CONTEf'IT

3 .

aJ.

AN${EX g LOG OF BOREfiOLE

AflIf{EX XI I-ABDRATORY TEST RESULTS

ANNEX I1 STTE PHSTOGR"APhIS

I:lf:f:fi -lnvr:srigation of'BrrilCirrg {:'ounclation <rf NEr\ Sr$r STATiON 1t-\'1lR(HAlYi\

1" i l I i l r-r**r 'Tl0N

This iepoit pfegeniE the result of the site investigation and laboratory tests for the

constr-uciici, ci t'ne propoi.olub Station JN;p;i ElCricity.Authority' Nepal at lrlirchaiya as

pr,ri. ihe agieernenrl;;;;;";-D"riu co*''p[i.'lio' and Material rest hrt' Ltd' The

investigation .nuru.tJr"iu*, -

tf," subsurface conditions and' develops the necessary

r-equirement fcr ihe p*p"ttO iaie Uearing capacity of the foundation'

Altogether 3 borehoies clrillings were carried out' standard Penetration Test has been

carrled olit at appropriate depths in each borehole'

Laboratory tests \i",er€ immediately performed after the soil samples from each borehole

arrived in the laboratory'

2. OR.l::c'l'tvti '{ND Sc;opc ol'WORKS

The scope of work of present contract includes the follolving:

Expioration of the subsrtrface conditions

riiu= unO conduct requisite in-situ tesis'at various locations of propose-d foundation

. Limited labcretory testing oi representative samples

i nvesti g aiion to e"a t uate reievant eng i neeri ng para meters

Engineering analYses''r''reparation of this report includes:

Drili iogs

Results of in situ anrJ laboratory test

Assessment of bearing capaciry

Recommendations of foundaticn type and depth

3. N{srx<luot-o{;Y

obtained during tlre ireld

of tlre subsudace soiis'

:r. tr .F i {l.D Isv ss'rtcaTtoN

Thr:proposedgeo- technica i invest igat icnwasper form-edto.character izethesubsur faceconditions at the ,o*,io .r*f uaie til6 Ceurlni?iJtity of foundation soil and to recommend

the safe bearing capacis fcr different *0"'oTroT.luiion in.tuoing the settrerrrent anarysrs'

F ie lc invest igat icny lsr rwascai r !9dout inJanuary,2012.Dr i l | ing*? ' fv ie- .e , -c11lecouiusinq one sets oi waih boring Crilling *u.'f't,.ulfi" iiO"' of the f,oreholes rnuere iined with

diffeieni sizes cf casins Pipes'

\;i"+

) l- l ( :r i l soi l h]\ 'esi ior, tf Buildirtg Irotttrclation oJ'NF-A Strb S't 'AT1ON ai fu{l ltt lHAtYA

The nature of the subsoil was investigated from the debris collected at different depths to

identify lhe stratiflcaiion and type o1 soil at inltial stage' Disturbed soil sampies were

retrieved from boring tools at depth interval of 1,5 m, The samples were wrapped in piastic

bags and labeled. undisturbed sample was recovered at representative depths from each

bcrr:i:cle. Tlre tube was afteryrards sealed with paraffin at both ends to avoid drying' The

cjepth of urdisturbed sampling is indicated in the bore log'

The level of water was recorded in the boreholes at least 24 hours after boring was

compieted to estabiish the ground water level'

3.2. [,,\ l ]0nA'fOR]', INVDSTTGA'tloN

Ail the requisite laboratory tests were carried out in accordance with IS standard

specificrtions. Standard laboratory test was carried out to characterize the soil strata' The

labo;-atory testing is included the iollowing tests: Ivloisture Content, Grain Size Anallsis, Bulk

Dcnsity, Specific Gravity, Atterberg Limiis, Consolidation Tests and Direct Shear Tests of

granula;- soi l .

Naturai l"loisture Conient and Bulk Density

The naturai water content and bulk derrsity was determined from sarnples recovei'ed from

i i:c split spoon samPler'

;p{Jr.:ific Graviiv

ihe specific gravity test is rnade on that portion of soil which passes the No' 2'00 mm sieve'

Tre cefiniticn of specific gravity is the ratio of the weight in air of a given voli-ime of a

nraterial at a stated tempeLture io the weight in air of un ry?31 volume of dlstil ied water at

a staier1 iei-nperature. This method covers-determination cf the specific gravity of soils by

rneans of a PYconometer'

Grain size Analysis

Gr.ain size clistribution \4/as determined by sieving process. sieve analysis was ca';ried out by

sievlng a soi! sampte ttrrOuqh a set of sieves t<e-pt one over the other' the largest sire being

Kepi ai tne rop and the sriallest size at ihe bottonr' The soil retained on each sieve was

',vergheo and expressed as a percentage oi the weight of sample'

,{. ANAIVSIS OF AI,I,OWABLE BI:ETIINC PRESST:RE

pressure.

