Feasibilty Report of Kumasi Sports Stadium

8/18/2019 Feasibilty Report of Kumasi Sports Stadium

1/26

FEAS

IBILITY

REPOR.T/ASSESSMEI\T

OF

KUMASI

SPOR"TS

STADIUM

CONSULTAN'TSl

Architectural

& Engineering

Services

Limited,

Post

Office Box

3969,

Accra

-

Ghana

FEBRUARY,2OI4.


2/26

INSPECTION

REPORT

-

I(UMASI

SPORTS

STADIUM

1.

INTRODUCflON

The

Architectural

and

Engineering

Services

Ltd

(A.E.S.L)

was

engaged

by

the Ministry

ot

youth

and

spofts

to

inspect

and

submit

a report

assessinS

the

existing

conditions

of the Kumasi

sports

tadium

facility.

The

KumasiSports

Stadium,

also

known

as Baba

yara

Stadium

was

buih

io

1959,

renovated

in

1978,

and

again

in

2007,

with

a

seating

capacity

of

about

40,SO0.

The

first

stands

were

constructed

in

1971.

As

part

of the

preparatory

works

of

the

2008

African

cup

of

Narions

rournarnent,

the

west

stand

was

demorished

and

replaced

by a

two

-tier

stand

with

press,

corporate

and

vrp

facirities.

T he rest

ofthe

stands

were

aiso

upgraded

with

seats added,

etcetera_

2,

DESCRIPTION

The

whole

fabric

ofstadium

is

ofReinforced

concrete,

framed

along

seating

tiers

with

block

work

in_

fiil

forming

a

three

storey

strrrcture.

ln_door

spaces

(rooms

for

administrative

offices,

team

changing

rooms,

shops,

access passageways

which

connect

changing

rooms

to

their respective

dugouts,

concourse

area

with

concess

ons

etci

are

all

iocated

below

seating

bowlj

as

such

in

essence,

the

seating

bowlcomposed

of

reinforced

concrete

slab,

forrned

along

tiers

becomes

the

roofofthe

indoor

spaces.

Several

expansion

joints

have

been

introduced

to

control

movements

causecJ

by

expansion

and

contraction.

These

joints

dissect

the

structure

at

ajl

levels.

The

varioLrs

l-ovels

are

however

linked

by

a staircase

at

the front

of the

structLrre.

The

2008

refurbishment

works,

did

see the

establishment

of

a

grand

starid

which

houses

t xury

box

s ites

(sky

booths

and

Vlp

areas)

and

their

supporting

facilities

This

is

also

suppoded

on

a

framing

system,

but however

cradded

with

aruminium

roor

ng

ar mosr

sections

and

Perspex

glass

at

ihe

periphery,

thus

shading

the

sky booihs

The

immediate surroundings

ofthe

stadium

is

comprised

ofasphalt paved

and gravels

parking

tcis

with

concrete

curbing,

and

small

block

work

enkance/tollstructures.

The

parking

lots

have

been

adequately graded

ior

drainage.

team

of

Architects

and

EnBineers

from

AESL

toured

the

facility

on

the

4th

of Jujv

2013

No

drawings

were

made

available

to

aid

in

the assessment


3/26

3.

INSPECTION

TEAM

G.F

Gyamfi

SamuelAmankwah

Frederick

Owusu-Addo

Deborah

Boamah

Walter

Semordzi

Mark

Nathaniel

Opoku

SamuelAdu

Bediako

Mr.

