Ioar{s4eida,a1\\!J

.r. ASh\ H(peoLoq{

kesermbongon

?re qqr\o\onTihsqo /qurohoi, tCtbr hulofi . Sdlrl

Lnfrlho\,on

H\dloloj)rlr0r

-c! \rq{{c nQrp[rh

Evclrtels Pirahon3e1of.?rluhon, ET

Lvcgcrato nren5o.ldion

, I

3urtqco Run -oifl-or,on ?erwkoan , R,

?ernav5,rpot / ftntraraDon IJ' .JI

4A'r {oi,rx = 2. A'v Kt'uer?.T+[- t iLrRrI

clht : SorqoJorgFqmaso drro lcu\on ,Dcauh ;'* 4ongarton oi:an rrxrrerimq

hrSon sdaqyok ruo r.,rD .Qrr\q\q\on drdoggorlcn srbongoF Somm don PqrlusuFnh sub ?efrutoon vbongok Xo0of| , AnggorFon lortbn ?ermuroon Uolg dh"ntersmrpon dr lctungon , s?hrpngq luos lquplon +adqlon \o\ob 65 hrn'. fng3orton\Uqo lsrDodu orr loltoD !?fmuKoo,n.

Olbel i ,

P" l t+qmm, E:8omrD,1.aQmm, A.65km'

StqlEd$oco

t r . t ?. L+f +PR= ?-L- l

. r \c - 8c .Jc. l\o mrn

.

r i r . t Vn. R t A: prornm r 65 ktt,'

, /: / r4tmfr \ i f \ /b> km

- l l\ loo0mfi / |

. I iooooo rri: !!--l-ta.]rd

t1h) : Kowoson -te,dohqn Sungo' Kepgong duongtq coenerrmq hulon gbongok

Ato mfn ,d.tni ourd\ frbruoti.-)col h\n$o oKht 0klcbor )ool . Selol pdrrhcna((gogyyt6crrr e4oonyok elmm dqn FjyusupqLgorg hriov d,onggortcn ]9m,rn.ltlog Kaura3oD todobon r,i\qh !s Fro' d,on +ecdapt fdai oh lakungoq di kovoason+6dobon tni Anggorton r3\Pdu d\r \q(cjn {erus dolom tn{kr pdu govg rnosukLe da\q$ tat( ufgq! D! o\o\ofb Jqngtsq *roktu bcrr$cqn. l3u\ zcn? 1

x \ol t M 1--;--:- /

l 'k i ' r /

Drber\, ?' 4ao rr,rr , fl.- CJ rprr, , f : Jqratl , A =. 80 r.i,^,'

t f . tRL- l . ,L

- At -

a

_, _, 19,-beh *?. .3go*m , EL.1I@sql , ,l.,14qqq

Q : ?-E\- -

T

I r 35O- loo.- t to: 3lo mm

. t f Bsoooo ml:: \1.gB x r06 ps

!clt^_L Sqt lqrulggn \qo hqr\qr haudao , trugh6rltqEgqdba.$la$ Sqcpdotom mqsq f,hro$: &&babksl llrrsbo le 4q!om iqlaltrqso robh

-4ssff,+ckungqo ?odo bqir -Ytvq\r dolorn mater podu gong rrornwj &

-

,lsri l,dcr" bcBlsd (!h"Bp5i iOOOm'I,ls$r&bigqrlLE! ?slA . Igqho,\roooor''1. \@q@u'

. . -Lt Socm' 0 B m;--Jtt $ry 21 ltoo sq4 ' S!ts0l99i

M= Qt-L : I . - t

' 65 x 8St oo

- btitt ' fto -. }_o-ae coo

= b616ooo m3 : 36if,o6, 11 ri;' 3 e] ' r toeml

.:i --

L{oooooo x o-bt lgoo o o

(fu 5 : Kowason ,foCqhon 1!d9 .mcrrnunyai tsetq,oson \Trs nt1. Oota p un{.uhqicr {crhrrnan ado\qh 3}oo enm.'Iordogai duo sur".gdr gorg mrrg\r I{ hqtllo:ontodo\on l

dErtgErF,#o6

t$er, '? : +oqrnrl, E . lornn'

-

! : ZQ*m .

A:55HII

L+ . t + K Vr.. R ,. A' \ iOmm > 55 km'

t , / ,

-

/ r rotnp "

\nr \ /851.* ' " tooo'*"I loor\m0\ l r .2, L\ / rFm

-- loso,goq n36.ql r lot * '

* 3eu,roh ko\or$ Smgonon YVrqYrPung0r tumloh 3tnoonorJvl n ori gbqnuak 2o x ro3m-lsdq squ mqsa uonq +doh drombrl Bocoon kodom\r m09uK doo kodorolr1JJ

ka\uor odo\oh ro mrli don-r61a3ls . SeLoyos llom kemudron , bomon kodonrlrr

v'Eur iqo fqa"."r'; lgfo.. htlvrntJ.p Oi ur'1, aa reg,3li, Krtoto;-prubohon

-$fnPonoo ori don Jumld" sunFnan ari goog boru Sqos ljofl .Llon ?ssil

- #njsohoL

L: (aoxrcL_

ls t t ( I x50x60 slrY)Ponon aF$rr * f.}]lD'-r ( !1,.9- - l5.L) ! lq"l2=

- \o8oo m3

kqt"o. l3on :ooi I

:50: q0 mM

I : 30 mdr,' ,:--rA.=',,, olur ,"

Lt \ : ?- L-

t1

R- xf? o kn''{x x

-1c y 1i .1i ' ' ; l11r l , '.

- {.? t + ?i 7t, t lr

lc

( nr) : ) r t . -J ' - i " - . 1!or , , r - ,a^",

11, 1- :"4llri)

i . EUGENE.

BAB 2 : Atralisis Drta HuiatrCurahan dan Pengukuran curahan.Aspek aspek hidrologi dalam kajian curahan merangkumi perkara - perkara benkut:

a) Pengukuran cumhanb) Jumlah dan bentuk ke\rujudan curahanc) Perubahan dalam taburan curahan mengikut masa dan ruangd) Penganalisisan data curahan untuk tujuan hidrologi seperti menentukan air larian,

pengimbuhan air tanah, lembapan tanih dan meramalkan serta menentukarkejadian banjir.

Beptuk - bentuk CurahanHujan, embun, kabus, salji dan ais

Mekanisma Pembentukan CurahanCurahan Perclakan

Awrn k.rkutr ]

g4 ",

t(Hoolq.)

{ .

