Technical Manual Kh Volume 2

PaKTI II esovePAbTdæanbec©keTs

matika ....................................................................................... ............................................................. .......................................................... ...........................i matika k a ......................................................... GarmÖkfa .......................................................... ......................................................................................... ............................................................. .................................................. ....................iii .................................................. i Epñk 6 ³ bTdæanbec©keTssRmab; smÖar³ nigkarsagsg; ...................................................

buBVBkfaénbTdæ VkfaénbTdæanbec© anbec©keTs keTs .......................................................... .......................................................................................... .......................................................... .......................... 1 cMNu Nuc c 6.1 ebtug 1:3:6: PaBFn; 15 15 (15 N/mm )................................................................................. ................................................................................. 3 cMNu Nuc c 6.2 ebtug 1:2:4 PaBFn; 25 25 (25 N/mm ) ............................................................. ................................................................................... ...................... 6 cMNu Nuc c 6.3 ebtug 1:2:3 PaBFn; 30 30 (30 N/ mm ) .......................................................... .............................................................................. .................... 10 cMNu Nuc c 6.4 srésEdkBRgwg ........................................................ ........................................................................................ ........................................................ ........................ 14 cMNu Nuc c 6.5 kþarBu arBum
2

2

cMNuc 6.22 kRmalRkYsRkhm ........................................................................................................... 66 cMNuc 6.23 RsTab;)atRKwHfñl; ............................................................................................................ 69 cMNuc 6.24 kRmalRkYsFm μCati .......................................................................................................... 72 cMNuc 6.25 kRmalkMeTcf; μ .................................................................................................................75 cMNuc 6.26 kRmalpø Úverobf μ ............................................................................................................... 79 cMNuc 6.27 kRmalpø ÚvebtugGas;sVal; ................................................................................................82 cMNuc 6.28 ebtug μK ansrésEdk ......................................................................................................... 85 cMNuc 6.29 ebtugsMNaj;Edk ............................................................................................................. 87 cMNuc 6.30 ebtugGaem:Edk ................................................................................................................91 cMNuc 6.31 eGsb‘eÍ GsFI (SBST) ...................................................................................................... 95 cMNuc 6.32 DIb‘eÍ GsFI (DBST) ..........................................................................................................98 cMNuc 6.33 lUebtug nigkg;lUkat;p Úvø ................................................................................................. 101 cMNuc 6.34 kg;lUGNþ Úg .................................................................................................................... 104 cMNuc 6.35 kg;lUk,alGNþgÚ ...........................................................................................................106 cMNuc 6.36 GNþgÚ CIk ....................................................................................................................... 108 cMNuc 6.37 GNþgÚ xYg ....................................................................................................................... 113 cMNuc 6.38 RTugsMNaj;dak; μf ........................................................................................................... 120 cMNuc 6.39 μfFM ¬f μsRmab;karBarkarhUreRcaH¦ ..................................................................................127 cMNuc 6.40 ssrRKwHebtugcak;Rsab;sRmab;sMNg;xñattUc ¬minEmns
GarmÖkfa esovePAenH KWCaÉksarPaKTI II énesovePAENnaMbec©keTsmUlniFi Xu M sgáat; Edl)anbegá IteLIgeday μaFikarCatisRmab;kaGPivDÆtamEbbRbCaFibetyüenAfñak;eRkamCati (NCDD) edayman KN³km shkarN_CamYy RksYgGPivDÆn_CnbT (MRD) RksYgFnFanTwk nig]tþúnyi m (MoWRAM) nig RksYgnanamYycMnnY eTot. esovePAENnaMbec©keTsmUlniFi Xu M sgáat; man 7 Epñk EdlRtUv)aneKEck ecBaJCa 3 PaK EdlrYmman: PaKTI I: esovePAENnaMsþBI I karsikSanigkareRKagbøg; •

•

II:

PaKTI III: esovePARtYtBinti ükic©snüa esovePAPaKTI II enHKWsRmab;ENnaMBI bTdæanbec©keTssRmab; karsagsg; smÖar³ nigkargar sRmab;karGnuvtþ KeRmagehdæarcnasm< ½n æ xñattUEdleRbIR)as; mUlniFi XM u sgáat;. vaCaEpñkTI 6 kñúgcMeNam 7 EpñkénesovePAENnaM bec©keTsmUlniF i Xu M sgáat;. cMeBaH EpñkTI1 EpñkTI2 EpñkTI3 EpñkTI4 nig EpñkTI5 EdlniyayGMBI esckþIENnaMs IþB I karsikSa nigkareRKagbøg; GñkGacrk)anenA PaKTI I énesovePAENnaMbec©keTsmUlniFi Xu M sgáat;. rIÉ Epñk 7 Edlerobrab;BI karRtYtBinitükics© nüa GñkGacrk)anenA PaKTI III énesovePAENnaMbec©keTsmUlniFi XuM sgáat;. •

Epñk 6 ³ bTdæanbec©keTssRmab; smÖar³ nigkarsagsg;

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg;

buBVkfaénbTdæanbec©keTs

bTdæanbec©keTspþl;nUvkarENnaMsRmab;smÖar³ nigkic©karsMNg;TUeTA. tRmUvkarmYycMnYnsRmab;smÖar³ nig kic©karsMNg;nanaEdlcaM)ac; enAeBlEdltRmUvkarTaMgenHRtUv)anbgðajenAkñ úgKMrU b¤ KMnUrbøgr; bs; KeRmagEdlcaM)ac; nigkñ úgkrNIEdlmantRmUvkarCan;Kañ b¤ pÞ úyBIbTdæanbec©keTsTUeTAenaHtRmUvkar Edl)anbgðaj enAkñgú KMnUrbøg;RtUvEteRbIR)as;. bTdæanbec©keTsCabBaØt þi

bTdæanbec©keTsRtUv)anbgðajenAkñ úgTRmg;Catarag. TRmg;enH KWRsedogKñaeTAnwgTRmg;Edl)aneRbIkal μviFIsila. PaBxusKñacm,grYmman³ BIelIkmun sRmab;KeRmagmUlniFiX Musgáat;énkm RbFanbTnImYy²mandak;elxtamcMNuc mankarbriyaylm¥ti GMBIsmÖar³ ehIykarENnaMGMBkI arRbtibtþki argarRtUv)anBRgIkbEnßm cMNucmYycMnYnRtUv)andak;bEnßmedIm,IEklm¥dl;bTdæanbec©keTs nigsRmab;eRbIR)as;CamYynwgKMnUr bøgb; ec©keTsEdl)aneFV I[RbesIrrYcehIy. bTdæanbec©keTssresrCa {TRmg;BIrPasa} KWPasaEx μrEdlsresrBIeRkamedayPasaGg;eKøs. enHKW sRmab;CaplRbeyaCn_énGñkeRbIR)as;kñ úgkarRtYtBinti üeRbóbeFobsRmab;karEQVgyl; ehIynigkarbk ERb. vaGaceFV I[mankarFujRTan; karlM)ak nigPaBminRbRktIkñ úgkarbBa¢ak;rvagÉksarCaPasaEx μr nig μ PasaGg;eKøsEdlenAdac;BIKañ ehIyCaBiess KWedaysarEtvamanTRmg;Catarag. bTdæanbec©keTsénkm viFIsilak¾sresrkñ úg {TRmg;CaBIrPasapgEdr} . EpñkénbTdæanbec©keTsnImYy² RtUv)anEbgEckCaR)aMRbFanbT ³ erobrab;GBM IsmÖar³EdlRtUvkar 1. Edl)anEbgEckCaEpñkrgsmRsbtamsarFatubTdæan bec©keTs ¬karbriyayGMBIsarFatu¦ nigbrimaN ¬énsarFatu¦. tRmUvkarcaM)ac; b¤ B½t’mansMxan;. edayminEmnRKb;smÖar³TaMgGs;mantRmUvkar 2. TaMgenHeT. karENnaMcaM)ac;sRmab;karerobcMsmÖar³ nig¼b¤ kargarsagsg;. 3. EdnkMNt;énkareRbIR)as;CaBiessenAeBlEdlsmÖar³mYyRtUveRbIR)as; 4. nigenAeBlmin RtUveRbIR)as;. •

•

•

esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-1


EpñkenHKWsRmab;eKalbMNg):an; μsa nbrimaNsmÖar³ nigtémø. varYmbBa©lÚ R)ak;]btßmÖsRmab;karxatbg;smÖar³ dUecñHehIybrimaNenaHRtUvelIsBImrimaNsmÖar³pÞal; ¬net quantity¦ eRbIR)as;eTAelIkargar. bTdæanbec©keTsRtUvEteRbIR)as;edayRsbeTAtamKMnUrbøg; nigkarENnaMeRKagbøgE; dl)anbBa©lÚ eTAkñ úgTRmg; EbbbT T.XX nigbrimaNsmÖar³Edl):an; μsa n. bTdæanbec©keTsKWminRtUveRbItamKMrUsilacMeBaHdIbMeBj RbePTTI 2 eToteTEdlkarbgðab;eFVeI LIgeday b‘lu dUhS½r ¬ bulldozer ¦. enHedaysarEtkareFV Ip Úøveday b‘ uldUhS½reFI V[karbgðab;minGacTTYlyk)an nigminsu IKañ . karcak;beM BjRbePTTI 3 KWrkSaTukenAdEdl ehIyRtUvykmkeRbIR)as;sRmab;kargardI TUeTA. karcak;bMeBjRbePTTI 1 k¾RtUvrkSaTukpgEdrsRmab;kareRbI R)as;cMeBaHkargardI RTg;RTaytUc EtmineRbIsRmab;kargarRKwH kargarTb;Twk b¤ kargareFI Vp Úvø epSg² nigkEnøg EdlsMrutticGacTTYlyk)an. 5.


II-2


cMNuc

6.1

ebtug

1:3:6:

PaBFn; 15 (15 N/ mm ) 2

2

Clause 6.1 Concrete 1:3:6: Grade 15 (15 N/mm ) 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

su Im:g;t_

suIm:g;t_F μm ta

1

Cement

Ordinary Portland Cement

1 part in 10 of dry volume

μf TMhM

mm

20x40

PaK 10 éncM MNuHs¶Üt

μfl¥ti b¤ RkYs EdlmanTMhMGb,brma PaK éncMNuHs¶Üt 6

10

mm Gtibrma 40 mm minmanFUlI dI\dæ b¤ sRmam 20

Stone, 20x40mm size

xSac;eRKIm

Quarry stone or gravel, minimum size 20 mm, maximum size 40 mm. No dust, clay or organic matter

μK andI\dæ b¤ sRmam. xSac;RsYc² b¤

6 parts in 10 of dry volume

3

PaK 10 éncMNuHs¶Üt

xSac;TenøEdlrelagminRtUvykmk eRbIsRmab;ebtugeLIy. Coarse sand

No clay or organic matter. Sharp sand, smooth river sand shall not be used in concrete.


Twk

Twks¥at edayminmansRmamkñ úg 105 lIRt kñ úgl,ay 1 m b¤ 23 lIRt sUluysüúg b¤ l,ay GVIeLIy. Twk sRmab;s Ium:gt; _mYy)av Tm¶n; 50 KRk minRtUvmanpÞ úkCatieRbg b¤ rUbFatuG IV enHCabrimaNTwkGtib,brmacaM)ac; EdlmanpÞ úk sarFatueRbg dI\dæ b¤ edIm,Ilay nigcak;ebtug. GMbileLIy.

Water

Clean and free from any organic or inorganic matter in solution or suspension. It shall not contain any grease or greasy particles, clay or salt.

3

3

97 litres per m of mix or 23 litres per 50 kg bag of cement, but anyway the minimum amount needed to mix and pour concrete

2. Other requirements

kRmitPaBFn; 15 (15 N/mm ) 2

Strength Grade 15 (15 N/mm2)


II-3


cMNuc

6.1

ebtug

1:3:6:

PaBFn; 15 (15 N/ mm ) 2

2

Clause 6.1 Concrete 1:3:6: Grade 15 (15 N/mm ) 3. Construction techniques

karlay

layedayédsRmab;kargarRTg;RTaytUc b¤m:asu InsRmab;kargarRTg;RTayFM.

Mixing

By hand for small works or by machine for large works

karbgðab;

μtasRmab;kargarRTg;RTaytUc b¤ bgðab;edayEdkbukedayéd b¤ smÖar³Fm edayeRbIma:s Iun;jr½ bgðab;sRmab;kargarRTg;RTayFM

Compaction

Compact by hand poker or simple equipment for small works or by mechanical vibrator for large works

tMNsMNg;

tMNsMNg;RtUveFVIeLIgenAkEnøgEdlkargarcak;ebtugcb;sBVRKb;sRmab; éf¶enaH b¤ kEnøgEdleRKÓgbgÁ ú MsMNg;BIebtugmYyRtUv)ancak;Tl;nwgeRKÓgbgÁ ú M énsMNg;ebtugmY YyeTotEdl)ancak;BImun. tMNsMNg;enaHRtUvEtBnøat[ eBjFatueRKagsMNg;ebtugenaH.

Construction joints

Construction joints shall be made where concrete placing operations end for the day or where one concrete structural element is cast against a previously placed concrete structural element. The construction joint shall extend entirely through the concrete element.

enAmuxtMNrIkrYmbEnßmelIlT§PaBepÞrbnÞ úkEdlpþl;edaysrésEdkBRgwgKW kMlaMgkkkitrvagRKab; μf énkRmalx½NÐenaH. kargarenHRtUveFVyI :agNa[ebtugEdl)ancak;elIkdMbUgmanépÞ eRKIm enARtg; tMNenaH. RbsinebIépÞeRKImRtUv)aneFI VeLIg edaykarQUsqayépÞebtug tMN enaHRtUvEtsm¥at[s¥atGs; edayeRbIxül; )aj; b¤ viFIsaRsþdéTeTot EdlmanRbsiT§PaBenAmuneBlcak;ebtug μf I. tMNlak; (karxÞas;bRBa©sÜ Kña) minRtUveRbIeLIyeRBaHviFIsaRsþenHmanlT§PaBepÞrbnÞ úkexSay CaBiesssRmab; ebtug μK ansrésEdk. In a normal contraction joint load transfer, additional to that provided by reinforcing steel when present at the joint, shall by aggregate interlock. This requires the first placed concrete to have a rough and irregular surface at the join. If the roughened surface is prepared by scabbling then the joint must be thoroughly cleaned with compressed air or other effective means before placing fresh concrete. Keyed joints shall not be used because this method has poor load transfer, especially for unreinforced concrete.

RbsinebItN M sMNg;enAkñgú ebtug μK ansrésEdk manépÞrelag enaHRtUveRbIEdk Tm

II-4


cMNuc

6.1

ebtug

1:3:6:

PaBFn; 15 (15 N/ mm ) 2

2

Clause 6.1 Concrete 1:3:6: Grade 15 (15 N/mm ) If the construction joint is made smooth in unreinforced concrete then dowel bars shall be used to achieve load transfer across the joint.

kargarseRmc

kargarseRmcsRmab;épÞrelag KWmni tRmUv[eRbIR)as;dcU Edl)anGnuBaØatenA kñ úgcMNucTIbYndUcxageRkam.

Finishes

Smooth surface finishes are not required for the use permitted in 4. below.

kargarEfTaM

•

•

•

Curing

•

•

•

ebtugEdleTIbcak; μf I² RtUvkarBarBIxül;s¶tÜ ePø óg nigkMedARBHGaTitü edayRKbva[CitedayeRbIpÞaMgekAs‘ U ¬b¤ GV IepSgeTot¦ cMeBaHebtugrYmTaMgépÞxageRkApgEdr RtUvepSImTwk[)anjwkjab;tamviFI EdlmankarÉkPaB y:agehacNas;ry³eBl 7éf¶ bnÞab;BIcak;ebtugrYcral; enAkñ úgry³eBlEfTaMebtug RtUvTukenAku[M mankarb:HBal;eRkABIkargarRKb BIelI ¬ebtugLb;EL¦ b¤ kargartP¢ab; ¬tMNsMNg;rbs;kRmalx½NÐ¦.

Newly placed concrete shall be protected from drying wind, rain and sun by completely covering it with plastic (or other) sheeting. The concrete, including exposed faces, shall be frequently wetted by approved means for at least 7 days after placing. During the curing period, the concrete shall be left undisturbed other than works to be covered (blinding) or joined (slab construction joint).

4. Uses •

• • •

RKwHebtug μK ansrésEdk ebtugLb;EL

Mass concrete foundations. Blinding.

5.

brimaNCaÉkta Calculation of material quantities

smÖar³

1 m3

Unit quantity:

cMnYn

Ékta

Material

Amount

Unit

su Im:g;t_

230

kg

0.90

m3

0.45

m3

Cement

μf TMhM

mm

10x20

Stone, 10x20mm size

xSac; Sand


II-5

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.2

mm )

1:2:4

25 (25 N/

2

2

Clause 6.2 Concrete 1:2:4 Grade 25 (25 N/mm ) 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

su Img: ;t_

su Img: ;t_F μm ta

1

Cement



μf TMhM

mm

10x20

μfl i¥t b¤ RkYsEdlmanTMhGM b,brma

4

PaK 7 éncMNuHs¶ Üt PaK 7 éncMNuHs¶ Üt

mm TMhMGtibrma 20 mm minRtUv manFUlI dI\dæ b¤ sRmam 10

Stone, 10x20mm size

xSac;eRKIm

Quarry stone or gravel, minimum size 10mm, maximum size 20mm. No dust, clay or organic matter

μK andI\dæ b£ ¤ sRmam. xSac;RsYc ²b¤


2


xSac;TenøEdlrelagmin RtUvykmk eRbIsRmab;ebtugeLIy. Coarse sand



Twk

Twks¥at edayminmansRmamkñgú 149 lIR tkñ úgl,ay 1 m b¤ 23 lIRt sUluysüúg b¤ l,ay GV IeLIy. Twk sRmab;s Ium:g;t_mYy)av Tm¶n; 50 KRk minRtUvmanpÞkú CatieRbg b¤ rUbFatu enHCabrimaNTwkGtib,brmacaM)ac; GV IEdlmanpÞkú sarFatueRbg dI\dæ b¤ edIm,Ilay nigcak;ebtug. GMbileLIy.

Water


3

149 litres per m3 of mix or 23 litres per 50 kg bag of cement, but anyway the minimum amount needed to mix and pour concrete.


kRmitPaBFn; 25 (25 N/ mm ) 2

2

Strength Grade 25 (25 N/mm )


II-6


1:2:4

mm )

25 (25 N/

2

2

Clause 6.2 Concrete 1:2:4 Grade 25 (25 N/mm ) 3. Construction techniques

karlay

layedaym:asu In

Mixing

By machine

karbgðab;

bgðab;edaym:asunI rMjr½ emkanik

Compaction

Compact by mechanical vibrator

tMNsMNg;

tMNsMNg;RtUveFV IeLIgenAkEnøgEdlkargarcak;ebtugcb;sBVRKb;sRmab; éf¶enaH b¤ kEnøgEdleRKÓgbgÁ MúsMNg;BeI btugmYyRtUv)ancak;Tl;ngw eRKÓgbgÁ ú M énsMNg;ebtugmY YyeTotEdl)ancak;BmI un. tMNsMNg;enaHRtUvEtBnøat[ eBjFatueRKagsMNg;ebtugenaH.

Construction joints


enAmuxtMNrIkrYmbEnßmelIlT§PaBepÞrbnÞkú Edlpþl;edaysrésEdkBRgwgKW kMlaMgkkkitrvagRKab; μf énkRmalx½NÐenaH. kargarenHRtUveFV Iy:agNa[ebtugEdl)ancak;elIkdMbgU manépÞ eRKIm enARtg; tMNenaH. RbsinebIépÞeRKImRtUv)aneFIeV LIg edaykarQUsqayépÞebtug tMN enaHRtUvEtsm¥at[s¥atGs; edayeRbIxül; )aj; b¤ viFIsaRsþdéTeTot EdlmanRbsiT§PaBenAmuneBlcak;ebtug μf I. tMNlak; (karxÞas;bRBa©sÜ Kña) minRtUveRbIeLIyeRBaHviFIsaRsþenHmanlT§PaBepÞrbnÞ úkexSay CaBiesssRmab; ebtug μK ansrésEdk. In a normal contraction joint load transfer, additional to that provided by reinforcing steel when present at the joint, shall by aggregate interlock. This requires the first placed concrete to have a rough and irregular surface at the join. If the roughened surface is prepared by scabbling then the joint must be thoroughly cleaned with compressed air or other effective means before placing fresh concrete. Keyed joints shall not be used because this method has poor load transfer, especially for unreinforced concrete.

RbsinebItMNsMNg;enAkñ úgebtug μK ansrésEdk manépÞrelag enaHRtUveRbIEdk muxtMNedIm,I[TTYl)ankarepÞrTm¶n;bnÞkú qøgkat;tammuxtMN.

If the construction joint is made smooth in unreinforced concrete then dowel bars shall be used to achieve load transfer across the joint.


II-7


mm )

1:2:4

25 (25 N/

2

2

Clause 6.2 Concrete 1:2:4 Grade 25 (25 N/mm )

kargarseRmc

•

•

•

•

•

•

Finishes

• •

•

•

•

•

épÞxageRkATaMgGs;Edl)aneFVrI Ycral;ehIyRtUvEtmanPaBrelagrabes μ I. μ M ú nigTwkdk;enAépÞxagelI épÞebtugRbehagsMbukX nigRbehagxül;kñ úgebtugminRtUvbUkP¢ itedIm,Ilak;)aMgbnÞab;BIedaHBum

II-8


mm )

1:2:4

25 (25 N/

2

2

Clause 6.2 Concrete 1:2:4 Grade 25 (25 N/mm ) the surface is non-slip.

kabUk

sMNg;eRKOgbgÁ úeM btugminRtUvbUkeT luHRtaEtmantRmUvkar[bUkBIKnM rU bøg;.

Plastering

Structural concrete shall not be plastered unless required by the drawings

karEfTaM

•

•

Curing

•

•

ebtugEdleTIbcak; μf I² RtUvkarBarBIxül;s¶tÜ ePø óg nigkMedARBHGaTitü edayRKbva[CitedayeRbIpÞaMgekAs‘ U ¬b¤ GVeI pSg²¦. cMeBaHebtug rYm TaMgépÞxageRkApgEdr RtUvepSImTwk[)anjwkjab;tamviFIEdlmankarÉk PaB y:agehacNas;ry³eBl 7éf¶ bnÞab;BIcak;ebtugrYcral;. enAkñ úgry³eBlEfTaMebtug RtUvTukenAku M[mankarb:HBal;eRkABIkargar RKbBIelI ¬ebtugLb;EL¦ b¤ kargartP¢ab; ¬tMNsMNg;rbs;kRmalx½NÐ¦.


4. Uses •

•

•

•

Fñ wm ssr nigkRmalx½NÐebtugGaem: nigeRKÓgbgÁ Msú MNg;tUc². RKwHs
5.


smÖar³

3

1m

Unit quantity:

cMnYn

Ékta

Material

Amount

Unit

su Im:g;t_

325

kg

0.86

m

0.43

m

Cement

μf TMhM

10 x 20

mm

3

Stone, 10x20mm size

xSac;

3

Sand


II-9


1:2:3

30 (30 N/

mm ) 2

2

Clause 6.3 Concrete 1:2:3 Grade 30 (30 N/mm ) 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

su Img: ;t_

su Img: ;t_F μm ta

1

Cement



μf TMhM

10 x 20

mm

PaK 6 éncMNuHs¶ Üt

μfl i¥t b¤ RkYs EdlmanTMhMGb,brma PaK éncMNuHs¶ Üt 3

6

mm TMhMGtibrma 20 mm minRtUvmanFUlI dI\dæ b¤ sRmam 10

Stone, 10x20mm size

xSac;eRKIm

Quarry stone or gravel, minimum size 10mm, maximum size 20mm. No dust, clay or organic matter


μK andI\dæ b¤ sRmam. xSac;RsYc b¤ xSac; PaK éncM MNuHs¶ Üt 2

6

TenøEdlrelagminRtUvykmkeRbI sRmab;ebtugeLIy. Coarse sand



Twk

Twks¥at edayminmansRmamkñgú 175 lIR tkñ úgl,ay 1 m b¤ 23 lIRt sUluysüúg b¤ l,ayGV IeLIy. Twk sRmab;s Ium:gt; _mYy)av Tm¶n; 50 KRk minRtUvmanpÞ úkCatieRbg b¤ rUbFatuG IV enHCabrimaNTwkGtib,brmacaM)ac; EdlmanpÞkú sarFatueRbg dI\dæ b¤ edIm,Ilay nigcak;ebtug. GMbileLIy.

Water


3

175 litres per m3 of mix or 23 litres per 50 kg bag of cement, but anyway the minimum amount needed to mix and pour concrete.


kRmitPaBFn; 30 (30 N/ mm ) 2

Strength Grade 30 (30 N/mm2)


II-10


1:2:3

30 (30 N/

mm ) 2

2

Clause 6.3 Concrete 1:2:3 Grade 30 (30 N/mm ) 3. Construction techniques

karlay

layedayma:s Iun

Mixing

By machine

karbgðab;

bgðab;edayma:s IunrMjr½ emkanik

Compaction

By mechanical vibrator

tMNsMNg;

tMNsMNg;RtUveFV IeLIgenAkEnøgEdlkargarcak;ebtugcb;sBVRKb;sRmab; éf¶enaH b¤ kEnøgEdleRKÓgbgÁ MúsMNg;BeI btugmYyRtUvFanacak;Tl;ngw eRKÓgbgÁ úM énsMNg;ebtugmY YyeTotEdl)ancak;BmI un. tMNsMNg;enaHRtUvEtBnøat[ eBjFatueRKagsMNg;ebtugenaH.

Construction joints


enAmuxtMNrIkrYmbEnßmelIlT§PaBepÞrbnÞkú Edlpþl;edaysrésEdkBRgwgKW kMlaMgkkkitrvagRKab; μf énkRmalx½NÐenaH. kargarenHRtUveFV Iy:agNa[ebtugEdl)ancak;elIkdMbgU manépÞ eRKIm enARtg; tMNenaH. RbsinebIépÞeRKImRtUv)aneFIeV LIg edaykarQUsqayépÞebtug tMN enaHRtUvEtsm¥at[s¥atGs; edayeRbIxül; )aj; b¤ viFIsaRsþdéTeTot EdlmanRbsiT§PaBenAmuneBlcak;ebtug μf I. tMNlak; (karxÞas;bRBa©sÜ Kña) minRtUveRbIeLIyeRBaHviFIsaRsþenHmanlT§PaBepÞrbnÞ úkexSay CaBiesssRmab; ebtug μK ansrésEdk. In a normal contraction joint load transfer, additional to that provided by reinforcing steel when present at the joint, shall by aggregate interlock. This requires the first placed concrete to have a rough and irregular surface at the join. If the roughened surface is prepared by scabbling then the joint must be thoroughly cleaned with compressed air or other effective means before placing fresh concrete. Keyed joints shall not be used because this method has poor load transfer, especially for unreinforced concrete.

RbsinebItMNsMNg;enAkñ úgebtug μK ansrésEdk manépÞrelag enaHRtUveRbIEdk tMNedIm,I[TTYl)ankarepÞrTm¶n;bnÞkú qøgkat;tammuxtMN.

If the construction joint is made smooth in unreinforced concrete then dowel bars shall be used to achieve load transfer across the joint.


II-11


1:2:3

30 (30 N/

mm ) 2

2


kargarseRmc

•

•

•

•

•

•

Finishes

• •

•

•

•

•

épÞxageRkATaMgGs;Edl)aneFVrI Ycral;ehIyRtUvEtmanPaBrelagrabes μ I. μ M ú Twkdk;enAépÞxagelI nigRbehagxül;kñgú ebtugmin épÞebtugRbehagsMbukX RtUvbUkp¢ti edIm,Ilak;)aMgbnÞab;BeI daHBum

II-12

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖ smÖar³ ar³ nigkarsagsg; 6.3

1:2:3

30 (30 N/

mm ) 2

2


karbUk

sMNg;eRKÓgbgÁ ú ú eRKÓgbgÁ Mebtugmi gminRtUvbUkeTlu k eTluHRtaEtmantRmU HRtaEtmantRmUvkar[bUkBI kBIKMKnUnM Urbøg;.

Plastering

Structural concrete shall not be plastered unless required by the drawings

karEfTaM

•

•

•

Curing

•

•

•

ebtugEdleTIbcak; bcak; μf I² RtUvkarBarBI vkarBarBIxül; xül;s¶st¶Ü ePø óg ePø óg nigkM gkMedARBHGaTitü tü edayRKbva[CitedayeRbIpÞpÞagekAs‘ gMaM ekAs‘ U ¬b¤ GV GV IepSg²¦. epSg²¦. cMeBaHebtu eBaHebtugrY grYmTaM mTaMgépÞ gépÞxageRkApgEdrRtU xageRkApgEdrRtUvepSI vepSImTw mTwk[)anjw k[)anjwkjab;tamvi tamviFIFI EdlmankarÉkPaBy:agehacNas;ry³eBl ry³eBl 7éf¶bnÞab;BIcak;ebtu ebtugrYcral;. enAkñ ú ú enAkñgry³eBlEfTaM gry³eBlEfTaMebtu ebtug RtUvTu vTukenAku[mankarb: [M mankarb:HBal;eRkABI eRkABIkargarRKb kargarRKb BIelI ¬ebtu ¬ebtugLb; gLb;EL¦ EL¦ b¤ kargartP¢ab; ab; ¬tM ¬tMNsM NsMNg; Ng;rbs; rbs;kRmalx½NÐ NÐ¦.