Ansong

AbdulaiShiraz

Nana

Gyaama

Dankwah

Cephas

Fleming

Oteng

Mohammed

Mr

Hayford

-

Regional

Consultant,

A.E.S.L,

Kumasi-Ashanti

Region

-

Structural

Engineer,

A.E.S.L,

Kumasi_Ashanti

Re8jon

-

StrLlctural

Engineer,

A.E.S.L,

Accra,

Greater

Accra

Regjon

-

Architect,

A.E.S.L,

Accra-

Greater

Accra

Re8ion

-

Assistant

Architect,

A.E.S.L,

Accra-

Greater

Accra

Region

*

Electrical Engineer,

A.E.S.L,

Accra-

Greater

Accra

Region

-

Electrical

Engineer,

A.E.S.L,

Accra-

Greater

Accra

Region

-

Quantity

Surveyor,

A.E.S.L

Kumasi-Ashanti

Region

-

Quantity

Surveyor,

A.E.S.L,

Accra_

Greater

Accra

Region

-

Estate

Officer,

Nationalsports

Council,

Kumasi_Ashanti

Region

-

Administrator,

Nationalsports

Council,

Kumasi_Ashanti

Region

-

Technician,

Electrical

Oivision,

National

Sports

Council,

Kumasi-Ashanti

Region

-

Plumber,

National

Sports

Council,

Kumasi_Ashanti

Region


4/26

CIVIL/STRUCTURAL

WORKS

The

following

brinBs

to fore

obseruations

and

the necessary

remediation

on civir/structurar

works;

4"

OBSERVATION

ln

general,

the

stadium

is

an relatively

good

condition.

During

the

inspection,

it

was

noticed

that

some

ofthe

expansion.ioints

were

restrajned

-

during

the 2008

refurbishment/renovation

works.

Expansion

joints

running

through floor

slabs were

terminated

in

front

of

newly

introduced

columns

and

wall

partitions.

Cracks

had

developed

through

plaster

in

the

face

of

such

columns

and walls.

ln oiher

areas,

the

expansion

joints

were

either

plastered

or

tiled

over,

thereby

restrainiag

those

joints.

Well visible

cracks had

developed

in

sLrch

situations,

running

from

the

ground

floor

to

the

third floor

ofthe facility.

One

of the

inspected

rooms

at the

ground

floor level

(shop

no.

11),

had severe

dampness

on

portion

of

it

wall.

The

situation

is

so severe

such

that,

the dampness

had caused

the wall

plaster

to

breakdown,

crack

and

some

painted

sections

to

widely

peel

off.

Other

portions

ofthe damp room

also

had severe

btack

spot mould

and mildew

sporing

on

the

damp

walls.

The

cause was

traced

to the

sealant

used in

sealing the

expansion

joints,

formed

along

transitions

of

the seating

tiers

and

within

the

stadium

arena.

The

finishing

sealant had

weathered

;n most

sections.

Further

inspection

also revealed

that, most

of the

sealant

used

in sealing

the

expansion

joints

within

the

whole

stadium

bowl

had

weathered

in

some sections

oftheir

leneths.

Sealant

materials

typically

have

a service

life

of

5-7years.

The

broken

down

surface

of

these

joints

exposes

them,

thereby

causing

rainwater

to seep

through,

penetrating

adjoining

block

work

and

further

staining

internal

block

work

partitions

of

rooms

below.

For

ihe seating

bowl expansion

joints,

we

could

only

observe the topside

condition.

Well

defined

medium

cracks,

were

also

observed

to be

running

along

risers

of tiers.

The

open

spaces,

created

by

these

cracks

present

a

path

for

rainwater

to enter

into

fabric

of

structure

below.

Along

the seatjng

arena

some

guard

barriers

are loose, and

these

must

also

be

proper{y

flxed

into

position.

Changes in

temperature

cause

expansion

and

contraction

ofthe

rail

at

different

rates

than

the

concrete

holding

it.

The

differential

movement,

over

the

length,

results in

stresses

on

the concrete.

as

well

as

the railto

concrete

interface

resulting

in

concrete

cracking.

Consideration

should

be

givell

3


5/26

to

introducing

joints

within

the

guardrail

that

will

allow

for

thermal

expansion

and

contraction

without

inducing

cracking

level

stresses

on

the

cgncrete.

A

thorough

inspection

ofthe

whole

facility

also revealed

deterjorated

in_fill

materialto

some

expansion

joints.

These

must

be .e_opened

and

treated.

