pimpri chinchwad new town development authority, … · pimpri chinchwad new town development...

PIMPRI CHINCHWAD NEW TOWN DEVELOPMENT AUTHORITY, AKURDI, PUNE- 411 044.

Common Set of Deviation

Name of Work : Development of Outdoor Exhibition and Park Land in Sector 5 & 8 at Moshi, Pune 412 105.

E-Tender Notice No. PIECC 03 FOR 2018 – 2019

Prebid Meeting Date : 28.11.2018 at 03.00 pm

MOM of pre bid meeting and Corrigendum/Addendum

Sr.No

Clause No.&Title

Tender Clause Clarification required by bidder Addendum/Corrigendum /(Clarification)

1 Section 4Clause 26

Price Variation

Price Variation - Deleted Price Variation Clause: As per Contract Data, Sr.No.26,Page No.109, no price variation is applicable to this tender.However, as per PWD G.R.No.CAT 2017/Sr.No.08/Bldg.-2dated 27/09/2018, Price Variation Clause and the Clause onStar Rates of bitumen, steel and cement is to be included inthe tenders irrespective of the time period for completion ofwork. Hence, please include Price Variation Clause in thetender.

(NIT prevails)


Instructions toBidders

34.Performance Security34.1.Within 10 days / asmentioned in the letter ofAcceptance of receipt of theLetter of Acceptance, thesuccessful Bidder shall deliverto the Employer a PerformanceSecurity in any of the formsgiven below for an amountequivalent to 5% of theContract price, 30 days afterthe expiry of defect liability andmaintenance period of 36months plus additional securityfor unbalanced Bids inaccordance with Clause 29.5 ofITB and Clause 52 ofConditions of Contract: a bankguarantee in the form given inSection 8; or certified Cheque /Bank Draft as indicated inAppendix.

Performance Security & Security Deposit: As per ClauseNo.34, Instructions to Bidders, Page No.25, PerformanceSecurity shall be 5% of the contract price and securitydeposit is 5% of contract price. Please reduce total SecurityDeposit to 1% as per latest PWD G.R.No .CAT 2017 /Sr.No.08 /Bldg.-2 dated 27/09/2018, according to which forworks costing more than Rs.1.50 crores the security depositshall be 1% of the tender cost.

(Please Read Addendum and Corrigendum attached )

1

3 Section 4Contract Data

Clause 32

The amounts of the advancepayment areMobilization advance –DELETED

As per Clause No.32, Contract Data, Mobilization advanceand Equipment advance clauses are deleted. Pleaseconsider payment of Mobilization Advance and MachineryAdvance as is the norm in other Government Organizationsand as per Government G.R. dated 12/04/2017.

(NIT prevails)

4 Section 3Condition of

Contract andSection 10Clause 25

The Defects Liability Period is1 Year excluding Road work(For Road Work 3 Year) andMaintenance Period is 2 Years.

DLP and Maintenance: Conditions of Contract Page no.86and clause no.25 Page no.146 Please clarify this clause asboth are different provisions.

(Please Read Addendum andCorrigendum attached )The Defects Liability Periodis 1 Year excluding Roadwork. (For Road Work andOther Concrete work - 3 Year)and After completing DLPPeriod Maintenance Period is2 Years for remaining otherwork such as Landscape,Electrical and etc

5 Section 1Clause

34.2Instructionsto Bidders

The performance security shallbe either in the form of a BankGuarantee of entire amount orDemand Draft of 2% ofcontract price, in the name ofthe Employer, from aNationalised or ScheduledBank payable in PCMC area asdefined in Appendix to ITB.(Balance 3% amount ofsecurity deposit will berecovered from R.A. Bills

Security Deposit: As per Clause No. 34.2, Instructions toBidders, Page No.25, the performance security shall beeither in the form of a Bank Guarantee of entire amount orDemand Draft of 2% of contract price, in the name of theEmployer, from a Nationalised or Scheduled Bank payablein PCMC area as defined in Appendix to ITB. The Balance3% amount of security deposit will be recovered from R.A.Bills. Please accept 3 % Security can be paid in the form ofbank guarantee.

(Please Read Addendum andCorrigendum attached)

6 Section 1Clause


Within 10 days / as mentionedin the letter of Acceptance ofreceipt of the Letter ofAcceptance, the successfulBidder shall deliver to theEmployer a PerformanceSecurity in any of the formsgiven below for an amountequivalent to 5% of theContract price, 30 days afterthe expiry of defect liability andmaintenance period of 36months plus additional securityfor unbalanced Bids inaccordance with Clause 29.5 of

Refund of Security Deposit/ Retention Money: As per ClauseNo. 34.1, Instructions to Bidders, Security Deposit will beretained till 30 days after expiry of Defect Liability period andmaintenance period. Please confirm that the SecurityDeposit shall be refunded after completion of the project, asperformance security is being retained till Defect Liabilityperiod.

As per Clause 6.1 in Section IV - The security deposit shallbe returned to the contractor without any interest when thecontractor ceases to be under any obligations under the contract i.e. after completion ofdefect liability and maintenance period + 30 days.

2

ITB and Clause 52 ofConditions of Contract: a bankguarantee in the form given inSection 8; or certified Cheque /Bank Draft as indicated inAppendix.


Contract Clause43.1

Payments shall be adjusted fordeductions for advancepayments, retention, otherrecoveries in terms of thecontract and taxes at source,as applicable under the law.The Engineer will scrutinize thebill and after due verificationcertify the bill for the payment.The Employer may get thework verified, through somedesignated officer equivalent tothe rank of Executive Engineer.Such designated officers shallverify the work to the extent of5% and recommend the bill forpayment. The Employer shallpay the Contractor theamounts certified by theEngineer within 28 days of thedate of each certificate.

Delay in Payment: As per Clause No.43.1, Conditions ofContract, Page No.97, the Employer shall pay theContractor the amounts certified by the Engineer within 28days of the date of each certificate. Please specify the rateof interest for delayed payments after 28 days ofcertification.

No Interest shall be paid fordelayed payment

8

PMC

PMC : Please specity the scope of the PMC for the work PMC not appointed for thisproject. Architect for thisproject is Landmark DesignGroup

9 Schedule BNote 9 ofVolume II

The Contractor shall carry outlaisioning work with PCMC,MSEB, Local bodies Gov.Maharashtra, Gov Of India ,HPCLand All authorities to getpermission required for completionof the project including but notlimited to water connection,drainage connection, permissionregarding Electrification ,Solar,Fire fighting, Culvert work and all

As per Clause No.9, Schedule B, Page No.8 of Vol.II,contractor shall carry out laisoning work with Local Bodiesfor various permissions. Please delete this responsibilityfrom the contractor as it will be easy for PCNTDA to co-ordinate this activity.

(NIT prevails)

3

other required permission.

10 Section 1Clause


The Earnest Money shall bepaid by net banking gatewaysystem by using digitalregistration key as stated inAppendix to ITB.

Earnest Money Deposit /(Bid security): Please accept theEarnest Money Deposit /(Bid security) in the form of bankguarantee also.

(NIT prevails)

11 Section 1Clause


The Earnest Money ofunsuccessful bidders will bereturned within 30 days of theend of the Bid validity periodspecified in Sub-Clause 15.1.

Refund of Earnest Money Deposit /(Bid security): Pleaserefund the Earnest Money Deposit /(Bid security) of otherthan L1 &L2 within 30 days of opening of financial bid.

(NIT prevails)

12 Section 1Clause


The Earnest Money shall bepaid by net banking gatewaysystem by using digitalregistration key as stated inAppendix to ITB.

EARNEST MONEY DEPOSIT: ( NIT Vol-I )

We request you to accept the Bid security in theform of Bank Guarantee instead of paying byGateway system and issue a suitable BankGuarantee format with following para :

As per the guidelines issued by Indian BankersAssociation, following Para needs to be added atthe end in the Bank Guarantee format:

"NOTWITHSTANDING anything contained hereinabove:-

Our liability under this guarantee shall not exceedRs.______ /- (Rupees: __________________ only).

This bank guarantee shall be valid up to andincluding date ____________.

We shall be liable to pay the guaranteed amount orany part thereof under this bank guarantee only andonly if you serve upon us a written claim or demandon or before __________”

Further as per Circular No. :F.No.7/112/2011- BOAdated 17.07.2012 issued by Ministry of FinanceDepartment of Financial Services to All PublicSector Banks it is mandatory to submit bankingdetails (Name, address, Account Number and BanksIFSC code) of the beneficiary for opening /extension of Bank Guarantee and the BankGuarantee paper can become operative only after

(NIT prevails)

4

these details are submitted. Since “The ChiefExecutive Officer PCNTDA Pimpri Chinchwad NewTown Development Authority, Near Akurdi RailwayStation, Pune - 411044.” is the beneficiary of BankGuarantee towards Bid security for the subjecttender, we request you to kindly share the relevantdetails The Chief Executive Officer PCNTDA PimpriChinchwad New Town Development Authority Pune44.

13 Appendix to ITBAnnexure-I

List of Key Plant &Equipment to be deployed on Contract Work.

Plant &Equipment : ( Annexure –I on pg. 33-36 VOL- I)

We have noticed that the number of plant & equipmentspecified vide Annexure are very much on higher side withrespect to the scope & quantum of work in the scope ofpresent tender.

Therefore we request you to review and suitably reduce theminimum number of equipment. A Tentative list of equipmentas worked out by us based on the scope of work is attachedherewith for your review &consideration.

We presume that documentary evidence in support of hisavailability of these machinery & equipment’s in the form ofInvoices will be sufficient to meet the requirement ofOwnership for the same. In such case RC/TC documentsneed not be submitted.

If, bidder does not possess / own some of the machineryrequired to be owned by the bidder, in such case we requestyou to allow bidders to hire these equipment &submitagreement in lieu of ownership documents.

Alternatively, undertaking on stamp paper of Rs. 100 fordeployment of stipulated plant & equipment shall beconsidered. This has been followed for many of thegovernment project. In such case ownership documents &Hire agreements are not required to be submitted.

(Please Read Addendum andCorrigendum attached )

14 Section 1 ITB Details of Technical personnel Details of Technical Personnel : (Cl. 12.1 vi) on page 14 (NIT prevails)

5

Clause 12.1 (vi) on the rolls of the tenderergiving details of experienceand qualification of each ofthem and details of technicalpersonnel to be appointed forthis project along with bio-dataduly signed by the person to beappointed on the Biddersletterhead.