4. Uses •

•

• • • •

ebtugTb;TwTkw ¬]> GagTwk¦. k¦. kRmalx½NÐ N niÐ nigFñ wmrbs; mrbs;s
5.

brimaNCaÉkta maNCaÉkta Calculation of material quantities

smÖar³

3

1m

Unit quantity:

cMnYnnY

Ékta

Material

Amount

Unit

su Im:m:g;g;t_t_

380

kg

0.75

m

Cement

μfTMTMhMhM

10 x 20

mm

3

Stone, 10x20mm size

xSac;

0.50

m3

Sand

esovePAbTdæanbec©keTsmU keTsmUlni lniFiFi Xu Xu sgá M sgáat; at;

II-13

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖar³ ar³ nigkarsagsg; gkarsagsg; 6.4 Clause 6.4 Steel reinforcement 1. Composition

sarFatu

bTdæanbec© anbec©keTs keTs

Ingredient

Specification

Edkrelag mm

2

235 N/

minRtU nRtUveRbI veRbIEdkEdlmanTM EdkEdlmanTMhMhM 12mm mm b¤b¤ F CagenaHeT MCagenaHeT luHRta HRta EtmanbgðajenAkñ ú jenAkñ úgKMnUnUrbøg.;

Smooth bars

Not to be used for bar sizes 12mm or bigger unless shown on drawing.

EdkfñaMaMgGMeBA

minRtU nRtUveRbI veRbIEdkEdlmanTM EdkEdlmanTMhMhM 8 mm mm b¤b¤ t cCagenHeT UcCagenHeT luHRta EtmanbgðajenAkñ ú jenAkñ úgKMnUnUrbøg.;

mm

2

400 N/ Deformed bars

Not to be used for bar sizes 8 mm or smaller unless shown on drawing.


PaBs¥at at

EdksrésRtUvEts¥ vEts¥at ehIymi yminmanERcH nmanERcH PaBkxVk;k; b¤ eRbg eRbg

Cleanliness

Steel bars must be clean and free from rust, dirt or oil.

kMNt;cMcNaM MNaMeRbIR)as; R)as;

srésEdkRtUv)anykmkeRbI v)anykmkeRbIelI elIKMKnUnM rbø rU bøg; edayeRbI edayeRbIR)as; )as;kMkMNt;cMcMNaM NaMdUdUcteTA cteTA

Call-up notation

Reinforcing steel is called-up on drawings using the following notation.

TItaMgEdk³ gEdk³  Bar position: 

RbePT nigkarerobcM gkarerobcMEdkelI EdkelIKMnUnrU bøg;

karBBN’ Bi N’nana

Bar call-up type and arrangement

Description

10Ø10@200

TItaM taMg4 Edk 10edIm Ggát;t;p©p it© 10 mm KmøatBI atBIKñKña 200 mm Position 4, 10 bars dia meter 10 mm, spacing 200 mm

10Ø10@200 

Edk 10edIm Ggát;t;p i©t 10 mm KmøatBI atBIKñKña 200 mm TItaM taMg 4 10 bars diameter 10 mm, spacing 200 mm, position 4

TItaM taMg4 g4 EdkGgát;p i©t 10 mm esovePAbTdæanbec© anbec©keTsmUlni lniFiFi Xu Xu M sgá sgáat; at;

II-14

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖ smÖar³ ar³ nigkarsagsg; 6.4 Clause 6.4 Steel reinforcement

Ø10@200 10Ø

KmøatBI atBIKñKañ 200 mm Position 4, diameter 10 mm, spacing 200 mm

Ggátp©p; ©ti 10 mm TItaM taMg4 Diameter 10 mm, position 4

3. Construction techniques

karerobcMEdk Edk

EdksrésRtUverobCaragRkL verobCaragRkLaa eTAtamKmø eTAtamKmøatbgð atbgðajenAkñ ú jenAkñ úgKMnUnUrbøg; ehIydak; ydak; enATItaM taMgEdlRtUvkarkñ vkarkñgeRKÓgbgÁ ú gú eRKÓgbgÁ úsMsM Ng; N M g;ebtu ebtugEdlmanRsTab;karBardU karBardUc)an kMNt;.

Bar arrangement

Reinforcing steel shall be fixed in a grid pattern at the spacing called-up on the Drawings and at the required position in the concrete structure with the specified concrete cover.

Example bar arrangement arrangement (isometri c view)

Ggát;t;p©p©tsrésEdk ti srésEdk

KmøatsrésEdk atsrésEdk

Bar Ø

Bar Spacing

KmøatsrésEdk atsrésEdk Bar Spacing

RbEvgKgelIKñKañ

taragxageRkampþl;l;nUnvvivU viFIFsaRsþ sI aRsþtamTmø tamTmøab;sRmab;RbEvgKgKñaEdlRtUvkar.

Overlap lengths

The following table provides a rule of thumb for the length of overlap required.

muxkat; xkat; ¬mm ¦ Diameter (mm) 6 8 10 12 14


RbEvgKgKña¬mm¦ a ¬mm¦ kñ ú úkñgtM gtMbn; bn;TaBaJ TaBaJ

RbEvgKgKña ¬mm¦ kñ úkñ úgtMbn; bn;sgá sgát;

Overlap (mm) in tension zone 300 400 500 600 700

Overlap (mm) in Compression zone 180 240 300 360 420

II-15

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.4 Clause 6.4 Steel reinforcement 16

Ggát;p©ti begáagGb,brma ¬EdkTm
800

db2

RbEvg

h

db1

480

Ggát;p©ti Edk d (mm ) bar

Length dbar

dbar

RbEvg

db1

Length

Ggát;p©ti begáag Gb,brma Minimum bending diameter

EdkTmk; EdkeRTt Edkkg d (mm ) d (mm ) b2

Bar diameter d bar (mm)

Minimum bending diameters (hooks, stirrups and inclined bars)

<20 20 to 28

b1

Hook, stirrups d 1 (mm) 4 d ar 7 d ar

Inclined bars d 2 (mm) 15 d ar 20 d ar

kRmas;RsTab;karBar ebtug

luHRtaEtmankarbBa¢ak;enAelIKnM rU bøg; RsTab;karBarKYrEtFMCag 20 mm cover should be greater than ebImindUecñaHeT RsTab;karBarelIEdk The 20 mm KYrEtEtCatémøFbM Mputkñ úgcMeNamtémø RsTab;karBarKYrEtFMCag 3 dgén xagsþaM b¤kt¾ émøFMCag. Ggát;p©ti EdkeFV Ikar

Thickness of concrete cover

Unless specified otherwise on the drawings concrete cover over steel bars should be the largest of the following or larger:

The cover should be more than 3 t imes the diameter of the main reinforcement

RsTab;karBarKYEt 20% FMCagTMhM μfGtibrmaEdleRbIR)as;. The cover should be 20% larger than the maximum size of aggregates used

4. Uses

srésEdkBRgwgdUcEdlmanbgðajenAkñ úgKM MnrU bøg;. Steel reinforcement as shown on drawings 5.


smÖar³ Material

srésEdkBRgwg

1 tonne

Unit quantity:

cMnYn

Ékta

Amount

Unit

1.1

tonne

Steel reinforcement


II-16

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.4 Clause 6.4 Steel reinforcement

lYscg

10

kg

Binding wire

Tm¶nE; dk = (maD KitCa m x 7900) KRk 3

Weight of bar = (volume in m3 x 7900) kg

RbsinebI d = Ggát;p i©tEdkKitCa mIlIEm:Rt ¬mm¦ Tm¶n;Edk W d L 0.0062 (K>Rk ) =

2

×

L=

RbEvgEdkKitCa ¬m¦ enaH

×

If d = diameter of bar in mm and L = length of bar in m, 2

W = d

π

×

4

×l ×

7.9 1000

2

or W = d

× L ×

0.0062

Ggát;p©ti ¬mm¦

épÞmuxkat; ¬m ¦

Diameter (mm) 6 8 10 12 14 16

Area (m2) 0.00002826 0.00005024 0.00007850 0.00011304 0.00015386 0.00020096


2

Tm¶n;kñúgRbEvg 1m Weight of 1 m length 0.223 0.397 0.620 0.893 1.215 1.588

II-17


6.5 Clause 6.5 Formwork and Falsework 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

kþarBum<

•

•

•

Formwork

•

•

•

cnÞl;RT

•

Falsework

•

eRbgsRmab;labBum<

•

•

kþarBum < KWCaBum
CnÞl;TRm KWCaTRmbeNþaHGasnñEdlRTkþarBum
eRbgsRmab;labBum< RtUvlabelIépÞénBumEdlb:HCamYynwgebtug edIm,IkarBarebtu ugCab;eTAnwgkþarBum<. eRbgsRmab;labBumR< tUvEtCaeRbg):ara:h IVnEdlmineFV I[mankarERbRbYl BN’ minmanCatiTwk minmankakekAs‘ U nigkkrEdlmin rlay.


II-18

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.5 Clause 6.5 Formwork and Falsework Mould oil

•

•

Mould oil is applied to the faces of the formwork which will be in contact with fresh concrete to prevent the concreting sticking to the formwork. Mould oil shall be a petrol eum distillate non-staining paraffin oil free from water, bituminous and other insoluble residues.


minman None 3. Construction techniques

Bum

•

•

•

Formwork

•

•

•

épÞrbs;sMNg;Edl)ancak;Bum

II-19

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.5 Clause 6.5 Formwork and Falsework

cnÞl;RT

•

•

•

•

Falsework

•

•

•

•

eRbgsRmab;labBum<

•

•

Mould oil

•

•

karedaH Bum< nigcnÞlR; T ecj

•

•

cnÞl;RTRtUveRKag ehIyeFI VeI LIgedIm,Ipþl;nvU BRgwgcaM)ac; nigedIm,IRTbnÞkú Edlsß itenABIelIva edaymin[mansRmut b¤ PaBdabxøagM . enAeBlEdlmankaresñ Is Mu Gñkem: AkarRtUvbBa¢ ÚnkarKNna nigKMnrU bøge; pSg² EdlBak;B½n§eTAkan;GñkRKb;RKgbec©keTs ehIyminRtUvcab;epþ ImeFVkI ar sagsg;enAmuneBlseRmcBIsMNak;Gkñ RKb;RKgbec©keTseLIy. cnÞlR; TEdlminGacsg;enAelIRKwHrwg)an RtUvRTvaedaycnÞl;RTbegÁalRKwH FM²EdlRtUvdak;Kmøat bukcuHeRkam nigdkecjtamlkçN³mankaryl; RBm. sMNg;G½kSkNþal RtUvsg;eLIgedIm,I[eKGacbnÞabvacuHbnþci mþg² nigman PaBdUcKña. Falsework shall be designed and constructed t o provide the necessary rigidity and to support the loads coming upon it without significant settlement or deformation. When requested the Contractor shall submit to the Technical Supervisor calculations and drawings related to the falsework, and shall not commence construction without the prior approval of t he Technical Supervisor. Falsework that cannot be founded on solid footings must be supported by ample falsework piling which shall be spaced, driven, and removed in a manner approved. Arch centering shall be so constructed as to permit its being lowered gradually and uniformly.

eRbgsRmab;labBum
Bum< nigcnÞlR; T RtUvedaHecjtamlMdab;lMedayedayeRbIEdkKas; hameRbI jjÜr. enAmuneBledaHcnÞl;RTecj RtUvBinti üemIlebtug edIm,IFanafa ebtugQan dl;dMNak;kalEdlmanPaBrwgmaMl¥ ¬21 éf¶ sRmab;Fñmw nig kRmalx½NÐ ehIy 48 em:ag sRmab;ssr¦ edIm,IRTTm¶n;rbs;va nigbnÞkú epSg²eTot


II-20

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.5 Clause 6.5 Formwork and Falsework

EdlRtUvsg;enAelIva. RtUveRbIcnÞl;edIm,IC YYyRTeRKÓgbgÁ Msú MNg;. Removal of formwork and falsework

•

•

Formwork and falsework shall be removed gradually using a crowbar not a hammer. Before removal of any formwork the concrete shall be examined to ensure that the concrete has attained sufficient strength (21 days for beams and slab and 48 hours for the columns), to s upport its own weight and any load to be imposed upon it. Props shall be used to support the members.

4. Uses

sRmab;ral;sN M g;ebtugTaMgGs;EdlRtUvkarkþarBum.< All concrete construction requiring formwork moulds. 5.


smÖáar Material

Bum

Unit quantity:

cMnYn

Ékta

Amount

Unit

TItaMgcak;BumÖ

Formwork

1

Net area

m

2

m

2

cnÞl;RT

rab;bBa©lÚ CamYykþarBum<

minRtUvvas;dac;edayELkBIKañ eT

Falsework

Included with formwork

Not measured separately.


II-21


1:1:6

Clause 6.6 Lime Mortar and Render 1:1:6 1. Composition

sarFatu

bTdæ áanbec©keTs

brimaN

Ingredient

Specification

Quantity

su Img: ;t_

su Img: ;t_F μm ta

1

Cement



xSac;eRKIm

μK andI\dæ b¤ sRmam

6


Coarse sand

No clay or organic matter


kMe)ar

kMe)arlayTwk

1

Lime

Hydrated lime


Twk

Twks¥atGacbriePaK)an

220

Water

Clear drinking water


lIR tkñ úg 1m énl,ay b¤ 35.5 lIRt CamYysu Im:gt; _mYy)av Tm¶n; 50 KRk . 3

220 litres per m3 of mix or 35.5 litres per 50 kg bag of cement.


RbsinebIsmuI :g;t_bUk RtUveRbICMnsY su Img: ;tFm μtaenaH mincaM)ac;eRbIkMe)arenaHeT ¬su Im:gt; _bUk KWCasumI :g;t_F μm taEdlmansarFatulkçN³)aøs IÞk¦. If masonry cement is substituted for Ordinary Portland Cement the lime may be omitted (Masonry cement is Ordinary Portland Cement with the addition a plasticizing agent). 3. Construction techniques

karlay

edayéd

Mixing

By hand

kRmas;

kRmas;énRsTab;Rkas;bMptu KW 10 mm.

Thickness 4.

Maximum layer thickness 10 mm.

Uses

smRsbsRmab; Suitable for

tN\dæEdlrYmman\dæeFV IBdI I\ dæ b ¤ BIs Ium:g;t _ \ dæxül;EdleFV IBIsumI :g;t_ nig μf. )ayGrbUkxagkñgú All masonry jointing including clay and concrete bricks, concrete blocks and stone. Internal render (plaster).


II-22


1:1:6

Clause 6.6 Lime Mortar and Render 1:1:6

minsmRsbsRmab;

)ayGrbUkxageRkA.

Not suitable for 5.

External render (plaster).


smÖar³

1 m3

Unit quantity:

cMnYn

Ékta

Material

Amount

Unit

su Im:g;t_

378

kg

1

m

120

kg

Cement

xSac;

3

Sand

kMe)arlayTwk Hydrated lime


II-23


1:4

Clause 6.7 Plain Mortar and Render 1:4 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

su Img: ;t_

su Img: ;t_F μm ta

1

Cement



xSac;eRKIm


4


Coarse sand



Twk

Twks¥atGacbriePaK

220

Water

Clear drinking water

lIRt kñúg 1 m énl,ay b¤ 35.5 lIRt CamYysu Im:g;t_mYy)av Tm¶n; 50KRk. 3

3

220 litres per m of mix or 35.5 litres per 50 kg bag of cement.



karlay

edayéd

Mixing

By hand

kRmas;

kRmas;énRsTab;Rkas;bpM utKW 10 mm.

Thickness 4.

Maximum layer thickness 10 mm.

Uses

smRsbsRmab;

)ayGrbUkxageRkA

Suitable for

External render (plaster).

minsmRsbsRmab; Not suitable for

tMN\dæEdlrYmman\dæeFV IBId\I dæ b¤ BIsuIm:g;t_ \dæxül;EdleFV IBsI Ium:g;t_ nig μf. )ayGrbUkxagkñ úg ¬karbUk¦. All masonry jointing including clay and concrete bricks, concrete blocks and stone. Internal render (plaster).

5.



3

1m

Unit quantity:

II-24


1:4

Clause 6.7 Plain Mortar and Render 1:4

smÖar³

cMnYn

Ékta

Material

Amount

Unit

su Im:g;t_

375

kg

0.99

m3

Cement

xSac; Sand


II-25

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.8 Clause 6.8 Stone wall 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

μf

μfrwgmaM ehIyFn; eRCIserIsTMhM nig RTg;RTayf μedayRbugRby½t ñ edIm,I

cMNuH μf = cMNuHCBa¢aMg

eRbInUvbrimaN)ayGrkñgú cMnYntic bMput. Stone

Strong, durable stone Select stone size and shape carefully to use smallest quantity of mortar

Volume of stone = volume of wall

)ayGr

)ayGr 1:4

30%

Mortar 2.

1:4 Mortar

30% Volume of wall

éncMNuHCBa¢agM

Other requirements

minman None 3.

karRkalf μ

Construction techniques

Stone laying 4.

By hand

edayéd Uses

GaceRbIR)as;CMnsY ebtug μK anEdk)an Can be used instead of mass concrete 5.


smÖar³ Material

μf

3

1m

Unit quantity:

cMnnY

Ékta

Amount

Unit

1.1

m

2.42

)av

3

Stone

su Img: ;t_ Cement


bags

II-26

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.8 Clause 6.8 Stone wall

xSac;

0.32

m3

Sand


II-27

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.9 Clause 6.9 Solid brick wall 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

\dæ

\dæeFVBI Id\I dæ b¤ su Im:gt; _

Bricks

Solid clay bricks –orSolid concrete bricks 90 mm x 45 mm x 190 mm

)ayGr

)ayGr 1:4

Mortar 2.

1:4 Mortar

brimaNsRmab;CBa¢agM 1 m

2

2

Quantity for 1 m of wall

kRmas; 100 mm

kRmas; 200 mm

100 mm thick

200 mm thick

\dæcMnYn 100

\dæcMnnY 200

3

0.021 m

3

0.055 m

Other requirements

RtUvTij\dæ[elIsBIcMnYnEdlRtUvkar eRBaH\dæGacnwgman)ak;Ebk b¤ xUcxat. Always buy more bricks than you need as many bricks will be broken or wasted.

TMhM\dæ

TMhMEdl)anbBa¢ak;enAkñ úgcMNuc 1 KWsRmab;\dæEdlplitedaymankarRtYt Binti ü ehIyRtUv)aneRbIR)as;CaTUeTAkñgú RbeTskm< úCa. bu :Enþ\dæEdlplitenA kñgú RsukGacmanTMhM 80 mm x 40 mm x 170 mm nigtUcCagenH RbsinebI eK GnuBaØat[eRbI b¤ GacTTYlyk)ansRmab;eRbIR)as;kñgú kargarTaMgnH ehIy karvas;Evg nigéføcMNayEdlcaM)ac;edIm,IeqøyI tbeTAnwgtRmUvkarTaMgGs;Rsb tamKMnrU bøg ; nigbTdæanbec©keTsRtUvEtCakarTTYlxusRtUvrbs;Gñkem: Akar.

Brick dimensions

The brick dimensions stated in 1. above are for controlled manufacture bricks customarily used in Cambodia. However locally manufactured brick can come in dimensions 80 mm x 40 mm x 170 mm and smaller, if these are offered and accepted for incorporation in Works then measures and costs necessary to meet all other requirements of the Drawings and Specification shall be borne by the Contractor.


karerob\dæ

erobedayéd

Bricklaying

By hand


II-28

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖ smÖar³ ar³ nigkarsagsg; 6.9 Clause 6.9 Solid brick wall

kargarerob\dædb; db; ¬kRmas; ¬kRmas; \dædb; db; RtUverobeLI erobeLIgedayeRbI gedayeRbIR)as; R)as;vi Fm taKW 100 mm¦ FIerobbu erobburaNnU raNnUvkarP¢ vkarP¢ab; ab;\dæ \dæedayerob edayerob μtaKW Single skin brickwork tambeNþayCBa¢ ayCBa¢agEdlvapþ MaMgEdlvapþl;l;[ (nominal thickness 100 mm) CBa¢aMaMg nUvkRmas; vkRmas;Rtw RtwmEtBak;kNþ kNþal énRbEvg\dæbubueNÑ e: NÑaH¬RbEvgbeNþ aH¬RbEvgbeNþay \dæ¦. cMeBaHCBa¢ eBaHCBa¢aMaMgEdlsg;eLI eLIg eday\dæmimnRtU inRtUverob[muxtM xtMNBI NBIrCab; rCab; Kña rt;Rtg;KñKñaenaHeT. aenaHeT. cMeBaHCBa¢ eBaHCBa¢agEdlRtg; MgEdlRtg;TaMgenHmi genHminEmn nEmn CabBaðaenaHeT edayRKan;Etlyecj Etlyecj RbEvgBak;kNþ kNþal\dæ al\dæenARtg; enARtg;mumxtM uxtMN nImYmy²b: Yy²b:eNÑ eu NÑaH. aH. Single skin brickwork shall be built using the traditional Stretcher bond which provides a wall just a half brick (length) wide. As with any wall built of brick, no two adj acent vertical joints should be in line. With a straight wall this is not a problem, just offset each course by half a brick.

enAeBlEdlerobCaEkgenAEpñkxag kxag cugénCY u u génCYrRtg; rRtg;enaHmþgeTot minman nman bBaðaGV aGV IeT edayRKan;EteRbI EteRbIviFIbgçaM edayqøas; as;ral;Cr\dæ rY \dæénRCu énRCugCBa¢ gCBa¢aMaMg TaMgBI gBIr. r. When turning a corner at the end of a straight run again causes no problems, just interlock the two runs of bricks on every other course.


II-29

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖar³ ar³ nigkarsagsg; gkarsagsg; 6.9 Clause 6.9 Solid brick wall

enAeBlEdler enAeBlEdler bP¢ab;b;eTAnw TAnwgCBa¢ gCBa¢aMaMg caM)ac;RtUveRbI veRbI\dæ \dæEdlmanRbEvg EdlmanRbEvg 3¼4 cMnYnYnBI nBIr ¬\dæBN’ BN’ex e μx A- enAelIépÞTaMg sgxagénCBa¢aMaMg¦ g¦ enAelIépÞ épÞCBa¢aMaMg edayrMlgCYredkmY redkmYy². y². When joining into a wall part way along the wall, it is necessary to use two ¾ length bricks (coloured black - one on either side) on t he main face of the wall on every other course.

1st course

2nd course

μtaKW \dæémÖ émÖ ¬kRmas; ¬kRmas;CaFm taKW \dæémÖ RtUvsagsg; vsagsg;eLIgedayeRbI gedayeRbI R)as;viFP¢PI ¢ab; ab;EbbGg; EbbGg;eKø eKøsEdleFV sEdleFVI 200 mm ) [CBa¢aMaMgmankRmas; gmankRmas;es e μs InwnwgRbEvg beNþayén\dæ ayén\dæmYmydu Yydu.M cMeBaHCBa¢ eBaHCBa¢aMaMg Edlsg;eLI eLIgeday\dæ geday\dæ minRtU nRtUverob verob [muxtM xtMNBIrCab; rCab;KñKñart;Rtg; Rtg;KñKñaenaHeT. Double skin brickwork (nominal thickness 200 mm)

Double skin brickwork shall be built using English bond which provides a wall one brick (length) wide. As with any wall built of brick, no two adjacent vertical joints should be in line.

cMeBaHCBa¢ eBaHCBa¢ ¢aMaMgEdlRtg; gEdlRtg; KW KWminmanbBaða GV IeTedayRKan; eTedayRKan;Eterobqøas; as;KñKañ dak; \dæbeNþ beNþaymY aymYyRsTab; yRsTab; ni nigTTw gTTwgmY gmYy RsTab; edaymu edaymuxtM xtMNnImYmy²én\dæ Yy²én\dæb eNþaysß aysß itenAcM tenAcMkNþ kNþal\dæ al\dæTTw TTwg.

esovePAbTdæanbec© anbec©keTsmUlni lniFiFi Xu Xu M sgá sgáat; at;

II-30

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖ smÖar³ ar³ nigkarsagsg; 6.9 Clause 6.9 Solid brick wall With a straight wall this is not a problem, it is just alternate courses of headers and stretchers with each joint on the stretcher course centred on a header brick on the course below.

enAeBlEdlerobEkg enAxagcugén gén CYrnI rnImYmy² Yy² RtUveRbI veRbI\dæ \dæEdlkat; Edlkat;CaBak; CaBak; kNþaltambeNþ altambeNþay ay ¬\dæBN’ BN’e μx A¦ enAelICYCrnI rY nImYmy². Yy². \dætan;k¾kGaceRbI G¾ aceRbI CMnYns\dæ sY \dæEdlkat; Edlkat;enH)anEdr. enH)anEdr.

1st course

cMeBaHkartP¢ eBaHkartP¢ab; ; ab; ;eTAnwgCBa¢ gCBa¢agenA MgenA cm¶aymYytambeNþ ytambeNþayCBa¢ ayCBa¢aMaMg KWdUdUc KñaeTAnw aeTAnwgkarerobEkgEdr gkarerobEkgEdr xusRtg; sRtg;fa fa eKRtUvkar\dæ vkar\dækat; kat;Rtg; Rtg;kEnø kEnøgP¢ab; ab;eTA eTA nwgCBa¢ gCBa¢aMaMgrM grMlgCY lgCYrmY rmYyeTACYrmY rmYy. y. When turning a corner at the end of a straight run needs the use of brick cut in half lengthwise (coloured black) on each course. Solid bricks can also be used.

2nd course

Joining into a wall part way along the wall, is the same as for the end turn except that the cut bricks are only needed on every other course. 4 Uses

100

200

mm

CBa¢aMaMgerob\dæ gerob\dæsRmab; sRmab;sNg; N M g;GaKarepSg²

mm

sRmab;RKw RKwH. CBa¢aMaMg\dæ g\dærhUteTAdl; teTAdl;nIvU: énCan; énCan;pal; aÞ l;dIdI

Brick walls for buildings

Foundations. Brick walls up to ground floor level

5.

brimaNCaÉkta maNCaÉkta Calculation of material quantities


1 m2

Unit quantity:

II-31

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.9 Clause 6.9 Solid brick wall

smÖar³ Material

\dæ

cMnYn

Ékta

Amount

Unit

100mm

200mm

100

200

Bricks

su Img: ;t_

pieces 0.15

0.38

Cement

xSac;

dM u dM u )av bags

0.023

0.061

m3

Sand


II-32

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.10 Clause 6.10 Hollow brick wall 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

\dæ

\dæRbehageFVIBId\I dæ

Bricks

Hollow clay bricks 90 mm x 90 mm x 190 mm

)ayGr

)ayGr 1:4

Mortar 2.

1:4 Mortar

brimaNsRmab;CBa¢aMgTMhM 1 m

2

2

Quantity for 1m of wall

kRmas; 100 mm

kRmas; 200 mm

100 mm thick

200 mm thick

\dæcMnYn 50

\dæcMnnY 100

0.0139

m 3

0.037

m

3

Other requirements

RtUvTij\dæ[elIsBIcMnYnEdlRtUvkar eRBaH\dæGacnwgman)ak;Ebk b¤ xUcxat. Always buy more bricks than you need as many bricks will be broken or wasted.

TMhM\dæ

TMhMEdl)anbBa¢ak;enAkñ úgcMNuc 1 KWsRmab;\dæEdlplitedaymankarRtYt Binti ü ehIyRtUv)aneRbIR)as;CaTUeTAkñ úgRbeTskm< úCa. bu :Enþ\dæEdlplitenA kñgú RsukGacmanTMhM 80 mm x 80 mm x 170 mm nigtUcCagenH RbsinebI eKGnuBaØat[eRbI b¤ GacTTYlyk)ansRmab;eRbIR)as;kñgú kargarTaMgenH ehIykarvas;Evg nigéføcMNayEdlcaM)ac;edIm,Ieqø IytbeTAnwgtRmUvkarTaMg Gs;RsbtamKMnrU bøg; nigbTdæanbec©keTsRtUvEtCakarTTYlxusRtUvrbs;Gñk em:Akar.

Brick dimensions

The brick dimensions stated in 1. above are for controlled manufacture bricks customarily used in Cambodia. However locally manufactured brick can come in dimensions 80 mm x 80 mm x 170 mm and smaller, if these are offered and accepted for incorporation in Works then measures and costs necessary to meet all other requirements of the Drawings and Specification shall be borne by the Contractor.


karerob\dæ

edayéd

Bricklaying

By hand


II-33

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.10 Clause 6.10 Hollow brick wall

kargarerob\dædb; ¬kRmas; Fm μtaKW 100 mm¦ Single skin brickwork (nominal thickness 100 mm)

\dæ 10 RtUverobeLIgedayeRbIR)as; viFIerobburaN edayeFI Vkarerob\dæ eTAtambeNþayCBa¢aMg EdlvanaM[CBa¢agM mankRmas;RtwmEt Bak;kNþalénRbEvg \dæb :ueNÑaH ¬RbEvgbeNþay \dæ¦. cMeBaHCBa¢agM Edlsg;eLIg eday\dæminRtUverob[ muxtMN 2Cab;Kañ rt;Rtg;Kañ enaH eT.

Elevation – Stretcher bond

cMeBaHCBa¢aMgEdlRtg;TaMgenHminEmn CabBaðaenaHeT edayRKan;Etly ecjRbEvgBak;kNþal\dæenARtg; muxtMNnImYy²b: ueNÑaH. Single skin brickwork shall be built using the traditional Stretcher bond which provides a wall just a half brick (length) wide. As with any wall built of brick, no two adja cent vertical joints should be in line. With a straight wall this is not a problem, just offset each course by half a brick.

enAeBlEdlerobCaEkgenAEpñkxag cugénCYru Rtg;enaHmþgeTot minman bBaðaGV IeT edayRKan;EteRbIviFbI gçaM edayqøas;ral;CrY \dæénRCugCBa¢aMg TaMgBIr. When turning a corner at the end of a straight run again causes no problems, just interlock the two runs of bricks on every other course.