Rainwater seeps

into sky

booths

on

the

third floor.

Ihis

occurrence

was

traced

to

some

P.V.C pipe/

metal

roof

gutter joints

at

the roof

level.

Sealants

have

been

used

in

sealing

such

joints

(pVC

pipe

and

sealant

often

weathers

with

time,

thereby

allowing

water

to

rooffrom

the

seating

arenar

one

can

also identify

one

ofthe

missinB.

metal

gutter

joints).

The

leak

from

joints.

Observing

the

Perspex glass

in roof.

to

be

The

missing glass

allows

driving

rain

into

one

ofthe

sky

booth.

At

the ground

floor

level,

within

the

corridors

as

well

as in

the

changing

rooms,

d

distinctive

"tide

mark,,

can be

captured

along

the

faot

of walls,

a ty;ic;

di;g;ostic

feature

of

"rising

damp;

the

presence

of

ground

water

at

the

level

of

whi.f,'tiu

sirGuru

f,u,

O""n

sited.

The

dampness

on

the

walls

make

it

cold

to

touch

and

reveals

deteriorating

and loose

wall plaster,

with

the

peering

of

painted

work

at

a

depth

ress

than

a

metre

from

tne

root

or

the

wall.

Most

of

the

observed

semicircular

damp

patches

however

barely

eiceeas

+oomm

from

the ground,

along

most

lengths

ofthe

observed

walls.

It

however

comes

up,

about

1m

high

in

few

severe

but

may

become

more

severe

during

water

is

expected

to

rise.

areas.

As

such,

the

condition

is

generaliy

less

the

raining

season

where

the

naturai ground

The

floor

to

the

buildings

however

did

not

show

any

si8n

of

dampness;

an

jndication

which

does

suggests

that

a

damp

proof

course

might

have

been

praced,

p.io.

to

the

.onstrr.t,on.

The

DPC

material

then

may have

failed

to work

properly

in some

areas,

might

have

been

inadequately

jointed

or

perhaps

alternatively,

it

might

have

been

brtdged.

An.inspectjon,

conducted

in the

pumping

room

at

the

basement

of

the

facirity,

arso

reveared

lea_kage

from

plumbinB

systems

(defectjve

pipe

jojots).

This

courd

be crearry

s;en

at

the

soffit

of

rhe

slab

of

the changing

rooms.

Stored

Water

Ieaks

from

the

underground

service

reservoir

as

well.

The

leakage,

which

is

from

a

developed

crack

in

wall of

reservoir,

can also

be

detected

from the

pumping

room

(basement).

Some

settlement

cracks

were

also

observed

on walls

floor

level.

The

observed

cracks

were

usually

vertical

window

or

door

openings.

Aside

these,

all

other

cracks,

observed

where

either

between

beam/block

work

joints,

column/block

work

joints,

strinBer

of

tiers/block

work

joints

or

shrinkaBe

cracks

in

walls

which

can

be

safely

sealed.

ofthe

main

structure

at

the

ground

or diagonal,

often

interrupted

by


6/26

Plaster

spalls along

edges

of

some

jdentified

beams

on the

ground

floor.

ln

some areas,

render

breaks

awaV

from

block

wall.

This

defect

is

largely

due

to incompatibilities

between

render

and

background

or

may

lie with the

render

spe€ification.

Observing

the

tartan

tracks, it

was

also

noticed

that the

existing

surface

has

worn-out

making it

uneven

in

most

areas. The red

surfaces as well as

the white

markangs

have

faded,

with water

stains evicient

in numeaous

places.

The worn

out surface makes

the track

more

firm.

However, it

is in

a fair condition,

and can

still

be

used.

During

the

20C8

re-construction

works,

more

seats

were

also

added to

the facitity,

especially

in

the VIP areas

(between

2500

to

3000 seats).

However,

no

additional

septic

system

was

incorporated

to

take

up with

the

added

number.

This has led

to an increase

in

the

de-

sludging

rate

from

septic

tanks serving the

Vlp

lines.