Vol-I )

We presume that only Bio-data, Qualification and signedundertaking from bidder Authorized signatory minimumrequired of technical personnel to be deployed for thisproject can be submitted along with tender for compliance &following details may be submitted by the successful bidderafter award of work.

Undertaking signed by respective Technical personnelExperience Certificates Kindly confirm.


Clause 32

The amounts of the advancepayment areMobilization advance –DELETED

MOBILISATION ADVANCE: Vol. I, Contract Data Pg.109,Cl. 32We request you to pay 10% interest free mobilizationadvance against submission of bank guarantee and shall berecovered from 3rd RA Bill on prorata basis.

(NIT prevails)


Clause 32

The amounts of the advancepayment areEquipment advance –DELETED

MACHINERY ADVANCE: Vol. I, Contract Data Pg.109, Cl.32You are well aware that the sophisticated machineries arerequired to be deployed to complete the project within thestipulated period. We therefore request you to pay 5%interest free Machinery advance against submission of BankGuarantee.

(NIT prevails)


Clause 32

The amounts of the advancepayment areSecured advance for in nonPerishable materials brought tosite– DELETED

SECURED ADVANCE: Vol. I, Contract Data,Pg.109, Cl.32,We request you to pay 75% secured advance on materialbrought to site.

(NIT prevails)


Clause 27and Vol II

The proportion of paymentsretained (retention money)shall be 6 % [Cl. 48] fromeach bill subject to a maximumof 5% of final contract price.

RETENTION MONEY: Vol. I, Contract Data,Cl.27, Pg 112and Vol. II,Pg.3It is mentioned in Vol.I, Pg 109 that retention shall be 6 %from each bill subject to a maximum 5% of final contractprice. However it is mentioned in Vol. II, Pg 3 that Securitydeposit / Retention to be paid in following manner.

.

(NIT prevails)

Security Deposit(i) In the form of FDR Rs2% of Contract sum(ii) To be deducted fromRunning bills (6%) Rs

2% of Contract sum in the form of FDR.3% of Contract sum To be deducted from Running bills atthe rate of 6%.

Further it is mentioned in Vol. II, Pg 3 that “Alternatively

(Addendum andCorrigendum attached)

6

3% of Contract sumTOTAL Rs 5% ofContract sum

bidder can pay performance security / security deposit in theform of bank guarantee as stated in the bid document

We presume that retention / security deposit shall beaccepted in the form of BG initially instead of FDR and cashretention from RA bill

19 PAYMENT & FEES TO STATUTORY AUTHORITIES:We presume that all fees, deposits, charges required tobe paid to Local / Statutory Authorities shall be borne bythe client. Also obtaining applicable statutorypermissions, approvals from the concern authorities willbe the responsibility of the client. Pl. confirms.

Payment of all fees, deposits,charges to StatutoryAuthority will be bourn byPCNTDA

20 Section 10Documents tobe Furnished

by BidderClause 38

All the taxes and duties leviedby the State and CentralGovt. and by Local Bodies atthe prevailing rates applicableon the date of receipt of tendershall be fully borne by theContractor and shall not bereimbursed to him on anyaccount. The tender shall beinclusive of all taxes levies,octroi etc. including the taxleviable in respect of workcontract under the provision ofMaharashtra Sales Tax astransfer of property in goodsinvolved in the execution ofWork Contract Act 1985 andits further amendments(Maharashtra ACT XIX of 1985)to be paid by the Contractor.Further EMPLOYER shall nothonour any claim arising outof any increase in any of theprevailing statutory duties,taxes, levies, octroi, etc. asthe same are inter-alia

TAXES: Vol. I,Cl.38,Pg 151

Any increase in present taxes, levies, duties like cess,Royalty etc. of State / Central Govt., local statutorybodies etc. and new taxes, if imposed after submissionof tender, may be reimbursed. This is being done by allGovt. bodies.

(NIT prevails)

7

covered under the PriceVariation Clause. At the timeof quoting/bidding contractorshould bear the above fact inmind.


Cluase 6

The Intended Completion Date for the whole of the Works is 15(Fifteen) months after

start of work with the following milestones:

[Cl.1.1, 17&28] Milestone dates : Physical works to be completed Period from the start date [Cl.2.2 &49.1] Milestone 1 i.e.._. 5 months. 25% work. Milestone 2 1.e.:.,.. 10 months. 60 % work. Milestone 3 i.e., 15 months. 100% work.

MILE STONES: Vol. I, Contract Data, Sr. No.6,Pg.108The details for mile stone 1,2, &3 i.e. physical work to becompleted are not provided. Kindly provide the same.

(NIT prevails)

22 Section 4Clause 26 Price

Variation

Price Variation - Deleted Price Variation: Vol. I, Contract Data,Cl.26,Pg 97We are surprised to note that escalation clause is notincluded in the tender. You will kindly appreciate that thisis very voluminous work to be completed in a period of15 months; facing one financial budget. Hence contractsmay get affected due to the reasons not attributable tothe contractor such as agitation by local villagers, labourstrikes, transportation strike, natural calamities etc. It isalso observed that there is substantial unpredictablecost variation in labour, material &POL due to variousfactors such as Govt. Policies, International Marketrates, currency fluctuations, inadequate availability ofraw materials, labour cess etc., which is very difficult toassess and provide the cost for the same in the quotedprice. Bidder can only estimate and quote the pricesof items for which adequate details and sufficientinformation is available. However, since the escalationon material, POL, labour in future is dependent onvarious factors as mentioned above, no one has control

(NIT prevails)

8

over the same and therefore it is not possible toestimate and quote the escalation for future years, whichresults in speculation by the contractor about provisionfor the same in quoted price. Hence the speculativeescalated cost provided by the contractor may lead tohigher cost resulting in direct loss to client and lowerescalated cost may lead to inferior quality, disputes etc.due to unworkable quoted price. In view of this, it isfairly reasonable and very logical to includeescalation clause as per standard formula of CPWDfor this voluminous long duration of tender ,whichcertainly will form common platform to all bidders.

23 Submission -Your good self is well aware that voluminouswork is involved such as getting quotations for specializeditems, rate analysis, site investigation etc. We, thereforerequest you to extend the date of submission by minimum 2weeks after all the clarifications are given in writing, so thatwe shall be in a position to submit most competitive tender.This will be in the best interest of the project &client.

(NIT prevails)


Clause 32

The amounts of the advance payment areMobilization advance – DELETED

It is request to you kindly give us 10% Interest free orinterest bearing mobilization advance against Bankguarantee. As the job involves large fleet of machinery,mobilization advance to the tune to 5% of contract amount.This will eventually help to reduce rates for the department(All MA to be recovered by the time 80% work value isachieved)

(NIT prevails)

25 Vol II ScheduleB Item No. 33

Supply of Polygonal / Circular hot dip galvanized cantilever structure for the overhang of 4.17m along with suitable foundation bolt sets made up ofHigh Tensile sheet confirming to BSEN 100025 or equivalent,as per reference cantilever-structure suitable for mounting of single sided message board of size 3660mm x 1830mm on one side &logo board of size 3050mm x 915mm on the otherside. Galvanization thickness for the cantilever structure should be avg 85 microns.

Kindly provide drawings & design for gantry structure which not attached.

Drawing attached with this CSD

9

26 Section 4Clause 26 Price

Variation

Price Variation - Deleted As per PWD GR dated 23/10/2017 Price variation is allowedfor those work for which period of completion is more than12 months. But this contract period is 15 Months.

(NIT prevails)


ContractA. General &Section 10 Cl-

25

The Defects Liability Period is 1 Year excluding Road work (For Road Work 3 Year) and Maintenance Period is 2 Years.

For period specified as the “Defect Liability and Maintenance Period of 3 years”for the workstarts from the date of issuanceof the completion certificate or issuance of completion certificatefor the project work whichever is later in accordance with para"Final Inspection andAcceptance" contractor shall remain liable for any of the works or parts thereof or equipment and fittings suppliedwhich in the opinion of the ENGINEER fail to comply with the requirements of the contract or are in any way unsatisfactory or defective..

There is a contradiction in two clauses. We consider themeaning as, “ Defects Liability Period is 1 year andMaintenance period for 1 more year thereafter

(Please Read Addendum andCorrigendum attached )The Defects Liability Period is 1 Year excluding Road work. (For Road Work and Other Concrete work - 3 Year)and After completing DLP Period Maintenance Period is2 Years for remaining other work such as Landscape, Electrical and etc

28 Vol – IIStreet Lights

After completion of project Street light should be hand over to Pimpri ChinchwadMuncipal Corporationby the contractor with the helpof client. Until hand over process is in progress, contractor is responsible tomaintain street light operation like Replacementof the lights should take place as mentioned in the LED light specification & asper PWD Red Book.

In absence of any payment clause for electrical bulbs &lights, How contractor is to replace fuse bulbs without anypayment after completion?

(NIT prevails)

10

Electricity bill for the periodbetween final bill and handing over streetlight shall be paid by PCNDTA.

29 Appendix to ITBAnnexure-I

List of Key Plant &Equipment to be deployed on Contract Work.

Minimum ownership of desired machinery may prove as aconstraint. As such hired machinery under contractagreement may kindly be allowed.

(Please Read Addendum and Corrigendum attached)

30 Section 1 -ITBCl-4.5 A (b)

For work, the bidder should have also achieved following work(technical) experience prescribed below, for which bid has been invited, in last 5 years ending last day of month previous to the one in which bids are invited, should be either of the following

i) 3 similar type work (Road Work, Road and Infrastructure Development Work) each having cost Rs 20 Cr. OR

ii) 2 similar type work (Road Work, Road and Infrastructure Development Work) projects each having cost Rs 25 Cr OR

iii) 1 similar type work (Road work, Road and Infrastructure Development Work) each having cost Rs 40 Cr

We request to accept the similar type of one work of 30% asper the GR

(NIT prevails)


For work, the bidder shouldhave also achieved followingwork(technical) experienceprescribed below, for which bidhas been invited, in last 5years ending last day of month

Request to consider Experience in Turnkey contract infrastructure Project work includes (Earthwork land development, electrification, Civil, road, waterline, electrical substation etc.) in single work.

