Technical Report of Solar Power Plant - …environmentclearance.nic.in/writereaddata/FormB/TOR/Additional... · Technical Report of Solar Power Plant For . NRN Holdings, Bangalore

Technical Report of Solar Power Plant For

NRN Holdings, Bangalore By

InSolare Energy Pvt. Ltd Solar Power Unleashed

www.insolare.com

Solar Engineering EPC Services in India (An ISO 9001:2008 Certified Company)

http://www.insolare.com/

Confidential Page 2 of 22

Table of Contents

Contents 1. INSOLARE INTRODUCTION ............................................................................................................... 3

2. INSOLARE QUALITY POLICY .............................................................................................................. 4

3. SITE DETAILS .................................................................................................................................... 5

3.1 Solar PV Array Layout ............................................................................................................... 5

4. Solar PV Plant Capacity and Energy Generation................................................................................ 6

4.1 Table per Building .................................................................................................................... 6

5. WEATHER REPORT ........................................................................................................................... 7

6. ENERGY GENERATION ...................................................................................................................... 8

6.1 Power Evacuation: ................................................................................................................... 8

6.2 Energy Generation table for 25 years ....................................................................................... 8

7. PVSYST REPORT ............................................................................................................................... 9

8. ELECTRICAL SLD (Reference Only) .................................................................................................. 12

9. MODULE MOUNTING STRUCTURE ................................................................................................. 13

9.1 RCC flat roof ........................................................................................................................... 13

9.2 Slope metal roof.......................................................................... Error! Bookmark not defined.

10. COMPONENT MAKE ................................................................................................................... 14

11. TECHNICAL SPECIFICATION OF MAJOR COMPONENTS OF SOLAR PV POWER PLANT ................... 15

11.1 Solar PV modules and array .................................................................................................... 15

11.2 Module mounting structure ................................................................................................... 15

11.3 Power Conditioning Unit/Inverter .......................................................................................... 15

11.4 ACDB (LT Panel)...................................................................................................................... 15

11.5 DC & AC Switches ................................................................................................................... 15

11.6 Cables and installation accessories ......................................................................................... 16

11.7 Earthing and lightning protection ........................................................................................... 16

12. TECHNOLOGY DIFFERENTIATION ................................................................................................ 17

12.1 Comparison of InSolare Offered solution vsOthers ................................................................. 17

13. SOLAR EDGE SYSTEM OVERVIEW ............................................................................................... 18

13.1 POWER OPTIMIZERS............................................................................................................... 19

13.2 INVERTER ............................................................................................................................... 19

14. WHY SOLAR EDGE ...................................................................................................................... 20


1. INSOLARE INTRODUCTION

Established Market Leader since 2009

Team of Technology Leaders

50 +Patents, PhD in Solar Technology

Installed Over 300MW Power Plants Worldwide and 7500+KW in India

InSolare is a solar energy EPC solutions provider with the mission to create and integrate competitive solar energy technology so as to delight our customers by bringing best in class, optimal, end to end solar energy solutions. InSolare boasts an experienced management team that has delivered projects worth multi crores in India. The engineering team has unmatched expertise in design through commissioning of PV Systems. InSolare is leveraging global system suppliers for best value for the project. InSolare also provides customized solutions matching the needs of the customer to the best possible and cost effective solution. Our team has over 40 man years experience in driving quality & reliability of solar power components and system for reliable power generation.

OUR CLIENTS


2. INSOLARE QUALITY POLICY

We are committed to consistently meet our customers’ aspirations and deliver products & services of

the highest possible standards so as to satisfy our customer needs, quality expectations and reliability.

InSolare team works incessantly to assure Quality in its systems by ensuring the choice design, use of

right technologies, ensuring highest quality components, use of qualified vendors, systematically

adhering to execution of established processes and extensive testing methodologies.

Value Offerings InSolare provides a complete team which will deliver the project starting from planning stage, leading

the project development with focus on quality and discipline through commissioning finally training

personnel on operations.


3. SITE DETAILS

Location: Bangalore

Latitude: 12.58N

Longitude: 77.34E

Capacity: 20.7kWp

Site Description: Roof Top

3.1 Solar PV Array Layout

The modules will be laid in an array facing South direction. The schematic layout is as follows:-


4. Solar PV Plant Capacity and Energy Generation

As per Solar PV Array layout we estimate following installable capacity at site.

4.1 Table per Building

Building Orientation No. of Modules Capacity(kWp) Specific

Generation (kWhr/kWp/Year)

Roof over chiller Plant S 70 11.9 1588

Roof over Guest House S 52 8.84 1588


5. WEATHER REPORT

Location: Bangalore Latitude: 12.58 Longitude: 77.34

Monthly Averaged Insolation Incident On A Horizontal Surface (kWh/m2/day)

Lat 12.58 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Annual

Lon 77.34 Average

22-year Average 5.36 6.06 6.56 6.38 6.03 4.84 4.50 4.47 5.03 4.63 4.50 4.74 5.25

Minimum And Maximum Difference From Monthly Averaged Insolation (%)


Lon 77.34

Minimum -11 -11 -7 -5 -19 -11 -16 -12 -11 -13 -15 -17

Maximum 10 8 8 11 10 14 14 17 12 21 14 17

Meteorology (Temperature):

Monthly Averaged Air Temperature At 10 m Above The Surface Of The Earth (°C)


Annual

Lon 77.34 Average

22-year Average 22.3 24.9 27.5 27.2 26.7 24.8 24.3 24.4 25.0 24.1 22.7 21.9 24.6

Minimum 17.4 19.7 22.6 23.2 22.9 21.7 21.3 21.2 21.3 20.6 18.6 17.3 20.7

Maximum 27.3 29.9 32.4 31.9 31.0 28.3 27.6 27.9 28.9 27.9 27.0 26.5 28.9

Meteorology (Wind):

Monthly Averaged Wind Speed At 50 m Above The Surface Of The Earth (m/s)


Annual

Lon 77.34 Average

10-year Average 2.85 2.77 2.58 2.33 2.70 3.71 3.70 3.29 2.54 2.18 2.36 2.85 2.82


6. ENERGY GENERATION

6.1 Power Evacuation:

Solar generated power evacuated to grid and synchronized to a grid parameter.

