Attachment Report Submitted

7/24/2019 Attachment Report Submitted

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INDUSTRIAL REPORT

FACULTY OF INDUSTRIAL TECHNOLOGY

CIVIL AND WATER ENGINEERING DEPARTMENT

STUDENT NAME : NHANGA SHEPHERD

REGISTRATION NUMBER : N0110767B

ACADEMIC SUPERVISOR : ENG A. CHINYAMA

INDUSTRIAL SUPERVISOR : ENG P. NDLOVU

COMPANY : SOUTHLAND

DATE OF SUBMISSION : 30 APRIL 2015

P.O. Box AC 939 Ascot Bulawayo,

Zimbabwe Telephone: +263-9-

282842/288413/39/58 Cnr.

Gwanda Road/Cecil Avenue Fax:

263-9-286803


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NO110767B

A report submitted to the Faculty of Industrial Technology,

National University of

Science and Technology, in partial fulfilment of the requirements

for the Degree of

Bachelor of Engineering Honours in the field of Civil and Water

Engineering.

Civil and Water Engineering Department

Faculty of Industrial Technology

National University of Science and Technology


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DEDICATION

I dedicate this report to my loving mother for her unwavering support, to my family forbelieving in my potential and ability to reach greater heights. To my late father for

bestowing the gift of life upon me.


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ACKNOWLEDGEMENTS

To mom for her hard work and immense effort and immeasurable love.

To Marian, Mazvita and Tariro who always challenge me to be the best of me.

Trevor, Thokozani, Tendekai, Kudakwashe friends with a passion for greatness.

To Southland people , who believed in my potential, and presented me with this

opportunity, may you forever increase in all your endeavours and may God bless

you according to his riches.

Above all to God Almighty for his guidance, provision, and protection who made

all things possible.


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ANNOTATIONS

Most of the notations used in this report are based on the British Standard Codes of

Practice and some internationally acceptable symbols. In the design of reinforced

concrete, I adopted the BS8110 code of practice. Here is a list of the principle symbolsused;

AS Cross sectional area of tension reinforcement

As Cross sectional area of compression reinforcement

Asv Cross sectional area of shear reinforcement in form of links

b Width of section.

bw Breadth of web.

d Effective depth of tension reinforcement.

fcu Characteristic concrete cube strength.

fy Characteristic strength of reinforcement.

fyv Characteristic strength of link reinforcement.

Gk Characteristic dead load.

Qk Characteristic live load.

h Overall depth of section.

hf Thickness of flange.

lx Length of shorter side of a rectangular slab.

ly Length of longer side of a rectangular slab.

Mu Design ultimate moment of resistance.


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ABSTRACT

This report gives a brief account of the practical experience and concepts acquired during

the industrial attachment period.

The student was mostly involved in structural engineering projects on his tenure at

Southland .Here is a brief account of the projects he undertook.

Gweru Megawatt House: The project involves the design of a six storey office block and

a shopping mall. Structural design was to be performed to the building starting from

preliminary design up to detailed design. The project also had some bulk excavations on

the site due to the bad silt clay soils from the geotechnical investigations.

Proposed Spar distribution centre: This project was mainly structural with a few civil

works for the localised sewer and water reticulation .For the sewer system long sections

had to be produced which involved the calculation of manhole depths, pipe gradient, and

invert levels.

Warehouse Chimbwa:This project involved the design of a double storey warehouse

with the first floor being used as office space. Structural layouts had to be produced and

also in company were the reinforcement fixing details.

Shawa mine Run off Mine Bin:This project involved the analysis of the effect of

mechanical use of the dumber or loader to remove the mine run off. The loads involved

had to be calculated and structure analysis done.

House Cornelius: The project entails the design, producing structural layouts,

reinforcement fixing details for the foundation, ground floor, first floor and the staircase.

A bending schedule had to be produced in conjunction with the layouts.

Proposed Fourth Street Development: On this project waffle slabs had to be designed

and structural layouts from foundation to the fourth floor .The first four floor were to be

used as parking area their the loads were very high and also for big spans proposed by theArchitect a waffle slab was inevitable .

Conclusion

The student amassed a lot of experience which included structural design of members,

producing structural and reinforcement layouts, bending schedules


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Key words:

Run off mineAre the boulders that are left after raw mineral material has been screened.


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Table of ContentsDEDICATION .................................................................................................................................... iv

ACKNOWLEDGEMENTS .................................................................................................................... v

ANNOTATIONS ................................................................................................................................. vi

ABSTRACT ................................................................................................................................... vii

1. INRODUCTION ......................................................................................................................... 1

1.1 Company Profile .................................................................................................................... 1

1.1.1 Background ..................................................................................................................... 1

1.2 Vision ..................................................................................................................................... 2

1.3 Mission and Mission Statement ............................................................................................ 2

1.3.1 Mission ........................................................................................................................... 2

1.3.2 Mission Statement.......................................................................................................... 2

1.4 Core Values ............................................................................................................................ 2

1.5 Southland Organisational Structure ...................................................................................... 3

1.6 The firms Schedule of Services are: ...................................................................................... 4

2.0 Southlands Project Approach ................................................................................................... 6

2.1 Office documentation: .......................................................................................................... 7

3. ACCOUNT OF WORK PERFORMED ..................................................................................... 83.1 PROPOSED ZEIPF GWERU MEGAWATT HOUSE......................................................... 8

3.1.1Background ...................................................................................................................... 8

3.1.2Tasks Performed .............................................................................................................. 8

3.1.3 Design Methodology ...................................................................................................... 9

3.2.1 Design Calculations ....................................................................................................... 11

3.2.2 Column axial loads and foundations section ................................................................ 25

3.2.3 Bulk Earthworks Calculations and Civils Bill of Quantities Pricing ................................ 28

3.2.4 Administrative work carried out on ZEIPF Gweru Megawatt Project. ......................... 31

3.2.5 Conclusion .................................................................................................................... 32

3.2.6 Experience gained ........................................................................................................ 33

3.3 ZEIPF Proposed Spar Distribution Centre ............................................................................ 34

3.3.1 Background: .................................................................................................................. 34


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3.3.2 Task approach ............................................................................................................... 34

3.3.3 Calculating Gradient of Pipes and Depths of Manholes ............................................... 34

3.3.4The fuel tank plinth layout ............................................................................................ 38


3.4 Warehouse Chimbwa. ......................................................................................................... 39

3.4.1 Background: .................................................................................................................. 39

3.4.2Task Performed. ............................................................................................................ 39

3.4.3 Conclusion and experience gained ............................................................................... 43

3.5 Run off Mine (R.O.M) bin analysis (Shawa mine) ................................................................ 44

3.5.1 Background ................................................................................................................... 44

3.5.2 Assessment of the ROM bin: ........................................................................................ 44

3.5.3 Conclusion drawn from analysis of current member sections ..................................... 49


3.6 House Cornelius .................................................................................................................. 50

3.6.1 Background ................................................................................................................... 50

3.6.2 Tasked Performed ........................................................................................................ 50

3.6.3 Conclusion .................................................................................................................... 54

3.7 Proposed Fourth Street development project .................................................................... 55

3.7.1Background .................................................................................................................... 55

3.7.2 Task performed ............................................................................................................ 56


3.8 Inspections ........................................................................................................................... 59

3.8.1 Types of Inspections Performed: .................................................................................. 59

5. Recommendations and Conclusions .......................................................................................... 60

5.1 Conclusion ........................................................................................................................... 60

5.2 Recommendations ............................................................................................................... 61


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1. INRODUCTION

The five year Honors Undergraduate Degree in Civil and Water Engineering at theNational University of Science and Technology pre-requisites a student to go for

industrial attachment where he gets a platform to apply the theory he has attained in his

first three academic years and also develop and nature practical skills he will acquire

through the whole fourth year he is attached. The faculty designed its programs to

incorporate practical experience through a full academic where he is under supervision

from his assigned industrial supervisor. The student will execute actual and real

engineering work during the attachment period with the help of the industrial supervisor

which his performance will be evaluated and commented in his log book every four

weeks.