(NIT prevails)

11

previous to the one in whichbids are invited, should beeither of the following

i) 3 similar type work (RoadWork, Road andInfrastructure DevelopmentWork) each having cost Rs20 Cr. OR

ii) 2 similar type work (RoadWork, Road andInfrastructure DevelopmentWork) projects each havingcost Rs 25 Cr OR

iii) 1 similar type work (Roadwork, Road andInfrastructure DevelopmentWork) each having cost Rs40 Cr

32 O &M During the O &M period.1. Need to clarify the scope of electricity and water charges.2. Need to clarify the scope of the material required during the period of O &M like Electrical Irrigation etc.

(NIT prevails)Charges will be born by bidder


For work, the bidder shouldhave also achieved followingwork(technical) experienceprescribed below, for which bidhas been invited, in last 5years ending last day of monthprevious to the one in whichbids are invited, should beeither of the following

i) 3 similar type work (RoadWork, Road andInfrastructure DevelopmentWork) each having cost Rs20 Cr. OR

ii) 2 similar type work (RoadWork, Road andInfrastructure DevelopmentWork) projects each having

It is request to you kindly consider 30% of Tender Cost as it is in Practice in all Government and Semi Government departments and it shall be completed in last 5 financial years.

(NIT prevails)

12

cost Rs 25 Cr OR

iii) 1 similar type work (Roadwork, Road andInfrastructure DevelopmentWork) each having cost Rs40 Cr

34 Please consider weightage of 10% per year for the cost of work completed and turn over to update it up to 2018-19 price level

(NIT prevails)

35 Please revise the quantity required as per 30% of Tender Quantity and Machinery own and hired as per practice accordingly

(NIT prevails)

36 Section 1 -ITBCl-4.5 A

i) 3 similar type work (Road Work, Road and Infrastructure Development Work) each having cost Rs 20 Cr. OR

ii) 2 similar type work (Road Work, Road and Infrastructure Development Work) projects each having cost Rs 25 Cr OR

iii) 1 similar type work (Road work, Road and Infrastructure Development Work) each having cost Rs 40 Cr

We presume that term "Infrastructure Development" includes flyover, Bridges as similar work please clarify.

Experience of Flyover, Bridges will be considered provided quantity criteria is satisfied as per ITB ,Clause 4.5 A (c).

37 EMD Allow EMD in the form of Bank Guarantee of any Nationalized/scheduled bank

(NIT prevails)

38 Vol I ,Pg no 5,

Clause 1

Joint Venture/Consortium not permitted

Please allow Joint Venture (NIT prevails)


Clause 32

The amounts of the advance payment areMobilization advance – DELETED

Please allow Mobilization and Machinery (NIT prevails)

40 Please allow all machinery Own/Hire basis (Please read Addendum and Corrigendum attached )

13

41 Vol I ,Clause no2,Pg no 8

The expenditure on this projectwill be PCNTDA 's own

Please clarify availability of fund Funds are available,

42 Vol I ,Pg no 28 , HPCL pipeline What is the status of permission for HPCL Permission received from HPCL

43 Please Provide the Soil investigation report (Please read Addendum and Corrigendum attached ).

44 Vol I ,Pg no 29 , Internal Road work What about the payment of internal road please clarify (NIT prevails)45 Vol I ,Pg no 31, Retaining Wall Can we suggest the alternative design for retaining wall (NIT prevails)46 Vol I ,Pg no 31, Proof Checking Please allow other alternative option government and private

agency(NIT prevails)

47 Vol I ,Pg no 68 During the entire contractduration, the contractor shallprovide Two nos new brandTata Nexon / Maruti SuzukiSwift or equivalent with diesel,driver & maintenance for arunning of at least 3000 Kmsper month with in a fortnightfrom the date of award of thecontract for the fieldengineering staff of Employer,In case of failure to provide thevehicle, an amount of Rs.2000/-(Rupees Two ThousandOnly) per day per vehicle shallbe recovered from thecontractor’s due payment. Thecost of these facilities isincidental to work and deemedto be included in the offer givenby contractor

This is the overburden of construction cost we request youto please cancel this clause.

(NIT prevails)

48 Allow use of crushed sand and flyash (NIT prevails)49 Please allow price variation (NIT prevails)50 Vol I ,Pg no 98 Bonus- Deleted Please allow bonus (NIT prevails)51 Please allow time limit 24 months instead of 15 months (NIT prevails)52 Vol I ,Pg no 36 Project Manager/

Resident EngineerB.E. Civil + 20 Years Exp(5 years as a Manager inRoad Construction)

Ammend experience of Civil Engineering work for 10 yearsout of which 5 years shall be in Road/Highway works

(NIT prevails)


Clause 27

The proportion of paymentsretained (retention money)shall be 6 % [Cl. 48] from

Generally security deposit is 2% in other department also asper PWD GR it is now 1%. So we request you to amend thisclause accordingly as SD = 1% of contract cost.

(Please read Addendum and Corrigendum attached )

14

and Vol II each bill subject to a maximumof 5% of final contract price.

Security Deposit(i) In the form of FDR Rs2% of Contract sum(ii) To be deducted fromRunning bills (6%) Rs3% of Contract sumTOTAL Rs 5% ofContract sum

Sd/--- Sd/--- Sd/--- Sd/--- Sd/--- Dy Engineer Executive Engineer C.A.F.O. Superintending Engineer C.E.OSub Div VII PIECC PIECC

Notes –1) Words in brackets (----) indicate clarifications2) Corrigendum – Means tender provisions are changed/replaced3) Addendum – Means additional conditions are specified.4) All other issues not addressed stands as per provisions of tender.

15

PIMPRI CHINCHWAD NEW TOWN DEVELOPMENT AUTHORITY, AKURDI, PUNE- 411 044.Common Set of Deviation

Name of Work : Development of Outdoor Exhibition and Park Land in Sector 5 & 8 at Moshi, Pune 412 105.

E-Tender Notice No. PIECC 03 FOR 2018 – 2019Prebid Meeting Date : 28.11.2018 at 03.00 pm

MOM of pre bid meeting and Corrigendum/Addendum

Sr.No

Clause No.&Title

Tender Clause Addendum/Corrigendum / (Clarification) Remarks


Instructionsto Bidders

34.Performance Security34.1.Within 10 days / as mentioned in the letter ofAcceptance of receipt of the Letter of Acceptance, thesuccessful Bidder shall deliver to the Employer a PerformanceSecurity in any of the forms given below for an amountequivalent to 5% of the Contract price, 30 days after the expiryof defect liability and maintenance period of 36 months plusadditional security for unbalanced Bids in accordance withClause 29.5 of ITB and Clause 52 of Conditions of Contract: abank guarantee in the form given in Section 8; or certifiedCheque / Bank Draft as indicated in Appendix.

Security Deposit shall be 1% of the contract price.The successful bidder can pay 1% of Contract value as security deposit in the form of Bank Guarantee/FDR/Cash, then no deduction shall be made through RA bills for security deposit.EMD may converted in Performance Security.Retention / security deposit shall be accepted in the form of BG /FDR and cash .

2 Bar Chart Bar chart Uploaded along with CSD3 List of Key

Plant &Equipment

to bedeployed

on ContractWork

SrNo

Type ofEquipment

Maximumage as on

date ofsubmission

of bid

Own Hire Total

1 JCB 15 2 2 42 Excavators/Poclain

(150 HP)15 6 11 17

3 Motor Grader 15 1 2 34 Bulldozer 15 3 2 55 Dumper/Tipper(72

H.P)15 9 16 25

6 Front end Loader 15 1 1 27 Smooth Wheeled

Roller15 1 1 2

8 Vibratory Rollerand Power Roller

15 3 2 5

9 Hot Mix Plant withElectronic Controls(Minimum 80-100

TPH Capacity)

15 1 1 2

10 Paver Finisher withElectronic Sensor

15 1 1 2

11 Water Tanker 15 3 2 512 Bitumen Sprayer 15 1 1 2

SrNo

Type ofEquipment

Maximum age ason date

ofsubmiss

ion ofbid

Own

Hire

Total

1 JCB 15 2 2 42 Excavators/Po

clain (150 HP)15 6 11 17

3 Motor Grader 15 1 2 34 Bulldozer 15 0 5 55 Dumper/Tipper

(72 H.P)15 9 16 25

6 Front endLoader

15 1 1 2

7 SmoothWheeled

Roller

15 1 1 2

8 VibratoryRoller and

Power Roller

15 2 3 5

9 Hot Mix Plantwith Electronic

Controls

15 1 1 2

16

13 Tandem Roller 15 1 1 214 Concrete Mixes

withIntegral WeighBatching facility

15 1 1 2

15 Concrete Batchingand Mixing Plant

(MinimumCapacity – 30 Cum

/ hour)

15 1 0 1

Total 35 44 79

(Minimum 80-100 TPHCapacity)

10

Paver Finisherwith Electronic

Sensor

15 1 1 2

11

Water Tanker 15 2 3 5

12

BitumenSprayer

15 1 1 2

13

Tandem Roller 15 1 1 2

14

ConcreteMixes with

Integral WeighBatchingfacility

15 1 1 2

15

ConcreteBatching andMixing Plant(Minimum

Capacity – 30Cum / hour)

15 1 0 1

Total 30 49 79

4Affidavit

Affidavit ( on Rs.500/- Stamp Paper)

I ....................................................age ......................................address ........................................ (Authorizedsignatory to sign the contract), hereby submit,vide this affidavit in truth, that I am the owner ofthe contracting firm ..................................../authorized signatory and I am submitting thedocuments in envelope no.1 for the purpose ofscrutiny of the contract. I hereby agree to theconditions mentioned below :-1. I am liable for action under Indian Penal Codefor submission of any false / fraudulent paper /information submitted in envelope no.1.2. I am liable for action under Indian Penal Code ifduring contract period and defect liability period,any false information, false bill of purchasessupporting proof of purchase, proof of testingsubmitted by my staff, subletting company or bymyself, I will be liable for action under IndianPenal Code.3. I am liable for action under Indian Penal Code ifany paper are found false / fraudulent duringcontract period and even after the completion of

17

contract ( finalisation of final bill ). (Signature of contractor)

(seal of company)(Contractor note that Affidavit Uploaded alongwith CSD.Bidders have to fill up on Rs.500/ stamppaper duly signed and shall be uploaded withtender document)(If it is observed that contractor have submittedany false/fraudulent paper/information, after issueof work order to the contractor, and if the work inthe contract are at initial stage then contract willbe terminated.Contractor will be blacklisted in this case.)(The contractor will be solely responsible, if anyfalse/fraduent paper/information, quality controlreports, test reports,any correspondence, billsare found during finalisation of tender andexecution of work as well as Defect Liability andMaintenance period.Any officer from PCNTDA willnot be held responsible for this activity.)

