tag:blogger.com,1999:blog-38529980133041373472025-02-09T04:54:13.895-08:00Power plant Civil engineeringSaurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.comBlogger19125tag:blogger.com,1999:blog-3852998013304137347.post-36974165284388313442018-01-16T03:38:00.000-08:002018-01-16T03:41:15.847-08:00Power plant Company / Projects in India<div dir="ltr" style="text-align: left;" trbidi="on">
Power plant Company / Projects in India, their name, Capacity and Location State wise :-<br />
<div style="text-align: center;">
<b>Anadhra Pradesh</b></div>
<ol style="text-align: left;">
<li>Spectrum Power Generation Ltd 1350 Mw II Expansion at Kakinada, A.P AP</li>
<li> Kineta Power Pvt. Ltd 1980 MW 1980 Thaminapatnam village, Chilakur Mandal, Nellore District, AP AP</li>
<li>APGENCO 182 MW 182 Narla Tata Rao TPS Krishna District,(A.P) AP</li>
<li>Suryachakra Thermal Energy (Andhra) Pvt. Ltd. –TOR 2 x 70 MW 140 Jharupudi village, Srikakulam district Andhra Pradesh AP</li>
<li>East Coast Energy Pvt. Ltd 2640 MW 2640 Kakrapalli village, Sri Kakulam District, Andhra Pradesh AP</li>
<li>APGENCO 600 MW 600 Chelpur village, Ghanpur Mandal, Warangal District, Andhra Pradesh AP</li>
<li>Vemagiri Power Generation Ltd 800 MW 800 Vemagiri, East Godavari Distt, Andhra Pradesh AP</li>
<li>Meenakshi Energy Pvt. Ltd 900 MW 900 Thammenapatnam Village, Chillakur Mandal, Nellore Distt.(A.P) AP</li>
<li>Nagarjuna Construction Co. Ltd 2640 MW 2640 Sompeta Distt. Srikakulam A.P AP</li>
<li>Alfa Infraprop Pvt. Ltd 2640 MW 2640 Komarada TPP, Vizianagaram Distt., (A.P) AP</li>
<li>GVK Power (Jegurupadu) Private Limited 400 MW 400 Jegurupadu, East Godavari, Andhra Pradesh AP<a name='more'></a></li>
<li>BPL Power Projects (AP) Ltd 520 MW 520 Ramagundam TPS Stage, II, AP</li>
<li>Millenium Powergen Pvt. Ltd 2 x 660 MW 1320 Machilipatnam, Andhra Pradesh AP</li>
<li>Penna Cement 77 MW 77 Ganeshpahad, Nalagonda District, Andhra Pradesh AP</li>
<li>Vikas Power 540 MW 540 Nellore AP</li>
<li>Thermaltech Power Corp 1980 MW 1980 Painapuram, Nellore District AP</li>
<li>Sheshadri Power & Infrastructure 1320 MW 1320 Hindupur AP</li>
<li>APGENCO 600 MW 600 Rayalaseema, Reddy Nagar, Kadapah District AP</li>
<li>Singareni Collieries 600 MW 600 Jaipur Village, Adilabad District, AP</li>
<li>APGENCO 600 MW 600 Kothagudem, Stage VI, Paloncha, Khamman AP</li>
<li>Thermaltech Power Corp 1980 MW 1980 Bander, Krishna District AP</li>
<li>Simhapuri Energy 540 MW 540 Thammipatnam, Nellore District AP</li>
<li>NCS Sugar 20 MW 20 Lachayapet, Vizianagaram District AP</li>
<li>Lanco Kodnapalli Power 1523 MW 1523 Kondapalli, Krishna District AP</li>
<li>Konaseema Gas Power 820 MW 820 Devarpalli, East Godavari District AP</li>
<li>Gautami Power 1050 MW 1050 Samalkot, East Godavari District AP</li>
<li>Coastal Andhra Power 4000 MW 4000 Krishnapatham, UMPP, Nellore AP</li>
