seiso ramabodu stadium design report
TRANSCRIPT
SEISA RAMABODU STADIUM UPGRADE
Provision of Civil Engineering Services
Department of Sport and Recreation Free State Province
Design Report Rev 0
APRIL 2012
PREPARED BY:Morad Consulting
PO Box 1799Krugersdorp
1740
Enquiries: Mr L Ntlokwana
Tel: +27 11 954 3885Fax: +27 11 954 3447
Seisa Ramabodu StadiumProvision of Civil and Structural Engineering Services
CONTENTS PAGE
Chapter Description Page
1 INTRODUCTION.......................................................................................3
1.1 Background
1.2 Site locality
1.3 Purpose of the report
1.4 Scope of works
1.5 Project Team
2 INVESTIGATIONS....................................................................................7
2.1 Topography
2.2 Geology
2.3 Existing Services
3 DETAILED DESIGN.................................................................................8
3.1 Services Design Guidelines
3.2 Platforms and Earthworks
3.3 Sewer Reticulation Network
3.4 Stormwater
3.5 Paving and Parking
3.6 Potable Water
4. IMPLEMENTATION STRATEGY.......................................................24
5. CONCLUSION.......................................................................................26
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1 INTRODUCTION
1.1 Background
Following South Africa’s successful bid to host the 2010 FIFA World Cup
tournament, the Local Organising Committee guided by the economic dynamics
in our country, undertook to both build new and upgrade existing stadiums to
levels in line and in adherence with the FIFA standards. One such stadium that
underwent this revamping was the Seisa Ramabodu Stadium which is a
multipurpose stadium located in Botshabelo near Bloemfontein. During
renovations the stadium's capacity was expanded from 18,000 to 20,000 .The
local authority in charge of all the management and maintenance of all
Infrastructural services i.e. roads, stormwater, water and sewer reticulation etc. is
the Department of sports and Recreation, Free State.
During the world cup the facility only received selective upliftment especially the
soccer pitch, as it was used as a training field for teams participating in the FIFA
event, Now the scope of upgrade has been increased and widened to cater for
every sporting activity offered at the facility.
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1.2 Site locality
The Seisa Ramabodu multipurpose facility is situated just under 10km South of
Bloemfontein CBD, covers an area of 4.95 hectares. Accessible via Moshoeshoe
road which acts as the main feeder to the stadium.
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1.3 Purpose of the report
This is a detailed design report on the Civil engineering infrastructure services
that are to be installed at the facility, including detailed descriptions of the design
guidelines and parameters adopted particularly for this project. The report is
limited only to the services outlined below in the Scope of Works which are only
related to the provision of Civils. The report outlining the structural aspects of
Morad Consulting’s involvement will follow shortly after this one.
1.4 Scope of works
The scope of works involves provision of the following services:
Stormwater management infrastructure
Roads infrastructure
Sewer reticulation system
Water reticulation system
Fire water reticulation system
The extent of the above mentioned shall be enunciated in detail in their
respective chapters to follow .In the special cases where a particular service is
existing, analysis will be made regarding both its adequacy and feasibility, if
found to be less efficient measures will be taken to remove and redefine, the
desired outcome of the design is for the water, sewer, roads and storm water
drainage services within the Seisa Ramabodu stadium is to rationalise the
existing services networks such that they fall within the acceptable regulatory
urban statutes of the local authority and also as provided for in the operating
guidelines.
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1.5 Project Team
The following are key role players in the management, planning and design of
the project.
Designation Name of company Contact person
Client Department of sports and
Recreation
Steve Naude
Project
Managers
Etsho Hape
Architectural
Services
Urban Edge Aadil
Mechanical
Engineers
Integrated Nicholas
Civil Engineering
Services
Morad Consulting Lunga
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2 INVESTIGATIONS
2.1 Topography
The site is already in use and parts of it have received earthwork preparations
i.e. tennis court and tarred parking area. The average slope is 1.3 % from the
South Eastern corner to the North Western corner .Rows of fair grown to big
trunked trees planted could be seen although in certain areas they are scattered
about. A relatively flat terrain with no topographical features visible that couldn’t
be overcome.