7Soil Investigation Report

The soil investigation reports uploaded with CSD andthey are for information purpose only. The most responsive bidder will have toconduct soil investigation (As directed by Engineer inCharge) and prepare structuraldesign based on this investigation only.

8Operation and Maintenance

Operation and Maintenance of Landscaping and allother works like Electrical, Fire Fighting etc shall bedone by the contractor at his own cost in DefectLiability Period. The work includes necessary watering,maintenance of trees, lawn providing necessarylabours and other allied works etc.For remaining Operation and Maintenance period (2years) payment shall be made as per NIT.

Sd/--- Sd/--- Sd/--- Sd/--- Sd/--- Dy Engineer Executive Engineer C.A.F.O. Superintending Engineer C.E.OSub Div VII PIECC PIECCNotes –1) Words in brackets (----) indicate clarifications2) Corrigendum – Means tender provisions are changed/replaced3) Addendum – Means additional conditions are specified.4) All other issues not addressed stands as per provisions of tender.

18

Period in Months

Sr.N

o ITEM 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4

PIECC Outdoor Exhibition & Park Land

1 Foundation Stone/Bhoomipujan

2 Infrstructure and Site Development

3 Culvert and CD work

4 Retaining wall and Toe wall

5 Enterance Gate

6 Road Work and Strom Water Drainage

7 Substation and Pump House

8 Toilet Block

9 UGWT

10 Plumbing and Drainage

11 Fire Fighting work

12 Electrical work

13 Landscaping and Irrigation

14 Motorised Slinding Gates

15 Internal Fencing

16 Miscellaneous work/Ingraution

10 11 12 13

PIMPRI-CHINCHWAD NEW TOWN DEVELOPMENT AUTHORITY, AKURDI, PUNE-44.

NAME OF WORK:DEVELOPMENT OF OUTDOOR EXHIBITION AND PARK LAND IN SECTOR-5 AND 8 AT MOSHI, PUNE-412105.

BAR CHART

1 2 3 4 5 6 7 14 158 9

Engineer Contractor

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GEOTECHNICAL REPORT FOR PROPOSED OUTDOOR EXHIBITION PARKLAND@ SECTOR-5 & SECTOR 8 PCNTDA, MOSHI 1.0 Introduction. PIMPRI –CHINCHWAD NEW TOWN DEVELOPMENT AUTHORITY(PCNTDA) have proposed an Outdoor Exhibition Parkland in Sector5 &Sector 8, PCNTDA ,Moshi The Detailed Layout of this Park land can be seen in the Drawing as prepared by the Design /Landscape Architects M/s Landmark Design Group based in Pradhikaran, Nigdi are the Design Architects for the Project. The Competent Authority @ M/s Landmark Design have appointed M/s Gensys Technologies P.Ltd , based in Pune to be the Structural Designer’s for the RCC components in this Project. Further as required by PCNTDA, M/s Landmark Design Group assigned a Geotechnical Investigation to be carried out at specific locations on the Plot, to assess the sub-stratum conditions , so the parameters of the same could assist in Structural Design The Geotechnical Investigation work was executed in Late September to early October 2014. This Report submitted describes the observations, results of Investigation with recommendations in relation to the proposed structures in the project corresponding to the Bore hole data in the vicinity. A Site Layout Plan is attached in the Annexure depicting the Bore Hole Location. 2.0 Scope of Work:- It was planned to conduct 4 bore holes at pre fixed locations to cater to the Structural Designer’s requirements. The Investigation was thus scheduled as follows, 1.Trial Borings at 4 locations prefixed by the Architects/Consultants and as approved by the Competent Authority at PCNTDA and are planned to collect representative sample of soil/rock. The Bore Holes to be marked out in such manner so as to analyze roughly properties of stratum within the vicinity of proposed structure 2.To carryout Standard Penetration test in overburden soils preferably at 1.00m depth interval for ‘N’ value and when rock is encountered to drill in rock ,for good depths to ensure continuity of competent stratum. 3. To neatly label all samples from bore holes for classification and in case of rock to assess the same for REC /RQD parameters. All samples shall be neatly stored in wooden core boxes and submitted to Client’s Engineer for good storage, in case of ready reference in the future. 4. To carryout relevant laboratory tests on soil, rock and sub-soil water samples as encountered & for suitable and relevant parameters of substratum under consideration. 5. To note the Ground Water Level in each bore hole after completion of Bore Hole. 6. To Prepare a Recommendation Report on Field/Laboratory Data in regards to the proposed structure under consideration. 3.0 Methodology of Investigation:- 3.1 The sub-surface investigation are executed generally in accordance to IS:1892-1979. In order to ascertain the nature and properties of sub-stratum, determine the thickness and sequence of strata at different depths, bore holes were carried out at pre-specified locations as decided by Client’s /their Consultants. (Ref:- Location Plan ) 3.2 The drilling rig, Standard Rotary Type coupled with Diesel engine fitted to a Tripod Frame with all drilling accessories and generally suitable for Geotechnical Investigation works wherein driving of casings, drilling in rock and extraction of samples by core barrel arrangement conducting standard penetration tests was installed at the specified bore hole locations The bore hole is commenced by driving suitable casings in overburden so as to prevent the collapse of bore holes. When rock is encountered the driving of casings is stopped. Wash/Disturbed sample as may be the case are collected from soil to classify the strata and neatly stored in polythene bags. 3.4 Standard Penetration Test(SPT) is conducted in the bore hole preferably at 1.00m depth interval in the Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030 contd…… Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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overburden soil layers. SPT is conducted in accordance to IS:2131-1981. In this test a bevel edged cone (SPT cone) connected to a split spoon sampler is driven in to the soil under the blows from a Monkey hammer weighing 63.5 kg. The blows are hammered to the split spoon assembly under free fall from a height of 75cms above a guide coupling. After the initial seating reading of 1

st set of 15cms the no of Blows required to penetrate

the 2nd

& 3rd

set of 15cms ie. 30 cm penetration is recorded as the ‘N’ value. The ‘N’ value is indicative of relative density of cohesion less soil and consistency of cohesive soil. Samples collected from the split spoon assembly are visually assessed for classification. 3.5The drilling in rock is done using “ NX” Diamond Bit and Core Barrel. The Diamond Bit facilitates the neat and efficient cutting of rock. The rock sample retrieved are assessed for the Core Recovery Percentage and RQD(Rock Quality Designation) defined as the sum of length of rock pieces each having length greater than 10cm/ total length of core drilled. The rock samples are then labeled with all details such as BH No, Rock Core No, depth and neatly stored in wooden core boxes handfed over to the Client’s/ Owners of Project for any future references. 3.6 On completion of bore the G.W.L is observed and noted . Water samples are collected in plastic jars for testing. Also representative, relevant soil (subject to minimum quantity and satisfactory quality ) / rock samples at different depths in bores are selected for Laboratory testing. 4.0 Local Geology. As per IS1893-1984; the area of the site has been classified as Volcanic rocks and minor basic intrusive. The general area of the project consists mostly of nearly horizontal dispersed lava flows of Deccan Trap Basaltic Formation of Cretaceous to Eocene age. Layers of Parent Basalt formations are generally encountered in this area. The thickness of this Igneous Rock in this area is anticipated to be more than 500m. As the depth progresses the surfacial residual soils grade into original bed rock, generally with one or more intermediate stages of decomposition or weathering. These Igneous rocks are generally of horizontal deposition. The rock encountered at the bore hole locations is High to Moderately Weathered but seen with very predominant Joints and Fractures. As the depths progressed the rock encountered was a Fresh Basalt with the Jointing Pattern improving considerably within such depths. As per IS 1893 2002, the site falls under Seismic Zone III. No Fault lines are known to occur in close proximity of the site. 5.0 Sub-Surface Conditions on Site:- A total of 4 Bore Holes have been taken on site 5.1 LAYER I/IA :- Residual strata /CWR. The bore holes commenced with a Residual Disintegrated Stratum comprising of In-situ Boulders with pockets of Sandy /Rock Gravels or Core stones to a Completely Weathered Rock This Layer is a consequence of the complete in-situ disintegration of parent rock materials, due to hydro thermal agencies and depending upon the degrees of weathering has got converted to the texture of Sand/Rock gravels wherein the mass structure and parent material fabric is seen to be totally destroyed OR as In-situ Boulders/ CWR (core stones) wherein all the rock material though totally decomposed ,the original rock mass structure is largely intact. The materials comprising this Layer are inter-trapped in the Boulder/ Gravels zone whereas the CWR is largely a discontinuous framework of core stones. The lower boundaries of this Layer are observed generally from 0.60-1.00m below respective G.L . However in BH3 depth of this stratum is observed to be extended upto 5.00m below G.L. Wash / Disturbed samples are collected from this layer for representation. Due to presence of Sandy/ Rock Gravels in significant proportions in Layer 1 with Boulders the Standard Penetration test conducted in BH-2 shows a Refusal value i.e N>50. Due to very insignificant presence of soil layer, the same inter trapped with Boulders no True soil or disturbed Sample is available in this layer for Laboratory testing 5.2 LAYER II :- Highly Weathered Basalt with Close Joints :- A bedrock in a Highly Weathered state is underlying the Boulder/CWR stratum. The Core Recovery in this Layer is varying from 13 % - 29% and RQD from 0-20%. The rock mass within this zone is in a poor state of Joints/Fractures.

