St Sebastian South Diversion

8/17/2019 St Sebastian South Diversion

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AUGUST 2012

ST. SEBASTIAN SOUTH

DIVERSIONCONCEPTUAL DESIGN REPORT

1

Project No. SLLRDC/W/13

Doc!e"t "o. CD/SSD/0#

Ver$%o" &er$%o" 1

D'te o( %$$e 31 A)$t 2012

Pre*'re+ ,r$ S. S-%' De&% De$%)" E")%"eer

C-ece+ ,r. ,. ,. ,. ,o('r H+roo)%$t

,r. O. T-')'$'tt' Strctr' E")%"eer

,r$. A. H. T-$-'r% Project ,'"')er


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Contents

1 General Description...............................................................................2 Scope of Work........................................................................................3 Design Basis...........................................................................................

4 Performance Criteria.............................................................................5 Metho of Calc!lating..........................................................................." #!nctional Description...........................................................................$ %echnical Basis.....................................................................................& Cost 'stimate.......................................................................................

List of Figures

#ig. 1 ( Sections of Beira

#ig. 2 ( )ocation map

#ig. 3 ( Catchment area#ig. 4 ( Schematic iagram of *'C(*MS

#ig. 5 ( +ption 1

#ig. " ( +ption

#ig. $ ( +ption 3

#ig. & ( Propose impro,ement

#ig 1- ( Crest of the +gee spill a/

#ig 11 ( Pattern of */ra!lic 0!mp#ig 12 ( */ra!lic 0!mp interprete / specic

energ/ c!r,e

#ig 13 ( Simple horiontal apron for stillingasin

#ig. 14 ( Dimensions of the *B ,ehicle

#ig. 15 ( #ront 'le,ation of Weir

#ig. 1" ( Spilla/ longit!inal section

List of Tables

%ale 1 ( np!t ata to *'C(*MS

%ale 2 ( Details of minim!m concrete co,er

%ale 3 ( Safet/ factors for S)S 6)S

1


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1 General Description

%he Beira )ake is locate in the heart of the cit/ of

Colomo7 an has a highl/ !ranie catchment of

"8"ha that is mostl/ 9at7 ith gro!n le,els

ranging from less than 1m to "m ao,e mean seale,el. %he lake co,ers "5.4 hectares an has a

mean epth of 2.-m. t comprises fo!r main asins:

the 'ast )ake7 the Galle #ace )ake7 the West )ake

an the So!th West )ake. %he 'ast )ake is the

largest an eepest asin ;43.2 ha7 ma


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Fig 1 - Sections of Beira

3


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2 Scope of Work

%he poor >!alit/ of ater in the St. Seastian

So!th canal sho!l not e p!mpe in to the Beira

lake ,ia the p!mping station at so!th lock an also

the o!t9o from the poll!te @orris canal sho!lnot e ischarge to the Beira lake. %herefore it is

propose to i,ert the 9o of @orris canal an the

ischarge of So!th lock p!mping station !sing ne

i,ersion canals into the sea o!tfall onstream to

the Macc!l!m lock gate as shon in Fig.2

Fig 2 - Location map

At present7 storm ater from highl/ !ranie

catchment area of Beira lake normall/ rain o!t in

to the sea ,ia circ!lar eir in Gall face lake at

Galle face near ol parliament premises. %he crest

le,el of the eir is 1.&m MS). n aition to this

there are to lock gates for @a,igation p!rpose

5


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one is calle Macc!l!m lock gate at lake ho!se the

'ast Beira lake to the Colomo haro!r7 an the

other one is So!th lock gate at Maraana %echnical

college connect the east Beira lake to the

St.Seastian so!th canal.

%he Beira lake is compose of inter connecte

ater oies namel/ the east lake7 Galle face lake7

est lake an so!thest lake respecti,el/. %he

total area of Beira lake is $1ha

an the gro!n le,el s!rro!ning the lake ,ar/

from aro!n 2.- m MS) to " mMS).