(a'.^u""asi".?\ ) / lYY

,q*ol y i , Q*^t Ytaya-"a n.jv

Biasanya terjadi di kawasan hopika.Wap wap air akan dise.jatkan ke udara dan kemudiannya menjadi sejuk.IaLnya tercantum dan membentuk awan dan seterusnya diturunkan sebagai hujan.HuJan,lenis ini rurun di lewat petdng setelah siang mengalami panas )angDenenrsan.

,ilrGdNE't(Hooo' Cumhan Percnqgan

/ - / / / . . . ,

I_l

( Aliran udara panas dan sejuk bertembung dan mewujudkan zon perenggan.Di zon ini awan terbentuk dan seterusnya diturunkan sebagai hujan.

Curahan Oro$ali

Arus udara laut yang bertiup melalui laut dan darat membawa bersama wap - wapair yang tersejat.Arus akan dibalikkar ke udara apabila melalui gunung - gunung.Ianya menjadi sejut dan menurunkan hujan di lereng - lereng gunung tersebut.

EUGEN IfiOO

Curahan Siklon/putine beliune

Apabila tekanan udara menjadi rendah, maka udara disekeliling akan bergerakmeme[uhinya.Seterusnya akan menolak udara tekanan rendah tersebut ke atas.Udara ini akan menjadi sejuk dan menurunkan hujan.

JJJ,+l

(- ..,

Ciri ciri huian & unit ukuran1) Kuantiti - banyaknya hujan (ukur dalarn) (mm, cm, ihci)2) Tempoh (duration) - tempoh masa semasa hujan tunm (am, minit)3) Keamatan (intensity) kadar penunrnan hujan (mnLlj, cm/j, ir/j)

Kedmatan, i = Kedalaman. PVasa. l3

4) Kekerapan (frkuensi) Jangkaan ukur dalam hujar tertentu yang akan turundalam jangkanasa tertentu (kekerapan sesuatu rebut berlaku)

)) l(eluasan - Km-( or Halaju & arah angin

7) Saiz titisan & sudut hntaman hujan berikan kesan kepada pertanian, hakisan &enapan tanah

lotirafioo@

! r. Ar.!eu&|s. am riqS&t'

C\ii .c\ti hutqn don un+ \rRUIan\ ' K\rqo$'ti - bqflvclKnuq huron (nrm

L;

. ),j

I @31sqqt da\om uri'f cmli-i

- .

: ,-O$-lm-

Feorneio n , i acrn /tKeaota{\,)an-? CcM

s.c]\o/,/'6o

. -

n-rc A-

. - ,0-08=0.r6

: I l tcm x 0'5 ty) x [0cc2 m1I Kt!1

\ro

#rd"taHs/f\v

{lmlt4iloorn\,,

t' &s44o.rcqutudoijl ' '.'.'':-

r ' Kqadqh Efi?qt 3!E!!q!L-

.

Kcreaoh Ntsboh Ncrmol - :-

-l o\ok CNT(mm)Gruhon Cnrm)- t . +3e . t t ' .a- .YEn

a;5' &0 5l,+ r /^rr ix

gr-t-:5?:g ' ?sr qqo

. 3?. oc

C{^ } : Soduc l toaourgrkton foto -.der\a hgofr dol Fdu4uFan btgh Y.uJonbogt So\.r kav.rrsqcr +odohan . Foggavton data tn5on g-ang hrtrg PJasksc'. $ Aacrgoo foar'ggJnakcn kqado\ \rsbqh Notmol . Liqn 20o6l

kr\oK H uliy1 lahrnar.r (rr^wr) \bton (tntn)

s

D

rc61lq4 L_ql l

6ql?5d

loq I

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Ix ' n ih. r Nn'&JI

: i t .4 l { lu 1a'3 ,. 106? t0\ I

_ LY. l1 l^^.

-

e( . . \ . _

Q.l' ,r

-

Cth a . SpUUo\ Slen \eba\ \^$on.,D scdong di do\qrn ke5q -kry Pxnbarhan.

Qodo vLogq Uqng sqma ltrtatv geladtan 'rrbu\ hr'rlon;Oc\o \.ebat hrSon.

\ensbu\ dogo\ dslrag c\otrgo4o h\n buoh sr!rr -kftqmy\rn A,g dso S ({aU

tot&@

( Et gErttr

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rx

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Qih\: Jq4qql n{DubuFkon slesar, +bloK \Uqb dao1q{qhqn ,&tq Cu\ohoo S\erpn F +e\ob }ere\rir.

Cumhoo t agi Suqttr k?hjaieDKrtotoD cutohq n bcei SlQi$ h

darrgoo mcnquooka1 toO4rU fmyo+ SuKqon .

{ .W^PAw

Tot-ots CURAH hN (CN') KoDrNlT(x,Y) ,L, W*P

B(T\

F

F

\ .6\ .8t , \

f,-0

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o.o? x \ .8^^c:

o.ot t ( 15

o.06x f Oo. l2

0l? x \ .?

035 0.51

s.--. t03t

= t ,6t tm

tgrQofluGlE,\\1/

c1h):5ttsrn LoFJlcl ttulon Ccm)Lt. Xtt ) t WxP

A15

c

DL

Fq!

( 3,1)( x,5)(c,+)0t,-E)(r+,?)G, \)

. ,( 5,9l(0,0 )

1.6

0.?3.o0.9

l , l r

l8e6565\)E6l

. lc

_

84o

I o 'o ll0 i3I

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0.01cr-0i0-01

0.0 |0q?

g.cT0' l t0. i l0.0L

5 035

* ! .020'0 3

.0,005?

0.25 0-t.[

lx :4$t

'gf- v,

J vtcr,utih3:S{e$n Ldact hutovr (mm) Kodrvr* f . i+v' V,lxP

(-3.{ )\ .lzi /

(3,s)?-G3 )

io3-(-?t

6s-+

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I o '5\oo'51o'o

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EUGENE KI{OO@

I

)5U.o ol

: b5 >2- cr .