2.2 Geology
Based on the geotechnical report produced by J D Geotechnical Services CC,
the site is underlain with materials that have medium to high risk of heaving and
expansive capabilities, thereby prompting special attention on the layerworks.
The report was carefully studied and all recommendations considered throughout
the designs process.
2.3 Existing Services
An investigation attempt was done by BKS to establish all the services running
through and around the Seisa Ramabodu stadium, giving a fairly comprehensive
breakdown of what is existing and how it could be adjusted to cater for the
anticipated extensions, with regards to roads, water, stormwater and sewer
services specifically.
by the City.
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3 DETAILED DESIGN
3.1 Services Design Guidelines
The design and construction of the infrastructure shall generally be in
accordance with the publications listed below in table 3.1, supplemented,
qualified and amended by this report. Any particular specifications to take
cognisance of the particular requirements of the project.
Table 3.1 Design Guidelines
Guideline
Referenc
e
Title
A Guidelines for Human Settlement and Planning and Design
volume1&2 issued by CSIR Building and Construction Technology
B Guidelines for the Provision of Engineering Services and amenities
in
Residential Township Development: issued by The National Housing
Board
C National Home Builders Registration Council-February 1999.
D SABS1200: Standardised Specifications for Civil Engineering
Construction
The design philosophy is that services should be optimised to cater for the
present and future requirements and be within the budgeted costs levels.
Accessibility of the provided services during maintenance is also taken into
account for the purposes of easy repair works.
The computations and models were generated with the help of programs such as
AutoCAD, Civil Designer and Technocad.
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3.2 Platforms and Earthworks
The platforms are planned to accommodate the architectural design and positioning of the development structures. In designing the platforms the minimum required drainage slopes as stipulated for in the Red book were adhered to.
As per geotechnical investigation the soil had traces of materials whose heaving
capability,i.e clay was serious enough to warrant the removal of the top 600 to
900mm to spoil.
The following are a breakdown of the final layers deemed suitable for the site
platforms and all parking areas.
80mm Brick paving.
25mm layer of Sand
Base to be 150mm G5, compacted to 98 % Mod AASHTO
Sub-base to be 150mm G7, compacted to 95% Mod AASHTO
Sub-grade to be 300mm ripped and re-compacted to 90% Mod
AASHTO. Minimum G9.
For final platform levels refer to drawing no: P12001-CPD-01-CIV-W-005
3.3 Sewer Reticulation Network
The following are a summary of the design parameters conformed to in the
design on the sewer line.
Table 3.3.1Parameter Element Guideline recommendation
Daily flows Lower income
Middle income
Higher income
500l/dwelling unit /day or
0.016l/s/du
750l/dwelling unit/day or
0.025l/s/du
1000l/dwelling/day or 0.033l/s/du
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Velocity Min 0.7m/s
Minimum
Gradients
100mm dia
150mm dia
200mm dia
225mm dia
1:120
1:200
1:300
1:350
Minimum sewer
size
100mm
Peak factor 2.5
Minimum cover Servitudes
Sidewalks
Road carriageways
600mm
600mm
1000mm
diameters Residential
Development
150mm diameter
Refer to the sewer layout drawing no:
3.3.1 Pipes
Size, Slope and Class of pipes and connections
A pipe of 150mm diameter was found to be suitable for the main line and a
110mm diameter pipe size for the toilet connections. Sewers have been
designed to flow 80% percent full with an applicable peak factor of 2.5, with
extraneous flows of 15% added. The total measured length of the pipe is
721m .The minimum flow velocity in the sewers as used in the design is 0.7m/s
and the minimum pipe cover applied is 600mm.
The pipe chosen for these projects was flexible uPVC pipes to SABS 1601 1994:
and class 400, heavy duty structured wall in lengths of 6m Max and pipe fitted
with integral cuff joints. Cuff joints to use a rubber compression seal in the 2nd
trough from the spigot end. And each pipe fitted with integral cuff joints. Cuff
joints to use a rubber compression seal in the 2nd trough from the spigot end.