At the St.Seastian So!th canal lock gate ehin

the Maraana %echnical 0!nction7 there is a p!mpho!se that is !se to p!mp ater from the canal

into the lake to spill to the sea / the spilla/

hen neee. %he p!mping capacit/ of each p!mp

is 1&-78- an 8- ls respecti,el/7 hich is

constr!cte to maintain the ater le,el ;1.& m

MS)= of the Beira lake. %he presents of former to

p!mps are reporte7 !t the/ ha,e een o!t of

commission !e to non ae>!ate amo!nt of 9o to

operation s/stem.

%he semicirc!lar concrete spilla/ is going to

constr!ct at lonel/ pelican(Beira lake. %he spill

crest le,el is 1.&5 m MS) hich maintains the

present minim!m ater le,el of the lake an keep

aa/ from o!tlet of St.Seastian canal ,ia Beira

lake in to the sea.

%he r/ 9o of @orris canal is alloe to 9o into

the Beira )ake ,ia lter meia ;ee Be= to

impro,e the ater >!alit/ an to a,oi the ater

!nalance in the Beira )ake !ring r/ eather

perio. Part of the et eather 9o is i,erte ,ia

!nergro!n i,ersion canal along the D

Wi0earhane Maatha into the @orthern #elcon

of 'ast Beira )ake an then the 9o from this

7


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i,ersion together ith the 9o from the

catchment of the #elicon an the 9o of the p!mp

station at So!th )ock are i,erte ,ia semi circ!lar

eir folloe / !nergro!n canal along the

Bastian Maatha an +lcott Maatha into the Sea

+!tfall onstream to the Macc!l!m Gate tomitigate the 9oos in the areas of Pettha7

s!rro!ning of Beira )ake an @orris canal.

9


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3 Design Basis

Methodolog

%he prime o0ecti,es of propose i,ersion of

storm ater from @orris Canal an so!th lock p!mp

station are7

1 Mitigate the 9ooing of areas of Pettha area7

s!rro!ning areas of @orris Canal an

Maligaatta Area.

2 Pre,ent the ischarge of poor >!alit/ ater in

St.Seastian So!th Canal.

3 mpro,e the E!alit/ of poll!te ater of @orris

Canal in Dr/ eather 9o in to the Beira )ake

%o achie,e the ao,e 17 2 an 3

;a= %he part of et eather 9o of @orris Canal

is i,erte into the @orthern #elicon of 'ast

Beira )ake / constr!cting !nergro!n

reinforce concrete o< canal along the D

Wi0earhana Maatha.

;=%he ischarge of So!th )ock p!mp Station

an storm ater 9o from the catchment of @orthern #elicon together ith 9o from

@orris anal i,ersion in ;a= ao,e are

i,erte to the Sea +!tfall onstream to

the Maccal!m Gate / constr!cting

!nergro!n reinforce concrete canal along

the Bastian Maatha an +lcott Maatha.

;c= %o a,oi the !nalance of ater !get of

Beira )ake in r/ eather perio 7 ischarge

the r/ eather 9o of @orris Canal into the

Beira )ake thro!gh horiontal 9o ee Be

to impro,e the >!alit/ of poll!te ater of

@orris Canal.

;=

!e" Standards

!f"

;g= Stanar for h/rological an h/ra!lic

anal/sis *'C(*MS Softare is !se to etermine

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the peak ischarge #lo Master Softare is !se

to etermine the canal section

;h=

;i= W'S Stanar Spilla/ Shapes is !se to

estalish the eir prole.

;0=;k= Stanars for str!ct!ral an geotechnical

esigns British Stanar for steel7 concrete an

composite riges ;18$&7 188-( BS 54--.

;l=

;m= British Stanar for str!ct!ral !se of

concrete ;18&5= ( BS &11-.