As

such,

to

take

up

the deficit,

a

new

septic

tank should

be

sized and

reconstructed

to take

that

number.

Some

broken

cover

slabs

to

distribution

boxes/manholes linking

the

exist;ng

septic system

also needs

to be

replaced.

5. RECOMMENDATION

FOR

REMEDIAL WORK

A)

TREATMENT

OF THE

EXPANSION ]OINTS

1)

ln

walls

and slabs

where

expansion

joints

have

been restrained

and

have

not

been

allowed

to

continue,

the

designed

joint

(25mm)

should

be

created,

and

filled

with

an

approved flex-cell material.

This

should then

be

pointed

with

approved non,

hardening

mastic

to a depth of

about

25mm to

seal.

2) For

all expansion

joints

with deteriorated

in-fill

material,

joints

must

be

opened

up,

re-filled

with

flex-cell

and

then

pointed

with

approved

non-hardening

mastic

to

the

same

depth of 25mm.

3)

Remove all

metal

plate

fixed over developed

crack in

plaster

of

columns.

Remove

also

plaster

from

joint

surfaces

of columns

and

seal

with

s;milar

material.

4)

To

curb

the

effe.t

of rainwater entry into

.ooms

through

expansion

joints,

the

joints

must

be

made

watertight

and

properly

sealed through

it

transitions

along

the

seating

tiers

ofthe

stadium

arena.

As

such;

1) Remove

all

failed sealant

and

c,ean with

grinders

to

remove

old

sealant

residue.

Remove also;

plaster

applied over

all expansion

joints,

found

a ong

the

seatinB

tlers

within the

stadium

arena.


7/26

2)

Re-seal

all expansion

joints

then,

in

the seating

areas,

with

special

attention

to

providing

watertight

transitions.

As

the

joints

tollow

a series

of

steps

or

risers,

a compression

type

gland

that

incorporates

locking

surfaces

should

be used,

ensuring

continuity

of

seal

through

treads

and risers

as

well

as

changes in plane and

direction.

Some

expansion

joint

system

preformed

from

manufactures

also includes

a systent

which

is locked

to

the

joint

faces

by means

a)

Backpressure

of an

impregnated

foami

b)

silicone

sealant

band at

joint

face

to

foam

of;

an epoxy adhesive,

and

c) an

injected

and

silicone

bellows

interface

(see

lig

1)

For

such systems,

in

order

to

ensure

water

tightness,

lay

down cover

plate

(aluminium)

and

screw/rivet into

central

spline along

the

transitions

of

the

expansron

joints.

Cover

plare

rivered

inro

FigL;

system

with

covet

pldte

riveted

dlong centrcl

spline

3)

Hackall medium

cracksin

risers

oftiers, re-cast

sections,

render

and

paintto

finish

(plaster

1:3,

co nq ete 7t 2y,: 2%)

4)

Mould

growth

on walls

in rooms at

the

ground

floor

should

be

removed

usrng

antimicrobial

solutions,

such

as

chlorine

bleach

containing hydrogen

peroxide

or

using

trisodium

phosphate.

(ln

a

ratio

of

one

part

of

bleach with three

parts

of water

in

a

bucket)

a

vigorous

scrub

will

remove

mould

growth

from walls.

For

tough mould-infested

areas,

the

solution should

be

allowed

to

remain

on

wall

for

about

2Ominutes

before

attempting

to

scrub.

B

)

(i)

TEAKAGE OF RAINWATER

INTO

SKY

BOOTHS FROM

P,V,C PIPE/ROOF

GUTTER

lolN rs

The use

of

sealant

at

these

P.V.C

pipe/

metal

Butter

joints

will

le.k

with

time.