EIJGENE@

KHOOMbnqka Huian kawasan/ Huian Purata

Bagi kebany.kan kaj ian h drolosl kejuruteraan, maklumat mensena hujan kawasan dperukan, kebanyakan projekhel batkan pembangunan kawasanc- lod huia. halya drdcpdr 'ddldr benLul hr_da r . t r lKaedahtertentu digunakan untukmengubah rekod hujant iukkepada hl jan kawasanTerdap:t 3 kaedah digunakan iaitu:

a, Purata kira kirab. Polison Ihie$en/segibanyaklhiessenc. GarkanSehuFn/ lsohyet

o 1S-? t:5_l,lill]! '5

= 186 mn)

/A Kaedah PolEon Th,essen\iJ -Kaedah i . i adalah berdasarkan kesimpulan bahawa hujan pada suatu t i t ik dalam sesebuah radahan aoaEn samadengan cerapan hujan pada tolokyang berdekatanPemberat stesen di tentuk:n oleh luas relat ivejar ingan polvgonTh esseosempadan po ygon dlbntuk oleh pemba ha si serenja ns garisan yang menghubung tolok -tolok besebelahanLuas poldgon boleh dikira secara grafikalKaedah lni sesual untuk kawasan yan8 mempunyai perbezaan hujan ya.g besar dan kawasan yang lok:sitoloknya

\:2 Kaedah 6arisan Sehuian/lsohvet

. Kaedah in i d igunapakai berdara*an a.ggapan bahawabe15amaan dengan purata isohyet yang berdekaran

. Pemberat stesennya ialah uas relativej:l!r isohyet

,o

huian pada suatu t i t ik dalam sesebuah tadahan adarah

e

f ; \xaedah Pu.ata Kra -

r ra

Xaedah yanB pal ing m0dahPurata hujan bagi to lok to lokyangterdapatdidalamkawasantadahansahajasesua bag kawasan yans mempunyaistesen hujanyansjaGknya sekata

xB.5 rn'n > tt)

1o

-- [ 21, Faeac! ?oligon '\hrassn

9tesn flu; on (mm) Luas kqw'ir,d.abqnfaFrur funbetdt?n*u kbqt ltulonq0.5 47r890.0?? 6.11

0.063)(455: 3(1166.31r r,r.\30.61

o.$]x 6s.!15.3c

o't33x{5.il0 oi+

3.t5

' t5o,8X.o'4:5

11t5fe.5

l t'9'o 0.06,

3til lo

n/xr o. ',,lro/rsJo. BgL

o/ '*01"r3s1e65,. ,^ ^

u r))3838 18

r-?^ . l_!.11_y*

S{eren B c cLdoil \iu)d$ (rnrvl)k

:gJGFIB.'@

g\ I : l4[rol rpnusuKkqn do$q - dds hLilon dao \9!1r49!on tr-do\ _hr5on bogrgahu kau.'o.san +adohqD .Jefl\ukqn hgaO prnro begi Fcurson dadahon tni &ganmarggunqkoD Focdoh ?o\lgon th'iwo

tk\sn (e\oeqn ?i (mm)uirar Kqw.Tad, Ar, (rii) -ra\hr krrUan\Hqorr lu\r*q [rim)AI

L'tqHl

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9 t.5

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4ai.6l'5653lG" 6

lso's\)o.61\9. l)A.E1g'I

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l{li - kererunon ba$, kelok gong larnarx - nrlat akhLrgs0g K0!3!!t!h

_

6*o*gh { . ?d\o gong dibc;rrqrr adotoh ni\qr curahqb ,t s}escn dotitoh ur, lqq6 - Z00l?ndc^ stescn Z . tstod- rcrod c\o,ri 3{q5qcr lerscbr$ nn\"rvjr,(6q'i trbrrapakdr,),oRcpton . Buat pernb6v\ on dangon $nggunokorr Kapddn Larg[unl SttrmBerkecnbaa.

Sle:enlo\oK

lahun /Bor"o'r H\on (r"r.)(1q 6 r\q1 \qqts r1q.l 'L000 i-o.j i

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El,cEiartili{6,za\_\5J

S{ese"t Hrrtolr Butonon (mr'l ) Huion 'iaburan Normal (mm)Rosqk

+0,tE58

l5o8t+o6'15

?" ?t \'G'G /

655/ 40 , ' i5

3 \ lso E{o.31 8l m

L lon zoo6lt-

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l r t r ' ' ;a ' t ' / . . \ . - f

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lo\ox Hwcin iohunon (mm) tlrlob cwnn)" i -Ar ' , .5

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L -JFN )soT I()ctq di bo(^)dh varuc5u\bon rerod dat6 fsbq+ hgon bo.gi Kq{rgalon Kok f.nnos,Fe\o$on Spmot< Kekonsrslenlrn d.olo ct\rohon bq3\ Skro x {olom iaduo\ S5bd, borarh don \oxukr,o le\omson ftnodop aqte $ol9 hdoK konsts.i$

!v

iqhun Hulan'IqhunqD

51scn x( cm)

?uralqtt"t oin

Toh\.mon\oSin \q\ir

?un*qE Uoi1lobunor)tserlul.ot

Bacaq)')Sfesen A8e*okok

BocnqY!

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Los6 J -

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sucEm r:Hoo

[ ]nt'.t roor ]Dala 9an9 dibnkoo di da\qn t4,rot di baN4h ad.o\ab rhla) cumhqo O i2 l5 l+65 l l3oEacqqn Boru 9esen D Ber.loKots 385 latS lb05 2ol?Bocaon Boru N\lar Stesen D 4oo 4t+

f i la ' f lo , l .o3 Mr . 33o , 0.6e4oo 5oo

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i 3ar.r 2so3 ]e ladvrql 31(() d\ tqwah menunJulsEsn aanq.aqlq h,Jor,4qn kedudukqD

'lo\ok hulon bag\ salu kqwasan lqdqhon . Tenturon hgoil purah bagifa\,,asan lodqY\on r\u rtargan fingg\rnqkdh faeaoh ?otrson Jhisrn.

{1!s

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, 0,Y - o' \ = O.3cm

\ndets -

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. o'o45 cm

(or - o.of s 0l5 -o o?5) 1({) 15

-

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' 15 mrn'i

EUGENE KHOO

RIII\OFF E,STIMATION

T]SING

MAI\UAL SALIRAI{ MESRA ALAM

MALAYSTA (MASMA)

1.0 Design Acceptance Cri ter ia

L I \fa;or Jt)o' |,1/nar StcrnsTlte ieSrCjr t - ' , - r - t ' ' A, . / t1: ;e i t RCi i l r l :1{ j r - r isrr '3J iCI nr; l i ) i , l r r ' -J t r : , l l . i r \ t ! ) i i \1- . ' .1: f . ' , . l vr . ' ; ) ' ' i , : l l i ' : i

l aJta r

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Q ur :,sit E.