6.2 Energy Generation Table for 25 years

End of year Yearly Degradation Performance Ratio (%) Estimated Yearly Generation

(KWh)

1 97.0 80.2% 32935

2 96.3 77.8% 31947

3 95.6 77.2% 31714

4 94.9 76.7% 31481

5 94.2 76.1% 31248

6 93.5 75.5% 31014

7 92.8 75.0% 30781

8 92.0 74.4% 30548

9 91.3 73.8% 30315

10 90.6 73.3% 30082

11 89.9 72.7% 29848

12 89.2 72.1% 29615

13 88.5 71.6% 29382

14 87.8 71.0% 29149

15 87.1 70.4% 28916

16 86.4 69.9% 28683

17 85.7 69.3% 28449

18 85.0 68.7% 28216

19 84.3 68.2% 27983

20 83.5 67.6% 27750

21 82.8 67.0% 27517

22 82.1 66.4% 27283

23 81.4 65.9% 27050

24 80.7 65.3% 26817

25 80.0 64.7% 26584


7. PVSYST REPORT




8. ELECTRICAL SLD (Reference Only)


9. MODULE MOUNTING STRUCTURE

9.1 RCC Flat Roof

The modules will be mounted on the RCC roof on a non-penetrative method. The structure will be supported by placing counter weights against lifting force. Photographs of the envisaged mounting are as below:-

Counter Ballast Weight


10. COMPONENT MAKE

InSolare offers reputed tier-1 components in Solar system. Following table covers major components and their make.

InSolare Component List and Make

S.no Component name Manufacturer Name Description Remark

1 PV module Reputed make – 170Wp CIS

2 Inverter Solar edge or Equivalent String Inverter

3 Control Cable RR/polycab/SBEE PVC insulation

4 AC cable Polycab/KEI/SBEE 1.1KV level, XPLE aluminum armored

5 DC cable Lapp cable/Leoni/Polycab UV Protected Solar cables

6 LT panel InSolare Design IP*5 enclosure NA

7 DC Connector Nordic/R&X/Pntech/Elmex MC4 connector, UV protected

8 DC SPD JMV/Hakkel/Dehn/Citel Isolator Box, 3 Pole(+, -, E)

9 AC SPD JMV/Hakkel/Dehn/Citel Lt Panel, 4 pole(R,Y,B,E),

10 DC Fuse Mersen/Little fuse 1000Vdc, 15A fuse

11 MCCB Schneider/ABB/Siemens 415V, 4P - Thermal trip based NA

12 ELCB/RCCB Schneider/ABB/Siemens 230V, 2 pole

13 MCB Schneider/ABB/Siemens 415V, 4P - Thermal trip based

14 CT KALPA/Rishab/Elemex/AE Resin Cast Type./ tape wound NA

15 Indication Lamps Siemens/ Technick/schneider LED type

16 Busbar Reputed make Aluminum bus bars NA

17 Terminal Blocks Elemex/Connectwell

18 kWh Meter Schneider/ Secure / L&T

19 Glands & Lugs BRACCO/ Dowells/ Comet GI / PVC

20 Cable Tray Reputed make Hot Dip GI/FRP

21 Junction Box Reputed make FRP

22 Conduits Reputed make PVC/GI

23 Lighting arrester JMV/OBO Conventional

24 Concrete blocks Buildmat/ACC Ltd


11. TECHNICAL SPECIFICATION OF MAJOR COMPONENTS OF SOLAR PV POWER PLANT

11.1 Solar PV modules and array

1. CIS PV modules type.

2. The mechanical structure to withstand gusts of wind / cyclonic wind up to 120km/hr.

3. The offered modules conform to the latest edition of any of the following IEC/ equivalent BIS

Standards for PV module design qualification and type.

4. PV modules also qualify Salt Mist Corrosion Testing as per IEC61701/IS61701.

5. PV modules used in solar power plants warranted for output wattage, which should not be

less than 90% at the end of 10 years and 80% at the end of 25 years.

11.2 Module mounting structure

The PV modules will be mounted on fixed metallic structures of adequate strength and

appropriate design, which can withstand load of modules and high wind velocities up to 120 km

per hour. The support structure used in the power plants will be hot dip Galvanized Iron (G.I).

11.3 Power Conditioning Unit/Inverter

As SPV array produce direct current electricity, it is necessary to convert this direct current into

alternating current and adjust the voltage levels to match the grid voltage.

Conversion shall be achieved using an electronic Inverter and the associated control and

protection devices. All these components of the system are termed the “Power Conditioning Unit

(PCU)”.

11.4 ACDB (LT Panel)

1. All outdoor devices/equipment to be IP65 as minimum

2. All panels/boards to be provided with LOTO facility

11.5 DC & AC Switches

1. DC SIDE

a. FUSE of suitable rating shall be provided for array input to PCU.

2. AC SIDE

a. MCB/MCCB of suitable rating shall be provided for connection and disconnection of

PCU & load

b. Fault level at each distribution/sub-distribution panel/board to be calculated. CPD

(Circuit protective device) should be MCCB if the fault level is greater than 10kA.

Current limiting enabled MCCBs will not be deemed sufficient to deviate from the

requirement and MCCBs cannot be replaced with MCB where the fault level at any

part of the panel/board is greater than 10kA.

c. MPCB to provide protection to the instrumentation circuits where the fault level is

greater than 10kA.