A

more

lasting

solution

is

to

attach

a

metal pipe (75mm

long)

by

welding

to

the

existing metal


8/26

Omm

vreld

all

round

mer.l

p

ipelm€tal

sutter

joi

ni

75mfr lon8 x lomnr

th,ck

protr dine

fretal

pip€

vrelded

to meral

eutror

Fig2

proposed

correction

to P.v.C

pipe/metdl

joints.

b)

Further,

replace

missing

Perspex

glass

in

roofto curb

driving rain

entrV

into

sky

booth

C)

RtslNG

pAMp

oN wALLs tN

ct-iANGtNG

RooMS

To reduce

the

effect

ofthe

observed

dampness;

gutters.

The

pipe

should

be

formed

from

a lomm thick

metal

plate

and

should

be

fixed

to the metalgutter

as

shown

in

the

figure

below. The

p.V.C

pipe

can

then

be

fitted

around

the

protruding

75mm

lon8

metal

pipe.

NB.

The

attached metal

pipe

used

must

be coated

with

an

antirust

paint.

1) Remove

affected internal

piasterwork

and

additional

plaster

to

a

height

300mm above

the levelto \.,hich

water is

observed

to have risen.

2)

Brush

and

clean area

3)

Applydampproofcreamcrpaintontheexposeds,,rrfacingofwall

(waterbased

silicooate solution)

4)

Re-plaster

uslng an

undercoat

of

1:3

cement

-

san.i,

to

vJhich

is

added

an

integral

water

proofing

compound.

5)

Follow

wrlh

a

plaster

finishing

coal.

D)

TO

REPA'R LEAKAGE

OF WA'TER

FROM

THE

UNDERGROUND

SERVICE RESERVOIR;

a)

Cut out line of

crack

to a

distance say

75mm

on each side

of

craak

by

power

operated

wire brushes

or

sand

blasting

etc

b)

Remove

6rit

from

prepared

sul.faae and brush

inio

the crack

/prepareC

area,

a

flexible

sealant

ia

minimum

ofihree

coats

of

lov,/

epoxide

resia

u/hich must

be

formulated

lo bond to damp concrete).

Ur'ith

these

epoxicie and

polyurethane

resiit

coatings,

a rninimunr of

O.5mm

is

recofimended,

and

this

sho d

take about

3 co;ts.


9/26

Other

flexible

materials;

such

as rubber

bitumen,

polyurethanes,

and

other

naturai

and

art;ficial

rubber

latexes

can

also

be

used.

Sealant

used

must

however

not

support

bacteria

groMh.

Further,

seal

inslde

face

of the

tank

by

gunite

to

supplemenr

surface

seajing

action.

The

cement

used in

gunite

can

be

either

portland

or

High

alumina.

Water/cement

ratio

-

0.35, Equivalent

28 day

cube

strength

of

about

5ON/mmz

Concrete.

if hand

applied,

in

the absence

of

the

gunite

should

be

of

rich

mix

and

of

good

workability

{strength

-

35N/mmr}.

Add

Super

plasticizers

in

mix,

in

order

to

achieve high

strength

concrete.

OTHERS;

1)

Make

good

all

detached rendered

surfaces

to

the

stadium

facility with

a

richer

specification

of mortar;

1:

3

cement

-

sand.

Spalling

plaster

from

beams

must

also

be

corrected

for,

using

similar

mix.

2) To

the

observed

diagonal

settlement

crackj

cut cracks,

remove

grit

on the

surface

(say

75mm)

by

wire

brushinB

,

wash

the

area

with

water

and then

place

mesh

{as

shear/flexural

reinforcement)

in

the

iocation

of repairs_

The

mesh

reinforcement

must

be

nailed

or

tacked/stitched

into

place

by

drilling

small

holes

of

size

6 to

lomm

on both

side of the

crack,

cleaning

the holes

and

anchoring

legs

of

stitch.

The

mesh used

must

be

coated

with sufficient

polymer

mortar

to

protect

it

frofi

corroding.

The

polymer

mortar

may

include

a

coat

of

portland

cement

grout;

two

parts

OpC

to one

part

of

styrene

butadiene

(SBR)

or

acrylic

latex,

by

weight.