The student dedicates this chapter to introducing to you Southland (Pvt) Limited, where

he got the opportunity to get an appreciation of the civil engineering field.

1.1 Company Profile

1.1.1 Background

Southland Consulting was founded in 2003 by Eng. P.Ndlovu who is also the current

Managing Director. The company provides professional services in consulting

engineering, project management and project development.

Southland has a team that believes in overwhelming its clientele with pro-activity,

capacity and goodness.

Over the years Southland has spread its services in the region including work as far afield

as West Africa in Nigeria the City of Uyo in Akwa Ibom State and Democratic Republic

of Congo.


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They also believe in managing client expectations, preferring to deliver beyond what they

project themselves to be. Southland is a member of the Zimbabwe Association of

Consulting Engineers (ZACE), Association for Project Managers in Zimbabwe. Its

principals are Professional Engineers in South Africa and Zimbabwe and professional

Construction Project Managers in South Africa and Zimbabwe.

1.2 Vision

To mix tried and tested methods with new ideas, to champion new concepts in

construction delivery.

We seek to communicate effectively with our clients to deliver property facilities that fit

owners functionality and investment needs .We emphasise initiating and planningprojects properly to avoid downstream problems.

1.3 Mission and Mission Statement

1.3.1 Mission

Our mission is to deliver projects where design reflects due diligence and application of

competent engineering principles.

1.3.2 Mission Statement

We strive to produce projects whose design fits their purpose, projects that are cost

effective and functional.

1.4 Core Values

We aim to overwhelm our clients with:

Goodness

Proactivity


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Capacity

1.5 Southland Organisational Structure


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1.6 The firms Schedule of Services are:

Consulting Engineering

Construction Management

Project Management

Facilities Management

Projects Development and PPP Advisory

1.7Job Description

The trainee was dynamically involved in all departments of the firm which tangled both

technical and administrative roles on his tenure at Southland.

Technical responsibilities encompassed:

Drafting Structural layouts.

Reinforcement detailing.

Design Calculations.

Preparing Reinforcement Bending Schedules.

Preparing Drawings Issue Sheets.

Preparing Bills of Quantities.

Reinforcement Inspections.

Administrative responsibilities encompassed:

Preparing documents checklists.

Producing Action Plans.


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Contract Documents preparation.

Producing Design Review minutes, Site minutes, and Progress minutes.

Requesting Quotations.

Filing documents both in soft copy on the Network Server and in hard copy and

maintaining Drawing issues register.

1.8Civil Engineering Computer Applications Employed

1.8.1 Computer Aided Design (CAD) Applications

1.8.1.1 AutoCAD 2015

AutoCAD is the mainstay of all engineering drawings drafted and the students

proficiency in AutoCAD application acquired from Civil Engineering Drawing and Civil

Engineering Computer Applications courses came in hand. The software package allows

for precision and efficiency in detailing engineering drawings to meet a wide range of

requirements.

Basing on the ZACE form-2009, Memorandum of Agreement and Conditions of

Engagement of Engineering Works drawings the firm would produce drawings that arenamely, Preliminary drawings, Tender drawing, and Construction drawings.

Preliminary drawings: These are drawings that are based primarily from outputs of

preliminary design stage. They are issued for approval before any work commences and

to be used for cost estimation by the Quantity Surveyor.

Tender drawings: These are produced for tendering stage to declare the intentions of the

engineer in the project concerned. They help to show the approach the engineer will

adopt in fulfilling the task at hand. They are used by the contesting Contractors for

costing the Scope of Work to be Performed and Bidding.


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Construction Drawings: These are produced after all permission has been granted to

proceed with the works. They are used for setting out the Works from the drawing to the

actual work on the ground. This drawings are based on detailed design and contains

necessary details for the awarded Contractor.

1.8.1.2 Microsoft Office Package

The Microsoft package has great influence in the industry. Microsoft Word was used in

preparing documents such as meeting minutes, reports and some other administrative

documents. For work that involves calculations like design calculations and Bills of

Quantities Microsoft Excel takes precedence for its mathematical functions. Microsoft

Projects is used for producing scope of work programmes using Grant Charts. Microsoft

Outlook is used for formal communication between distant parties by the use of e-mails.

1.8.1.3 Prokon

This is a computer program that is used to calculate aspects of structural elements like

adequacy of a section to resist moments, shear force, torsion amount and size of

reinforcement either by evaluating current sections or designing for lightest sections.

2.0 SouthlandsProject Approach

Stage one: project implementation and brief

The preparation and submission of report embodying preliminary proposals or feasibility

studies and estimates of cost for consideration by the client, including inspection of the

site of works, route location and project planning.


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Stage two: initiation & preliminary design

After clients approval to proceed there is the development of preliminary proposals, or

planning of works consisting of surveys and site geotechnical investigation on clients

expense and consent.

Stage three: detailed design, tender drawings & documentation

The preparation of all documents necessary to tender the works called for or the works to

be placed by the Client. Producing the final design criteria.

Stage four: working drawings

The preparation of any further documents and drawings to enable works to proceed,

including bending schedules for reinforced concrete.

Stage five: contract administration & detailed drawings

This involves the administration and coordination of the execution of works in

accordance with the contract for the parts not measured by the Quantity Surveyor and

tendered as separated contracts or nominated subcontracts and attending progress site

meetings regularly.

Stage six: project close out

Preparation of all documents checklist for the duration of the project, attending snags

indicated by the Client before Project handover and also creating a Project Close out File.

2.1 Office documentation:

All tasks executed or projects undertaken have to be documented and filed (hard copy or

soft copy) to keep records and track of the work performed. The student comprehended

the need for a good filing system as there is continuous reference to previously done.

Most design standards are frequently used over again and documents of previous projects

give information concerning similar projects. Time is reduced if information and standard

details are easily accessed.


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3. ACCOUNT OF WORK PERFORMED

Foreword

The following chapters the student narrates all the projects he undertook during his tenure

as an intern at Southland. For Projects which are on-going after writing the report the

student will not give full account up to the end of the project but only tasks he has

performed. The structure of the report is such that it first presents the project brief, the

problem to be solved, and then highlights the methodology undertaken by the trainee in

finding the solution to the problem, and finally point out the experience attained during

the encounter and resolution of the problem.