11.6 Cables and installation accessories

All the cables shall be supplied as per InSolare preferred Vendor list. The size of the cables

between array interconnections, array to junction boxes, junction box to PCU, PCU to AC

Distribution Box etc shall be so selected to keep the voltage drop and losses to the

minimum. Permissible Wire Drop on DC side shall be <= 2%

All cabling on the roof to be provided with suitable mechanical protection (i.e. cable trays

with top cover or metal conduits). PVC conduits or pipes are not be used.

11.7 Earthing and lightning protection

Earthing:

The array structure of the PV yard shall be grounded properly using adequate number of

earthing kits.

All metal casing or shielding of the power plants shall be thoroughly grounded to ensure

safety of the solar power plants.

Lightning:

The SPV power plants shall be provided with lightning & over voltage protection.

Lightning protection to be as per Indian or relevant IEC standard.

SPD of Type2 to be used on DC side (on each string) if the separation distance from LA is

achieved as per IEC/IS.

SPD of Type1-2 to be used on AC side.


12. TECHNOLOGY DIFFERENTIATION

InSolare is proud to offer unique Inverter Technology which allows Module level power optimization with monitoring. Our system offers substantial benefit over regular grid tie systems.

12.1 Comparison of InSolare Offered solution vs Others


13. SOLAR EDGE SYSTEM OVERVIEW


13.1 POWER OPTIMIZERS

13.2 INVERTER


14. WHY SOLAR EDGE



____________________________________________________________________________________

Regd Office: G35, 1st

Floor, Green Park Market Main, New Delhi-110016, India

Head Office: 5A, ASK Towers, 5th Floor, ITPL Road, AECS Layout, Bangalore 560037, INDIA

SL /TR- STP / NRN HOLDINGS PVT LTD. Date – 16.07.2015

Sobha Limited, Bangalore Page 1 of 9

SOBHA LIMITED, Bangalore

TECHNICAL REPORT

ON

SEWAGE TREATMENT PLANT

50 KLD

Prepared By:

Sobha Limited Sarjapur-Marthahalli Outer Ring Road Devarabisanahalli, Bellandur Post

Bangalore-560103 Tel: + 91-80-49320000



TECHNICAL REPORT ON SEWAGE TREATMENT PLANT

NRN Holdings Pvt. Ltd., Bangalore

The treatment philosophy and the parameters for 50 m3 per day Sewage Treatment Plant at NRN Holdings

Pvt. Ltd., is given as follows.

The Sewage Treatment Plant is designed for treating sewage generating from the complex consist of Office

block, training centre and food court at NRN Holdings and to comply with local pollution control board norms.

1. BASIS OF DESIGN & TREATMENT SCHEME

QUANTITY OF SEWAGE

The sewage quantity from domestic sources is considered at a maximum 50 m3/day.

QUALITY OF SEWAGE

The Sewage treatment plant is designed taking the following parameters into account as mentioned below.

Characteristics of wastewater:

S.No Description Unit Influent Treated Effluent

1 Odor - Objectionable Unobjectionable

2 Color Hazen Objectionable <5

3 Turbidity NTU Typical Sewage <2

4 pH - 6.5 – 8.5 6 - 8

5 Oil & Grease mg/l < 10 <10

6 COD mg/l 200 - 600 <50

7 BOD5 mg/l 150 - 450 < / = 10

8 TSS mg/l 70 – 400 <10

9 Turbidity NTU NA < / = 2

10 Total Coliforms No./100ml 107 – 1010 Absent

11 Fecal Coliforms No./100ml 105 – 108 Absent

12 Residual free chlorine Mg/l NA 1 to 3 mg/l



PROCESS DESIGN BASIS

Basis of Design

Based on the inputs given by M/s.NRN Holdings the proposed Sewage treatment plant is designed for MBR

technology.

Hydraulic Loading Rate

The total Design hydraulic loading rate for the proposed sewage treatment plant is considered as 50

M3/day. This will be achieved over a period of time as per phase wise development of entire proposed

project at NRN Holdings building.

Hydraulic loading rate calculations are based upon the water demand per Capita per day, assuming 90 % of total

water is converted to sewage

Sewage generation sources are assumed to be from human wastes from Office block, training centre and

food court. Overall estimated sewage generation volume is 50 M3/Day.

PROCESS DESCRIPTION

Treatment Technology

The process description of the sewage treatment facility as follows:

a) The out fall sewer main from the last manhole, (up to 50 m3 per day) will be let into bar screen

chamber thru’ gravity and as well as pumping. Sewage water passes through a stainless steel bar

screen with 20 & 10 mm spacing, where coarse particulate matter is arrested and cleaned

manually.

b) In equalization tank, the sewage is kept in mixed condition in order to avoid septic condition, by

means of coarse bubble grid through twin lobe air blower.

c) The equalized sewage is then pumped to aeration tank through gravity. In Aeration tank where

organic load reduction is achieved by virtue of aerobic microbial activities. Sufficient air shall be

provided with the help of diffused aeration system consisting of tubular EPDM diffusers and twin

lobe air blowers.



d) The mixed aerated liquor shall flow through the Membrane Bio Reactor tank. Clear water is

separated out through the membrane filtration. The sludge from the bottom of the tank will be re-

circulated to aeration tank and excess sludge will be transferred to sludge holding tank.

e) After Membrane filtration the treated water is collected in treated water tank and used for

flushing.

f) After treatment in Reverse Osmosis system, STP treated water tank is used cooling tower make

up.

g) Necessary instrumentation is built in to keep process parameters for optimum performance, and to

facilitate smooth operations.

3. DESIGN DETAILS

BAR SCREEN CHAMBER

Bar screen of size 0.75 m X 0.6 m X 0.8 m depth is provided with 20mm and 10 mm screen for screening

the coarse particulate matters

OIL & GREASE TRAP CHAMBER

Oil & grease trap chamber of size 2.1 m X 0.6 m X 1.0 m liquid depth is provided for separation of oil &

grease from the incoming sewage.