<li>Athena Power 2600 MW 2600 Komaragiri, East Godavari District, AP</li>
<li>APGENCO 2100 MW 2100 Nedunoor, Karimnagar AP</li>
</ol>
<div style="text-align: center;">
<b>Assam</b></div>
<ol style="text-align: left;">
<li>Assam Power Generation Company Ltd 100 MW 100 Amguri, Distt. Sivsagar, Assam AS</li>
<li>Assam Power Generation Company Ltd 2 x 100 MW 200 Namrup, District Dibrugarh, Assam AS</li>
<li>NTPC Ltd 3 x 250 MW 750 Bongaigaon in Kokrajhar District AS</li>
</ol>
<div style="text-align: center;">
<b>Bihar</b></div>
<ol style="text-align: left;">
<li>Hindustan Petroleum Corporation Ltd 20 MW 20 Village Sugauli, District East Champaran, Bihar BI</li>
<li>JAS Infrastructure Capital Pvt. Ltd 2 x 640 MW 1280 Siriya, Distt. Banka, Bihar BI</li>
<li>Bihar State Electricity Board 2 x 250 MW 500 Barauni, District Begusarai, Bihar BI</li>
<li>Nalanda Power 2000 MW 2000 Pipranait South, Bhagalpur District BI</li>
<li>Kanti Bijlee Utpadan Nigam 2 x 250 MW 500 Stage II - Kainti, Muzafarpur District BI</li>
<li>Piranpaiti Bijilee 2 x 660 MW 1320 Piranpaiti, Bhagalpur District BI</li>
<li>Buxar Bijilee 1320 MW 1320 Chausa in Buxar District BI</li>
<li>Lakhisarai Bijilee 2 x 660 MW 1320 Kajra in Lakhisarai District BI</li>
<li>NTPC 2 x 660 MW 1320 Barh STPS, Patna District BI</li>
</ol>
<div style="text-align: center;">
<b>Chhattisgarh</b></div>
<ol style="text-align: left;">
<li>Arasmeta Captive Power Company Private Ltd 1 x 43 MW 43 Gopalnagar, District Janjgir Champa – Chhattisgarh CH</li>
<li>Vandana Vidhyut Ltd 540 MW 540 Chhuri, Salora, Gangpur, Darrabhata & Jhora, Tehsil Katghora, District Korba, Chhattisgarh CH</li>
<li>Seshasaila Power and Engineering (P) Ltd. 7.5 MW 7.5 Champa, Chhattisgarh CH</li>
<li>Athena Chhattisgarh Power Pvt. Ltd 2 x 600 MW 1200 villages Singhitarai, District Janjgir Champa Chhattisgarh CH</li>
<li>Karnataka Power Corp 2 x 800 MW 1600 Godhna village, Chattisgarh CH</li>
<li>Akaltara Power Limited 4000 MW 4000 Salka vill. District Surguja, Chhattisgarh CH</li>
<li>Godawari Energy Ltd 4 x 300 MW 1200 Bojia, Chitapali, Navapara and Kataipali, Distt., Raigarh, Chhattisgarh CH</li>
<li>Sona Power Pvt. Ltd. 2 x 300 MW 600 Mudpar, Kachanda, Khisora & Salkhan village Nawagarh Tehsil, Janjgir Champa District, Chh CH</li>
<li>Videocon Industries Ltd 2 x 660 MW 1320 Village Gaud, District Champa, Chhattisgarh CH</li>
<li>GMR Energy Ltd 1200 MW 1200 Rikheda, Raipur,Chhattisgarh CH</li>
<li>Lanco Amarkantak Power Private Limited 660 MW 660 Amarkantak-Patadi, Korba District Chhattisgarh CH</li>
<li>Bhushan Power & Steel Ltd 2 x 500 MW 1000 District Janjgir Champa, Chhattisgarh CH</li>
<li>BEC Power Private Ltd. 2 x 250 MW 500 Sapos Village, Dabhra Tehsil, Janjgir Champa District Chhattisgarh CH</li>