4. tr, C(} RR ECTTC'N FOR O\: ER I} I.J ITD IiN PRF]'SSU II f;

{' -Ci

i}. R li (' -i'

! t)I i"{} Et {}\' Fll\ l} ( : RD EN

lii:pi-.ii on Soil lrrvcsti-salioil of BuililingFoul\dation of Nl::A:!19lll]tOl "t tt{tR!l4!f4

for the fietd SPT values for depths' Modifted

rrn with suggested standard pres.su-r,e of 100

,f *ii witfr-nutt density 20kN/m' can be

N.=(C11) N

C,,=0.77|cg(2000/Po)

$/here pu rs efibctive overburden pressure in kN/mz'

Cotlnnt: l ' loi l FoR sILTS Al{I} trlNE SANDS tsEl. 'ow wATDR'rABl'I ' '

The correction ior values of N greater than i5 in flne sands below water level is as follolvs;

N'=15 + 0.5 (N.- i5)

This coi-rection is due to the fact that higher values are liable to be recorded due to pore

presSLire.

4.2.ALl.O1VABl.n Be'-{RING PRESSI-lRn BAsr'D o}i ulTlntet'u BErRlNc; cl"Lp"rctrY

e. . = c N'scd" i "+q (No-1) sqdqic+i /2*B I Nr srdr i rW' (4 '1)

where: Qe = fl€t ailowable bearing pressure' t/m3

C = cohesion in t/m?

Nic, N',' Ni= Bearing capacity fadors

s,. S,i,5r = Shape factors

d., du, d, = Depths factors

i6 iq. ir = Inclination factors

Q-Ef fect ivesurchargeat thebase|evelof foundat ion int /mz

S = Viidth of footing tn m

i = Bulk unit weight of soil sample in t/m:]

W' = Cortection factor for location of water table

. !:'^.',',.l.tii()l1o{ \1,A SLrb STA'1.10N Lrt ulIgl!}LI,(,- - 4 .

' ' - , ' ' ' . " i : l : : - j : : : l ! ! l - i : -Jwl9 j j j : l - :

Thc .iaiues 'cf frlc, N", and Nr maY be obtainecl from Table 1'

I

z o c !o o A i

2!

i 2 q ? :AA 4 i i ' i -Y : ' .

1 . .35 -:- '"- ' \ 109 41

a . , r g A ? ' : ' :i J a w v

The values oi s. sr.and sr lr'ay be obtained fronr Table 2'

TAB'-E 2. SHAPE FA.C]TORS - " - ; -. u i

4 1

S-t:i919 -- -- i

Tre dePtr facici 's shai l be as

: '., I --c.2 Di/tsvi'ic

i : = d , = i f c r e < l f

i l ^=G = i+0.1 Df lB l /Nc, forg>1G

Tl-;c ;rclination factor shali be as under

i ,:,, i, = :il-ri-o*)'?

, = it -t[,s]'

W' iefect cf waier table)

ia) 1{ water table is l ikely to permanenily remains a+''oi below a

ier-,eatii the gror,i'ici rever surroir;;i;si the footing then \N' = 1'

) e

1 ? i

sq

1 3

ilepth of tDfB)

f f .nt , , , rS,, ; l lnt . r of Nl---A Sutr S- lATit)N at Nl lRCIiAl) ' i t_1

ib) tf the water table is located at depth D1 or likely tc rise to the base of thefocting or above then the value of W'shall be taken as 0,5.

ic) if li:e water table is likely to permanently got located at depth Df D*<(DI+Bi,then the value of W' be obtained by l inear interpolation.

4.3...\lr,o$,.rBr.r: IJE-q,Rtltic Pnnssuns IlAsl:D ttN Tot.ER,\BLE SF;'I'TLEI\1fi\T

The nraximum allowable settlement for isolated footings in sand is generally 40 mm alld formai fcundation in sand the allowable settlement is 65 mm (Skenrpton and trlacDonald,

1-955). For isolated footings in cohesive soil is generally 60 nrm and for mat foundation in

r-ohesive soil the allowable settlement is 100 mm (Skempton and MacDonald, 1955),

The method of Teng (198S) has been employed for the analysis. This method is a

nrodification of the method of 1-ezaghi and Peck (1948) such that the allowabie bearing

piessure could directly be obtained front the SPT values'

Fcr isolaleci footings and strip footing in sand:

q^ = 720(N-3\$+1)l2Bj?R,.,',(1+Di/B)* (4 3)

'it +D1iB) is limiting upto value of 2.