3.1 PROPOSED ZEIPF GWERU MEGAWATT HOUSE

3.1.1Background

ZEIPF is a defined contribution scheme offering pension saving facilities for current staff

and pension benefits for live former employees of ZESA Holdings and its subsidiaries.

The proposed Megawatt House Gweru being funded by ZEIPF will have the ZETDC

Gweru Office as the anchor tenant located at the back of the site with a planned mixed

use facility fronting the road as a future development. The size of the stand is more than

adequate to accommodate the proposed head office as well as the various intended

commercial mixed use. Southland were consulted to provide structural and civil

engineering services for the proposed development.

3.1.2Tasks Performed

The student was tasked to do the preliminary design of the six storey office block from

the Architects drawings. The layout and size of members are very often controlled by

architectural details, and clearances for machinery, equipment, head room available,

ceilings, HVAC, and bulkhead. The student had to check that the sizes are adequate to

carry the loading, or alternatively decide on structural member sizes that are adequate and

if the Architect had provided member sizes that were too big for the loading and student

had to suggest adequate structural members which are smaller in order to optimise the


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Fig 3.1 Preliminary member sizing Flow Chart followed using Code of Practise

BS 8810

CL 2.4

CL 3.2.1

CL 3.4.4

CL 3.4.5

CL 3.4.6

IMPOSED LOADS CONCRETE GRADE

ESTIMATED SELF

WEIGHT

CONCRETE COVER

DEAD LOADS MINIMUN SECTION

PRELIMINARY ANALYSISDURABILITY & FIRE

RESISTANCE

TRIAL BREATH (B)

ESTIMATE d FROM

M/bd Fcu0.156 SINGLY REINFORCED

0.156< M/bd Fcu


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The Support Structure Combination.

The Principal Engineer suggested to have two approaches to the structure which are;

The flat slab arrangement.

And the slab-beam arrangement.

The flat slab is a reinforced concrete slab supported directly by concrete columns without

the use of intermediary beams with a slab of constant thickness throughout or in the area

of a column it may be thickened as a drop panel or the column of constant section that

may be flare to form a column head. The slab beam arrangement as the name suggest

follows the path of slabbeam-column path.

The flat slab design has the following advantages;

Simplified formwork which reduced construction costs.

Reduced storey heights which make the design economical.

Windows can extend to the underside of the slab and no beams to obstruct natural

lighting and circulation of air therefore less energy needed for air conditioning

and lighting.

3.2.1 Design Calculations

3.2.1.1 (Preliminary member sizing)

The Student performed the following member sizing calculations

PROJECT : ZEIPF GWERU MEGAWATT

Structural Design and Loading file

Method of Design

Flat Slab Method


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BS6399(Part 3 - Loadings for Buildings)

Design of Roof Deck and Floor structure with columns to be

done in accordance with:

BS6399(Part 3 - Imposed Roof Loads)

BS8110-1 1997(code of Practice for Design & Construction)

Code of practice 3 Chapter 5 (CP3)Use of Structure

Office Block

Assumptions

All concrete is Fcu =30N/mm

The roof is to be designed as an inaccessible roof

Roof Loading

REF CALCULATIONS RESULT

Roof panel (section 2)

panel size (interior ):5500x5500(mm) supported by

columns each corner

General slab sizing

BS8110-1 initial depth of slab L/d =26

Table

3.9 d=5500/26=211.5mm

d=212m

m

BS811-

1

Table

4.9

Assume cover =25 for mild conditions & Y12 steel

reinforcement

h=212 +25+12/2=243mm

therefore adopt an overall depth of 250mmh=250mm


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DEAD LOADING KN/m

BS6399

-1

Table 1 self-weight(24KN/mx0.25m) 6ceiling 0.6

screed & finishes 0.44

services 0.1

water tank (5000L) spread over 1 panel

area=5.5x5.5 =30.25m

therefore load =50KN/30.25=1.61KN/m2 1.65

TOTAL GK= 8.79

Gk=8.79

KN/m

BS

6399-3 IMPOSED LOADING KN/mCL.4.2

C

Imposed roof with access 1.5

communication infrastructure 1

TOTAL QK= 2.5

QK=2.5K

N/m

design loading

N=1.4gk +1.6qk

=1.4x8.8+1.6x2.5=16.32KN/m

N=16.32

KN/m

BS

8100

RCDesign

by dh=depth of column head,

W.HMosley

av= distance from the edge of the loaded area to theperimeter considered ,

&J H

Bungey Cx,Cy=plan dimensions of column ,


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chapter

8

F=total design ultimate load of the full width of panel between

adjacent bay centre lines, F=630 for

internalcolumn

h=effective diameter of a column or column head ,

L=full panel length in the direction of the span,Lh=effective dimension of the head,

Mt=design moment transferred between the slab and columnLc=column dimension measured in the same

direction as Lh

BS

8100 maximum permissible dimension of column head

CL3.7.

1.3 Lhmax =Lc+2(dh-40)

=600+2(dh-400)

BS8100

RC

Adopt a flat slab design with no drops and recesses

as shown below

Designby

then half width of column strip should be equal toL/4

W.H

Mosley

&J HBungey

chapter

8

L=effective span ,half column strip =5.5/4=1.375m

Lx=Ly=1.375x2=2.75m

Lx=Ly=2.

75m


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Floor slab Sized shear check

BS

8110 1) Bending MomentsTable

3.5

Bending Moment @ first interior Support

Ms=-0.11FL F=16.32x5.5x5.5=493.68 KNm

F=494

KNm

Ms=-0.11x16.32x5.5x5.5x5.5 =-298.68 KNm

Ms=298.6

8 KNm

2) Shear Force

@ first interior Support

Vd=0.6F

=0.6x493.68KN=296.21KN

Punching Shear Check

At the column head Vp=V/Uo.d Uo is the perimeter of the

load area or column

1)increasing the shear moment by 15% for moment transfer forinternal columns

V=1.15x296.21KN/(4x600)212= 0.67which is less

than

V=0.67

ok

0.8 Fcu or 5N/mm2 therefore ok


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Column Sizing (Section2) Grid 9-14

Total load into column (type A)=load of roof +load

of consecutive loading

of Floor Slabs

Total load acting on roof calculated earlier =16.32KN/mx 5.5x5.5 grid panel

grid panel =493.68, therefore N=500KN 500KN

loading of each floor slab of (panel size

5500x5500mm of interior columns)

Adopting Slab depth of h=250mm

h=250m

m

Loads

,ARUPRev A.