Address Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030. contd….. Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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UCS values for representative rock samples tested within this zone are 204 -246kg/cm2 This indicates the Rock

Strength to be of above Average to near Strong. The lower boundaries of Highly Weathered Basalt are observed generally upto1.00 - 4.00m (BH-2) under respective G.L’s 5.3 Layer III :- BED ROCK:- Occasionally Moderate with Medium Joints to Fresh Basalt Gray /Gray Black a massive Basalt Occasionally Moderate with Close Joints gradually progressing to a Fresh Basalt is observed through this layer . The Core Recovery is varying from 50% to 93% and RQD from 42 -91% The RQD values indicate the Rock mass within this zone to be Fair to Excellent UCS values for representative rock samples tested within this zone are varying from287 -338kg/cm

2 This indicates

the Rock Strength to be near Strong. The Bore Holes BH-1 -2 -4 are terminated in this zone at 5.00m depth below respective G.L It should be understood in context to the above described in Para5.2 & 5.3 that all grade of weathering may not be seen in a given rock mass and that in some case a particular grade may be present to a very small extent . Distribution of various weathering grades of rock material in a rock mass may be related to the porosity of rock material and the presence of open discontinuities of all types in a rock mass. 5.4 � GROUND WATER LEVELS. �Ground Water Levels are monitored on completion of Bore holes. The levels on site are found to vary b/w 3.25 - 4.35m depth in bore holes. During the period of Investigation which is Late September 2014, most of the monsoon has been over, however during the Field work, some spells of withdrawal monsoon were experienced The Levels thus recorded at a specific time interval are subject to such Seasonal & Annular Fluctuations 5.5 The Layers as described above in Para 5.1 to 5.4 can be summarized as follows wr.t to corresponding location and relevant R.L’s in Table’s Below. The depths to these layers may vary in b/w bore holes TABLE 1- Depths to Layer as encountered in bore holes

B H No

Ground R.L .M

Depths to layers(upto) as encountered in Bore Holes in RL –m / Linear Depths

LAYER I/IA LAYER II LAYER III �Ground Water Location

BH 1 +602.500 +601.700/ 0.80 +601.50 / 1.00 +597.50 / 5.00 �+598.15 =4.35m Central Park

BH 2 +602.000 +601.00 / 1.00 +598.00/ 4.00 +597.00 / 5.00 �+597.90 =4.10m RW near Sec F-F’

BH 3 +606.000 +601.00 / 5.00 N.E N.E �+601.70= 4.30m RW near Sec H-H’

BH 4 +604.000 +603.40 / 0.60 +603.00/ 1.00 +599.00 / 5.00 �+600.75=3.25m Near Sec J-J’

N.B:- Ground Level’s as above in R.L.M are furnished by the Client’s / their Authorized Representative for the site. Location as described is in the vicinity of actual spot for Bore Holes BH-2 -3-4. As such there may be a level Difference b/w the Ground Level for two .

6.0GEOTECHNICAL APRAISAL:- SAFE BEARING CAPACITIES:-

6.1 BH 1 is conducted in Open Central Parkland. This is proposed to be a Outdoor exhibition area. Here the Bore Hole is commenced from R.L +602.500m and within 1.00m a Highly Weathered Basalt is encountered followed by A Fresh Basalt. As seen from the layout Plan there is no structure planned in this area. However for academic purpose and representation incase of any planning for the future a SBC of 200T/m

2 can be utilized from 1.00m

below on Fresh Basalt. Settlement will be 6.00m (permissible =12mm) It is to be understood that there is a substantial difference in G.L on Plot, and in the Open Central Ground too the levels as seen from the layout Plan have a elevational difference of 2-3 m. So the SBC recommended above shall be adopted in context of Fresh basalt , the level for which may vary as per Ground elevation. 6.2 BH2 is conducted b/w Sections E-E’ & Section F-F’ and the findings from this location are considered as representative for recommendations on any structure within the said sections. Along Section E-E’ there is no Major structure apart from the Toilet Blocks which are seen extending from R.L +602.00m to 598.00m .At Section E-E’ the Ground R.L as seen from the Layout drawing is around +596.00m so here there is requirement of Fill for around 2.00m to rest the Toilet Blocks @598.00

Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030 contd…… Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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Along Section F-F’ a retaining wall is planned as seen from R.L Approx +603.00m to 598.00m. Relating to the findings of BH-2 this will involve a vertical excavation of around 4,00m to reach R.L of +598.00m A SBC of 100T/m

2 can be utilized to support the Retaining Wall at R.L +598.00m on a Highly Weathered Basalt.

Settlement will be less than 12mm. Differential settlement shall be ½ of this value. Minimum width at the bottom shall 1.00m 6.3 BH3 is taken along Section H-H’. Here a Retaining wall with steps is to be constructed from R.L +606.00m to 600.00m. The Bore Hole is taken from R.L +606.00m. This in all probability involves a vertical excavation in excess of 6.00m to found the Retaining wall. The Bore Hole findings show a presence of completely Weathered Basalt to be the influencing strata through excavation depths. A SBC of 50T/m

2 can be utilized to support the Retaining Wall at R.L +600.00m on a Completely Weathered

Basalt. Settlement will be less than 12mm. Differential settlement shall be ½ of this value. Minimum width at the bottom shall 1.00m 6.4 BH4 is taken along Section J-J’. There is no major structure planned here except for a 12m peripheral road The Bore Hole is commenced from a R.L +604.00m. Through the bore hole findings a Highly weathered Basalt is seen from 0.60 -1.00m underlying the Residual soil strata and followed by Fresh basalt from 1.00m For representation a SBC of 200T/m

2 can be utilized from 1.00m below on Fresh Basalt.

The Ground Level is observed to varying in the range of 2-3 for the Bore Hole location and section J-J’. Hence in future any construction is carried out in this area, the SBC shall govern for Fresh Basalt, the R.L for the same may vary. 6.5 �Ground water Levels in general are below. At Sec F-F’ and Section H-H’ foundation excavations will be carried out It is seen from Table-1 that the GWL @ BH-3 (influencing Sec-H- H’) is within the Foundation Level as proposed. Further due to the Topography of the area , difference in elevations and more so the presence of CWR with close Joints , a possibility of water collection in pits cannot be neglected /overlooked. So adequate de-watering arrangement shall be maintained at such locations where the foundation excavations are to be carried out. Minimum costs for the same shall be provided in foundation estimates. 7.0 FOUNDATION EXCAVATIONS/ CUTTTING IN ROCK.

For the Retaining walls and Cuttings in landscape design , excavations will be required . The excavations will pass through Residual stratum /CWR, Highly Weathered Basalt & finally the Fresh Basalt as may be required. The foundation excavations may be sloped 2:1 in overburden soils/ CWR (Rec < 15%) to avoid slippage during excavation. The excavation in rock below can be near vertical. At Section F.F’ /Section H-H’ wherein Retaining walls are planned , the excavations are likely to pass through HWR./ CWR. The excavations may be proceeded as described herein above . However a concern on slippage of the CWR-HWR even after the excavations are completed cannot be ruled out . At Section F-F’ the Retaining wall can be constructed touching the vertical rock surface . This itself will act as a Barrier for any slippage of loose rock in the future However at Section H-H’ the Retaining wall will be constructed with steps. The steps in itself can be carved out of Rock excavations thereby acting as a barrier along the section with step rise. The Balance area over the vertical face of CWR/HWR can be treated by Guniting which will allow the binding of joints in rock surface, top of such Gunited surface can then be provided a decorative pointing with a locally broken stones for Aesthetic effects. This would be a economic way of treating such sections where required *Other methods that could be engaged to provide slippage would be use of High to Medium strength Boulder Net (HSBN/MSBN). Long term stabilization methods could include

1. Shortcreting and Rock Bolting 2. Toe wall and drainage improvement by providing catch water drains 3. Provision of Berm at rock –soil interface

The general site terrain is seen to be rocky with a minimal Residual cover comprising of Boulders /Granular Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030. contd… Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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Fragments of rock,other Granular/ Gravelly materials This is going to involve a significant , time consuming and costly exercise of rock breaking to achieve finished grad levels for landscape design as well as the major excavations for founding Retaining walls Heavy duty Rock breakers will have to be employed and the noise arising out of such huge rock excavations, clearing of rock debris are some of the issues which will require adequate planning and costs in foundation estimates. Any undulations in rock surface at recommended footing depth shall be done good by laying PCC in such areas where the difference in elevation is observed . After filling such areas and the difference in elevation is done good a uniform 100 thk PCC Pad may be provided below foundations to achieve even ground and uniform load transfer to bearing stratum below. As a matter of prudent caution any Ground water/ flowing water from adjoining higher elevations should not be allowed to collect in foundation excavations for Retaining Walls. This may cause a softening of bearing strata at recommended F.L. As such the construction of foundations /Retaining walls shall be completed in good time once the excavations have reached recommended foundation levels. 8.0 LATERAL CAPACITIES.

The Retaining walls at Sec H-H’ and Sec F-F’ are to be constructed in rock excavations . The Retaining wall at Sec F-F’ will have approximately 1.00m of Retained earth as seen from the Sectional Layout (from R.L 602.00 to 603.00m). At Sec H-H’ the Retaining wall is with steps . As earlier explained the steps may be carved out of rock excavations and the balance area may be treated for possible slippage of loose rock .As such there is no retained earth for this Section . In case of any future development wherein construction of Retaining walls may involve the structure to be subjected to lateral pressures due to retained earth , the Lateral Earth pressure Parameters can then be recommended for design of such Retaining walls. 9.0 Foundation Protection:- The Chemical Analysis of soil and groundwater samples indicated the site falls under Class I for sulphate and chloride (As Per IS 456 :2000 and CIRIA SP Publication No 31). As such the chemical environment on the site can be termed Non-aggressive. A “Mild” exposure condition is assigned to site. Following general precautions may thus be followed to protect the Foundation steel and concrete. TABLE 4

1. Type of Cement :- Ordinary Portland Cement (OPC)

2. Minimum Grade of Concrete :- M-25

3. Minimum Cement Content:- 300 kg/m3

4. Maximum Water Cement ratio:- 0.50

5. Minimum cover to reinforcement:- 40mm

It is to be noted, the recommendations and description of strata is based on the findings from the bore holes at specified locations. It is assumed that the Geological conditions will not deviate much however the depths of strata / GWL may vary in between the borings , over a larger Plan area under consideration This Report is submitted to Competent Authority with the understanding that contents herein are brought to the attention of Design Engineer/ Structural Consultant/Architect as guidelines to enable him/them to anticipate, initiate and design better The Report shall not hold good in case the Structures(Retaining walls) are located away from the scheduled/ proposed location at time of Investigation. If such case, do arise same shall be brought to the notice of the author for alternate recommendations /Investigations to note the deviations if any, in strata. Sincerely, For Simple Drilling and Construction Co. Shailesh.M.Zantye B.E (Civil) ,M.I.G.S (Mum) Chief Technical Head- Geotechnical Date:- 11-10-2014. Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030. contd… Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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SAMPLE CALCULATIONS FOR ALLOWABLE BEARING CAPACITY FOR SHALLOW FOUNDATIONS ON ROCK BH 1 from 1.00 m below G.L i.e From R.L + 601.500 m below on Fresh Basalt

A. By Compressive strength of rock core sample:- Refer IS 12070:-1987 Code of Practice for Design and Construction of Shallow Foundations on Rocks. Clause6.2 Safe Bearing Pressure = qs = qc Nj

where, qc= Uniaxial Compressive strength of rock core tested (near to footing depth) = 3238 T/m2

