)

' )

)

' ' ' ' "" ""' " ' ,,.,

Test Report

Sub Soil Exploration & Testing

For '

Proposed Construction of G+3 Type houses Under

Prod han Montri A was Yojna

AT Sector-1 OB in Avodh Vihar Yojna.

District- Lucknow

For The Executive Engineer

Construction Division-7,

UP Avos Evam Vikas Porishad.Lucknow

Pl<abLO«d.-Twt /K -V~Te«"

SNOW FOUNTAIN CONSULTANTS (Nat cn~l Accredrt;an Bo~r~ lo• Testing & Caltc·~lton Lobor~torb(NA6~.1 Ac~:edtled]

:Port~er lnsti:•.re • CIDC (Goo· of IMra: JIMerrber ""cera· oo cl todran Labomtmiesl

[An ISO 9:0- :2·JI5 cert Ired Comoan·llf 25 Yecr1 cl Eng n~cnng E•ce·lencej

Regc. O~·ice 5/259 [H.I.G ,I Vr<os No go· lucm;:.w- 226022 P~ooe: 0522-4C4?624(0j, 78976SIIIIIM]

....,""'''OW. 1c 111/A, ~'m"'h~acoolo•y M R~ Ro..,, Jooalp"~" > I Pho .,..,_2540540, "'"''"'""

>o 172112, Ho""'i ~'0"• Kh•ntl Rooo, R'"""' UOO"-""d) MoOI~· ... !i5, .. 0,04 .. 15 .. 0'"

"''eb>ile wwv;_oncw!O<..nlolr _co '" E - Mai : s~owfwnbn:O:gma·l com

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Acknowledgemenl

We are grateful to the Executive Eng:neer, Construction

Divfsion-7, U= ·Avos Evo01 Vikas Parishac', LUCKnow fer

------j5(6Vidlrig an opportunity to us to corry out these

investigations. Cooperation extended by site staff during

site investigations is thankfully acknowledged.

• •

_ _!O~JiNO_W_fOUNTAIN CONSUlTANTS- -- ----

Soow Fountoln C:onoultl!nll, 6125!', Vrho Nogor, Luoknow Phono: O<n-!0476!4 (0), r,.., Fox -2>06132 (l.abJ ,

• • •

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i;

c

de:. dq, dr

S:, Sq S·

lc, ic. ir

-~~~~

• df

B

s;

E

Co

- __ HI

lis\ of Symbols. Abbrevlotions

Bear rg c:pocily fa:toro

Ccre!ID~ in <glc'll'

Overburden :::.-essure

Wet uni' weight of soil 9<11/Cr-t'

Deoth factors

srooe facto's

lnclhotlor. factors

-~ --- -water-\EI~k;!<:ooect:on faclors

:';hOW F::;·LNV. h CCN,I_llA-1"5

I<;C 9Xl- ::Jo~ Cerlliiec

Internal angle fiiclion degree

Ullimate Searhg capacity lr. kg/crT''

Depth ot foundation

Size olloot:ng In m

ToCci sialement

Immediate setllement

Prima'Y ccnsclido:ion sel\leme'll

foundalion pressure kq/cm'

Influence factors

Young's modulous

! Comp•esslor, index

Thl:~r~e;.s of compressive Ioyer

Void ratio

ln:tlal o.-e• burden preswre at t~e rr,tdd'e of tfle clayey

Ioyer

. Pres<Ufe increased at foundation level

Influence Factors •

Differenlicl free sweiiTesl

'

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SNOW 'OU'i-~lr1 CQNSJC"~NTS

ISO 9CC•l ·20C5 Ce!Hft<=d

'1. INTRODUCTION:

Tre work ol suo soil explcrol;-:::.r, one testing for proposed

site o' O.H.T. in Secto·-Jo, Avadh Virar Yojono I'SOOKLI ot

Sullonour Road, Lucknow, u. wcs awarded ·o us by th•

Executive Engineer, UP Aves Evam Vikas Paishad, Construction

Div'sion-7 vide their work order.