22Dead loading

KN/m

Feb-99

CL

3.2.1 Self-weight(24KN/mx0.25m) 6

Ceiling 0.4

Services 0.25

Screed & finishes 1.2

Wall Partitions 2.5

TOTAL Gk= 10.35

gk=10.35

kN/m

imposed loading KN/m


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Office For General Use 2.5

qk=2.5K

N/m

Total Qk = 2.5

N=1.4x10.35+1.6x2.5=18.49KN/m

Force load on each interior column every flightlevel =N x area of panel

=18.50x5.5x5.5 =559.63KN560KN

Loading Supported on each concurrent Slab

ULS (kn) SLS(kn)

Roof 500 342Fourth Floor 1060 731

Third Floor 1620 1120

Second Floor 2180 1509

First Floor 2740 1898

Ground Floor 3300 2287

where service load on Roof =11.3x5.5x5.5=342KN

and service load

on floor slabs (un-factored load )=12.85x5.5x5.5=389

BS

8110-1

CL 4.5 Roof level Column Member Sizing

N=0.35Fcu.Ac +0.7Fy.Asc

note :Assume minimum Steel in Column

Asc=0.4%bh(for a Square column of Length b )

Asc=0.4%b

N=0.35Fcu.b +0.7Fy.x0.4b /100

=10.5b+1.288b

=11.788b

Roof Column =500x10 =11.8b

b = 42469mm

b=205.8mmb=206mm


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therefore adopt square column (300x300)mm

B1=300m

m

Punching Shear Check floor Roof Deck

BS8110-1 V=shear force ,Vp=punching shear

CL3.4.3 V=0.6F=0.6F=0.6x500=300KN

Vp=N/(perimeter of Shear x d)

Vp=N/(2a+2b+12d)d

BS

8110-1

Where a&b are the plan dimensions of the

concentrated load.

Table3.8

No shear reinforcement is required if punching shearstress V< Vc ,the

value of Vc in table 3.8 depends on the percentage

of reinforcement i.e. 100As/bd

100As/bd=0.4 for minimum Steel in Slab &Vc =0.584

At the column head V=V/Uo.d Uo is the perimeter of theload area or column

1)increasing the shear moment by 15% for moment transfer forinternal columns

V=1.15x300KN/(600+600)212= 1.36which is lessthan 0.8 Fcu or 5N/mm2 therefore ok

V=1.36

ok


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ISTRUCT/ICE

MANUAL

2) Shear Check at the critical section

i.e. 1.5 d from column perimeter

FLATSLAB boundary;

CL

3.7.6 Vd=V/ud< Vc u=critical perimeter

critical section perimeter=4(300+ 2x

1.5x212)=3744mm

1.15x300x10/3744x212=0.45< 0.584=Vc

V= 0.45

ok

COLUMN (C1) design Supporting Fourth Floor

Level

Loading =500+500+[roof column self -weight

(SW)]

1060+24x0.3x0.3 x3=1068.1 KN

1068.1KN=11.8b

b=300.9 therefore adopt 350x350 mm column

B1-

350x350mm

Column C1 Design Supporting third Floor Level

N=1620+2xS.W Column

=1620 +2x 8.1 =1636.2

1636.2KN =11.8 b

b=372mm adopt 460x460mm column

B2-

460x460mm


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Column C1 Design Supporting Second Floor Level

N=2180+3xS.W Column

=2180+3x8.1=2204.3KN

2204.3KN =11.8 b

b=432.2mm adopt 460x460m column

Column C1 Design Supporting First Floor Level

N=2740+4xS.W Column

=2740+4x8.1=2772.2KN

2772.2KN =11.8 b

b=484.7mm adopt 500x500mm column

Column C1 Design Supporting Ground Floor Level

N=3300+5xS.W Column

=3300+5x8.1=3340.5KN

3340.5KN =11.8 b

b=532.1mm adopt 600x600mm column size

Conclusion the Architect's Column Sizes Areadequate

PAD FOUNDATION SIZING

Total Service Load =SLS =2287Kn

Assuming 250Kpa as soil ultimate Soil BearingCapacity at 2m Depth

Area of Base =N/Bp where

N=Service Load From Column ,Bp is the UltimateBearing Pressure


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Proposing a Square Base pad

Area =N/Bp= 2287KN/250KNm =9.148m

L =9148m

L=3.025m

New ZEIPF Megawatt House proposal and the design implications.

After there had been some coordination meetings with the design team which included

the Engineering Consultant, Architect, Project Manager and the Client a new layout was

proposed which joined the Office block to the Shopping Mall which had been set as a

future development. In the new layout proposal the basement and one floor level had

been removed the roof layout also changed .A Chroma deck roof was proposed which

had to be supported by steel trusses.

3.2.1.2 Chroma deck roof loading and analysis

The student was tasked to calculate the roof loading of the new proposed roof layout .The

roof loading comprised of the imposed loading and the self-weight of the roof that is the

dead loads. The student calculated various load cases to come up with the maximum

loading that might be expected from the roof. The wind loads had to be taken also into

consideration because of the canopy shape of the roof layout.

PROJECT : ZEIPF GWERU MEGAWATT



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Method of Design

Roof Design

Design of Steel Roof structure to be done in accordance

with:BS6399(Part 3 - Imposed Roof Loads)

BS5950(Structural use of Steel)

Code of practice 3 Chapter 5 (CP3)

Use of Structure

Office Block

Assumptions

All steel to be used is to be of Grade43

The roof is to be designed as an inaccessible roof

Roof Loading


Dead Loads (excluding self-weight of Trusses)

BS648:1964 Chroma deck Roof Sheeting 0.044

Insulation 0.05

Services 0.1

BS4 Purlins 0.018

Bracing 0.03

gk 0.242

Live load

gk = 0.242

kNm-2

BS6399

Minimum UDL for roof width no access

qk = 0.6 kN/m2

cl 4.3.16

qk = 0.6

kN/m2

Wind Load


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CP3 Basic Wind Speed, V = 20ms-1

Topography factor S1 = 1.0

Ground Roughness S2 = 0.96

Statistical factor s3 = 1.0

Class of building loading = Class C

Design Wind Speed

Vs = Vs1s2s3

= 20 x 1 x 0.96 x1 = 19.2ms-1Vs =19.2ms-1

Dynamic Pressure

q=kVs2

where k = 0.613

q = 0.613 x 19.22= 226

Force acting on Roof Surface

F = (Cpe -Cpi)qA

at zero degrees

Cpe = 0.7

Cpi = -0.3

Area of roof truss=length of truss X truss spacingArea of roof surface = 22.23x5.750=128m2 (Area Of

Truss).

F = (0.7 - (-0.3) )x 226 x 128= 28.93kN (Per Truss)

Force acting per node = Force/ the number of nodes per

truss

= 28.93 / 20= 1.45 kn wk = 1.45


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Dead loads Per Node

Dead load per truss = gk x length of truss x spacing of truss

=0.242 x 22.23 x 5.750 = 30.9 kn

DL per Node = 39/20 =1.55 kN/nodeDL=1.55kN/node

Imposed load per Node

imposed load per truss = qk x length of truss x spacing of

trusses

=0.6 x 22.23x5.750= 76.7

IL per Node = 76.7/20 = 3.83

IL=3.83

kN/node

Load Cases

load Case 1

1.2gk + 1.2qk +1.2wk

= 1.2( 1.55+1.45+3.85))

= 8.076kN/m2

Load Case 2

1.4gk + 1.6qk

= 1.4x1.55 + 1.6x3.83= 8.3 kN/m2

Therefore the load per node to be used will be taken as

8.3kN and is and is exclusive of the self-weight of the truss N=8.3kn


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loading of purlins

Loading on a 1200 mm Purlin (i.e. supported on threetrusses spaced @ 5750 c/c)

Load w= QXA=8.3x( 1.2)=9.96 Kn/mW=9.96kn/m

This loading values where then used by other Engineers in the analysis of the roof

trusses.

