Sample Eng Practice Report

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Subject: Engineering Practice ReportPrepared by: Reza Lotfi , Aug. - Oct. 2009

This report reflects a brief of nine of manyprojects accomplished by the author betweenyears 2002 and 2009. The report has beenreviewed to address the units and elementsoutlined by Engineers Australia to obtainchartered status (CPEng).


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Engineering Practice Report Prepared by: Reza Lotfi , Aug. Oct. 2009

Contents:

Career Episode 1 Sattar Khan Complex

Career Episode 2 Warmington Lodge

Career Episode 3 Greenway Office Building

Career Episode 4 111 Alinga Street

Career Episode 5 The Cedar

Career Episode 6

Kangara Waters

Career Episode 7 Mitchell Office Building

Career Episode 8 Quantum

Career Episode 9 RGP5

Units and Elements addressed

Appendix A - Summary of CPD activities

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Career Episode Title: 1) Sattar Khan Complex CompetencyElementClaimed

Location: Tabriz, Iran

Dates: 2002 - 2004

The project was a residential complex design. West of Tabriz, specially the area ofthis project, was generally industrial area. This project was one of the first ones

where city council started the scheme of moving the industries and factories torecently developed industrial towns and replace them with residentialdevelopments. The area of development introduced at that stage was 12000square meter of land.At that time, I was working with Beton Kaveh AzerbaijanCompany. The company was one of the largest developers and constructioncompanies in North-West of Iran. One of my responsibilities in main technical officewas to observe the outsourced designs to implement the companys interests inconstruction methods and/or alternative design approaches. The project came tocompany when it was at its design development stage. It had consisted of series of4 and 5-story buildings with narrow streets between them. The company and citycouncil had one common interest and it was to make the project more unique andelegant rather than ordinary development. I realized that city council was mainlyafter being successful in their scheme and our company was closely monitoring the

cost plans and market demands. I understood that the existing design was not themost satisfactory option for both parties. The designers stated that the poor soilcondition was the main driver of the maximum levels/height of buildings. Myreputation and strength was to follow scientific and engineering principles to find thealternative and innovative structural systems and define the cost effectiveconstruction practises to get practicality out of new alternative design.

I suggested that I could investigate the issue so I was asked to do so and wasgiven the preferred alternative as fewer 10-story buildings instead of the existingdesign. The piles option for foundation was also suggested to be considered ifnecessary. I reviewed the project documents and found out that the allowable soilpressure was limited to 100kPa for dead and live loads and to 125kPa for 1:500years events governed by earthquake design. There was a bridge just nearby and I

decided to review the documents for the bridge and other developments in thearea. I requested the documents from city council and Engineering Organizationwho keep the records of design documents and plans for all developments. Istarted from allowable soil pressures and all was around 100kPa marks. There wasa very credible and intense geotechnical investigation for the bridge project. Ireviewed the reports and design documents carefully. I classified my findings asfollowing:

The footing was originally introduced as piles to rock in the concept designof the bridge. Then it was changed to big pad footings on 100kPa material.

The bedrock was at about 50m below ground and above that, there was alayer of sandy gravel for about 10m then next 30m was layers of silt andsandy silt.

Sandy gravel layer was not very dense and water table was above thatlayer.

There are a couple of drilling refusals for boreholes at sandy gravel layer.I, then, put together my conclusion as following:

The pile option was omitted at detail design stage of the bridge due torelatively low strength of submerged sandy gravel layer. The sandy gravellayer was also hard to drill through to get to the bedrock.

The soil capacity was limited mainly due to deflection and settlementcriteria.

I discussed my findings and conclusions with a geotechnical team who had donemany investigations in the area and they confirmed my findings and conclusions.Later on, I hired them to do the geotechnical investigation for the project.

Then I reviewed a couple of footing design reference books and discovered that interms of deflections what governs is the relative settlement. This fact led me to

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think if I could limit the relative deflection under the columns by using a relativelystiff and linked foundation, I could get more capacity out of existing soil. Then Ithought that a mat footing would give us the answer. Therefore, I started toinvestigate the criteria of a large mat footing. I did some preliminary calculation onthe loads of a 10-storey building per column including earthquake. Then I reviewedthe relative stiffness of structure and soil. I determined that the criteria was likely

achievable. I needed additional input from an expert to confirm my ideas andcalculations. There was also one criterion in regards to rotation limits for footingsystem and it could be interpreted in different ways. Therefore, I reviewed allpossibilities and determined the most critical option. My preliminary calculationsshowed that the rotation criteria could be satisfied. It, however, required to beaddressed by an expert.

I reported the progress and my ideas to the project manager. We discussed thecost implications with executive, technical and cost planning offices in meetings andcame up with the idea of 4 x 10 to 12-storey buildings on large mat footings. Theconcept was also discussed with city council and finally I got the go ahead to dofurther investigations.