Nj= Emphirical co-efficient depending on the spacing of discontinuities, Ref (Table.4 and Fig 1) From 0.1 to 0.4 adopting 0.1 very conservatively

qs= 3238 x 0.1 = say 323.80 T/m 2

Referring to the Clause9.2.i(a) of the above IS Allowable Bearing Pressure with allowance for weathering,

discontinuities in rock , & submerged water condition consider 323.8 x ¾ = 242.85 T/m2

Restrict to 200 T/m2

Alternately by RMR Method. Ref:- Soil Mechanics and Foundation Engineering by K.R.Arora ,Page 825 , Table 31.8

Unconfined crushing strength of rock cores tested = 323.38 kg/cm2

= 32.3Mpa , RMR increment = 4

Ref Table 31.9 Drilled core quality corresponding to RQD =81 , RMR increment = 17 Ref Table 31.10 Assuming Joint Spacing to be considered 0.30 -1.00, therefore RMR Increment = 14 (by Interpolation) Ref Table 31.11 Assuming Joint condition description as very rough surface , Hard wall rock , therefore RMR =25 Ref Table:- 31.12 Assuming Ground Water general condition At bore Hole Location GWL is 4.35m, Thus, assuming that No Ground Water problem @ footing Level , so RMR =10 Ref Table:- 31.13 Assuming Assessment of Influence of Joint Orientation of rock as Unfavourable , so RMR = - 15 Thus Total RMR =63 For this RMR value SBC = 303T/m

2

Ref IS 12070:1987 Table 3 (as described earlier) Classification No I II III IV V Description of rock: Very Good Good Fair Poor Very Poor RMR 100-81 80-61 60-41 40-21 20-0 Safe Bearing Pr(t/m

2 ) 600-448 440-288 280-151 145-90-58 55-45-40

By the above Two Trials , but for all practical purposes , for design restricted to 200T/m

2

. Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030. contd… Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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B. SETTLEMENT OF FOOTINGS EXERTING PRESSURE OF 200 T/m2

Ref:- Foundation Analysis and Design, J.E. Bowles, McGraw Hill Publication, 5

th Edition, 1996.

From Reference No. 1:

Settlement = S q BE

mI Is

s f=−

0

21

'µ

where, q=Footing pressure =200 T/m2

B’ =B/2 = 5/2 =2.5 (footing size considered 5m x5m for settlement analysis) u= Poisson’s ratio =0.25 Es= E value for Basalt Rock = 17,00,000 T/m2 (from Ref 1) Using 1/10 of this E value =1,70,000 T/m2 M=4 for center of footing Is= Influence factor =0.53 and If= Footing depth factor = 1.0(from table 5.2 Ref 1) Thus S1= 200 x 2.5 x 1- 0.252 x 4 x0.53 x1.0= 0.00584m = 5.84mm = say 6 mm (permissible 12mm) Thus OK 1,70,000

So 200T/m2 is good for design from 1.00m (R.L +601.500m) near BH-1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BH 2 near to Section F-F’ SBC @ R.L +598.00 m interface of HWR- Fresh Basalt

A. By Compressive strength of rock core sample:-

@ R.L + 600m UCS = 204 kg/cm2 and R.L :- +597.15m UCS =287 kg/cm

2

Refer IS 12070:-1987 Code of Practice for Design and Construction of Shallow Foundations on Rocks. Clause6.2 Safe Bearing Pressure = qs = qc Nj

where, qc= Uniaxial Compressive strength of rock core teste (avg) = 2400 T/m2 (@3.00m)


qs= 2400 x 0.1 =240T/m 2

Referring to the Clause9.2.i(b) of the above IS Allowable Bearing Pressure with allowance for weathering,

discontinuities in rock , consider 240 x ½ = 120T/m2

B. Alternately, By RMR method:- Ref:- Soil Mechanics and Foundation Engineering by K.R.Arora ,Page 825 , Table 31.8

Unconfined crushing strength of rock cores tested = 240kg/cm2

= 24Mpa , RMR increment = 2

Ref Table 31.9 Drilled core quality corresponding to RQD = Nil , RMR increment = 3 Ref Table 31.10 Assuming Joint Spacing to be considered < 0.005, so RMR =5 Ref Table 31.11 Assuming Joint condition description as slightly rough surface Hard wall rock , therefore RMR Increment = 20 Ref Table:- 31.12 Assuming Ground Water general condition At bore Hole Location GWL is 4.10m R.L =597.80 , but adjacent areas Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030 contd….. Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

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are sloping from R.L 605-602m, considering thus a Moist situation @ footing Level, so RMR = 07 Ref Table:- 31.13 Assuming Assessment of Influence of Joint Orientation of rock as Fair , so RMR = -7 Thus, Total RMR = 30 For This SBC =97.60T/m

2


2 ) 600-448 440-288 280-151 145-90-58 55-45-40

But considering good Basalt will follow , and is a Hard Basalt , by marginal extrapolation , recommended SBC =100T/m

2 . Settlement will <5mm , so Okay to Adopt 100 T/m

2

+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++

BH 3 near to Section H-H’ SBC @ R.L +600.00m on a Completely Weathered Basalt

Through this Bore Hole CWR is observed . Upto R.L + 603.00m as Core stones below which upto R.L + 601.00m Core Recovery 5-10% @ +600.00 R.L assuming the Completely Weathered Basalt is still continuous , Using only 50% of lowest value of rock cores tested in HWR zones , as such 204 x 50% (0.50) = 102kg/cm

2

A. By Compressive strength of rock core sample:- Refer IS 12070:-1987 Code of Practice for Design and Construction of Shallow Foundations on Rocks. Clause6.2 Safe Bearing Pressure = qs = qc Nj

where, qc= Uniaxial Compressive strength of rock core tested (as above) = 1020T/m2


qs= 1020 x 0.1 = 102T/m 2

Referring to the Clause9.2.i(b) of the above IS Allowable Bearing Pressure with allowance for weathering,

discontinuities in rock , consider 102 x ½ = 51T/m2

B. Alternately , By RMR method:- Ref:- Soil Mechanics and Foundation Engineering by K.R.Arora ,Page 825 , Table 31.8

Unconfined crushing strength of rock (as above) = 102kg/cm2

= 10.2Mpa , RMR increment = 1

Ref Table 31.9 Drilled core quality corresponding to RQD = Nil , so RMR =3 Ref Table 31.10 Assuming Joint Spacing to be considered < 0.005 , therefore RMR Increment = 5 Ref Table 31.11 Assuming Joint condition description as slightly rough surface Hard wall rock , therefore RMR Increment = 20 Ref Table:- 31.12 Assuming Ground Water general condition At bore Hole Location GWL is 4.30m,(R.L +601.70 m which is Above the footing level , there is a CWR all above so considering a Average of Moist to Severe Water Pr Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030 contd….. Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

FOR S

TUDY P

URPOSE

��

��Pg 9 ��

@ footing level = 7+4 / 2 = 5.5 say 5 Ref Table:- 31.13 Assuming Assessment of Influence of Joint Orientation of rock as Unfavourable, so RMR = - 15 Thus, Total RMR = 19 For This SBC =54.20T/m

2


2 ) 600-448 440-288 280-151 145-90-58 55-45-40

Considering the lower of 2 values , Recommended to use 50 T/m

2 on Completely Weathered Rock

B. SETTLEMENT OF FOOTINGS EXERTING PRESSURE OF 50 T/m2

Ref:- Foundation Analysis and Design, J.E. Bowles, McGraw Hill Publication, 5

th Edition, 1996.

Settlement = S q BE

mI Is

s f=−

0

21

'µ

where, q=Footing pressure =50T/m2

B’ =B/2 = 2.0/2 =1.0 u= Poisson’s ratio =0.2 Now, considering the Completely Weathered rock to be a Boulder type of strat , pockets packed with Sand /Rock Gravels , akin to a over consolidated sand , with SPT N> 50 E Value for Over Consolidated Sand = 4000 +105 (N) = 4000 + 105(50) = 9250T/m2 Now, m=4 for center of footing Is= Influence factor Conservative =0.53 and Footing Depth Factor=1.00 Thus S= 50 x 1.0 x 1- 0.22 x 4 x 0.53 x1.0 = 0.011m = 11mm ------- (I) 9250 Settlement < 12mm so Okay to Use 50T/m2 for design on a Completely Weathered Basalt @ R.L +600.00m In vicinity of BH-3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ BH 4 from 1.00 m below G.L i.e From R.L + 603.00m below on Fresh Basalt A. By Compressive strength of rock core sample:- Refer IS 12070:-1987 Code of Practice for Design and Construction of Shallow Foundations on Rocks. Clause6.2 Safe Bearing Pressure = qs = qc Nj

where, qc= Uniaxial Compressive strength of rock core tested= 3381T/m2


qs= 3381 x 0.1 = say 338 T/m2

Referring to the Clause9.2.i(a) of the above IS Allowable Bearing Pressure with allowance for weathering,

discontinuities in rock , consider 338 x ¾ = 253.5T/m2

B. Alternately, By RMR method:- Ref:- Soil Mechanics and Foundation Engineering by K.R.Arora ,Page 825 , Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030 contd….. Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

FOR S

TUDY P

URPOSE

��

��Pg 10 ��

Table 31.8

Unconfined crushing strength of rock cores tested = 338kg/cm2

= 33.3Mpa , RMR increment = 4 Ref Table 31.9 Drilled Core quality corresponding to RQD = 50% (Avg of 2 Runs) , RMR increment = 8 Ref Table 31.10 Assuming Joint Spacing to be considered 0.50 (range 0.3-1.00) therefore RMR Increment = 20 Ref Table 31.11 Assuming Joint condition description as very rough surface hard wall rock , therefore RMR Increment =25 Ref Table:- 31.12 Assuming Ground Water general condition At bore Hole Location GWL is 3.25m (R.L =+600.75m), as such considering a dry condition, So RMR = 10 Ref Table:- 31.13 Assuming Assessment of Influence of Joint Orientation of rock as conservatively, Fair, so RMR =- 7 Thus, Total RMR = 60 For This RMR SBC =280T/m

2


2 ) 600-448 440-288 280-151 145-90-58 55-45-40

By the above Two Trials , but for all practical purposes , for design restricted to 200T/m

2

Settlement will be 6mm so 200T/m2

is OK for Design ++++++++++++++++++++++++++++++++++END OF REPORT++++++++++++++++++++++++++++++++++++ REFERENCES:- 1. IS 12070:-1987 Code of Practice for Design and Construction of Shallow Foundations on Rocks. 2. Foundation Analysis and Design, J.E. Bowles, McGraw Hill Publication, 5

th Edition, 1996

3. Soil Mechanics and Foundation Engineering by K.R.Arora ,Page 825 Address:- Bldg No.A/49, Flat No.1363 , M.I.G Adarsh Nagar Worli, Mumbai:-400 030. Tel No:- 91-22-2422 92 96, 2431 86 20 Tel Fax No. 91-22-422 9296. E-mail:- [email protected]

FOR S

TUDY P

URPOSE

SR NO

BH NO

SAMPLE NO

DEPTH ‘m’

pH SULPHITE AS

SO3 CHLORIDE AS

cl ORGANIC MATTER

REMARKS

1. BH 01

W.S No 1

4.35 m BGL (R.L=+598.15)

7.15 15 PPM 18 PPM --------

LIMITS AS PER I.S 456

PH 6.50-8.30

SULPHITE AS SO3 400 PPM

CHLORIDE AS CL

500 PPM

ORGANIC MATTER 50 PPM

2.