EQUALIZATION TANK

Design Flow 50 M3/Day

Retention period 14 Hr

Volume of tank required 29.16 M3

Side Water Depth of Eq. Tank (SWD) 3.0 M

Volume of tank provided 30 M3

No. of tanks provided 1 Nos.

EQUALIZATION TRANSFER PUMP

Purpose: For Pumping from equalization tank to Aeration tank

Flow 50 M3/Day

Pumping hours - 24 hours 24 Hr

Capacity of Pump 2.08 M3/Hr

Add 5% extra capacity

Rev capacity of pumps 2.2 M3/Hr

Approximately 2.5 M3/Hr

Head of Pump = Static Head + Losses 10 M

No of Pumps = 2 Nos. (1W + 1S) (1W+1S) Nos.

Capacity of each pump 2.5 M3/Hr



AIR BLOWER FOR EQUALIZATION TANK

Volume of EQT 30

Cu.m/Cu.m.

min

Mixing Air Requirement: 0.01 to 0.015 Cu.m/Cu.m. min 0.015

Cu.m/Cu.m.

min

Blower Capacity 0.45 Cu.m/Min

Blower Capacity in Cu.m /hr 27 Cu.m/Hr


Rev capacity of pumps 29.7 M3/Hr

Approximately 30 M3/Hr

Head of Blower = SWD of Equalisation Tank + Losses

(MWC) 3.5 M

No of Blowers = 2 Nos. (1W + 1S) (1W+1S) Nos.

Capacity of each blower 30 M3/Hr

DESIGN OF AERATION TANK

Aeration tank volume = (Q x BOD) / (f/m x MLSS)

= (50 X 350) / (0.1 X 10000)

= 17.5 m3

Actual volume of aeration tank provided = 18 m3

DESIGN OF AIR BLOWER FOR AERATION TANK

Oxygen Demand without de-nitrification (Kg/Day) 1.67 Kg/Day

Air Flow Requirement (m3/Hr) 60.6 m3/Hr


Rev capacity of blower 63.6 M3/Hr

Approximately 65 M3/Hr

Head of Blower = SWD of Equalisation Tank + Losses (MWC) 4.5 M

No of Blowers = 3 Nos. (2W + 1S) (1W+1S) Nos.

Capacity of each blower 65 M3/Hr

O2 Required

Sp. Gravity of air x % of Oxygen in Air x α Coefficient x β Coefficient x Oxygen Transfer efficiency of membrane

Where

Sp. Gravity of air 1.2

% Of Oxygen in air

0.232

α Coefficient 0.65

β Coefficient 0.95

Oxygen Transfer Efficiency of Membrane 0.16



Sludge re-circulation pump

Design flow = 2.5 m3/hr

4 times of design flow = 10 m3/hr Total No. of pumps provided = 2 Nos. (1W + 1S)

Flow of each pump = 10 m3/hr

MBR permeate pump

Design flow = 4.5 m3/hr

Total No. of pumps provided = 2 Nos. (1W + 1S) Flow of each pump = 4.5 m3/hr

MBR back pulse pump

Design flow = 6.5 m3/hr Total No. of pumps provided = 2 Nos. (1W + 1S)

Flow of each pump = 6.5 m3/hr

MBR

Flow = 50 m3/day

Chlorine Dosing System (HPS Outlet)

Pump Capacity provided = 15 LPH

Dosing tank capacity = 200 litres

Quantity = 1 No.

Sludge Holding Tank

Volume of the tank = 4 m3

Centrifgue feed pump

Pump capacity = 2000 liters/hr

Centrifuge

Centrifuge capacity = 2 m3/hr

Treated Water Tank – I (for flushing)

Volume of the Tank = 15 m3

Treated Water Tank – II (for Landscaping)


Treated Water Tank – II (for HVAC)




Equalization

Tank

Sewage Generation from buildings

Aeration Tank MBR Tank

Sludge Digestion

Tank

Centrifuge

Dried Sludge as Fertilizer to Garden

Sludge Recirculation line

Sludge Drain line

Centrifuge feed pump

MBR process

pump

Blower

BSC

Treated Water Tank - 01

Treated Water

Tank 02

O & G

Gardening

Chlorine dosing

System

Ultraviolet

Blower

Reverse Osmosis

system For HVAC

For Flushing Ultraviolet

Blow down to Landscaping

4. PROCESS FLOW CHART



5. STP CIVIL SPECIFICATIONS ARE SUMMARIZED AS FOLLOWS

SL.

No. DESCRIPTION QTY MOC Volume

1 Bar Screen Chamber

1

RCC 0.36 Cum

2 Oil & Grease trap chamber 1 RCC 1.26 Cum

3 Equalization Tank 1 RCC 30 Cum

4 Aeration Tank 1 RCC 18 Cum

5 Sludge Holding Tank 1 RCC 4 Cum

6 Treated Water Tank – I (Flushing) 1 RCC 15 Cum

7

Treated Water Tank – II

(Landscaping) 1 RCC 12 Cum

8 Treated Water Tank – III (HVAC) 1 RCC 11 Cum



STP MECHANICAL SPECIFICATIONS ARE SUMMARIZED AS FOLLOWS

SL.