I hired the geotechnical team, who had helped me in my preliminary investigation,to carry on a new geotechnical investigation on site. I also hired a well-known soiland foundation expert who was a professor at Tabriz University (I had studied theFoundation Engineering courses 1 and 2 with him). We decided to drill 4 testboreholes under each proposed footings. Boreholes had to go through the sandygravel layer to reach to the bedrock.

I supervised the sampling and testing procedures closely. I discussed the outcomeof the geotechnical teams report with soil/foundation expert and we conclude anallowable pressure of soil as about 270kPa governed by rotation of the stiff footing.The mat footing had to have about 28m minimum dimension to satisfy the rotationcriteria and had to satisfy relative stiffness criteria to limit the relative settlements aswell. Based on the outcome of investigation combined with my preliminary load

evaluations, I suggested 24m x 40m 12-story buildings with one underground level,which was boxed with shear walls. The footing was about 28m x 42m x 1.2m deepraft slab. Mat footing system with one boxed level satisfied the relative stiffnesscriteria. The concrete structure appeared to present better outcomes in terms ofhaving more consistent distribution of pressure on soil.

Beton Kaveh Azerbaijan hired a team of architects to shape the building andresidential units. I worked closely with architects through concept design anddetailed design. I carried out the global modelling and earthquake analysis whilethe architectural plans were being finalized.

The structure that I introduced was special moment resisting reinforce concreteframe plus special reinforced concrete shear walls that required high degree of

reinforcing detail but the design earthquake loads may be reduced due to highductility level of structure.

During architectural design, there was a principle of having smaller units due tomarket demand. Dividing the area to relatively small units left the shear walls withshorter lever arm and more reinforcement required on the boundary elements of theshear walls. The amount of reinforcement required larger boundary elements toavoid congestions. Having large elements was not preferred option. Therefore, Ireviewed the codes requirements and came up with less congested reinforcementdetail with bundled bars.

I carried on with detailed design. Then I supervised the drafting and documentation.Next step was to get approval for the design from Engineering Organization. I had

no difficulties. There were a couple of comments as the result of the review byEngineering Organization and I addressed them to get the design approved.

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After finalizing the documents for construction, I moved on to my next carrierepisode and started my own consulting business. I was still providing constructionservices for the project.

The project was built and was a successful one and won a couple of awards as

well. The complex, now, is home for 480 families.

This project was my first large scale design project and had a fair influence to drivemy carrier towards design projects. Having site experience, I have always had agood understanding of the construction sites, their needs and constructionmethods. This helps me to have approaches that are more realistic in design and tohave practical views in providing construction services.

Signature of Candidate:

Candidates Verifier/s Details

Name:

Phone/email:

Position:

Relationship to Candidate:

Engineering Qualifications:(or Engineers Australia Membership Number)

I verify that the above narrative is a true accountof the candidates own work. Signature:


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Career Episode Title: 2) Warmington Lodge Aged Care Facilities CompetencyElementClaimed

Location: Yass, NSW

Dates: 2006 - 2007

The Warmington Lodge is a 30-bed Aged Care facility in Castor Street, Yass, NSW.The architectural concept started where a courtyard theme was selected after

exploring several design options. The planning layout was then developedaccording to best-practice aged care design that embodies a number of distinctivequalities.

Warmington Lodge is a Class 9c nursing hostel owned by Yass Valley Council. Thestructure consist of the followings:

Timber framed bedrooms area

Steel framed lounge and dining area

Steel framed canopies

Steel framed glazing in front of bedroom areas to courtyard

Steel plus timber framed dining area

Concrete framed basement with retaining walls at one side

Concrete stairs and lift wallsSteel framed terraces plus steel frames for retractable sunshades

This project was one of my first projects in Australia. The design started at early2006 and construction finished by mid 2007. I carried out the design, supervisedthe documentation and delivered construction phase services. To achieve areasonable outcome, I researched common construction practices in Australia,common section and material properties used in Australia and reviewed the

Australian codes/standards requirements to carry out the design for every singlepiece of the structure. Therefore, I experienced a challenging career episode. Theproject was also exciting for me as it had a wide range of different type of elementsand different materials utilized to accomplish a fairly common construction.

I had designed a timber-framed jetty earlier in my engineering life. However, timberframed residential building was a new concept for me. I studied the AS 1684.4 forconnections, details, bracing systems etc. I also investigated common practicesand systems used by local contractors. I implemented the outcome of myresearches in my design and achieved a reasonable design.

The basement of the building was architecturally designed to have walls againstsoil at the back and sides. The structure system that I used to retain the soil wasconcrete walls spanning top to bottom. I chose this option because it was superiorin terms of cost to the other options like cantilever walls or horizontally spanningretaining walls. As support at bottom, the footing was designed to carry the loadand reviewed for sliding as well. I also designed the ground floors slab to act as adiaphragm at top and take the lateral soil pressure exerted on retaining face to

perpendicular walls. However, to speed up the construction, I realized that the wallsneeded to be backfilled before the suspended slab was in place. Therefore, Iintroduced temporary propping system to enable the contractor to achieve asensible construction sequences.