The object of the sub-surface investigation was to study the

pertinent physical & mechanical proPer7ies of soil underlying t'le

site so that a sole & economical foundation may be designed .

Geo-techn:cal study is involved both in field and laboratory test

to detennine sate al!owable pressure for the foundation soil. The

f1eld..vork consisted of 3 Boreholes. The boring poi"lls were

decided in consultation with Engineer-in-charge of the site.

Locations of the boreholes has been shown in site plan.

MelhodologYi

The work assigned shall be executed as per IS/~SO/IEC

17025: 20051NDIAN STANDARDS GENERAL REQUIREMENTS FOR

THE COMPETENCE OF TESTING AND CALIBRATION LABORATORIES

and according to National occreditation Board for testing and

calibration laboratories Govt. of Indio - 142, we have caiTbroted

our equipment _used and its traceability with Regional Te3ting

centre !Northern -Regional), Government o! India. Okhala, New

Delhi: vide their letter No. 01533 & 01534 and M/ 1203/2927 and

Notional Counc~ for Cement and Building material NABL

ACCREDITED C - 0089 & C - 0090, vide their letter No. C 7502, MD

5060 to MD 5066. Sfondard vsed National Traceqbility to M/s.

National Physical Laboratory, New Delhi vide their certificate No.

sn.,. Fouotol" Conoullo-nto, 01209, Vik,. Nagar, luoknow """'"" 052!-4()~1124 101, Telo Fo< -276!132 IL.obl •

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SN·~'N 'O,l'JlA!N CCNSULTA~-> .\0 ;oo· :2J~ CGd r,ec

9731/~.05/4/LJI and Certif cote No. 6423/02/Sll using

No. ICL/OP/Oi Section 10. To meet Ol.-1 -~,e Nofcnol ar,d

ln~ernolional standard o1 Co!ib·otion aad Traceability a: Meas'-1reMenh the procedure & policy laid down by NABL - 142

on Coliorat•on ar-d Traceoblli·y is being followed .

2. fiELD WORK:

2.1 BORE HOLES: •

150 mm. diameter boreholes were drilled by manl:a'

operation in accordance with I.S. 1892-197~. DJring, the boring

visual observations of strata were also recorded.

All the disturbed and •Jndisturbed samples were brought to

the lob-oratory tor testing.

3. LABORATORY WORK:

3.1 Disturbed/Undisturbed soil samples were examined ia the

laboratory for 1he tollowing tests as per relevan1 Indian

standard 2720 •

l. Sieve analysiS -------- ·-----

2. Plasticity Index

3. Particle size analysis

4. Natural moisi!J~e content

5. Original wet & dry density ---- --

6 Specific gravity

7. Shear strength characteristics

8. Consolidation Characteristics

9. Harmful Salts

4. DISCUSSION AND INTERPRETATION OF THE RESl/LTS:

4.1 STRATIGRAPHY:

Snow Fourtlln Conoult .. ts, 5/259, Vlk"' Nogor,luckn""' PM no: ""~04Tel410), Tole F•• -neolll!IUOI ' ,,,. ____________ _

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SNOW OJ~-~INCONSJ~ At-<lo ·so 9001 :20CO C:eri'ied

As per soil mop of Indio, Lucknow is sifuated in :ne zone

of Gcmli A:luvium. AS per Natio,-,cl [Utding code, map of nc'io

~howtng Seismic Zores ct Indio. Lucknow lies ;n zone No. Ill. As

de;-ireo by the authcrites 3 boreholes were reqUired to be

- --;voh<ed -out up to 15-Hl-deplb.