<li>R.K.M. Powergen Pvt. Ltd (Change in capacity) 4 x 360 MW 1440 Uchpinda, Tehsil Dabar, District Janjgir Champa, Chhattisgarh CH</li>
<li>Essar Power Chhattisgarh Ltd 1200 1200 near Dabra, Janjgir Champa, Chhattisgarh CH</li>
<li>Patni Power Projects 540 MW 540 Village Gorra in Raigarh District CH</li>
<li>IFFCO Chhattisgarh Power 2 x 500 MW 1000 Chandan Nagar, Sarguja District CH</li>
<li>AES Chhattisgarh Energy 1440 MW 1440 Khamhar, Bhojpur in Raipur CH</li>
<li>Aryan Coal Benefications 270 MW 270 Kasaipalli, Korba District CH</li>
<li>Green Infrastructure 2 x 600 MW 1320 Dumarpall in Raigarh District CH</li>
<li>NTPC 5 x 800 MW 4000 Lara STPS, Raigarh District CH</li>
<li>Hira Power & Alloys 25 MW 25 Aurda, Raigarh District CH</li>
<li>Wardha Power 6 x 600 MW 3960 Akaltara in Janjgir-Champa District CH</li>
<li>Jindal India Thermal Power 1320 MW 1320 Lohakhan, Raigarh District CH</li>
<li>Visa Power 1200 MW 1200 Kiritmal, Pandripani, Kodtarai, Dongitarai in Raigarh District CH</li>
<li>Maruti Clean Coal & Power 2 x 135 MW 270 Bhandhakhar in Korba District CH</li>
<li>Ispat Industries 4 x 300 MW 1200 Dhardahi in Janjgir-Champa District CH</li>
<li>Vandana Energy 2 x 35 MW 70 Dhanras in Korba District CH</li>
<li>Mahavir Energy & Coal Benefication 2 x 30 MW 60 Bhengari in Raipur District CH</li>
<li>Prakash Industries 3 x 350 MW 1050 Kusmunda in Janjgir-Champa District CH</li>
<li>SKS Ispat 1200 MW 1200 Binjkote, Darramura, in Raigarh District CH</li>
<li>Korba West Power 2 x 300 MW 600 Bade Bhandar, Korba District CH</li>
<li>Mahavir Global Coal 540 MW 540 Bhengari, Raigarh District CH</li>
<li>Chambal Infrastructure Ventures 1320 MW 1320 Kaunli, Saraipalli and Kenapalli in Champa District CH</li>
<li>Sona Power 2 x 300 MW 600 Mudpar in Champa District CH</li>
<li>Suryachakra Power Corporation 600 MW 600 Sapos, Dabra Tehsil, Champa District CH</li>
<li>Jain Energy 4 x 300 MW 1200 Balpur in Korba CH</li>
<li>Grasim Cement 30 MW 30 Rawan, Raipur District CH</li>
<li>Bharat Aluminium Co 1200 MW 1200 Korba CH</li>
<li>Spectrum Coal & Power 50 MW 50 Ratija in Korba CH</li>
</ol>
<div style="text-align: center;">
<b>Gujarat</b></div>
<ol style="text-align: left;">
<li>GSECL 395 MW 395 Dhuvaran District Anand, Gujarat GJ</li>
<li>Gujarat Industries Power Co. Ltd 2 x 300 MW 600 Village Karagara/ Khareda near Mosali, Taluka: Mangrol, GJ</li>
<li>Videocon Industries Ltd 2 x 800 MW 1600 Pipavav, Amreli, Gujarat GJ</li>
<li>GSECL 800 MW 800 Wanakabori TPS District Kheda GJ</li>
<li>Vadinar Power Company Ltd 500 MW 500 Vadinar Khambalia Taluka, Jamnagar District, Gujarat GJ</li>
<li>GSECL 374.57 MW 374.57 Utran, Surat, Gujarat GJ</li>
<li>GSECL 2 x 250 MW 500 Sikka, Jamnagar, Gujarat GJ</li>
<li>Adani Power Ltd. 4620 MW 4620 Wand, Mundra, District Kutchh, Gujarat GJ</li>