Wnere, qn is ihe net allowahle bearing pressgre in psf for maximunr settlement of 25 mm'

The other notations are the same as in Eqs. 4'1 except unit of measurement'

Tne a\iej-age SpT values from the boreholes in each structure have been selectecj for the

anai!'sis of bearing capacity of the relevant structure'

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Rrpoli on Soil ln*,S$flinlit Bt'!]di Foundatiotr o1'NEA Sub S'l 'A'l lON lrl I ' l lRCHi\lYA - I

CoNc;lusloN

i. soil investigation work has been carried out for the construction of the

proposed Sub Station at Mirchaiya'

7. Acmrding to the locals the water table comes up significantly during

monsoon. So, all tne feirlng capacity calatlations have been done assuming the

water table at the top. RnO itt the necessary precautions shall be maintained while

excavating and constructing the foundations'

The piling will be good solution to encountered liquefaction problem'

on the basis of ultimate bearing capacity and allouable settlement the

following allowable bearing pressures in- y6z for shallow foundation have been

recommended. As can be seen, due to the vertical variation in the soil, Isolated

foundation has befter bearing capacity than a mat. it shall be noted that, the

applicable bearing .up*-ity of ine mat foundation increases when the weight of the

removed soil is taken into account'

3 .

4

ISOLATED FOOTING

MAT FOUNDATION

z ? 4Width of fcatinq (B), m

z 4

n 1 4 2.5 3 .5 1 . 5 | 2 . 5 1 5 2 5 3 5

aEAniuG-TE-Psctrvum? 5.60 5.60 8.40 5.12 | 7.68 10.24 2.4 4.89 7.33

A i 1 0

3 . 5 i 4 . 5 i 2 . 5 1 9 l

BEARING cAPAclrYl/mz

it ltl-n:,:Ii-r-s

Ccir-,:renr:iiu:n of lndian Standards on Soii Engineering - Part L, Laboratory lestirrq af Soils from

C;vil E;rgineering Purposes, SPI 36 (Part - 1) 1987, Bureak of Indian Standards, newDelhi .

:,.,::.< r',i:lrr: lni.i:rn.:'r:c;t:al (i993), SeiSmiC HaZard Mapping and RiSk ASSeSSment for- Nepel',

i4inistr/ cf Hoi-rsinil and Physical Planning, Kathmanciu

l-e.rc, V,i.f . (1988). 'Fcundaiion Design', Prentice Hall, New Dellri '

pe,_r<, t" 8,, !-iarrson, W.E. a;icj Thornburn, T,H. (i974)/ 'Foundaticn Erigineering', -3ci-itr wiltry and

S' lns Inc. 514 P.

li,: ',,.:i,rjr:, {. ani Peiit, F. B. (i9S;/i, 'SOil i '4eChaniCS in Engineering Practice', -john \Vile,v and Sons

lnc ' 514 P.

.5ii; ' ir ',ritj, l i.E. anri l"lenzies, B.K, (i979),'A Shori COurSe in FOundatiOn Engineerinq" ELBS and

Nevlnes Sutterlvodirs, Loitdon, 159 p'

i.icr-.r;:i Duilriirrg Code, (1994), 'selsnric Design of Buildings in Nepal* NBC 105 - 9'i"

: r : , r : t : r , , i l : , i . i a f rDL L ] [ : ? l i , ; \ . ( ] l l i : l l F ( )R l )U ' l ' l :R lv l iNAl '1 ( ) ] ' ; OF UI { l : : ; \K INC; tAp ' ' \ ' ( l } i 'Y i ' ) l :

\ ; - , , \ : : i ) \ ' - i ; i ) i . i N l l A ' l l ( ) N S l S ( i ' i 0 i : 1 9 3 l

:r,(r: i r- : , . i . , l rr j i . : i ( i {- ODl, {-) i : PIIAC'l ICi- i i 'OR Cr\ l .C:1. l l .Al ' lON O}r Sl j l - i L E\4NllN'f ' () ! ;

I i : , . r r . ) r r , ] ' l i - . )NS ls 1J( . ] { )9 (PL i | t ! ; - l97 i ;

j -{ ; ,- :1r; i r : ;r :{-) i : lLivestigatio:r oi 'Br- i i idini: l tountl l l ion of \HA Suti S ! ' , \ ' ] ' lOX al \ '1l l i .Cl l ; \ lYA - l : -

r \nnex- l : BoreholeLog

(-.r,,):.:, (rr soii irir,:sii:aliorig{]Llltlrnglgli:rtlailorr oi'NIA-j1b ':]j!]1y*:t N-:]ixlR!llalY_.^j 3

BOlt l l t lOIl i \O:- 2I i l l a : i . i a 1 : t l i - , 1

I' iLi\ Srrb-St::tun

i : : ir i bi o\\ l i l lr*dirtni soli ' si l lr

-r{) to 30 i

30 to 50

\' lrd. i.)cl:sc I i)crtsclG ro 32

Vi:rl Stii I4 t o $ i S i o t o- * * - - - - j - - . . " " - ' - '

l'ir:d Sofl I Stil'i0 t ?