Detailed st•aligraphic poStion of boreholes is as under:

lsno \ Strcrla Depth In m. \ IS Group \ Sno \ strQ!a Depth In m. IS GIO!,!p

orhleN

j CL j2. ]7.C0tol5.?!Jmdepth I sw. I il hole No_

I. o.oo lo 7.00 l"l dep~h

a· I N

1. o.OOto7.00mdepth cc. 7.Wtc 15.00mdeplh SM

As Per I.S. 1498-1970 TypicaL Name are u under:

'·'

'·'

cc Silty Clays 01 Low Plcslicily With Low Compressiblli-y

smysana

S.P.T. VALUES:

Standard--penetrafion_lesfs _ _jSPTI were carried out Os per _ _!~ •

2131-1981 u;ihg standard split spoon sampler. wrich was driven

by means of a standard hammer of 63.5 kg. fo',ling freely from a

height of 75 em. 45cm. • sampler was driven and number af

blows required fo~ last 30 em. were recorded. The S.P.T. vOlues

ore shown in field observation chori. Standard Penetratior. Tests

were conducted in a:l the boreholes as per IS -2131-1981. The

observed 'N' values ore s"'lown in the borelog Chart.

WATER TABLE:

wa;er table in test bore holes was measured following t:-.e

p-ocedure la'd down I.S. 6935- 1973 (mefhod foe

.

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~NC'I' 'CUh ;,1,1r1 CONSJL-A~ lS

I>O 9001:2000 Cer1lfiec

ceter-niralion cf water level in lest bore hole). As oe- clause

2.4.3_ of LS. 1892- 197~ the depth o' wo·er ·:JCie !ihoulc be

ascertai"'eo by steady level of water in the lest bore holes. s;~,ce

wale: levels in lest bore holes may not reach equilibri-.m for

some _jiroe _ after __ Qoring, __ j_hese _should __ be_ measured i 2 to 24 howr.>

after boring. To get steady and stable level of water, water table

in test bore hole was measured after waiting tor 24 hours.

6. BEARING CAPACITY:

---1"00---safe ---bearing ---eapodty --.of--- -a strucrure- withoot --GA-Y--

distress of failure can be determined from rne consideration _ of

the following two criteria.

(a.) SHJ!AR FAilURE:

The soil be'leath the foundation shall be sole from risk

o: shear failure .

(b.) SETILEMENT FAILURE CRllERIA:

The foundation should not settle or deflect

extent causing damage to structure or impair fts usefulness. .. -

to an

The bearing copacity calc_ulation for foundation shall

be governed by 1S 1.904-1986, IS 6403-19.81. and I.S.

8009-1981 (Port & II) t976or\ the basis of availob_le

i'lformation . regarding the proposed desig-; t<ove been

do'le in the following paragrap'"ls,

7. SMRING CAPACITY ON SHEAR CONSIDERATION:

As per IS 6403-1981, the ultimate net bearing capodly 'qd"

on shear consideration fer structure is given by the formula .

In case of Ge-neral Shear failure :

qd = C. Nc.sc.dc.ic + q(Nq-1) sq.dq.iq.+ l/2 B:r. N·.sr.dr.ir.W' .

•

Snow FOUfll>ln Ccn•Uitants. 5/2!~. \IIKao N•gor. LucKn"" P~ono: 0622--40~762• (0), Toto Fox ..;17a8t32 (U~) ' , _____ _

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!n.£Qse of Lcccl Shear failure:

SNQ'{'J FOUNTAIN C::ONSLILTA!',lS IS:J 90Cl :2008 Certlhed

q'ci ~ 2/3 C."J' c. s:;:.cc.ic.+ql'<'c-1) sq.dc.io + 'h &:r.N'r.sr.dr.ir.W'.

Where.

Nc. Nq. Nr

-- c-q

y

cc, dq, dr

Sc, Sq, Sr.

ic, iq, ir

= Bear;ng capacity facto~.

= Coh_~~-o~!Kg/c~T:'I

= Overburde'l pressure

=Wet uni: weight of soil

= Depth focfors

= Shape factors:

= Inclination factors.

W' = Water table correction•factor.

Net safe bearing capacity is obtained after dividing

ultimate ne: bearing capacity (dql by o suitable foetor of

solely.