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Flexible joints to SABS 1601:1994 Amended: All non-standard pipe sections to
be joined with double and Kimberley/repair couplings. Pipe bedding and blanket
material shall conform to SABS 1200LB
3.3.2 Trench
Excavation
Trench must be excavated before laying the pipe as per detail shown below.
Excavation and backfilling of trenches must comply with SABS 1200 DB. The
outside barrel dimension should be equal to (D+300X2) where D=Diam. of pipe.
Therefore for this project it ranges from 1700-2200mm for 110 & 160mm pipe
respectively. For trench deeper than 2m; it was noted on drawings that the
contractor will be given instructions to excavate the trench in V-Shape for top
1.5m as safety precaution only in areas depending on the insitu material.
Bedding
A bedding cradle of compacted selected granular material to be laid under sewer
pipe with at thickness not less than 100mm. Bedding Class to be “C” (Flexible) to
SANS 1200 LB. Selected granular material to be with grading ranging between
0.6-19mm, non-corrosive, free draining, compatibility factor max. 0.4 and PI Max
6.
Above the bedding cradle; compacted selected fill blanket with a maximum
particle size of 30mm and PI max 6 must be filled to a height 300mm above the
pipe. The remaining trench can be filled with common back fill. For pipe
beddings, trenches are to be protected from storm water inflow
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Ref: - Trench
3.3.3 Manholes
Size and type of manhole
1m manhole rings are to be used for the entire line. The depth of manhole ranges
between 900 mm and 2000mm as indicated on the drawing. Each manhole
should have 60mm thick precast concrete wall with a heavy duty concrete cover
and with a lockable lid-Rocla or Similar. Starter ring has to be 250mm with a drop
depth greater than 1200mm.
The top cover of manhole should be 150mm above NGL in Midblock. All
concrete, benching and sealers shall comply with SABS 1200 GA or SABS 1200
LD as applicable. Precast concrete sections to comply with SABS 1294 and
sections to be class 30/19.A class 25/19 shall be used for all concrete parts
including for the 1420mm diam. concrete bottom slab except for precast sections
and bedding cradle. Bedding cradle must be constructed with class 15/19
concrete. The slope of manhole benching must be 1:2.5.
Channels in the manholes to be laid in the wet concrete floor and the first or
starter precast section of 250mm be placed and the benching completed within
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24 Hours after casting the concrete floor. No drier will be permitted. Step iron
shall not be installed in manholes.
Ref: - Section elevation drawing at right angles to main.
Cleaning
The manhole in total but the channels in particular must be rubbed and cleaned
out properly to a smooth finish before the manhole will be inspected for approval.
Construction Methods
To make construction easier detailed information was included on sewer
schedule as indicated in the table below. The Sewer Schedule describes the
exact location of each manhole with X & Y coordinate, the cover level, inlet level,
depth of manhole, length of pipe between adjacent manholes, slope, type and
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size of Pipes. For drop manhole type depend on the depth of drop as shown
below
For drop less than 1200mm For drop greater than 1200mm
Ref: - Precast drop manhole
Inspection and testing
The contractor is to be given strict instructions to make all manholes water tight.
3.3.4 Rodding eye
A rodding eye should be constructed wherever it is indicated on sewer long
sections drawing to clean and minimize the blockage at a particular section of the
sewer line.
Ref: - Rodding Eye
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3.4 Stormwater
The objective is to keep the site free of (storm) water at all times.in order to
achieve this, a strategic combine of underground pipes for minor but frequent
storms with v-drains and roads for channelling surface runoff in the event of
major storms had to be used to ensure the site is kept drained at all times. This
advanced system will completely capture and convey all surface water to the
designated storm water collection and discharge points with relative ease.
The V-channels with standard 600mm wide concrete apron at a slope of not
more than 1% are to be used to carry and convey the volumes of stormwater
towards the well sought grid inlets and kerb inlets strategically placed at the site.
Stormwater design parameters
The technical design guidelines used are summarised in Table below.
