360 kN/m -360 kN/m

References AS 5100.5 Cl 8.1.2.2




34

Satisfies ΣF = 0; OK


Ø = 0.8











Satisfies Maximum allowable stress > Maximum stress under DL only; OK Check Shear Capacity Design ULS Shear Force V* Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6 - d0/1000) ≥ 1.1

β2



Vu.min = Vuc + 0.6 * bv * d0

Ø = 0.7

ØVu.min = 0.7 * 274.1

ØVu > V*; OK


48 kNm/m 179 MPa 280 MPa 320 MPa 320 MPa 20 MPa 244 MPa 280 MPa 320 MPa 320 MPa 191.2 kN/m 1.1 1.0 1.0 1000 mm 137 mm 2011 mm2 50 MPa 135.9 kN/m 218.1 kN/m 152.7 kN/m 500 mm

AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 T 8.6.1 (A) T 8.6.1 (B) AS 5100.5 Cl 8.2 AS 5100.5 Cl 8.2.5 (a)




35



Provide 2 leg 16mm diameter/m width


Diameter

Number of legs

Area


Macaulay’s Method

Beam Segments

X End (m) EI (kn/mm^2)

3 23333

Supports

X(m)

0

0.92

1.94

2.86

Point Loads A160 Loading: Maximum Positive Moment Position

Position(m) Force (kn/m)* Distributed Load (kn/m)

0.46 -172.899 -9.2

2.46 -172.899 -9.2

W80 Loading Maximum Negative Moment Position

Position(m) Force (kn/m)* Distributed Load (kn/m)

0.53 -172.899 -9.2

*Values have been multiplied by 1.8 (ULS factor) and 1.4 (Dynamic LA) Maximum and Minimum Moments and Shear Force

350 mm2/m 16 mm 2 per metre width 402.1 mm2/m

AS 5100.5 Cl 9.3.3 AS 5100.2 Cl 6.11




36

Loading Case Moments Shear Force**

A160 34.608 98.592

W80 -16.442

**Value has been divided by 1.8 to remove ULS Factoring




37

Calculations Top Slab – Transverse Reinforcement Design

- All Design moments for transverse reinforcement design have

been computed through the addition of global moments

(found by strand 7) and local moments (Macaulay’s method as

shown below)

Minimum Strength Requirement f’c

f’cf = 0.6 * f’c0.5

D

B Z = BD2/6




Therefore (Muo)min does not govern and so design for positive and negative reo separately. Positive Reo Design Design for a metre width M* = (Muo)min

Trial 16 mm diameter bars at 80 mm spacing Ast = πr2 * 1/0.08 DNA Rectangular stress block depth factor

γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Stress block depth Ultimate stress = 0.85 * f’c Concrete force Reinforcement force


1000 mm 6.667x106 mm3 35 mm 16 mm 33.9 kNm 65.4 kNm/m -40.6 kNm/m 65.4 kNm/m 2513 mm2/m 50.779 mm 0.696 35.3 mm 42.5 MPa 1502 kN/m -1502 kN/m

References AS5100.5

Cl 8.1.4 AS5100.5

Cl 8.1.2.2




38

Satisfies ΣF = 0; OK


Ø = 0.8

ØMu = 0.8 * 288 Therefore ØMu > M* is satisfied; OK SLS reinforcement stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL + LL)


- DNA

- ε

- E concrete

- E steel















165 kN/m 130.1 kN/m 19.7kNm/m 52.218 mm 0.0003190 34800 MPa 200000 MPa 290 kN/m -290 kN/m 34 kNm/m 108 MPa 280 MPa 320 MPa 320 MPa 20 MPa 111 MPa 280 MPa 320 MPa

AS5100.5

T 8.6.1 (A) T 8.6.1 (B) AS5100.5

T 8.6.1 (A) T 8.6.1 (B)




39


320 MPa 191.2 kN/m

AS5100.5

Cl 8.2




40

Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6 - d0/1000) ≥ 1.1

β2



Vu.min = Vuc + 0.6 * bv * d0

Ø = 0.7

ØVu.min = 0.7 * 274.1

ØVu > V*; OK






Diameter

Number of legs

Area


Crack Control of Slab

a) Ast.min ≥ 3ks * Act/fs

Ks = 0.6

Act = 1000 * (200 – DNA)

= 124 709 mm2

fs = 210 MPa

Ast.min ≥ 1068.93 mm2 OK

b) Centre to centre spacing of bars = 80mm < min (2.0 * Ds,

300mm), OK

c) Load effects considered for serviceability limit state loads

1.1 1.0 1.0 1000 mm 141 mm 2513 mm2 50 MPa 149.3 kN/m 233.9kN/m 163.7 kN/m 500 mm 350 mm2/m 16 mm 2 per metre width 402.1 mm2/m Ast.min ≥ 1068.93 mm2

AS5100.5

Cl 9.4.1




41

e) fscr < 210 MPa

f) fscr < 0.8 * fsy




42

Calculations

Revised Footing Minimum Strength Requirement f’c

f’cf = 0.6 * f’c0.5

D

B Z = BD2/6




(Muo)min governs Design for a metre width M* = (Muo)min/2.8


γ = [0.85 – 0.007 * (f’c – 28)| 0.65 ≤ γ ≤ 0.85]

Ultimate stress = 0.85 * f’c Stress block depth Concrete force Reinforcement force Satisfies ΣF = 0; OK


Ø = 0.8

ØMu = 0.8 * 2689.4 Therefore ØMu > M* is satisfied; OK


2800 mm 3.78x108 mm3 70 mm 16 mm 1924.5 kNm 971.6 kNm/m -847.2 kNm/m 687.31 kNm/m 2094 mm2/m 60.31 mm 0.696 42.5 MPa 41.8 mm 1776.5 kN/m -1776.5 kN/m 2689.4 kN/m 2151.52 kN/m

Reference AS5100.5

Cl 8.1.4 AS5100.5

Cl 8.1.2.2




43

SLS reinforcement stresses Case 1: SLS Design bending moment (DL +LL) SLS design bending moment (DL + LL) = -510.7/3


- DNA

- ε

- E concrete

- E steel



Reo force > Concrete force; OK







- Maximum SLS bending moment (DL/2.8m)





Satisfies Maximum allowable stress > Maximum stress under DL only; OK

719.1kNm/m 140.30 mm 0.00021 34800 MPa 200000 MPa 513.2 kN/m -513 kN/m 250 kNm/m 184 MPa 240 MPa 280 MPa 280 MPa 88 kNm/m 76 MPa 240 MPa 280 MPa 280 MPa

AS5100.5

T 8.6.1 (A) T 8.6.1 (B) AS5100.5

T 8.6.1 (A) T 8.6.1 (B)




44

Calculation Minimum steel cross-sectional area Ast ≥ 0.01 * Ag Where Ast is the area of steel Ag is the gross area of concrete Ag = 0.25 * π * d2 = 636172.5 mm2 Where d = 900 mm, the diamter of the column Ast = 0.01 * 636172.5 mm2 Therefore, the minimum area of steel required must be 6361.73 mm2 Try 16N24 steel bars Ast = 16 * π * 122 = 7238.23 mm2 < 0.04Ag Spacing of ties and helices Dc = 900 mm > 300 mm 15 * db = 15 * 24 = 360 mm > 300 mm Therefore the spacing between the helices is 300 mm Stress development length Lsy.c = 20 * db = 20 * 24 = 480 mm Minimum lap length for spliced bars For Fsy > 400 MPa (0.125 * fsy – 22) * db = (0.125 * 500 – 22) * 24 = 972 mm Atr/s ≥ nAb/3400 Atr/s = ((π * 122)/4)/300 = 0.377 nAb/3400 = (16 * (π * 242)/4)/3400 = 2.129

Result 16N24 bars Min lap length = 972 mm ≈ 980 mm

Reference AS 5100.5 Cl 10.7.1 AS 5100.5 Cl 10.7.3.3 AS 5100.5 Cl 13.1.3 AS 5100.5

Cl 13.2.5 (c)




45

Check Shear Capacity Design ULS Shear Force V*/2.8m Strength excluding shear reinforcement, Vuc β1 = 1.1 * (1.6 - d0/1000) ≥ 1.1

β2



Vu.min = Vuc + 0.6 * bv * d0

Ø = 0.7

ØVu.min = 0.7 * 274.1

ØVu > V*; OK






Diameter

Number of legs

Area


36.86 kN/m 1.1 1.0 1.0 1000 mm 804 mm 2094 mm2 50 MPa 448.3 kN/m 930.7 kN/m 651.5 kN/m 500 350 mm2/m 16 mm 2 per metre width 402.1 mm2/m

AS5100.5

Cl 8.2 AS 5100.5 Cl 8.2.5 (a)




46




47

4.0 DESIGN OUTPUTS

4.1 General

A summary of the design outputs for the bridge is included with this report in Attachment C

4.2 Finite Element Analysis Results Results of the finite element analysis are summarised in the Attachments. Bending moments, shear forces, axial loads, and deflections are plotted for the loads and combinations described in Sections 2.2 and 2.3.