;n= BS &--2 : 1884 F Coe of practice for

'arth etaining Str!ct!res.

;o= BS &--4 : ( Coe of practice for

esign of #o!nations.

;p=

;>= einforce Concrete Designers *anook7

Charles '. e/nols an Hames C Steeman7 1-th

eition.

;r=

13


10/43

# $erfor%ance &riteria;s=

;t= %he o!nar/ conition of i,ersion rain is

the ater le,el of the Beira lake Maccal!m gate

onstream. %he esign is carrie o!t for 1- /ears

ret!rn perio an esign HCA istri!tion. Withthese concepts an information the canal is

moelle !sing *'C(*MS.

;!=

15


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' Method of &alculating;,=

!(" &alculation of peak discharge

!)"

;/= 'stimate of peak storm ater from *'C(*MS

moel an !se the #lo master to n the s!italesection of the !nergro!n o< rain.

;=

;aa=

;a=

(ac) Fig 3 - Catchment area

;a=

17


12/43

;ae=

;af=

(ag) Fig 4 - Schematic diagram of HEC-HMS

;ah= *'C *MS esign presents peak ischarges /

rele,ant catchments as a o!tp!t of h/ro graphs7

to str!ct!ral esign. %he s! catchment areas

etails are7

;ai=

(a) !a"#e $1 - %np&t data to HEC-HMS

;ak=

!al" Location

!a%" *

!an"M

!ao"+

!ap"S

!a,"Di

;ar= Ar

ea

;as=-

;at=-.

;a!=-.

;a,=&

;a=5.

;a


13/43

asi

n 1;0= S!

asi

n 2

;k=

-

;l=

-.

;m=

-.;n=

8

;o=

1.

;p= S!

asi

n 3

;>=

-

;r=

-.

;s=

-.;t=

8

;!=

-.

;,= P!

mpin

g

stati

on

;= ;


14/43

- Functional Description;cg=

;ch= %he intene f!nction of this proposal is that

the con,e/ance of 9oo ater from @orris Canal 7

9oo ater ischarge from So!th )ock P!mping

Station an 9oo ater from catchment of tonger shape @orthern #elicons of 'ast Beira )ake

into the Sea / passing the Beira )ake to mitigate

the 9ooing sit!ation in the areas of Pettha7

G!nasinghe P!ra7 Maligaatta an @orris Canal as

the con,e/ance capacit/ of circ!lar eir o!tfall in

Galle #ace )ake at +l Parliament Premises is not

ae>!ate to cope ith peak 9oo of the Beira )ake

rainage asin. %hree options co!l e consiere

as follos.;ci=

!c." /ption 1

;ck= Constr!ction of !nergro!n i,ersion canal

from location A of @orris canal !p to the location B

here the St.Seastian So!th canal con9!ence.

After that the 9o i,erte into the Sea o!t fall

canal onstream to the Macc!l!m gate ,ia

!nergro!n canal along the W ' Bastian Maatha

an +lcotte Maatha;'(#= pro,ie that the nger

shape @orthern #elicons of 'ast Beira )ake ha,e

to e lle. Also poll!te r/ eather 9o of the

@orris Canal has to e alloe to 9o into the

Beira )ake to pre,ent the ater !nalance.

%herefore r/ eather 9o ith poll!te ater of

@orris Canal has to e sent thro!gh some lter

meia;horiontal ee Be= to impro,e the ater

>!alit/.;cl=

!c%" /ption 2

;cn= Constr!ction of a eir at the location D to

maintain the minim!m ater le,el of Beira )ake at

1.& mMS) an constr!ction of o!tlet canal !p to

the sea o!t fall canal onstream to the Maccal!m

)ock Gate along the W ' Bastian Maatha an the

+lcott Maatha. ;'(#= n this option also poll!te

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ater in r/ eather 9o of @orris Canal has to e

sent thro!gh some lter meia ;horiontal ree

e= to impro,e the ater >!alit/. Constr!ct the

Crossing str!ct!re at C to pre,ent the ater from

Beira )ake.

