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 :

15

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.