3.2.2 Column axial loads and foundations section

The trainee was also instructed to calculate the total critical loads into columns in order to

get the loads for the foundations.Columns are structural members in buildings carrying

roof and floor loads to the foundations. Columns primarily carry axial loads, but most

columns are subjected to moment as well as axial load. The student had to calculate the

axial loads of the column stack which comprised of the roof, floor slabs and beams in the

case of the shopping mall. Each internal column would support four quarter slab panels

thus making it a full panel supported by each column. The loads that act on a structure

normally take the path:

1. The roof loads flow through the purlins to the truss supported by columns .The

truss produce reaction forces at the supports (columns) in which the loads flows

through into the foundations that transfer the load into the ground. For large truss

spans the loading may follow the route - purlin, truss, girder, column, and finally

to the ground.


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2. Loads acting on the slab are transferred into the beams and then from beams into

the columns to the foundation and dying into the ground. For flat slabs where

there are no intermediary beams the loading from the slab is transferred directly

into the columns.

The column loading calculated were the Office Block columns, Supermarket columns,

and the Shopping mall columns. Each building section the student calculated the critical

edge column and the critical interior column

The total load through the column is equal to the summation of dead loads or self-weight

and the imposed loads. Dead load is due to the weight of walls, permanent partitions,

floor slab self-weight, roof self-weight, finishes and all other permanent construction

including services of a permanent nature.The imposed load is assumed to be produced by

the intended occupancy or use, including the weight of movable partitions, distributed,

concentrated, impact and inertia loads.

The student calculated the dead loads from the unit weights given in BS 648 then

multiply the unit weight by the member dimension or from the actual known weights of

the materials used. The imposed loads were calculated from the BS6399 Part 1 by

multiplying the uniform distributed loads with the applied area.

Then Total service load =Total dead load + Total imposed load

Total Ultimate Load=1.4 x total dead load+ 1.6 x total imposed load

Table 3.1 Calculated Columns Loading Values


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Supermarket

Columns

Office Block

Columns

Shopping Mall

Columns

Edge Columns 650kN 1489kN 756kN

Internal Columns 984kN 2278kN 1210kN

The Student was also instructed to come up with a ground slab, pile cap, and pile section

for the building. Soil Mechanics Laboratories (Pvt) Ltd had performed the geotechnical

investigation on the building site and the results suggested that piling and a suspended

ground floor as the best option.In view of the bearing capacities in their soil report, the

soils are silt clay and have relatively low bearing capacities and are expansive soils.

From their experience of these type of soils, they envisage encountering hard surface (or

rock) 7m to 9m from the present ground level, however this has to be determined solely

by the piling contractor. The trial pits tests had been conducted up to a depth of three

metres.

The Section through the Ground Slab:

The student proposed the section shown in Fig .3.2 below with:

200mm Reinforced Concrete Suspended Slab

Ground beams of 230x600mm from the top of the slab through the pile cap

2300x1000mm deep pile cap from the bottom of the slab

2 Piles of 450mm diameter into each pile cap the piles intruded by 60mm into the

cap to avoid lateral movement or piles sliding off the pile cap

Two 200x600mm deep void formers between each pile cap couple and under the

ground slab. The void former light expanded polystyrene membranes or just card


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board which are put under suspended ground floors of high reactive of expansive

soils. The void formers creates voids and when the soils expands, it expands into

the voids thus avoiding the reactive soil put stress on the ground slab.

Fig 3.2 Proposed Section through the Ground Slab

3.2.3 Bulk Earthworks Calculations and Civils Bill of Quantities Pricing

The Supervisor instructed the Student to calculate the earthworks volumes that will be

moved on the site using the site topographical map with spots heights and the road and

storm water layout which had the levels for the finished pavement. The building level had

been setup at 1421.55 on top of the slab level.

Estimation of areas and volumes is basic to most engineering schemes such as route

alignment, pavement design for both roads and parking and creating platform for the

building. The excavation and hauling of material on such schemes is the most significant


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and costly aspect of the work, therefore the cut and fill had to be balanced and far as

possible to reduce costs. The Quantities were produced for tender Bill of Quantities

pricing. The student used the Spot Heights Method to calculate the excavations and fill.

This method uses grid levels from which the depth of construction is from the natural

ground level to the pavement level or building platform .The volume is computed from

the mean depth of construction in each section forming a truncated prism, the bottom area

used was a square of sides 10x10m.

The volume of Excavation =Area of Square Grid X (mean natural ground spot heights of

the square-pavement level or building level.)

=A X [(S1+S2+S3+S4)/4PL

Where the Area of the grid was 10X10m=100m

Fig 3.3 cut and fill earthworks calculations


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Ground Level Reduced Level Depth Volume