!co"!cp"/ption 3

;c>= Constr!ction of i,ersion canal from location

A of @orris Canal !pto the location B to an

constr!ction of eir at location D to maintain the

ater le,el at 1.& m MS) an constr!ction of

o!tlet canal !pto the sea o!tfall canal onstream

to the Maccal!m )ock Gate along the W ( ' Bastian

Maatha an the +lcott Maatha ;'(#= isconnect

the interconnection of ater o/ at location C.

;cr=

;cs= +ption 2 is consiere as more feasile option

since it has the least ork scope an hence it

inc!rre the least cost. %herefore7 this report

contains the technical asis for +ption 2 onl/.

;ct=

;c!=

25


16/43

;c,=

(c')Fig - ption 1;c


17/43

;c/=

;c=

;a=#ig. " ( +ption 2

;=

29


18/43

(dc)

;=

;e=#ig.$ ( +ption 3

31


19/43

;f= %he proposal can e s!mmarie as follos ;g=

;h=

&anal Stretch

0t

• Drain str!ct!re

;i= Section 4.- < 2.$5 I &5- m

&5-m. efer #ig.1.2.1

;0= Section 23.$5 < 2.5 I "-- m

;k=

• Weir;1.&5 m MS) = I -1 @o.

• Close crossing str!ct!re I -1 @o.

;l=

;m=

;n=

;o=;p=

33

Proposed Closed

crossing structure


20/43

;>=

;r=

;s=

;t=

35

g* + - ,roposed improement


21/43

Technical Basis;!=

!d"$roposed Weir

!d("

;!ire rop D

• Determine tail ater conitions at esign

ischarge

• Choose a str!ct!re sie

;eh=

;ei=

!e." For /gee (eir

!ek"

;el= E Design I C ) e *e 32

;em= E Design I Design Discharge

;en= C I Coe?icient of Discharge

;eo= ) e I '?ecti,e length of Spill

a/ crest

;ep= *e I %otal hea o,er the crest

incl!ing the ,elocit/ hea

37


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Crest axisF1 = 0.5 Hd

F2 = 0.2 Hd

a = 0.175 Hd

b = 0.282 Hd

Dis curve in accordance it! e"

#ertical

C $%rigin or apex. o& crest'a

b

r1

r2

;e>=

;er=

;es=

(et) Fig . - E#ements of /appe-shaped crest pro0#e;e!=;e,=;e= Weir coe?icient I 2.21

;e


23/43

;f0=

;fk=

;9=

;fm=

;fn=

;fo=(fp) Fig 1$ - Crest of the +gee spill a/etermine energ dissipaters and stilling

basins

;f>=

;fr=

!fs" $rotection against scour do(nstrea%

of da%s

!ft"

;f!= %he ,elocit/ of 9o onstream from eir isala/s high an it erosions the e an ank of

ri,er elo the eir. %here are man/ t/pes of

e,ices. %o issipate energ/ of 9o onstream in

orer to make the 9o enter the earth canal at a

safe ,elocit/

;f,=

;f= %he most fre>!entl/ !se energ/ issipater is

a h/ra!lic 0!mp.

;f


24/43

;g= H!mp e>!ation

Y2

Y1 =

1

2√ (1+8 F 12−1)

;ge=

;gf=

;gg=;gh=

;gi=

;g0=

;gk=

;gl=

;gm=

;gn=

;go=

(gp) Fig 11 - ,attern of Hdraic &mp;g>=

;gr=

;gs= Where K 1 an K 2 are epth efore an

after the 0!mp7 respecti,el/

;gt=

;g!= L 1 I 9o ,elocit/ efore the 0!mp

;g,= g I gra,it/ acceleration7 an

F 1=

V 1

√ gy 1

!g(" Length of .u%p

!g)"

;g/= man/ st!ies for length of 0!mp ha,e een

con!cte. %he e>!ation gi,es the length of 0!mp

%he length of 0!mp ma/ e ene as the istance

from the point here the 0et ith a s!percritical

,elocit/ rises to the point here the streaming 9o

meets the se>!ent epth of s!critical 9o.