BH 02

W.S No 1

4.10m BGL (R.L= +597.90)

7.20 10 PPM 12 PPM -------

3.

BH 03

W.S No 1

4.30m BGL (R.L= +601.70)

7.05 15 PPM 12 PPM --------

4.

BH 04

W.S No 1

3.25m BGL (R.L= +600.75)

7.10 18 PPM 16 PPM -------

5.

BH 02

D.S No 1 0.50m BGL (R.L= +601.50)

7.20 0.00224% 0.00186% -------

6.

BH 04

D.S No 1 0.50m BGL (R.L= +601.50)

7.55 0.00148% 0.00166% -------

----- ------------ -------------- ---------------- ------------- --------------------------- ------------------------- -------

----- ------------ -------------- ---------------- ------------- --------------------------- ------------------------- -------

----- ------------ -------------- ---------------- ------------- --------------------------- ------------------------- -------

Notes:- The test results are valid only for the sample tested. No reproduction either in part or full shall be done for this test certificate. Any Change in the above data invalidates this certificate.

M/s. SIMPLE DRILLING & CONSTRUCTION CO. (SURVEYORS, GEOTECHNICAL ENGINEERS, ROCK ANCHORING, GROUTING, PILING –MICROPILING CONTRACTORS)

A /49 / 1363, M.I.G COLONY, ADARSH NAGAR, WORLI, MUMBAI - 400 030. ℡℡℡℡ :91-22 2422 9296/ 2431 8620. FAX: 91-22-2 422 9296 MOBILE: 9821140441

EMAIL:[email protected]

CHEMICAL TEST DATA SHEET-WATER SAMPLE

CLIENT:- M/s LANDMARK DESIGN GROUP, Nigdi PUNE:-411044. DATE:-07-10-2014. PROJECT:- Geotechnical Investigation – For Prop Development of Outdoor Exhibition Parkland at Sector 5 & Sector 8 for PCNTDA @ Moshi

FOR S

TUDY P

URPOSE

PAGE NO. 1 OF 1

BH NO Location

CORE NO

DEPTH ‘M’

TOP R.L OF

ROCK CORE

LENGTH DIA IN CM

DRY DENSITY T/m

3

SAT DENSITY T/m

3

WATER ABSORPTION

%

POROSITY %

SP.GR

UNIAXIAL COMPRESSIVE STRENGTH

Kg/cm2

ROCK TYPE LAYER

01 Ref Loc Plan

02 1.00 - 1.17 + 601.50 11.00

5.40 2.740 2.752 0.404 0.779 2.760 323.80

Gray/GB Fresh Basalt L-III

02 Ref Loc Plan

02 2.00 - 2.06 + 600.00 4.00 5.10

2.660 2.673 0.594 1.070 2.690 204.50 Gray/GB- HWR Frac Basalt L-II

02 Ref Loc Plan

15(A) 4.85 - 4.95 +597.15 8.00 5.30

2.710 2.722 0.444 0.806 2.735 287.83 Gray Fresh Basalt with Joints L- III

04 Ref Loc Plan

03 0.88 -0.93 +603.12 4.00 5.10

2.680 2.694 0.788 1.324 2.711 246.84** Gray HWR Basalt with Joints L-II

04 Ref Loc Plan

09 2.00 - 2.17 +602.00 11.00 5.40

2.760 2.770 0.354 0.668 2.780 338.18 Gray/GB Fresh Basalt L-III

--- ------------ ------- --------------- ----------- ------------ ------------ ------------- ---------------- ------------ ---------- ----------------------- -----------------------

--- ------------ ------- --------------- ----------- ------------ ------------ ------------- ---------------- ------------ ---------- ----------------------- -----------------------

--- ------------ ------- --------------- ----------- ------------ ------------ ------------- ---------------- ------------ ---------- ----------------------- -----------------------

Test on BH-3 samples could not be cared out as due to Disturbed samples recovered as Core stones no sample fit for testing due to insufficient length, undefined shape & size as required minimum for testing procedures.

Notes:- The test results are valid only for the sample tested. Water Absorption / Porosity are surface values. **denotes Point Load Test for UCS value No reproduction either in part or full shall be done for this test certificate. Any Change in the above data invalidates this certificate. Top R.L’s of Rock core are derived from the Ground R.L’s approximated from Contour Plan and are as furnished by the Site Engineer. BH Location to be referred to on Plan

M/s. SIMPLE DRILLING AND CONSTRUCTION CO

(Surveyors, Geotechnical Engineers, Grouting, Piling & Micro-piling Rock Anchoring Contractors) A /49 / 1363, M.I.G COLONY, ADARSH NAGAR, WORLI, MUMBAI - 400 030. MAHARASHTRA .INDIA

℡℡℡℡ : 2422 92 96/ 2431 86 20. FAX : 91-22-24229296 MOBILE : 98211-40441 /7738298839 E-MAIL : [email protected] / [email protected]

CLIENT:- M/s LANDMARK DESIGN GROUP, Nigdi PUNE:-411044. DATE:- 09-10-2014 PROJECT:- Geotechnical Investigation – For Prop Development of Outdoor Exhibition Parkland at Sector 5 & Sector 8 for PCNTDA @ Moshi

ROCK TEST DATA SHEET

FOR S

TUDY P

URPOSE

CLIENT:

PROJECT :- Geotechnical Investigation - For Proposed Development of “OUTDOOR EXHIBITION PARKLAND” @ Sector 5 & Sector 8 at Moshi, PCNTDA

BORE HOLE NO :

REDUCED LEVEL :

FINAL DEPTH :

LOCATION : Refer Location Plan

G.W.L :

DATE OF START :

DATE OF COMPLETION :

METHOD OF BORING :

BORELOG

SCALE :- V :-H :-

DATE :-

DRN BY :- SUPY

CHKD BY :- SMZ

1 : 50N.T.S

DRG. NO:-SDCC / LDGPCNTDA -MoshiSoil Bore Log - /2014PG:- OF

D - DISTURBED SAMPLE

WS - WASH SAMPLE

WO - WATER SAMPLE

S.P.T - STANDARD PENETRATION TEST

U - UNDISTURBED SAMPLE

C.P - CORE PIECES

AGENCY : M/s SIMPLE DRILLING AND CONSTRUCTION CO.(SURVEYORS, GEOTECHNICAL ENGINEERS, GROUTING & MICROPILLING CONTRACTORS)

A / 49 / 1363 / M.I.G ADARSH NAGAR, WORLI, MUMBAI - 400 030.TEL :- 2422 92 96 / 2431 86 20. TELEFAX :- 91 - 22 - 2422 92 96. Mobile: 9821140441 E-mail [email protected]

CA

SIN

G DEPTH

(M)R.L.

(M)LOG VISUAL DESCRIPTION

OF

STRATA TY

PE

OF

SA

MP

LE

CO

RE

PIE

CE

S

CORE DRILLING

RECOVERY

%

R.Q.D.

%

WASH

WATER

COLOUR

TH

ICK

NE

SS

OF

LA

YE

R FIELD TEST

S. P. T.

15 15 15 15

‘N’

Rotary Wash

25 50 75 100 1007525 50

S.P - SMALL PIECES

LANDMARK DESIGN GROUP, Nigdi, Pune:-411044

∅

CHAINAGE :

6

1

30-09-2014

1(ONE)

0.00

1.00

2.00

‘NX

’ R

ock D

rillin

g f

rom

1.0

0m

123123123123123123123123123

GWL iis measured at a specific time interval on completion of

NOTES:-

24- 09- 2014

26- 09-2014

Bore Hole is Terminated at 5.00m BGL as scheduled in the present scope of Investigation

1

13

+598.150 M (4.35m B.G.L)

bore and is subject to annular, seasonal Fluctuations

Wash Water

Colour0.00 - 1.00m

Brownish

1.00 -5.00m

Grayish

01

6

4.00

The Strata described above is specific to the bore hole Location.

3.00 12345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901

+ + ++ + +

+ + +

+ + ++ + +

+ + +

+ + +

Ca

sin

g L

VL

=1

.00

m

C.P

C.P 123456789123456789123456789123456789123456789123456789123456789123456789123456789

85

4.35

123456789123456789123456789123456789123456789123456789123456789123456789123456789

1234567890112345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901

+602.50

+601.50

+599.50

+598.50

+598.15

I

0.80II

C.P

15/18

11/14

6/10

123456789123456789123456789123456789123456789123456789123456789123456789123456789

82

X X X X X

0.20

+600.50

C.P

2/5

1sp10

88

123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901

82

+602.500 M

+ + +

4.00

+ + +

+ + ++ + +

+ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + +

+ + ++ + ++ + +

+ + ++ + +

+ + +

Gray/GrayBlack Fine

Grained Fresh BASALT

+ + +

III

5.00+597.50

5.00m Below G.L(+597.50m)

C.P

12121212121212121212121212

10

82

90

123456789123456789123456789123456789123456789123456789123456789123456789123456789123456789123456789123456789

123456789123456789123456789123456789123456789123456789123456789123456789123456789

7990

Gray Brown/Gray Fine Grained

Highly Weathered BASALT with

Close Joints

RESIDUAL SOILS/BOULDERS

Brownish Boulders with’

Pockes of Sandy/Rock Gravels

+ + ++ + +

+ + ++ + ++ + ++ + +

+601.70

FOR S

TUDY P

URPOSE

CLIENT:


BORE HOLE NO :

REDUCED LEVEL :

FINAL DEPTH :


G.W.L :

DATE OF START :


METHOD OF BORING :

BORELOG

SCALE :- V :-H :-

DATE :-

DRN BY :- SUPY

CHKD BY :- SMZ

1 : 50N.T.S



WS - WASH SAMPLE

WO - WATER SAMPLE



C.P - CORE PIECES



CA

SIN

G DEPTH

(M)R.L.