The lounge was architecturally designed to be a large (about 16m x 12m) columnfree area with high-pitched roof. I introduced a large steel section to span 16m andsupport 12m spanning rafters. The problem was to introduce a decent bracingsystem along the 16m beam as there was a diagonal corridor underneath the beamand the far side of the lounge had glazing parallel to the main beam. I designed theframing along the glazing as steel portal frame. However, that was not sufficient tocarry the wind load on large gable end of the building. Then I introduced the Lshape block wall of the corridor to be reinforced and core filled with concrete plus a

cap plate on top to engage the main steel beam with reinforced block shear wall.The implemented system provided an appropriate bracing for the area.

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The footings for ground floor had to span over the backfill of the retaining wallsaround the basement. The backfill was about 4.5m in height and 6m perpendicularto wall in horizontal plane. Spanning the distance between good foundationmaterial and the wall would incorporate an impractical footing system. Therefore, Ireviewed the geotechnical conditions and initiated piles to divide the span of thefooting beams. The piles option ended up being a more cost efficient, easier to

construct and more reliable scheme in terms of settlements.

Yass Valley Council, the client, requested us to provide an intense constructionservices and review most of the structural elements for the building on site. I visitedthe site almost twice a week and discussed the issues with site manager. Duringeach visit, I reviewed the structural components under construction, preparedwritten site instructions on site and discussed the work method statements with sitemanager. I also discussed the upcoming construction stages on site and advisedthe next site appointment.

During construction stage, one of the addressed issues was as following:A penetration through suspended ground floor had original ly been designed to beinstalled through the slab area. However, due to a architectural change to a room

layout, the penetration happened to go through reinforced concrete beam close toan intermediate column terminating a couple of top reinforcement. Thereinforcement placement was nearly finished and the concrete was on its way. Ireviewed the beam as a T beam with narrower compression area (penetrationexcluded from the web) and came up with a new design on site with bars added ontop of T beam in slab. I issued the site instruction for the design and brought mycalculations back to the office, document them appropriately and got the as builtdrawings revised.

The facility has been in service since 2007. The design satisfied the performance ofthe building and architectural design within allocated budget range. I consider it asa successful project. I had significant achievements as I have successfullyadvanced my familiarity with structural engineering in Australia through this

challenging episode of my career.

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Career Episode Title: 3) Greenway office building, Haridemos CompetencyElementClaimed

Location: Greenway, ACT

Dates: 2006 - 2007

The project was a two-storey office building including ground floor plus first floorwith a total office area of about 3000 square meter. I was responsible for structural

design, documentation and construction phase services for this project.

The proposed structure for the building was in situ reinforced concrete columns upto the first floor plus conventionally reinforced concrete slabs for ground and firstfloors plus steel roof supported off the steel columns of first floor. The columnswere at about 8m x 8m grids.

I was requested by the client to investigate the first floor suspended slab as a flatplate slab without drop panels. The justification behind this request was costing.The client was in contact with contractors and it had been determined that a flatsoffit slab would significantly reduce the cost of formwork. After the brief, I started toinvestigate punching shear in slab. I reviewed reinforcing products to deal with theshear problem in slab/column connections. I noted that stud rails have been

successfully used in projects. I contacted the manufacturer and investigated sometechnical information on their product.

I reviewed the capacity of the stud rails against the preliminary loads. When Ibecame confident that the design could be achieved, I discussed preliminary designwith the client. The flat soffit option was still attractive to them despite the extra costof the stud rails plus additional reinforcement bars in the slab.

The software that I used to analyse the slab was Slabs software by Inducta. For allnew softwares that I start using, firstly, I define a simple element then run thesoftware and compare the results with hand calculations to get familiar with thesoftware, interface and the way that the package presents the results. I did thesame in here, as this project was my first attempt to use Slabs package. I started

with a one-way slab spanning two bays over three walls. Then I reviewed theresults comparing to hand calculations. I documented this calibration as a part ofproject calculations. Then after being confident in using the package, I started toutilize it in the project. As the final stage, I also review the results by doing a quickhand calculation to make sure they are in a reliable range. In this instance, I used

AS3600 method for slab analysis then prepared a calculation package includinginduction, loads, assumptions, codes and criteria, set of prints of software results,calibration calculations and finally results review hand calculations. The commentsfrom internal review were also addressed and documented.

The architect wanted perimeter of the building to be glazing. He also wanted openareas as much as possible. I used the lift shaft, a corridor wall and wall to theservices as bracing to ground floor. Bracing to the first floor was not sufficient as it

had only the lift shaft as bracing element. I suggested continuing some of thecolumns through first floor up to the roof to be incorporated as part of bracingsystem. Architect and the client welcomed my suggestion.

During this project, I became more familiar with Australian standards especially withsteel and concrete codes.