Vc r,Sol1r l t ' ls l i tcI IC\

; ( j11 i r . ' i ) i r 5L : i i in r , , : s t i i t z r r ion o f ! tu i ld ing Fot t t t ck r l io t : o1 'NL^ ' \ *Cuh ST \T ION l t N l l i { ( l } }A lYr \ - l4 ' -

l lORl i t l0 l , l l \O: - - l

l l r . ' i : l i . . i r - l l i r r rcs t r l . : r t run \ ' \o rk u \ l r '1 l t l l \ -q111. ( ) : r

| : i 1 \ : ' l i ) i l l . L t - o : c r i ' . ) I i t l

: l= ?l\!'$jl]l,)] :+ 1 7 s I i F l = l = i tI l t

^ ; z j : l : l = l ; i

, . \ i . . \ i : r ) \ : \ , l i r c l ru r i rn . S i r i l i La--t i J I

: ' : i l ) . : rcr 4r ; i t r r t l , i . i

, : ' I

2 0 i (i i t ) s

0 t c

- v : !

I:*-l

i , r u i i t l 1 r ( l i \ r l r e n l t - { i C

/rs:i!ru.i.P ji\:j!

I l ,:. i : i i l ,rrr rt It:ci l i iu:l sl i l s:Jt; '

sdrl i!

; r:rl;t i irrr,t t; t i :ctl i l :t:t str ': l lrrrt

l i i l : l : ! J i i l \ i ! s ih rv l l i l i r t c

ri:!: l i

i l ' l

P1

SP'I

)

; i rues t l i Sr l i i1 - , - = J i + : : : : : : _ -

_ -

i ' i ,n ,u, ! , , . l io i l l { r . ; : r tpat t r i ts : i

i l t o 4

Vtiv !,oosc

{ ro l { il-oosc

.lll io .30

i.'l*d Ircnst

30 to -<0jJl nse

> sii\icrv l)cttse

f, ;t;:-** u- o,,i,,"n.1 ^!*t,1.-1---. ,"\r,.:rv Sofl

.?Je 4Sol i

-11-u-8,-..-ir4ed Sofi

{ l ro 16 . - l ( l "Ld;- .--\i'irr Stiil' I I lrr{SritT

Annex - trI : LaboratorY Test Results

l.-11,:l$1 la1:lg*fryi$'lr!*q l;outidatioti of NllA Srrb-Sl A-fllf at h'llRCIl"tl\';\ --16

ilP":;;ecl Sor: i i€stigall.n wD'^ a1 NEA Sirb Siation

I ert L).: i i .r Ccre (P) LidI

I caircn: I ' lrrci)ar7-e, Siraira

( i : : r t

[-]rr -\iltl

i \\ 'r ') l \!.r!ur

l ! lL r rc I l r t i c i r t :

I e o T _ 1

I S P T 2

j s;i'i '.:)

l_____

i S P T - 4

i - r ! _ 4

I

,q 0i)

)9 ; i i

s p T - 4

. 1 - . l a )

ljO ?i)

Rcrcri on Soil h:vestigation of lluiltliru Foundation {IEA S"!!I4IIfX at NIIRCIIAIYA - i7

BULK DENSITY DETERMINATION

Prcject: Soil lnriestigation work at NEA Sub-Station

Ciient: Delta Core (P) Ltd.

l-ocation: MirchaiYa, Siraha

SITE/ SampleNo

Depthm

Lengthcm

Weightom cm3

Bulk Densitygm/cm"

tsH#1S P T - 1 1 . 5 0 I U 151.60 96.21 1 . 5 8

S P T . 2 3.00 1 0 152.40 96.21 1 . 5 8

S P T - 4 [6ot_l 1 0 153.10 96.21 1 .59

eH#2

S P T - 1 1.50 1 0 151 .60 vo.z I 1 . 5 8

S P T - 2 3.00 1 0 158.60 96,21 1 .65

S P T - 4 6.00 1 0 100.20 96,21 1.67

BH#3

sPr-1 | r .so I to I tse.oo I soztS P T - 2 3.00 1 0 154.8C 96.21 1 .01

S P T - 4 6.00 1 0 157.90 96.21 1.64

lnrcs i ig i l t iun c{ 'B i r i l i i i r :g Ft>undl t t icn o1 'N[r \ Suh Sl 'A l - iON at N' ! l f i .C] l i r \ iY i r - i l i

GRAI\ SlZt', A\ALYSIS

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