II-34


enAeBlEdlerobP¢ab;eTAnwgCBa¢aMg caM)ac;RtUveRbI\dæEdlmanRbEvg 3¼4 cMnYnBIr ¬\dæBN’e μx A- enAelIépÞTaMg sgxagénCBa¢aMg¦ enAelIépÞCBa¢aMg edayrMlgCYredkmYy² When joining into a wall part way along the wall, it is necessary to use two ¾ length bricks (coloured black - one on either side) on the main face of the wall on every other course.

kargarerob\dæémÖ ¬kRmas; \dæémÖRtUvsagsg;eLIgedayeRbI μtaKW 200 mm ¦ Fm R)as;viFPI ¢ab;EbbGg;eKøsEdleFIV [CBa¢aMgmankRmas;e μs Ingw RbEvg beNþayén\dæmYydu.M cMeBaHCBa¢aMg Edlsg;eLIgeday\dæminRtUverob[ muxtMN 2Cab;Kñart;Rtg;Kañ enaHeT. Double skin brickwork (nominal thickness 200 mm)

1st course

2nd course

Elevation – English bond

Double skin brickwork shall be built using English bond which provides a wall one brick (length) wide. As with any wall built of brick, no two adjacent vertical joints should be in line.

cMeBaHCBa¢ ¢aMgEdlRtg; KWminmanbBaða GVeI TedayRKan;Eterobqøas;Kñaeday dak;\dæbeNþaymYyRsTab; nigTTwg mYyRsTab; edaymuxtMNnImYy² én\dæbeNþaysßti enAcMkNþal\dæ TTwg. esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-35

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.10 Clause 6.10 Hollow brick wall With a straight wall this is not a problem, it is just alternate courses of headers and stretchers with each joint on the stretcher course centred on a header brick on the course below.

enAeBlEdlerobEkg enAxagcugén CYrnImYy² RtUveRbI\dæEdlkat;CaBak; kNþaltambeNþay ¬\dæBN’e μx A¦ enAelICrY nImYy². \dætan;kG¾ aceRbI CMnsY \dæEdlkat;enH)anEdr.

1st course

cMeBaHkartP¢ab; ;eTAnwgCBa¢agM enA cm¶aymYytambeNþayCBa¢aMg KWdUc KñaeTAnwgkarerobEkgEdr xusKñaRtg; fa eKRtUvkar\dækat;Rtg;kEnøgP¢ab; eTAnwgCBa¢aMgrMlgCYrmYyeTACYrmYy. When turning a corner at the end of a straight run needs the use of brick cut in half lengthwise (coloured black) on each course. Solid bricks can also be used. Joining into a wall part way along the wall, is the same as for the end turn except that the cut bricks are only needed on every other course.

2nd course

Plan – English bond

4. Uses

100 mm

CBa¢agM \dæsRmab;sMNg;GaKarepSg² Brick walls for buildings

200 mm

sRmab;RKwH Foundations.

5.



1 m2

Unit quantity:

II-36


smÖar³ Material 100

\dæ

mm

cMnnY

Ékta

Amount

Unit 200

mm

50

100

pieces

0.10

0.26

)av

Bricks

su Im:g;t_ Cement

xSac;

bags 0.015

0.041

m3

Sand


II-37

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.11 Clause 6.11 General Excavation and Earthworks 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

dIbMeBj

bMeBjedayeRbIRbePTTI1 RbePTTI2 RbePTTI3 b¤ RbePTepSg²eTotdUc Edl)anbBa¢ak;.

Backfill 2.

Type 1, Type 2 or Type 3 fill or as otherwise specified.

Other requirements


karsm¥atdIRsTab;elI

•

•

•

Topsoil strip

• • •

karCIkdI

•

•

•

•

•

•

Excavation

• • • •

RtUvsm¥atdIRsTab;elIecjTaMgGs;enAkñ úgTItaMgsagsg; RtUvykf μecjBId)I atRKwHTaMgGs;sRmab;eRbIR)as;enAeBleRkay minRtUvcak;KrdIEdl)anCIk[elIsBIkm
Rtg;TtI aMg nigCeRmAEdlmanenAkñúgKMnrU bøg; RtUvykecjnUvbMENk b¤ b£srukçCati b¤ rUgstVBIkEnøgEdlkay RtUvdak;TRmCabeNþaHGasnñedIm,IrkSakarCIk[sßti kñ úglkçxNÐsuvti ßPaB RtUvykTwkecjBIkEnøgkay ehIyrkSaPaBs¶ ÜtsRmab;karGnuvtþkargar EdlsmRsb. kEnøgkayRtUvTukcMhkñ úgry³eBlxø IbMputtamEdlGaceFVIeTA)an RtUvsm¥at nigbgðab;)atkEnøgkayenAmuneBldak;smÖar³sRmab;kargar epSg². To location and depth on the drawings; Remove all vegetative matter and roots and burrows from excavations; Provide temporary support to maintain excavation in safe condition; Remove water from excavation and keep dry for proper execution of


II-38

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.11 Clause 6.11 General Excavation and Earthworks • •

works. Excavations should be left open as short a time as possible. Clean and compact base of excavation prior to place materials for the Works.

dIbMeBj

bMeBjdIeTAkñ úgkEnøgkayCaRsTab;²edIm,Ibgðab; min[elIsBIkRmas; mm eLIysRmab;RsTab;nImYy. dIbMeBjRtUvEteRsacTwk edIm,IeFV I[kan;Ethab;.

Backfill

Backfill excavation in compacted layers not thicker than 150 mm. Backfill shall be sprinkled with water to aid compaction.

150

4. Uses

karkaysRmab;GaKar sMNg; pø ÚvTwk nigkargarlb;dI. Excavation for buildings, structures, channels and buried works. 5.


1 m3

Unit quantity:

brimaNEdlRtUvvas;EvgsRmab;karcMNayKWCacM MNuHénkarkay RtUvvas;bBaÄrcab;BRI BMEdnxageRkAénkar garenaH b¤ GacKittamKMnrU bøgE; dlmanbgðaj. mincaM)ac;cN M ayR)ak;sRmab;lMheFV IkarenaHeT. Quantity measured for payment to be volume of excavation measured vertically from the outer limit of the works or as otherwise shown by the drawings. Working space shall not be paid.

karcak;dIbeM BjEdlRtUvvas;EvgsRmab;karTUTat; KWCabrimaNdIEdlcak;lb;elIkargarEdlvas;bBaÄrcab; BIRBMEdnxageRkAénkargar. Backfill measured for payment to be volume of fill to cover works measured vertically from the outer limit of the works.


II-39

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.12 Clause 6.12 Excavation and Earthworks for Embankments and Channels 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

dIbMeBj

RbePTTI 1 RbePTTI 2 RbePTTI3 b¤ RbePTepSgeTotdUcEdl )anbBa¢ak;

Backfill 2.

Type 1, Type 2 or Type 3 fill or as otherwise specified.

Other requirements

karCIkdIecjBIval b¤ eRkamtYp Úøv elIkeRkabRBMEdnn½rm:al;EdlTabbMputén karCIk EdlmanbgðajenAkñ úgKMnrU bøg ; b¤ enAxageRkamExSdI edIm,IykecjnUv vtß úEdlminsmRsb nigenAeRkamExSdI EdlenAeRkamtYp ÚøvelIkEdlCakEnøg RtUvkar[mankarbgðab;Cafñak;² b¤ epSgBIenHdUcEdl)anENnaM. Excavation required in cuts or under embankments below the lowest normal limit of excavation indicated o n the Drawings or below ground line, for the removal of unsuitable material, and below the ground l ine under embankments where benching is required, or as otherwise directed. 3. Construction techniques

karsm¥atdIRsTab;elI

•

•

•

Topsoil strip

• • •

smÖar³EdlminsmRsb

•

•

RtUvsm¥atdIRsTab;elIecjTaMgGs;enAkñ úgTItaMgsagsg; RtUvykf μecjBId)I atRKwHTaMgGs;sRmab;eRbIR)as;enAeBleRkay minRtUvcak;KrdIEdl)anCIk[elIsBIkm
dI\dæ nigdIl,ay vtßúBukpuyBIF μm Cati dI EdlmanpÞúk b£seQI es μ A nigkemÞc kmÞ IepSg²BIrukçCati KWCasmÖar³EdlminsmRsbsRmab;)atRKwH b¤ karcak; bMeBj. vtß úEdlminsmRsb RtUvEtCIkecjBIeRkamkm

II-40

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.12 Clause 6.12 Excavation and Earthworks for Embankments and Channels Unsuitable material

•

•

karCIk

•

•

•

•

•

Excavation

• • •

• •

Highly organic clays and silts, peat, soils containing large amounts of roots, grass and other vegetable matter are unsuitable materials for subgrade or fill. Unsuitable material shall be excavated below sub-grade level in cut and below embankment foundation level to the depth directed by the Technical Supervisor the excavation shall be backfille d with material and in a manner as for the specified embankment fill.

Rtg;TItaMg nigCeRmAEdlmanenAkñúgKMnrU bøg; RtUvCRmHecjnUvbMENk b¤ b£srukCç ati b¤ rUgstVBIkEnøgCIkkkay RtUvykTwkecjBIkEnøgkay ehIyrkSaPaBs¶ ÜtsRmab;karRbtibtþ ikargar EdlsmRsb. kEnøgkayRtUvTukcMhkñ úgry³eBlxøbI Mptu tamEdlGaceFV IeTA)an RtUvsm¥at nigbgðab;)atkEnøgkayenAmuneBldak;smÖar³kargarepSg². To location and depth on the drawings; Remove all vegetative matter and roots and b urrows from excavations; Remove water from excavation and keep dry for proper execution of works. Excavations should be left open as short a time as possible. Clean and compact base of excavation prior t o placing materials for the Works.

4. Uses

karCIkdI nigkargardIsRmab;tYpøvÚ elIk nigpø ÚvTwk Excavation and Earthworks for Embankments and Channels 5.


1 m3

Unit quantity:

brimaNEdlRtUvvas;EvgsRmab;karcMNayKWCacMNuHénkarkay RtUvvas;CabBaÄrcab;BRI BMEdnxageRkAén kargarenaH b¤ GacKittamKMnrU bøg;Edlmanbgðaj. mincaM)ac;cMNayR)ak;sRmab;lMheFVkI arenaHeT. Quantity measured for payment to be volume of excavation measured vertically from the outer limit of the works or as otherwise shown by the drawings. Working space shall not be paid.


II-41


1

Clause 6.13 Fill Type 1 (shaping and compaction by hand) 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

Any natural soil (clay, sand, gravel etc).

No particles bigger than half of layer thickness (depending on compaction technique: see below).

dIF μm CatiRKb;RbePT ¬dI\dæ min[manRkYsEdlmanTMhMFMCagBak;kNþalénkRmas;RsTab; ¬eday dIxSac; RkYs CaedIm¦. Ep¥kelIbec©keTsénkarbgðab;³ sUmemIlenAxageRkamenH¦. minRtUvmansRmam kaksMNl;EdlminekItmkBIF μm Cati b¤ smÖar³RKb; RbePTTaMgGs;EdlminmanesßrPaB.

No organic matter, non-natural waste or unstable materials of any kind.

Twk Water 2. Other requirements

cMNuHTwk

cMNuHesIméndIcak;bMeBj RtUvesImdUcKñaTaMgGs;. kþab;drI YclavijebIsinCasac;dI enACab;bnÞab;BIla)atédenaHdImansMeNIm μl m.

Water content

Moisture content of fill to be shall be uniformly moist to touch.

kareFV Ietsþ

dIbMeBjrYcral;ehIy b¤ RsTab;bMeBjEdl)anRtYtBinti üeday GñkRKb;RKg kardæan RtUveFV IetsþCamYynwg DCP [)anjwkjab; min[ticCag 1dg sRmab; épÞdbI MeBjTMhM 300m . kEnøgEdllT§pleFV Ietsþrbs; DCP elIsBI 30 mm¼ sMBg RtUvbgðab;sarCaf μ I b¤k¾BRgayCaf μ IeLIgvij ehIybgðab;mþgeTot rhUtTal;Et lT§plvas;rbs; DCP 30 mm /sMBg. 2

≤

Testing 3.

Completed fill or fill layers as inspected by the Supervisor shall be tested with DCP at a frequency not less than one test for 300 m2 fill area. Areas where DCP results exceed 30 mm/blow shall be re-compacted, or reworked and re-compacted until DCP results ≤ 30 mm/blow.


karerobcMRKwHsRmab; tYp ÚøvelIk

•

sRmab;sN M g;p Úvø fñl;EdlépÞdIs ißtenAkñ úgRsTab;)atRKwH b¤ sß itenAeRkam km

II-42


1

Clause 6.13 Fill Type 1 (shaping and compaction by hand)

•

Preparation of foundation for embankment

•

•

karcak;beM Bj nigeKo

•

•

Placing and shaping

•

•

kareRsacTwk

•

•

Watering

•

•

bnÞab;mkRtUvbgðab;épÞdI[hab;CeRmA 150mm . kEnøgEdlmantYp ÚøvelIkcas; EdlnwgRtUvelIktY μf IenaH EpñkxagelI nig EpñkCRmaléntYp ÚøvelIkcas;enaH RtUvdkykrukCç atiepSg nigb¤seQIecj ehIyeyIgRtUvykvaecj[dl;km
RtUvcak;dCI aRsTab;[RsbtamviFsI aRsþkñgú karbgðab; RtUveRsacTwk nig eKoedayéd muneBlbgðab;. μ I ehIymankRmas; 50 mm dUc)an épÞEdl)ancak;bMeBjrYcral;RtUvEtes bgðajenAkñ úgKMnrU bøg;. Soil to be placed in layers according to compaction method, watered and shaped by hand before compaction. Completed surface of fill to be smooth and withi n 50 mm of lines shown on drawings.

dIRtUvdak;CaRsTab; ehIyTwkRtUveRsacmuneBleKo. RtUveRsacTwkrhUtTal;EtTwkehórecjBIépÞdI . rg;caMrhUtdl;TwkRCabcUl eTAkñ úgdIsin eTIbGaceKo nigbgðab;. Soil should be placed in rough layer and water poured before final shaping. Pour water until the water begins to flow off the surface of the soil. Wait for the water to seep into the soil before final shaping and compaction.

karbgðab;

RtUvdak;CaRsTab;EdlmankRmas; 100 mm ehIybgðab;edayéd.

Compaction 4.

Place in layers 100 mm thick and compact by hand.

Uses


II-43


1

Clause 6.13 Fill Type 1 (shaping and compaction by hand)

smRsbsRmab;

dIbMeBjTUeTAEdlsRmutminxøaMg.

Suitable for

General earth fills where settlement is not important.

minsmRsbsRmab;

RKwHsMNg;GaKar pø Úvfñl; TMnb;

Not suitable for

Foundations for buildings. Roads. Earth dams.

5.


1 m3

Unit quantity:

brimaNEdlRtUvvas;EvgsRmab;cMNayKWCabrimaNéndIbeM BjbnÞab;BIkarcak; nigkarbgðab;. Quantity measured for payment to be volume of fil l after placing and compaction.

dIbMeBjeRkABIbnÞat;Edl)anbgðajenAelIKnM Urbøg; minRtUvvas;EvgsRmab;karcMNayéføenaHeT. Fill placed outside lines shown on drawing should not be measured for payment.


II-44


3

Clause 6.14 Fill Type 3 (machine shaping and compaction) 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

Any natural soil (clay, sand, gravel etc).

Suitable for compaction using the equipment that is available. Minimum 30% of particles by weight passing 2 mm sieve. Minimum 95% of particles by weight passing 60 mm sieve. No particles bigger than half of layer thickness (depending on compaction technique: see below) No organic matter, non-natural waste or unstable materials of any kind.

dIF μm CatiRKb;RbePT ¬dI\dæ smRsbsRmab;karbgðab;EdleRbIR)as;]bkrN_Gacrk)an. dIxSac; RkYs CaedIm¦. cMnYnGb,brma 30% énPaKl¥ti qøgkat;kE®Ba©gRkLaTMhM 2 mm. cMnnY Gb,brma 95% énPaKl¥ti qøgkat;kE®Ba©g;RkLaTMhM 60 mm. min[manRkYsEdlmanTMhMFCM agBak;kNþalénkRmas;RsTab; ¬edayEp¥kelI bec©keTsénkarbgðab;³ sUmemIlenAxageRkamenH¦ min[man rUbFatusrIragÁ kaksMNl;EdlminekItmkBIF μm Cati b¤ smÖar³RKb;RbePTTaMgGs;Edlminman esßrPaB.

Twk Water 2. Other requirements

cMNuHTwk

cMNuHesIméndIcak;beM BjRtUvesImdUcKñaTaMgGs;. μm. kþab;dIrcY lavijebIsinCasac;dI enACab;bnÞab;BlI a)atédenaHdImansMeNIml

Water content

Moisture content of fill to be shall be uniformly moist to touch.

kareFV Ietsþ

dIbMeBjrYcral;ehIy b¤ RsTab;bMeBjEdl)anRtYtBinti üedayGñkRKb;RKg kardæanRtUveFV IetsþCamYynwg DCP [)anjwkjab; min[ticCag 1dg sRmab; épÞdIbMeBjTMhM 300m . kEnøgEdllT§pleFV Ietsþrbs; DCP elIsBI 15mm ¼sMBg RtUvbgðab;sarCaf μ I b¤k¾BRgayCaf μ IeLIgvij ehIybgðab;mþgeTot rhUtTal;EtlT§plvas;rbs; DCP 15mm /sMBg. 2

≤

Testing

Completed fill or fill layers as inspected by the Supervisor shall be tested with DCP at a frequency not less t han one test for 300 m2 fill area. Areas where DCP results exceed 15 mm/blow shall be re-compacted, or reworked and re-compacted until DCP results ≤ 15 mm/blow.


II-45


3

Clause 6.14 Fill Type 3 (machine shaping and compaction) 3. Construction techniques

kardak; nigkareKo

dIRtUvcak;CaRsTab;[RsbtamviFIsa®sþkgñ ú karbgðab; RtUveRsacTwk nig eKoBRgabedaym:asu InmuneBlbgðab;.

Placing and shaping

Soil to be placed in layers according to compaction method, watered and shaped by grader before compaction.

épÞEdl)ancak;beM BjrYcral;RtUveFV I[relag ehIymankMms; 50 mm dUc)anbgðajenAkñ úgKMnrU bøg;. Completed surface of fill to be smooth and within 50mm of lines shown on drawings.

kareRsacTwk

enAeBlEdlRtUveRsacTwk KYreRsaceTAelIdIenAmuneBleKoseRmceday eRbIm:asu InBRgab. KYreKodIEdleRsacTwkrYcRtLb;cuHeLIgedaym:asu IncMnnY 3dg edIm,IFanafa Twk nigdI )anlaybBa©lÚ muneBleKoseRmccugeRkay.

Watering

When water is needed, is should be sprayed onto the soil before final shaping with the grader. Three passes of the grader should be made to ensure mixing of the soil with the water, before final shaping.

karbgðab;

karbgðab;RtUveRbI WruLkÚ ni elIkRmas;RsTab; ehIyRtUvkineRcIndg[Rsbtam taragviFIsaRsþkñgú karbgðab;.

Compaction

Compaction to be by roller with layer thicknesses and number of passes according Compaction Methods table.

4. Uses

smRsbsRmab;

pø Úvfñl;sRmab;cracrN_RbePTRsal TMnb;dsI Rmab;Tb;TwkEdlmankm
Suitable for

Roads carrying light traffic Earth dams where height of water retained is less than 3 m. General earth fills.

minsmRsbsRmab;

RKwHGaKarCaGcié®nþy_ pø Úvfñl;sRmab;cracrN_RbePTF¶n ; b¤ pøvÚ Gu ‘tebTImINW b¤ pø ÚvRkalebtug. TMnb;dsI Rmab;Tb;TwkEdlmankm
Not suitable for

Foundations for permanent buildings Roads carrying heavy traffic or with bitumen or concrete surface. Earth dams where height of water retained is more than 3 m.


II-46


3

Clause 6.14 Fill Type 3 (machine shaping and compaction) 5.


1 m3

Unit quantity:

brimaNEdlRtUvvas;EvgsRmab;cMNayKWCabrimaNéndIbMeBjbnÞab;BkI arcak; nigkarbgðab;. Quantity measured for payment to be volume of fill after placing and compaction.

dIbMeBjeRkABIbnÞat;Edl)anbgðajenAelIKnM Urbøg; minRtUvvas;EvgsRmab;karcMNayéføenaHeT. Fill placed outside lines shown on drawing should not be measured for payment.


II-47

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.15 Clause 6.15 Sub-foundation gravel 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

μf TMhMFMbMput mm

μfl¥ti b¤ RkYsTMhMGtibrma mm. μK andI\dæ b¤ sRmam

Stone, maximum size 60 mm

Quarry stone or gravel, maximum size 60mm. No clay or organic matter

60

xSac; Sand 2.

60

μK andI\dæ b¤ rUbFatusrIragÁeT No clay or organic matter

2



1



Other requirements


karlay

edayéd

Mixing

By hand

karbgðab;

kRmas;RsTab;Gtibrma 100 mm ¬sRmab;karbgðab;edayéd¦ kRmas;RsTab;Gtibrma 200 mm ¬sRmab;karbgðab;edaym:asu In¦ eRsacTwkmuneBlbgðab;rYc bgðab;edayh μt;ct;edayeRbI eCIgdMrI b¤ ma:s Iun bgðab;.

Compaction 4.

Maximum layer thickness 100 mm (for hand compaction) Maximum layer thickness 200 mm (for machine compaction) Pour water before compacting then compact thoroughly with rammer (elephant’s foot) or with compacting machine.

Uses

RKwHbRmugénGaKar nigsMNg;xñattUc Sub-foundations to buildings and small structures. Not to be used for foundations to bridges or to irrigation structures.


II-48

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.15 Clause 6.15 Sub-foundation gravel 5.


smÖar³ Material

μf

1 m3

Unit quantity:

cMnYn

Ékta

Amount

Unit

1

m3

0.5

m

Stone

xSac;

3

Sand


II-49

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.16 Clause 6.16 Pipe bedding 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

μfTMhMGtibrma mm 20

Stone, maximum size 20 mm

xSac; Sand 2.

μfl i¥t b¤ RkYs TMhMGtibrma mm. PaK énbrimaNs¶ Üt μK andI\dæ b¤ sRmam 20

Quarry stone or gravel, maximum size 20mm. No clay or organic matter



2

3


1

PaK 3 énbrimaNs¶ Üt


Other requirements


karlay

edayéd

Mixing

By hand

karcak; nigkarbgðab;

RtUvcak; nigbgðab;edayéd edIm,ITb; Tueyaxagkñ úgénlUbgð Úr. kRmas; RsTab;Gb,brmamandUcxageRkam³ lU 300 mm : 75mm lU 400 mm : 75mm lU 500 mm : 80 mm lU 600 mm : 100mm lU 800 mm : 150 mm lU 1 000mm : 200mm

RTnab;lU Pipe bedding

90º

•

•

•

RkYsbRmug 2 Sub-foundation gravel

•

•

•

Placing and Compaction

Placed and compacted by hand to support pipes sections in culvert. Minimum layer thickness as follows: 300 mm pipe: 75 mm •


II-50

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.16 Clause 6.16 Pipe bedding • • • • •

400 mm pipe: 500 mm pipe: 600 mm pipe: 800 mm pipe : 1,000 mm pipe:

75 mm 80 mm 100mm 150mm 200mm

4. Uses

sRmab;Tb;leU nAEpñkxageRkampøÚvEdlmancracrNRsal². sRmab;leU Rkampø ÚvFM² RtUveRsabedayebtug. Support pipe sections in culvert beneath road with light traffic. For major roads culverts should be surrounded by concrete. 5.


smÖar³ Material

μf

3

1m

Unit quantity:

cMnYn

Ékta

Amount

Unit

1

m3

0.5

m3

Stone

xSac; Sand


II-51

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.17 Clause 6.17 Graded Filter 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

RkYs b¤ μfl¥ti b¤ xSac;

RkYs μfl i¥t b¤ xSac;Edls¥at rwg ehIyFn; ehIy μK ansRmam dI\dæ nigsarFatu GaRkk;epSg². RkYsRkhm b¤ vtß úEdleFV IBIebtug minRtUveRbIeLIy.

Gravel or crushed rock or sand

Hard, durable clean gravel or crushed rock or sand and free from organic material, clay balls and other deleterious substances. Laterite or concretionary materials shall not be used.

RkYs b¤ μfl¥ti RtUvRsbeTA TMhMkERBa©gErg tamTMhMdUcxageRkam Gravel and crushed rock shall conform to one of the following gradings.

Sieve size 50 mm 37.5 mm 25 mm 19.5 mm 10 mm 4.75 mm 2.00 mm 0.425 mm 0.075 mm

PaKryKittamTm¶nq; øgkat; B 100 70 – 100 55 – 85 50 – 80 40 – 70 30 – 60 20 – 50 10 – 30 0–2

xSac;RtUvRsbeTAtamTMhM dUcxageRkam

TMhMkE®Ba©gErg

Sand shall conform to the following grading.

Sieve size 10 mm 4.75 mm 1.18 mm 0.300 mm 0.150 mm

Percentage by weight passing C D 100 75 – 100 100 60 – 90 70 – 100 45 – 75 58 – 75 30 – 60 35 – 65 20 – 50 25 – 50 10 – 30 15 – 30 0–2 0–2

E 100 45 – 80 30 – 60 20 – 35 0–2

PaKryKittamTm¶nq; øgkat; Percentage by weight passing A 100 95 – 100 45 – 80 10 – 30 2 – 10


minman None. 3.


II-52

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.17 Clause 6.17 Graded Filter Construction techniques

karvas;TMhM

kE®Ba©gErgedayéd b¤ edayma:s Iun

Grading

Manual or mechanical sieve

kardak;Tueyabgð ÚreRkam sMNg;

cg¥ ÚrsRmab;Tueyabgð ÚrRtUvCIkenARtg;kEnøgEdltRmUv[mankardMeLIgTueya ehIycg¥rÚ RtUvbMeBjedaysmÖar³ceRmaHBIl,aykemÞc μf [RsbeTAtam TMhM niglm¥ itmanbgðajenAkñ úgKMnrU bøg;.

Placing under-drains to structures

Trenches for under-drains shall be excavated, where required pipes installed and the trenches backfilled with graded filter according to the dimensions and details shown on the Drawings.

kardak;enAxageRkay sMNg; Placing behind structures

ceRmaHBIl,aykemÞc μfRtUvdak;CaRsTab;[RsbeTAtamdIbeM Bj EdlenACitKña nigbgðab;edayeyageTAtambTdæanbec©keTsrbs; NCDD. ral;smÖar³cak;beM BjEdlRtUvykecjedaydak;CMnsY vijedaysmÖar³cak;bMeB júEdlGacRCabTwk)an KWCakarcMNayrbs;Gñkem:Akar. Graded filter shall be placed in layers in conjunction with the adjacent fill and compacted in compliance with the NCDD Specification. Any fill material removed for placing the porous backfill material will be at the expense of the Contractor.

4. Uses

pþl;nUvRbB½nT§ ueyaTwktUc²dUcEdlmanbgðajenAkñ úgKMnrU bøg;Edldak;Pa¢ b;eTAnwg épÞxageRkayénk,als

smÖar³ Material

xSac; b¤ RkYs

1 m3

Unit quantity:

cMnYn

Ékta

Amount

Unit

1

m3

Sand or gravel


II-53

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.18 Clause 6.18 Geotextile Filters 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

és,CIGUticsþayplit BIFatuKmI I

μar²Cab;Kña RbePTEdlmint,aj. vaRtUvEtFn;nwg cgedayma:s Iun srésq km μr μs I UV ehIyCa b: UlIRbUBIEln 100%.

Synthetic geotextile.

Mechanically bonded, continuous filament, non-woven type. They shall be ultra-violet stabilized and 100% of Polypropylene.

lkçN³rUbéndMeNIrkar

Gñkem: AkarRtUvTamTarlixitbBa¢ak;BIGñkpÁt;pÁg;és,CIGtU icsþayedIm,IFana [RsbtamkarbBa¢ak;dUcxageRkam

Performance properties.

The contractor shall profile a certificate from the geotextile suppler confirming compliance with the following:

Properties

Test Method

Unit

Result

Tm¶n;

EN 995

g/m²

285

EN 964-1

mm

2.50

EN ISO 10319

KN/m

21

EN ISO 12236

KN

3.3

Mass

kRmas; Thickness

PaBFn;eTAnwgkmøaMgTajkñ úg 1m TTwg Wide strip Tensile Strength

PaBFn;tam CBR CBR puncture resistance

kareFVeI tsþ Tmøak;ekaN

mm EN 918

Drop cone Test

TMhMebIk

muxkat;Rbehag)

(

17

EN ISO 12956

Microns

90

DIN 60500

l/m2/sec @ 2 kPa @ 200 kPa

111 36

Opening Size

PaBGacRCabTwk)an Water permeability 2. Other requirements

és,CIGUticsþayKYrEtpþl;[CadurM mUl. GMLúgeBlEdldwkCBa¢ Ún nig esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-54

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.18 Clause 6.18 Geotextile Filters

rkSaTukés,enaH minRtUvdak;pÞal;ngw dIeLIy.és,enaHRtUvRKbCanic©kñ úgeBldwk CBa¢ Ún nig rkSaTuk EdlkareFV IEbbenHvaGackarBar)anTaMgRsugBIB WnøRBHGaTitü karxUcxatBI kEnøgkardæan BIePø óg BIsarFatuKImIepSg² cMehHepSg² rYmman páaePø IgpSar Edk sItuNðPaBEdlelIsBI 70ºC nwgral;l½kçx½NÐbrisßan xageRkA epSg²Edl eFV I[xUcxatdl;lkçN³rUbrbs;va. Geotextile shall be supplied in rolls. During shipment and storage, the geotextile shall be stored off the ground. The geotextile shall be covered at all time during shipment and storage such that it is fully protected from sunlight, site construction damage, rain, chemicals, flames including welding sparks, temperatures in excess of 70ºC, and any other environmental condition that may damage the physical property values of the geotextile. 3. Construction techniques

karRkal

μ Il¥ minRtUvman dIEdlRtUvRkalés,CIGUticsþayelI RtUvQUsqay[rabes sñam cg¥ Úr RKluk nigvtßúCadu MepSg² dUcCadu μMf b¤ eQIepSg². és,CIGUticsþay RtUvRkalPøam²muneBlkargarRKbdNþb;. és,CIGUticsþayminRtUvTuk[b:H nwgBnø WRBHGaTitü elIsBIry³eBl 14 éf¶eLIy. és,CIGUticsþayRtUvRkal μ Iedaymin RtUv[manPaBRCYjeLIy. kñúgRKb;kal³eTs³TaMgGs;minRtUv [es GUsés,CIGUticsþaykat; l,ab; b¤ GUselIsmÖar³mutRsYcEdlGaceFV I[xUc dl;kRmalés,enaHeT,Iy.