4.3 Cross Section and Reinforcement Design

The cross section and reinforcement design is included in section 3.0 Calculations. 4.4 Design Output Index

Footings

For longitudinal reinforcement in the footing (per three metre width), for the compressive face of the footing 22 N24 bars at 135 mm spacing were used and in the tensile face we use 22 N20 bars, also at 135 mm spacing. For transverse reinforcement, N20 bars were used in the top face and N24 bars were used in the bottom face. 260 mm spacing was used for the length of the footing. For shear reinforcement, only the minimum shear reinforcement was required which was 2 legs at 16 mm diameter per metre width. Output can be seen in Attachment C, Submission 1 - FOOTING FRONT VIEW, SIDE VIEW FOOTING – SECTION AB, FOOTING SIDE VIEW – SECTION BC, CD & DE, FOOTING SIDE VIEW – SECTION EF. Columns The columns will be reinforced with 16N24 500N bars, arranged as shown in Figure 5.3.2 and 5.3.3 in Attachment C. The bars will be tied together by 12mm bars in a helical matrix, with a spacing of 300mm and, in the construction, will satisfy Clause 10.7.3.3. The results of the finite element analysis can be found in Section 4.2 of this report.




48

Headstock For the longitudinal reinforcement, 17 N24 bars were used at 115 mm spacing. For the shear reinforcement, it was 2 N16 stirrups per metre width. Output can be seen in Attachment C: HEADING FRONT VIEW, HEADSTOCK SIDE VIEW– SECTION AB, HEADSTOCK SIDE VIEW – SECTION BC, CD & DE, FOOTING SIDE VIEW – SECTION EF.




49

Attachment A - Substructure Frame Model

ULS Max Support: Shear Force 2

Bending Moment 2




50

Axial Force




51

ULS Minimum Support: Shear Force 2




52

Bending Moment 2




53

Axial Force




54

Serviceability: Shear Force 2




55

Bending Moment 2




56

Axial Force




57

SLS: Bending Moment 2




58

Bending Moment 1

Shear Force 2




59

Shear Force 1




60

Axial Force




61

Torque




62

ULS: Bending Moment 2




63

Shear Force 2




64

Torque




65

Axial Force




66

Shear Force 1




67

Bending Moment 1




68




69




70




71




72

HEADSTOCKS (SLS)




73

-4000

-3000

-2000

-1000

0

1000

2000

3000

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

Ben

din

g M

om

ent,

kN

m

ULS: Headstock Bending Moment Diagram

ULS Max Support

-5000

-4000

-3000

-2000

-1000

0

1000

2000

3000

4000

5000

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

Sher

Fo

rce

, kN

ULS: Headstock Shear Force Diagram

ULS Max Support




74

Location of Maximum design actions:

Equivalent square section side length 798 mm2

Effective depth at support, assume 70 cover, 20 mm trasverse bars, 24 dia longitudinal bars

Effective depth = 1700 - 70 - 20 -24/2 = 1598 mm

Critical section distance from column CL:

Bending at support: 0.15D from face = 279 mm from centre

Shear at support: d from face 1997 mm from centre

Design actions, M* and V* (axial force is small and is neglected for design purposes)

X ULS SLS DL + LL SLS DL only

Positive Bending moment (mid-span) -1662.9 444.9 kNm

Negative bending moment

Distance from column CL 0.00 -2143.5 -395.8 kNm

1.40 -1662.9 54.1 kNm

Design section 0.279 -2047.7 -306.1 kNm




75

1035.3 627.5

84 67

SLS; DL + LL -2143.5 SLS; DL only -395.8

43 13

Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

Beam 8: 0.0 m -29.25 0 0 0 Beam 8: 0.0 m -29.25 0 0 0

Beam 8: 0.2 m -29.05 -18.6 -2.2 0.6 Beam 8: 0.2 m -29.05 -18.6 -2.2 0.5

Beam 8: 0.5 m -28.75 -37.2 -8.7 1.1 Beam 8: 0.5 m -28.75 -37.2 -8.7 1.1

Beam 8: 0.7 m -28.55 -55.8 -19.5 1.7 Beam 8: 0.7 m -28.55 -55.8 -19.5 1.6

Beam 8: 0.9 m -28.35 -74.4 -34.6 2.2 Beam 8: 0.9 m -28.35 -74.4 -34.6 2.2

Beam 8: 1.2 m -28.05 -93 -54.1 2.8 Beam 8: 1.2 m -28.05 -93 -54.1 2.7

Beam 9: 0.0 m -28.05 -2044 558.7 143.9 Beam 9: 0.0 m -28.05 -1022.5 305.3 28.8

Beam 9: 0.0 m -28.05 -2040 457.4 143.8 Beam 9: 0.0 m -28.05 -1018.5 254.6 28.7

Beam 9: 0.1 m -27.95 -2036.1 356.3 143.7 Beam 9: 0.1 m -27.95 -1014.6 204.2 28.6

Beam 9: 0.1 m -27.85 -2032.1 255.3 143.6 Beam 9: 0.1 m -27.85 -1010.6 154 28.5

Beam 9: 0.2 m -27.65 -2028.1 154.6 143.5 Beam 9: 0.2 m -27.65 -1006.6 103.9 28.3

Beam 9: 0.2 m -27.45 -2024.2 54.1 143.4 Beam 9: 0.2 m -27.45 -1002.7 54.1 28.2

Beam 10: 0.0 m -27.45 844.5 -871.3 -8.5 Beam 10: 0.0 m -27.45 657.3 -395.8 -39

Beam 10: 0.3 m -27.15 817.3 -589.3 -7.7 Beam 10: 0.3 m -27.15 630.1 -177.4 -38.2

Beam 10: 0.7 m -26.45 790.2 -316.6 -6.9 Beam 10: 0.7 m -26.45 603 31.9 -37.4

Beam 10: 1.0 m -25.45 763 -53.1 -6.1 Beam 10: 1.0 m -25.45 575.8 231.9 -36.6

Beam 10: 1.4 m -24.05 735.9 201.2 -5.3 Beam 10: 1.4 m -24.05 548.7 422.7 -35.9

Beam 10: 1.7 m -22.35 708.7 446.3 -4.5 Beam 10: 1.7 m -22.35 521.5 604.2 -35.1

Beam 11: 0.0 m -22.35 -888.7 446.3 115.1 Beam 11: 0.0 m -22.35 -388.1 604.2 -8.7

Beam 11: 0.3 m -22.05 -916 138.7 115.9 Beam 11: 0.3 m -22.05 -415.4 467.3 -7.9

Beam 11: 0.7 m -21.35 -943.3 -178.3 116.7 Beam 11: 0.7 m -21.35 -442.7 321 -7.1

Beam 11: 1.0 m -20.35 -970.6 -504.5 117.5 Beam 11: 1.0 m -20.35 -470 165.4 -6.3

Beam 11: 1.4 m -18.95 -997.8 -840.1 118.4 Beam 11: 1.4 m -18.95 -497.2 0.5 -5.5

Beam 11: 1.7 m -17.25 -1025.1 -1185 119.2 Beam 11: 1.7 m -17.25 -524.5 -173.7 -4.7

Beam 12: 0.0 m -17.25 1773.3 -1533.7 -40.4 Beam 12: 0.0 m -17.25 1288.3 -232.8 -70.4

Beam 12: 0.0 m -17.25 1769.4 -1448.6 -40.3 Beam 12: 0.0 m -17.25 1284.4 -171 -70.3

Beam 12: 0.1 m -17.15 1765.6 -1363.8 -40.2 Beam 12: 0.1 m -17.15 1280.6 -109.5 -70.1

Beam 12: 0.1 m -17.05 1761.8 -1279.1 -40.1 Beam 12: 0.1 m -17.05 1276.7 -48.1 -70

Beam 12: 0.2 m -16.85 1757.9 -1194.6 -40 Beam 12: 0.2 m -16.85 1272.9 13.2 -69.9

Beam 12: 0.2 m -16.65 1754.1 -1110.2 -39.8 Beam 12: 0.2 m -16.65 1269.1 74.2 -69.8

Beam 13: 0.0 m -16.65 411 -1110.2 62.4 Beam 13: 0.0 m -16.65 359.4 74.2 -43.4

Beam 13: 0.4 m -16.25 379.9 -956.4 63.3 Beam 13: 0.4 m -16.25 328.3 208 -42.5

Beam 13: 0.8 m -15.45 348.8 -814.7 64.2 Beam 13: 0.8 m -15.45 297.2 329.6 -41.6

Beam 13: 1.2 m -14.25 317.7 -685.1 65.2 Beam 13: 1.2 m -14.25 266.1 439.2 -40.6

Beam 13: 1.6 m -12.65 286.5 -567.6 66.1 Beam 13: 1.6 m -12.65 234.9 536.6 -39.7

Beam 13: 1.9 m -10.75 255.4 -462.2 67 Beam 13: 1.9 m -10.75 203.8 621.9 -38.8

Beam 14: 0.0 m -10.75 -938.3 -462.2 159.4 Beam 14: 0.0 m -10.75 -705.8 621.9 -12

Beam 14: 0.2 m -10.55 -957.8 -692.8 160 Beam 14: 0.2 m -10.55 -725.3 447.8 -11.4

Beam 14: 0.5 m -10.05 -977.3 -928.3 160.6 Beam 14: 0.5 m -10.05 -744.7 269 -10.8

Beam 14: 0.7 m -9.35 -996.7 -1168.4 161.2 Beam 14: 0.7 m -9.35 -764.2 85.4 -10.3

Beam 14: 1.0 m -8.35 -1016.2 -1413.3 161.8 Beam 14: 1.0 m -8.35 -783.7 -102.9 -9.7




76

Beam 14: 1.2 m -7.15 -1035.7 -1662.9 162.4 Beam 14: 1.2 m -7.15 -803.1 -295.9 -9.1

