Transcript
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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
3.3.5 Experience gained ........................................................................................................ 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
3.5.4 Experience gained ........................................................................................................ 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
3.7.3 Experience gained ........................................................................................................ 57
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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REF CALCULATIONS RESULT
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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REF CALCULATIONS RESULT
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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REF CALCULATIONS RESULT
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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REF CALCULATIONS RESULT
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
Structural Design and Loading file
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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
REF CALCULATIONS RESULT
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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REF CALCULATIONS RESULT
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.
3.3.5 Experience gained
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
Structural Design and Loading file
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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
REF CALCULATIONS RESULT
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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REF CALCULATIONS RESULT
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
3.5.4 Experience gained
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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