Laying

Ground to be covered by a geotextile shall be graded to a smooth uniform condition free from ruts, potholes, and protruding objects such as rocks and sticks. The geotextile shall be spread immediately ahead of the covering operation. The geotextile shall not be left exposed to sunlight for more than 14 calendar days. The geotextile shall be laid smooth without excessive wrinkles. Under no circumstances shall the geotextile be dragged through mud or over sharp objects that could damage the geotextile.

tMN

és,CIGtU icsþayenHRtUvRkalRtYtelIKañ Gb,brma 600 mm enARtg;ral;mux tMN beNþay nigTTwg müa:geTottMNekAs‘ URtUvedrP¢ab;Kañ eday[RtYtelIKañ Gb,brma 100 mm .

Joints

Geotextile shall either be overlapped a minimum of 600 mm at all longitudinal and transversal joints or the geotextile joints shall be sewn together with a minimum 100 mm overlap.

karCYsCul

RbsinebIés,CIGUticsþaydac; rEhk manFøúHFøay RtUvCYsCulvaCamYynwg


II-55

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.18 Clause 6.18 Geotextile Filters

bMNas;BIés,CIGUticsþayEdlmanRbePTdUcKñaedaydak;enARtg;kEnøgEdl xUceday[RtYtelIKñay:agehacNas; 300 mm . Repairs

Should the geotextile be cut, torn, punctured, it shall be repaired with a patch of the same type of geotextile placed over the damaged area and with a minimum 300 mm overlap.

4. Uses

és,CIGUticsþayRtUv)anykmkeRbIedIm,IkarBarkareRcaHsarFatutUc². kRmitRCabTwkx

smÖar³ Material

xSac; b¤ RkYs

2

1m

Unit quantity:

cMnYn

Ékta

Amount

Unit

1

m

2

Sand or gravel


II-56

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.19 Clause 6.19 Filter Sand and Filter Gravel for Water Treatment 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

ceRmaHxSac; Filter sand

xSac;l μK¥ anPk; b¤ dI\dæ nigsRmam Clean sand with no silt or clay and no organic matter.

TMhMPaKl¥ it Particle size

°FMCag

100

0.10 mm

100% bigger than

°FMCag

85

0.25 mm

85% bigger than

°tUcCag

100

ceRmaHRkYs Filter gravel

μan RkYs b¤ μfl i¥tl¥EdlK Pk; b¤ dI\dæ nigsRmam Clean gravel or crushed rock with no silt or clay and no organic matter.

3.00 mm

100% smaller than

TMhMPaKl¥ it Particle size

°FMCag

100

1 mm

100% bigger than

°FMCag

85

2 mm

85% bigger than

°tUcCag

100

10 mm

100% smaller than 2. Other requirements

xSac; b¤ RkYsRtUvsm¥aty:agRbugRby½tñmunnwgeRbIR)as;. ceRmaHnwgminGaceRbI R)as;)an RbsinebIGRtalMhUrTwkelIsBI 0.2m¼em:ag. enHmann½yfa ceRmaH mYyEdlmanépÞ 1m GaceRcaH)an 200lIRt kñúgmYyem:ag. eyIgGacdwgBI el,ÓnlMhUrTwkedayemIlelIBN’va RbsinebITwkhUrxøaMgeBk TwkenaHnwgman kkreRcIn. RbsinebIeKrkeXIjfa lMhUrTwkmanel,ÓnxøaMg KWRtUveFV IRV sTab; ceRmaH[Rkas;Camun. 2

Sand or gravel shall be washed carefully before use.


II-57

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.19 Clause 6.19 Filter Sand and Filter Gravel for Water Treatment The filter will not work if the flow rate is more than 0.2 m/hour. That means 2 a filter with surface area 1 m can filter 200 litres per hour. If the water flows too fast the water will not come out clean. If it is found that the water flows too fast, make the filter layer thicker. 3. Construction techniques

kRmitTMhM

eFV Iedayéd b¤ kE®Ba©gm:asu In

Grading

Manual or mechanical sieve

karcak;

eFVIedayéd

Placing 4.

By hand

Uses

smRsbsRmab;

ceRmaHsRmab;sm¥atTwkRsH nigceRmaHTwkpwkRbePTepSg²eTot. RsTab; ceRmaHenA)atGNþ ÚglU.

Suitable for

Filters to clean water from ponds, and other kinds of drinking water filter. Filter layers in the bottom of ring-wells.

minsmRsbsRmab;

ceRmaHsRmab;eRbICamYyRTugsMNaj;dak; μf b¤ μfF²M

Not suitable for

Filters for use with gabions or rip-rap

5.


smÖar³ Material

xSac; b¤ RkYs

3

1m

Unit quantity:

cMnYn

Ékta

Amount

Unit

1

m

3

Sand or gravel


II-58

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.20 Clause 6.20

(WBM) Water-Bound Macadam (WBM) Sub-Base

1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

kemÞc μf

Specification

Quantity

kemÞc μfeRKImRtUvEtCaf μl¥ti kemÞc μfeRKImRtUvRsbeTAnwgTMhMdcU xag ehIy μfTaMgenHRtUvRsYc nig eRkam³ manRCugeRcIn nigdUcCa KUb. μanCab;dI\dæ nig vaRtUvEtK sRmam.

Coarse aggregate

Coarse aggregate shall be crushed stone. They shall be sharp and angular approximately cubical in shape. They shall be free from clay and organic matter.

Course aggregate shall conform to the following grading

smÖar³ceRmaH

smÖar³ceRmaHedIrtYCaGñk cgP¢ab; edaykarbMeBj maDxül;kñ úgkemÞc μfeRKIm ehIyRtUvEtCasmÖar³Edl manlkçN³dUcKñanwgkemÞc μfeRKImEdr.

smÖar³sMNaj;RtUvGnuvtþeTAtamkRmitdUcxag eRkam

Screenings material

Screening material acts a binder by filling the voids in the coarse aggregate and shall consist of the same material as the coarse aggregate.

Screening materials shall conform to the following grading

TMhMkE®Ba©g Sieve size 63 mm 50 mm 38 mm 20 mm 10 mm

° tamTm¶n;qøgkat; % by weight passing 100 95-100 35-70 0-10 0-5

TMhMkERBa©g

° tamTm¶nq; øgkat;

Sieve size

% by weight passing 100

mm 4.75 mm 10

150 micron

85-100 10-30

2.


II-59


(WBM) Water-Bound Macadam (WBM) Sub-Base Other requirements


karerobcM)atfñl; Preparation of sub-grade

)atfñl;RtUverobcM[es μ I nigbgðab;[ENneTAnwgCRmal nigxñgGeNþ Ik nig sm¥atFUlI smÖar³EdlenAr):at;r):ay nigkxVk;ecj. The sub-grade shall be prepared even and compacted to grade and camber and cleaned of all dust, dirt and loose material.

karBRgaykemÞc μfeRKIm

kemÞc μfeRKImRtUvBRgay[es μ IenAelI)atfñl; Edl)anerobcM [RKb;RKan;Edl kRmas;bnÞab;BIbgðab;K W 100 mm

Spreading of coarse aggregate

Coarse aggregate shall be spread evenly upon t he prepared sub-grade sufficient that the thickness after compaction is 100 mm.

karkinbgðab;s¶tÜ

bnÞab;BBI RgaykemÞc μfPøam RtUvkinkemÞc μfs Ü¶tTaMgenaHedaym:asI unkinrMjr½ . karkinbgðab;RtUveFV IdbM UgenAtamEKmbnÞab;mkRtUvrMkileTAcMNu ckNþal. m:asI unkinbgðab;rMkli eTAmuxeTAeRkayRsbeTAnwgbnÞat;kNþalénpø ÚvrhUtdl; RsTab;enaHRtUv)anbgðab;ya: gENn. karkinbgðab;RtUvbnþeFVrI hUtdl;kemÞc μf μ IemIlmineXIj. RbsinebI eRKImbgçaKM ña ehIy μfenABImuxm:asI unkinbgðab;rabes caM)ac;eKk¾Gac)acTwktic²)anEdr. karkinbgðab;KrY EtbBaÄb; RbsinebI)at fñl;Tn; b¤ RCay.

Dry rolling

Immediately following the spreading of coarse aggregate it shall be rolled dry with a vibratory roller. Rolling shall be first at the edges then moving towards the centre, the roller running backwards and forwards parallel to the centre line of the road until the layer is firmly compacted. Rolling shall continue until the coarse aggregate is keyed and stone creep ahead of the roller is no longer visible. Light sprinkling of water is permitted if required. Rolling should stop if the sub-grade is soft or yielding.

kRmitlMeGog

kRmas;épÞkinbgðab;s Ü¶tRtUv Et ± 12 mm énkRmas;RsTab;EdlRtUvkar. sRmab;épÞEdlenAxageRkAkRmitlMeGog épÞrbs;vaRtUveFV[I pus² ehIyRtUv bEnßmkemÞc μfeRKIm b¤ dkecjmunnwgkinbgðab;mþgeTot rhUtdl;RsTab;enaH sßti enAkñ úgkRmitlMeGog.

Tolerance

The dry rolled surface shall be ±12 mm of the required layer thickness. For areas outside tolerance the surface shall be loosened a nd coarse aggregate added or removed before rolling again until the layer is within tolerance.


II-60



RsTab;sMNaj;

bnÞab;BIeFV Ikarkinbgðab;st¶Ü RtUvBRgaykemÞc μfenAelIépÞb inþcmþg²edIm,IbeM Bj maDxül;kñ úgkemÞc μfeRKImenaH. smÖar³ceRmaHRtUvEts¶tÜ . karbgðab;s Ü¶teday eRbIm:asI unkinrMjr½ RtUveFV IeLIgedIm,IbBa© ÚlkemÞc μfceRmaH cUleTAkñ úgmaDxül;. kardak;BRgayRtUveFV IeLIgCaRsTab;esþIg²edayeRbIEb:léd b¤ m:asI unBRgay. karBRgaykemÞc μfceRmaHRtUveFV IeLIgbIdg b¤ elIsBIenaHrhUtTal;EtkemÞc μf karBarceRmaHenaHminGacjat;bBa©lÚ eTAkñ úgkemÞc μfeRKImeTot)an.

Screening coarse

After dry rolling screenings shall be spread gradually over the surface to fill the voids in the course aggregate. The screening material shall be dry. Dry rolling with the vibratory roller shall be done to settle the screenings into the voids. Spreading shall be in thin layers by hand shovel or mechanical spreader. Three or more applications shall be made until no more screenings can be forced into the coarse aggregate

kareRsacTwk nig karkin bgðab;esIm

bnÞab;BIdak;BRgayRsTab;ceRmaH épÞrbs;pøvÚ RtUveFV[I mansMeNIml¥ nigRtUveFI V karkinbgðab;cHu eLIg². RtUvbnþeFV IEbbenHrhUtdl;emIleXIjfa Twkénf μ ceRmaHRc)ac;ecjBIxagmuxm:asunI kinbgðab;. RtUvykcitþTukdak;edayeFV Iya: g NakM u[mankarxUcxatdl;)atfñl; b¤ )atRKwHfñl; eBlEdleFV IkareR)aHTwk.

Watering and wet rolling

Following the screen coarse the surface shall be well wetted by ling water, swept and rolled. This shall continue until a grout of screening is seen to be squeezed out ahead of the roller. Care shall be taken not to damage the sub base or sub-grade by application of water.

RsTab;bEnßm

RsTab;TI 2 nigRsTab;bEnßmRtUvbEnßmedayeRbIviFIdEdl rhUtdl;TTYl)an km
Additional layers

Second and additional layers shall be added in the same way until the required levels and total depth of sub-grade are achieved.

karENnaM WBM

bnÞab;BIkni bgðab; WBM elIkcugeRkay RtUvTukpøvÚ enH[s¶ ÜtcMnnY mYyyb;. enA RBwkbnÞab;RtUveFV IkarEktRmUvkEnøgminRbRktITaMgLay ehIyminRtUvGnuBaØat[ mankareFV IcracrN_eLIyrhUtdl; WBM enHRtUv)anerobcMrYcral;.

Curing of WBM

After final compaction of the WBM the road shall be allowed to dry overnight. Next morning irregularities will be corrected. No traffic shall be allowed until the WBM has set.

4. Uses

RsTab;)atRKwHfñl;sRmab;kRmalpø Úv Sub-base course for road pavement.


II-61



5.


1 m3

Unit quantity:

brimaNRtUveFV Ikarvas;EvgsRmab;karTUTat; KWCasmÖar³cak;beM BjbnÞab;BIeFVkI arcak; nigkarkinbgðab;. Quantity measured for payment to be volume of fill after placing and compaction.

dIbMeBjEdlsßti enAeRkAbnÞat;EdlmanbgðajenAkñ úgbøg;mni RtUvvas;EvgsRmab;eFV IkarTUTat;eLIy. Fill placed outside lines shown on drawing should not be measured for payment.


II-62

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6. 21 Clause 6.21 Road Base Course 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

μ Isac;énkMemÞc μf l,ayes nigxSac;

Specification

Quantity

kemÞc μfRtUvEtCaf μ b¤ kemÞcRkYs ¬RkYs karlayxSac;RtUveFV IeLIg[Rsb relagtUc²EdlenAtammat;smuRT b¤ eTAtamkRmit dUcxageRkam ³ TMhkM E®Ba©g (mm ) ° tamTm¶n;qø gkat; mat;Tenø¦ b¤ μfepSgeTot b¤ 50 100 smÖar³ess 38 90-100 20 60-90 sl;EdlmankarGnuBaØat. kemÞc μfTaMg 10 40-70 enHRtUvEts¥at Cab;xøaMg nigmanragCa 4.8 30-55 2.4 20-45 KUb nigmanPaBes
Homogeneous mixture of aggregates and sand

Aggregate shall be crushed stone or crushed gravel (Shingle) or other stones or. They shall be clean, strong durable and fairly cubical in shape, and have low porosity. Sand shall be added to achieve the required grading. Aggregate and sand shall be free from clay and organic matter.

Sand aggregate mix shall conform to the following grading Sieve size (mm)

% by weight passing

50 38 20 10 4.8 2.4 0.6 0.3 0.075

100 90-100 60-90 40-70 30-55 20-45 10-30 10-25 5-15




II-63

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6. 21 Clause 6.21 Road Base Course

karlay

kareRcaH niglay RtUveFV IeLIgmunkarcak;smÖar³. enAGMLúgeBllayRtUv bEnßmTwk edIm,I[smÖar³EdllayesIm edIm,IeCosvagkarEbkecjBI μKña.

Mixing

Screening and mixing shall be carried out prior to placing. Water is to be added during mixing to keep the mixed material moist to avoid segregation.

karcak;

muncak;ebtugRtUveRsacTwkRKwHRsTab;TI 2¼RKwH. RsTab;RKwHpøvÚ cak;BRgayCa BIrRsTab;EdlmankRmas;e μs IKñaedIm,I[kRmas;énRsTab;nImYy²RsbeTAtam kRmas;Edlcg;)ansRmab;RsTab;p Úøv.

Placing

Prior to placing the sub-base/formation shall be watered. The mixed base course shall be spread in two equal layers so that the compacted thickness of each layer shall conform to th e required thickness for the course.

karkinbgðab;

kRmas;RsTab;GtibrmaKW 150 mm. RtUveRsacTwkmuneBlkinbgðab;. kin bgðab;edayr:L U ÚsþaTikTm¶n; >5400KRk b¤ Ur:LrÚ Mjr½ Tm¶n; 2000-3000KRk. RtUvcab;epþ Imkinbgðab;BIEpñkEKm bnÞab;mkrMkli eTARCugmçageTotenAeBlEdl kemÞc μfEdldak;BRgayenaHRtUv)anbgðab;y:agENn. enAeBlEdlCayTaMg sgxagRtUv)anbgðab;y:agENnehIyRtUv rMkileTAEpñkkNþalénpø Úv eday bgðab;[vaKgKña 150mm rhUt dl;vaRsbeTAtamtRmUvkarkinbgðab;Edlcg; )an.

Compaction

Maximum layer thickness 150 mm Pour water before compacting. Compact with >5400 kg static roller or 2000-3000 kg vibrating roller. Begin at outer edge. Move to opposite edge when broken aggregate becomes firm. When both edges are firm gradually move towards centre of road by overlapping roller 150 mm until mix has attained required compaction.

kRmitlMeGog

enAeBlEdlbBa©b; épÞrbs;vaRtUvmankRmas; ± 10 mm BIkm
Tolerance 4.

The finished surface shall be ±10 mm from the design level.

Uses

RsTab;)atRKwHsRmab;kRmalpø Úv Road base course for road pavement


II-64

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6. 21 Clause 6.21 Road Base Course 5.


1 m3

Unit quantity:

smÖar³

brimaN

Ékta

Material

Amount

Unit

1

m3

0.5

m

μf

Stone

xSac;

3

Sand


II-65

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.22 Clause 6. 22 Laterite pavement 1. Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

RkYsRkhmFm μCati

Natural Laterite

Gb,brma 10°énRkYsRkhm edayKitBITm¶n; qøgkat;kERBa©g 0.075mm. Gb,brma 20°énRkYsRkhm edayKitBITm¶n; qøgkat;kERBa©g 2.36 mm. Gb,brma 60° KitBImg¶nm; anf μrwgGgát;p it© FMCag 2 mm. 100° énRkYsRkhmGacqøgkat;kE®Ba©g 60 mm. μK anRKab;RkYsNaFMCagBak;kNþalénkRmas;RsTab;eLIy ¬vaGaRs½yeTA elIbec©keTskñgú karkinbgðab; ³ sUmemIlenAxageRkam¦. μK ansRmam μK ankaksMNl;minEmnFm μCati b¤ smÖar³EdlK μanlMnwgRKb;RbePT TaMgGs;. Minimum 10% of particles by weight passing 0.075 mm sieve. Minimum 20% of particles by weight passing 2.3 6 mm sieve. Minimum 60% by weight consisting of strong sto nes larger than 2 mm diameter. 100% of particles passing 60 mm sieve. No particles bigger than half of layer thickness (depending on compaction technique: see below) No organic matter, non-natural waste or unstable materials of any kind.

Tw wk Water 2. Other requirements

brimaNTwk

kM u[esImeBk b¤ s¶tÜ eBksRmab;karbgðab;

Water content

Not too wet to compact or too dry to compact

kareFV Ietsþ

dIRkhmbMeBjrYcral;ehIy b¤ RsTab;bMeBjEdl)anRtYtBinti üedayGñkRKb; RKgkardæanRtUveFV Ietsþ DCP [)anjwkjab; min[ticCag 1dg sRmab; épÞdbI MeBjTMhM 300m . kEnøgEdllT§pleFVIetsþ DCP elIsBI 10mm¼sMBg RtUvbgðab;sarCaf μ I b¤k¾BRgayCaf μ IeLIgvij ehIybgðab;mþgeTot rhUtTal;EtlT§plrbs; DCP 10mm /sMBg. 2

≤


II-66

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.22 Clause 6. 22 Laterite pavement Testing

Completed laterite fill or laterite filled layers as inspected by the Supervisor 2 shall be tested with DCP at a frequency not less than one test for 300 m fill area. Areas where DCP results exceed 10 mm/blow shall be re-compacted, or reworked and re-compacted until DCP results ≤ 10 mm/blow.


karcak;bMeBj nigkareKo

RkYsRkhmRtUvbMeBjeTAtamRsTab;²EdlRsbeTAnwgviFIsa®sþkinbgðab;eday eRsacTwk nigeKoedayéd b¤ edaym:asu Inmunnwgbgðab;. épÞbegð IyRkYsRkhm RtUvEtrlag ehIyenAkñ úgkRmas; 50mménbnÞat;dcU Edl)anbgðajkñ úgKMnrU bøg;.

Placing and shaping

Laterite to be placed in layers according to compaction method watered and shaped by hand or by grader before compaction. Completed surface of Laterite to be smooth and within 50 mm of lines shown on drawings.

kareRsacTwk

enAeBlEdlvaRtUvkarTwk KWeKRtUveRsacTwkeTAelIdImunnwgeFV IkareKocugeRkay edayma:sunI . RtUveKo 3 dg edIm,IFanafadI nigTwk)anRcbl;cUlKña munnwg eFVkI areKocugeRkay.

Watering

When water is needed, is should be sprayed onto the soil before final shaping with the grader. Three passes of the grader should be made to ensure mixing of the soil with the water, before final shaping.

karkinbgðab;

karbgðab;RtUveFV IeLIgedaymankRmas;RsTab; nigcMnYn dgénkarujeTAmk KWEp¥keTAtamtaragr: ULÚkñ úgkarbgðab;.

Compaction

Compaction to be by roller with layer thicknesses and number of passes according Compaction Methods table.

4. Uses

RsTab;kRmalpøÚvEdlmancracrN_Rsal² Pavements of roads carrying light traffic

RkYsRkhmGaceRbIsRmab;RKwHbRmugénsMNg;tUc² nigRsTab;lU. Laterite may also be used for sub-foundations for small structures and for pipe bedding material. 5.


1 m3

Unit quantity:

brimaNRtUv)anvas;EvgedIm,IkMNt;karTUTat;CacMNuHénRkYsRkhm bnÞab;BIkarcak;BRgay nigkarkinbgðab; RbsinebIkic©snüaRtwmEtpÁt;pÁgR; kYsRkhmenaH karvas;cMnYnnwgRtUvvas;CacMNuHenAkñgú rfynþ. Quantity measured for payment to be volume of Laterite after placing and compaction. Where the


II-67

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.22 Clause 6. 22 Laterite pavement contract is to supply Laterite only the quantity measured will be the volu me of Laterite measured loose in the truck.

RkYsEdlcak;enAeRkAbnÞat;EdlmanbgðajenAelIKnM UsminRtUv)anvas;EvgsRmab;karTUTat;R)ak;eLIy Laterite placed outside lines shown on d rawing should not be measured for payment.


II-68


6.23

Clause 6. 23 Sub base course 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

μCati RkYsRkhmFm

Gb,brma 10% énRKab;RkYsedayKitBITMgn; qøgkat;kERBa©g 0.075 mm Gb,brma 20% énRKab;RkYsedayKitBITMgn; qøgkat;kERBa©g 2.36 mm Gb,brma 60% edayKitBITMgn;manf μ nwgGgát;p©ti FMCag 60 mm 100% énRKab;RkYsqøgkat;kERBa©g 60 mm μK anRKab;RkYsNaFMCag Bak;kNþalénkRmas;RsTab; eLIy ¬GaRs½yelIbec©keTs kinbgðab; sUmemIlxageRkam ¦ μK ansMram μK ankaksMNl;GFm μCati nig sMPar³EdlK μanlMnwgRKb;RbePT

Natural Laterite

100% of particles passing 60 mm sieve. Minimum 10% of particles by weight passing 0.075 mm sieve. Minimum 20% of particles by weight passing 2. 36 mm sieve. Minimum 60% by weight consisting of strong stones larger than 2 mm diameter. No particles bigger than half of layer thickness (depending on compaction technique: see below) No organic matter, non-natural waste or unstable materials of any kind. Soaked CBR shall not be less than 30%.

2.

tRmUvkarepSg² Other requirements

cMNuHTwk

minesImeBk b¤ s¶tÜ eBk enAeBlbgðab;

Water content 3.


bec©keTssagsg; Construction techniques

karcak;bMeBj nigkareko RkYsRkhmRtUvbMeBjeTAtamRsTab; EdlRsb nwgviFIsaRsþkinbgáab;eday eRsacTwk nigeKoedayéd rW edayma:sI unmuneBlbgðab; . RkYsRkhmRtUvEt bgðab;CaRsTab;² minticCag 75mm nigmineRcInCag 150mm . épÞbegðyI rbs;RkYsRkhmRtUvEtrelagehIy enAkñ úgkMBs; 50mm énbnÞat;dUc )anbgðajkñgú KMrbU øg; . esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-69


Clause 6. 23 Sub base course Placing and shaping

Laterite to be placed in layers according to compaction method watered and shaped by hand or by grader before compaction. Laterite shall be compacted in layers not less than 75 mm and no more than 150 mm. Completed surface of Laterite to be smooth and within 50 mm of lines shown on drawings.

kareRsacTwk

cMNuHsMeNImKYrEtBI 80%eTA 105% éncMNuHsMeNImRbesIrbMput . Gñkem:AkarRtUvEtbenSIm nigssgáts; MPar³ edIm,IeGayRtUvnwgcMNuHsMeNI m EdlRtUvkar. enAeBlRtUvkarTwk eKRtUv)an)acvaeTAelIdmI uneBlbgðab;cug eRkay edaym:asI un . RtUvbgðab;edaym:asInu cuHeLIg 3dg edIm,IFanakarlay cUlKña rvagdI nig TwkmuneBleKobegð Iy .

Watering

The moisture content should be 80 to 105% of optimum moisture content. The contractor shall wet or dry the material to comply with the moisture content required. When water is needed, is should be sprayed onto the soil before final shaping with the grader. Three passes of the grader should be made to ensure mixing of the soil with the water, before final shaping.

karbgðab;

karbgðab;RtUveFV IeLIgedayr: ULÚedaymankRmas;RsTab; nigcMnnY dg énkarruj eTAmkEp¥keTAelItaragviFkI ñgú karbgðab; . RsTab;enaHRtUvEtbgðab;[)andg; sIeu ts¶ Üt y:agehacNas; 95% ¬tg;sI uets¶ ÜtGtibrma¦ . ;

Compaction 4.

Compaction to be by roller with layer thicknesses and number of passes according Compaction Methods table. The layer shall be compacted to a dry density of at least 95% (Max Dry Density)

kareRbIR)as; Uses

RsTab;)atRKwHfñl;eRkamkMralfñl; . Sub-base layers under road pavements.

RkYsRkhm nwgGacRtUv)aneRbIsMrab; kMralpøÚv RKwHbMrugsMrab;sN M g;tUc² nigsmÖar³Rsnab;lU . Laterite may also be used for road pavements, sub-foundations for small structures and for pipe bedding material. 5.

karKNnabrimaNsMPar³

brimaNCaÉkta

Calculation of material quantities

Unit quantity:

3

1m

birmaNvas;srM ab;cN M ayKW CamaDénRkYsRkhmbnÞab;BIRkal nigbgðab; . enAkEnøgEdlkugRtaRKan;Et cMeBaHkarpÁt;pÁg;RkYsRkhmEtmYymux brimaNvas;EvgénRkYsRkhmKW CamaDRkYsRkhmKitCaLan . Quantity measured for payment to be volume of Laterite after placing and compaction. Where the contract is to supply Laterite only the quantity measured will be the volu me of Laterite measured loose in


II-70


Clause 6. 23 Sub base course the truck.

RkYsRkhmdak;eRkA bnÞat;bgðajkñ úgKMrUbgø ; minRtUvvas;EvgsMrab;cMNayeT . Laterite placed outside lines shown on drawing should not be measured for payment.


II-71

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.24 Clause 6. 24 Natural Gravel pavement 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

μCati RkYsFm

μansarFatukxVk ; sMram kMeTcdI\dæ nigsarFatuEdlman sMPar³TaMgGs;RtUvEtK eRKaHfñak;dl;CvI it ehIyRtUvEtmanKuNPaBl¥ nigGacerob)anPøam² edaymin )ac;EkécñedIm,Ibegá ItCaRsTab;rwgmaM nigmanlMngw . Gb,brma 10% énRKab;RkYsedayKitBITMgn; qøgkat;kERBa©g 0.075 mm Gb,brma 40% énRKab;RkYsedayKitBITMgn; qøgkat;kERBa©g 2.36 mm 100% énRKab;RkYsqøgkat;kERBa©g 60 mm

Natural Gravel

All material shall be free from dirt, organic matter, shale or other deleterious matter and shall be of such qual ity that it will bind readily to form a firm, stable course. Grading should be as follows: Minimum 10% of particles by weight passing 0.0 75 mm sieve. Minimum 40% of particles by weight passing 2.3 6 mm sieve. 100% of particles passing 50 mm sieve.

Twk

TwkKYrEtbEnßmedIm,ITTYl)ansMeNImRbesIrbMput sRmab;karekInbgðab; RbsinebIsmÖar³s¶ Üt .

Water

Water should be added to provide t he optimum moisture content for compaction if the material is dry.

2.


reNþ AdI

enAeBlEdlsmÖar³ykmkBIreNþ AdI Gñkem:AkarRtUvEtbgðajR)ab;GñkRKb;RKg bec©keTsfasmÖar³GacCIk)anedayK μanCatikxVk; b¤ CatiBulepSgeTotlay LM.