;g=

;ha= length of h/ra!lic 0!mp on a horiontal 9oor

;h=

;hc= ) 0 I 5 ;K 2 ( K 1= ............../

Bakhetett7 Matke

;h=

43


25/43

;he= %he energ/ loss in a h/ra!lic 0!mp on

horiontal 9oor ma/ e comp!te / the folloing

e>!ation.

;hf=

;hg= H L=(Y2-Y1)

4Y2Y1;hh=

;hi= When *) I *ea lost thro!gh the

h/ra!lic 0!mp;h0= K 2 I Depth after the 0!mp7

an

;hk= K 1 I epth efore the 0!mp

;hl=

(hm) Note – subcritical depth y 2 only

depends on y 1 and the Froude number.

;hn=

;ho=

;hp=

;h>=

;hr=

;hs=!ht"

;h!=

;h,=

;h=

(hx)

(h)

(h)

(ia)

45


26/43

(i")

(ic)Fig 12 - Hdraic &mp interpreted " speci0c

energ c&re(id)

(ie) oss of energy !if" %heoretical epth after 0!mp F alternate

depth!ig" Act!al epth after 0!mp F se,uent depth

;ih= #rom Calc!lation

;ii= > I E esign) e

E I 2- m3s )e I 3- m;i0= K 1 I -.2 m;ik= K 2 I -." m;il= #ro!e n!mer I 2.5

;im= H!mp length I 2 m

;in=;io=

• Choose a s!itale stilling asin

;ip=

;i>= #1 I 2.5

;ir=

;is= %here for in this case a simple concrete apron

of length 5;K 1(K 2= is generall/ s!?icient to

pro,ie protection in the region of h/ra!lic

0!mp7

;it=

;i!= D!e to issipation of energ/ of ater 9oing

o,er eirs propose stilling asin to pre,ent

possile erosion an sco!ring !e to high

,elocities. shon Fig....................

;i,=

!i(" )ength of stilling asin I 5; 2 4 1" 5 267

%

!i)"

!i"

47


27/43

!i8"

(a)

(") Fig 13 - Simp#e horionta# apron for sti##ing "asin

!.c"!.d" Bo) drain

;0e=

;0f= )oa Conitions

;0g=

;0h= i. 'arth press!re

;0i=

;00= Soil press!re calc!late as triang!larl/

istri!te loa7 an ater press!re

calc!late as triang!larl/ istri!te.;0k= %he folloing earth press!re coe?icient

shall e !se in the esign calc!lation:

;0l=

;0m= ;a= Coe?icient of earth press!re at rest

;o=

;0n= ;Hak/s '>!ation=

;0o= o I 1(Sin N

;0p=

;0>= ;= Coe?icient of acti,e earth press!re ; A =

;0r= ;Col!ms e>!ation=

49


28/43

$(s'

( + )Cos( +ω)¿

cos¿sin(∅+δ )sin(∅−ω)

¿cos 2 Cos( + ) \{1+√ ¿

K A=Cos2(∅ - )

¿;0t=

;0!=

;0,= ;c= Coe?icient of acti,e passi,e press!re ; p=

;0= ;Col!ms e>!ation=

$(x'

( + )Cos( +ω)¿

cos¿sin(∅+δ )sin (∅−ω)

¿cos 2 Cos( + ) \{1-√ ¿

K P=Cos2(∅ - )

¿

$()'