The project successfully designed and documented within the specified time andbudget. I also provided construction services for this project. Construction serviceswere based on hourly rates. However, an informal limit was discussed with theclient and I managed to deliver adequate construction phase services within thebudget. I reviewed most of the structural elements during construction and issuedsite instructions / notes for each visit. The instructions were prepared in a simpleand practical way to make contractors aware of critical points or enable them torectify and address the construction issues.

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At construction stage, I managed a respectful relation with the contractors duringthe site visits. I also developed a very strong relationship with the client andsecured future cooperation.

The building was finished and it is in service now. I consider this project as a

successful one due to following values:My technical and professional growth and achievements

I provided satisfactory technical input to achieve the desired results

I developed valuable relationships



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Career Episode Title: 4) 111 Alinga Street, Bridge CompetencyElementClaimed

Location: Canberra, ACT

Dates: 2007

The project was design of two similar walkway bridges between two existingbuilding through the courtyard. My engagement with the refurbishment of these two

buildings (111 Alinga St. and 62 Northborne Ave.) started at 2006 when I designeda new stair and penetrations through the existing floor slabs. Then I continued toprovide design services and construction advises for opening new doors throughthe walls, new penetrations, supports for services, new roller doors supports etc. forthese buildings. My services were based on hourly rates. During these services, Igained familiarity with the structures of the buildings and developed relationshipswith architects and the client. Then there was a need to provide access betweenthese two different building. There was a courtyard between two buildings and thebrief was to provide two bridges at two different levels for access. My role in thisnew task was to work closely with architectural team and design the bridgesbetween two buildings.

Both buildings had conventionally reinforced framing and floor slabs. Many shearwalls incorporated in framing of the structures to provide lateral stability for thebuildings. The floors were generally flat slabs with drop panels and edge beams.Floors of these two buildings had different RLs and the walkway had to be on aslope going from one building to another. After series of meetings and discussionsbetween client, architects, BCA advisor and I, the longest distance between twobuildings was chosen for the bridge. This option mainly derived by limited slope forthe access walkway. It was also decided to provide a design with minimum on siteconstruction to avoid the interruption of buildings usage.

I defined the following tasks for myself:

Review existing designs in detail

Rationalize the capacity of elements in existing structures

Review the services and their existing situation on site

Assess the risks and allow for contingencies

Estimate the loads

Consider connections

Design the bridge structure

Design the connections

Determine the possible relative movements

Design bearings

Review connections and define adequate keeper plates

Define construction procedures and tolerances

Design the construction stage

Refine the entire design for coordination

These tasks became more complicated when I classified the scopes/criteria asfollowing:

The bridge is required to be fabricated in shop

The installation relies on craning the bridge from the street over the roof ofeight story buildings and down to the courtyard.

The tolerances during construction are critical as the bridge spans diagonaland longest length of the courtyard

The architectural design suggests two buttresses, one each end

The span is 16m which represents a fairly large span in relation to thescope and criteria

Light structure is desirableThe walkway will be fully enclosed and part of the buildings

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After defining the tasks and setting the requirement, I realized that my design ishighly depended on craning activities. Therefore, I suggested getting advice from acraning specialist. I discussed the issue with our principal and he introduced atrusty craning company who were capable of managing the risk. I invited theirspecialist to one of our meetings. The meeting was productive one as we discussedthe installation and outlined a work method statement. I also discussed the

tolerances/limits that I could have in the dimensions of the bridge especially thelength and the weight.

At this stage, I had enough information and a clear vision about the final product toenable myself to enter to detailed design phase. I picked the full height truss optionfrom three different options that I had suggested in preliminary design stage for themain structure. The three options were:

Main load bearing beams plus columns to support the walls and roof

Shallow trusses (bottom chord at deck level and top chord at handrail level)plus stub columns to roof

Full height truss (bottom chord at deck level and top chord at roof level)

I reviewed the architectural requirement for buttresses. I assessed the risks andbenefits of having buttresses. I reviewed the existing structures in detail carefullyand concluded that eliminating one of the buttresses, which was going to requirecomplex connections to existing structure, would reduce the risk significantly withminor impact on other criteria. I brought up the issue in one of the meetings anddiscussed the safety risks during the installation and reliability of final product totackle with abnormal conditions such as fire and relative movements of twobuildings under service earthquake. I successfully convinced the client andarchitects and my proposal to remove the buttress in one end was accepted in themeeting.

Two bridges were architecturally identical. However, the structural conditions ofexisting buildings were not similar, so different type of connections required. During

the design, I systematically followed the above tasks, which I had defined before.

I also discussed the bearing design with bearing manufacturers and covered mydesign by sufficient notations on drawings to enable the bearing specialists todesign the adequate bearings for the project.

It was decided to outsource the review process. I classified the comments fromreview into two groups. Ones that I agreed and incorporated. I highlighted thesecond group as the comments that I felt they need a discussion or clarification. Idiscussed them with one of my experienced colleges to get a second opinion then Iaddressed them in a meeting with verifier. The mark-ups and comments all agreedon and documented.