7.1.1.1 I!:EARING CAPACITY CAlCUlATION$;

The result of clossi!icalion test and SPT valul'l indicate the

Governing So~ Parameters are from borehole No. 2 for

conslll..lction of -OJf.T.- in --seaor=lo;-·-Avadh Vihar Yo) ana - -11500--­

Kl). The depth of foiJndOtion at 2.50 m with size of tooting 5.00

m,

L Wet Unit Weight lgm/cc) = 1.850

2, Cohe~ion, 'C' (Kg/Cm') "0.27

3. Specific gravity = 2.650

4, Dry density lgm/cc) = 1.630

5, Void ratio = 0.630

6, Condition =Medium (Interpolation)

As the values of void ratio e• is between 0.75 \a 0.55 [i.e.

between general and local Shear failure consideration) therefore

Snow Fourrtsin Coo<olion,., 5/219, VI<"" NoQ'<. L.io"""'" Phone: 0622-"l47624 )0), Tolo F•• -270!132{lal>) •

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Sr10'11 ~ou~~-~11<1 CQNSI.JlTAWS

ISO 90C·l :2Xi' C~rllf 1ec

t'".e val<..'€5 ot bearing capacity factors a·e ·o l::e usee- based or,

interoolated values betv1een loc:JI and geneml 5'180' :ailu·e.

Internal Angle Interpolated value (Medium)

• 13

7.1.1.1.1 ASSUMING:

Type oftoundalion

Depth of foundation 'Of'

Width of Annular Raft

Nc

9.930

No "' 3.350 2.080

' Raft Four~dotion

' 2.50m

' 5.00m

' water Table Correction Factor • 0.88

Overburden Pressure q

SHAPE FACTORS;

QEPTH FACTORS.:

Sc

Sq ,,

' 0.463 Kg/em'

"' 1.30

"' 1.20

"' 0.60

De ' H0.2 Qf~'N0

De

Dq

INCLINATION FACTQRS:

lc=iq=ir=l

Ultimate Net bearing capacity

Foetor of safety

Net safe Bearing Capacity

' 1.126

' De

' 1 ,063'

7.1.1.2 BEARING CAPACITY CALCULATIONS:

' ' 1 +0.1 Of ..fN0

B

= 4.662 Kg/Cm'

"' 3.00

= 1.554 Kg/Cm'

The result ol classification test and SPT value indicate the

Snow FourJtaln c-utla~ls. 6/219, Vll<a• Nagar, LUoknow Phone: OOZZ..W4>5"' 101, T&lo FoK -278!132 {LaO) •

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Gover:""ing Soi~ Parameters me from

S ~O'N FCU~ l AI" CONSU_ o ANTO ISO 9COI :2()(:0 ::er1ifiEC

borehole No. ~ for

constr:.Jction o· O.H.T. in Sectcr-10, Avodc- Viho' Ycjona (1500

KL) .. The depth of foundction a: 3.00 m with size of iooting 5.00

m.

\'lief Unit Weight (gM/CC)

2. Cohesion. 'C' (Kg/Cm2)

3. Specific gravity

4. Dry density (gm/cc]

5. Void ratio

6. Condition

"' 1.890

"- 0.26

"2.710

" 1.640

" 0.650

= Medium (Interpolation)

As the values of void ratio e•.is between 0.75 to 0.55 {i.e .

betvteen genera! and local Shear fa~ure consideration) therefore

the vaiues of bearing capacity factors ore fo be used based on .

interpolated values betwe~n local and general shear failure.

Internal Angle lnlerpolaled value (Medium)

~

13

7.1.1.2.1 ASSUMING:

Type of foundation

Depth o! foundation 'Df

Width of Annvlar Raft

Nc

9.930

Water Table Correction Foe: tor

Overburden Pressure q

SHAPE FACTORS:

DEPTH FACJQRS:

Sc

Sq

S•

"' 1.30

"' 1.20

"' 0.60

No "' 3.350 2.080

~ Roil Foundation

.~ 3.00m

·~ 5.oom

~ 0.82

~ 0.567 Kg/c:m'

snow Founloln ConoultOnlO, !!>51, Vlka• Nogor, LuoKnow Phone: OS:I!-I'l41i24 l\11, Te" Fax .Z7&11321Lobl

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ONC\'1 FOJNTA !N C:ONSJL-Af. TS