Borrow pit

When the material is sourced from a borrow pit, the Contractor shall demonstrate to the satisfaction of the Supervisor, that the material can be excavated without being contaminated by unacceptable material.

kareFV Ietsþ

μCatibeM BjrYcral;ehIy b¤ RtUveFV Ietsþ DCP [)anjwkjab; kRmalRkYsFm min[ticCag 1dg sRmab; épÞdIbeM BjTMhM 300m . kEnøgEdllT§pleFV Ietsþ 2


II-72

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.24 Clause 6. 24 Natural Gravel pavement

elIsBI 10mm¼sMBg RtUvbgðab;sarCaf μ I b¤k¾BRgayCaf μ IeLIgvij ehIybgðab;mþgeTot rhUtTal;EtlT§plrbs; DCP 10mm /sMBg. DCP

≤

Testing

Completed laterite fill or laterite filled layers as inspected by the Supervisor shall be tested with DCP at a frequency not less than one test for 300 m2 fill area. Areas where DCP results exceed 10 mm/blow shall be re-compacted, or reworked and re-compacted until DCP results ≤ 10 mm/blow.

3.


BRgay

smÖar³RtUvBRgayluHRtaEtépÞxageRkamvamankaryl;RBmBIGñkRKb;RKgbec©k eTs . ral;smÖar³TaMgGs;Edl)anerob nwgRtUvkayecjRbsinebI μKa nkaryl; RBmBIGñkRKb;RKgbec©keTs ehIycMNayTaMgGs;RtUvKitKUrBIGkñ em:Akar. RtUvmanviFankarsmRsb edIm,ITb;sáat;kMhUg)atfñl;kgñ ú eBlBRgayRkYsFm μ Cati . minGnuBaØatieGaymancracrN_ rWkarerobsmÖar³epSgeToteLIyenA eBlGñkRKb;RKgkardæanKitfaGakasFatu rWsßanPaBpø ÚvTMngCaeFVIeGayman PaB)akEbk; b¤ dac;damdl;)atfñl; b¤ bMBuldl;smÖar³)at;RKwHfñl;enAeBl EdlmancracrN_ .

Spreading

Material shall be spread only when the underlying surface has been approved by the Supervisor. Any material which has been placed on a surface not approved by the Supervisor shall be re moved at the Contractor’s expense. Suitable measures shall be taken to prevent rutting of the sub-grade during the spreading of the natural Gravel. No hauling or placement of material will be permitted when, in the opinion of the Supervisor, the weather or road conditions are such that the hauling operations will cause cutting or rutting of the sub-grade or cause contamination of the sub-base material

kareRsacTwk

cMNuHsMeNImsmÖar³ RtUvEktMrUveGayehIymuneBlbgðab;edaykareRsacTwk edayeRbIrfynþeRsacTwk Edlmankaryl;RBm b¤ edaysm¶ ÜtvaedIm,ITTYl )andg;sI uetsMrab;)atRKwHfñl;Edl)anbBa¢ak;edayeRbIR)as;smÖar³Gñkem:Akar.

Watering

The moisture content of the material shall be adjusted prior to compaction, by watering with approved sprinkler trucks or by drying out, to that appropriate to obtain the specified density for sub-base with the Contractor’s equipment.

karbgðab;

smÖar³RtUvbgðab;eGayTTYl)antMélesñnI gw 95% éntg;sI uets¶ ÜtGb,brima . )atRKwHfñlR; tUvsagsg;kñ úgkMras; Edl)anbgðab;minesþ IgCagtMélFMCageK rvag


II-73

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖar³ ar³ nigkarsagsg; gkarsagsg; 6.24 Clause 6. 24 Natural Gravel pavement

mm nig 2.5dg énTMhMhMmFümrbs; mFümrbs;smÖ smÖar³ ar³ ehIyminRkas; nRkas;Cag 150mm .

75 Compaction

The material shall be compacted to a characteristic value of 95% of maximum dry density.The sub-base shall be constructed in co mpacted layers no thinner than 75 mm or 2.5 times the nominal size of the material (whichever is the greater) and no thicker than 15 0 mm.

4.

kareRbIR)as; R)as; Uses

kMralpøvenAkEnø vÚ enAkEnøgEdlK gEdlK anRkYsRkhmKu sRkhmKuNPaBl¥ NPaBl¥ enACitkardæ tkardæansM ansMNg; Ng; . μanRkY Pavements of roads where laterite of good quality is not available close to the construction site.

RkYsFm sFm CatiGacRtUv)aneRbI v)aneRbI sM sMrab; rab;RKw RKwHbMrug sMrab; rab;sMsMNg; Ng;tUtUc² c² nigsmÖ gsmÖar³ ar³ μCati RTnab;lUlU . .

Natural Gravel may also be used for sub-foundations sub-foundations for small structures and for pipe bedding material. 5.

karKNnabrimaNsmÖ maNsmÖar³

brimaNCaÉkta


Unit quantity:

3

1m

birmaNvas;sMsrab; rM ab;cNay MNay KWCamaDénRkY CamaDénRkYsRkhmbnÞ sRkhmbnÞab; ab;BIBRkal IRkal nigbgðab; ab; . . enAkEnøgEdlku gEdlkugRtaRKan; gRtaRKan;Et Et cMeBaHkarpÁ eBaHkarpÁt;t;pÁg;g;RkYsRkhmEtmY sRkhmEtmYymu ymux brimaNvas; maNvas;EvgénRkY EvgénRkYsRkhm sRkhm KWCamaDRkYsRkhmKi sRkhmKitCaLan . Quantity measured for payment is the volume of Natural Natural Gravel after placing and compaction. Where the contract is to supply Natural Gravel only , the quantity measured will be the vol ume of Natural Gravel measured loose in the truck.

RKYsRkhmdak; sRkhmdak;eRkAbnÞ eRkAbnÞat; at;bgðajkñ ú ú ajkñgKM gKMrbøbU øg;g mi ; minRtU nRtUvvas; vvas;EvgsM EvgsMrab; rab;cMcMNayeT NayeT . Natural Gravel placed outside the lines shown on the drawing should not be measured and accepted for payment.


II-74

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖ smÖar³ ar³ nigkarsagsg; 6.25

Clause 6. 25 Crushed Stone pavement 1.

smasPaB Composition

sarFatu

bTdæanbec© anbec©keTs keTs

Ingredient

Specification

kMeTcf eTcf μ

kMeTcf eTcf μeRKI eRKIm nigl¥itsM tsMrab; rab;RKwHfñ Hfñl;l;RtU RtUvCakM vCakMeTcf μEdls¥ Edls¥at at nigmaM gmaM bM bMEnkRsYc² c² minesþIg b¤ EvgeBk EvgeBk minlayCamYy μf RCay RCay b¤ pu pus sarFatukxV kxVk b¤ ; b¤ sarFatu eRKaH fñak; ak;epSg²eTot epSg²eTot . TMhMvaKYrEtdU rEtdUcxageRkamenH cxageRkamenH ³ Gb,brma 15% énRKab; μf edayKi edayKitBI tBITMTMgn; gn; qø qøgkat;kERBa© kERBa©g 0.075 mm Gb,brma 50% énRKab; μf edayKi edayKitBITMTMgn; qø qøgkat; gkat;kERBa© kERBa©g 2.36 mm f qø qøgkat; gkat;kERBa© kERBa©g 50 mm 100% énRKab; μ smÖar³laybBa¢ ar³laybBa¢ÚlKñ lKñaEdlqø aEdlqøgkat;kERBa© kERBa©g 19mm RtUvman vman CBR ¬RtaMTwTwk 4éf¶¦ y:agehacNas; 80PaKry ¬tg;sI u usIets¶ ets¶ ÜtGtibrma¦

Crushed Stone

The coarse and fine aggregates for base shall consist of crushed rock, clean, tough, durable, sharp-angled fragments free of any excess of thi n or elongated pieces, and reasonably free of soft, disintegrated or decomposed stone, dirt or other deleterious matter. Grading should be as follows: Minimum 15% of particles by weight passing 0.075 mm sieve. Minimum 50% of particles by weight passing 2.36 mm sieve. 100% of particles passing 50 mm sieve. The combined material passing the 1 9 mm sieve shall have a California Bearing Ratio (4 days soaked) of at least 80 percent (at the maximum dry density).

Twk Water 2.

tRmUvkarepSg² vkarepSg² Other requirements

cMNu NuHTw HTwk

minesI nesImeBk meBk b¤ s¶ s¶teBk tÜ eBk enAeBlbgðab; ab;

Water content 3.




II-75

EpñkTI 3 3 ³ bTdæanbec© anbec©keTssRmab;smÖar³ ar³ nigkarsagsg; gkarsagsg; 6.25

Clause 6. 25 Crushed Stone pavement

karcak;bMbMeBj nigkareko gkareko épÞEdlbMeBjedayRKw eBjedayRKwHfñ Hfñl;l; RtU RtUvEtbgð vEtbgðab; ab;eGay)anl¥ eGay)anl¥ relag relag nigesñ gesñ IKñKña ehIyral; yral;rbs; rbs;rdi rdibrdu brdubTaM bTaMgGs; gGs;RtU RtUvEtQUsecj edaynigkinbBa¢ Úl RBmTaMg mankaryl;RBmBI RBmBIGñGñkRKb;RKgbec©keTs keTs muneBlbMeBjRKw eBjRKwHfñ Hfñl;l . ; . enAeBl EdlkMras; ras;RKw RKwHfñ Hfñl;l;elI elIsBI sBI 150mm RKwHfñ Hfñl;l;RtU RtUvbgð vbgðab; ab;Ca Ca 2RsTab;esñ I²Kñ ²Kña . kMras; ras;énRsTab; énRsTab;RtUvbgð vbgðab; ab;TaM TaMgGs; gGs;mimnRtU inRtUvti vticCag 75mm nigelI gelIs 150mm . minGnu nGnuBaØ BaØati ati[mankardw [mankardwkCBa¢ kCBa¢ Ún KWbMbMeBjsMPar³ Par³ RbsinebIGñGkRKb; ñkRKb;RKgbec©keTs keTs KitfaFatu tfaFatuGakas Gakas inigsßanPaBpÚveRBaHfa vø eRBaHfa vaGacnwgnaMeGaymankar)ak;Ebkpø Ebkpø Úv b¤ karbMBldl; lu dl;sMsMPar³RKwHfñ Hfñl; . Placing and shaping

kareRsacTwk k

The surface on which the base is to be placed shall be well compacted, smooth, hard and uniform, with all irregularities having been bladed out and rolled down, and approved by the Supervisor prior to the placing of base material. When the thickness of base exceeds 150mm, the base shall be compacted in two equal layers. The compacted thickness of any layer shall not be less than 75mm, nor exceed 150mm. No hauling or placing of material will be permitted when, in the opinion of the Supervisor, the weather or road conditions are such that hauling operations will cause cutting or rutting of the surface or contamination of the base material.

TwkEdlRtU kEdlRtUvbEnßmeGaykM meGaykMeTcf μ KW KWCabri CabrimaNTw maNTwkedI kedIm,I m,ITTYl)antg; l)antg;sI u usetkM IetkMeTcf eTcf μ Edl)ankMNt; Nt;Edlpþ Edlpþl;lCal,aymY ;Cal,aymYyrYcral; cral;sMrab;karki karkinbgð nbgðab;bnÞab;BIBI kar)aj; Twk . kareFV I[ l,aykMeTcf eTcf μesI esImenAkñ menAkñgsþ ú ú gú sþk rWLanmi LanminmankarGnuBaØ BaØati ati .

Watering

The amount of water added to the aggregate shall be that required to obtain the specified density, giving a mixture which is completely ready for compaction after spreading. In no case will will the wetting of aggregates in stockpiles or trucks be permitted.

karkinbgðab; ab;

Pøam²bnÞab;BIBIbeBjsM eM BjsMPar³RKw Par³RKwHfñ Hfñl;l; vaRtU vaRtUvEtbgð vEtbgðab; ab;edIm,I m,IeGay)antMélKM élKMrUrU éntg;sIets¶ eu ts¶ ÜteFob teFob minti nticCag 98% éntg;sI u usIets¶ ets¶ ÜtGti tGtibrma brma . Gñkem: Akar em: Akar KYrFanafa rFanafa karbgðab; ab;RtU RtUv)anGnu v)anGnuvtþ vtþnRKb; R_ Kb;RsTab; nig eBjTTwgénRKwH fñl; . karbMeBjenAeRkATTw eBjenAeRkATTwgRKw gRKwHfñl;mansar³sMxan; xan;edIm,I m,IsMerc)ankarbgðab;sM rab; TTw TTwgRKw gRKwHfñl;l;begð begð Iy . RbsinebI nebI μfenaHRtU enaHRtUv)anRkal nigbgðab;Ca Ca 2RsTab; Gñ Gñkem: Akar kem: Akar RtUveRKag veRKag nig sMrbkargaredIm,I m,IFanafaRsTab;EdlbM EdlbMeBj eBj nig bgðab;BImumunmaneBlevlaRKb;


II-76


Clause 6. 25 Crushed Stone pavement

RKan; sMrab;sMgtY nigmanlMngw muneBlrfynþcak;keM Tcf μ sMrab;RsTab;bnÞab; b¤ ]bkrN_F¶n;² déTeTotRtUv)anGnuBaØati[elI . muneBlRkalRsTab;bnÞab; kMBlU énRsTab;xageRkamRtUvmansMeNImRKb;RKan; edIm,IFanakarP¢ab;Kañ rvag RsTab;TaMgBIrenaH . μK ankarray b¤ RkalkMeTcf μ RtUv)anGnuBaØatienAeBlEdl GñkRKb;RKgbec©keTsKitCa GakasFatu nig sßanPaBpø ÚvnwgGacmankar)ak;Ebk épÞ b¤ bMBuldl;smÖar³RKwHfñle; nAeBlEdlman karRkalf μ .

Compaction

Immediately after placing, the base material shall be compacted to a characteristic value of relative dry density of not less than 98% of maximum dry density The Contractor shall ensure that the required compaction is obtained throughout each layer and for the full finished width of the base. Filling outside the finished base width will be necessary in order to achieve the required compaction for the full finished base width If the material is laid and compacted in two layers, the Contractor shall plan and coordinate the work in such a manner that the previously placed and compacted layer shall be allowed ample time for drying and development of sufficient stability before vehicles hauling materials for the succeeding layer, or other heavy equipment, are permitted on t he base. Prior to placing the succeeding layer of material, the top of the under-layer shall be made sufficiently moist to ensu re bond between the layers No hauling or placing of material will be permitted when, in the opinion of the Supervisor, the weather or road conditions are such that hauling operations will cause cutting or rutting of the surface or contamination of the base material.

4.

kaeRbIR)as; Uses

μanRkYsRkhmKuNPaBl¥ enACitkardæansMNg; . kMralpø ÚvenAkEnøgEdlK Pavements of roads where laterite of good quality is not available close to the construction site

kMeTcf μGacnwgeRbIsrM ab;RKwHbMrugsMrab;sMNg;tUc² nig sMrab;smÖar³Rsnab;lU . Crushed stone may also be used for sub-foundations for small structures and for pipe bedding material. 5.

karKNnabrimaNsmÖar³

brimaNkñ úg1Ékta


Unit quantity:

3

1m

brimaNvas;sMrab;karcMNayKW maDénkMeTcf μbnÞab;BI Rkal nigkinbgðab; . enAkEnøgNaEdlkugRtaEtsMrab; pÁt;pÁg;RKYsRkhmEtmYymux brimaNkMeTcf μenaH CamaDkMeTcf μvas;CaLan . Quantity measured for payment to be volume of Crushed Stone after placing and compaction. Where the contract is to supply Crushed Stone o nly the quantity measured will be th e volume of Crushed Stone


II-77


Clause 6. 25 Crushed Stone pavement measured loose in the truck.

kMeTcf μRkaleRkAbnÞat;dUc)anbgðajkñ úgKMrUbøg ; minRtUvvas;EfgsMrab;cMNayeT . Crushed Stone placed outside the lines shown on the drawing should not be measured and accepted for payment.


II-78

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.26 Clause 6. 26 Dressed Stone pavement 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

μf

dM u μfnmI Yy² RtUvEtFn;dUc²Kña μfRtUBci EtmYy μK anRbehag tMN karxUcxat nig EpÞrabénEpñkRTnab; . bTBiesaFn_bgðajfaf μRkanIt nig)asalCaf μGaceRbI R)as;)an . dM u μfRtUvmankMras;BI 150mm eTA 200mm nigTMhMkñ úgbøg;BI 100 eTA 300mm ehIyRtUvEtmanrag niglkçN³dUcKña . épÞxagelIRtUvEtdab; nigbMEbkeGayesñ I.

Stones

The stone blocks should be strong, homogeneous, isotropic rock, free from cavities, joints, faults and bedding planes. Experience indicates that igneous rocks such as granite and basalt can be particularly suitable materials. The stone blocks shall be 1 50-200mm thick and between 100 and 300mm i n plan size and shall be regular and uniform in shape and texture. The top (surface) face shall be chiselled, split or cut reasonably smooth.

ekAs‘ U

ekAs‘UsMrab;bMeBjtMN KWedIm,ICyY dl;karkarBarCRmabTwk BIépÞxagelI . bBa¢ itxSac;layTwkekAs‘ URtUvbMeBj 5mm BIépÞxagelIRbePTTwkekAs‘KU rY EtTwk ekAs‘U CSS .

Bitumen

Bitumen for joint filling is to improve water proofing of the surface. The bitumen emulsion sand-seal should be filled to within 5 mm of the surface. the type of bitumen emulsion should be Cationic Slow Setting bitumen emulsion (CSS)

2.

tRmUvkarepSg²

sI um:g;t×F μm ta

Other requirements

Portland Cement

As an alternative to bitumen emulsion, is to fill the joints completely with sandcement mortar. Besides the improvement of water proofing the pavement strength will also be approved.

3.

bec©keTssagsg;

CMnsY karbMeBjtMNedayTwkekAs‘ U eKGaceRbI)ayGrxSac;sI um:g;t × CMnYsvij . eFVdI UcenHminRtwmeFV IeGaykarkarBarCRmabTwkmanPaBRbesIreTAEfmTaMgeFVI eGayPaBFn;rbs;krM alpø ÚvGacTTYl)aneTotpg .


kartMerobCaRsTab; nigkar muneBltMerobf μ Gñkem: AkarKYrEt sMrUlkMhUcRTg;RTayén)atRKwHfñl;Camunsin . esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-79

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.26 Clause 6. 26 Dressed Stone pavement

bMeBj

Laying and Placing

TwkKYrEtbgð ÚrecjehIy μfenaHKYrEttMerobelIRTnab;xSac; Edl)antMerob ehIy dUcEdl)aneRKagkñ úgKMnUrbøg ; . xSac;RtUvEtRkalelI)atRKwHfñl; ehIy bgðab;tic² edayRbdab;bgðab;edayeRbIéd b¤ Ur:LÚruj μK anrMj½r . μfEKm²sMrab; kMralRtUverobmuneKedIm,ICaExSkMBs; nigExStMrg;sMrab;kMraldéTeTot . dMeu btugEKm² RtUvRTab; nigP¢ab;eday)ayGrenAkardæanEtmþg . μfdé¾ TeTot EdlRtUvbMeBjenAcenøaHEKmebtug RtUverobvimaRtFMCageKénf μnImYy² tam TTwgpøvÚ . μfEKm²bnÞab;RtUvmanTMhMEtBak;kNþalb:eu NÑaHedIm,IeGaytMNva minRtYtsI uKañ . μfnmI Yy²RtUvdMcUlTItaMgrbs;vatic² edayjjÜrrbs;CagedIm,I FanaeGaymanlMngw enAkñ úgxSac; . tMNrvagf μnmI Yy² KYrEt 10mm ehIy bMeBjBaseBj edayxSac;eGayelIsedIm,ITuksMrab;srM uteBlbgðab; . enAeBlEdlf μTaMgenaH)anerobCaépÞmYy vaRtUvEteFV IeGayhab;edaykar bgðab;s Ü¶tedayeRbI Ur:LÚrjM ½rruj . bnÞab;BkI arkin 2 eTA 3 dg eKGac)aj;TwkedIm,I sMrYldl;karbgðab; . RbsinebImankarbBa¢ak;GMBbI Ba¢ it tMNxSac;KYrEtkayecj CMerA 30mm ehIybMeBjTwkekAs‘BU IelIkMras; 5mm ehIyeFV IépÞp ÚøveGayrelag . kMralerobf μenaHGaceGayeFVcI racrN_)ankñ úg ry³eBl7éf¶bnÞab;kargartMN)an bBa©b; .

Prior to laying the dressed stones the contractor should correct any deformation of the sub-base. Standing water should be drained away. The stone blocks should be laid on a previously prepared sand bedding as per design drawing. The sand shall be laid and spread on the sub-base and lightly compacted, by hand tamping or pedestrian roller with no vi bration. The pavement edge stones shall be placed first to act as a level and alignment gui de for the rest of the paving. These edge blocks are to be bedded and joint mortared in place. All other blocks shall be placed with the longest dimensions across the road. Alternate stones at the pavement edge will be half size to allow joints in t he paving to be staggered in adjacent rows. Each stone block shall be lightly tapped into position with a mason’s hammer, to ensure initial bedding into the sand. Joints between blocks should be nominal 10 mm wide and completely filled with sand with an excess to allow for consolidation during compaction. When an area of blocks has been placed, they should be consolidated in position by dry compaction with a pedestrian vibrating roller. After a few passes water can be applied to facilitate compaction. If a seal is specified, the sand joints should be cleaned out to a depth of 30mm and filled to within 5 mm of the finished surface with bitumen emulsion and finished s moothly. The dressed stone paving may be opened to traffic 7 days after the completion


II-80

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.26 Clause 6. 26 Dressed Stone pavement of the jointing work.

karbgðab;

kMlaMgbgðab;Gb,brmasMrab;karkinedayr: ULÚelI μf RtUvEtkñ úgkMritdUcxageRkam³ TMgn;Gb,brmaénr: ULrÚ Mjr½ ³ 1000 kg cMnnY dgénkarkinbgðab; ³ 6 eTA 8 dg kñ úgmYycMnuc

Compaction

The minimum compactive effort for the rolling of the placed dressed stone shall be in the following range: Minimum weight vibrating roller: 1,000 kg No of passes: 6-8 per point

4.

kareRbIR)as; Uses

kMralpøvÚ enAkEnøgEdlRkYsRkhmmanKuNPaBl¥ minGacrk)anenACitkardæan sMNg; . Pavements of roads where laterite of good quality is not available close to the construction site 5.

karKNnabrimaNsmÖar³

brimaNkñ úg1Ékta


Unit quantity:

1 m2

brimaNvas;sMrab;cN M ay KWCaépÞCaEm:Rtkaer:énRsTab; μf Edlerob nigP¢ab;elIp Úøv . RbEvgnwgRtUvvas;tam GkS½pøvÚ . cMNaynigkMras;énkMral nwgrYmbBa¢lÚ TaMgRsTab;xSac; dUc)anbgðaj . cMNayTaMgenaHRtUvrYmbBa¢ Úl TaMgRsTab;xSac; kMlaMgtMerob karbgðab; karbMeBjtMNCamYyxSac; nigTwkekAs‘ U . Quantity measured for payment to be the square meters of placed and jointed stone l ayer on the road. Length will be measured along the centre line of the road. The payment and thickness of the dressed pavement will include the sand bedding layer as specified. The rates shall include the supply, bedding, placing, taping and joint filling with sand and bitumen emulsion.

μferob eRkAbnÞat;)anbgðajelIKMrbU øg; minKYrvas;EvgsMrab;cNM ayeT .

Dressed Stone placed outside the lines shown o n the drawing should not b e measured and accepted for payment.


II-81

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.27 Clause 6. 27 Asphalt Concrete pavement 1.

bTdæanbec©keTs Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

Gas;sVal;

Gas;saV l;RtUvEtCaekAsUr‘ avEdlmanRbePT PaBFn; nig GñkplitEdlman karyl;RBmBIGñkRKb;RKgbec©keTs . Gas;sVal;enaHRtUvmankMrti CRmab 85-100 .

; l,aykMeTcf μ

Asphalt material shall be cut back bitumen of approved type, grade and manufacturer. The asphalt shall have a 85-100 penetration grade.

Asphalt

l,aykMeTcf μRtUvmankMeTcf μ xSac;nig sI umg: ;t× . kMeTcf μ 90% RtUvEtGacqøgkat;kERBa©g 25.4mm . RKab; μfKrY Ets¥at rwgmaM . μfenaHKYrEtK μandI\dæ Pk; FUlI b¤sMramd¾éTeTot . xSac;RtUvCaxSac; Fm μCati rwg s¥at maM μK andI\dæ Pk; rW sMramepSg² . sI um:g;t× CasIum:gt; × Fm μta .

Aggregates

Aggregates shall consist of crushed stone, sand and cement. The crushed stone shall have a 90% passing a 25.4 mm sieve. Particles should be clean, hard, and durable. The stones should be free from clay, mud, dust or any other foreign matter. Sand shall be natural sand hard, clean, durable and free from clay, mud or any other foreign matter. Cement shall be Portland cement.

3.

bec©keTssagsg; ; Gñkem: AkarRtUvpþle; GaysMrab;karyl;RBm nUvrUbmnþlaypSMEp¥kelIkarlay sak niglTæplénkareFVIetsþ énkMralEdleFVeI LIgcMeBaHKMrRU bhak;RbEhl énl,aykMeTcf μ nigGas;sVal; . rUbmnþlayenaHRtUvbgðajBIPaKryqøgkat; ral;kERBa©gEdlRtUvkar PaKryGas;sVal;EdlRtUvkar sItuNðPaBénl,ay begðyI EdlRtUvkar enAeBlvaRtUv)anpþac;BIm:asI unrlay . Construction techniques

karlay Mixing

The contractor shall submit for approval the mix formula based on trial mixes and the result of test pavement conducted on similar samples of aggregate and asphalt. The mixing formula shall indi cate the required percentage passing each individual sieve, the required percentage of asphalt and the required temperature of the completed mixture when it is discharged from the mixer, for surface course.


II-82

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.27 Clause 6. 27 Asphalt Concrete pavement

karRkal

muneBlRkall,ayebtugGas;sVal; RsTab;RKwHvaRtUvEts¥atKa μnsMram . m:asInu )ac;RtUvEttMrUv ehIyel,ÓnRtUvbEnßmbnßyedIm,IeGayépÞebtugGas; sVal;relag ehIyeGaykMras;rbs;va eqøIytbtamtMrvU karkñgú KMrbU øg;bnÞab;BI bgðab;rcY . épÞb:HénebtugGas;sVal;enaHRtUvEt)ac; rWlabCamYyRsTab;ekAs‘ U esþ IgBIelI .

Placing

Before placing the asphalt-concrete mixture, the base course shall be cleaned of all foreign matter. The spreader shall adjusted and the speed regulated so that the surface of the asphalt-concrete will be smooth and of such depth t hat, when compacted, it will conform to the cross section shown on the drawing. Contact surfaces of previously constructed structures shall be sprayed or painted with a thin coat of bituminous material.

karbgðab;

karbgðab;RtUvEteFV IeGayehIyCamYynwg]bkrN_Edlmankaryl;RBm b:uEnþ eKeBjniymeRbIRbePTtg;DWm kg; 2 rW 3 . Ur:LÚKYrEtsmRsbsMrab;krM al layekþ A . kg;KrY EtbMBak;CamYyRbdab;ekas FugTwk nig]bkrN_)ac;TwkedIm,I rkSa kg;TaMgenHeGayesImRKb;RKan;edIm,ITb;sáat;l,ayenaHkM ueGayCab;kg; .

Compaction

Compaction shall be done with approved equipment, but preferable two or three wheel tandem-type. the rollers should be suitable for hot mix pavement. the wheels should be equipped with adjustable scrapers, water tanks and sprinkling apparatus to keep the wheels sufficiently wet to prevent the mixture from sticking to the wheels.

4.

kareRbIR)as; Uses

kMralpøvÚ enAkEnøgEdlRkY ¤sRkhmEdlmanKuNPaBl¥ minenACitkardæansMNg; . kMralpÚ øvenHGaceFV IsrM ab;ciBa©mw pø Úv pø ÚvedIr b¤ dUcKñaenH . Pavements of roads where laterite of good quality is not available close to the construction site. Pavements can also be made for sidewalks and footh paths and the like. 5.


brimaNCaÉkta


Unit quantity:

1 m2

brimaNvas;sMrab;cN M ayKW CaépÞCaEm:Rtkaer:énRsTab; ebtugGas;sVal;RkalelIp Úvø RbEvgva nigRtUvvas;tamGkS½p Úøv . cMNay nigkMras;énkMral nwgrYmbBa¢ ÚlTaMgRTnab;xSac; dUc)anbgðaj . cMNayenaH rYmbBa¢ ÚlbEnßmTaMgkarpþl;eGay karrlay nig karRkalénl,ay . Quantity measured for payment to be the square meters of placed Asphalt-Concrete layer on the road. Length will be measured along the centre line of the road. The payment and t hickness of the pavement will


II-83

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.27 Clause 6. 27 Asphalt Concrete pavement include the sand bedding layer as specified. The rates shall include the supply, mixing and placing of the mixture

RsTab;RkaleRkAbnÞat;dcU )anbgðajelIKMrbU øg; minKYrvas;sMrab;cMNayeLIy . Layers placed outside the lines shown on the drawing should not be measured and accepted for payment.


II-84

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.28 Clause 6. 28 Mass Concrete 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

Ingredient

Specification

sI um:g;t×

sI umg: ;t× F μm ta

Cement

Ordinary Portland cement

μf

mm

10 x 20

Stone 10 x 20 mm

μfl i¥t b¤ RkYs TMhMGb,brma mm nigGtibrma mm . l,aykMeTcf μRtUvEtK μansarFatueRKaHfñak;dUcCa EdkERcH FüÚg μfmIka μfPaCn_ rWsarFatuRsedog²Kña dUcCaRKab; μfsMEb:tehIyRTEvg . RbsinebIcaM)ac;l,ay kMeTcf μRtUvEtlag ehIyErgedaykERBa©gedIm,IyksarFatueRKaHfñak;ecj . 10

20

Quarry stone or gravel, minimum size 10mm, maximum size 20 mm. Aggregate shall not contain harmful materials such as iron pyrites, coal, mica, shale or similar laminated materials such as flat and elongated particles. If necessary, aggregate shall be washed and sieved to remove deleterious substances.

xSac;eRKIm

xSac;F μm CatiEdlmanRKab;rwgehIymaM .