1 20.56 20.7 -0.14 -14

2 20.6 20.75 -0.15 -15

3 21.24 20.75 0.49 49

4 20.65 20.75 -0.1 -10

5 20.5 20.75 -0.25 -25

6 20.56 20.73 -0.17 -17

7 20.55 21.08 -0.53 -53

8 21.05 20.96 0.09 9

9 20.55 20.96 -0.41 -41

10 20.6 20.96 -0.36 -36

11 20.63 20.75 -0.12 -12

12 20.63 20.75 -0.12 -12

13 20.66 20.75 -0.09 -9

14 21.78 20.76 1.02 102

15 20.75 20.96 -0.21 -21

16 20.61 20.96 -0.35 -35

17 20.87 20.91 -0.04 -4

18 20.49 21.35 -0.86 -86

19 20.6 21.35 -0.75 -75

20 20.8 21.35 -0.55 -55

21 20.9 21.35 -0.45 -45

22 21.3 20.9 0.75 75

23 21.15 20.98 0.75 75

24 21.08 21.09 -0.01 -1

25 21.16 20.79 0.75 75

26 21.16 20.87 0.75 75

27 21.16 20.96 0.75 75

28 21.32 21.09 0.75 75

29 21.25 21.35 -0.1 -10

30 21.34 20.75 0.75 75

31 21.3 20.85 0.75 75

32 21.18 20.93 0.75 75

33 21.14 21.09 0.75 75

34 21.25 21.17 0.75 75

35 21.1 20.96 0.75 75

36 21.15 20.95 0.75 75

37 21.21 20.91 0.75 75

38 21.35 21.09 0.75 75

39 21.26 21.17 0.75 75

40 21.31 21.17 0.75 75

41 21.1 21.32 0.75 75

42 21.18 21.32 -0.14 -14

43 21.24 20.98 0.75 75

44 21.3 20.99 0.75 75

45 21.26 21 0.75 75

46 21.3 21.09 0.75 75

47 21.35 21.35 0.75 75

48 21.17 21.32 -0.15 -15

49 21.23 21.32 -0.09 -9

50 21.44 21.32 0.75 75

51 21.31 21.32 -0.01 -1

52 21.3 21.2 0.75 75

53 21.49 21.35 0.75 75

54 21.37 21.32 0.75 75

55 21.33 21.32 0.75 75

56 21.47 21.32 0.75 75

57 21.54 21.32 0.75 75

58 21.56 21.32 0.75 75

59 21.77 21.35 0.75 75

60 21.63 21.32 0.75 75

61 21.5 21.32 0.75 75

62 21.51 21.32 0.75 75

63 21.57 21.32 0.75 75

64 21.61 21.32 0.75 75

65 21.78 21.32 0.75 75

66 21.73 21.32 0.75 75

67 21.8 21.05 0.75 75

68 21.95 21.13 0.75 75

69 21.92 21.14 0.75 75

70 21.9 21.16 0.75 75

71 21.88 21.16 0.75 75

72 21.84 21.18 0.75 75

73 21.87 21.19 0.75 75

74 21.92 21.14 0.78 78

75 21.94 21.23 0.75 75

76 22.02 21.23 0.79 79

77 22.08 21.23 0.85 85

78 22.05 21.23 0.82 82

79 22.15 21.23 0.92 92

80 22.26 21.23 1.03 103

81 22.32 21.23 1.09 109

82 22.35 21.06 1.29 129

83 22.27 21.03 1.24 124

84 22.44 21.08 1.36 136

85 22.44 21.1 1.34 134

86 22.36 21.12 1.24 124

87 22.4 21.12 1.28 128

88 22.4 21.13 1.27 127

89 22.77 21.14 1.63 163

90 21.69 21.35 0.75 75

91 21.75 21.35 0.75 75

92 21.86 21.35 0.75 75

93 21.86 21.35 0.75 75

94 21.55 21.35 0.75 75

95 21.47 21.35 0.75 75

96 21.4 21.12 0.75 75

97 21.4 21.07 0.75 75

98 21.29 21.05 0.75 75

99 21.24 21.02 0.75 75

100 21 21.02 -0.02 -2

5511

Fill -542

CUT 6053


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The student was also tasked by the Supervisor to price civil works tender Bill of

Quantities .The trainee had to get some rates through quotations and engaging suppliers.

The Bill of Quantities shows item, bill description which describes work to be performed

or item to be supplied and fixed, the unit of measurement ,the quantities of the item ,rate

of the item per unit and then the amount .The BOQ structure is such that it has a cover

page, summary, the preliminaries and generals ,and measurement section.

3.2.4 Administrative work carried out on ZEIPF Gweru Megawatt Project.

For all the internal design review meetings the student had to take minutes and distribute

them. The student had to be very attentive to detail and scribe very quickly to avoid

missing important proposals or queries and statements made in the meetings. When

preparing minutes the trainee had to follow the following setup:

Cover page (meeting name, number and purpose, date and location, those present

and absent,

circulation names and date and date of next meeting)

Introduction (introducing people and purpose of meeting)

Acceptance of previous meeting minutes

Important contract dates and details

Other important aspects (site, programme and contract, quality control,

communication, information, financial control

Any other business

Date of next meeting

Post meeting notes

The Student at most times after meetings was tasked to produce action plans and query

sheets if any queries have been raised in the meeting.

Action Plans consisted of actions that where discussed in meetings, it would consists of

an action point, the person to take the action and timeline of that action. On all occasions


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action plans had to be distributed before the meeting minutes where prepared so that the

people sited for the actions can get notified.

Query sheet or Request for information list is a document prepared to formally request

for essential information to necessitate the progression of works or a task that is being

done on a project.it has the name of the person making the query, the information

requested, the respondent, the status and the response to the request, then the date of

response .The student would get tasked to write all queries that had to be sent to the

Architect on the Megawatt Project an example of requests made would be a request for

section details of the roof service room and clarification on the number of elevators in the

building .

For every engineering drawing that was submitted to the Quantity Surveyor ,Project

Manager ,and Architect it had to be accounted for by the use of issue sheets which the

engineering consultant and the recipient had to sign to acknowledge that drawings where

received. The trainee was always tasked to prepare the issue sheets on those occasions.

3.2.5 Conclusion

The study of alternative solutions and continuous liaison with other members of the

design team is important to come to a mutually agreeable outline scheme. The

preliminary designs where used to draw the structural layouts for the information

drawings sent to the Quantity Surveyor for cost estimating, which entails the valuation

(apportioning costs to the different measured parts of the work) of the probable inputs

(resources) that will be required to complete the work. The estimated cost is the total

estimated quantities (labour, material, plant usage and other indirect costs) multiplied by

estimated or known unit cost. It is usually used as one of the considerations in the

determination of a price at which the contractor is prepared to do the work. The


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Information drawings were also sent to the Project Manager to evaluate the scope of

works, the Architect, and Client for approval.

3.2.6 Experience gained

The design of flat slabs

Preparation of Bill of Quantities

Calculation of roof loading and analysis


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3.3 ZEIPF Proposed Spar Distribution Centre

3.3.1 Background:

The proposed development was a Zimbabwe Electricity Industry Pension Fund Project,

being the client of the project and the tenant being Spar where the building was to be

used as the tenants headquarters and distribution centre for all its commodities.The Spar

Distribution Centre sewer layout out has been drawn before the student was attached at

the company .When he got attached drawing the sewer long sections was one of the first

assigned meant he was handed.

3.3.2 Task approach

The student was instructed by the Supervisor to draw long sections of the sewer line from

the sewer layout AutoCAD drawing, in producing the long sections layout the student

had to calculate the manhole depths, pipe gradient

3.3.3 Calculating Gradient of Pipes and Depths of Manholes

The student had to establish a chainage route for each sewer line branch, a long section

was produced for each sewer line branch. The ground levels for the manholes were

extrapolated from the contour layout that is superimposed onto the sewer line layout.

Equation 3.3a ILN = ILN-1D/S


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Equation 3.3b Depth of Manhole = GLIL

Where ILN = Invert level of the Nthmanhole, ILN-1= Invert level of the (N1)thmanhole.

D = Distance between manholes and S = Pipe Gradient

GL = Ground Level and IL = Invert Level

Fig 3.3.1 Sewer drainage long section Run E


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Fig 3.3.2Sewer drainage long section Run B

Fig 3.3.3Sewer drainage long section Run C


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Fig 3.3.4 Sewer drainage long section Run D


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3.3.4The fuel tank plinth layout

The student was tasked to produce a layout for a fuel tank which was supported by two

reinforced concrete plinths of 1300mm long which had to have its own foundations for

support .For reinforcement fixing details the plinth had S245 mesh wire, the trainee sized

the plinth to produce a beam of dimensions 200X500mm deep and the strip foundations

was 500x230mm deep.


The student is now able to calculate manhole depths

The student is now able to represent the sewer long sections on an AutoCAD

drawing.


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3.4 Warehouse Chimbwa.

3.4.1 Background:

The project entails the design and drawing structural layouts of a building which was to

be used as a warehouse. The warehouse was a double storey with the ground floor to be

used for distribution and storage of stock. The first floor was to be used as office space

.The warehouse ground floor had eight bays of dimensions 5x14.23 metres .The first

floor only covered one and half bays with the half bay being a cantilevered balcony .The

first floor hand columns and structural walls for support. The Architect had proposed a

concrete stub column up to the first floor with a steel H-Section protruding from first

floor to the roof.