No. DESCRIPTION QTY STATUS MOC Size

1 Bar Screen 2

- MSEP 20 & 10 MM

2 Raw sewage transfer pump 2 1W + 1S CI / CI 2.5 m3/hr @ 10

mWC

3 Air blower – EQT 2 1W +1S CI / CI 30 m3/hr @ 0.3

Kg/cm2

4 Air blower for Aeration tank 2 1W + 1S CI / CI 65 M3/HR @ 0.45 Kg/cm2

5 Membrane 1

1W Polyether Sulphonate

-

6 Sludge re-circulation pump 2 1W + 1S CI / CI 10 m3/hr @ 1

Kg/cm2

7 MBR permeate pump 2 1W +1S CI / CI 4.5 m3/hr @ 0.5

Kg/cm2

8 MBR backpulse pump 2 1W +1S CI / CI 6.5 m3/hr @ 0.5

Kg/cm2

9 Chlorine dosing pump –

Treated water pump Outlet 1 1W PP

15 LPH @ 2

Kg/cm2

10 Centrifuge feed pump 2 1W +1S CI / CI 2 m3/hr @ 1

Kg/cm2

11 Centrifuge 1 1W CI / SS -

12 Poly electrolyte dosing pump 1 1W PP 45 LPH @ 2

Kg/cm2

TOTAL WATER REQUIREMENT

78.64 KLD

RECYCLED WATER

REQUIREMENT 39.14 KLD

FRESH WATER


HVAC BLOW

DOWN 3 KLD

OFFICE & FOOD

COURT

DOMESTIC USE

39.50 KLD

HVAC 12

KLD

FRESH WATER

REQUIREMENT

FROM AUTHORITY

39.50 KLD

RAIN WATER HARVESTED

(DURING RAINY DAYS)

36 KLD

Water Balance Diagram NRN HOLDINGS PVT LTD @ BANGALORE

SEWAGE TREATMENT

PLANT CAPACITY

50 KLD

OFFICE & FOOD

COURT

FLUSHING

14.48 KLD

LANDSCAPE

APPLICATIO

N 12.66 KLD

TREATED WATER TANK

IN STP

43.59 KLD

START UP

REQUIREMENT

39.14 KLD

TOTAL WATER

REQUIREMENT

78.64 KLD

SURPLUS WATER

AVAILABLE FROM STP

7.45 KLD

36.14 KLD

RO PLANT

20 KLD

8 KLD

1.66 KLD 14.48 KLD

3 KLD

▪SOIL INVESTIGATION ▪SLOPE PROTECTION▪GROUTING▪GROUND ANCHORS▪PILE FOUNDATION▪GROUND IMPROVEMENT ▪ NON‐DESTRUCTIVE TESTING ▪SOIL RESISTIVITY TEST

GEOTECHNICAL ENGINEERING REPORT

PROPOSED OFFICE BUILDING AT BEGUR HOBLI,

ELECTRONIC CITY, BANGALORE

CLIENT:

M/s. NRN HOLDINGS PVT. LTD.

BANGALORE

ARCHITECTS:

M/s. RSP ARCHITECTS

BANGALORE

CONSULTANTS:

M/s. TRC ENGINEERING

BANGALORE

August – September 2014

PROJECT NO. GL‐GEO‐14‐093

Geotechnical Investigation By:

GEOLOGICS, #40, Sri Sri Venkatadri, V.Nagenahalli Main

Road, R.T. Nagar Post,Bangalore‐560032

In Association with:

ICON CADSOFT & SURVEYORS INDIA PVT LTD,# 329, 1st Floor,

7th cross, Bangiappa Garden,Lakshmi Road

Shantinagar, Bangalore ‐ 560 027

PROPOSED OFFICE BUILDING ▪BEGUR HOBLI, BANGALORE▪ PROJECT NO. GL‐GEO‐14‐093

Page 2 of 9

8th September 2014 Project No. GL‐GEO‐14‐093 ‐ Draft M/s. NRN Holdings Pvt. Ltd., Bangalore Subject: Geotechnical Investigation Report Project: Proposed Office Building at Begur Hobli, Electronic City, Bangalore

Geologics and Icon Cadsoft & Surveyors India Pvt. Ltd. are pleased to present the attached

geotechnical investigation report for the Proposed Office Building at Begur Hobli, Electronic City,

Bangalore. The purpose of our investigation was to explore and evaluate the subsurface conditions

at various locations on the site in order to develop geotechnical engineering recommendations for

project design and construction.

Recommendations regarding the geotechnical aspects of project design and construction are

presented in the following report. Recommendations provided herein are contingent on the

provisions outlined in the Limitations section of this report. The project

Owner/Designer/Consultant should become familiar with these provisions in order to assess further

involvement by Geologics and other potential impacts to the proposed project.

We appreciate the opportunity of providing our services for this project. If you have questions

regarding this report or if we may be of further assistance, please contact the undersigned.

Sincerely, For GEOLOGICS, Shankar Narayanan.K (M.E. Geotech) Geotechnical Engineer


Page 3 of 9

Document history and status

Issue No.

Revision No. Date Document/Revision

Type Approved By

1 0 08/09/2014 ENGINEERING REPORT –Draft

KSN


Page 4 of 9

TABLE OF CONTENTS

CONTENTS PAGE

1) INTRODUCTION 5

2) PROJECT INFORMATION 5

1. PROJECT DESCRIPTION 5

3) SITE INVESTIGATION 5

4) LABORATORY TESTING 6

5) SUBSURFACE CONDITIONS 7

a. TYPICAL PROFILE 7

6) GROUND WATER TABLE 7

7) RECOMMENDATIONS 7

b. Bearing Capacity 7

c. Additional Recommendations 8

8) LATERAL EARTH PRESSURE 8

9) REPORT LIMITATIONS 8

APPENDICES

APPENDIX A Boring Location Plan

APPENDIX B Borehole Logs

APPENDIX C Summary of Laboratory Test Results

APPENDIX D Core Box Photos


Page 5 of 9

1) INTRODUCTION

The Geotechnical Engineering Report has been completed for the Proposed Office Building at

Begur Hobli, Electronic City, Bangalore. A total of 05 boreholes designated BH‐01 thorough BH‐

05 was drilled to depths of 8.0m/13.0m below existing ground surface.

The purpose of this Geotechnical Investigation work is to provide information and geotechnical

engineering recommendation as described below:

To determine the nature, depth and

extent of the different soils underlying

the site

To determine the engineering

properties of the soils

To determine if the soil materials are

suitable for construction purposes

To assess founding conditions for the

construction of the facility

To comment on shallow groundwater

or seepage, if any, and

To identify any other geotechnical

aspects that may be relevant to the

construction of the facility.