;0=

;ka= ;= Coe?icient of acti,e earth press!re!ring 'arth>!ake ; A'=7is not taken is to

acco!nt

;k=

;kc= Where7

;k=

;ke= N : nternal angle friction of soil

;kf= N : '?ecti,e angle of internal

friction soil

;kg= O : Angle eteen all

s!rface an ,ertical irection

;kh= : Slope of ackll

;ki= : Angle of all friction

;k0=

;kk=

51


29/43

;kl=

;km=

;kn=

;ko=

;kp= */ra!lic press!re

;k>=;kr= nternal h/ra!lic press!re also calc!late as

triang!lar loaing internall/

;ks=

;kt= ii Dea loa

;k!=

;k,= %he eight of the materials an part of the

str!ct!re that are str!ct!ral elements7 !t

e


30/43

;li= Compacte ll ;Soil= 18

;l0= Gra,elBo!lers 18

;lk= )ight eight aggregate concrete 15

( 1$

;ll= Cement mortar 21.5

;lm= Waterproof asphalt 22

;ln=

;lo= ;iii= )i,e loa

;lp=

;l>= )i,e loas are ene as loas !e

to ,ehicle or peestrian tra?ic. li,e loas are

f!rther classie in to primar/ li,e

loas an seconar/ li,e loas as follos:(

;lr=

;ls= ;a= Primar/ li,e loas

;lt= Lertical li,e loas7 consiere as static

loas7 !e to irectl/ to the mass of tra?ic.

;l!= *A loaing an *B loaing as per

BS54-- fall !ner this categor/.

;l,= *A ( )oaing

;l= 6niforml/ istri!te loa per one

notional lane

;l


31/43

;me= *B ( )oaing

;mf= ;i= 6nit loa

;mg= %he g!re elo shos the plan an

a!al to the 1-@ per a!are contact area ma/ e ass!me7

!sing the same e?ecti,e press!re.

;mn= #oot a/ li,e

57


32/43

;mo= )Q 3-m I 5.- k@m2

;mp= )R 3-m I P < 5.- k@m2

;m>= here7 ) is the loae length ;in

m=

;mr= P I 6D)3-

;ms= ;= Seconar/ li,e loa

;mt= )i,e loa !e to change in spee or

irection of the ,ehicle tra?ic an loa

!e to ,ehicle raking shall fall !ner this

categor/.

(mu) (!ource "! #$%% & 'art 2)

(m)

;m= Breaking loa;m


33/43

;ni= Wall eight Sla eight )ateral 'arth

press!re */ro static on alls nternal

*/ra!lic Press!re on internal alls *B

)oaing

;n0=

;nk= Combination %2

;nl= Wall eight Sla eight )ateral 'arth


*/ra!lic Press!re on internal alls *A

)oaing

;nm=

(nn) Combination %

;no= Wall eight Sla eight )ateral 'arth

press!re */ro static on alls *B)oaing *A )oaing

(np) Combination %$

;n>= Wall eight Sla eight )ateral 'arth


*/ra!lic Press!re on alls

;nr=

(ns) Combination %#

;nt= Wall eight Sla eight )ateral 'arthpress!re */ro static on alls

;n!=

(n) Combination %*

;n= Wall eight Sla eight )ateral 'arth


*/ra!lic Press!re on alls *B )oaing

*A )oaing.

;n


34/43

non( prestresse steel reinforcement7 the mo!l!s

of elasticit/7 's 7 ma/ e taken as 27---7--- or

271--7--- kg S>.cm.

;o=

;oe= ;ii= %he folloing minim!m concrete co,er

shall e pro,ie for reinforce concrete.;of=

(og) !a"#e 2 - etai#s of minim&m concrete coer

;oh=

!oi" &ondition

!o." 9

ni

t

!

%

%"

!ol"

S

!o%"

B

;on= 1. @ot e= 2. mportant str!ct!res an

str!ct!res e


35/43

;pf= ;,= Design of reinforcement.