Course sand

Natural sand, having hard, strong, durable particles.

Twk

μaneRbg GasI ut CatiGal;kaLaMg sár GMbrU bEnø sMram nigsar TwkRtUvEts¥atK FatueRKaHfñak;d¾éTeTot .

Water

Water shall be reasonably clean and free from oil, acid, alkali, sugar, salt, vegetable, organic matter or other deleterious substances. Water known to be of potable quality may be best used.

2.

tRmUvkarepSg²eTot Other requirements

PaBF¶n;

Strength

PaBrwgrbs;ebtug μf I RtUvRtYtBinti üedaykareFVIetsþ sRmut³ sRmutFm μta ³ 80mm sRmutGtibrma ³ 120mm karlaysI um:g;RtUvEt 1:2:3 CamYypleFobTwkelIs Ium:gt; ’e μs Ingw 0.5 PaBFn;nwgkMlaMgsgát;rbs;ebtug KYrEt 30 MPa The consistency of fresh concrete shall be monitored by testing the slump Nominal slump: 80 mm Maximum slump: 120 mm The cement mix shall be 1:2:3 with a water/cement ratio of 0.5


II-85

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.28 Clause 6. 28 Mass Concrete The concrete compressive strength should be 30 MPa 3.


karlay

edaym:asInu

Mixing

By machine

kareRsacTwk

enAeBlmantMrUvkarTwk RtUv)ac;eTAelIdI muneBlekoCaragcugeRkayedaym:a sInu . RtUvkincMnYn 3dg edIm,IFanakarlaydICamYynwgTwkmuneBlekoCarag begðyI .

Watering

When water is needed, is should be sprayed onto the soil before final shaping with the grader. Three passes of the grader should be made to ensure mixing of the soil with the water, b efore final shaping.

karkinbgðab;

edaym:asI unrMj½r

Compaction 4.

By mechanical vibrator

kareRbIR)as; Uses

kMralpø ÚvEdlrgcracrN_F¶n; Pavements of roads carrying heavy traffic

ebtug μK ansrésEdkGacnwgRtUveRbIsMrab;kMralxNÐsa< n nigkMralxNÐsMNg; tUc² . Mass concrete may also be used for bridge slabs and slabs for small structures. 5.


brimaNCaÉkta


Unit quantity:

sMPar³

3

1m

cMnYn

Ékta

Material

Amount

Unit

sI umg: ;t×

380

kg

0,75

m3

0,50

m3

Cement

μfTMhM

mm

10 x 20

Stone, 10 x 20 mm size

xSac; Sand


II-86

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.29 Clause 6. 29 Mesh Reinforced Concrete 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

ebtug

1:2:3 (30 N/mm2)

Concrete

sMNaj;Edk

srésEdkBRgwgénkMralxNÐebtugKW CasMNaj;Edk 1RsTab; (Ø5@150) . sMNaj; EdkenaHRtUvmanRsTab;karBarxageRkam 50mm. eKRtUvdak;deM u tAh‘ UCab;Ca mY Yy nwgsMNaj;EdkenAépÞxageRkamenaHedIm,IFanafa sMNaj;EdkenaHzitenA cMTItaMgeRKagedayGnuBaØati[mankMritlMeGog +/ U RtUveroby:agNaeGaysMNaj;Edkminb:H 10mm . KMlatrvagdM uetAh‘ nwg)atRKwHfñl;enAeBlvadabcuH eRkam eRkambnÞ úkeCIgCan;elIva . sMNaj;KrYEtKgelIKña 300mmRtg;tMN .

Mesh reinforcement

Reinforcement of the concrete floor slab will be with 1 layer of steel mesh (Ø5@150). The Steel fabric is to have 50mm cover to bottom surfaces. The bottom layer to be fixed to concrete block spacers of variable depth to ensure steel is fixed within +/- 10mm of designed position. Spacing of block spacers should be such that the st eel fabric does not touch the sub-base when deflected under foot load. Mesh should be lapped 300mm.

RsTab;)atRKwHfñl;

;

Sub-base course

μs apøvÚ BIRkYs μf

RsTab;)atRKwHfñl;RtUveFVIBIRkYsRkhm kMeTcf μ BIRkYsFm μCatiBIRbPB Edlmankaryl;RBmBIGkñ RKb;RKgbec©keTsedayeyageTAtambTdæanbec©k eTs. )atfñl;enHRtUvmansPaBF¶n; 30% ¬CBR RtaMTwk¦ . )atRKwHfñl;RtUv EterobBIelIedayRsTab;xSac;eRKImkMras; 50mm .

The sub-base layer shall be constructed from laterite, crushed stone of natural gravel from sources approved by the Supervisor according to t he specifications. The sub-base shall have a strength of 30 % (soaked CBR). The sub-base shall be covered by a layer of 50 mm of course sand.

μs apø ÚvBIRkYsRtUvEteFV IBRI kYsRkhm kMeTcf μénRkYsFm μCatiBRI bPBEdlman

karyl;RBmBIGñkRKb;RKgbec©keTs edayeyageTAtambTdæanbec©keTs . RsTab; μs apøvÚ man CBR enAkardæan minticCag 30% eT . Gravel shoulder

The gravel shoulder shall be constructed from laterite, crushed stone of natural gravel from sources approved by the Supervisor according to the specifications. The shoulder layere should have an in situ CBR of not less


II-87

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.29 Clause 6. 29 Mesh Reinforced Concrete than 30%

KMlatsrésEdk

KMlat 150mm TaMgBIrTis erobedaymanRsTab;karBar 50mm eRkamkMBs; kRmalxNÐrYcral; luHRtaEt)anbgðaBaØelIKnM Urbøg; .

Bar spacing

Spacing 150 mm both directions, placed with 50 mm cover below finished slab level unless indicated otherwise on the drawings.

KMlatsrésEdk

Bar spacing

150 mm

Twk

Twks¥atsMrab;briePaK

Water 2.

Clean drinking water


pleFobTwk ¼sI umg: ;t×

pleFobTwkelIsI um:g;t× enAeBleRbIR)as;l,aykMeTcf μs Ü¶tRtUvEt mankMritTabtamEdlGaceFV IeTA)an ehIyGacnwgERbRbYlBI 0.45eTA 0.50 énTMgn; RbsinebImin)anbgðaj .

Water/cement ratio

The ratio of free water to cement when using dry aggregate shall be as low as possible and may vary between 0.45 and 0.50 by weight unless indicated otherwise.

PaBgayRsYleFVIkargar énebtug

ebtugRtUvEtmanPaBgayRsYlkñ úgkarcak;smRsbedIm,ITTYl)ankarbgðab; eBjelj . sRmutebtugvas;RtUvEtminelIsBI 75mm ± 25mm

Workability

The concrete shall be of suitable workability to obtain full compaction. Slump measured shall not exceed 75 mm ± 25 mm.

3.



II-88

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.29 Clause 6. 29 Mesh Reinforced Concrete

kþarBum

μanr)aMg . kþarBum
Formwork

Formwork shall be used at all unrestrained edges. Formworks must remain in place not less than 72 hours after placing the concrete.

karlay

edaym:asInu

Mixing

By machine.

karcak;

ebtugRtUvcak;mineGayyWtCag 10naTI bnÞab;BIlay .

Placing

Concrete shall be placed within 10 minutes of mixing or it shall not be used.

karbgðab;

bgðab;edaym:asI unrMjr½

Compaction

Compaction by mechanical vibrator

épÞebtugbegð Iy

Pøam²bnÞab;BIcak;ebtug épÞebtugRtUvkarBRgabedayemIl Em:RtemIlkMBs; rW cMNucEdl)anedAkMBs;edIm,ITTYl)anépÞxagelI relag nigmankMBs;RtwmRtUv. sMrab;p Úvø ebtugsMNaj;Edk épÞbegð IyRtUvEteRKImbnþ icedaykarTajsrés GMe)aslILúgkat;épÞkñ úTisedAEkgeTAnwgGkS½p Úøv .

Finishing concrete surface

Immediately after placing the concrete surface shall be struck off using templates to provide proper crowns and shall be finished smooth and to correct levels. For mesh reinforced concrete roads the finish shall be slightly roughened by dragging a stiff broom across the surface in a direction at right angles to the road centreline.

kMritlMeGog

épÞbegðyI RtUv ±10mm BIkEnøgEKmRtg;mYykñgú TisedANak¾edayelIépÞxagelI rbs;ebtug BIkMras;Edl)aneRKag . cMeBaHpø Úvebtugq¥ wgb¤sSI kñ úgRbEvg 20m NamYy minRtUveGaykMBs;vaelIsBI U bnÞat;kBM s;KrU TukeT . ±30mm BIKMns

Tolerance

The finished surface shall be ±10 mm from a straight edge place in any direction on the concrete top surface. For bamboo reinforced concrete roads the grade-line shall not be more than ±30 mm in any 20 m length.

tMN

ral;tMNRtUvEteFV IRtg;kEnøg)anbgðajkñ úgKMnrU bøg;Etb:eu NÑaH RbsinebI μKa nkar ENnaMbEnßm .

Joints

All joints shall be made only where shown on the drawings unless otherwise instructed.

karEfTaM

ebtugRtUvEtrkSaeGaymansMeNIm kñ úgryeBl 7éf¶ bnÞab;BIcak; . enAkñ úgkMLúgeBlenHkMralxNÐRtUvEt RKbeday)avRkas;RClk;TwkPøam²


II-89

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.29 Clause 6. 29 Mesh Reinforced Concrete

bnÞab;BIeFVéI pÞbegðyI . kñ úgcenøaHrvag 8 eTA 21éf¶ ebtugRtUvEteRsacTwkCa erogral;éf¶ edIm,ITb;sáat; rMhYtTwkBIépÞ . Curing

The concrete shall be kept wet for a minimum 7 days after placing. During this period the slabs shall be covered with Hessian immediately after final finishing of the surface. Between 8 and 21 days the concrete shall be watered daily to prevent drying out of the surface.

4.

kareRbIR)as; Uses

kMralpø ÚvrgbnÞ úkcracrN_Fn¶ ; . kMralxNÐCan;xageRkaménGaKar . Road pavement for roads with heavy traffic. Ground floor slabs in buildings. 5.


brimaNCaÉkta


Unit quantity:

sMPar³

1 m3

cMnYn

Ékta

Material

Amount

Unit

sI umg: ;t×

380

kg

0.75

m3

0.5

m

2.25

kg/m

Cement

μfTMhM

mm

10 x 20

Stone 10x20 mm size

xSac;

3

Sand

sMNaj;Edk

2

Wire mesh


II-90

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.30 Clause 6. 30 Steel Reinforced Concrete 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

cMnYn

Ingredient

Specification

Quantity

ebtug

1:2:3.(30 N/mm2)

Concrete

sMNaj;Edk

srésEdkBRgwgénkMralxNÐebtugKW CasMNaj;Edk 1RsTab; (Ø8@200) . sMNaj; EdkenaHRtUvmanRsTab;karBarxageRkam 50mm. eKRtUvdak;deM u tAh‘ UCab;Ca mY Yy nwgsMNaj;EdkenAépÞxageRkamenaHedIm,IFanafa sMNaj;EdkenaHzitenA cMTItaMgeRKagedayGnuBaØati[mankMritlMeGog +/ U RtUveroby:agNaeGaysMNaj;Edkminb:H 10mm . KMlatrvagdM uetAh‘ nig)atRKwHfñl;enAeBlvadabcuH eRkam eRkambnÞ úkeCIgCan;elIva .

Mesh reinforcement

Reinforcement of the concrete floor slab will be with 1 layer of steel mesh (Ø8@200). The Steel fabric is to have 50mm cover to bottom surfaces. The bottom layer to be fixed to concrete block spacers of variable depth to ensure steel is fixed within +/- 10mm of designed position. Spacing of block spacers should be such that the st eel fabric does not touch the sub-base when deflected under foot load.

RsTab;)atRKwHfñl;

Sub-base course

μs apøvÚ BIRkYs μf

μCatiBRI bPB RsTab;)atRKwHfñl;RtUveFVIBIRkYsRkhmkMeTcf μ BIRkYsFm Edlmankaryl;RBmBIGkñ RKb;RKgbec©keTsedeyeyageTAtambTdæanbec©k eTs. )atfñl;enHRtUvmanPaBFn; 30% ¬CBR RtaMTwk¦ . )atRKwHfñl;RtUv EterobBIelIedayRsTab;xSac;eRKImkMras; 50mm .

The sub-base layer shall be constructed from laterite, crushed stone of natural gravel from sources approved by the Supervisor according to the specifications. The sub-base shall have a strength of 30 % (soaked CBR). The sub-base shall be covered by a layer of 50 mm of course sand.

μs apø ÚvBIRkYsRtUvEteFV IBRI kYsRkhm kMeTcf μénRkYsFm μCatiBIRbPBEdlmankar yl;RBmBIGkñ RKb;RKgbec©keTs edayeyageTAtambTdæanbec©keTs . RsTab; μs apøvÚ man CBR enAkardæan minticCag 30% eT .

Gravel shoulder

The gravel shoulder shall be constructed from laterite, crushed sto ne of natural gravel from sources approved by the Supervisor according to the specifications. The shoulder layer should have an in situ CBR of not less than 30%


II-91

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.30 Clause 6. 30 Steel Reinforced Concrete

KMlatsrésEdk

KMlat 200mm TaMgBIrTis erobedaymanRsTab;karBar 50mm eRkamkMBs; kRmalxNÐrYcral; luHRtaEt)anbgðaBaØelIKnM Urbøg; .

Bar spacing

Spacing 200 mm both directions, pl aced with 50 mm cover below finished slab level unless indicated otherwise on the drawings.

KMlatsrésEdk Bar spacing

200 mm

200 mm

Twk

Twks¥atsMrab;briePaK

Water 2.

Clean drinking water


pleFobTwk ¼sI umg: ;t× Water/cement ratio

pleFobTwkelIsI um:g;t× enAeBleRbIR)as;l,aykMeTcf μs Ü¶tRtUvEt mankMritTabtamEdlGaceFV IeTA)an ehIyGacnwgERbRbYlBI 0.45eTA 0.50 énTMgn; RbsinebImin)anbgðaj . The ratio of free water to cement when using dry aggregate shall be as low as possible and may vary between 0.45 and 0.50 by weight unless indicated otherwise.

PaBgayRsYleFV Ikarebtug ebtugRtUvEtmanPaBgayRsYlkñ úgkarcak;smRsbedIm,ITTYl)ankarbgðab; eBjelj . sRmutebtugvas;RtUvEtminelIsBI 75mm ± 25mm Workability

The concrete shall be of suitable workability to obtain full compaction. Slump measured shall not exceed 75 mm ± 25 mm

3.


kþarBum<

μanr)aMg . kþarBum

II-92


edaHecjkñúgry³eBl minticCag 72em:ag bnÞab;BIcak;ebtug . Formwork

Formwork shall be used at all unrestrained edges. Formworks must remain in place not less than 72 hours after placing the concrete.

karlay

edaym:asInu

Mixing

By machine.

karcak;

ebtugRtUvcak;mineGayyWtCag 10naTI bnÞab;BlI ay .

Placing

Concrete shall be placed within 10 minutes of mixing or it shall not be used.

karbgðab;

bgðab;edaym:asI unrMjr½

Compaction

Compaction by mechanical vibrator

épÞebtugbegð Iy

Pøam²bnÞab;BIcak;ebtug épÞebtugRtUvkarBRgabedayemIl Em:RtemIlkMBs; rW cMNucEdledAkMBs;edIm,ITTYl)anépÞxagelI relag nigmankMBs;RtwmRtUv. sMrab;p Úvø ebtugsMNaj;Edk épÞbegð IyRtUvEteRKImbnþ icedaykarTajsrés GMe)aslILúgkat;épÞkñ úTisedAEkgeTAnwgGkS½p Úøv .

Finishing concrete surface

Immediately after placing the concrete surface shall be struck off using templates to provide proper crowns and shall be finished smooth and to correct levels. For mesh reinforced concrete roads the finish shall be slightly roughened by dragging a stiff broom across the surface in a direction at right angles to the road centreline.

kMritlMeGog

épÞbegðyI RtUv ±10mm BIkEnøgEKmRtg;mYykñgú TisedANak¾edayelIépÞxagelI rbs;ebtug BIkMras;Edl)aneRKag . cMeBaHpø Úvebtugq¥ wgb¤sSI kñ úgRbEvg 20m NamYy minRtUveGaykMBs;vaelIsBI U bnÞat;kBM s;KrU TukeT . ±30mm BIKMns

Tolerance

The finished surface shall be ±10 mm from a straight edge place in any direction on the concrete top surface. For bamboo reinforced concrete roads the grade-line shall not be more than ±30 mm in any 20 m length.

tMN

ral;tMNRtUvEteFV IRtg;kEnøg)anbgðajkñ úgKMnrU bøg;Etb:eu NÑaH RbsinebI μKa nkar ENnaMbEnßm .

Joints

All joints shall be made only where shown on the drawings unless otherwise instructed.

karEfTaM

ebtugRtUvEtrkSaeGayman sMeNImkñ úgryeBl 7éf¶ bnÞab;BIcak; . enAkñ úgkMLúgeBlenHkMralxNÐRtUvEt RKbeday)avRkas;RClk;TwkPøam² bnÞab;BIeFV IépÞbegð Iy . kñ úgcenøaHrvag 8 eTA 21éf¶ ebtugRtUvEteRsacTwkCa


II-93


erogral;éf¶ edIm,ITb;sáat; rMhYtTwkBIépÞ . Curing

The concrete shall be kept wet for a minimum 7 days after placing. During this period the slabs shall be covered with Hessian immediately after final finishing of the surface. Between 8 and 21 days the concrete shall be watered daily to prevent drying out of the surface.

4.

kareRbIR)as; Uses

kMralpø ÚvrgbnÞ úkcracrN_Fn¶ ; . kMralxNÐCan;xageRkaménGaKar . Road pavement for roads with heavy traffic. Ground floor slabs in buildings. 5.


brimaNCaÉkta


Unit quantity:

sMPar³

3

1m

cMnYn

Ékta

Material

Amount

Unit

sI umg: ;t×

380

kg

0.75

m3

0.5

m

4.00

kg/m

Cement

μfTMhM

mm

10 x 20

Stone 10x20 mm size

xSac;

3

Sand

sMNaj;Edk Wire mesh


2

II-94


(SBST)

Clause 6. 31 Single Bituminous Surface Treatment (SBST) 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

cMnYn

Ingredient

Specification

Quantity

ekAs‘ U

kMritRCabcUl 80/100 EdlRsbeTAnwgtMrvU karrbs; ASTM / AASHTO ehIyGñkem:AkarRtUvpþl; lixitbBa¢ak;faekAs‘eU naHRsbnwgtMrUvkarenaH .

Bitumen

Penetration grade 80/100 conforming to the requirements of ASTM/AASHTO; the Contractor shall provide a supplier’s test certificate that the bitumen conforms to this requirement.

sarFatuCnM YyPaBs¥ it Adhesion Agent

ekAs‘ UeRsabkMeTcf μ ¬kMeTcf μ¦

sarFatuEdlbegátI PaBl¥ iténekAs‘ Uflñ ;CamYy nwgl,aykMeTcf μRtUvbEnßm kñ úgl,ayekAs‘ U edaymankarENnaMBIGñkplit .

A proprietary additive that enhances the adhesion of the bitumen to the aggregate shall be added at t he doses recommended by the Manufacturer.

ekAs‘ UeRsabl,aykMeTcf μRtUvCaplitplcMhuykMedA ekAs‘Urav rWk¾ plitepSg eTotdUcKñaenH .

Aggregate pre-coating material

Aggregate pre-coating material shall be distillate or distill ate based product, cutback bitumen, or another proprietary product.

Aggregate (stone chippings)

Clean, hard, dry, tough, sound, crushed stone or crushed gravel of uniform quality free from dust, clay or organic matter. Nominal size of stone shall be 12 mm, 100% Passing 20 mm sieve and retained on 10 mm sieve

2.

tMrUvkarepSg²

l,aykMeTcf μ ¬kMeTcf μ¦

s¥at rwg s¶ Üt maM mansMelg kMeTcf μ r kW MeTcRkYsEdldUc²Kña μK anFUlI dI\dæ rW sMram . TMhMmFüménf μRtUvEt 12mm 100% qøgkat;kERBa©g 20mm ehIyeTIrelI kERBa©g 10mm .

Other requirements

μK an

None 3.


karerobcMRKwHfñl;

μanFUlI CatikxVke; hIyCa épÞRKwHfñlE; dlnwgRtUvRkal SBST RtUvEts¥atK smÖar³ mancenøaHrlugBI mYyeTAmYy ehIyRtUvEts¶ÜtmuneBl)aj;CamYyekAs‘U μl Üt.


II-95


(SBST)

Clause 6. 31 Single Bituminous Surface Treatment (SBST) Preparation of base

kar)aj;ekAs‘ μlU Ü t Application of bitumen binder

The base surface to receive SBST shall be swept clean of dust, loose dirt and all loose material and shall be dry before spraying with bitumen binder.

ekAs‘Ufñl;RtUvdutkMedArhUtdl;cenøaHrvag 135Cº nig 155Cº ehIyk¾)aj; edaym:asI un)aj; . ekAs‘UEdldutkMedArhUtdl; 165 Cº minGaceRbIR)as; )aneT . Bitumen shall be heated to between 135ºC and 155ºC and applied using a mechanical sprayer. Bitumen that has been overheated above 165ºC at any time shall not be used.

GaRtaeekAs‘UK W BI 1.2 eTA 1.4 Kg énTMgn;ekAs‘ URtCak; kñgú mYyEm:Rtkaer:. The bitumen application rate shall be 1.2 to 1.4 kg cold weight of bitumen per square metre.

kar)aj;ekAs‘ UeRsab

Application of pre-coating material

karBRgaykMeTcf μ

Application of stone chippings

karkinbgðab;

Rolling

l,aykMeTcf μ EdlminTan;)aneRsabBImunRtUveRsabCamYy nwgsMPar³ dUcEdl)anbBa¢ak;kgñú bTdæanbec©keTs 304.02.3 . kareRsabenaHRtUvEt eFV Iy:agNa[ral;RKab; μfénl,ayRtUv)aneRsabdUc²Kña .

Aggregate which has not been previously pre-coated shall be pre-coated with material as specified in Sub-clause 304.02.3 of the Specifications. Such precoating shall be carried out so that each aggregate particle is uniformly coated.

manEtkMeTcf μs Ü¶tb: ueNÑaHRtUv)aneRbI . Pøam²bnÞab;BIkar)aj;ekAs‘ μlU Ü tkMeTcf μ RtUvEtBRgayeGayes μ IelIépÞedayeRbI]bkrN_BRgayEdlmankaryl;RBmKña rWk¾edayédedIm,IeGayva RKbelIépÞTaMgmUl . RbsinebIcaM)ac; épÞenaHRtUv μ Isac;énf μ enaH. kMeTcf μenaHminKYr e)assMGat edIm,IFananUvkarBRgayes BRgay yUrCag 3naTI bnÞab;BkI ar)aj;ekAs‘ U μl Ü t .

Only dry stone chippings shall be used. Immediately after application of the binder stone chippings shall be spread uniformly on the surface, by means of an approved aggregate spreader or manually, so as to cover the surface completely. If necessary the surface shall be swept to ensure uniform spread of chippings. The chippings shall not be spread more than 3 minutes after application of the binder.

Pøam²bnÞab;BBI Rgayf μ épÞTaMgmUlRtUvkinedayr: ULÚkg;Edk relag b¤k¾ μ ½n . enAeBlkMBugkin μfbgðab;RtUvEtBRgay Ur:LÚkg;eRbIxül; b¤ ]s μ Irbs;épÞ . karkinbgðab;RtUvbnþrhUt edayédeGayRKb;edIm,IbMeBjPaBmines Tal;EtkMeTcf μenaHelccUleTAkñ úgekAs‘ UehIymingay nwgqá wHecjedayéd . Immediately after spreading the stone chippings the whole surface shall be rolled with either a smooth wheeled steel roller or a pneumatic tired roller.


II-96


(SBST)

Clause 6. 31 Single Bituminous Surface Treatment (SBST) While rolling is in progress additional chippings shall be spread by hand sufficient to correct any irregularities in the surface. Rolling shall continue until the stone chippings are firmly embedded in the bitumen and not easily removed by hand. 4.

kareRbIR)as; Uses

RsTab;b:HpÞal;eTAnwgcracrN’ sMrab;krM alpø Úv . Wearing course for road pavement 5.


brimaNCaÉkta


Unit quantity:

sMPar³ Material

μfmFüm mm 12

1 m2

cMnYn

Ékta

Amount

Unit

0.015

m3

1.2 to 1.4

kg

Nominal size stone 12 mm

ekAs‘ U Bitumen


II-97


(DBST)

Clause 6. 32 Double Bituminous Surface Treatment (DBST) 1.

smasPaB Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

ekAs‘fU ñl;

kRmitRCabcUl 80/100 EdlRsbeTAnwgtMrUvkarrbs; ASTM / AASHTO ehIyGñkem:AkarRtUvpþl; lixitbBa¢ak;faekAs‘ UenaHRsbnwgtMrvU karenaH .

Bitumen

Penetration grade 80/100 conforming to the requirements of ASTM/AASHTO; the Contractor shall provide a supplier’s test certificate that the bitumen conforms to thi s requirement.

l,aykMeTcf μ ¬kMeTcf μ¦ sMrab;RsTab;TI 1 Aggregate (stone chippings) for first coat

l,aykMeTcf μ ¬kMeTcf μ¦ sMrab;RsTab;TI 2

s¥at rwg s¶ Üt maM mansMelg kMeTcf μ rW kMeTcRkYsEdldUc²Kña μK anFUlI dI\dæ rW sMram . TMhMmFüménf μRtUvEt 12mm 100% qøgkat;kERBa©g 20mm ehIyeTIrelI kERBa©g 10mm . Clean, hard, dry, tough, sound, crushed stone or crushed gravel of uniform quality free from dust, clay or organic matter. Nominal size of stone shall be 12 mm, 100% Passing 20 mm sieve and retained on 10 mm sieve

s¥at rwg s¶ Üt maM mansMelg kMeTcf μ rW kMeTcRkYsEdldUc²Kña μK anFUlI dI\dæ rWsMram . TMhMmFüménf μRtUvEt 8mm 100% qøgkat;kERBa©g 12.5mm ehIyeTIr elIkERBa©g 6.3mm .

Aggregate (stone chippings) for second coat

Clean, hard, dry, tough, sound, crushed stone or crushed gravel of uniform quality free from dust, clay or organic matter. Nominal size of stone shall be 8 mm, 100% Passing 12.5 mm sieve and retained on 6.3 mm sieve

2.


μK an

None 3.

bec©keTssagsg; ; μanFUlI CatikxVk; épÞRKwHfñl;EdlnwgRtUvRkal SBST RtUvEts¥atK ehIyCasMPar³ mancenøaHrlugBI mYyeTAmYy ehIyRtUvEts¶ÜtmaneBl)aj;Ca mYyekAs‘ μlU Ü t . Construction techniques

karerobcMRKwHfñl

;

Preparation of base

The base surface to receive SBST shall be swept clean of dust, loose dirt and all loose material and shall be dry before spraying with bitumen binder.


II-98


(DBST)

Clause 6. 32 Double Bituminous Surface Treatment (DBST)

kar)aj;ekAs‘ U μl Ü t

Application of bitumen binder

ekAs‘ Uflñ ;RtUvdutkMedArhUtdl;cenøaHrvag 135 Cº nig 155Cº ehIyk¾)aj; edaym:asI un)aj; . ekAs‘ UEdldutkMedArhUtdl; 165 CºminGaceRbIR)as; )aneT . Bitumen shall be heated to between 135ºC and 155ºC and applied using a mechanical sprayer. Bitumen that has been overheated above 165ºC at any time shall not be used.

GaRtaeRbIekAs‘ UKW BI 1.2 eTA 1.4 Kg énTMgn; ekAs‘ U μk ñ úg 1Em:Rtkaer: . karBRgaykMeTcf μ

Application of stone chippings

karkinbgðab;

Rolling

karBRgaykMeTcf μ RsTab;TI2 Application of second layer

The bitumen application rate shall be 1.2 to 1.4 kg cold weight of bitumen per square metre.

manEtkMeTcf μs Ü¶tb: ueNÑaHRtUv)aneRbI . Pøam²bnÞab;BkI ar)aj;ekAs‘ U μl Ü tkMeTcf μ RtUvEtBRgayeGayes μ IelIépÞedayeRbI]bkrN_BRgayEdlmankaryl;RBmKña rWk¾edayédedIm,IeGayva RKbelIépÞTaMgmUl . RbsinebIcaM)ac; épÞenaHRtUv μ Isac;énf μ enaH. kMeTcf μenaHminKYr e)assMGat edIm,IFananUvkarBRgayes BRgay yUrCag 3naTI bnÞab;BkI ar)aj;ekAs‘ U μl Ü t .

Only dry stone chippings shall be used. Immediately after application of the binder stone chippings shall be spread uniformly on the surface, by means of an approved aggregate spreader or manually, so as to cover the surface completely. If necessary the surface shall be swept to ensure uniform spread of chippings. The chippings shall not be spread more than 3 minutes after application of the binder.

Pøam²bnÞab;BBI Rgayf μ épÞTaMgmUlRtUvkinedayr:LU Úkg;Edk relag b¤k¾ μ ½n . enAeBlkMBugkin μfbgðab;RtUvEtBRgay Ur:LÚkg;eRbIxül; b¤ ]s μ Irbs;épÞ . karkinbgðab;RtUvbnþrhUt edayédeGayRKb;edIm,IbMeBjPaBmines Tal;EtkMeTcf μenaHelccUleTAkñ úgekAs‘eU hIymingay nwgqá wHecjedayéd .