Beam 15: 0.0 m -7.15 1573.8 -2143.5 -19.6 Beam 15: 0.0 m -7.15 1047.3 -315.7 -67.3

Beam 15: 0.1 m -7.05 1562.2 -1915.2 -19.3 Beam 15: 0.1 m -7.05 1035.6 -164 -67

Beam 15: 0.3 m -6.75 1550.5 -1688.5 -18.9 Beam 15: 0.3 m -6.75 1024 -14 -66.6

Beam 15: 0.4 m -6.35 1538.9 -1463.5 -18.6 Beam 15: 0.4 m -6.35 1012.3 134.3 -66.3

Beam 15: 0.6 m -5.75 1527.2 -1240.2 -18.2 Beam 15: 0.6 m -5.75 1000.6 280.9 -66

Beam 15: 0.7 m -5.05 1515.5 -1018.6 -17.9 Beam 15: 0.7 m -5.05 989 425.8 -65.6

Beam 16: 0.0 m -5.05 377.6 -1018.6 69.7 Beam 16: 0.0 m -5.05 79.3 425.8 -39.4

Beam 16: 0.4 m -4.65 346.4 -877.7 70.6 Beam 16: 0.4 m -4.65 48.2 450.6 -38.5

Beam 16: 0.8 m -3.85 315.3 -749 71.5 Beam 16: 0.8 m -3.85 17.1 463.4 -37.6

Beam 16: 1.2 m -2.65 284.2 -632.5 72.5 Beam 16: 1.2 m -2.65 0 465.2 -37.1

Beam 16: 1.5 m -1.05 253.1 -528 73.4 Beam 16: 1.5 m -1.05 -14 464 -36.7

Beam 16: 1.6 m 0.85 221.9 -435.6 74.3 Beam 16: 1.6 m 0.85 -45.1 452.4 -35.8

Beam 16: 1.9 m 2.75 -929.1 -435.6 163 Beam 16: 1.9 m 2.75 -76.3 428.8 -34.9

Beam 17: 0.0 m 2.75 -940.8 -571.8 163.3 Beam 17: 0.0 m 2.75 -985.9 428.8 -8.7

Beam 17: 0.1 m 2.85 -952.4 -709.6 163.6 Beam 17: 0.1 m 2.85 -997.5 284.4 -8.3

Beam 17: 0.3 m 3.15 -964.1 -849.2 164 Beam 17: 0.3 m 3.15 -1009.2 138.2 -8

Beam 17: 0.4 m 3.55 -975.7 -990.5 164.3 Beam 17: 0.4 m 3.55 -1020.8 -9.6 -7.6

Beam 17: 0.6 m 4.15 -987.4 -1133.5 164.7 Beam 17: 0.6 m 4.15 -1032.5 -159.2 -7.3

Beam 17: 0.7 m 4.85 1493.8 -1736.2 -37.9 Beam 17: 0.7 m 4.85 -1044.1 -310.4 -7

Beam 18: 0.0 m 4.85 1474.3 -1375.1 -37.3 Beam 18: 0.0 m 4.85 801.4 -288.2 -55.3

Beam 18: 0.2 m 5.05 1454.8 -1018.8 -36.8 Beam 18: 0.2 m 5.05 781.9 -95.6 -54.8

Beam 18: 0.5 m 5.55 1435.4 -667.2 -36.2 Beam 18: 0.5 m 5.55 762.5 92.3 -54.2

Beam 18: 0.7 m 6.25 1415.9 -320.4 -35.6 Beam 18: 0.7 m 6.25 743 275.5 -53.7

Beam 18: 1.0 m 7.25 1396.4 21.8 -35.1 Beam 18: 1.0 m 7.25 723.5 453.9 -53.1

Beam 18: 1.2 m 8.45 184.7 21.8 68.1 Beam 18: 1.2 m 8.45 704.1 627.5 -52.5

Beam 19: 0.0 m 8.45 153.6 87.5 67.2 Beam 19: 0.0 m 8.45 -203.7 627.5 -38.2

Beam 19: 0.4 m 8.85 122.4 141.2 66.3 Beam 19: 0.4 m 8.85 -234.8 542.2 -39.1

Beam 19: 0.8 m 9.65 91.3 182.8 65.4 Beam 19: 0.8 m 9.65 -265.9 444.9 -40

Beam 19: 1.2 m 10.85 60.2 212.3 64.5 Beam 19: 1.2 m 10.85 -297.1 335.4 -41

Beam 19: 1.6 m 12.45 29.1 229.6 63.6 Beam 19: 1.6 m 12.45 -328.2 213.8 -41.9

Beam 19: 1.9 m 14.35 -1274.7 229.6 86.6 Beam 19: 1.9 m 14.35 -359.3 80.1 -42.8

Beam 20: 0.0 m 14.35 -1278.6 168.3 86.5 Beam 20: 0.0 m 14.35 -1268.9 80.1 -69.2

Beam 20: 0.0 m 14.35 -1282.4 106.8 86.4 Beam 20: 0.0 m 14.35 -1272.8 19 -69.3

Beam 20: 0.1 m 14.45 -1286.3 45.1 86.3 Beam 20: 0.1 m 14.45 -1276.6 -42.2 -69.4

Beam 20: 0.1 m 14.55 -1290.1 -16.7 86.2 Beam 20: 0.1 m 14.55 -1280.5 -103.6 -69.5

Beam 20: 0.2 m 14.75 -1293.9 -78.8 86.1 Beam 20: 0.2 m 14.75 -1284.3 -165.2 -69.7

Beam 20: 0.2 m 14.95 1098.9 -721.8 15.4 Beam 20: 0.2 m 14.95 -1288.1 -226.9 -69.8

Beam 21: 0.0 m 14.95 1071.7 -351.8 14.6 Beam 21: 0.0 m 14.95 522.8 -167.3 -4.3

Beam 21: 0.3 m 15.25 1044.4 8.9 13.9 Beam 21: 0.3 m 15.25 495.5 6.3 -5.1

Beam 21: 0.7 m 15.95 1017.1 360.4 13.1 Beam 21: 0.7 m 15.95 468.2 170.6 -5.9

Beam 21: 1.0 m 16.95 989.8 702.5 12.3 Beam 21: 1.0 m 16.95 440.9 325.6 -6.7

Beam 21: 1.4 m 18.35 962.5 1035.3 11.5 Beam 21: 1.4 m 18.35 413.7 471.2 -7.5

Beam 21: 1.7 m 20.05 -493.5 1035.3 36 Beam 21: 1.7 m 20.05 386.4 607.6 -8.3

Beam 22: 0.0 m 20.05 -520.6 863.2 35.2 Beam 22: 0.0 m 20.05 -523.3 607.6 -34.7

Beam 22: 0.3 m 20.35 -547.8 682 34.5 Beam 22: 0.3 m 20.35 -550.4 425.5 -35.4

Beam 22: 0.7 m 21.05 -574.9 491.5 33.7 Beam 22: 0.7 m 21.05 -577.6 234.1 -36.2

Beam 22: 1.0 m 22.05 -602.1 291.8 32.9 Beam 22: 1.0 m 22.05 -604.7 33.5 -37

Beam 22: 1.4 m 23.45 -629.2 82.9 32.1 Beam 22: 1.4 m 23.45 -631.9 -176.3 -37.8

Beam 22: 1.7 m 25.15 1781 -493.5 -17.9 Beam 22: 1.7 m 25.15 -659 -395.4 -38.6

Beam 23: 0.0 m 25.15 1777 -405.2 -18 Beam 23: 0.0 m 25.15 1022.4 -305.3 32.9

Beam 23: 0.0 m 25.15 1773.1 -317.1 -18.2 Beam 23: 0.0 m 25.15 1018.4 -254.6 32.8

Beam 23: 0.1 m 25.25 1769.1 -229.3 -18.3 Beam 23: 0.1 m 25.25 1014.4 -204.2 32.7

Beam 23: 0.1 m 25.35 1765.1 -141.6 -18.4 Beam 23: 0.1 m 25.35 1010.5 -154 32.5

Beam 23: 0.2 m 25.55 1761.1 -54.1 -18.5 Beam 23: 0.2 m 25.55 1006.5 -103.9 32.4

Beam 23: 0.2 m 25.75 93 -54.1 2.7 Beam 23: 0.2 m 25.75 1002.5 -54.1 32.3

Beam 24: 0.0 m 25.75 74.4 -34.6 2.1 Beam 24: 0.0 m 25.75 93 -54.1 2.7

Beam 24: 0.2 m 25.95 55.8 -19.5 1.6 Beam 24: 0.2 m 25.95 74.4 -34.6 2.2

Beam 24: 0.5 m 26.45 37.2 -8.7 1.1 Beam 24: 0.5 m 26.45 55.8 -19.5 1.6

Beam 24: 0.7 m 27.15 18.6 -2.2 0.5 Beam 24: 0.7 m 27.15 37.2 -8.7 1.1

Beam 24: 0.9 m 28.05 9 -1.1 0.2 Beam 24: 0.9 m 28.05 18.6 -2.2 0.5

Beam 24: 1.2 m 29.25 0 0 0 Beam 24: 1.2 m 29.25 0 0 0




77

HEADSTOCK (ULS)