This draft report provides the details of field and laboratory tests conducted and

recommendations for type and depth of foundation.

Boring location plan is presented in Appendix – A, the borehole logs are presented in Appendix –

B and the Summary Laboratory Test Results are presented in Appendix – C.

2) PROJECT INFORMATION

1. PROJECT DESCRIPTION

Site Layout Refer Appendix – A, Boring Location Plan

Site Location Begur Hobli, Near Electronic City, Bangalore

Structure Details G+11 Floors + Terrace, 2 Basement, Commercial Building

Existing Structures NIL

Current Ground Cover/Site Condition

Covered with sandy SILT/CLAY

Existing Topography Flat

3) SITE INVESTIGATION

The field work for the geotechnical investigation works were carried out from 21st August 2014

to 28th August 2014. Altogether 05 boreholes were drilled to investigate the subsurface in the

area of the planned development. The locations of all the drilled boreholes were identified and

marked on the site by Geologics as per the drawing provided. Drilling was performed using


Page 6 of 9

rotary method with mud circulation. Field test data and observations of all boreholes are

presented in Appendix B.

During drilling of boreholes, Standard Penetration Tests; SPT were conducted in accordance with

IS 2131 – 1981. The test uses a thick‐walled sample tube, with an outside diameter of 50 mm

and an inside diameter of 35 mm, and a length of around 650 mm. This is driven into the ground

at the bottom of a borehole by blows from a slide hammer with a weight of 63.5 kg falling

through a distance of 760 mm. The sample tube is driven 150 mm into the ground and then the

number of blows needed for the tube to penetrate each 150 mm up to a depth of 450 mm is

recorded. The sum of the number of blows required for the second and third 150mm of

penetration is termed the "standard penetration resistance" or the "N‐value". In cases where 50

blows are insufficient to advance it through a 150 mm (In a very dense and/or cemented soil

layers), the penetration after 50 blows is recorded. The blow count provides an indication of the

density of the ground, and it is used in many empirical geotechnical engineering formulae.

SPT was performed wherever the soil conditions are appropriate for SPT and the N‐values are

reported. Disturbed SPT and bulk samples collected during drilling were retained in sealed,

labeled plastic bags. Relatively undisturbed soil samples, if available, were taken from cohesive

soils using Shelby tube samplers, later transported to our laboratory for further sample

descriptions and determination of engineering properties.

4) LABORATORY TESTING

After classification and carrying out the geological description on the obtained samples, a

laboratory tests program was issued; this program contained the required tests on selected

samples in order to determine the physical and mechanical properties of the ground materials.

The performed tests were performed according to the relevant parts of Indian Standards as

follows.

Water content IS 2720 : Part 2 : 1973 Grain Size Analysis IS 2720 : Part 4 : 1985 Liquid and Plastic Limit IS 2720 : Part 5 : 1985 Point Load Index Strength of rock samples IS 8764: 1998, Reaffirmed 2008 Chemical Analysis of soil Samples

The summary of Laboratory tests of the borehole samples are presented in Appendix C.

*Note: The chemical analysis results will be furnished in the final report as the analysis is still in progress.


Page 7 of 9

5) SUBSURFACE CONDITIONS

a. TYPICAL PROFILE

The boreholes drilled shows that there are general similarities and continuities of the subsurface

materials with local variations. In boreholes BH‐01 to BH‐04, sandy SILT/CLAY or silty/clayey

SAND was observed from GL to an average depth of 2.5m followed by whitish grey SOFT ROCK

down to an average depth of 3.8m after which whitish grey HARD ROCK was encountered till the

termination depth of the boreholes. BH‐05 revealed presence of sandy SILT/CLAY from GL down

to an average depth of 4.0m followed by silty/clayey SAND till 8.0m after which brownish black

silty SAND (highly disintegrated rock) was observed till 11.8m. This layer was followed by Whitish

grey soft rock till the termination depth of the borehole. BH‐01, BH‐02 and BH‐03 were

terminated at 8.0m bgl, BH‐04 was terminated at 9.0m bgl and BH‐05 was terminated at 13.0m

bgl.

6) GROUND WATER TABLE

The boreholes were observed while drilling and immediately after completion for presence of

groundwater/seepage water. Water table/seepage water was not observed in any of the

boreholes during the time of investigation within the exploration depth. However, during some

periods of the year there may be variation in the levels of groundwater/seepage water.

Fluctuations in ground water levels/seepage water are affected by the variations in the amount

of rainfall, runoff, evaporation and other hydrological factors not apparent at the time of drilling.

Longer monitoring would be required to evaluate long term groundwater conditions.

7) RECOMMENDATIONS

Based on the conditions encountered in borings and engineering analysis, the proposed

structure can be supported on footings bearing on the native soil at the site provided that the

following recommendations are followed. Recommendations regarding design and construction

of foundations are given below.

b. Bearing Capacity

For the proposed double basement structure (depth of basement considered as 7.0m bgl) the

foundation can be placed at a depth of 8.0m bgl. A competent engineer will be required during

footing construction to verify the bearing stratum. The foundation depth and the net allowable

SBC for the proposed structure is given below.


Page 8 of 9

The Net Safe Bearing Pressure given below shall be considered for design of foundations of size

up to 5.0m and all the Columns should be proportioned for equal settlement. The estimated

settlements would be of the order of 25mm for square/ strip footings.

For foundation resting on SOFT ROCK LAYER/HIGHLY DISINTEGRATED ROCK LAYER, a net

allowable SBC of 550 kPa and for HARD ROCK LAYER a net allowable SBC of 800 kPa can be

considered for design of Foundations at 8.0m and below (i.e., below the basement level). These

are derived from laboratory tests on rock specimens.

c. Additional Recommendations

1. In case any change in strata is observed during foundation excavation, the same shall be

brought to the notice of Geotechnical Consultant for the review of recommendations.