Immediately after spreading the stone chippings the whole surface shall be rolled with either a smooth wheeled steel roller or a pneumatic tired roller. While rolling is in progress additional chippings shall be spread by hand sufficient to correct any irregularities in the surface. Rolling shall continue until the stone chippings are firmly embedded in the bitumen and not easily removed by hand.

RsTab;TI2 RtUvBRgayPøam²bnÞab;BIsMercRsTab;TI1 mYyk¾k ñgú ry³eBl 15éf¶ . bec©keTssagsg;sMrab;RsTab;TI2 dUcKña nigRsTab;TI 1Edr . The second layer shall be applied i mmediately after the first layer or within 15 days. The construction techniques for the second layer are the same as for the first layer.


II-99


(DBST)

Clause 6. 32 Double Bituminous Surface Treatment (DBST)

GaRtaekAs‘ U ¬sMrab;RsTab;TI2¦ KWBI 0.8 eTA 1.0kg énTMgn;RtCak;énekAs‘ U kñ úgmY Yykaer: . The bitumen application rate (for the second layer) shall be 0.8 to 1.0 kg cold weight of bitumen per square metre. 4.

kareRbIR)as; Uses

RsTab;bH: pÞal;eTAnwgcracrN_ sMrab;krM al pø Úv Wearing course for road pavement 5.


cMnYnCaÉkta


Unit quantity:

sMPar³ Material

RsTab;TI1 TMhMmFüm 12mm

1 m2

cMnYn

Ékta

Amount

Unit

0.015

m3

0.008

m3

1.2 to 1.4

kg

0.8 to 1.0

kg

First layer: nominal size stone 12 mm

RsTab;TI2 TMhMmFüm 12mm Second layer: nominal size stone 12 mm

RsTab;TI 1 : ekAs‘ U First layer: bitumen

RsTab;TI 2 : ekAs‘ U Second layer: bitumen


II-100


Concrete pipes and culvert rings

1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

ebtug

kRmas;CBa¢aMg t ³

Concrete

1:2:4

Wall thickness t: Ø0.3 m = 75 mm Ø0.4 m = 75 mm Ø0.5 m = 75 mm Ø0.6 m = 75 mm Ø0.8 m = 80 mm Ø1.0 m = 100 mm

Edk

EdkrelagEdlmanTMhM 235 N/ mm

EdkkgrgVg; nigEdksrésEvgenøaH 200mm. Ggát;p i©tEdk d ³ lU Ø0.3 m = 6 mm lU Ø0.4 m = 6 mm lU Ø0.5 m = 6 mm lU Ø0.6 m = 6 mm lU Ø0.8 m = 8 mm lU Ø1.0 m = 10 mm EdkkgrgVg;RtUvdak;enA cMENkÉEdkEvg RtUvdak;enA ³

2

Steel

2

Smooth bars 235 N/mm

Steel rings and long bars at 200 mm spacing. Steel diameter d: Ø0.3 m pipe = 6 mm Ø0.4 m pipe = 6 mm Ø0.5 m pipe = 6 mm Ø0.6 m pipe = 6 mm Ø0.8 m pipe = 8 mm Ø1.0 m pipe = 10 mm Ring steel to be on the inside, long steel on the outside.



II-101



Ggát;p©itxagkñ úglU D ³ Pipe internal diameters D: Ø0.3 m Ø0.4 m Ø0.5 m Ø0.6 m Ø0.8 m Ø1.0 m

kg;lUTaMgGs;RtUvmanGgát; ;p i©t D RbEvg 1m. tMNs‘kBIeRkA nig tMNsRmab;[s‘kbBa© Úl. Culvert rings all diameters D to be 1 m long. Spigot and socket joints 3. Construction techniques

bøg;sRmab;lUmYykg;

Ød @ 200

Drawing for 1 pipe unit Flow

t D+2t

D

D

1000

4. Uses

RKb;Ggát;p it© TaMgGs;rbs;RbB½nl§ Ubgð ÚrTwk nigsMNg;Farasa®sþ. lURtUvman TMhMFMCag 0.6m sRmab;lUmUl pø ÚvenAtamtMbn;CnbT nigsRmab;RbB½n§Eck cayTwk nigsMNg;bgð Úr. All diameters for piped drainage system and for irrigation structures. Pipes >0.6 m diameter for pipe culverts for rural roads and for irrigation distribution and drainage structures. 5.



Unit quantity:

lUmYykg; ¬RbEvg 1m¦ 1 culvert ring (1 m length)

II-102



Ggát;p©ti lU D

ebtug

Ékta

Edk

Ékta

Pipe diameter D 0.3 m 0.4 m 0.5 m 0.6 m 0.8 m 1.0 m

Concrete 0.09 0.11 0.14 0.16 0.22 0.35

Unit m3 3 m m3 3 m 3 m m3

Steel 2.3 3.1 3.8 4.6 10.9 21.3

Unit kg kg kg kg kg kg


II-103

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.34 Clause 6.34 Well rings 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

ebtug

kRmas;Gb,brma t = 50 mm

Concrete

1:2:4

Minimum wall thickness t: = 50 mm

Edk

Edkrelag 235 N/ mm

Steel

Smooth bars 235 N/ mm

-EdkkgrgVg; nigEdksrésEvgcenøaH 200 mm. - muxkat;Edk d= 6 mm - EdkkgrgVgR; tUvdak;enA cMENkÉEdk EvgRtUvdak;enA .

2

2

Steel rings and long bars at 200 mm spacing. Steel diameter d = 6 mm Ring steel to be on the inside, long steel on the outside.


Ggát;p©ti kñ úglU D: Well ring internal diameters D: Ø0.8 m Ø1.0 m

km
bøg;KnM rU sRmab;lUGNþ Úg mYykg; Drawing for 1 well ring unit

Ø6 @ 200

h


t ≥ 50 mm

D

II-104

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.34 Clause 6.34 Well rings 4. Uses

smRsbsRmab;

tMeLIgGNþgÚ xageRkamdI

Suitable for

Lining of wells below ground.

minsmRsbsRmab;

kg;lUk,alGNþ Úg lUmUl

Not suitable for 5.

Well head surround Pipe culverts


1 well ring

Unit quantity:

Ggát;p©it D

km
ebtug

Ékta

Edk

Ékta

Diameter D 0.8 m 0.8 m 1.0 m 10m

Height h 0.5 m 1.0 m 0.5 m 1.0 m

Concrete 0.11 0.22 0.17 0.34

Unit 3 m m3 3 m m3

Steel 4 4 6 8

Unit kg kg kg kg


II-105

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.35 Clause 6.35 Well head surround 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

ebtug

kRmas;CBa¢agM t³ = 100 mm

Concrete

1:2:4

Wall thickness t: = 100 mm

EdkEfb

Edkrelag 235 N/ mm

EdkkgrgVg; nigEdksrésEvgcenøaH 200 mm . Ggát;p©ti Edk = 8 mm. EdkkgrgVg;RtUvdak; enAxagkñ úgcMENkÉEdkEvgdak;enAxageRkA.

Steel

Smooth bars 235 N/mm2

Steel rings and long bars at 200 mm spacing. Steel diameter d = 8 mm Ring steel to be on the inside, long steel on the outside.

KRmblU

bnÞHkþar Edkrwt RtecokEdk karlabfñaM

Ggát;p it© begðyI = 1.2m karlabfñaM ³ RsTab;dMbUg nigxagelIBIrCan;

Well cover

Timber boards Metal straps Metal hinges Paint

Finished diameter = 1.2 m Paint: primer and two top coats.

2


Ggát;p i©txagkñ úgénkglUk,alGNþ Úg D = Ø1.0m km
KMnUrbøg;sRmab;kglU k,alGNþgÚ 1 3.


Drawing for 1 well head surround unit


II-106

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.35 Clause 6.35 Well head surround

Hinged cover

Ø8 @ 200

D=1m

H=1m t = 100 mm

150 mm

4. Uses

smRsbsRmab;

kg;lUk,alGNþ Úg

Suitable for

Well head surround

minsmRsbsRmab;

tMeLIgGNþ ÚgxageRkamdI lUmUl

Not suitable for 5.

Lining of wells below ground. Pipe culverts


1 well ring

Unit quantity:

Ggát;p i©t D

km
ebtug

Ékta

Edk

Ékta

Diameter D 0.8 m 0.8 m 1.0 m 10m

Height h 0.5 m 1.0 m 0.5 m 1.0 m

Concrete 0.11 0.22 0.17 0.34

Unit m3 m3 3 m 3 m

Steel 4 4 6 8

Unit kg kg kg kg


II-107

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.36 Clause 6.36 Dug Wells 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

kg;GNþ Úg Well rings

ceRmaHxSac; nigcRkYs Filter sand and filter gravel 2. Other requirements

karetsþemIlKuNPaBTwk enAeBlEdlTwkeRkamdIcUleTAkñgú GNþgÚ kñgú CeRmA 500 mm RtUvyksMNak TwkeTAeFV IkarviPaKrkCatiGaesnIk ¬Arsenic¦. Water quality testing

When ground water enters the well to a depth of 500 mm a water sample shall be taken for Arsenic analysis.

RbsinebIcaM)ac; b¤ mankarENnaM eKRtUvRbmUlsMNakTwkbEnßmeTotsRmab; eFVkI arBiesaFn_edaydak;kñ úgdbsMNakBiessmYy. If required or instructed additional water samples for other tests shall be collected in special sampling bottles.

sMNakTwkRtUvbBa© ÜneTAmnÞ IrBiesaFn_kñ úgGMLúgeBl 24 em:agedIm,IeFV IkarviPaK. Water samples must be delivered to a l aboratory for analysis within 24 hours of taking them.

CeRmA nigbrimaNTwk énGNþ Úg

Depth and Yield of Well

μm edayRsbeTAtamkarkMNt;BIGñkRKb;RKgkardæan RtUvCIkGNþ Úg[eRCAl rhUtdl;CeRmA nigTTYl)anbrimaNTwkEdl)ankMNt;. y:agehacNas;RtUv eFV[I )aneTAtameKaledAEdl)ankMNt; edayGaRs½yeTAtamlkçxNÐEdl CYbRbTH edayeFV I[manTwkCeRmA 3m nigmanbirmaNTwkGb,brma 10 lIRt¼ naTI b¤ CeRmATwk 2.5m nigbrimaNGb,brma 15 lIRt¼naTI b¤ manCeRmATwk 2.0m nigbrimaNGb,brma 20lIRt¼naTI.

The well shall be deemed sufficiently deep, subject to the approval of the Supervisor, when the nominal targets of depth and yield are met. At least 3 m of water and a minimum yield of 10 l/min, or 2.5 m of water and 15 l/min, or 2.0 m of water and 20 l/min shall be deemed the nominal targets depending on the conditions encountered.


II-108

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.36 Clause 6.36 Dug Wells

kareFV Ietsþ

eKRtUveFV IetsþbrimaNTwkkñ úgGNþ Úg enAeBlEdleKCIkvaCeRmA 2m eRkamnI Uv: TwkeRkamdI b¤ qab;CagenHedaymankarENnaMBIGkñ RKb;RKgkardæan. kar):an; RbmaNelIbrimaNTwkRtUvEp¥kCasMxan;elIGRtabrimaNTwkecjmkvijkñgú GMLú geBl 3 em:agbnÞab;BIkarbUmTwk b¤ kardgecj.

Testing

The well shall be tested for water yield when it has been excavated 2 m below the water table, or sooner as directed by the Supervisor. The yield estimation shall be primarily based upon recovery rate following three hours of evacuation by pumping or bailing.

karbUm b¤ dgTwkGacnwgbBaÄb;bnÞab;BrI y³eBl 3 em:ag ERkgTwkGs;BIGNþ Úg. RtUvvas;km
karsm¥at

bnÞab;BIbrimaNTwkRtUv)anvas; nig)anTTYlykBIGkñ RKb;RKgkardæan KWRtUv sm¥atGNþ Úg edaybUm b¤ dgTwkecjrhUtTal;EtTwkføa. bnÞab;BIGñkRKb;RKg kardæanRBmTTYlykGNþ ÚgTaMgmUlehIy RtUvsmøab;emeraKEdlmanenAkñ úg TwkGNþ ÚgedayeRbI GIb U:k øÚrIt edIm,I[)ankMhab;krø In 10Rk sRmab;TwkmYyEm:Rt KUb. kñ úgGMLúgeBl 24 em:agbnÞab;BdI ak;fñaMsmøab;emeraK minRtUvdgTwkecj BIGNþgÚ eLIy. bnÞab;BIry³eBl 24 em:ag RtUvbUm b¤ dgTwkecjBIGNþ ÚgrhUt dl;enAkñgú Twk μK anCatikørnI ehIyføa.

Cleaning

After the water yield has been measured and accepted by the Supervisor, the well lining shall be scrubbed clean and the water bailed or pumped until it is clear. After the entire well is accepted by the Supervisor, the well shall be


II-109

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.36 Clause 6.36 Dug Wells disinfected by dosing the water in the well with hypochlorite to give a concentration of 10 grams of chlorine per cubic metre. During the 24 hour period after dosing, no water should be drawn from the well. After 24 hours the well shall be pumped or bailed until the water no longer t astes of chlorine and is clear. 3. Construction techniques

karCIk

karCIkGNþ ÚgRtUveFV IeTAtamxñatEdl)ankMNt;enAkñ úgbøg;. bnÞat;kNþal b¤ G½kS énkarCIkRtUvEtQrRtg;min[lMeGog 10 mm kñ úgCeRmAGNþgÚ mYyEm:Rt.

Excavation

The excavation of the well shall be to the dimension specified in the drawings. The centre line or axis of excavation must be vertical to within 10mm per meter of depth of the well.

luHRtaEtsßanPaBdIGnueRKaH ebImni dUcecñaHeT dMbUgRtUvCIkmin[elIsBICeRmA I eroblUGNþ Úg. Ggát;p©ti begð IyRtUvrkSa[efreFob 3m eLIuy munnwgcab;epþm eTAnwgG½kS. Unless soil conditions allow otherwise the first lift should be excavated to a depth of not more than 3.0 m before the start of well ring lining. The finished diameter of excavation shall be maintained constant about the axis.

dICkI ehIyRtUvdak;enATItaMgy:agehacNas; 4m BIEKménkargarCIk edIm,IkM u[ manPaBrMxandl;kargar. Excavated material shall be placed at lea st 4 meters away from the edge of the excavation in order not to interfere with construction.

kareroblUGNþ Úg

Lining

μanlMngw enABIelIn UIvT: wkeRkam enAeRkamnI :vUTwkeRkamdI nigenAkñ úgRsTab;dIEdlK kareroblUGNþ ÚgRtUveFV IeLIgedaylU μKa nbgça.M RbsinebIkg;lUGNþ ÚgRtUv)an eRbIkñ úgCeRmA 3m énépÞenaH tMN nigcenøaHRbehagrbs;va ¬RbsinebI man¦ RtUveboksI um:gt; _[Cit. Below the water table and in unstable formations above the water table, the lining shall be made of open-ended well rings. If well rings are used within 3 m of the surface, their joints and weep holes (if present) shall be sealed with cement mortar

kardak;RsTab;ceRmaHxSac; )atGNþ ÚgRtUvbMeBjedayRsTab;ceRmaHxSac; 250 mm ehIybMeBjceRmaHRkYs nig ceRmaHRkYs 250mmeTotBIelIceRmaHxSac;enaH. Placing filter sand and filter gravel

The bottom of the well shall be backfilled with a 250 mm depth layer of filter sand covered by a 250 mm depth of filter gravel.


II-110

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.36 Clause 6.36 Dug Wells

suvtißPaB Safety

Gñkem: AkarRtUvpþlC; eNþ IrExSBYr b¤ meFüa)ayRbhak;RbEhlenHEdlGacrk)an edIm,I[km μkrGaceKcecjBIGNþ Úg)anelOn. A rope ladder or equivalent means of access shall be provided by contractor so that workers may quickly escape from the well.

μkrenAkñ úgGNþ Úg y:agehacNas;RtUvmanmnusSmñak;caMemIl enAeBlEdlkm μkrTaMgGs;RtUvyl;dgw BIkarEdlGacsayPayén BYkeKBImat;GNþ ÚgeTA. km μ ½nBul nigkRmitGuksIEu snTabenAkñ úgGNþ Úg. enAkEnøgCIkminRtUvGnuBaØat ]s [mankarCk;)arIeLIy. m:asInu bUmedaysaMg nigm:as‘ UtRtUvdak;eRkamxül; y:agehacNas;cm¶ay 5 mm BIEKmGNþ Úg. ]s μ ½nsMNl;F¶nC; agxül; ehIy vanwgFøak;eTAkEnøgEdlTabbMptu EdleFVeI TA)an dUecñHkñ úgkal³eTs³Nak¾eday minRtUvykm:asIu nEdleRbIcMehH\n§n³dak;kñ úgGNþ Úg edIm,IsRmYldl;karbUmTwk ecj b¤ sRmab;eKalbMNgepSgeToteLIy eRBaHkareFV IEbbenHbNþal[man karekIneLIgnUvkabUnm: UNGU ku sI utEdlGacbNþal[GñkenAkñ úgGNþ Úgsøab;kgñ ú ry³eBlb: u μnanvinaTIbe: u NÑaH. RbsinebIk μm krEdlenAkñ úg GNþ ÚgmaneRKaHfñak; eday]s μ ½nBul GñkEdlcaMemIlBImat;GNþ ÚgminRtUvcuHeTAkñ úgGNþ Úgedayxø Ün ÉgeT b: uEnþeKRtUvehAGñkCMnyY karPøam ebImni dUecñaHeT eKnwgmaneRKaHfñak;eday karfb;degð ImEdr. When workers are in the well at least one person shall always watch them from the top of the well. All workers must be aware of the possible release of poisonous gases and low oxygen levels in wells. No smoking shall be allowed in the excavation. Petrol and diesel pumps shall be operated downwind of the well and at least 5 m from the edge of the well. Exhaust gases are heavier than air and will sink to the lowest levels possible. Under no circumstances shall combustion engines be lowered into wells to facilitate dewatering or for any other purpose. This leads to a build-up of carbon monoxide which will cause the death within seconds of anyone present in the well. If workers in the well are overcome by gas, the watch person must not enter the well but must immediately call assistance, otherwise the watch person also risks asphyxiation.

enAeBlyb; b¤ enAeBlkargarenAkñ úgGNþ Úg)anp¥ak RtUvRKbmat;GNþgÚ [man suvtißPaB. esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-111

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.36 Clause 6.36 Dug Wells At night or when work in the well h as been suspended the mouth of the well shall be securely covered. 4. Uses •

•

• • • •

karpÁt;pÁg;TwkkñúgRsuk karpÁtp; ÁgT; wkdl;shKmn_ karpÁt;pgÁ T; wkdl;m InÞrshKmn_ ¬sala mNÐlsuxPaB >>>.¦ Domestic water supply. Community water supply. Community facility water supply (school, health post, etc).

5.


smÖar³

3

1m

Unit quantity:

cMnnY

Ékta

Material

Amount

Unit

sI umg: ;t_

210

kg

0.78

m3

0.56

m3

Cement

μf

mm

10 x 20

Stone, 10x20mm size

xSac; Sand


II-112

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.37 Clause 6.37 Drilled Wells 1. Composition

sarFatu

bTdæanbec©keTs

brimaN

Ingredient

Specification

Quantity

bMBg;eRsabGNþ Úg

bMBg;eRsabGNþgÚ Gcié®nþy_RtUvEteRbI bMBg; uPVC. bMBg;enaHRtUvmanPaB Fn; 8.5 kgf/cm . bMBg;eRsabRtUvmanGgát;p i©t 100 mm. 2

Well casing

Permanent well casing shall be of uPVC. The casing shall have a working pressure of 8.5 kgf/cm2.

The casing shall be 100 mm nominal diameter.

bMBg;cRmaH

bMBg;ceRmaHRtUvEt uPVC edayman RbehagtUc² 1 mm nig y:agehac Nas;mankEnøgEdlcMh 20° énépÞ xagrbs;bMBg;. bMBg;ceRmaHnImYy² RtUvmanRbEvg 1m ehIyRtUvP¢ab;BI mYyeTAmYyedaytMNGMe)aHedIm,I karBarkarRCabTwk. bMBg;ceRmaH RtUvmanmuxkat; nig kRmas;dUcKña eTAnwgbMBg;eRsab.

RbEvgbMBg;eRcaHRtUvkMNt;edayGñk RKb;RKgkardæan. RbEvgbMBg;eRcaH EdleKrMBwgTuk KW 10m. CeRmAbegð Iy EdlRtUvdMeLIgbMBg;eRcaHRtUvkMNt; edayEp¥keTAelIsaß nPaB nigkRmas; énkm
Well screens

Well screen shall be of uPVC, with a slot opening of 1 mm and at least 20% open area. Sections of the screen shall be provided in 1 m length and joined watertight by threaded connections. The well screen shall be the same diameter and thickness as the casing.

The length of the screen shall be determined by the Supervisor. Expected average length of screen is 10 m. The final depth at which the screen will be installed shall be determined on the basis of the nature and thickness of the water bearing strata. The top of the screen shall be a minimum of 1.5 m below the lowest expected dynamic water level.

Rbdab;RKIbbMBg;[cMG½kS

Rbdab;RKIbRtUverobcM[)ansmRsb RbsinebImankareRbIR)as; Rbdab;RKIb edayRtUveFV Iya: gNakM u[raMgsÞHdl; Tueya RtUvdak;vaenAcenøaH 3m mYy. kardak;RkYs karcak;beM Bjb¤kar


II-113

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.37 Clause 6.37 Drilled Wells

eboksI um:g;t_. Centralizers

Centralizers shall be of an appropriate design which does not impede the installation of either gravel, backfill or cement seal.

Centralizers if used shall be placed at intervals of 3 m.

RkYsceRmaH

RkYsceRmaHRtUvpÞ úkeTAedayRkYsEdl RkYsceRmaHRtUverob[dl;km
Gravel pack

Gravel pack shall comprise 1.5 to 3 mm diameter gravel except if the Supervisor asks for other sizes, in order to avoid sand intrusion into the well.

dI\dæP i¢t

dI\dætUc²EdlminGacRCabTwk)an

Clay seal

Impermeable natural clay pellets.

TwksI um:g;t_

xSac;BIrPaK sI umg: ;tm_ YyPaK

Cement grout

2 parts of sand to one part of cement.

The gravel pack shall rise a minimum of 5 m above the top of the screen.


karlagGNþ Úg

karlag nigsm¥atGNþ ÚgRtUveFV IeLIgbnÞab;BIbBa©bk; arxYg nigkarbBa© ÚlbMBg; eRsab nigmuneBleFV IkarbUmsakl,g RbsinebIkarsakl,genHcaM)ac;. kar eFVEI bbenHeKGacykecjnUvPk; dI\dæ nigkkrEdlenACab;ngw CBa¢aMgRbehag xYg μf b¤ dIEdlpÞkú TwkenAGMLúgeBlxYg.

Well development

Development and cleaning of the well shall be carried out upon completion of the drilling and installation of casing, and prior to the pumping test if one is required. This will remove the native silts, clays and drilling fluid residues deposited on the borehole wall and adjacent portions of the aquifer during the drilling process.

karlagGNþÚgRtUvbnþeFVyI :agehacNas;[)an 2 em:ag nig¼ b¤ rhUtdl;Twk EdlbUmecjRtUveTAnwgtRmUvkarEdlcg;)an ³ xSac;EdlenAkñ úgenaHRtUvEp¥k eTAelIsMNakmFüm 20lIRt EdlRbmUl)anenAeBlCitbBa©b;énkarlag esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-114


sm¥at. sMNakTwkRtUv)anTukkñ úgry³eBlminticCag 5 naTIeLIy muneBl EdlTwkRtUv)aneKsRmit bnÞab;BIkUvikvaedayéd. cMNuHTMhMRKab;xSac;mFüm enAkñ μ úgsMNakminRtUv[elIsBIcMNuc 5 mm EdlmanedAenAelIFugeLIy. The development shall continue for at l east 2 hours and/or until the water pumped out meets with the following requirement: the sand content shall be based on the average of a 20 litres samples collected near the end of the development. The sample shall be allowed to settle not less than 5 minutes before the water is decanted after creating a whirlpool with the hand. The average volume of sand size grains in the sa mples shall not exceed a spot of 5 mm diameter in the middle of the bucket.

RbsinebIeRbITwkxYgsrIragÁ RtUvbM)at;sarFatuTaMgenaHedayeRbIfñaKM ImI eTAtam Gnusasn_bs;GñkplitmuneBl b¤ enAGMLúgeBleFV Ikarsm¥at. karsm¥atRtUv eFV IeLIgedaykarbUmxül; eRTalxül; )aj;xül;RtLb; nigkar)aj;Twklag. If organic drilling fluids are used, they shall be broken down chemically according to manufacturer’s recommendations before or during development. Cleaning shall be carried out by airlift pumping, surging, backwashing or jetting.

karlagsm¥atGNþgÚ RtUveFV IeLIg[manRbsiTP§ aBBICeRmA EdlmanTwkenA)at GNþ Úg. bnÞab;BIbBa©b;karlagsm¥at ral;smÖar³Edl eRbIR)as;TaMgGs;RtUvyk ecjBIGNþgÚ edayxül;bWt. Development of wells shall be effective from the depth at which water is encountered to the bottom of th e drilled well. Upon completion of development, any accumulation of material shall be removed from the bottom of the well by airlifting.

karbUmsakl,g

karbUmsakl,gRtUveFVIeLIgenAeBlEdlmankarENnaMBIRKb;RKgkardæan. kar bUmsakl,genHnwgeRbIdN M ak;kal 4 CabnþbnÞab;K W dMNak;kalTI 1 manry³ eBl 2 em:ag dMNak;kalTI 2 TI 3 nigTI 4 manry³eBl 1 em:ag . karGegát emIlTwkEdleLIgmkvijKWmanry³eBl 1 em:ag.

Pumping test

A pumping test shall be carried when instructed by the Supervisor. A four st nd stage continuous pumping test will be used. 1 stage duration 2 hours; 2 , rd th 3 and 4 stages duration 1 hour each; recovery observation duration 1 hour.

karvas;kms;TwkRtUveFV IeLIgeTAtam ry³eBlKitCa cenøaHeBlKitCa cenøaHeBldUcxageRkam ¬b¤ cenøaH naTIbnÞab;BIcab; naTIrvagkarvas; eBlepSgeToteTAtamkarbBa¢arbs; epþ Im¼Qb;¼bERm Evg esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-115


RKb;RKgkardæan¦bnÞab;BIcab;epþ Im nig bRmYlbrimaNTwk bBa©b;karbUm nigbERmbRmYlbrimaN Twkecj. taragry³eBlTwkFøak;cuH nigry³eBlTwkeLIgmkvijnwgRtUv )ankMNt;BeI BlenaHmk. Water level measurements shall be carried out at the following intervals (or other intervals as directed by t he Supervisor) after pump start, pump stop and change of pump yield. Draw down time and recovery time charts will be drawn thereafter.

Time in minutes after start/ stop/ change of yield 1 – 10 10 – 20 20 – 40 40 – 80 80 – 120 120 – 240

Interval in minutes between measurements 1 2 5 10 20 30

karvas;EvgeTAelIkarRKb;RKgbrimaNTwkRtUveFV IeLIgy:agehacNas;enAkñ úg cenøaHeBl 15naTI sRmab;ry³eBl 3 em:agdMbUgbnÞab;BIkarcab;epþ ImbUm b¤ bnÞab;BImankarpøas;b ÚþrbrimaNTwk nigkñ úgeBlTnÞmw KñaCamYynwgkarvas;Twk. Discharge control measurements shall be made at least at 15 minute intervals for the first three hours after pump start or change of y ield, and thereafter at the same time as the water level measurements.

karvas;km
sMNakTwk

enAeBlEdlTwkeRkamdIRCabcUlmkkñ úgGNþ Úg RtUvyksMNakTwkmkviPaK emIlCatiGaesnik (Asenic).

Water samples

When ground water enters the well a water sample shall be taken for Arsenic analysis.

RbsinebItRmUv[ b¤ mankarENnaM[eFV IetsþelIsMNakTwkbEnßm RtUvRbmUl sMNakTwkdak;kñgú dbBiesssRmab;eFV IsN M ak. If required or instructed additional water samples for other tests shall be collected in special sampling bottles.

RtUvbBa¢ ÚnsMNakTwkeTAmnÞ IrBiesaFn_edIm,IeFV IkarviPaKkñgú ry³eBl 24 em:ag bnÞab;BIykTwkenaHecjBIGNþ Úg. esovePAbTdæanbec©keTsmUlniFi Xu M sgáat;

II-116

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.37 Clause 6.37 Drilled Wells Water samples must be delivered to a laboratory for analy sis within 24 hours of taking them. 3. Construction techniques

viFIsa®sþkgñ ú karxYg

Rbdab;xYgvil nigjjÜbukreNþAGNþ ÚgEdleRbIxül;sgát;CaviFIsa®sþsMxan; sRmab;xYgGNþ Úg b:Eu nþTwksRmab;xgY GacRtUv)aneKeRbIenAeBlEdlmankarrlM dIedaysarEtbnÞ úkeRcIneBk edIm,IkarBarkar)ak;Rsutrbs;dI.

Drilling methods

Rotary drilling and down-hole hammer using compressed air will be the main drilling methods for boreholes but drilling fluids may be used where collapsing overburden requires support.

enAeBlEdleRbIR)as;m:asIunxYgykdIecj Gñkem: AkarRtUveRbI Pk;xgY b:lU IEm edIm,IykdIecjedaymankaryl;RBmBIRKb;RKgbec©keTs. kareRbIR)as; GaluymIj :ÚmdI\dæRtUv)anhamXat;y:agtwgrwg. When applying rotary mud-flush drilling, the Contractor shall use a self destructive polymer drilling mud approved by the Technical Supervisor. The use of Bentonite is strictly forbidden.

m:asI unxYgEdlmaneRbIh ÚVm nigEdlbnßylMhUrxül; nwgcaM)ac;pgEdrenAeBl Edlkarbukrn§RtUv)anbBa©b;. Rotary drilling with foam and reduced airflow will also be necessary when borehole is completed in overburden.