Runoff Esttmation

Table 2 and Minor

Reduced disru on to normal business activitiesReduced to infrastructure services

Reduced servrces co5t5 Reduced InconventenceReduced flood Reduced maintenance

Reduced loss of

Source: afterArgue (1986)

1.3 On-site and Community Syrtems

On-site facilities are primarily minor drainage structures provided on individual housing, industrial and infrastructuresites. They are usually buili and maintained by private parties/developers. For guantity design they are based' onpeak inflow estimates using the Rational Method with design storms between 2 year and 10 year ARI.

Community facilities are major drainage structures provided to cater for larger areas, which can combine differentlanduse areas. They are usually built and maintained by the regulatory authority. For quantity design they arebased on peak inflow estimates using preferably the Hydrograph Method with larger design storms, up to100 year ARI in some instances, depending on the downstream protection requirement (Figure 2)'

Reduced iniurv and loss of l i feReduction in minor tramc accidents

Reduced health hazards (mosquitoes, f l ies

Reduced clean-uP costsIncreased feelinq of

Increased land valuesaesthetics and recreational

Figure I Major and Minor System Design Concepts

Kursus MS|4A (Decenbe-r, 2004)

Runoff Esbmation

,L

Design Storm2, 5, I0 Year ARi

Peak Inflow Etimatesr Pre/Post Development Hows. Rational Methodr Time-Area Methodr Kinematic S/ave

I ' ltdtnHIt i ll l l l l ln

Time

c)UlL

,g-E(J.9o

Design Storm?O,.f i ,100 Year ARI

Peak Inflow Estimates

r Pre/Post Development Flowsr Split Catchment Systemr Hyd rograph Methods/Models

EL

oga

(b) Community Level

100-=---t-h^

=-R1-'-.\i\

. ' t,

Duratbn

Figure 2 General Design Concept for Muitilevel Stormrvater System

Kursus MSMA (Decembet 2004) @

Runorf Estimabcn

2.0 Design Storm

2,7 Polynomial Approximation of fDF Curves

polynomial expressions in fne form of Equation t have been fitted to the published IDF curves for the 35 maincities/towns in Maiaysia.

ln1/ ' / , ; = a+bln(r)+c( ln(r) ; r +d( ln(r))r ( l )where,r/r

= the average rainfall intensity (mm/hr) forARI and duration fR = average return interval (years)t = duration (minutes)a to d are fitting constanG dependent on ARI which are given in Appendix 13'A (MSMA,2000)-

2.2 IDF Values for Short Duration Storms

It is recommended that Equation I be used to derive design rainfull intensities for durations down to a lower limit of30 minutes.

Forduration between 5 and 30 minutes, the design rainfull depth P6for a shortduration d(minutes) is given by,Po =Pso-Fo(Pu, -Pto) (2)

where pj6, p6sarethe 3o-minute and 50-minute duration rainfull depths respectively, obbined from the publisheddesign curves. Fp is the adjustment factor for storm duration'

The rainfull intensity for short duration storms is given by,D

r=+ (3)u

where P7 (mm) is rainfall depth in mm and dis duration in hours'

The value of Fp is obtained from Table 3 as a functio n of 2 P2a, the Z-year ARI 24:hour rainfall depth' Values ofTPr"nfor Peninsular Malaysia are given in Figure i3-3 (MSMA, 2000)'

Table 3 . Values of Fo for EqCE!9!Duration

(minutes)

zP2a1, (mm)West Coast East Coast

s 100 120 150 > 180 Atl5 --,, 2.OB 1.85 t.62 1.40 1.3910 1.28 1.13 0.99 0.86 1.03

0.80 u-/z 0.62 0.54 0.7420 0-47 0.42 0.36 0.32 0.4830 0.00 0.00 0.00 0.00 .0.00

1'-

i-,

Kursus M9ltlA (December, 200a)

Runoff Estimaticrt

2.3 tDF Values for Frequent Storms

Water qualify studies, in particular, require data on IDF values for relatively small, frequent storms. The followingpreliminary equations are recommended for calculating the 1, 3, 5-month and I year ARI rainfall intensities in thedesign storm, for all durations:

o ot t /n - o.4x )1,

ot t lo=0,5x r1,

ot l r=o'6x2/,

' lo=0.8*=lo

(4a )(4b)(4c)(4d)

where, o'ottIo,ottIo,0'sIpand lIpare the required 1, 3, 6-month and 1-year ARI rainfall intensities for any durationD, and zlois the 2-year ARI rainfall intensity for the same duration D, obtained from IDF curves.

2.4 Areal Reduction Factor

It is important to understand that IDF curves give the rainfall intensity at a point. Storm spatial characteristics areimportant for larger catchments. In general, the larger the catchment and the shorter the rainfall duration, the lessuniformly the rainfall is distributed over the catchmeilt.

The areal reduction is expressed as a factor less than 1.0. No areal reduction factor is to be used for catchmentareas of up to 10 km2. For large catchments, the design rainfall is calculated with Equation 5:

I , = F.ox I, (5)where F7 is the areal reduction factor, .I.is the average rainfull over the catchment, and Iois the point rainfallintensitv.

Suggested values of areal reduction factor F, for Peninsular Malaysia are given ln HP No.1-1982. These values arereproduced in Table 4 below for catchment areas of up to 200 km2. The values are plotted in Figure 3.Intermediate values can be interpolated from this Fiqure.

able 4 Values of Areal Redudion FactorsCatchment

Area(km t)

Storm Durat ion (hours)0.5 1 3 6 24

t l

1050

100l )u200

1.0 0 1.00 1.00 1.00 1.001.00 1 .0 0 1 nn 1.00 1.000.82 O.BB 0.94 0.96 0.97a.73 0.82 0.91 0.94 0.96o.67 0.78 0.89 0.92 0 .9 '50.63 0.7 5 0.87 0.90 0.93

\

Kursus MSMA (December. 2O04)

5

Runo,f Estimation

1.00

0.80

l r

L

LL

0.60

0.40____x- 3 hours

, ---- 0.5 hour I-------r--- ---t-----l--:

-0.2010 100

Catchment Area1000

(k'-n')

Figure 3 Graphical Areal Reduction Factors

2.5 Design Rainfall Temporal Pattems

The temporal distribution of rainfall within the design storm is an important factor that affects the runoff volume,and the magnitude and timing of the peak discharge. Design rainfall temporai pattems are used to represent thetypical variaiion of rainfall intensities during a typical storm burst. Standardisation of temporal pattems allowsstandard design procedures to be adopted in flow calculation'

The recommended patterns in this Manual are based on those from AR&R for durations of one hour or less and fromHP No. 1 (1982) for longer durations.