Clients representative also carried out a review and verification process.Comments from this review addressed and documented as wall.

Through this project, I started to use AS5100 series of Australian Standards andgot valuable familiarity with Australian bridge standards.

The project designed and documented successfully. I practiced a challengingproject with many details and criteria involved in it. I gained valuable achievementsduring this project and improved my technical skills as well.

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Career Episode Title: 5) The Cedar, Fire Report CompetencyElementClaimed

Location: Griffith, ACT

Dates: October 2007 May 2008

The project was a fire rating report for a residential complex. Then, the clientextended the engagement to include the implementation of the reports outcome.

The client was the body corporate of the complex. This job came to me through thebody corporate representative. I had done two reports on this complex for adamaged brick wall on top of the retaining wall and corrosion in one of the columnsin basement before.

The brief was to investigate the fire-rating situation of structural elements for thebuilding in accordance to BCA. I prepared the fee proposal and submitted to thebody corporate and owners council of the complex. After the acceptance of theproposal, I requested a set of documents and drawings for the building. I visited thesite and reviewed the documents. My observations were:

The construction was a four storey residential occupancy above basementcar park.

The structural system was load bearing masonry construction withconcrete floors on top of steel framed transfer level.

The area of investigation was the car park.

Building approval was granted on November 1995 therefore the applicableBCA was BCA 1990.

I reviewed BCA 1990, the outcome was:

Class 2 building, type A construction.

FRL required for beams and columns are 90/-/-

The basement car park fits into the open deck car park definition.Therefore, if steel beams and columns could satisfy a certain exposed surfacearea to mass ratio (ESA/M) then the FRL required was -/-/-.

Therefore, the structure satisfied the applicable BCA.

I reviewed the BCA 2007 and started from classifications and definitions.

Building classified as class 2 with a compartment as class 7a

Type A construction

Basement as open deck car park

Beams require FRL as 60/-/- or ESA/M criteria satisfied

Columns require FRL as 60/-/-, no concession appliesThe outcome was that the columns require an FRL of 60/-/-

I discussed my readings of BCA with our principal and a BCA certifier and agreedon the outcome. Then I reviewed the columns FRL in accordance to AS4100. Thecolumns did not satisfy the requirement of BCA 2007.

I researched the possible ways of improving the fire rating of the columns andfound that core filling option as the most suitable option for this building. I finalizedthe report and submitted. The report was discussed in owners and body corporatemeeting and it was decided to improve the fire rating to satisfy the current BCA atthe time of report (BCA 2007).

I carried out the detailed design, prepared the specifications, and supervised thepreparation of drawings for a tender. We have also been proposed to administratethe contract as well. I prepared tender documents. After appointing the contractor, Iadministrated the contract and visited the site during construction. I also carried outthe final inspection. For final inspection at completion of the work, I invited the bodycorporate representative to inspect the work done as well. To finish, I prepared a

certification of compliance.

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This was a successful project, with some challenges in reading the BCAs.



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Career Episode Title: 6) Kangara Waters CompetencyElementClaimed

Location: ACT

Dates: 2007 - 2008

The project was the concept and detailed design and construction phase of anaged care facility comprising of apartment blocks including 3 x 5-storey + 1 x 4-

storey + 1 x 3-storey buildings, community building, hydrotherapy building and 50units of villas and townhouses. In addition, there was a doughnut shape building inthe middle of the village called RCF (residential care facility). External works andmany retaining walls were included in the scope as well. This was my first largescale project in Australia and I was the lead structural engineer. I managed throughthe concept and detailed design and construction phase of this project.

I gained a high level of competency in design of steel, timber, masonry andconcrete structures utilizing Australian standards and Australian common practicesthrough this project.

My tasks to accomplish this project could be classified as following:

Concept design

Attend the meeting with client, architects and other consultants

Negotiate the design in meetings

Detail design

Documentation

Attend value management meetings

Review the alternative designs

Construction phase services

I carried out the concept design for all the buildings and supervised the draftingteam of 3 to produce preliminary sketch plans. Our design was based onarchitectural preliminary plans, which was approved by client. I attend to themeetings with architect and client to discuss the different options for main

structures of the buildings. I understood the sensitivity of the issues and asked forour structural principals companionship in some meetings. The preliminarystructural design was approved then we moved on to the next stage. I carried onwith the design of the structures. I used one of my senior colleges expertness tointerpret the geotechnical report. I finalized the design of the main structures andfooting systems for all buildings.

The main structure for the RCF was concrete slabs and band beams supported offthe ground and first floors columns. The top floor framing was a mix of concreteand steel columns to support the timber trussed roof structure. Ground floor of thebuilding was slab on ground for half of the building. In other half, the ground floorwas a suspended slab over the basement. The building had three-story parts wherethe two half of building joined at corners. I introduced a mixed footing system

including pads to lower side and piers to higher side. Some retaining walls wereessential for the lower side of the building. The top level had many architecturalfeatures such as open and column free areas, frame less corners in glazing, lowerand higher roofs with full glazing at sides. I worked very closely with architects todesign the top floor and roof structure.