-4000

-3000

-2000

-1000

0

1000

2000

3000

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

Ben

din

g M

om

ent,

kN

m

ULS: Headstock Bending Moment Diagram

ULS Max Support

-5000

-4000

-3000

-2000

-1000

0

1000

2000

3000

4000

5000

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

Sher

Fo

rce

, kN

ULS: Headstock Shear Force Diagram

ULS Max Support




78









X ULS

Positive Bending moment (mid-span) 2372.3 kNm

Negative bending moment

Distance from column CL 0.00 -2949.4 kNm

1.60 -2501.6 kNm

Design section 0.279 -2871.3 kNm

Shear Force

Design section 1.997 -1437.2 kN




79

4229.1 2372.3 2392.7 1233.5

25 18 91 84

ULS; maximum support stiffness-4000.7 -2057.8 ULS; minimum support stiffness -2799.9 -2949.4

7 60 7 43

Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

Beam 8: 0.0 m -29.25 0 0 0 Beam 8 -29.25 0 0 0

Beam 8: 0.2 m -29.05 -22.3 -2.6 0.7 Beam 8: 0.2 m -29.05 -22.3 -2.6 0.7

Beam 8: 0.5 m -28.75 -44.6 -10.4 1.3 Beam 8: 0.5 m -28.75 -44.6 -10.4 1.3

Beam 8: 0.7 m -28.55 -67 -23.4 2 Beam 8: 0.7 m -28.55 -67 -23.4 2

Beam 8: 0.9 m -28.35 -89.3 -41.5 2.6 Beam 8: 0.9 m -28.35 -89.3 -41.5 2.7

Beam 8: 1.2 m -28.05 -111.6 -64.9 3.3 Beam 8: 1.2 m -28.05 -111.6 -64.9 3.4

Beam 9: 0.0 m -28.05 -4000.7 1054.5 113.2 Beam 9: 0.0 m -28.05 -2799.9 756.6 166.3

Beam 9: 0.0 m -28.05 -3995.9 856.1 113.1 Beam 9: 0.0 m -28.05 -2795.1 617.8 166.1

Beam 9: 0.1 m -27.95 -3991.2 657.9 113 Beam 9: 0.1 m -27.95 -2790.3 479.2 166

Beam 9: 0.1 m -27.85 -3986.4 460 112.8 Beam 9: 0.1 m -27.85 -2785.6 340.8 165.9

Beam 9: 0.2 m -27.65 -3981.6 262.3 112.7 Beam 9: 0.2 m -27.65 -2780.8 202.7 165.7

Beam 9: 0.2 m -27.45 -3976.9 64.9 112.6 Beam 9: 0.2 m -27.45 -2776 64.9 165.6

Beam 10: 0.0 m -27.45 2165.4 -1163.5 -87.1 Beam 10: 0.0 m -27.45 1029.8 -965.3 9.7

Beam 10: 0.3 m -27.15 2132.8 -434.3 -86.1 Beam 10: 0.3 m -27.15 997.2 -621.4 10.7

Beam 10: 0.7 m -26.45 2100.2 284 -85.2 Beam 10: 0.7 m -26.45 964.6 -288.6 11.7

Beam 10: 1.0 m -25.45 2067.7 991.1 -84.2 Beam 10: 1.0 m -25.45 932 33.2 12.6

Beam 10: 1.4 m -24.05 2035.1 1687.3 -83.3 Beam 10: 1.4 m -24.05 899.4 344 13.6

Beam 10: 1.7 m -22.35 2002.5 2372.3 -82.3 Beam 10: 1.7 m -22.35 866.8 643.6 14.6

Beam 11: 0.0 m -22.35 -1694.3 2372.3 25.7 Beam 11: 0.0 m -22.35 -1284 643.6 151.1

Beam 11: 0.3 m -22.05 -1727.1 1789.1 26.6 Beam 11: 0.3 m -22.05 -1316.7 200.3 152.1

Beam 11: 0.7 m -21.35 -1759.8 1194.6 27.6 Beam 11: 0.7 m -21.35 -1349.5 -254.2 153.1

Beam 11: 1.0 m -20.35 -1792.6 589 28.5 Beam 11: 1.0 m -20.35 -1382.2 -719.9 154.1

Beam 11: 1.4 m -18.95 -1825.3 -27.7 29.5 Beam 11: 1.4 m -18.95 -1414.9 -1196.8 155.1

Beam 11: 1.7 m -17.25 -1858 -655.6 30.5 Beam 11: 1.7 m -17.25 -1447.7 -1684.8 156.1

Beam 12: 0.0 m -17.25 4229.1 -643.3 -145.4 Beam 12: 0.0 m -17.25 2178.3 -1932.9 -5.5

Beam 12: 0.0 m -17.25 4224.5 -440.4 -145.2 Beam 12: 0.0 m -17.25 2173.7 -1828.4 -5.4

Beam 12: 0.1 m -17.15 4219.9 -237.6 -145.1 Beam 12: 0.1 m -17.15 2169.1 -1724.2 -5.3

Beam 12: 0.1 m -17.05 4215.2 -35.1 -145 Beam 12: 0.1 m -17.05 2164.5 -1620.1 -5.1

Beam 12: 0.2 m -16.85 4210.6 167.2 -144.8 Beam 12: 0.2 m -16.85 2159.9 -1516.3 -5

Beam 12: 0.2 m -16.65 4206 369.3 -144.7 Beam 12: 0.2 m -16.65 2155.2 -1412.7 -4.9

Beam 13: 0.0 m -16.65 739.1 369.3 -43.1 Beam 13: 0.0 m -16.65 395.9 -1412.7 110.1

Beam 13: 0.4 m -16.25 701.8 649.5 -42 Beam 13: 0.4 m -16.25 358.6 -1265.9 111.2

Beam 13: 0.8 m -15.45 664.4 915.2 -40.9 Beam 13: 0.8 m -15.45 321.2 -1133.7 112.3

Beam 13: 1.2 m -14.25 627.1 1166.4 -39.8 Beam 13: 1.2 m -14.25 283.9 -1016.1 113.4

Beam 13: 1.6 m -12.65 589.7 1403 -38.7 Beam 13: 1.6 m -12.65 246.5 -912.9 114.6

Beam 13: 1.9 m -10.75 552.4 1625.2 -37.6 Beam 13: 1.9 m -10.75 209.2 -824.3 115.7

Beam 14: 0.0 m -10.75 -2634.2 1625.2 57.3 Beam 14: 0.0 m -10.75 -1320.4 -824.3 218.5

Beam 14: 0.2 m -10.55 -2657.6 981.4 58 Beam 14: 0.2 m -10.55 -1343.8 -1148.4 219.2

Beam 14: 0.5 m -10.05 -2681 331.9 58.7 Beam 14: 0.5 m -10.05 -1367.1 -1478.2 219.9

Beam 14: 0.7 m -9.35 -2704.3 -323.2 59.4 Beam 14: 0.7 m -9.35 -1390.5 -1813.6 220.6

Beam 14: 1.0 m -8.35 -2727.7 -984 60.1 Beam 14: 1.0 m -8.35 -1413.8 -2154.8 221.3

Beam 14: 1.2 m -7.15 -2751 -1650.5 60.8 Beam 14: 1.2 m -7.15 -1437.2 -2501.6 222

Beam 15: 0.0 m -7.15 2803.1 -1571.2 -86.6 Beam 15: 0.0 m -7.15 1932.2 -2949.4 25.1

Beam 15: 0.1 m -7.05 2789.1 -1164 -86.2 Beam 15: 0.1 m -7.05 1918.2 -2669 25.5

Beam 15: 0.3 m -6.75 2775.1 -758.7 -85.8 Beam 15: 0.3 m -6.75 1904.3 -2390.6 25.9

Beam 15: 0.4 m -6.35 2761.1 -355.5 -85.4 Beam 15: 0.4 m -6.35 1890.3 -2114.3 26.3