IS:;; 9JO" :2·Xl8 C~~it1ec

= 1 +0.2 Dl •11"0

B = . '151

= Dr

= 1.075

= ·1+0.1 ~'.IN0

B

-- ---JNC:LINADON FACTORS:----- -- ------

ic=iq=ir=

Ulllmate Net beating capacity

Factor of safety

-----"'"''' lsofe Beari_n_g C_OPQ<;;.Ity __ _

= 4.578 Kg/Cm•

= 3.00

- 1.526 K.QLC_m~' __

J -__ __ 8. B:EARING CAPACITY ON SffiLEMENT CONSIDERATION:

) - The result at classification tests indicates that with depth of

..

' ,.,:.....- ---),, )~'--.

:') ,.· ! ·t ,'. . ,.

•• 1

foundation as 2 . .:(), 3.00 m and width of footing as 5.00 m below

ground level. when strata in the e;fective zone comprises of

cohesive soil Ioyer, the settlement of cohesive layer has

therefore to be determined one then total settlement

evaluated .

Toto I Settlement of Foundgtlon on Cohesive Solis

As per I.S. 8009-19811Porl-1)

In the cose of clayey layers, the total settlement should

computed from

S: =:Si+Sc

Where

Sf = Total Settlement

Si = Immediate Settlement

Sc = Primary Consolidation Seltlem~nt

be

B.l(a} lmmesl!gle Settlement:

The immediate settlement beneath the centre or come~ of a

feasible loaded ore is given I;JY

"

•

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•

Si =[:;;x3x(l-~Jxl]!~

Where

p " ~oL.:ndation pressl.re (Kg/cr12:' •

' " Pois;on's retia= 0.5 :or cloy.

" Influence factor -----------

SNOW FCUh lAIN CO'<SULT~NTS

ISO 90GI '20C5 Cer-heci

.. . -- -----

;, _______ -

' ; J -,

J

' .. -· ~----" '

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E " Young's Modulus.

8.1(b) Prlmorv Consolldcllon Setllement:

Settlement of clayey soil is given by the formula:

Cc P0+.6P

c -= _;_~~=-"""XRf X Log--=------~

l+eO PO \','here Cc is the compression Index.

Ht

eo = Thickness of Compressible layer

= Void Ratio

PO = Initial overburden pressure at the middle of the Clayey

Ioyer

liP = PreMure inCreased a11ou"1dation level.

8.1.1.1 SETilEMENT OF COHESIVE SOil {for Raft Foundation):

(a} Primary Consolidation Settlement:

Governing consolidation characteristic is from borehole no. 2

i). Depth of foundation below ground level.

H). Width of footing

iii). Thickness of Effective Zone

iv). Thickness of cohesive layer in the Effective Zone

v). Depth of mid point of cohesive so~ layer

S.No. Particulars

L Original Premne at Foundation Level Kg/Cm2

2. Allowable Pressure Kg/Cm•

3, PO- Original Pre.>.~ure at Mid Point of Ck:Jy

Kg/Cm~

· = 2.50m.

= 5.00 m.

= 7.50 m.

= 7.50m

= 3.75m

!ore Hole No.2

0.463 1.554

1.156

Snow Fo"ntoln Cono"ltams, 5/2!9, lllka• lio~or, Lu<lnow Phono. 0522-4047614 (0), Tolo Fn .,!1%1Jl (lAb)

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$"0\~ fC:U~-lAI~ CO~SULTAN1S

loO 9C)I'20G5 Cerl'ied

S.No. P!lrticulars

' C~onge of ?ressu·e at Foundatio~ leiel

Kg/Cm'

5 . lnft;ence Foetor 'K'

0. l!P- Cha11ge ot Pre1sure at Mid Point of Clay

Kg/Cm'

7. PO+ 6P . eo .

8. Log PO+ 6P

eo 9. CompressiorJindex. Cc

-w. Settleme:n-

8.1.1.11b)1mmedlate "Settlement:

FoJndction pre55L'!"e

Poisson's ratio

Influence foetor

Young's Modulus

Immediate Settlement

Tolgl Seltlemen1

.St .. - Si+Sc

Sf "' 0.870 + 12.280 em.