<li>Sterling Energy Ltd 1320 MW 1320 Nada/Devla villages, Jambusar Taluk, District Bharuch, Gujarat GJ</li>
<li>Alok Industries Limited 7.5 MW 7.5 Balitha, Vapi, Valsad, Gujarat GJ</li>
<li>Essar Power Gujarat Limited 1200 MW 1200 Nana Mandha, District Jamnagar, Gujarat GJ</li>
<li>Bhavnagar Energy Co 600 MW 600 Padva, Bhavnagar District GJ</li>
<li>CLP Power 1400 MW 1400 Tuna, Kutch District GJ</li>
<li>Essar Hazira Power SEZ 300 MW 300 Hazira SEZ GJ</li>
<li>GSPC Pipavav Power 1050 MW 1050 Kovayya, Amreli District, GJ</li>
<li>IFFCO 1050 MW 1050 Kalol GJ</li>
<li>Neyveli Lignite Corp 4 x 250 MW 1000 Bhaga, Surat District GJ</li>
<li>Reliance Industries 32 MW 32 Kharapada, GJ</li>
<li>Sanghi Industries 2 x 30 MW 60 Akhari, Kutch GJ</li>
<li>Sanghi Industries 2 x 600 MW 1200 Sanghipuram, Kutch GJ</li>
<li>Torrent Power 1147 MW 1147 Akhakhol , Surat District GJ</li>
</ol>
<div style="text-align: center;">
<b>Goa</b></div>
<ol style="text-align: left;">
<li>Reliance Energy Limited 52 MW 52 Sancole, Zuarinagar, Goa GO</li>
</ol>
<div style="text-align: center;">
<b>Haryana</b> </div>
<ol style="text-align: left;">
<li>Haryana Power Generation Corporation Ltd 1200 1200 Hissar, Haryana HA</li>
<li>Haryana Power Generation Corporation Ltd 1 x 300 MW 300 Yamunanagar, Haryana HA</li>
<li>Reliance Haryana SEZ 2100 MW 2100 Jhajjar HA</li>
<li>Honda Motorcycle and Scooter India (HMSI) 12.7 MW 12.7 Manesar, Gurgaon Ha</li>
<li>North Delhi Power 108 MW 108 North Delhi HA</li>
<li>Pragati Power Corp 800 MW 800 Banmauli, South West Delhi HA</li>
<li>Haryana Aban Power Co 1065 MW 1065 Ballabgarh, Faridabad Ha</li>
<li>NTPC 3 x 500 MW 1500 Jharli, Jhajjar District HA</li>
<li>Maruti Suzuki 10 x 7 MW 70 Manesar, Gurgaon Ha</li>
<li>Haryana Power Generation Corporation Ltd 2 x 660 MW 1320 Jhajjar Ha</li>
<li>Sterlite Energy 2000 MW 2000 Banjari Expansion, HA</li>
</ol>
<div style="text-align: center;">
<b>Himachal Pradesh</b></div>
<ol style="text-align: left;">
<li>Jaiprakash Associates Ltd 62 MW 62 Project at Padiyana Tikri Village, Bagheri Circle, Tehsil Nalagarh, District 2.24 Solan, Himachal Pradesh HP</li>
</ol>
<div style="text-align: center;">
<b>Jharkhand</b></div>
<ol style="text-align: left;">
<li>Adhunik Power & Natural Resources Ltd 270 MW 270 Kharswan, Jharkhand JH</li>
<li>ESSAR Power (Jharkhand) Ltd 2000 MW 2000 Chandwa, District Latehar, Jharkhand JH</li>
<li>Usha Martin Ltd. 4 x 300 MW 1200 Ketat Village near Garhwa in Palamu District, Jharkhand JH</li>
<li>Inland Power Ltd. 2 x 63 MW 126 Tonagatu, Gola, District Ramgarh, Jharkhand JH</li>
<li>Adhunik Thermal Energy Ltd 2 x 135 MW 270 Kandra, District Saraikela Kharswan, Jharkhand JH</li>
<li>Corporate Power Ltd 4 x 135 MW 540 Bana, District Latehar, Jharkhand JH</li>
<li>Tata Power Co. Ltd 120 MW 120 Jamshedpur, District East Singhbhum, Jharkhand JH</li>