Beam 15: 0.6 m -5.75 2747.1 45.7 -85 Beam 15: 0.6 m -5.75 1876.3 -1839.9 26.8

Beam 15: 0.7 m -5.05 2733.2 444.8 -84.6 Beam 15: 0.7 m -5.05 1862.3 -1567.7 27.2

Beam 16: 0.0 m -5.05 -122.8 444.8 -1.5 Beam 16: 0.0 m -5.05 418.6 -1567.7 123.9

Beam 16: 0.4 m -4.65 -160.2 389.8 -0.4 Beam 16: 0.4 m -4.65 381.2 -1412.1 125

Beam 16: 0.8 m -3.85 -197.5 320.2 0.7 Beam 16: 0.8 m -3.85 343.9 -1271.1 126.1

Beam 16: 1.2 m -2.65 -234.9 236.1 1.8 Beam 16: 1.2 m -2.65 306.5 -1144.6 127.2

Beam 16: 1.6 m -1.05 -272.2 137.5 2.9 Beam 16: 1.6 m -1.05 269.2 -1032.6 128.3

Beam 16: 1.8 m 0.85 -309.6 24.3 4 Beam 16: 1.9 m 0.85 231.8 -935.2 129.5




80

Beam 16: 1.9 m 2.75 -2823.9 24.3 77 Beam 16: 1.9 m 2.75 -1232 -935.2 227.4

Beam 17: 0.0 m 2.75 -2837.9 -388 77.4 Beam 17: 0.0 m 2.75 -1246 -1115.7 227.8

Beam 17: 0.1 m 2.85 -2851.9 -802.4 77.8 Beam 17: 0.1 m 2.85 -1260 -1298.2 228.2

Beam 17: 0.3 m 3.15 -2865.9 -1218.9 78.2 Beam 17: 0.3 m 3.15 -1274 -1482.7 228.6

Beam 17: 0.4 m 3.55 -2879.9 -1637.3 78.6 Beam 17: 0.4 m 3.55 -1287.9 -1669.3 229

Beam 17: 0.6 m 4.15 -2893.8 -2057.8 79 Beam 17: 0.6 m 4.15 -1301.9 -1857.9 229.4

Beam 17: 0.7 m 4.85 1990.7 -2008 -53.1 Beam 17: 0.7 m 4.85 1912.8 -2514 -5.5

Beam 18: 0.0 m 4.85 1967.3 -1526.5 -52.5 Beam 18: 0.0 m 4.85 1889.4 -2051.4 -4.8

Beam 18: 0.2 m 5.05 1943.9 -1050.7 -51.8 Beam 18: 0.2 m 5.05 1866.1 -1594.6 -4.1

Beam 18: 0.5 m 5.55 1920.6 -580.5 -51.1 Beam 18: 0.5 m 5.55 1842.7 -1143.4 -3.4

Beam 18: 0.7 m 6.25 1897.2 -116.1 -50.4 Beam 18: 0.7 m 6.25 1819.3 -697.9 -2.7

Beam 18: 1.0 m 7.25 1873.9 342.6 -49.8 Beam 18: 1.0 m 7.25 1796 -258.1 -2

Beam 18: 1.2 m 8.45 -413.9 342.6 -7.5 Beam 18: 1.2 m 8.45 238.1 -258.1 114.4

Beam 19: 0.0 m 8.45 -451.2 174.4 -8.6 Beam 19: 0.0 m 8.45 200.7 -172.8 113.3

Beam 19: 0.4 m 8.85 -488.5 -8.4 -9.7 Beam 19: 0.4 m 8.85 163.4 -102 112.2

Beam 19: 0.8 m 9.65 -525.9 -205.7 -10.8 Beam 19: 0.8 m 9.65 126 -45.7 111.1

Beam 19: 1.2 m 10.85 -563.2 -417.5 -11.9 Beam 19: 1.2 m 10.85 88.7 -3.9 110

Beam 19: 1.6 m 12.45 -600.6 -643.8 -13 Beam 19: 1.6 m 12.45 51.3 23.3 109

Beam 19: 1.9 m 14.35 -2848.2 -643.8 -78.1 Beam 19: 1.9 m 14.35 -1645.7 23.3 120.7

Beam 20: 0.0 m 14.35 -2852.9 -780.7 -78.2 Beam 20: 0.0 m 14.35 -1650.3 -55.8 120.6

Beam 20: 0.0 m 14.35 -2857.5 -917.8 -78.3 Beam 20: 0.0 m 14.35 -1654.9 -135.2 120.5

Beam 20: 0.1 m 14.45 -2862.1 -1055.1 -78.5 Beam 20: 0.1 m 14.45 -1659.5 -214.8 120.3

Beam 20: 0.1 m 14.55 -2866.7 -1192.7 -78.6 Beam 20: 0.1 m 14.55 -1664.1 -294.6 120.2

Beam 20: 0.2 m 14.75 -2871.3 -1330.5 -78.7 Beam 20: 0.2 m 14.75 -1668.8 -374.6 120.1

Beam 20: 0.2 m 14.95 1530.7 -1344 45.1 Beam 20: 0.2 m 14.95 1465.1 -1124.5 48.2

Beam 21: 0.0 m 14.95 1498 -827.7 44.1 Beam 21: 0.0 m 14.95 1432.3 -630.6 47.3

Beam 21: 0.3 m 15.25 1465.2 -322.5 43.2 Beam 21: 0.3 m 15.25 1399.6 -147.8 46.3

Beam 21: 0.7 m 15.95 1432.5 171.5 42.2 Beam 21: 0.7 m 15.95 1366.9 323.8 45.4

Beam 21: 1.0 m 16.95 1399.7 654.3 41.3 Beam 21: 1.0 m 16.95 1334.1 784.2 44.4

Beam 21: 1.4 m 18.35 1367 1125.9 40.3 Beam 21: 1.4 m 18.35 1301.4 1233.5 43.5

Beam 21: 1.7 m 20.05 -1021 1125.9 -28.9 Beam 21: 1.7 m 20.05 -629.7 1233.5 54.3

Beam 22: 0.0 m 20.05 -1053.6 773.9 -29.9 Beam 22: 0.0 m 20.05 -662.3 1014.3 53.4

Beam 22: 0.3 m 20.35 -1086.2 410.9 -30.8 Beam 22: 0.3 m 20.35 -694.9 784.1 52.5

Beam 22: 0.7 m 21.05 -1118.7 36.8 -31.7 Beam 22: 0.7 m 21.05 -727.4 542.7 51.5

Beam 22: 1.0 m 22.05 -1151.3 -348.4 -32.7 Beam 22: 1.0 m 22.05 -760 290.4 50.6

Beam 22: 1.4 m 23.45 -1183.9 -744.6 -33.6 Beam 22: 1.4 m 23.45 -792.6 26.9 49.7

Beam 22: 1.7 m 25.15 2742.9 -742.5 88 Beam 22: 1.7 m 25.15 2392.7 -655.6 1.5

Beam 23: 0.0 m 25.15 2738.1 -606.5 87.9 Beam 23: 0.0 m 25.15 2387.9 -537 1.4

Beam 23: 0.0 m 25.15 2733.4 -470.8 87.7 Beam 23: 0.0 m 25.15 2383.1 -418.6 1.2

Beam 23: 0.1 m 25.25 2728.6 -335.2 87.6 Beam 23: 0.1 m 25.25 2378.4 -300.5 1.1

Beam 23: 0.1 m 25.35 2723.8 -199.9 87.4 Beam 23: 0.1 m 25.35 2373.6 -182.6 0.9

Beam 23: 0.2 m 25.55 2719.1 -64.9 87.3 Beam 23: 0.2 m 25.55 2368.8 -64.9 0.8

Beam 23: 0.2 m 25.75 111.6 -64.9 3.2 Beam 23: 0.2 m 25.75 111.6 -64.9 3.2

Beam 24: 0.0 m 25.75 89.3 -41.5 2.6 Beam 24: 0.0 m 25.75 89.3 -41.5 2.6

Beam 24: 0.2 m 25.95 67 -23.4 1.9 Beam 24: 0.2 m 25.95 67 -23.4 1.9

Beam 24: 0.5 m 26.45 44.6 -10.4 1.3 Beam 24: 0.5 m 26.45 44.6 -10.4 1.3

Beam 24: 0.7 m 27.15 22.3 -2.6 0.6 Beam 24: 0.7 m 27.15 22.3 -2.6 0.6

Beam 24: 0.9 m 28.05 11 -1 0.2 Beam 24: 0.9 m 28.05 11 -1 0.2

Beam 24: 1.2 m 29.25 0 0 0 Beam 24: 1.2 m 29.25 0 0 0




81




82




83

COLUMNS

Design actions, M*, V* and N*

Since shear forces are almost constant the design section is taken at the top of the column, where axial force is minimum.

X

M* N* M* N* M* N*

Bending moment at base 611.0 3130.3 523.6 2389.7 73.6 -1681.0 kNm

Bending moment at top -609.3 3262.7 -522.8 2500.1 68.9 1791.7 kNm

Maximum axial load 532.1 5473.0 kNm

Shear Force V* N* V* N* V* N*

Shear at top 144.3 3238.6 kN

ULS SLS DL + LL SLS DL only




84

-180.0

-160.0

-140.0

-120.0

-100.0

-80.0

-60.0

-40.0

-20.0

0.0

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000

Sher

Fo

rce

, kN

ULS: Column Shear Force Diagram (for max SF &BM)

ULS Max Support

-800.0

-600.0

-400.0

-200.0

0.0

200.0

400.0

600.0

800.0

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000

Ben

din

g M

om

ent,

kN

m

ULS: Column Bending Moment Diagram (for max SF &BM)