This

must

be

well

brushed

into

the

area

which

have

been wire

brushed

and

applied

evenly

to

the

n"esh

to

ftn is

h.

3)

Seal

all

hair

cracks,

shrinkage

cracks

and line

cracks

between

beam

/wall,

column/wall

and

stringer

of

tiers/wall

with

cement

latex

grout/poly

fillers

su

ch as; Resene

Brushoble

Crack

Filler

or

any

other

approved

crack

fillers

o.

the

niarket,

and

pa

int

to

flnish.

4) Hack

and

re-cast

in

square

patches

all identified

damp

and

spalled

concrete

from

slab

as

observed

in

the

pumping

room

Trace

and repair

all

defective

pipe.ioints

as

we,l.

N.B;

if

exposed

reinforcement

is

corroded,

wire

brush,

add

additional

reinfo.cement

12mm

bars,

providing

a lap

of

3OOmm.

Coat

with

grout

plus

S.B.R

admixture

before

re

casting

of

sections.

(Concrete

Mixforrepai

-7:2%12%

Cefient

fsand

fiorta

r

for ren

der

-

1:3i

p us

an

admixture

containing

a styrene

butadiene

(SBR)

or

acrylic

latex,

by

weight).

8


10/26

5)

All

Loose

fixing

to

guard

barriers

along the

perimeter

of

the

seating

arena

should

also

be

properly

fixed,

and

in

doing

thrs

consider

int.oducing

joints

within

th;

guardrair

that

wi

allow

for

thermal

expansion

and

contraction

without

inducing

cracking

level

stresses

on

the

concrete.

Hack

and

re-cast

Con i

ete

(Mix

- l:2

%t

2

%

Cement

/sand

mortar

for

render

_

1:3)

6) For

the

estimated

deficit

of about

3OOO

addjtional

seats

added

during

the 2OO8

re-furbishment

works, provide

an

additional

septictank

ofcapacjty;6Omito

serve Iines

from

the

VIP

area

(required

leach

field

-

about

210m2

incorporating

leaching

lines

and

pits

(gravel

filled),

and

make

replacement

to

all

broken

cover

slabs

of

existing

distribution

boxes,

which

links

to

the existing

sep c

tanks.

7) Re-surface

the 4OO-meter

tracks

and

various

runways for

events

such

as

long

and

triple

jumps

etc

by

installing

new

tartan layer

(12-18mm)

on the

existing

synthetic

tracks;

and

remarking

all

white

markings.

N.Bt Before

this,

it will

be necessary

to

sdnd

dawn

ond

cleon

the

wedr

loyer

of

the existing

surfoce.

The

Poly

lJtethone

(puR)

pimer

con

then

be

opplied

by instd

ing

the

self te\relling,

seomless

PUR

coating

into

which

the

coloured

EpDM

gronules

ore

embedded.

Prepa.ed

Byj

Frederick

Owusu-Addo

(lng.)

{Civil/Structural

Engineer)

AESL


11/26

APPENDIX

-

A

(PHOTO

OOCUMENTATION)

Fig-

7

foiled

sedldnt ond coulk

in

stodium

expdnsion

joints,

ds

obserued dlong

tiers in

the

Fig.

2

the exposed

surloce

ol

joint

dltows ruinwotet to seep

throuqh wdlt,

oll the

wdy

down

to rooms

ot

the

ground

flaor

level

10


12/26

Fig. 3

Mould

gtowth

observed

on

wdlls in one

of the shops

(,haq

nu,nber

11)

on the

grcund

floot

oI

the

rdcility'

fhe dompness

hod

developed due

to the ed ier

cited

continuous

wefting

ol

wolls by

ruinwdtet

seeping

through

the expdnsion

ioints.

Fig.4 Anothet

cdptarc

of

the developed

mould

growth

on wolls,with

peeled

olf

pointing

11

work.