The standard durations recommended in this Manual for urban stormwater studies are listed in Tabte 5. The interimtemporal patterns to be used for these slandard durations are given in Appendix 13-8 (MSMA' 2000)'

Table 5 Standard Durations for Urban Storqwqlgl !19Standard Duration

(minutes)Number of Time

IntervalsTime Interval

(minutes)10 2 5I f 5

?n o 560 LLt20 a 15180 b 30360 bU

Kursus ltlSMA (&cember, 2004)

Runoff Estimdtion

3.0 Runoff Estimation

3.7 Time of Concentration

The time of concentration (t6) and is given by

k-t t t6

where to = overland flow time and t6 = flow time in channel, kerbed gutter or pipe.

3.1.1 Ovedand Flow Time

The Friend's formula should be used to estimate overland sheet f low times. It is also given in the form of anomograph in Design Chart 14.1 (MSMA, 2000) for shallow sheet f low over a plane surface.

107 .n. Lt !3t

-_

'o - S, l /2

wnere,to = overland sheet flow travel time (minutes)L - overland sheet flow path length (m)n = Manning's roughness value for the surface5 = slope of overland surface (%).dofe: Values for Manning's'n' are given in Table 14.2 (MSMA, 2000).

3.1.2 Roof Drainaqe Flow I tme

The time of flow travel on roofs for residential is generally very small and may be adopted as the minimum time of5 minutes. However, for larger residential, commercial, and industrial developments the travel time may be longerthan 5 minutes in which case it should be estimated using the procedures for pipe and/or channel flow as: nnrnnr i r fP

.

3.1,3 Kerbed Gutter Flow Time

An approximate kerbed gutter flow time can be estimated from Design Chart 14.2 (MSMA, 2000) or by the followingempirical eouation:

where.ts = kerbed gutter flow time (minutes)L - len3th of kerbed gutter flow (m)S = longitudinal grade of the kerbed gutter (%)

(7)

L40JS

(8)

Kursus MSMA (December, 2004)

1

3.1.4 Channel Flow Time

_

The Manning's Equation is recommend;d to.calculate flow along a open channel:

v= ! R l i i S ' I r : (9a)n

From which,n.L

t,,, =

-i R r' i s'r 'r (9b)

OUwnere,

V = dvrdg velocily (m/s)n = Manning's roughness coefficientR = hydraulic radius (m)

.

5 = friction slope (m/m)L - length of reach (m)td, - travel time in the channel (minutes)

L1-5 Pioe Flow Time

The time of flow through pipe, to, is then given by:L

t^=1 , (10)' V . r r , !Y' I i ' , r i ,

where,L - pipe length (m)V = average pipe velociV (m/s)

The velocity V in a pipe running jun full can be estlmated from pipe flow charts such as those in Chapter 25,Appendix 25.8 (MSM4 2000).

Runof Estimation

3.2 Time of Concentration for Nafural Catchment

For natural/landscaped catchments and mixed flow paths the time of concentration can be found by use of theBransby-Williams' Equation 11. In these cases the times for overland flow and channel or stream flow are includedin the time calculated.

Here the overland flow time including the travel time in natural channels is expressed as:F..L

-

--:-:--c

7 r / ro 5 r /5 (11)

where,tc = the time of concentrabon (minute)Fc = a conversion factor, 58.5 when area / is in kmz,

or 92.5 when area is in haL = length of flow path from catchment divide to outlet (km)A = catchment area (km2 or ha)5 = slope of stream flow path (m/km)

3.3 Time of Concentration for Small Catchments

For small catchments up io 0.4 hectare in area, it is acceptable to use the minimum times of concenlration given inTable 6 instead of performing detailed calculation.

Kursus WrvlA (Decemfur, 200a)

Runoff Estimatjon

Table 5 Minimum Times of ConcentntionMinimurn t (minutes)

Road inletSmall areas < 0.4 hectare

3.4 Rational Method

3.4.1 Rational Formula

The Rational Formula is one of the most frequently used urban hydrology methods in Malaysia to computingstorrnwater flows from rainfall. It gives satisfactory results for small catchments up to 80 hectares only.The formula is:

^ c. !1. .AU..=J360

( 12)where,Qy = yyear ARI peak flow (m3/s)C = dimensionless runoff coefficientrf t = yyear ARI average rainfall intensity over time of concentration, t, , (mm/hr)A

- dr: in>no rror / \3)

Assumptions used'in the Rabonal Method are as follows:

1. The peak flow occurs when the enhre catchment is contributing to the flolv.2. The rainfull intensity is the same over the entire catchment area.3. The rainfall intensiby is uniform over a time duration equal to the time of concentration, f".4. The ARI of the computed peak flow is the same as that :f the rainfall intensity, i.e., a 5 year ARI rainfall

intensity wil l produce a 5 year ARI peak flow.

A. general procedure for estimating peak flow using the Rational Method is shown in Figure 4.

3.4.2 P.unoffCoefficient

The runoff coefficient, C, is a function of the ground cover and a host of other hydrologic abstractions. The runoffcoefficient accounts for the integrated effects of rainfall interception, infiltration, depression storage, and temporarystorage in transit of the peak rate of runoff. It depends on rainfall intensity and duration as well as on thecatchment characteristics. During a rainstorm the actual runoff coefficient increases as the soil become saturated.The greater the rainfall intensity, the lesser the relative effect of rainfall losses on the peak discharge, and thereforethe greater the runoff coefficient.Recommended runoff coefficient (C) is given in Design Chart 14.3 (urban areas) or 14.4 (rural argas) in MSMA(2000), respectively.

1

Kursus I4SMA (December. 2004)

,

Runoff Estimation

3.5 Hydrognph Method

For larger catchments, storage and timing effects become significant, and a hydrograph method is needed.Hydrograph methods must be used whenever rainfall spatial and temporal variations or flow routing/storage effectsneed to be considered. Flow routing is important in the design of stormwater detention, water quality facil i t ies, andpump stations, and also in the design of large stormwater drainage systems to more precisely reflect f low peakingconditions in each segment oi complex systems.

3.5. I Tirne-Area Method

Tlme-area rnethods utilise a convolution of the rainfall excess hyetograph with a time-area diagram representing theprogressive area contnbutions within a catchment in set t ime increments. Separate hydrographs are generated forthe impervious and pervious surfaces within the catchment. These are combined to estimate the total flow inputs toindividual sub-catchment entries to the urban drain network.

This method assumes that the outflow hydrognph for any storm is characterised by separable subcatchmenitranslation and storage effects. Pure translation of the direct runoff to the outlet via the drainage network isdescribed using the channel rravel time, resulting in an outflow hydrognph that ignores catchment storage effects.