<li>Corporate Ispat Alloys Ltd 4 x 125 MW 500 Latehar District, Jharkhand JH</li>
<li>Usha Martin Ltd. 2 x 10 MW 20 village Tatisilwai, Ranchi, Jharkhand JH</li>
<li>HDIL Energy Pvt. Ltd 1320 MW 1320 Chakulia Block, District East Singhbhum, Jharkhand JH</li>
<li>Divine Vidyut 20 MW 20 Kaushalgarh, Saraikela JH</li>
<li>Bokaro Power Supply Co 2 x 360 MW 720 Bokaro Steel City, JH</li>
<li>CESC Ltd 1000 MW 1000 Dumka, JH</li>
<li>Electrosteel Thermal Power 1200 MW 1200 Soparam, Latehar District JH</li>
<li>Jayaswals Neco 135 MW 135 Moitra, Hazaribagh District JH</li>
<li>Jharkhand Integrated Power 4000 MW 4000 Tilaya Ultra Mega Power Project, Hazaribagh District JH</li>
</ol>
<div style="text-align: center;">
<b>Karnataka</b></div>
<ol style="text-align: left;">
<li>Ind Barath Power (Karwar) Ltd 3 x 150 MW 450 Hankon Village, Karwar Taluka, Uttara Kannada District, Karnataka KA</li>
<li>Surana Power Ltd 400 MW 400 Vadlur Village Ralchur Dist. Karnataka KA</li>
<li>Udupi Power Corporation Ltd 2600 MW 2600 Padubidri Industrial Area KA</li>
<li>NTPC 3 x 800 MW 2400 Kudgi, District, Bijapur, Karnataka KA</li>
<li>Karnataka Power Corp 2 x 800 MW 1600 Yermarus near Vadloor, District Raichur, Karnataka KA</li>
<li>Power Company of Karnataka Ltd 1320 MW 1320 Jewargi, District Gulbarga, Karnataka KA</li>
<li>Atlas Power India Pvt. Ltd 2 x 660 MW 1320 Kadechur, Yadgir Taluk, Gulburga Distt. Karnataka KA</li>
<li>Athani Farmers Sugar Factory Ltd 24 MW 24 Navnihal, Taluk Athjani, District Belgaum, Karnataka KA</li>
<li>Karnataka Power Corp 600 MW 600 Edalpura, Raichur District KA</li>
<li>Karnataka Power Corp 500 MW 500 Bellary Thermal Power Station Exp II Ka</li>
<li>Mukand Ltd 15 MW 15 Ginegara, Koppal District KA</li>
<li>Sri Siddhieshwara Sugars 14 MW 14 Telgi KA</li>
</ol>
<div style="text-align: center;">
<b>Maharashtra</b></div>
<ol style="text-align: left;">
<li>Maharashtra Industrial Development Corporation 2 x 660 MW 1320 Bhadrawati, District Chandrapur, Maharashtra MH</li>
<li>Nagpur Energy and Infrastructure Ltd 4 x 300 MW 1200 Deulwada, District Chandrapur, Maharashtra MH</li>
<li>Adani Power Maharashtra Ltd 3 x 660 MW 1320 Tiroda, Distt. Gondia, Maharashtra MH</li>
<li>Vidarbha Industries Power Ltd 300 MW 300 Butibori, Nagpur Maharashtra MH</li>
<li>Lanco Mahanadi Power Pvt. Ltd 1320 MW 1320 Dahigaon, Dist Wardha, Maharashtra MH</li>
<li>Patni Energy Pvt Ltd 405 MW 405 II at Alibag , Raigad, Maharashtra MH</li>
<li>Jinbhuvish Power Generations Pvt. Ltd. 2 x 270 MW 540 village Dhanmukh, Tehsil Mahagaon, District Yavatmal, Maharashtra MH</li>
<li>JSW (Ratnagiri) Ltd 4 x 800 MW 3200 Jaigad, District Ratnagiri, Maharashtra MH</li>
<li>Tata Power Co. Ltd 1600 MW 1600 Village Dehrand/Shahapur in Raigad District, Maharashtra MH</li>
<li>Sophia Power Company Ltd. 1320 MW 1320 Nandgoanpet, District Amravati, Maharashtra MH</li>