The community building was a single story building including a large area dividedby operable doors and glazing to the perimeter.Architects preference was a verythin roof sandwich. I introduced cranked beams, purlins in between beams and rodbracings to roof to achieve thin roof details. Steel framing with bracings in the wallswas the main structure for the building. I carefully reviewed and designed a coupleof fine architectural details that needed additional engineering inputs such as finelydetailed circular stubs on top of large circular columns and stubs had to disappear

in the thin roof to support the main beams. I constantly discussed the details witharchitects to achieve the desirable details.

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Hydrotherapy building originally designed as a one-story building with two pools,one indoor and one outdoor. Then during the design development towards the finalsketch plans, there was a need to contain large amount of water for the facilities.The water tanks were originally proposed as plastic water tanks outside thebuildings. However, during design development, in one of consulting meetings wedecided to install the tanks inside the buildings. I had already design the pools to sit

on piles to the rock. The water tanks were going to be installed underneath thepools instead of piles to rock. I assessed the option, prepared the sketches andissued them to architects and client prior to the next meeting. I discussed the optionin the meeting and it was decided to go ahead with tanks under the pools. Thischange made the hydrotherapy building an exciting and challenging structure.

I developed the design of towers as concrete structures with slabs and band beamsfor final sketch plans. I also designed the single-storey villas as brick veneer. Therewere some two-storey townhouses that I designed concrete slabs for first floor.

I took charge of documentation for final sketch plans and I supervised the draftingteam to complete the drawings for FSP (final sketch plan) issue.

In detailed design stage, I had two engineers and four draftees in my team. Imanaged the group through the detailed design stage. I progressively discussedthe details with architects and provided details and guides for the team. I also usedmy senior colleges expertness in critical area especially our principals skills ondetailing the RCF building and villas to achieve better results. I carried out the detaildesign for many top restrained retaining walls around the buildings and cantileverretaining walls to the roads, backyard etc. I managed the project through tenderdocumentation and then towards construction.

I was the construction services manager for the project. I carried out 3 or 4 sitevisits per week. I issued site instructions / notes on each visit. I followed up anappropriate documentation procedure for site instructions. I handed a hardcopy toproject or site manager on site. I kept the site instructions specific to buildings and

issued two or three of them on each visit as required making them easy to befollowed. Then back in the office, I got them scanned and emailed to architect andclient. I also stored an electronic copy in the system and filed the hardcopies.

This project is under construction at its final stages now and it has been asuccessful project. I have developed valuable skills in various areas through thisproject.

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Career Episode Title: 7) Mitchell office building CompetencyElementClaimed

Location: Mitchell, ACT

Dates: 2008

The project was a four-story office building in recently developed commercial areain ACT. I was the lead structural engineer for the project. I carried out conceptual

design as following:Concrete framing (concrete columns plus reinforced core filled block shearwalls)

Concrete floors with drop panels and edge beams

Precast concrete walls to perimeter of the building for fire rating in someareas and soil retaining in one side

Some steel framed architectural features, awnings and glazing

The basement was the car park for the building and the first floor was to bedesigned as a bulky good retailer and storage with high loads. The first floor wasalso the transfer level for floors above as some columns had to sit on transferbeams. I reviewed the preliminary architectural design, which was endorsed by

client. I noticed that there were some critical areas especially in transfer floor withheavily loaded columns sitting on beams span a fair distance between columns. Icarried out very preliminary calculations and determined the depth of the beamsand all the slabs. I was also aware of the fact that there was restriction on height ofthe building due to city councils requirement. I reviewed the minimum floor toceiling space required and the minimum ceiling space needed for mechanicalequipments. The height of building pushed the limits. Then I reviewed the posttensioning option to achieve thinner structures. The height of building was just rightwith thinner post tensioned floors. I prepared the options to present to architect andthe client to discuss the issues and finalize the structure.

The preliminary structural design and the options were discussed with client andarchitect. The post tensioned option was chosen.

The company policy was to outsource the post tensioning design. By that time, Ihad a good view to the local engineering market. I analysed the market and pastexperiences and came to the point that it would be a good idea to start the in housepost tensioning design. I discussed the issue with my colleagues and our principaland after some discussions, it was agreed that we should start to carry out the posttensioning designs in house rather than outsourcing them.

The post tensioned floors for this project ware the first post tensioning design forthe company. As I mentioned before, there was a critical area at transfer floorwhere a heavily loaded column carrying 3 levels above was supported off the twocross transfer beams with large spans. I assessed the design of these two transferbeams as a risky area to be designed as first post tensioning experience. I

discussed the issue with our principal and he introduced one of his friends who wasexperienced post tensioning designer. I extracted a simple system of two crossbeams and the load on them out of the transfer floor to be reviewed andcommented by post tensioning expert. He assessed the structure and evaluated itas a doable system with the beam sizes that I proposed based on my preliminarycalculation.