ULS Max Support




85

ULS; maximum support stiffness ULS; minimum support stiffness

Maximum bending moment and shear

Beam No X

Shear

Force 2

Bending

Moment 2

Axial

Force Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

61 0.000 -81.8 284.1 -3999.2 61 0.000 -48.4 168.2 -3832.5

61 1.400 -81.9 167.8 -4024.7 61 1.400 -48.4 99.4 -3858.0

61 2.800 -81.9 51.6 -4050.2 61 2.800 -48.5 30.6 -3883.5

61 4.300 -81.9 -64.6 -4075.7 61 4.300 -48.5 -38.2 -3909.0

61 5.700 -81.9 -180.9 -4101.2 61 5.700 -48.5 -107.1 -3934.5

61 7.100 -81.9 -297.2 -4126.8 61 7.100 -48.5 -176.0 -3960.1

62 0.000 -83.5 295.9 -3587.6 62 0.000 -56.3 200.9 -3629.2

62 1.400 -83.5 175.7 -3613.5 62 1.400 -56.4 119.8 -3655.0

62 2.900 -83.5 55.5 -3639.4 62 2.900 -56.4 38.7 -3680.9

62 4.300 -83.5 -64.7 -3665.3 62 4.300 -56.4 -42.5 -3706.8

62 5.800 -83.5 -184.9 -3691.1 62 5.800 -56.4 -123.7 -3732.7

62 7.200 -83.5 -305.1 -3717.0 62 7.200 -56.5 -205.0 -3758.5

63 0.000 -106.2 386.2 -3208.5 63 0.000 -99.9 364.0 -3373.8

63 1.500 -106.2 231.3 -3234.7 63 1.500 -99.9 218.2 -3400.0

63 2.900 -106.2 76.3 -3261.0 63 2.900 -100.0 72.3 -3426.3

63 4.400 -106.2 -78.7 -3287.2 63 4.400 -100.0 -73.6 -3452.5

63 5.800 -106.2 -233.7 -3313.4 63 5.800 -100.0 -219.5 -3478.7

63 7.300 -106.2 -388.7 -3339.7 63 7.300 -100.0 -365.5 -3505.0

64 0.000 -127.0 473.2 -3105.7 64 0.000 -144.2 535.1 -3220.1

64 1.500 -127.0 285.3 -3132.3 64 1.500 -144.2 321.8 -3246.7

64 3.000 -127.0 97.5 -3158.9 64 3.000 -144.2 108.5 -3273.2

64 4.400 -127.0 -90.4 -3185.4 64 4.400 -144.2 -104.9 -3299.8

64 5.900 -127.0 -278.3 -3212.0 64 5.900 -144.3 -318.3 -3326.4

64 7.400 -127.0 -466.3 -3238.6 64 7.400 -144.3 -531.8 -3353.0

65 0.000 -135.5 502.1 -3175.4 65 0.000 -165.6 611.0 -3130.3

65 1.500 -135.5 302.4 -3201.9 65 1.500 -165.6 367.0 -3156.8

65 2.900 -135.5 102.7 -3228.4 65 2.900 -165.6 123.0 -3183.3

65 4.400 -135.5 -97.0 -3254.9 65 4.400 -165.6 -121.1 -3209.8

65 5.900 -135.5 -296.7 -3281.3 65 5.900 -165.7 -365.2 -3236.3

65 7.400 -135.6 -496.5 -3307.8 65 7.400 -165.7 -609.3 -3262.7

66 0.000 -120.3 446.4 -3292.0 66 0.000 -150.2 556.6 -3182.2

66 1.500 -120.3 271.5 -3318.1 66 1.500 -150.2 338.2 -3208.4

66 2.900 -120.3 96.6 -3344.3 66 2.900 -150.2 119.8 -3234.5

66 4.400 -120.3 -78.3 -3370.4 66 4.400 -150.3 -98.7 -3260.6

66 5.800 -120.3 -253.3 -3396.5 66 5.800 -150.3 -317.2 -3286.7

66 7.300 -120.4 -428.3 -3422.7 66 7.300 -150.3 -535.7 -3312.9




86

-7000.0

-6000.0

-5000.0

-4000.0

-3000.0

-2000.0

-1000.0

0.0

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000

Axi

al F

orc

e, k

N

ULS: Column Axial Force Diagram (for max Axial Load)

ULS Max Support

-150.0

-100.0

-50.0

0.0

50.0

100.0

150.0

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000

Ben

din

g M

om

ent,

kN

m

ULS: Column Bending Moment Diagram (for max Axial Load)