To apply the method, the catch,.nent is first divided into a number of time zones separElted by isochrones or lines otequal travel time to the outlet (Figure 5b). The areas between isochrones are then determined and plotted againstthe travel time as shown in Figure 5c.

The translated inflow hydrograph ordinates qi for any selected design hyetograph (Figure 5d) can now bedetermined. Each block of storm in Figure 5a should be applied (after deducting losses) to the entire catchment; therunoff from each sub-area reaches the orfflow at lagged intervals defined by the time-area hisLognm. Thesimultaneous arrival of the runoff from areas A1 , A2,...for storms 11 , 12 ,...should be determined by properly laggingand adding contributions, or generally:

Q,= I , -A, + I , - r .Ar+. . . . . . .+ I t .Ai (13)wnere,

Qi = the flow hydrograph ordinates (nr31s;Ii = xCss rainfall hyetograph ordinates (m/s)Ai = tirne-area histogram ordinates (m2)i = number cf isochrone area contributing to the outletFor example, the runoff from storms f1 ofi Aj, f2on 42and Ijon At arive at the outlet simultaneously, and q, is thetotai flow. The total inflow hydrograph (Figure 5d) at the outlet can be obtained from Equation 13.

Kursus MSMA (December, 200a)

Runoff Estimation

=

0).=

'=

d.

Af 2Lt 3Ar 4 LtTime f

(a) Rainfull Histogram

Lt zbt 3At 4AfTime t

(c) llme-Area Curve

3.5.2 Other HvCroqraoh Methods

. Kinernatic Wave Method

. Non-linear Reservoir Medroci

. Rational Method Hydrograph Method

Area A,

Figure 5 Time-Area Method

(b) Catchment Isochrotres

Q2,/- \

. v?\\

\ {o\

AI \A(

#

EF

d.

,!

:tg=

E-U

\ \5

Trme r

(d) Runoff HydrognPh

Lt

[z [3II I4

APPENDIX 13.A FITTED COEFFICIENTS FOR IDF CURVES FOR 35 URBAN CENTRES

iable 13.A1 Coefficients for the IDF Equations for the Different Major Cities and Tourns in Malaysia (30 s t s LO00 min)

Slate Locationj ARI

Data Period r (year)I

r Coefficients of the iDF Polynomial Squations ija lo c'd

5 I 5.7949 I -0.1944 I -0.0413 : -0.0008 i10 I 6.5896 i -0.6048 I 0.0445 i -0.006a iPerlis

Kedah

Pulau Pinang

Perak

Perak

Selanqoi '

Kangar 1960-1983

Alor Setar 1951-1983

Penang 1951-1990

Ipoh 1951-1990

Bagan Serai

Setiawan 1951-1990

Kuala Kubu Bahru L> / U- L,)U

| 4.5140 | 0.6729 I -0.23r1 | 0.01183.9599 i 7.1284 i -0.3240 | 0.0180 |3.7277 1.4393 i -0.4023 I 0.0241 I

-0.4703 I 0.0296 I2.8429 2.1456 { -0.5469 I 0.0335 I

2.24!7 i -0.5610 I 0.03410.0100

7 l 0.614 -0.2406 | 0.0127

s.2760 I 0.2436 -0.1436 0.0059

0.0078

0.aL79

6.5736 -0.2901

l -o. i .zso 0.0081

5.5868 0.0964 0.00215.5294 U.LLO> 0.0051

0.00825.5s75 I O.:OCS l-O.r+eS IO.OOSS

i 4.2095 n qnq6 i 0.0044I q rq4?

-0.0350 I -0.0392 I -0 0c345.5474 -0.1637I -0.0116

229 | -O.OOss(Conhnued)

5.8203 0.1093 i -0.1248 I 0.0053 I5.7420 0.2273 i -0.1481 lO.OOee I

100 i 6.3202 I -0.a778 i -0.0849 i 0.0026a

3.32ss i r.z6sg

100 | 2.7512-0.7970

5.0707 I 0.55155.1150 i 0.6895 l -0.2631 l0.0147

0.0138

4.1689 I 0.8160 l -0.2725 10.0149

r00 I s.:zsg -0.1857 i 0.0089

4.7867 I 0.4919 l -0.1993 10.0099

20 | 5.6661 I 0.0329 i -0.0944 10.00245.6661 I 0.03295.3431 I 0.3538 I -0.1586

2 | 5.6134 l -0.1209 l -0.0651Teluk Intan -0.0390 | -0.0012

6.3504 | -0.2498-0.4595 t0.0094 t-0.

6.7375 | -0.3572 I -0.0070

Perak | *u",u Kanssar 1950-1983

100 I 6.0681

4.Ztt44.7986 I 0.5803 l -0.2202 10.01075.3916 | O.ZSS: i -O.rSqO I O.OOZ1

0.1478 i -0.1435 I 0.0065

5.2320 i 0.3330 l -0.1635 i0.0068

5.2993 | 0.4270 l -0.1780

50 i 6.0934 -0.3710 I 0.0239 r -0.0c73

i;rban Stomwater l.lanaEement i-iailal @

-0.4087 i

12_t I t5

Design Ranfall

Table 13.A1 Coefficients for the IDF Eguations for the Different Major Cities and Towns in Malaysia (30 < t s 1000 min)

. .1ARI i Coefficrents of the IDF Pclynomial Equations iLocation ['\rfr 2erin,.l (vear) I

5.3255 0.1806 i -0.1322 i 0.00475 i 5.1086 0.5037 i -0.2r55 i 0.0r12

Federal Territory Kuala Lumpur IY]J- iYdJ i 10 4.9695 i 0.5796 i -0.2584 i 0.0147 i4.9781 i 0.7533 | -0.2796 10.0156

i 50 | 4.8047 i 0.9399 i -0.3218 I 0.0197I z i : .zosr I t . t622 l -0. :zsg lo.o: .ze I

Malacca Malacca 1951-1990 -

la

l . ' 10a-;lt )u

; 4 ?qR7; d oo' lnI t . )2Jv

-I ) .U6)OT 4^aso6

, t t / I t \

T 0.4661I o.so+sI o-z:ge

i -o-z:erT -ol?40I

-n rnzqI v.^v, JI -o.z:e8

lo.o: . rzI 0.0069

-I o.oo82_lrcn1f-l

100 5.3796 0.4528 -0.1826 0.0081

..legeri Sembilan Seremban

2 5.2565 0.0719 -0.13065 5.4663 0.0586 -0.1269 0.0062

1970-1990 t l , 6. r240 -0.2191 {.0820 0.0039| -0.2451| -0.5087

j -0.0888

T r.o4n100 / -u/d1 -0.42n -0.0731 0.0051

Negeri Sembilan Kuala Pilah 1970-1990

z 3.9982 4.9722 {.3215 0.0185J 3.7967 7.2904 { .4012 0.0247

t t t 4.5287 0.8474 -0.3008 0.017520 4.9287 0.6897 -0.2753 0.016350 4_7768 0.8716 -0.3158 0.0191100 4.6588 1.0163 -0-347t 0.0213