Parameter/Guideline1 Design Flood determination method Rational Formula2 Pipe sizing design approach Manning’s formula3 Average Annual Precipitation 600mm4 Design Flood recurrence interval 5 years5 Pipe class 50D6 Run-off coefficient 0.5-0.77 Pipe Material Concrete8 Region Inland
Table
Pipe system
Minimum Pipe Size within road reserves = 450mm
Maximum manhole spacing = 100m
Minimum pipe class = 50D
Maximum velocity in pipes = 5m/s
Minimum slope = 1%
Minimum velocity in the pipe = 0.9-1.3m/s
For detailed Stormwater design refer to stormwater layout :
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V-channel with apron
The V-channels with standard 600mm wide concrete apron at a slope of not
more than 1% was the common detail used in most areas of this project.
Ref: - V-Channel with Apron
Apron
The standard apron which was used is 600mm wide, 75mm thick concrete
casted with mix ratio of 6:3:1 and class 25/19 and finished with Wood Floated
Finish with Edges rounded & smoothed with steel corner trowel. It is placed on
hard earth bottom bedding laid to even fall with 10mm over 600mm flow.
Channel
A precast V-channel was designed to be 75mm thick concrete casted with mix
ratio of 6:3:1and concrete of class 25/19.Section length should not be more than
1800mm; 1/250 min fall and Steel Floated Finish steel float and rounded on
salient angles on the exposed surfaces. It is placed on hard earth bottom
bedding laid to even fall. The channel should be casted separately from the
apron
Apron only
In some of the areas only apron was used as shown below.Refer apron
description above.
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Ref: - Apron Only
Channel at walkway
Walkways edge either at the building or covered walkway area used channel only
as shown on the detail below.Refer channel description above.
Ref: - Channel at walkway
Rainwater channel bridge
The channel used as rainwater channel is shown on the detail below.A 75mm
thcik surface bed is used as a bridge with the detail similar to apron as
mentioned above.A 245mm welded wire mesh,6mm fibre cement permanent
shuttering over channel were used while casting the surface bed.
Ref: - Rainwater Channel Bridge
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Other details over channel at different sections
Bridge over channel
Various designs were made as bridges over channels at various section on the
project.Some of the bridges were made in such a way that they serve other
purposes inadditon to bridging.Some examples that can be mentioned are;bridge
used as concrete stair , bridge between walkways at the same level and different
level.The bridge can either be used as stair or flat surface bed on top of channels
as a bridge.Most of the details were presented for the contractor to make
construction easier.However not all the details were used for this specific project.
The same material and finishing is used as that of apron( except the thickness
and the size ) to construct the concrete bridging structure.In additon a 245mm
welded wire mesh,6mm fibre cement permanent permanent shuttering over
channel were used while casting the surface bed. Half brick was also used to
close the gap between the surface bed and the V-Channel as shown below.
Ref: - bridge over channel-as concrete stair
Ref: - bridge over channel-between walkway at same level
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Ref: - bridge over channel-between walkway at different level
Ref: - Sit/Sand pit drainage detail
3.5 Paving and Parking
The actual layout for parking and paving was adopted from the architectures
impression of the site. As could be seen in the parking and paving layout the
trafficked and non-trafficked areas are all covered in brick paving. The layer
works is kept uniform throughout for practicality, the only disparity that exists
regarding paving is with the difference in size of brick used on the top surface of
layer works, since lightly trafficked areas like parking lots and the nontraficked
areas use a 60mm thick brick while heavy duty vehicles use 80mm thick bricks.
The one emphasis important and noteworthy is with regards to the slope as it is
to be kept at 1% everywhere except on the roads, where the long section will
show the right one.
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In all paving around the court yards, parking and around the stadium a minimum
of 1% slope was used, the design is such that the slope direction leads towards
the small v channels to collect then transport away.
For detailed parking layout refer to drawing no:
Design Criteria
As mentioned earlier, the design criteria for roads or paving and parking shall
conform to the Guidelines for Human Settlement Planning and Design and
Guidelines for the provision of Engineering Services and Amenities in Residential
Township Development.
Below is a summary of guidelines adopted regarding both parking and paving. as
given in Table 7.2.1 and 7.2.2.