ULS Max Support




87


Maximum axial load

Beam No X

Shear

Force 2

Bending

Moment 2

Axial

Force Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

61 0.000 -25.3 88.0 -6169.3 61 0.000 -33.0 112.9 -6197.5

61 1.400 -25.3 52.0 -6194.8 61 1.400 -33.0 66.0 -6223.0

61 2.800 -25.4 16.0 -6220.4 61 2.800 -33.1 19.1 -6248.5

61 4.300 -25.4 -20.0 -6245.9 61 4.300 -33.1 -27.9 -6274.1

61 5.700 -25.4 -56.0 -6271.4 61 5.700 -33.2 -74.9 -6299.6

61 7.100 -25.4 -92.0 -6296.9 61 7.100 -33.2 -122.0 -6325.1

62 0.000 2.1 -10.6 -6089.6 62 0.000 -2.3 5.6 -6042.9

62 1.400 2.1 -7.5 -6115.5 62 1.400 -2.3 2.3 -6068.7

62 2.900 2.1 -4.5 -6141.4 62 2.900 -2.4 -1.1 -6094.6

62 4.300 2.1 -1.5 -6167.3 62 4.300 -2.4 -4.6 -6120.5

62 5.800 2.1 1.5 -6193.1 62 5.800 -2.5 -8.1 -6146.4

62 7.200 2.1 4.5 -6219.0 62 7.200 -2.5 -11.6 -6172.2

63 0.000 15.4 -66.6 -5556.0 63 0.000 12.6 -55.2 -5552.5

63 1.500 15.4 -44.2 -5582.3 63 1.500 12.6 -36.7 -5578.7

63 2.900 15.4 -21.7 -5608.5 63 2.900 12.6 -18.4 -5604.9

63 4.400 15.4 0.8 -5634.7 63 4.400 12.5 -0.1 -5631.2

63 5.800 15.4 23.3 -5661.0 63 5.800 12.5 18.2 -5657.4

63 7.300 15.4 45.7 -5687.2 63 7.300 12.4 36.4 -5683.6

64 0.000 8.9 -42.6 -4886.3 64 0.000 3.3 -21.0 -4932.5

64 1.500 8.9 -29.4 -4912.9 64 1.500 3.2 -16.2 -4959.1

64 3.000 8.9 -16.2 -4939.5 64 3.000 3.2 -11.5 -4985.7

64 4.400 8.9 -3.0 -4966.1 64 4.400 3.1 -6.8 -5012.3

64 5.900 8.9 10.1 -4992.6 64 5.900 3.1 -2.2 -5038.9

64 7.400 8.9 23.3 -5019.2 64 7.400 3.1 2.3 -5065.5

65 0.000 -4.8 9.4 -4403.7 65 0.000 -14.9 45.9 -4422.3

65 1.500 -4.8 2.3 -4430.2 65 1.500 -14.9 23.9 -4448.7

65 2.900 -4.8 -4.8 -4456.7 65 2.900 -15.0 1.9 -4475.2

65 4.400 -4.8 -11.8 -4483.2 65 4.400 -15.0 -20.2 -4501.7

65 5.900 -4.8 -18.9 -4509.7 65 5.900 -15.0 -42.3 -4528.2

65 7.400 -4.8 -26.0 -4536.2 65 7.400 -15.1 -64.5 -4554.7

66 0.000 -1.0 -3.0 -3928.7 66 0.000 -12.0 36.5 -3886.0

66 1.500 -1.0 -4.5 -3954.8 66 1.500 -12.0 19.1 -3912.2

66 2.900 -1.0 -5.9 -3980.9 66 2.900 -12.0 1.7 -3938.3

66 4.400 -1.0 -7.4 -4007.1 66 4.400 -12.1 -15.8 -3964.4

66 5.800 -1.0 -8.9 -4033.2 66 5.800 -12.1 -33.4 -3990.6

66 7.300 -1.0 -10.4 -4059.3 66 7.300 -12.1 -51.1 -4016.7




88

-3500.0

-3000.0

-2500.0

-2000.0

-1500.0

-1000.0

-500.0

0.0

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000

Axi

al F

orc

e, k

N

SLS: Column Axial Force Diagram

SLS: DL+LL

-600.0

-400.0

-200.0

0.0

200.0

400.0

600.0

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000

Ben

din

g M

om

ent,

kN

m

SLS: Column Bending Moment Diagram

SLS: DL+LL




89




90

SLS; DL + LL SLS; DL only

Beam No X

Shear

Force 2

Bending

Moment 2

Axial

Force Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

61 0.000 -71.2 252.7 -2891.6 61 0.000 -20.1 73.6 -1681.0

61 1.400 -71.2 151.7 -2912.9 61 1.400 -20.1 45.1 -1702.3

61 2.800 -71.2 50.6 -2934.1 61 2.800 -20.1 16.6 -1723.6

61 4.300 -71.2 -50.5 -2955.4 61 4.300 -20.1 -11.9 -1744.8

61 5.700 -71.2 -151.6 -2976.7 61 5.700 -20.1 -40.4 -1766.1

61 7.100 -71.3 -252.7 -2997.9 61 7.100 -20.1 -68.9 -1787.4

62 0.000 -78.6 282.6 -2801.9 62 0.000 -12.8 48.4 -1813.9

62 1.400 -78.6 169.5 -2823.4 62 1.400 -12.8 29.9 -1835.5

62 2.900 -78.6 56.3 -2845.0 62 2.900 -12.8 11.5 -1857.1

62 4.300 -78.7 -57.0 -2866.6 62 4.300 -12.8 -7.0 -1878.6

62 5.800 -78.7 -170.2 -2888.1 62 5.800 -12.8 -25.4 -1900.2

62 7.200 -78.7 -283.5 -2909.7 62 7.200 -12.8 -43.8 -1921.7

63 0.000 -107.0 390.7 -2613.7 63 0.000 -4.2 16.2 -1851.3

63 1.500 -107.0 234.5 -2635.6 63 1.500 -4.2 10.0 -1873.1

63 2.900 -107.0 78.3 -2657.4 63 2.900 -4.2 3.8 -1895.0

63 4.400 -107.1 -78.0 -2679.3 63 4.400 -4.2 -2.4 -1916.9

63 5.800 -107.1 -234.2 -2701.2 63 5.800 -4.2 -8.6 -1938.7

63 7.300 -107.1 -390.5 -2723.0 63 7.300 -4.2 -14.8 -1960.6

63

63

63

64 0.000 -132.4 491.3 -2485.9 64 0.000 4.9 -18.1 -1846.2

64 1.500 -132.4 295.4 -2508.1 64 1.500 4.9 -10.9 -1868.3

64 3.000 -132.5 99.5 -2530.2 64 3.000 4.9 -3.7 -1890.5

64 4.400 -132.5 -96.5 -2552.4 64 4.400 4.9 3.4 -1912.6

64 5.900 -132.5 -292.5 -2574.5 64 5.900 4.9 10.6 -1934.8

64 7.400 -132.5 -488.5 -2596.7 64 7.400 4.9 17.8 -1957.0

64

64

64

65 0.000 -142.0 523.6 -2389.7 65 0.000 12.7 -48.9 -1812.1

65 1.500 -142.0 314.4 -2411.8 65 1.500 12.7 -30.2 -1834.1

65 2.900 -142.0 105.1 -2433.9 65 2.900 12.7 -11.5 -1856.2

65 4.400 -142.0 -104.1 -2455.9 65 4.400 12.7 7.3 -1878.3

65 5.900 -142.0 -313.4 -2478.0 65 5.900 12.7 26.0 -1900.3

65 7.400 -142.1 -522.8 -2500.1 65 7.400 12.7 44.7 -1922.4

65

65

65

66 0.000 -126.9 469.6 -2407.5 66 0.000 19.6 -73.5 -1682.8

66 1.500 -126.9 285.1 -2429.2 66 1.500 19.6 -45.1 -1704.6

66 2.900 -126.9 100.6 -2451.0 66 2.900 19.6 -16.6 -1726.3

66 4.400 -127.0 -84.0 -2472.8 66 4.400 19.6 11.9 -1748.1

66 5.800 -127.0 -268.6 -2494.6 66 5.800 19.6 40.4 -1769.9

66 7.300 -127.0 -453.2 -2516.3 66 7.300 19.6 68.9 -1791.7




91

Footing


Column area 636173 mm2








X ULS SLS DL +

LL

SLS DL only

Negative Bending moment (mid-span) -847.2 -598.0 -246.1 kNm

Positive bending moment

Distance from column CL 0.00 2200.4 1512.1 631.2 kNm

0.30 850.2 600.8 354.8 kNm

Design section 0.279 944.0 664.1 374.0 kNm

Shear Force

Distance from column CL 0.90 -1297.0 kN

1.30 -485.1 kN

Design section 1.197 -694.6 kN




92

-4000.0

-3000.0

-2000.0

-1000.0

0.0

1000.0

2000.0

3000.0

-15.000 -10.000 -5.000 0.000 5.000 10.000 15.000

Sher

Fo

rce

, kN

ULS : Footing Shear Force Diagram

ULSMinSup…

-1500.0

-1000.0

-500.0

0.0

500.0

1000.0

1500.0

2000.0

2500.0

-15.000 -10.000 -5.000 0.000 5.000 10.000 15.000

Ben

din

g M

om

ent,

kN

m

ULS: Footing Bending Moment Diagram

ULS MinSupport




93


Beam No X

Shear

Force 2

Bending

Moment 2

Axial

Force Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

1 -9.800 349.6 136.5 0.0 1.0 1 -9.800 364.4 142.0 -0.4

2 -9.400 1082.3 547.7 0.1 2.0 2 -9.400 1116.7 566.1 -1.3

3 -9.100 1819.3 1235.3 0.1 3.0 3 -9.100 1864.0 1270.5 -2.3

4 -8.700 2559.3 2200.4 0.0 4.0 4 -8.700 2606.1 2253.1 -3.4

5 -8.300 -2950.6 850.2 24.7 5.0 5 -8.300 -2935.2 875.9 27.9

6 -7.900 -2118.8 -43.5 24.7 6.0 6 -7.900 -2108.1 -13.1 26.8

7 -7.400 -1297.0 -587.8 24.6 7.0 7 -7.400 -1289.1 -554.1 25.6

8 -7.000 -485.1 -787.1 24.4 8.0 8 -7.000 -478.1 -750.4 24.4

9 -6.600 318.9 -644.7 24.3 9.0 9 -6.600 324.9 -605.4 23.2

10 -6.200 1117.5 -162.8 24.3 10.0 10 -6.200 1120.4 -122.4 22.1

11 -5.700 1912.9 657.0 24.2 11.0 11 -5.700 1908.4 695.6 21.1

12 -5.300 2705.5 1813.8 24.0 12.0 12 -5.300 2689.0 1845.3 19.9

13 -4.900 -2726.2 667.5 21.8 13.0 13 -4.900 -2710.3 687.6 21.1

14 -4.500 -1949.6 -154.2 21.8 14.0 14 -4.500 -1945.7 -132.5 20.0

15 -4.000 -1186.4 -651.5 21.6 15.0 15 -4.000 -1189.5 -631.1 18.9

16 -3.600 -436.0 -830.0 21.4 16.0 16 -3.600 -441.7 -811.9 17.7

17 -3.200 303.6 -694.0 21.3 17.0 17 -3.200 297.8 -678.5 16.6

18 -2.800 1035.3 -247.2 21.2 18.0 18 -2.800 1029.3 -234.2 15.5

19 -2.300 1761.4 508.3 21.1 19.0 19 -2.300 1753.0 517.7 14.5

20 -1.900 2482.7 1570.3 21.0 20.0 20 -1.900 2469.1 1574.0 13.4

21 -1.500 -2490.2 571.5 5.6 21.0 21 -1.500 -2506.4 557.6 0.0

22 -1.100 -1787.2 -181.2 5.6 22.0 22 -1.100 -1806.5 -203.3 -1.0

23 -0.600 -1098.1 -641.0 5.4 23.0 23 -0.600 -1115.2 -670.3 -2.1

24 -0.200 -422.2 -813.5 5.2 24.0 24 -0.200 -432.5 -847.2 -3.2

25 0.200 242.7 -703.5 5.1 25.0 25 0.200 242.0 -737.5 -4.2

26 0.600 899.2 -314.4 5.0 26.0 26 0.600 908.5 -344.5 -5.1

27 1.100 1549.8 351.2 5.0 27.0 27 1.100 1567.3 328.5 -6.1

28 1.500 2195.6 1291.2 4.8 28.0 28 1.500 2218.4 1278.2 -7.0

29 1.900 -2184.3 397.0 -4.1 29.0 29 1.9 -2203.7 352.3 -11.1

30 2.300 -1555.0 -257.0 -4.2 30.0 30 2.3 -1568.5 -307.4 -12

31 2.800 -937.3 -648.4 -4.3 31.0 31 2.8 -941.5 -700.7 -13

32 3.200 -330.4 -781.9 -4.5 32.0 32 3.2 -322.7 -830.9 -13.9

33 3.600 267.8 -661.2 -4.6 33.0 33 3.600 288.2 -701.5 -14.8

34 4.000 860.1 -288.8 -4.6 34.0 34 4.000 891.4 -315.8 -15.6

35 4.500 1448.6 333.7 -4.6 35.0 35 4.500 1487.3 323.2 -16.4

36 4.900 2034.4 1205.3 -4.7 36.0 36 4.900 2075.8 1212.3 -17.3

37 5.300 -1920.1 368.0 -0.1 37.0 37 5.300 -1897.8 341.5 -3.4

38 5.700 -1345.9 -197.1 -0.2 38.0 38 5.700 -1324.5 -214.5 -4.2

39 6.200 -780.8 -522.1 -0.3 39.0 39 6.200 -759.1 -530.2 -5.0

40 6.600 -224.0 -610.4 -0.4 40.0 40 6.600 -201.5 -608.9 -5.9

41 7.000 326.0 -464.9 -0.4 41.0 41 7.000 348.4 -453.9 -6.6

42 7.400 871.5 -87.7 -0.5 42.0 42 7.400 890.9 -68.4 -7.3

43 7.900 1414.0 520.2 -0.5 43.0 43 7.900 1426.1 544.6 -8.1

44 8.300 1953.6 1357.3 -0.6 44.0 44 8.300 1953.9 1381.9 -8.9