13/26

Fig.5

plaster

applied

ovet expdnsion

ioint,

on otternpt to

ptettent

rcinwdtet ingrcss

into rcoms

fig. 6

well

defined

mediun ctdcks in ise6

ol

tierc" o

good

sowce

oI

ruinwdter entry

into rooms

underthe

sedtinq

bowl,

11


14/26

Fig.7

Oock

developed

in

portition

woll

due

to

the

restroined

expdhsion

ioint

Fig.

8

Developed

odck io

floor

tiles

loid ocross

the

expdnsion

ioint.

The

crack

continues

through

the

wdll

pldstet

qll

up

to

the

sedting

tiers

:T3


15/26

,"

.:

I

.

L,i.

Fig.

9

Cootinudtio of

the oack ds obseNed

Irum

the

graund

floor

to the

frrst

Iloor

level

Fig.

70

projeaion

ol

the

crock

ot

the

fi,st

ltoor

levet

14


16/26

Fig.77

crock

devetoped ih

plostetotone

of

the

twin

.olumns

on

the

fistftoot.

The

obseNed cruck

does not

penetrdte

through

the colufin

but

runs

olong

the expdnsion

joint.

Fig.

72

metol

plote

lixed

over the developed

crock.

The

expdnsioh

joint

hove been te

nindted dt

the

point

where column hove beeh

cited.

The

ioint

in

the slob

should be mdde

to

go

roundthe

cited column.

15


17/26

Fig.

73

Crock

ot

beom/btock

work

joint

rig.

74

Developed

crack

ot

column/block

work

joint

16


18/26

fig. 75 oeveloped

crock

between

reinlorced concrete

stringer ol tiers

ond block work

joint"

The other

unsightly shrinkoge crdcks are in rcnder

Fig"

76 o

much ctoser

cdpture ol

the obserued

c.ock

1,7


19/26

fig. 77

leokoge

of

rainwdter into sky

booths

on

the

*

floor

wos troced

to

these

pi

pe/roof gutter

joints.

Fiq.78:

Missing

Pebpex

gloss

in

roof

dllows

driving rain into

sky

booth

18


20/26

fig.

79

obseNed

diagonol

settlement

crock

foming

oround

o

window

opening dnd

larther

olong the

entire

height ol

a wd

ot

the

ground

floor

level

rig.20

antinuotion

of

the

settlement

ctuck

19


21/26

fig. 27

tide

ma*

along

foot

of

wotls to

chdnqing rooms, do

indicdtion

of

ddmp

dt

the

qround

floor

level.

Fiq.

22

r,ost

of the obserued ddmpness

'rses

to

d height

not

more

thdn

:nornfi, d

less severe titudtion

then,

20


22/26

fig.

23

a

typical

instance

with

ground

wotet

rising

to d height of

ohout

lm

ds

ohsetued

onthis column,ledving

behind hygroscopic solts

on

the

interior sutfdce

Fig. 24

woter

teokoge

ftum

delective

pipe

joint

into sldb ds

observed

dt the

soffit ol

sldb

of

the chahging

rcorn.

The dbove

imoge

wos

tdken

in

the

pump

room dt the

ground

tloor

level.

21


23/26

rig.25

onother

instonce

of

the

wdter

ledkoge

fiq.26

spolling

ol

pldster

trcm

the edge

oI d beon

on

the

third

floor

22


24/26

fig.

27

oaochment

ol

rcndet

Ircm

wdll

surfdce

ot

the

ground

floor'

The cduse

of

this moy

tie with

the

render

sPecificotioi

or the

bdckground

stobility'

fig.28:

leakoge

ol

woter

from

the seNice

rcservoit

os

obserued

from

the

pumpinq

rcom

(at

the

bdsement

of

the

fdcilw)

23


25/26

rig.29 Cra*ed

ond

spdlled concrete

ot

bdse

ol

roiling

Fig.30:

worn-out

sutfoce

o tofton

trdcks

24


26/26

Fig.

37:

Broken edges of

covet

sldb

to

monholes

25

Feasibilty Report of Kumasi Sports Stadium

Documents

Transcript of Feasibilty Report of Kumasi Sports Stadium