In the design of precast units, I negotiated with precast manufacturers andassessed the number of panel and their weights as critical areas in costing. Iinvestigated the hollow core precast units and discussed the width of the panelswith architect to achieve the optimum design to minimize the cost.

I carried out the design phase of the project and supervised the documentation

phase towards tender. The project was successfully designed and documentedwithin the specified time frame and budget.

C1.4

E1B.5

C1.3

E1B.8


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Name:

Phone/email:

Position:





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Career Episode Title: 8) Quantum tender design CompetencyElementClaimed

Location: Port Hedland, WA

Dates: November 2008 February 2009

The project was a tender design for an iron ore port including wharf, dolphins, jetty,transfer platform and abutment. I was a member of design team. My responsibilities

were:Design of piles and headstocks for approach jetty

Design of typical precast deck planks

Design of deck areas with topping + precast

Review of the wharf main girder and fatigue assessment

As this was my first maritime project, I had expected various challenges ahead ofmyself. Therefore, I prepared myself for the challenges. Firstly, I ordered a set ofprint of construction set of a similar project and started to review the design andobjectives carefully. During my review, I started to get familiar with maritime codes(Australian and British) and investigate the requirements and provisions forstructures in harsh marine environment. The environmental loads on structures

were part of my responsibilities as well. Therefore, I started to learn about the waveloads on structures. I investigated different literatures and discussed the principleswith our environment team.

In order to design the headstocks and piles for the jetty, I was provided theSpaceGass file to extract the loads from roadway and conveyor trusses and applythem on structure in my design area. My approach was to review and check thesensibility of the reactions. I discussed the loads with truss design team where theloads did not appear to be appropriate then I reviewed the potential area of problemwith truss designers and suggested rectification methods as required in somecases.

There were other challenges as well. At that stage, the concept design was not

finalized yet. In addition, there were different construction methods, which haddifferent loadings on structure. I predicted that there were going to be manyoptions. Therefore, I defined the main structures once then for each change or eachdifferent loading system, I duplicated the files and calculations. Then I produceddifferent packages for each case. As a result of this practice, the outcomes weresimpler to evaluate the implications and to be presented in meetings. Finally, it waseasier for cost estimations and achieving more cost and performance efficientresults.

C1.2

C2.6

C2.5



Name:

Phone/email:

Position:


Engineering Qualifications:

(or Engineers Australia Membership Number)



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Career Episode Title: 9) RGP5 detail design CompetencyElementClaimed

Location: Port Hedland, WA

Dates: 2010

The project is detailed design of two iron ore ship-loading wharves. The project ismainly divided to two stages as Harriet point and Nelson point. Our scope starts

from abutment and includes all structures in the sea like approach roadway andtrestles, transfer platform, heavy lift pier, wharf and dolphins. My responsibilitiesare:

Design of Abutment for Approach Trestle and Heavy Lift Pier

Design of Approach Trestle

Design of Take-up Tower

Design of Transfer Platform

Design of Walkways and Cable Ladders supports for entire project

Design of Concrete Decks for entire Project including staged constructionsand prestressed planks (pre tensioned)

Design of the corbels and joints between different compartments

Finite element models

Review global modellingsReview of Conveyor Support Trestles

Main contact in head office for offshore drafting scheme

I expected to face many challenges through this project. Due to the relatively highloads, following up the load paths requires special attention to local effects anddetailing every single structural piece. There is also an intense documentationrequirement in accordance to BHP policies. I started the design by carefullyreviewing all specifications and design criteria issued by client. These specificationand criteria outlines the design and documentation procedures. There is a set ofstandard details called BHP standard details that I have to address in my designarea and adopt them as required. I continued by assessing the standard details.Then I followed my design procedures by evaluating the concept design provided

by clients representative and assessing the feasibility and constructionsprocedures considering details. Then I present my comments and details to thedesign manager of the project and discuss the details with him. Then we presentour proposals to client and get the revised concept approved by client.

My design areas are at their final stages and I am managing through finalizing thedesign and documentation. Through this project, I have been managing fourengineers and five draftees in various times depending on schedules anddeliverables provided by project manager and design manager. The technical sideof this project requires a lot of efforts and focusing on detail. I consider simplicity aspriority in detailing as any complex detail has significant effects on construction ofstructural components of this project.

I constantly prioritized my tasks and updated my agenda to address managementsprograms and deadlines. This activity also included planning the resources requiredfor each task and discussing them with project management to arrange the needs. Iencouraged live communications between team members and between differentteams in order to achieve a better performance and improve productivity.

Being efficient has been one of my main goals through this project. For example inprestressed deck planks design, there was an in house developed prestressingdesign spreadsheet. I reviewed the package against principals and compared theresults with my hand calculations to make sure that its results are reliable. Then Irevised the interface and revised the way that package gets inputs and presentsoutputs. This revision resulted in having a simple, user friendly and easy to usepackage. The design time for prestressed plank and staged construction for one

plank was about 30 minutes before, then after revision it came down to under 10minutes. I have also added some extra capabilities to the package such as bursting

E1B.1

E1B.3

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design, development length design for strands and shear evaluation based onAustralian codes and American codes.