Table Road Design Guidelines
Parameter Access CollectorCarriageway width 7.5mMinimum centre line radii for angles of deflection less than 600
30m
Minimum centre line radii for angles of deflection 600 and more
15m
Roadway shoulders N/ADesired maximum speed 40km/hrMinimum stopping distance 50mMinimum gradient 0.5%Maximum gradient/grade length 12.5%/70mMinimum K value 6Minimum vertical curve 30Cross fall/camber 2.5%Maximum Super elevation N/A
Table Pavement Design –Surfacing, Base and Sub-base
Parameter SpecificationSurface brick paving
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treatmentBase 150mm G5Sub-base 150mm G7In-situ layer 150mmSub-grade Rip, re-compact and
shape,min G9
Wherever possible, crossfalls of not less than 2.5% should be sloped
downwards towards the higher side of the road reserve to assist with the
control of storm water runoff. Long section gradient and gutter slope to be not
less than 0.5%.
Total road length = 474.95m
Kerbing
Kerbing and gutters are required in all roads and must be in accordance with the
standard drawings. Gutters to be constructed not less than 200mm wide.
Mountable kerbs to be either type Fig 10 barrier or type Fig 8b mountable as
Required.
Ref: - KERBS
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Crossfall typical detail
Crossfall into a v-drain
3.6 POTABLE WATER
Design Criteria
The design for the water supply follows the Guidelines for Human Settlement
Planning and Design
3.6.1 Technical Design Guidelines
Design guidelines for this development have been selected from reference A with
the provision as stipulated by the local authority. The values used are
summarised in
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Table 6.1.5.1 Water supply Design Guidelines
PARAMETER ELEMENT STANDARD
Water demand
AADWD
Dwelling house<2000m2 zone1
Low rise multiple dwelling
zone2&3
Government and municipal
Developed parks >10 ha
2100-3400l/day
600-1000l/day
400l/day
10kl/day
Velocities All pipes generally 0.6m/s-1.2m/s
Minimum Pressures Dwelling house
Reticulation
24m
24
Maximum pressure Dwelling house
Reticulation
90m
90
Fire Risk High
Moderate
Fire hydrant spacing (mod risk)
12000l/min
6000l/min
180m minimum
Pipe location All areas (no mid block) 2000mm
Cover to pipes At road crossings
Other places
1200mm
900mm
House connections Developed areas 40mm
Peak factors Design peak 4*AADWD
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4. IMPLEMENTATION STRATEGY
The project will be segmented into three contracts in order to keep the project
costs within manageable levels and so that the selection of contractors is kept
within suitable CIDB contractor grading ratings. Table 8.1 shows how the
contract has been segmented and also provides a description of the sub-
projects.
The project will be implemented in accordance with the Department of Public
Works procurement procedures. The final scope of the work should be such that
SABS 1200 (Standardised Specification for Civil Engineering Construction) and
CIDB guidelines are complied with.
This is a high profile project, which should be completed as soon as possible
without unnecessary delays. Labour intensive construction methods are
anticipated for this project.
4.1 Training
No formal instruction has been given to include a training component in this
contract. It is however expected that the contractor would provide in-task training
for his labour.
4.2 Completion Report
On completion of the project a report evaluating the project will be submitted to
the Department of Sports and Recreation, Free State Province.
The report will discuss the following:
Project scope
Contractual aspects
24
Technical aspects
Financial aspects
Paper and electronic records of the “As Built” drawings will also be submitted
with this report.
4.3 Implementation Program
The main program for the project was drawn by the Principal Agent of the project
and is presented in detail in their reports.
25
5. CONCLUSION
Notwithstanding the limitations posed by the general lack of pertinent information
required for the design of the services as discussed this design report was
prepared based on best assumptions of engineering discipline where information
was not available. This was done so that the project could go out for construction
as the Contractor is already appointed.
It is however hoped that the remainder of the outstanding information would be
duly available before appointment the contractor commences with work. Designs
of roads, water, sewer and stormwater reticulation have already been generated
but awaiting approval from the relevant departments in the local authority in
charge.