51 "' 13.150cm

~ 1.09 Kg/em"

~ 0.5 •

~ 0.85

~ 40o.oo Kg/em,

~ 0.87cm

Bore Hole No.2

1.09"

0.688

0.751

1.650

0.217

0.123

12.280

Seittement After Applying Rigidity FoetOr "' 10.52 em.

- - The TesutJs indicate that the settlement will be Not with -in

permissible :imit as per I.S. 1904-1986.

Tne res;;lts indicate that the settlement will be more than

permissible li-nit. As per National Buiding COde the pefTT1issible

settlement for Raft Foundation is 7.50 em. The pressure

corresponding to 7.~0 em. Settlement will be IFinal Trial)

1.108 Kg/cm2

8.1.1.2 SIDLEMENT Of COHESIVE SOIL (for Raft Fovndafionl:

Snow Fourrt>.ln Con•"'''""'• 61:20!, VI, .. Nogor, ~uo~now Phono: D122-'D47024 101. T~• Fox -2718132 (Lob)

1'-----~---

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S"O',~ FC~NTAI'< CO'<SU_]ANl$

150 90J1:2COB Ceri'ied

(o) Primary Con~ofidollon Set!lemenl:

Goverring consolidation cha'acieristic is from bore'"",o:e no. 2

i). Death of foundation below ground level

ii). Wid1h of fooling

i'i). ~hickness of Effective Zone

iv). 7hickness of cohesive layer in the Efiective Zone

v). Depth of mid point of cohes;ve soil layer

S.No. Parllculan

L Original Pressure at Foundaticn LeVel Kg/Cm0

2. Allowable Pressure Kg/Cm'

3. PO-Origiool-f'ressure at Mid Point of Clay

Kg/Cm~

'- Chang ('t of Pressure at Foundation Level

Kg/Crrf

5. Influence foetor 'K'

6. li.P- Change of Pressure at Mid Point of Clay

Kg/Cm2

7. PO+ 6P PO

8. LogP0+6P ---- - --- - -

PO

9. Compression Index. Cc

" Settlement

8.1.1,2 (b} Immediate Settlement:

Foundation pressure

Poisson's ratio

Influence factor

Young's Modulus

Immediate Settlement

Total Settlement

St = Si+Sc

- ---

" 0.96 Kg/cm2

" 05

" 0.85 • " 400.00 Kg/em•

" 0.76cm

- -

= 3.00 m.

= 5.00 m.

= 7.50 m.

= 7.50 m

= 3.75 m

Sore Hole No.2

0.567 ' 1.526

- . 1,276 --

0.959

0.6BB

0.660

1.517

0.181 -- -- --··

0.123

10.120

Sn~w Fountain Conoultants. 012~. 1'1~,. Nag or, luo~no~· Pho.,., 0~2-4047124 (0), TOl• F"' ·2706132 (LOl>(

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St "' 0.76C- 10.12C err

St = I 0.880 em

Settle-ner.t Alter Apply;ng Rig:dity Factor

S~OW fOUNT AI~ :::o~SUL]At-;]S ISO 90:,1:2008 Ce~i'iM

= 8.70 em.

The results indi:::ote that the settleme:--.~ will be Not with in

permissible limit os pe·J.S. 1904-: 986.

--- The- res-u'fs -kidlCale -lhat --HlE,- ··se;t;ement will be more Than-

' permissible limit. As per National 8Jildhg Code the . permissible

settlement for Rott Foundatio~ is 7.50 em. The pressure

corresponding to 7.50 em. Settlement will be I Final Trial)

--W"LJ 5l<Kgghlccmrr"''---·------ _

9. HARMFUl SALIS IN SOil;

Soil samples obtained from 1.00 m. depth of all the

boreholes were analysed for the presence of Harmful salts viz.,

Sulphotes. Carbonates, Bicotonates, and Chlorides.

ihe results given in the table below indicate that harmful

salts are Within permissible lim;ts .