2. During constructions, where sufficient space is available for temporary /permanent

excavations up to 3m depth, slopes shall be made at 1.5 to 2 (H): 1(V). Where sufficient space

is not available for sloped excavations, shoring may be used. Vehicular traffic meant for

haulage shall not be allowed near the top of slope within a horizontal distance equal to depth

of temporary excavations.

3. When deep excavation are envisaged, it is recommended to provide proper shoring/strutting

with touch piles/ soil nailing or any other suitable systems to protect side slopes.

8) LATERAL EARTH PRESSURE

The proposed construction may involve below grade structures and therefore lateral earth

pressure parameters are required for the soils within the excavated depths. These parameters

are derived from laboratory tests, field tests and published data. The following table summarizes

lateral earth pressure parameters for the soils encountered on site.

Table 1. Lateral Earth Pressure Parameters

Soil Parameters Sandy SILT/CLAY Silty/clayey SAND

Dry Density (Mg/m3) 1.92 1.98

Internal Friction Φ(degrees) 28 31

Coefficients of lateral earth pressure

Ko 0.53 0.48

Ka 0.36 0.32

Kp 2.76 3.12

9) CONCRETE DESIGN

The concrete design and recommendations will be provided in the final report based on

chemical analysis results.


Page 9 of 9

10) REPORT LIMITATIONS

This report is based on local experience and the findings at the exploratory locations. If different

subsoil conditions are encountered, the same may be brought to our notice and

recommendations submitted herein will be reviewed and revised as required. This report has

been prepared for the exclusive use of the client and their approved agents for specified

application to this project. It has been prepared in accordance with generally accepted soil and

foundation engineering practices.

APPENDIX – A

Borehole Location Plan

E+

49

70

E+

50

00

E+

50

40

E+

50

80

E+

50

80

E+

49

70

E+

50

40

E+

50

00

N+2970

N+3000

N+3040

N+3080

N+3120 N+3120

N+2970

N+3080

N+3040

N+3000

61.914m (203'2")

96.6

87m

(31

7'3"

)62.651m (205'7")

110.

277m

(36

1'10

")

1

9

SCALE

99.43

To Electronic City 1st Gate

To Hosur Road

APPENDIX – B

Borehole Logs

BH-01

U+T,fs

0.90

Greyish brownsandy SILT/CLAY

fS+U,t

2.90

Yellowish/greyish brown silty/clayey, SAND

Z

4.50

Whitish Grey, moderately to highly fracturedModerately weak, SOFT ROCK, obtained inhighly fractured form TCR-23%, SCR-18%, RQD-0%

Z

6.00

Whitish Grey, moderately to highly fractured, moderately weak, HARD ROCK, obtained inhighly fractured form, TCR-50%, SCR-22%, RQD-0%

Z

7.00

Whitish Grey, moderately to highly fractured,moderately weak, HARD ROCK, obtained in highly fractured form TCR-69%, SCR-62%, RQD-0%

Z

8.00

Whitish Grey, moderately to highly fractured,moderately weak,HARD ROCK, obtained in highly fractured form, TCR-82%, SCR-80%, RQD-0%

4.50

6.00

7.00

8.00

DS 0.50

SPT - 5/8/13=21 1.50

SPT - 29-6cm = >100 3.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

U, Silt

T, Clay

fS, Fine sand

Z, Rock

Core sample

Special sample

DRILLING METHOD: ROTARY DRILLING WITH MUD CIRCULATIONDATE: 22/08/2014 to 23/08/2014 BOREHOLE DIA: 150mm

BOREHOLE TERMINATED AT 8.0m bgl MAXIMUM DEPTH OF EXPLORATION - NO WATER TABLE

M/s. GEOLOGICS, # 41, SRI SRI VENKATADRIV.NAGENAHALLI MAIN ROAD, RT NAGAR POST, BANGALORE

Scale 1:50 Title: PROPOSED OFFICE BUILDING

Date: 08/09/2014File: BH-1

Page No.: Project: GL-GEO-14/093

A

BH-02

A+T,u,fs

0.50

Yellowish redsandy SILT/CLAYFilled up soil

fS+U,t

1.80

Greyish brownsilty/clayey, SAND with gravelVery dense

Z

3.00

Whitish Grey, moderately to highly fracturedModerately weak, SOFT ROCK, obtained inhighly fractured form TCR-<10%, SCR-<10%, RQD-0%

Z

4.50

Whitish Grey, moderately to highly fracturedModerately weak, SOFT ROCK, obtained inhighly fractured form TCR-18%, SCR-<10%, RQD-0%

Z

5.50


Z

6.50


Z

7.50


Z

8.00


3.00

4.50

5.50

6.50

7.50

8.00

DS 0.50

SPT - 30-5cm=>100 1.50

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

A A, Filling

T, Clay

U, Silt

fS, Fine sand

Z, Rock

Core sample

Special sample





Date: 08/09/2014File: BH-2


A

BH-03

A+T,u,fs

0.50

Yellowish brownsandy SILT/CLAYFilled up soil

fS+U,t

2.00

Yellowish brownsilty/clayey, SANDVery dense

fS+U,t

3.00

Yellowish brownsilty, SAND (fragments of soft rock)Running sample

Z

3.80


Z

5.00


Z

6.00


Z

7.00


Z

8.00


4.00

5.00

6.00

7.00

8.00

DS 0.50

SPT - 32-5cm=>100 1.50

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

A A, Filling

T, Clay

U, Silt

fS, Fine sand

Z, Rock

Core sample

Special sample





Date: 08/09/2014File: BH-3


BH-04

U+T,fs

0.75

Brownish redsandy SILT/CLAY

fS+U,t

2.00

Brownish/yellowish redsilty/clayey, SANDVery dense

fS+U,t

3.00

Brownish blacksilty, SAND (fragments of soft rock)Running sample

Z

4.00


Z

5.00

Whitish Grey, moderately to highly fracturedModerately weak, SOFT ROCK, obtained inhighly fractured form TCR-<10%, SCR-<10%, RQD-0%