OF

STRATA TY

PE

OF

SA

MP

LE

CO

RE

PIE

CE

S

CORE DRILLING

RECOVERY

%

R.Q.D.

%

WASH

WATER

COLOUR

TH

ICK

NE

SS

OF

LA

YE

R FIELD TEST

S. P. T.

15 15 15 15

‘N’

Rotary Wash

25 50 75 100 1007525 50

S.P - SMALL PIECES


∅

CHAINAGE :

6

2(TWO)

1.00

2.00

3.00

0.00

25-09-2014

0211

Wash Water

Colour0.00 - 1.00m

Brownish

1.00 -5.00m

Grayish

1

64.00

1.00

+602.00

Ca

sin

g L

VL

=2

.00

m‘N

X’

Ro

ck D

rillin

g f

rom

1.0

0m

+599.00

20- 09 -2014

22- 09 -2014

4.10

C.P

5/9

+597.90

NIL

+ + +

+ + ++ + +

+ + +

+ + ++ + ++ + +

+ + +

I

II

+598.00

C.P

C.P

sp07

2/4

123412341234123412341234123412341234

123456789123456789123456789123456789123456789123456789123456789123456789123456789

78

1.00

+ + +

+ + +

+ + +

+ + +

5.00m Below G.L(+597.00m)

+602.00 M

+597.90 M (4.10 B.G.L)

+600.00

+601.00

NOTES:-


Bore Hole is Terminated at 5.00 BGL as scheduled in the present scope of Investigation

bore and is subject to annular, seasonal FluctuationsThe Strata described above is specific to the bore hole Location.

10/16

123123123123123123123123123123123123

123456123456123456123456123456123456123456123456123456123456123456

47

123412341234123412341234123412341234

20

123451234512345123451234512345123451234512345

29

Gray/Grayish Black Fine

Grained Highly Weathered

BASALT with Close Joints

Ocassional Fractures

+ + +

Grayish Fine Grained

Fresh BASALT with

Medium Joints

III

3.00

5.00 +597.00

D 1WS 1

C.P

sp04

NIL

20 20

+ + ++ + ++ + +

+ + +

+ + ++ + ++ + +

+ + +

+ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + +

RESIDUAL SOILS/BOULDERS


Pockes of Sandy/Rock Gravels

FOR S

TUDY P

URPOSE

CLIENT:


BORE HOLE NO :

REDUCED LEVEL :

FINAL DEPTH :


G.W.L :

DATE OF START :


METHOD OF BORING :

BORELOG

SCALE :- V :-H :-

DATE :-

DRN BY :- SUPY

CHKD BY :- SMZ

1 : 50N.T.S



WS - WASH SAMPLE

WO - WATER SAMPLE



C.P - CORE PIECES



CA

SIN

G DEPTH

(M)R.L.


OF

STRATA TY

PE

OF

SA

MP

LE

CO

RE

PIE

CE

S

CORE DRILLING

RECOVERY

%

R.Q.D.

%

WASH

WATER

COLOUR

TH

ICK

NE

SS

OF

LA

YE

R FIELD TEST

S. P. T.

15 15 15 15

‘N’

Rotary Wash

25 50 75 100 1007525 50

S.P - SMALL PIECES


∅

CHAINAGE :

6

3 (THREE)

031 1

3.00

2.00

1.00

0.00

27- 09- 2014

01-10- 2014

04-10-2014

3

Wash Water

Colour

0.00 - 5.00m

Grayish/

Brownish

NOTES:-

6

sp 10

NIL

+606.00

4.30

‘NX

’ R

ock D

rillin

g f

rom

0.0

0m

+601.70

4.00

+605.00

C.P

C.P sp 05

123412341234123412341234123412341234123123123123123123123123123

Ca

sin

g L

VL

0.8

0m

5.00m Below G.L(+601.00m)

+606.000m

+601.700m ( 4.30m)




+604.00

+603.00

+602.00

1/2

5.00

+ + +

+ + ++ + +

+ + +

+ + + Pale Gray/Gray Completely

Weathered BASALT

recovered in the form of

CoreStones

IA

5.00 +601.00

D 1

D 2

D 3

WS 1

WS 2

WS 3

5

10 NIL

+ + ++ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

FOR S

TUDY P

URPOSE

CLIENT:


BORE HOLE NO :

REDUCED LEVEL :

FINAL DEPTH :


G.W.L :

DATE OF START :


METHOD OF BORING :

BORELOG

SCALE :- V :-H :-

DATE :-

DRN BY :- SUPY

CHKD BY :- SMZ

1 : 50N.T.S



WS - WASH SAMPLE

WO - WATER SAMPLE



C.P - CORE PIECES



CA

SIN

G DEPTH

(M)R.L.


OF

STRATA TY

PE

OF

SA

MP

LE

CO

RE

PIE

CE

S

CORE DRILLING

RECOVERY

%

R.Q.D.

%

WASH

WATER

COLOUR

TH

ICK

NE

SS

OF

LA

YE

R FIELD TEST

S. P. T.

15 15 15 15

‘N’

Rotary Wash

25 50 75 100 1007525 50

S.P - SMALL PIECES


∅

CHAINAGE :

6

4 (FOUR)

6

1 1

09-10-2014

04

0.00

2.00

04-10- 2014

05-10- 2014

3.00 C.P

16/19

9/15

123456123456123456123456123456123456123456123456123456

50

123456789123456789123456789123456789123456789123456789123456789123456789123456789

87

Wash Water

Colour0.00- 8.00m

Grayish

4.00

63.25

5/8C.P

123456789123456789123456789123456789123456789123456789123456789123456789123456789

92

1.00

12345671234567123456712345671234567123456712345671234567123456712345671234567

55

Ca

sin

g L

VL

=0

80

m‘N

X’

Ro

ck D

rillin

g f

rom

0.6

0m

+600.75

4.00 C.P

20/22

NILII

+604.00 M

+600.75M (3.25 B.G.L)

+604.00

+603.00

+602.00

+601.00

+600.00

C.P

12341234123412341234

25123451234512345123451234512345123451234512345123451234512345

42

12345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901

90

1/4

sp 02

NOTES:-




5.00

0.60+603.40

5.00m Below G.L(+599.00m)

+599.00

WS 1D 1

WS 2

C.P

123456789123456789123456789123456789123456789123456789123456789123456789123456789

93

123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901123456789011234567890112345678901

91

Gray Fine Grained Highly Weath-

ered BASALT with Close Joints

& Fractures

RESIDUAL SOILS / BOULDERS


Pockes of Sandy/Rock Gravels 0.60

I

0.40

Gray/Grayish Black Fine

Grained Ocassionally

Moderate to Fresh BASALT

+ + +

+ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + +

+ + ++ + +

+ + +

+ + ++ + ++ + +

+ + ++ + ++ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + +

+ + ++ + ++ + +

+ + +

III

X X X X X+ + +

+ + +

FOR S

TUDY P

URPOSE

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+606.00

DEPTH OF BORE (in R.L Meters)

`

SUB-SURFACE PROFILE

q

q

B H 02

B H 04

DRG. NOSDCC/LDG- PCNTDA/ Moshi -SoilL-section -F1 / 2014.PG 1 OF 1 DT:-10-10-2014

SCALE:- 1:50 DRN BY:-SUPS

APPR BY :-SMZ

CHKD BY:- SMZ

q

q

123456789012345678123456789012345678123456789012345678123456789012345678123456789012345678123456789012345678123456789012345678123456789012345678

SIMPLE DRILLING &CONST CO, MUMBAI Since 1999

UCS= 204kg/cm2

UCS= 323 kg/cm2

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+597.90

UCS=246kg/cm2

BED ROCK

LAYER III- Fresh Basalt

+605.00

+604.00

+603.00

+602.00

+601.00

+600.00

+599.00

+598.00

+597.00

+602.00

+602.50B H 01

+606.00B H 03

+604.00

+ + +

+ + +

+ + ++ + +

+ + ++ + ++ + +

+ + ++ + ++ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + +

+ + +

+ + ++ + +

+ + +

+ + ++ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + ++ + +

+ + +

+ + +

X X X X X

+ + +

+ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + ++ + ++ + ++ + ++ + ++ + +

+ + ++ + ++ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + ++ + +

+ + ++ + ++ + +

+ + ++ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + ++ + ++ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + +

+ + ++ + +

+ + +

+ + ++ + ++ + +

+ + ++ + ++ + +

+ + ++ + +

+ + +

+ + +

+ + +

+ + ++ + +

+ + ++ + +

+ + +

+ + ++ + ++ + +

+ + +

X X X X X+ + +

+ + +

+601.00

+601.700

LAYER I A - CWR

LAYER I

LAYER II - H.W Basalt

+601.500

+598.00

+601.00

+597.00

+597.50

LAYER I - Residual Soils / Boulders

N.G.L

LAYER III- Fresh Basalt

LAYER II +603.00

+603.40

+599.00

CLIENT:- LANDMARK DESIGN GROUP , Nigdi ,PUNE:- 411044

PROJECT:-Geotechnical Investigation - Proposed Outdoor Exhibition Parkland

for PCNTDA @ Sector 5 & Sector 8 in Moshi

+598.15

+601.70

+600.75

BED ROCK

BED ROCK

BED ROCK

UCS= 287kg/cm2

UCS=338kg/cm2

Notes:- All the depths of Layers as indicated below are specific to B.H Location.

The depths of these strata may vary in b/w bore holes

UCS values described are for the rock cores tested at specific depths .

Rock is overall i s a Gray/ Gray Black Strong High to Moderate or Fresh

BASALT.

Layer I :- Residual Sandy Soils / Boulders

Layer IA :- Completetly Weathered Rock (CWR-Basalt)

Layer II:- Bed Rock --- Highly Weathered BASALT

Layer III:- Ocasionally Moderate to Fresh BASALT

N.G.L