Borehole D~~;h Carb~~a1e Bicor~nate Ch:~~e Sulphate No 1% '% 1%1

1 --- --- LOO o.coo- 0:~722 0.0423 .. . '

' LOO 0.000 0.0676 0.0344 0.000

' LOO ODOO 0.0861 Q0332 0000

10. CONCLUSION·

Propose-d CO!'IsirucHon of O.H.T. in Sector·HI. Avadh Vlhar Yojana

(1500 KL) at SuHtmpur Road. Luck.now.

10.1 The strata in the effective zone comprises ol Cohesive layers

only. The design load has therefoie to er~sure safety against

10.2

fa~ure due to shear as well as total settlement

No filled up spii has been met in any of the 3 Boreholes drilli'Jd

at th-e site. It ·may also be ensured that filed up soil does no;

Snow Fo"nloln Con••"'""'• 61201, llil<a• N•gor, Luoknow Pho"": 0522..oll4112~ (0], T•'• F•• ·2711132 (l.•Oi "

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10.3

10.5

10.6

$NOW 'OU~-~IN CON5U.TANIC

!SO 90Ci:<X2 CM<fied

founo to exist at any s·age wr.ile diggi:-19 the actual

louncations. other wise dep•~ of fcundotio~, below grcu"'d

level be increased occo;cingly.

L

11.08

A net safe bearing copoctty of soil is 1.108 Kg/Sqc'Tl i.e.

tonne per square meter at a depth of foundation 2.5· m

below existing ground level is • recommended to be coopted

for R.C.C. raft annular foundation with outer die meter of 20.0

mete. and internal dio mete: of 10.0 meter .

A net safe bearirlg Ccip:lcity of soi: is 1.315Kg/Sqcm i.e. 13.15 ---- -- -

tonne per square meter at a depth of foundation 3m below

eidSHng··-·grOi.ir'id leVel- is ·recommended to be-··adopted -for

R.C.C. raft annular foundation with outer dia meter of 20.0

meter and internal dia meter of 10.0 meter.

Analysis of soil samples collected from the Site indicate that

the harmful sa tis are present wHhin permissible limit.

As per Annexure J (CI. 5.3.4.21 G, NATIONAL BUILDING CODE.

Lucknow lie~ in Zone Ill For • measure o' Earthquake the

structural· -dt'lslg/1 of O"iJ11ain~:r----;!;oold be done - ru -'-per prnvl510n-·

' given in ICI. 5.3.4,.21 G. NATIONAL BUILDING CODE.

Tho above recommendations based 00 the field

investigations data and the laboratory test resull a: the samples

co~ected from sHe and our experience in this regards.

If the actual sub-soil co'ldition during excavations for

foundation differs fiom that has been reported a reference

should be made to us for suggestions.

' ' Snow Fourlt>ln CooG"Itan,., 1.'161, Vli<a< llogor, L""'""" Phono: Di22--4D4762< iOi. Tolo fu -276~132 (L.o~) " r.

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1.35

2.85

4.35

5.85

7.35

8.85

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O.H.T. l1 Sooto·-10 Av.o~, y,,, •. Yo,or• a: Su~•npur RoaO,

JOS 80DE BORE-><OLE ~0

Luo>no" I ~otiSFC34:7t2_005'

S.P.T VaiL•~• S PT. Value•

17.17

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22 18.94

27 20.81

;11 22.07

SNOW FOUNTA!N CONSULTANTS- IS09CJ(J1:2000 Cerlined REGel OFFICE- 5/259, VIKAS NAGAR LUCKI'IO.V, PH.: 0522-40476:24. D522- 276735810:·, TELE-fAX: ~522·27681~2

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SN::!W FOUNT Ali': CO~SULTANTS- tSO 9001;2000 Certtfied REGD OFFICE- 5/259, V'KAS NAGAR, LUCKNOW, PH .. 0522-40L7624, JS22 -2767358 !OJ , '~lE·FAX: 0522-276-8132

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21.67

22.06

22.78

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