;pg=

;ph= %he folloing esign proce!re as

folloe accoring to BS &11- : part 1 :

18&5

;pi=(pj) f /0/ say doubly reinforced

(p)

;pl= %hen e,al!ate I U-.5V;-.25(-.8= an it

sho!l not e greater than -.85

;pm= < I ;(=-.45

;pn= AsI ;(

=f c!2-.&$f/;(=

;po= As I fc!2-.&$f/ As

;pp=

;p>= an f d3x exceeds %.$4 the

compression stress ill e less than -.&$f/

sho!l e otaine from BS&11- part

-1

;pr=

;ps= B!t if e !se singl/ reinforcemente pro,ie compression reinforcement also

to o,ercome practical prolems.

;pt=

;p!= ;,i= Crack ith of einforce

concrete sections

;p,=

;p= #or the calc!lation of crack iths of

sections the folloing proce!re mentione in

the J einforce Concrete Designers *anBook 7 Charles '. e/nols an Hames C.

Steeman7 1-th eition as folloe.

;p


36/43

• Determine moment Ms at section

concerne from elastic anal/sis ith

ser,ice loa

• Determine instantaneo!s ,al!e elastic

mo!lar of concrete 'c

• ',al!ate < an !sing the folloing

ea=

;>= c= IU3;e= fs I Ms;As < =

;>f=

• Calc!late strain ]1

;>g= ]1 I fs2 < 1-5U;a(i= ]m I ]1 ( ; t ;a(


37/43

;>s= I )e,er arm

;>t= 7 t I reath of the section

;>!= Ms I Ma,= Wr I With of the crack.

;>= acr I Minim!m istance to the

steel s!rface

;>/= Crack ith is limite elo -.2mm

;>=

;ra= ;,i= Partial safet/ factor f1 an f3

!se in the limit state anal/sis are as follos:;r=

;rc= ^f 3 is 1.1

;r= ^f 1 is shon elo

;re=

;rf=

;rg=

;rh=

;ri=

;r0=

;rk=

;rl=

(rm) !a"#e 3 - Safet factors for SLS 5 6LS

69


38/43

71

$a' Structure

$b' S

L

S

$c' 9

L

S

$d' Superstruct

ure;e= ;f=

$g' Dea )oa

;concrete=

$!' 1.

-

-

$i' 1.

2

-

$(' *A t/pe

$*' 1

.

2

-

$l' 1

.

5

-

$+' )i,e )oas $n' 1

.

1

-

$o' 1

.

3

-

$p' *B t/pe

$s' Breaking

load;t= ;!=

$v' *A t/pe

$' 1

.

-

-

$x' 1

.

2

5

$)' *B t/pe

$,' 1

.

-

-

$aa'1

.

1

-

$ab'#oot path

)oa

$ac'1

.

-

-

$ad'1

.

5

-$ae'Substructur

e

;af= ;ag=

$a!'Self eight

$ai' 1

.-

-

$a(' 1

.2

-

$a*''arth

press!re

$al' 1

.

-

-

$a+'

1.5-

$an')i,e )oas

S!rcharge

$ao'1

.

-

-

$ap'1

.

5

-

$a"'#ill eight

$ar' 1

.

-

-

$as'1

.

5

-


39/43

;ro=

;rp=

;r>=

;rr=

;rs=

;rt=;r!=

;r,=

;r=

;r


40/43

;s>=

!sr" Soil

;ss= %he emankment material an

ack lling soil e


41/43

;tk=

;tl=

(tm) Fig* 1 - Front E#eation of 7eir

;tn=

;to=

;tp=

;t>=

;tr=

;ts=

(tt) Fig* 18 - Spi##'a #ongit&dina# section

77


42/43

;t!=

;t,=

;t=

;t


43/43

: &ost ;sti%ate!t8"

;!a= ;!= ;!c= ;!=!ue"< !uf" D;S&+=$27-3"7---

.--

;,r=

!s" G+*=D T/T*L ;,t=

!u"-2C33-C777677

!"(')

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