The common practice in abutment design is to provide loadings and pile layout togeotechnical engineers and they carry out a soil / structure interaction analysis toestimate the internal loads on piles. I reviewed the procedure with geotechnical

team and realized that their software has limited capabilities in defining theabutment itself. The abutment that I was responsible for the design of it had a crankin plane and a complex pile layout. I discussed the issues with geotechnical teamand suggested that I define the structure in structural design package and definespring for soil modelling and use geotechnical input for spring stiffness. It has beenagreed that this method would be more efficient and would result in more accurateoutcome in this instance.

In some instances, during the design, I carefully review the mechanical drawingsand carry out the energy analysis to estimate the loads on structures.

I am responsible for the deck designs and details for entire project. I also designedthe joints between different compartments. To accomplish a reliable design for

these areas, I have to negotiate the loads and details with different teams, and thenreflect the details and requirements to my team. This procedure dominates myduties towards having efficient teamwork and communication skills.

I have been managing through all these challenges in this project and progressingthrough final stages. The construction of my early designs has already beenstarted. I consider this as a successful project as my achievements are countless.

C3.3

C2.4

C3.2



Name:

Phone/email:

Position:





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Unite and Elements addressed:

UNIT C1 ENGINEERING PRACTICEELEMENTS:

CareerEpisode

C1.1 Presents and Develops a Professional Image 1,2

C1.2 Pursues Continuing Professional Development 3,4,8C1.3 Integrates Engineering with other Professional Input 1,4,7

C1.4 Develops Engineering Solutions 1,2,7

C1.5 Identifies constraints on Potential Engineering Solutions 4,6

UNIT C2 ENGINEERING PLANNING AND DESIGNELEMENTS:

CareerEpisode

C2.1 Interprets and Scopes Design Requirements 4,6

C2.2 Prepares Concept Proposal and seeks advice on latest Technology 3,6

C2.3 Implements Planning and Design Process 2,5

C2.4 Reviews the Design to Achieve Acceptance 3,4,9

C2.5 Prepares and Maintains Documentation during the Design Process 2,6,8

C2.6 Validates Design 1,8

UNIT C3 SELF MANAGEMENT IN THE ENGINEERING WORKPLACEELEMENTS:

CareerEpisode

C3.1 Manages Self 4,9

C3.2 Works Effectively with people 4,9

C3.3 Facilitates and capitalises on change and innovation 3,9

C3.4 Plans and manages work priorities and resources 2,9

C3.5 Maintains customer focus and relationships with clients/stakeholders etc 3,6

C3.6 Manages Information 1,2

UNIT E1B ENGINEERING PROJECT MANAGEMENTELEMENTS: AT LEAST FIVE ELEMENTS MUST BE ADDRESSED

CareerEpisode

E1B.1 Develops Project Integration 1,9

E1B.2 Scopes the Project 4E1B.3 Manages People 6,9

E1B.4 Manages the Physical Resources within the Project -

E1B.5 Manages quality, safety, environment and risk 7

E1B.6 Manages cost and procurement -

E1B.7 Manages time and progress -

E1B.8 Finalises the Project 1,7

UNIT E4B INVESTIGATION AND REPORTINGELEMENTS: ALL ELEMENTS MUST BE ADDRESSED

CareerEpisode

E4B.1 Responds to/Identifies Problems 5

E4B.2 Plans the Investigation 5

E4B.3 Carries out the Investigation 5

E4B.4 Draws Conclusions and makes Recommendations 5


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Appendix A Summary of CPD (Continuing Professional Development) activities:

RefNo.

Date Type CPD activity / topic / providerTime (hours)

Actual Weightfactor

Weightedhours

1 2006 ~ 09 B On the job Learning - Northrop Min. 75 1 75

2 2006 ~ 09 B Private study Min.150 0.5 75

3 2006 ~ 08 C 6 x BSFA seminars, Canberra 12 1 12

4 2007 C Company seminar - Northrop 12 1 12

5 2007 C Bridge inspection, Canberra 2 1 2

6 2006 C SpaceGass course, Sydney 8 1 8

7 2007 C RAPT course, Northrop, Sydney 6 1 6

8 2007 C 1170.2 wind loads, SAI GLOBAL 7 1 7

9 2008 C RC Buildings course, Sydney 14 1 14

10 2008 C ASEC, EA, Melbourne 14 1 14

11 2008 C Microsoft Outlook course, ACT 3 1 3

12 2009 C ACE Platform, EA, Perth 1 1 1

13 2009 C Concrete seminar, CIA, Perth 2 1 214 2009 D Technical materials for website Min. 6 5 30

Total: 261 hrsNIT E4B INVESTIGATION AND REPORTING Self-Assessment

Documents

Sample Eng Practice Report