Z

6.00


Z

7.00


Z

8.00


Z

9.00


4.00

5.00

6.00

7.00

8.00

9.00

DS 0.50

SPT - 7/19/45=>50 1.50

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

U, Silt

T, Clay

fS, Fine sand

Z, Rock

Core sample

Special sample





Date: 08/09/2014File: BH-4


A

BH-05

A+T,fs

0.75

Brownish redsandy SILT/CLAYFilled up soil

U+T,fs

3.80

Yellowish/brownish redsandy SILT/CLAYStiff to very stiff

fS+U,t

6.60

Whitish/yellowish brown silty/clayey SANDDense

fS+U,t

8.00

Yellowish brownsilty/clayey SAND with gravelDense to very dense

fS+Zv,t

11.80

Blackish brownsilty SAND (highly disintegrated rock)Dense to very dense

Z

13.00


DS 0.50

SPT - 5/6/8=14 1.50

SPT-7/11/12=23 3.00

SPT-6/13/17=30 4.50

SPT-11/14/19=33 6.00

SPT-29-5cm=>100 7.50

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

A A, Filling

T, Clay

fS, Fine sand

U, Silt

Zv, Rock, weathered

Z, Rock

Special sample





Date: 08/09/2014File: BH-5


APPENDIX – C

Summary of Laboratory Test Results

Boulders %

Cobbles %

Gravel %

Sand %

Silt %

Clay %

Liquid Lim

it %

Plastic Lim

it %

PI

Point Load

Index

Mpa

UCS Mpa

1.5m 23.5 0.0 0.0 4.9 54.4 52 30 31 ‐ ‐

8.3 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ 0.22 4.8

1.5m 9.5 0.0 0.0 11.6 45.3 ‐ ‐ ‐ ‐ ‐

6.0m ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ 0.11 2.4

4.0m ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ 0.07 1.6

6.5m ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ 0.07 1.6

1.5m 19.1 0.0 0.0 24.2 21.5 ‐ ‐ ‐ ‐ ‐

7.0m ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ 0.11 2.4

1.5m 18.2 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4.5m 13.7 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

13.0m ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ 0.04 0.8‐

BH‐03

2 BH‐02

3

Summary of Lab Test Results Boreholes

Sl. No BH no. Depth ( m )

Natural

Moisture

Content (%)

Particle Size Analysis Atterberg Limits

4 BH‐04

5 BH‐05

40.7

43.1

54.3

‐

‐

‐

‐

‐

‐

‐

1 BH‐01

APPENDIX – D

Core Box Photos

A

C

C

Appendix D

PROJECT:

CLIENT:

CONSULTANT:

PROPOSED OFFIC

NRN HOLDINGS P

TRC ENGINEERING

CE BUILDING

PVT. LTD.

G & RSP ARCHITECCTS

TITLE: CORE BOX PH

HOTOS

A

C

C

Appendix D

PROJECT:

CLIENT:

CONSULTANT:

PROPOSED OFFIC

NRN HOLDINGS P

TRC ENGINEERING

CE BUILDING

PVT. LTD.

G & RSP ARCHITECCTS

TITLE: CORE BOX PH

HOTOS

A

C

C

Appendix D

PROJECT:

CLIENT:

CONSULTANT:

PROPOSED OFFIC

NRN HOLDINGS P

TRC ENGINEERING

CE BUILDING

PVT. LTD.

G & RSP ARCHITECCTS

TITLE: CORE BOX PH

HOTOS

A

C

C

Appendix D

PROJECT:

CLIENT:

CONSULTANT:

PROPOSED OFFIC

NRN HOLDINGS P

TRC ENGINEERING

CE BUILDING

PVT. LTD.

G & RSP ARCHITECCTS

TITLE: CORE BOX PH

HOTOS

A

C

C

Appendix D

PROJECT:

CLIENT:

CONSULTANT:

PROPOSED OFFIC

NRN HOLDINGS P

TRC ENGINEERING

CE BUILDING

PVT. LTD.

G & RSP ARCHITECCTS

TITLE: CORE BOX PH

HOTOS

TOTAL WATER REQUIREMENT

78.64 KLD

RECYCLED WATER


FRESH WATER


HVAC BLOW

DOWN 3 KLD

(1500 mg/l)

OFFICE & FOOD

COURT DOMESTIC

USE 39.50 KLD

(200 mg/l)

HVAC 12

KLD

(100 mg/l)

FRESH WATER

REQUIREMENT

FROM AUTHORITY

39.50 KLD

(200 mg/l)

RAIN WATER HARVESTED

(DURING RAINY DAYS)

36 KLD

Mass Balance Diagram NRN HOLDINGS PVT LTD @ BANGALORE

SEWAGE TREATMENT

PLANT CAPACITY

50 KLD

OFFICE & FOOD

COURT FLUSHING

14.48 KLD

(400 mg/l)

LANDSCAPE

APPLICATION

12.66 KLD

(945 mg/l)

TREATED WATER TANK

IN STP

43.59 KLD

(400 mg/l)

START UP

REQUIREMENT

39.14 KLD

TOTAL WATER

REQUIREMENT

78.64 KLD

SURPLUS WATER

AVAILABLE FROM STP

7.45 KLD

(400 mg/l)

36.14 KLD

(400 mg/l)

20 KLD

(400 mg/l)

8 KLD

(850 mg/l)

1.66 KLD

(400 mg/l)

14.48 KLD

(400 mg/l)

RO PLANT

3 KLD

(1500 mg/l)

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