Johor KIuang 1976-1990

2 4.5860 0_7083 4_276r 0.01705 5.0571 0.4815 4-7220 0.013310 5.266s 0.4284 -0.2131 0.012920 ) . . fot J o.347r -0.1945 0.011650 5.8808 0.1412 {.1498 0.0086

100 5.3369 -0.0789 -0.1066 0.0059

Johor Mersing 1951-1990

2 5.1028 0.2883 -u -

roz/ 0.00955 5.7CF.8 -0_0635 4.0777 0.0036

5.8489 -0.0890 {.0705 0.20 4.8420 0.7395 -0.2579 0.0165

6.2257 -0.1499 -0.0631 0.0032100 6.7796 -u. ' t I fJa { .0160 0.0005

Johor Eatu Pahat 1950-1983

aL 4.5023 0.6159 -0_2289 0.01195 4.9886 0.3883 -0.1769 0.0085ln 5.2470 u.zvrb -u-_t ) /5 o-00741U 5.7407 0.0204 -0.4979 0.003250 6.2276 -0.?278 -4.o474 0.00002 |100 6.5443 -0,3840 -0.0135 4.0072

I 3.8645 1. 1 150 -0.3272 0.01829..11) L 1.0L47 -0.3308 0.0205

4396 0.99 -0.3279 0.0201960- 1983lohor

- ; i : [ l { ' i

i

(Contintied)

1970- i9E3

0.8922 I -0.3060 I 0.0192

1?- i )

i - ra: r r l a I

@ Ilrban Stormwater lelanagement lLlanual

Table 13.A1 CoefficienG for the IDF Equaiions forthe Different Major Cibes and Towns in Malaysia (30 < t < lO00 min)

State Location Data Period^

-r IAKl, I Coefficjents of lhe IDF Pclynomial Equa[ions I

r i{Vear) ; .a , h r ,r -o i

Pahang Raub 1966-1983 ; -0.1521 ; -0.0063 i -0.0056 i

0.0183

1n I q4

5 i 0.0125 i -0.0371 I -O.OO:S iI 0,342Q1 I -0.1058 | 0.0012 I

Pahang Cameron Highland i 1951-1990

1002

5.1818 ; 0.2173 i -0.08344.9395 ! 0.2645 i -0.1538

0.0000-008

s | 4.647r I 0.4968 i -0.2002 10.009910 4.3258 I 0.7684 i -0.2549 0.011420 i 4.8L78 10.5093 i -0.20 I 0.0100qn 5.3234 l 0.2213 l -0.1402 0.0059100 5.0155 0.4675 I -0.1882 0.0089

Pahang Kuanlan | 1951-19902 5.1899 | 0.2s62 i -0.1612 iO.OOS05 T. i 0.6589 | -0.2529 U.U

1n 4.3754 0.9634 I -0.3068 0.0198)n 4.8517 10.7f f i9 1-0.2697 U.U I /O)u 5.0350 0.7267 I -0, 0.0167100 ) - t t ) t ' 0.6752 | -0.2450 0.0155

Pahang Temerloh | 1970-19834.5073 0.4622 | 4.1729 0.0065

) 5.30F.4 0.0115 l -0.0590 -0.0019tn 4.5881 0.5465 -0.1646 n no4a20 | 4.4378 0.7118 i -0_1960 | 0.00585U 4.4823 0.8403 -0.2288 0.0095100 4.526r 0.7270 -0.1988 0.0071

Te'engganu

2 5.2577 0.0572 -0.1 091 0.00575 5.5A77 -0.0310 -0.0899 0.0050

Kuala Dungun | 1971-1983 1n 5.4881 0.0698 -0.1 169 0.007420 5.6842 -0.0393 -0.0862 0.005150 5.5773 0.1 111 -0.1231 0.0081100 6.1013 I -o.rsoo -0.0557 U.UUJ)

Terengganu Kuala TerengEanu | 1951-1983

1L 4.6684 0.3966 -0.1700 0.0096) 4.4916 0.6s83 l -0.7292 0.014310 5.2985 o.2424 -0.1380 0.008920 5.8299 -0.0935 -0.0739 0.0046)U 5.1694 -0.25r3 -0.0382 0.0021100 6.1524 -0.1630 -0.0575 0.0035

Kelantan Koba tharu 1951-1990

z 5. 0.0499 -0.1 171 0.00705 5.7507 -0.0132 l+.1117 0.007810 5.2497 0.4280 -0.2033 0.0139fn 5.4724 0.3591 | -0.1810 0.0 I 1950 ) .J) /d 0.5094 -0.2056 0.0131100 5.0&6 n ?o17 -u. l )dJ n1 61

Kelantan Gua Musang 197r-1990

4.6L32 0.6009 -0.2250 0.0i 145 3.8834 L.2r74 -0.3524 u.uzLJ10 4.6080 I 0.8347 i -0.2 848 0.016170 i 4.7534 i 0.7946 i -A.2719 I 0.01545000

4.6405 i 0.9382 I ,0.30s9 iffi

0.0176 I

/, 'nntinr pi)

Urban Stormwat{ ManagemdTt lvlanual @ r 3-r3 t5

Table l3-A1 Coefficients for the iDF Equatjons for the Different Major Citles and Towns in Malaysia (30 < t < 1000 nrin)

Sbate Locatlon Data PeriodARI j Coefficients of the IDF Polynomial Equaiions i

(year) i r ; u i c i o ]

Kota Kinabalu 1957-1980

I 2 i 5. i958 j 0.0414 : -0.0712 I -0.0002 ii S , 5.6093 i { .1034 i -O.o:Sg l -O.OoZtt

50 I | -0.1224 i 0.0027 |

1957-19804.9397 | 0.6575 r -A_2292

sabah I Tawau 1966-19785

4.109 I3.1066

0.6/58 | -O.Z72Z-L.704t | -0.47L7

I 0.0093I- ol2ss

10 4.t4L9 L.t244 -0.3517 4.02204.4639 1.0439 -0.3427 .0

Sabah I Kuamut 1969-1980

z 4.1878 i 0.9320 -0.31r5 U.U 1'1J5 3.7 1.3975 I {.4086 0.0249

10 4. I 0.0236 I20 3.8422 1.5659 -0.450 0.0282 |50 5.6274 0.3053 4.t644 0.0079100 6.3 0.0026