3.4.2Task Performed.

The student produced the structural layouts from the calculations done the Supervisor of

the first floor, stair case and columns. From calculations the slab had to be 150 mm deep

with four reinforced concrete columns supporting a bay and the balcony cantilevered.

The Structural Floor level (SFL) of the first floor was set at 2.750m from the Ground

SFL .The slab was also supported by 230mm load bearing walls. The staircase slab had

also to be 150mm deep or 150mm waist with a rise of 153mm and tread of 300mm.

For Staircases 700>2R+G>550mm where R=rise and G =Going or trend.

2(153) +300=606mm>550 mm and


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Check directions of span of slab, outer bottom steel B1 should be parallel to short

span, and check layering of slab reinforcement

Determine the setting out of column reinforcement, every column must be

retained by a link except where the distance between bars is 150mm or less.

Check location of laps remembering the maximum length of bar available and

locally its available up to 6m.

The should be top steel on every support to transfer moments into the support and

resisting the hogging moments at the supports

In slabs there is moment steel and distribution steel, B1 and T1 is represent the

moment steel which actually resists loading and carry the moments and B2& T2

distributes the loading into the moment steel and also maintains rigidity of the

reinforcement cage.

For rebar the overlap was 12d (d=rebar diameter)

For overlapping of two bars 50d (d= rebar diameter) the overlapping distance.


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Fig 3.4.1 Reinforcement fixing details for column and base pad


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Fig 3.4.2 Fixing Details of Reinforcement for the First Floor slab &Stair case


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3.4.3 Conclusion and experience gained

The fixing details for reinforcement should be done with precision to avoid mistakes

which might be costly to the client and to the engineer it might compromise the

robustness of the member section. The drawing must be through checked if any

reinforcement bar might have been missed of misplaced. The reinforcement fixing

drawing is then used to produce a bending schedule.

The experience gained:

The student can now do reinforcement detailing of slabs, beams, staircases,

columns and pad foundations.

The student can also produce structural layouts from Architectural drawings

easily.


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3.5 Run off Mine (R.O.M) bin analysis (Shawa mine)

3.5.1 Background

R.O.M Bin, is the first port for raw ore. The ore will pass through bar screens for the first

screening. Boulders of considerable size are screened and collected manually. Due to

Safety Regulations requirement, boulders are now collected mechanically using a loader

and therefore imposing additional dead and live load to the structure.

3.5.2 Assessment of the ROM bin:

The task performed by the student involved calculating the total loading that will act on a

full filled and loaded bin .The student had also to input calculated load into the Prokon

software for member section analysis to evaluate if the imposed weight of the loader to

compromise the strength of the structure

Loading calculation:

PROJECT : SHAWA MINE



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Method of Design

Runoff Mine Design

Design of Steel structure to be done in accordance with:

BS5950(Structural use of Steel)

Use of Structure

Assumptions

All steel to be used is to be of Grade43Assume the specific gravity of Rock material (Gs)=2.7

Volume of the trapezoidal shell is half the cubical envelope of the

shape


Dead Loads.

Volume of ore material contained

=4.6x4.6x3+0.5(4.6x4.6x2.4)=88.9 m3

soil

mechanics

Dead weight of soil material=2700kg/m3 x 90

=243000kg

J.N Smith =243000x10/1000=2430KN

Weight of Dumper = 7000Kg =70 KN

Total dead load=2430+70=2500KNgk =2500KN

Imposed Loading

taking 25% of the dead weight of truck

0.25x 70KN=17.5KN qk=17.5KN


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Total load

N=1.6Qk+1.4Gk

=1.6x17.5 +1.4x2500

=3528KN

UDL LOAD=3528/(4.6X4)=191.7kn/m

UDL=191.7

kn/m


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Fig 5.1 Deflections for load case 1

All nodes are Ok because maximum deflection of steel from BS5950 is span /180


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Fig 5.2 Reactions for Load Case 1


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3.5.3 Conclusion drawn from analysis of current member sections

Elements Description Engineering Recommendation

Columns 203x133x30

I UB

One of the Column was deflected, from

visual observations. Requires additional

member for stiffening. POOR.

Rest of the Column are structurally fit.

GOOD

Horizontal Bracings 203x133x30 GOOD

Structurally Fit and in good condition.

Cross bracings 90X90X6

A1

POOR

Slender, requires additional bracing

failed in Prokon evaluation analysis


Prokon Analysis of a Space Frame


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3.6 House Cornelius

3.6.1 Background

This project was a double storey house to be built in the one of the hefty suburbs of Hararein Mount Pleasant.

Architectural drawings and site geotechnical investigation results were issued to the

Supervisor from the Architect and recommended a strip foundation of a depth

1200mm.From the Architectural drawings the student came up with the following

structural layout drawings which are:

3.6.2 Tasked Performed

Foundation and ground floor layout:

The student produced a foundation layout with a strip footing as recommended by the

geotechnical report and deep up to calculated depth of 1400mm by the Engineer. Strip

footings are used under relatively uniform point loads or line loads. The main structural

function of the strip is to disperse the concentration of load sideways into an increased

width of sub-strata in order to reduce the bearing stress and settlement to an acceptable

limit and also strip foundation distribute loads longitudinally.

The strip foundation of reinforced concrete ground beam. The ground slab had to be

100mm thick with S193 fabric mesh on top with cover of 25mm.For 230mm load bearing

walls

Reinforcement fixing details For Strip Foundation:

The detailing of the strip footing was done by the trainee .The strip beam for 230mm load

bearing wall had dimensions of 700mm breath by 230mm depth with six Y12 straight rebar

and Y8 links with a spacing of 250mm.The student prepared the bending schedule for the

strip footing of the whole foundation.


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Fig 3.6.1 Reinforcement detailing of strip Foundation

First floor layout and reinforcement fixing details:

The first floor slab was made 175mm deep and the outside balcony of the first floor was

50mm step down to make a slab of 125mm to prevent rain water from flowing into the

house. The student also did detailing of the first floor.

Detailing procedure used by the student:

Bar detailing of first floor slab-

The student used the combined top and bottom reinforcement method where the bottom

and top reinforcement is put on the same drawing .The reinforcement was drawn in layers

starting from the bottom of the slab moving upwards and bar marks of rebar followed the

similar sequence in anticlockwise direction.

The abbreviations used for reinforcement:

Top outer layer rebar-T1

Top second layer rebar-T2


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Bottom second layer rebar-B2

Bottom outer layer rebar-B1

Typical Rebar and Indicator Line

Each bar was drawn to scale by the Student and was represented by a thick line and

positioned midway along the indicator line which showed the first and last bar zone by

arrow heads. The naming of the bars was put at the periphery of the extension of the

indicator line.

Bars in Long Laps

In long spans that were more than 6 metres standard bar sizes ,the 6 metre straight barslapped by a lap length of 50d( where d=diameter of rebar) and the lap length was shown

on the drawing .

Putting Fixing Dimensions

Dimensions in mm were restricted to those required by the steel fixer to locate bars and

extend of T2 rebar from the support was set up to 1/3 of the adjacent panel span.