CeRmAxYgcugeRkaybMput nigmuxkat;

CeRmAreNþ AxYgEdlrMBwgTukKWenAcenøaHBI 15 eTA 50m. enHRKan;EtCakarbgðaj nigminEmnCabTdæanbec©keTsénkic©snüaeLIy. edIm,IRbkasCaviCm¢ an eK KYrTTYl)anbrimaNTwkGb,brma 1 m /em:ag cMeBaHreNþ AxYgl¥ CeRmAbegð Iy Gb,brma 10m eRkamlMhUrTwk. sRmab;rn§EdlGviC¢man CeRmAcugeRkay bMputnwgkMNt;edayRbFanEpñk. 3

Drilling final depth and diameter

Expected borehole depth is in the range of 15 to 50 m. This is only indicative and is not a contract specification. To be declared positive, a 3 minimum yield of 1 m /h should be obtained. For positive boreholes, final depth should be at least 10 m below the water inflow. For negative boreholes, final depth will be determined by the Supervisor.

TueyaeRsab Well casing

bMBg;ceRmaH

CeRmAcugeRkayRtUvdMeLIgceRmaHRtUvkMNt;edayEp¥keTAelIF μm Catingi kRmas; énRsTabTwkeRkamdI. cMNucx

II-117


km
The final depth at which the screen will be installed shall be determined on the basis of the nature and thickness of the water bearing strata. The top of the screen shall be a minimum of 1.5 m below the lowest expected dynamic water level.

Rbdab;RKIb

RbsinebImankaresñ IBIRKb;RKgbec©keTs bMBg;eyaeRsab nigbMBg;ceRmaHRtUv dak;eTAkñ úgRbehagcMhedayeRbIRbdab;RKIb.

Centralizers

If requested by the Supervisor, well casings and screens shall be fitted into the open hole with centralizers.

kBa©b;RkYs

RkYsceRmaHRtUvdak;enACM uvijbMBg;eRcaHedayRbugRby½tñedIm,Iecosvagkar)at; bg; nigkarEbkecjBIKañ énRKab;RkYsTaMgenaH. kardMeLIgRkYsceRmaHRtUveFV I eLIgCabnþbnÞab;edIm,ITTYl)anRkYsceRmaHtUc² nigmanlMnwgenACM uvijbMBg; ceRmaH.

Gravel pack

Gravel pack shall be placed around the well screen carefully to avoid bridging and separation of the different grain sizes. Gravel pack installation shall be carried out as a c ontinuous feed operation making every effort to obtain a well-settled uniform gravel pack around the well screen.

ebImankardMeLIgbMBg;eRsabbeNþaHGasnñ karerobRkYsceRmaHdMbUgRtUvbnþ eFVeI nAxagkñ úgbMBg;eRsabenaHrhUtdl;km
bMBg;eRsabbeNþaHGasnñsRmab;kargarxYgRtUvTukenAkñ úgreNþAenaHrhUtdl;ka rlagsm¥atRtUv)anbBa©b.; RkYsceRmaHRtUv bEnßmenAeBlcaM)ac;enAGMLúg eBlsm¥atedIm,IrkSakm
P¢ti edIm,IGnam½y

cenøaHCuvM ijrvag bMBg;eRsabGcié®nþy_ nigCBa¢agM GNþ ÚgxYg 5m BIelIRkYsceRmaH RtUvbMeBjeTAedaykemÞcdI\dæ. bnÞab;mkeTot eKRtUvbMeBjvaedaysmÖar³Edl


II-118


μK anRbtik μm ¬xSac; RkYs b¤ dIEdlxYgecj¦ BIkm
km
The annular space between the permanent casing and the drilled well wall 5 m above gravel pack shall be filled with clay pellets. After that it shall be filled with inert material (sand, gravel or drill cuttin g) from the clay seal above the screen to within 3 m from the surface. Surface soil shall not be used for backfilling.

Twksu Im:g;t_

CeRmA 3m ¬b¤CeRmAepSgBIenH dUcEdl)anENnaMedayGñkRKb;RKgbec©keTs¦ enAkMBUlénreNþ AGNþgÚ RtUvcak;bMeBjeTAedayTwksI um:gt_.

Cement grout

The 3 m (or any other depth as directed by the Supervisor) at the top of the hole shall be filled with cement grout.

4. Uses o

o

o • • •

karpÁt;pÁg;Tkw enAkñgú Rsuk karpÁt;pgÁ T; wkdl;shKmn_ karpÁt;pgÁ T; wkdl;m InÞrshKmn_ ¬sala mNÐlsuxPaB>>>¦.

Domestic water supply. Community water supply. Community facility water supply (school, health post, etc).

5.


smÖar³

1 m3

Unit quantity:

cMnYn

Ékta

Material

Amount

Unit

sI um:g;t_

210

kg

0.78

m3

0.56

m

Cement

μfTMhM

10 x 20

mm

Stone, 10x20mm size

xSac;

3

Sand


II-119

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.38 Clause 6.38 Gabions 1. Composition

sarFatu

bTdæanbec©keTs

Ékta

Ingredient

Specification

Quantity

RbGb;sMNaj;dak; μf Gabion box

sMNaj;tamsþg;daKW mankm
kRmalsMNaj;dak; μf Gabion mattress

kRmalsMNaj;dak; μftamsþg;daKWman km

II-120

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.38 Clause 6.38 Gabions

karplitRTugsMNaj;dak; μf RTugsMNaj;Edlt,ajedayeragcRk b¤ edayéd GaceRbIR)as;)anTaMgBIr buE: nþ RTugsMNaj;Edlt,ajedayeragcRkKWeBjniymeRcInCag CaBiessenAeBl EdlRtUvkarkñ úgbrimaNEdltictYc. RbsinebIRTugsMNaj;enaHCaRTugEdl t,ajedayédenAeBlEdleFVIrYcRtUvEtsmRsbeTAtamtRmUvkarénbTdæan bec©keTs EdlmandUcCaGgát;p i©t nigKuNPaBénsréslYs PaBtwgENn énkart,aj nigTMhMénRkLasMNaj;. Gabion manufacture

sréslYsRTugsMNaj;

Factory woven or hand woven gabions may be used but factory woven gabions are preferred’ especially when only small quantities are required. If gabions are hand woven the finished gabions must comply with the requirements of this specification, particularly wire diameter and quality, tightness of weave and mesh size. •

lYsTaMgGs;RtUvEteRsabedaysMN)a:haMg Ø2,0 mm 215 Rkam /m Ø2,2 mm 230 Rkam /m Ø2,4 mm 230 Rkam /m Ø2,7 mm 245 Rkam /m Ø3,0 mm 255 Rkam /m Ø3,4 mm 265 Rkam /m sréslYsTaMgGs;RtUvmanPaBFn;eTAnwgkmøaMgTajrvagBI 350 eTA 3500 N/mm kEnøgEdlmankarbBa¢ak;BIsréslYs RtUvEtmanTueya PVC b¤ RsTab; eRsabeFV IBI)øasÞ IkEdlmankRmas; 0,55mm ¬kRmas; esþIgbMput 0,4 mm¦. lYssréssRmab;cgP¢ab;EKmbnÞHRTuglYsl¥ RtUvEtmansRmab;kargar EdlRtUvkarkarcgP¢ab;. lYscg niglYst RtUvpþl;CamYyKñanwgRTugsMNaj; edIm,IdeM NIrkarkargar cgExSTaMgGs;EdlRtUveFVkI ñ úgkargarerobRTugsMNaj;. 2

o

2

o

2

o

2

o

2

o

2

o

•

2

•

•

•

Gabion wire

•

All wire shall be hot dipped zinc galvanized: 2 o Ø2.0 mm 215 g/m 2 o Ø2.2 mm 230 g/m 2 o Ø2.4 mm 230 g/m


II-121

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.38 Clause 6.38 Gabions 2

Ø2.7 mm 245 g/m 2 o Ø3.0 mm 255 g/m 2 o Ø3.4 mm 265 g/m All wire shall have tensile strength between 350-3500 N/mm2 Where specified the wire shall have a PVC or other approved plastic coating of nominal thickness 0.55 mm (minimum thickness 0.4 mm). Sufficient binding wire shall be available for binding/tying operations. Binding and connecting wire must be supplied together with the gabions to perform all the wiring operations to be carried out in construction of the gabion work. o

• •

• •

RbePTRkLalYs

RkLavijBIrCan;

Type of wire mesh

Double twisted mesh

TMhMRkLa

D

Mesh opening D

RkLaRbTak;KñaCaRcva:k; Chain link mesh





OK D = mesh opening

DO NOT USE

RbGb;sMNaj;

kRmalsMNaj;

Gabion box 80 mm

Gabion mattress 60 mm

lYsbnSúmI uxEpñkxagelI

lYs MrubnSú ImuxEpñkxagelIKCW alYsRkas;CaglYsRTugsMNaj;EdleKBt;enACuvM ij EKmxagelIbnÞHsMNaj;. varwtbnþ wg ehIyrkSaragbnÞHsMNaj; enAeBlbiTRb Gb; bnÞab;BdI ak; μfrcY ral;ehIy RtUv MrulYscgCu MvijlYsbnSI úmuxEpñkxagelI.

Selvedge wire

Selvedge wire is a thicker wire around the edges of all panels. It stiffens and keeps the shape of the panel. When boxes are closed and gabions are joined the binding wire is wrapped around the selvedge wires.

Ggát;p©ti lYs

Ggát;p©ti lYs

Wire diameter

Wire diameter

lYseFVIRbGb;sMNaj; lYscgEKmRbGb;sMNaj; Box mesh 2.7 mm

Box binder 2.2 mm

lYseFI VkRmalsMNaj; lYscgEKmkRmalsMNaBaJ ; Mattress mesh 2.0 mm


Mattress binder 2.0 mm

lYs MrubnSú ImuxEpñkxag elIRbGb;sMNaj; Box selvedge 3.4 mm

lYs MrubnSú ImuxEpñkxag elIkRmalsMNaj; Mattress selvedge 2.4 mm

II-122


KuNPaBf μ

μfEdleRbIsRmab;dak;cUlkñ úgRbGb;RtUvEtCaf μEdlrwgmaM nigFn;)anyUr. μfPk; μfTn; nig μfEdlerIsGakasFatu minRtUveRbIenaHeT. μfEdll¥bpM utKWmanragdUc KUb. RkYsTenømanragmUlGaceRbI)ankñgú krNIEdlminmanf μEdlmanragl¥ CagenH. TMh μMfRtUv)ankMNt;dUcxageRkam. μfRtUvkMNt;TMhM[es μ IKañ ehIy μf minticCag 50% RtUvmanTMhMFMCagf μTMhMmFüm. minRtUveRbI μfEdlmanTMhMtcU bMputticCagBak;kNþalénTMh μMfEdlFMbpM utenaHeT.

Stone quality

Stone used for filling gabion boxes shall be strong and durable. Sandstone and soft, weathered stone shall not be used. The best stones are cube shaped. Rounded river cobbles may be used i f better shaped stone is not available. Stone shall be of sizes specified below. The stone shall be uniformly graded and not less than 50% by number shall be of size greater than the median size. In no case shall the least dimension of rock be less than half the greatest dimension.

TMh μMf

RbGb;sMNaj;dak; μf

kRmalsMNaj;dak; μf

Gabion box 120 to 250 mm

Gabion mattress 100 to 150 mm

Stone size


ceRmaH Filters

enAkEnøgNaEdlRTugsMNaj;b:HnwgTwk¬ERBk Tenø RbLaybBa© ÚlTwk RbLay edaHTwk¦ RtUvkarBarRTugsMNaj;k Mu[b:HdIxageRkamedayeRbIceRmaH. ceRmaH enHGacCaceRmaHCIGUticsþay b¤ CaceRmaHxSac; nigRkYs. CaTUeTAeKRtUvkar ceRmaHCIGUticsþay. cUremIlbTdæanbec©keTssRmab;ceRmaH. Wherever gabions are in contact with water (streams, rivers, canals and drains) they must be separated from the ground below and behind by a filter. This may be a geotextile or sand and gravel filter. Geotextile is preferred. See Specification for filters.

el,ÓnlMhrU Edl)ankMNt; RbGb;sMNaj;dak; μf Limiting flow velocities

8.0 m/s

Gabion box

kRmalsMNaj;dak; μf

6.4 m/s

Gabion mattress 3. Construction techniques

kardMeLIg nigkarcak;

•

RTugsMNaj;RtUverob ehIybt;elIépÞrwg ehIyRtUv sgát;BRgabsñampñt;Edl


II-123


bMeBj •

•

•

•

•

•

•

minsmRsb. Epñkxagmux nigEpñkxageRkay Epñkxagcug nigsnÞHx½NÐRtUvelIkbBaÄr eLIgedIm,Ierob[ecjCarag. EkgxagelIRtUvP¢ab;edaylYs MrubnSú IEdlRkas;. EpñkEKmRtUvP¢ab;Kñaeday lYscg cab;epþ ImBIxagelImun edayruMqøas;Kña mþg MrueTal mþgruMeTVrtP¢ab;Kañ rhUt. RTugsMNaj;TeTCaeRcInGacdak;enAelIépÞ Edlrabes μ I ehIyP¢ab;KñadUcEdl)anbk RsayxagelI. RTugsMNaj;RtUvbMeBjedayf μEdlsmRsb cUl[elIsBImat;RTugsMNaj; 50 mm eTA 75mm edIm,ITuksRmab;sRmuténcenøaHEdl min)anbMeBjeday sarTm¶n;paÞ l;rbs; μf. enAeBlEdlcaM)ac;RtUvKitGMBeI saP½NÐPaB b¤ GV IepSgeTotenaH RTugsMNaj; GacRtUv)anbMeBjf μenAeBlEdlkMBugTaj. RTugsMNaj;RtUv)anTajbnþ wg edayeRbIbnÞ úkeTAelIRbGb;TI 1 énRTugsMNaj;EdlP¢ab;eTAnwgsñgw EdleFV I dUecñHvanwgEkbnÞkú eTAelIRTugsMNajdéTeTotrhUteTAdl;cug. RTugsMNaj;CaRbGb;sMNaj;Edl dak;enAépÞxageRkAénsMNg;RtUv bMeBjf μ 1/3énkm

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•

Assembly and filling

•

•

•

•

•

•

•

•

•

x½NÐ[ es μ Il¥. vamansar³sMxan;Nas;EdlRTugsMNaj;RtUvcg[Cab;eTAnwgRTugsMNaj; Cab;²KñaxagelI xageRkam nigxag²edayeRbIlYscgdUcEdl)anbgðajBI xagelI. Gabion are opened and folded on a hard-surface, pressing out any unwanted creases. Front and rear sides, ends and diaphragms are lifted into position to form the shape. Top corners are secured with the thick selvedge wire. Edges are joined together, using binding wire, starting from the top course, either in a continuous operation using alternate single and double twists. A number of empty gabions may be plac ed in position on a flat surface and joined together as described above. The gabions are filled with suitable stone to a level approximately 50 mm to 75 mm overfull to allow for settlement of the infill due to selfweight. When considered necessary for aesthetic or other considerations the gabion may be filled whilst under tension. Gabions are tensioned by applying a load, distributed over the full end panel of a row of gabions, to the first cell which has been anchored in position. Gabions boxes forming the exposed face of a structure should be filled to one-third height, braced from front to rear, filled to two-thirds height and again braced. Filling may then be completed. The mesh lid is folded down, stretched into position and secured to the front, sides and diaphragms. It is essential that each gabi on is properly secured to adjacent gabions above, below and on each side, using the lacing wire as described above.

4. Uses

RbGb;sMNaj; dak; μf


RbGb;sMNaj;GaceRbIsRmab;CBa¢agM Tb;dIk,als

μfEdlmankm
0.5

hUreRcaHmansRmutrMBwgTuktUc RbsinebIyl;eXIjfa kEnøghUreRcaHenaHnwgmansRmutFM enaHRtUveRbIkRmal sMNaj;dak; μf. Gabion boxes

Gabion boxes can be used for retaining walls, bridge abutments and irrigation structures. They are useful where the ground is soft because the structure is flexib le and will not crack like masonry or concrete if it settles. Gabion boxes 1.0 m or 0.5 m high can be used as aprons where expected settlement is small, if scour causing large settlement is expected gabion mattress should be used.

kRmalsMNaj; kRmalsMNaj;dak; μfbt;Ebnl¥CagRbGb;sMNaj;dak; μf. dak; μf dUcenHehIyeTIbvaGacbt;cUleTAkñ úgRbehagTwkhUreRcaH )an ehIykarBarTb;Tl;nwgkarbMpaø jedaysMNkw . Gabion mattress

Gabion mattress is more flexible than gabion box. It is therefore able to fold into scour holes and protect against undermining by scour.

5.


smÖar³ Material

bgÁ I Basket

μf

Stone


3

1m

Unit quantity:

cMnYn

Ékta

Amount

Unit

cMNuH

m3

volume 1.65

etan tonnes

II-126

EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.39 Clause 6.39 Rip-Rap (Stone for erosion protection) 1. Composition

sarFatu

bTdæanbec©keTs

Ékta

Ingredient

Specification

Quantity

μf

μfl¥ti rwg μfPk; μfTn; nig μfEdlcaj;

brimaNeyagtamtaragxageRkam.

GakasFatuminRtUvykmkeRbIeLIy. μfEdll¥bMputCaf μragKUb minEvg b¤ sMEb:t ehIyminmUl. Stone

Strong, durable quarry stone. Sandstone and soft, weather stone shall not be used. The best stones are cube shaped, not long or flat, and not rounded.

taragénTMhMmFüm nig kRmas;RsTab; Table of nominal sizes and layer thickness Class A Class B Class C Class D

Quantity according to table below.

el,ÓnTwk Tm¶n;mFüm TMh MMmFüm μftUcbMput μfFMbpM ut kRmas;Rs hUr énf μFM énf μFM Tab; *

*

*

Water flow velocity 2 m/s 3 m/s 4 m/s 5 m/s

Nominal weight of rip-rap 10 kg 40 kg 240 kg 1100 kg

Nominal size of riprap* 200 mm 325 mm 600 mm 1200 mm

*

Size of smallest stones* 100 mm 150 mm 400 mm 700 mm

dg;suIetm:asf μ RtUv)ansn μt;e μs Inwg 2,400 kg/m

Size of biggest stones* 250 mm 550 mm 1100 mm 2200 mm

Layer thickness* 300 mm 650 mm 1200 mm 2400 mm

3

*

*The mass density of the stone is assumed to be 2,400 kg/m3.

ceRmaH

μfFRM tUvRkalenAelIceRmaH. manCeRmIs KW³ ceRmaHCIGUticsþay ¬niym 2

eRbI¦ nigRkYs. sRmab;karhUreRcaHRTg;RTayFM b¤ kargarenAtamTenøFM² eK RtUvkarkarENnaMBIGkñ CMnaj nigKeRmagbøg;Caklak;énkardæan. Filter

Rip-rap shall be laid over a filter. There are two options: geotextile (preferred) and gravel. For major erosion or work in large rivers specialist advice and site specific design is required.

ceRmaHCIGtU icsþay

ceRmaHCIGUticsþayRtUvEtminEmnCasrést,aj edayeyageTAtambTdæan bec©keTsrbs; NCDD. RsTab;xSac;eRKImkRmas; 50 mm RtUvRkalelI ceRmaHCIGtU icsþaymuneBlRkalf μFM.

Geotextile filter

Geotextile filter small be non woven polyethylene in compliance with the NCDD Specification. A 50 mm layer of course sand shall be spread over the geotextile before


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EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.39 Clause 6.39 Rip-Rap (Stone for erosion protection) placing the erosion protection layer of rip-rap.

ceRmaHRkYs Gravel filter

ceRmaHRkYsRtUvEtCaRkYsFm μCati b¤ kemÞc μfEdlmanxñatBI 50 eTA 90 mm . RsTab;ceRmaHRtUvmankRmas;e μs Ingw témøFCM ageKénBak;kNþalénRsTab; μfFM b¤ mankRmas;e μs Inwg 150 mm . Gravel filter shall be natural gravel or crushed rock graded from 50 to 90 mm. The filter layer shall be half the thickness of the rip-rap layer or 150 mm whichever is the greater.



karerobcM

dI)at b¤ RcaMgGUrEdlnwgRtUvkarBar RtUvEtkMNt;kms; nigTMhM ehIybMeBj μ Il¥. épÞEdlRtUv)anbMeBj ehIybgðab; rhUtTal;Etdg;seuI tvaebIGaceFV I [es μ Ingw dIF μm ta. CaBiesskar eFV IEbbenHKYrGnuvtþsRmabdIbMeBjcMeBaH )an es kar CIkdIEdl)aneFVsI Rmab;erobf μ FMenH nigenACuvM ijsMNg;.

Preparation

The ground, watercourse bed or bank to be protected shall levelled, graded and filled to an even profile. Filled areas shall be compacted to as far as practical equal the density of the undisturbed ground; this shall particularly apply to backfill of excavations made for the works and around structures.

kardak;ceRmaH

és,CIGUticsþayRtUvlatRtdagedaypÞal;eTAelIépÞd I ehIydMs wñgeTAtamTMhM vamuneBlkat;ecj. tMNRtUvtP¢ab;eday[pÞaMgTaMgBIrénés,RtYtelIKañ 300 mm. ceRmaHRkYs¼RkYs EdlRtUvRkalenAelIés,CIGUticsþay RtUvRkaleday BRgabedayéd b¤ edayma:s Iun[RsbtamkRmas;énRsTab;Edl RtUvkar.

Placing filter

Geotextile will be unrolled directly onto the ground surface and pegged before cutting to size. Joints will be formed by 300 mm overlap of adjacent panels of geotextile. Gravel filter/gravel overlay to geotextile shall be spread by hand or mechanical raking to the required lay er thickness.

karerobf μFM

μfFMTaMgGs;RtUverobedayRbugRby½tñedIm,IFanadl;PaBbgçaMCab;Kñaénf μeday


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EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.39 Clause 6.39 Rip-Rap (Stone for erosion protection)

minRtUvcak;ecjBILanedaypÞal;enaHeT. μfTMhMtUcGacerobedayéd. μfTMhM FMRtUverobedayma:sunI .

Placing rip-rap

karerobenABIeRkamTwk Placing below water

All rip-rap shall be carefully placed to ensure stable interlocking of the stones, tipping from a truck shall not be permitted. Small sized rip-rap may be placed by hand. Large size rip-rap shall be placed by machine.

CaTUeTA μfkarBarkarhUreRcaHKYrerobelIépÞs Ü¶t. RbsinebIcaM)ac;RtUverobf μenaH enAeRkamTwksRmab; ;karCYsCulCabnÞan;enaH ceRmaHxageRkamvaGacGENþt ehIyliccuH hIy μfkarBarkarhUreRcaHRtUverobedayma:snuI . Generally rip-rap should be placed in the dry. If it is necessary to place riprap below water such as for emergency repair, filters can be floated and sunk and the rip-rap placed by machine.

4. Uses

karBarTb;Tl;ngw ceRmaH)at nigRcaMgGUr CaBiessenAEk,rs


3

1m

Unit quantity:

II-129


¦

6.40

Clause 6.40 Pre-cast concrete piles for small structures (not concrete bridges) 1. Composition

B x 3

Hole for lifting

smÖar³

bTdæanbec©keTs

Material

Specification

ebtug

1:2:3

Concrete

1:2:3 Concrete strength Grade 30 (30 N/ mm 2)

kemÞc μf

PaBFn;rbs;ebtug 30 (30 N/ mm ) 2

μfl i¥t b¤ RkYs EdlmanTMhMGb,brma mm ehIyTMhM 10

Gtibrma 12 mm . B

Aggregate

Quarry stone or gravel, minimum size 10 mm, maximum size 12 mm.

PaBrav

PaBravGtibrmaeénebtugesImRtUvsß itkñ úgkRmit 40 mm.

Slump

Maximum slump of wet concrete shall be 40 mm.

karEfTaM

TukticbMputry³eBl 1ExmuneBldwkCBa¢ Ún b¤ bukRKwH.

Curing

Minimum 1 month before transport or driving.

srEdkBRgwg

eyageTAtamtaragxageRkam

Steel reinforcement

According to following table

B

L

TMhM

B = 200 mm

B = 250 mm

B = 300 mm

Dimensions Hole for lifting

RbEvgGtibrma

6m

8m

7.5 m

9m

9m

12 m

4 x 14

4 x 16

4 x 18

4 x 20

4 x 20

4 x24

Maximum length

Edkem B x 3

Main reinforcement

EdkTTwg ¬RbEvgem¦

6@100

6@100

6@130

6@70

6@70

6@40

Links (main length)

EdkTTwgerobCa es<óra:l Epñkxagcug Spiral links in ends



II-130


¦

6.40

Clause 6.40 Pre-cast concrete piles for small structures (not concrete bridges)

Kmøat

ssrRKwHRtUvdak;[XøatBIKañ ya:gehacNas;RbEvg 0.7m .

Spacing

Piles shall be spaced at least 0.7 m apart.

smtßPaBRT

smtßPaBRTénssrRKwH RtUvKNnaedayeRbIrUbmnþdUcxageRkam³

Bearing capacity

Bearing capacity of pile to be calculated using the following formula: P

Edl

=

16 × W × H ( S + 0.5)

P =

Where

bnÞ úksuvtßPi aBelIssrRKwH KitCa KILÚRkam safe load on pile in kg

W =

Tm¶n;jjÜrdMKitCaKILÚRkam weight of hammer in kg

H =

kms;Tmøak;jjÜrdM height of hammer drop

S =

sRmutmFüménssrRKwHCa mIlIEm:Rt vas;sRmab;kar dMbBa©lÚ cMnYn 10 dg elIkcugeRkay. average penetration of pile in mm, measured for the last 10 blows.


EdkdMssrRKwH

Tm¶n;Gb,brmaénjjÜrdM ¬sRmab;RbePTTmøak;edayesrI¦ KW 250KRk .

Pile hammer

The minimum weight of the pile hammer (for free drop type) shall be 250 kg.

km
km
Drop height

Maximum drop height to be 1.4 m

ssrRKwHsakl,g

ssrRKwHeQIGacbukcuHmunsin edIm I,IetsþCeRmAEdlssrRKwHRtUvkar.

Test pile

A wooden pile may be driven first to test the pile depth required.

kRmitlMeGog

ssrRKwHbBaÄrGacevocEt 30 b: ueNÑaHBIbnÞat;QrbnÞab;B)I anbukRKwHbBa©lÚ .

Tolerance

Vertical piles to be a maximum of 3º from vertical after driving.

tMNP©ab;eTAnwgsMNg;

bnÞab;BIbku ehIy RtUvbMEbkebtugRtg;EpñkxagelIbg¥sé; nssrRKwHRbEvg 0.5m ehIyBt;srésEdk bBa©lÚ CamYyEdkrbs;kRmalx½NÐRKwH.

Connection to structure

After driving, break the concrete from the top 0.5 m of the pile and bend the steel bars over to join with the reinforcement of the foundation slab


II-131


¦

6.40

Clause 6.40 Pre-cast concrete piles for small structures (not concrete bridges)

Min

0.75

m

4. Uses

smRsbsRmab;

sMNg;tUc² GaKar

Suitable for

Small structures, buildings.

minsmRsbsRmab;

sMNg;FM² s
Not suitable for

Large structures, concrete bridges.

5.


1m

Unit quantity:

brimaNEdlRtUvvas;Evg KWRbEvgénssrRKwHEdl)anbukcUl. Quantity measured is length of pile driven.


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EpñkTI 3 ³ bTdæanbec©keTssRmab;smÖar³ nigkarsagsg; 6.41 Clause 6.41 Compaction method for different types of roller

Tm¶n U;rL : Úkñ úgRbEvgmYyEm:Rt

kRmas;énRsTab;

cMnUndgEdlr: ULÚebIkkin

Weight per metre of roll kg

Thickness of layer

Number of passes of roller

D

N

125 125 150

10 8 8

100 125 150 200 250

12 10 8 4 4

rWL u ÚsþaTik ¬minj½r¦ Static roller 2100 – 2700 2700 – 5400 >5400

rW uLÚrMjr½ Vibrating roller 700 – 1300 1300 – 2000 2000 – 3000 3000 – 4000 > 4000

Filled placed on level ground

RsTab;nImyY ²RtUvcak;kñgú kRmas; D ehIykinbgðab;cMnnY N dg enAmuneBlcak;RsTab; mYyeTot. RtUveFV IEbbenHCabnþbnÞab;rhUtdl;kargardIenHdl;km

Layer rolled

N passes

D

Layer rolled

N passes

D

Layer rolled

N passes

D

Layer rolled

N passes

D

II-133


Filled placed on sloping ground

RsTab;nImYy²RtUvcak;kgñ ú kRmas; D ehIykinbgðab;cMnYn N dg enAmuneBlcak;RsTab;mYy eTot. RtUvbnþeFV IEbbenHCabnþbnÞab;rhUtdl;kargardIdl;km
Layer rolled

N passes

D

Layer rolled

N passes

D

Layer rolled

sRmab;RsTab;cak;beM BjnImYy² RtUvCIk CaragkaMCeNþ IredIm,I[manCeRmACaGti brma D enAEpñkxagelI= cugéncMeNat cak;dIbeM BjEdlmankRmas;RsTab;eRkay eBlbukbgðab;e μs Inwg D.

D

N passes

Layer rolled

N passes

D

For each fill layer excavate a ‘bench’ to maximum depth at up=slope end and backfill with compacted layer thickness D.


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Technical Manual Kh Volume 2

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