45 8.700 -1600.6 751.7 0.3 45.0 45 8.700 -1571.1 741.7 2.3

46 9.100 -1135.5 331.2 0.2 46.0 46 9.100 -1118.1 327.8 1.7

47 9.400 -679.2 81.9 0.2 47.0 47 9.400 -671.4 81.3 1.0

48 9.800 -232.6 0.0 0.1 48.0 48 9.800 -231.2 0.0 0.4




94

-1000.0

-500.0

0.0

500.0

1000.0

1500.0

2000.0

-15.000 -10.000 -5.000 0.000 5.000 10.000 15.000Ben

din

g M

om

ent,

kN

m

SLS: Footing Bending Moment Diagram

SLS: DL+LL




95

SLS; DL + LL SLS; DL only

Beam No X

Shear

Force 2

Bending

Moment 2

Axial

Force Beam No X

Shear Force

2

Bending

Moment 2

Axial Force

1 -9.800 241.8 95.2 -0.2 1.0 1 -9.800 116.6 0.0 0.0

2 -9.400 746.6 379.6 -0.5 2.0 2 -9.400 326.5 39.3 0.0

3 -9.100 1248.5 852.3 -0.9 3.0 3 -9.100 536.8 157.2 0.1

4 -8.700 1747.6 1512.1 -1.3 4.0 4 -8.7 747.5 354.1 0.1

5 -8.300 -1996.7 600.8 14.4 5.0 5 -8.3 -813.1 552.1 20

6 -7.900 -1439.1 -5.1 14.0 6.0 6 -7.900 -573.7 200.8 20.0

7 -7.400 -886.2 -376.0 13.6 7.0 7 -7.400 -334.1 -48.8 20.0

8 -7.000 -338.0 -513.9 13.1 8.0 8 -7.000 -94.4 -196.6 20.0

9 -6.600 205.7 -420.7 12.6 9.0 9 -6.600 145.6 -242.4 20.1

10 -6.200 744.9 -98.4 12.2 10.0 10 -6.200 386.0 -186.2 20.1

11 -5.700 1279.9 451.3 11.8 11.0 11 -5.700 626.7 -28.0 20.1

12 -5.300 1810.7 1226.6 11.3 12.0 12 -5.300 867.7 232.6 20.1

13 -4.900 -1856.1 453.0 8.2 13.0 13 -4.900 -812.6 546.1 32.8

14 -4.500 -1334.5 -108.4 7.8 14.0 14 -4.500 -571.1 195.0 32.8

15 -4.000 -817.8 -450.2 7.3 15.0 15 -4.000 -329.6 -53.4 32.8

16 -3.600 -306.1 -574.6 6.9 16.0 16 -3.600 -88.0 -199.3 32.8

17 -3.200 200.8 -483.5 6.4 17.0 17 -3.200 153.8 -242.4 32.9

18 -2.800 703.2 -178.9 6.0 18.0 18 -2.800 395.7 -182.8 32.9

19 -2.300 1201.2 337.3 5.6 19.0 19 -2.300 638.0 -20.3 32.9

20 -1.900 1694.8 1063.4 5.2 20.0 20 -1.900 880.5 245.1 32.9

21 -1.500 -1731.8 366.3 -4.5 21.0 21 -1.500 -837.4 596.8 37.1

22 -1.100 -1247.5 -158.2 -4.9 22.0 22 -1.100 -594.8 235.2 37.1

23 -0.600 -768.2 -478.9 -5.3 23.0 23 -0.600 -352.2 -23.4 37.1

24 -0.200 -293.7 -598.0 -5.8 24.0 24 -0.200 -109.7 -178.8 37.1

25 0.200 176.0 -517.5 -6.2 25.0 25 0.200 132.7 -231.2 37.1

26 0.600 641.2 -239.2 -6.5 26.0 26 0.600 375.2 -180.5 37.1

27 1.100 1102.1 234.9 -6.9 27.0 27 1.100 617.8 -26.8 37.1

28 1.500 1558.6 903.1 -7.3 28.0 28 1.500 860.5 230.1 37.1

29 1.9 -1554.7 249.4 -9.2 29.0 29 1.900 -853.7 610.1 32.3

30 2.3 -1107.2 -215.4 -9.6 30.0 30 2.300 -611.1 241.5 32.3

31 2.800 -664.4 -492.0 -10.0 31.0 31 2.800 -368.8 -24.0 32.3

32 3.200 -226.2 -582.4 -10.4 32.0 32 3.200 -126.8 -186.5 32.3

33 3.600 207.4 -488.5 -10.7 33.0 33 3.600 115.1 -246.1 32.2

34 4.000 636.8 -212.1 -11.0 34.0 34 4.000 356.8 -203.0 32.2

35 4.500 1062.0 245.0 -11.3 35.0 35 4.500 598.5 -57.0 32.2

36 4.900 1483.2 881.0 -11.7 36.0 36 4.900 840.2 191.6 32.2

37 5.300 -1374.9 257.2 -2.6 37.0 37 5.300 -840.6 593.3 19.6

38 5.700 -962.3 -146.1 -2.9 38.0 38 5.700 -599.3 230.4 19.6

39 6.200 -554.2 -375.9 -3.2 39.0 39 6.200 -358.3 -30.1 19.6

40 6.600 -150.6 -434.1 -3.5 40.0 40 6.600 -117.7 -188.1 19.6

41 7.000 248.7 -322.7 -3.9 41.0 41 7.000 122.6 -243.9 19.6

42 7.400 643.8 -43.4 -4.2 42.0 42 7.400 362.7 -197.5 19.6

43 7.900 1034.8 402.2 -4.4 43.0 43 7.900 602.7 -49.1 19.5

44 8.300 1421.7 1012.1 -4.8 44.0 44 8.300 842.5 201.3 19.5

45 8.700 -1164.8 550.7 1.0 45.0 45 8.700 -725.2 631.2 0.1

46 9.100 -830.6 243.7 0.7 46.0 46 9.100 -514.1 354.8 0.0

47 9.400 -500.2 60.6 0.4 47.0 47 9.400 -303.3 157.6 0.0

48 9.800 -173.4 0.0 0.2 48.0 48 9.800 -93.0 39.4 0.0




96




97




98




99




100

M* N*

Bending moment at base 625.8 3760.2

Bending moment at top 602.2 3887.8

Maximum axial load 532.1 5473

Test




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Attachment C - Substructure Design and Details

Figure G.1: Headstock Cross-section and detailing

N24 bars @ 115mm spacing




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Figure G.2: Column Cross-section and detailing




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Figure G.3: Footing Cross-section and detailing




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Attachment G - Quantities and Cost Estimate

QUANTITIES OF MATERIALS In order to estimate the cost of the materials needed for footing, column, and headstock construction, volumes of concretes and steels are calculated from the design. Area of the footing was used to find the total amount of blinding concrete N20, 75 mm thick. Volume of columns, headstocks, and footings were used to calculate the total amount of concrete class S50 needed. Lastly, the amount of reinforcement steel needed was determined from the total cross-sectional area from each section.

Top of Column Coordinates

Headstock depth 1.7

Pier 1 Pier 2 Pier 3

X Y X Y X Y

Column 1 -8.5 9.533736 -8.5 9.598924 -8.5 8.949025

Column 2 -5.1 9.52028 -5.1 9.698269 -5.1 9.157555

Column 3 -1.7 9.506825 -1.7 9.797615 -1.7 9.366086

Column 4 1.7 9.49337 1.7 9.89696 1.7 9.574616

Column 5 5.1 9.345195 5.1 9.868359 5.1 9.661756

Column 6 8.5 9.122012 8.5 9.768521 8.5 9.681309

Footing Node Coordinates

All Piers

X Y

Left End -10 2.05

Column 1 -8.5 2.05

Column 2 -5.1 2.05

Column 3 -1.7 2.05

Column 4 1.7 2.05

Column 5 5.1 2.05

Column 6 8.5 2.05

Right End 10 2.05

Pier 1 Pier 2 Pier 3

Column 1 7.483735577 7.548924 6.899025 21.93168432

Column 2 7.470280259 7.648269 7.107555 22.22610467

Column 3 7.456824941 7.747615 7.316086 22.52052503

Column 4 7.443369623 7.84696 7.524616 22.81494538

Column 5 7.295194883 7.818359 7.611756 22.72530979

Column 6 7.072011527 7.718521 7.631309 22.42184086

134.6404101

Height of Column = Top Column Coordinate - Footing Node Coordinate

Volume of column 85.65453 m3

54 m3

34.68 m3

Volume of footing

Volume of headstock

Volume of ConcreteFooting 0.04021 m2

Headstock 0.3934 m2

Column 97.45582 m2

Total 97.88943 m2

Steel Reinforcement

Item Unit Rate Quantity Cost

Substructure

Blinding concrete, 75 mm thick Class N20 m3 500 13.50 6,750.00

Concrete Class S50

Spread footings m3 1200 54.00 64,800.00

Columns m3 1200 85.65 102,785.43

Headstocks m3 1500 34.68 52,020.00

Reinforcement, Grade 500N, <= 16mm diameter tonne 2300 -

Reinforcement, Grade 500N, > 16mm diameter tonne 2500 97.89 244,723.57

Total 471,079.00




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Bridge Concrete Carbon Emission The construction industry sector greatly impacts on the environment with the constant

construction of infrastructure and commercial and residential buildings across

Australia. Direct and indirect impacts are present with the use of land, materials and

energy which ultimately has a significant impact on the production of greenhouse gas

emissions and other wastes and fumes emitted from building materials used throughout

the construction period.

Various emission factors from the concrete utilised in construction of the Pritchard Street Bridge is

portrayed below in the Component Emission Table which states the emission factor values associated

with each construction material.

Table: Component emission table

Table: By product constituents of concrete




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Research was conducted into the optimum percentage of industrial by products that can be used in the

manufacturing process of cement that best reduces the amount of carbon footprint released into the

environment while not compromising structure stability and safety. Such materials include fly ash,

limestone, lime sludge, mill scale and foundry sand. A study conducted by the Portland Cement

Association has revealed that the added usage of ground limestone will significantly lower carbon

emissions and reduces the level carbon dioxide into environment by approximately 2.6% per ton of

cement manufactured. According to a literature review on the limestone addition in cement by B T

(Tom) Benn, Adelaide Brighton Cement Ltd, Associate Professor Daksh Baweja, University of

Technology Sydney and Professor Julie E Mills, University of South Australia, the allowable usage

contents of limestone is between 8%-20% in the manufacturing of cement. Hence we have chosen the

value of 10% proportion of ground limestone to decrease the impact of carbon emissions throughout

the construction of the Pritchard Street Bridge while not compromising the compressive strength of

the concrete structure.

Table: Mineral additions

CVEN4002 Design Practice A Report 2

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