Chairs and Spacers

Chairs of shape code (83) supported the top reinforcement and maintained the rigidity of

the rebar cage. The spacing of chairs (and spacers) was set at 1000mm by the trainee.


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Fig 3.6.2 First floor reinforcement layout and details.

Bar detailing of first floor beams:

Longitudinal Bars

The longitudinal rebar was illustrated by a thick straight line and naming of bars is

indicated midway along the bar.

Shear Links


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The spread of the links where indicated by the student above the elevation of the beam with

and indicator line terminated by arrow heads, and the links are represented by a

perpendicular thick line.

Bent up shear bars (U bars)

Two U-bars were put on each side of the beam, the horizontal leg of the bent up shear bars

were made to extend at least a tension anchorage length in this case the trainee used a

horizontal leg lengths of 600mm.

Stir case detailing

The detailing of the slab of a stair case is the same as that of a slab, the student showed thereinforcement on plan flights and landings where they differ for each storey height. The

trainee also showed reinforcement layout on stair case section.

Reinforcement rebar scheduling

The trainee made the bending schedule for beams, first floor slab and strip foundation

.Scheduling is the operation of listing the location, mark, type and size, number of bars,

length and bending details of each bar.

3.6.3 Conclusion

The reinforcement fixing detail drawings are used by the contractor or specialist steel fixer

to tie the reinforcement.

The bending schedules are used by

The person checking the drawing

Contractor who orders the reinforcement


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Reinforcement fabricators

The steel fixer

The Quantity Surveyor for costing

3.7 Proposed Fourth Street development project

3.7.1Background

The proposed development will involve the construction of a multi-storey mixed use

development to perform the following functions;

Bus Interchange

Car parking up to fourth floor Level

Commuter Omnibus Terminus

Ground and First Floor shops, restaurants and supermarkets

Office Tower

Budget Hotel Tower

The Architectural Concept plan has a support Grid of generally about 10m by 12m

throughout the entire footprint of the development.

This grid may be maintained for footprints confined within the boundaries of the Office

Towers and Budget Hotel Tower but is mainly functional for the following areas/levels

because the columns need to have larger spacing to allow for:

Car Parking,

Commuter omnibus terminus,

Bus Interchange,

Shops, restaurants and Supermarkets,


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All of which are to be constrained to the fourth level of the structure and with most of their

plinth outside the confines of the 3 tower structures, the support grid can be widened. In

which case Frame elements will be primarily ribbed or Coffer/Waffle slabs supported

directly on columns for the four levels.

3.7.2 Task performed

The student was tasked to produce structural layouts from the foundation to the fourth floor

level the rest of the floors were future expansion development. The design calculations of

the structural member sizes of the piles, pile caps, slabs, beams and columns which were

used for producing the layouts were done by the Engineer.

Foundation and ground floor layouts

Deep foundations were recommended because of the large size of the structure and high

loading values due to the functionality of the building as parking for the first four floors.

The Pile caps were P3 caps that is each pile cap had a group of three pile of 600mm

diameter. The student made the ground slab floating based on the assumption that the soils

on the site is consolidated by vehicular loads because it is being used as a bus terminus.The column sizes were 900mm diameter columns.

First floor to fourth floor layout

Due to the large panel sizes of 12000x10000mm to allow for vehicle manoeuvring in the

parking area and large loading values a coffer slab was used. Ribbed slabs are more

economical than solid slabs for long spans.

The Thumb rules for Coffer Slabs

The centres of ribs should not exceed 1.5 m;

The depth of ribs excluding topping should not exceed four times their average

width;


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Fig 3.7.1 A typical waffle panel layout.


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3.8 Inspections

The student along with the Supervisor conducted construction inspections on

various projects that were under construction. When putting up a structure it is

imperative for the design engineer to conduct inspections and checks on each stageof construction to ensure that specifications and, instructions issued by the engineer

are adhered to, and thus avoid compromising the robustness of the desired structure.

3.8.1 Types of Inspections Performed:

Inspection of rail track level by a theodolite to check if the rails are on the same

level and parallel and supporting plinth level of granite cutting machine on

Southern Granites Expansion project .The granite would be transported on the

rails.

Reinforcement type, size, spacing, robustness inspections :were done on

plinth beams at Southern Granites, and Pearl properties generator and fuel

floating slab reinforcement was also checked.

Compaction of concrete and concrete grade: instructions were to be issued to

pour concrete into the slab formwork after reinforcement and spacers

inspection, checks to were conducted to see if concrete compaction was done

to adequate levels.

Comments were made about the inspection done, the next instructions were issued in the

site book and signed.


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5. Recommendations and Conclusions

5.1 Conclusion

From the authors analysis and weighing the experience he attained on his attachmentacademic year at Southland, it can be seen that most of the desired objectives were

satisfactorily met. The report testifies the year as a success and a major benefit to the

students practical experience in relation to the academic knowhow gained during the first

three years of the degree program.

The trainee has come to the realization of the importance of industrial attachment as a good

platform to apply the theoretical knowledge base in civil engineering into solving practical

problems and he has gained immense industrial operation activities. In that same regard

the student believes he has also contributed to the company through his hard work and

commitment.

Proficiencies Attained by the intern:

Developed good file organisation skills got familiar with the process of issuing

drawings and schedules with an issue sheet, for future reference.

Got skilled in the reinforcement detailing and fixing details of slabs, beam,

staircases ,columns and foundation bases, and strip footings and also the

preparation on the reinforced detailed member bending schedules

Extensive knowledge on concrete reinforced design and steel member section

analysis by Prokon.

Attained broad knowledge of various tools of AutoCAD and drafting of structural

layouts from Architectural drawings and having a keen eye on observing long

spans that need a support structure to be developed.

The student is now skilled in meeting minutes preparation.

Developed attention detail when approaching an engineering problem to be solved

and developing the solution from engineering first principles.

Team working skills especially during brain storming sessions.


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5.2 Recommendations

Exposure to the latest Civil engineering software should be part of the

students curriculum before he starts industrial attachment especially

extensive skills in all Autodesk software.

The department design courses should include a practical section on design

courses before the student commences internship ,by including projects in

those courses the student develop a practical application of his attained

theory.

There should be coordination between department and industry on skills

that the student has to master, so that the student is armed with relevant

skills and therefore he easily gains momentum of the operational activities

of the industry


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References:

Rex Lancaster, Chaplin E.C, Doran DC and Higgins J B, (1989), Standard Method ofDetailing Structural Concrete, Upper Belgrave Street, London.

Reynolds, C. E., and Steedman .J .C. (1999), Reinforced Concrete Designers Handbook,

E& F.N. Spon , Taylor &Fransic Group, London, UK.

Trevor Draycott (1990), Structural Elements Design, Oxford Auckland, Johannesburg,

Delhi.

W.H Mosley and J.H Bungey., (1976), Reinforced Concrete Design, Macmillan,

University of Liverpool, United Kingdom.

MacGinley .T .J, and Choo. B.S, (1990), Reinforced Concrete Design Theory and

Examples, E& F.N. Spon, New York & London.


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