IIj simanggangI

Sarawak 1963-1980

2 4.3333 0.7773 4.2644 0.0L+4) 4.9834 0.4624 -0.1985 0.0100n 5.6753 0.0623 {.1097 0,0038

20 5.9006 -0.0189 -0.0922 0.0027II

>ararwaK i Sibu 1952-1980

2 3.0879 1.6430 -0.4472 4.02625 3.4519 1.4161 -0.3754 0.0200

IU 3.#.23 1-3388 -0-3509 0.0L77tn 3.3170 1-5906 -0_3955 0.0202

Sarawak I Bintulu 1953-1980

2 5.2707 0.1314 -0.0976 0.0025) 5.5722 0.0563 {.0919 0.003110 5.1060 -0.2520 {.001220 6.0081 -0.1 173 4.0574 0.001450 6.2652 {.2584 -0.a244 {.00c8

Sarawak I Kapit

IIIII

___lIIIII

iI

Sarawak Kuching

5arawak Mir i

2 5-125> L.2t!1 1 0.01645 4.5416 0.2745 -0.0700 {.0032

1964-7974 10 4.5184 0_2886 -0.0600 -0.004520 5.0785 {.0820 0.0296 -0.0110

1951-1980

1953-1980

L 5.1719 I 0.1558 -0.1093 0.00435 4.8825 0.387r -0.1455 0.006810 5.1635 0.2268 -0.1039 0.003920 Is0T

--21------=-_l

\ t-+ 10 I

2At-;;---r)ut

5.2479 l 0.2107 !s.2780 i 0.2240 |4.9302 | 0.2s64 Lssz16 I -0.21s2 f

ffi6.1591 j -0.3188 |6.3582 I -0. :gZ: i

-0.0968 i 0.0035-0.0932 i0.0031,-o.rz4o-I o oo3sl-00216l {.Ootiln or 14 - f-n nn4e I0.0021 I -0.0044 i0!1r0 -T-{ 00s41

Il-IIr---

I - r f . i i)rllan Stam'*ater Manaoement l'Iat uai

APPENDIX 13.8 DESIGN TEMPORAL PATTERNS

Table 13.81 Temporal Paftems - West Ccast of Peninsulai' Malaysia

Duration(min)

ulNo.Time

PeriodsFraction of Rainfall in Each Tlrne Period

l -U

153060120180350

L

L2tt

b

0.570 0.4300.320 0.500 0.r800.150 0.250 0.330 0.090 0.r10 0.0500.039 0.070 0.158 0.120 0.232 0.101 0.089 0.057 0.048 0.031 0.028 0.0170.030 0.119 0.310 0.208 0.090 0.119 0.094 0.0300.050 a.220 0.340 a.220 0.120 0.0400.320 0.410 0.110 0.080 0.050 0.030

10 min Duration0-5

n(

0.4

0-3

0.2

0-1

0.012'nme Period

15 min Duration

0.5

0.4

U.J

0.2

o. l

U.U

, 60 minute Duration .

123456789101112'l'ime Period

30 minute Duration

0.5

0.4

0-3

n1

0.0

: , , ' .1*. . .

. . i r i i : ._- . . . : . . . j . - - : . :_- . ' i

' . - : ._. . , . '_- : ; . . : -1- . - - -_ : r ' - , .

.

- . . I : . . : ._ j ; : : :

- , . i I . -_i : - : . - . . .

120 minute Duction0.5

0.4

0.3

v-z

n1

123456'78l'ime Period

180 minute Durationu_)

0.4

0- l

c2

0t

TA

360 mlnute Duration0.51_

i . . :

Urban Stotmwater Management l,lanual T t ' l

Dsign Rainfatl

Table t3.82 Temooral Patierns - East Coast oF Peninsular Malaysia -

Duration(min)

No. ofT'ime

PeriodsFraction of Rainfall in Each firne Period

l0l )

30OU

120180JOU

l

{o

L28

o

0.570 0.4300.320 0.5000.160 0.2500.039 0.0700.030 0.1190.190 0.2300.290 0.200

0.1800.330 0.090U.IbtJ U.IZU

0.310 0.2080.190 0.1600.150 0.120

0.1 l0 0.0500.232 0.101 0.089 0.0570.090 0- 119 0.094 0.0300.130 0.r000.140 0.090

0.048 0.031 0.028 0.017

10 min Duradonu,o

0.5

0.4

0.3

0,2

0.1

0.0

Time Period

15 nun Durattonu.o

n

Flow st'mal,-oe aRd Rcutjn

0

i.ii- t.-IrIi

i:l-L,

( r

-a.J

o u.)UL

. ! ' , tut 2

Desgn Chai-i 14..4

JC 80 90 100 t !0 r2o l lo 14C 150 t 50 170

R=infal! Inte;-:siby, I (mm/hr)

Runci'f Coefficients for Rural CatchmentsSource: AF.&R., 192l

Note: Fcr I > 2OA rnm/hr, inlerpolate linea,-fy tc C: 0"9 at f = 400 mm/hr

i li ii - ll l

t-i

Uc.U(E-

qJO U,)(J

L

d.

-*1--

-

- -T--,;-

Imgeruious Rocfs. Concret3Cty Areas Full and Solidly Built Up iSur{ace Oay, Pocr Paving, Sandstcne ec\ckCommercial & Oty Aress Oosely Euilt UpSemi Derlahed llouses cn Bare Eafii i

Bare Earih, Eartit with S6ndstDne Outo-cps IUrban ReECendal Fully Suitt Up with timitedlGar3ens

Bare Lcam, Suburban Residential with Gardlns

WiCely Oei"acirediF.lcuses cn Ordinery LoamSuburban FJlly Built Upon Sand Strata IPark L?wns and M:adors

IClltivated Fielcs with Good GrorvtirSand Sirata

a\r;\\:-//:\\:/G)11\\,r;)/:\i t l

(8 '

10c 110

Design Cnari 14-3 P.uncfiCoerlc;enG foi 'Urban f,atlhmenls -

Source: AF.&R, 1977Note: For .f> 200 mrn,/hr, inierpolate lineariy to C= 0,9 at f : 400 mm/hi-

r l0120 150 160 |79 i80 190 200l rIJ

tTza I J;han .Stmwsler lVanaacmpnf M;nrtal