<li>Finolex Industries Ltd 1000 MW 1000 Ranpar District Ratnagiri MH</li>
<li>NTPC 2 x 660 MW 1320 Solapur, Maharashtra MH</li>
<li>Amaravati Thermal Power Private Ltd. 1600 MW 1600 Amravati, Nandgaonpeth Five Star Industrial Area District Amravati MH</li>
<li>MAHAGENCO 2 x 500 MW 1000 Chandrapur MH</li>
<li>Ind Barath (Konkan) Ltd. 1050 MW 1050 Dhakur/Ajgaon Village, Sawanthwadi Taluka, Sindhudurg District, Maharashtra MH</li>
<li>Vidarbha Industries Power Ltd.(Change in Configuration) 300 MW 300 Butibori, MIDC area, District Nagpur, Maharashtra MH</li>
<li>Dhariwal Infrastructure (P) Ltd 2 x 300 MW 600 Tadali, District Chandrapur, Maharashtra MH</li>
<li>GMR Energy Ltd 3 x 660 MW 1980 Dapoli, District Ratnagiri, Maharashtra MH</li>
<li>Aryan Coal Benefications Pvt Ltd 60 MW 60 Pandarpauni, Chandrapur District MH</li>
<li>Emco Energy 2 x 135 MW 270 Warora MH</li>
<li>Finolex Industries 43 MW 43 Ranpar MH</li>
<li>Gopani Iron & Power 15 MW 15 Chandrapur MH</li>
<li>Gupta Coalfields 2 x 60 MW 120 Ghuggus, Chandrapur District MH</li>
<li>Idealfield Energy 270 MW 270 Bela Nagpur MH</li>
<li>Shirpur Power Pvt. Ltd 300 MW 300 Nardana in Dhule district MH</li>
<li>IL&FS Trust Co 36 MW 36 Dattanagar, Shirol Taluk in Kolhapur MH</li>
<li>IL&FS Trust Co 20 MW 20 Bhuinj in Satara MH</li>
<li>IL&FS Trust Co 17 MW 17 Sikandar in Solapur District MH</li>
<li>Indiabulls Realtech 1320 MW 1320 Sinnar in Nashik MH</li>
<li>Mantri power 4 x 135 MW 540 Bela in Nagpur District MH</li>
<li>Reliance Industies 800 MW 800 Kurkumb in Pune MH</li>
<li>Nandlal Enterprise 750 MW 750 Kinebodi, Chandrapur District MH</li>
<li>RPL Urja 10 MW 10 Kalmana in Yavatamal District MH</li>
<li>Urban Energy Generation 2100 MW 2100 Kondgaon in Rohan Taluk in Raigad District MH</li>
<li>Urban Energy Generation 2100 MW 2100 Vangni Tarfe in Taloja in Panvel Taluka in Raigad MH</li>
<li>NTPC 4 x 660 MW 2640 Nabinagar, STPS, Aurangabad MH</li>
<li>Wardha Power 2 x 135 MW 270 Phase I, Warora, Chandrapur MH</li>
<li>MAHAGENCO 4000 MW 4000 Shahapur, Raigad District MH</li>
<li>Maharashtra Airport Development Co 2 x 50 MW 100 Khairi in Hingna Taluk in Nagpur MH</li>
<li>Jinbhuvish Power Generations 2 x 270 MW 540 Dhanmukh , Yavatamal MH</li>
</ol>
<div style="text-align: center;">
<b>Madhya Pradesh</b> </div>
<ol style="text-align: left;">
<li>M.P. Power Generating Co. Ltd 2 x 250 MW 500 Satpura TPP Unit 10 & 11, Madhya Pradesh MP</li>
<li>Aryan Coal Benefications Pvt Ltd 1200 1200 Musamudhi & Bhumka Village, Sidhi District, Madhya Pradesh MP</li>
<li>M.P. Power Generating Co. Ltd 6 x 660 MW 3960 Chitrangi Tehsil in Singrauli District, Madhya Pradesh MP</li>
<li>Hibra Power Limited 1000 MW 1000 Vill. Chhanera,District Khandwa ,M.P MP</li>
<li>NTPC 2 x 500 MW 1000 Tehsil Waidhan, District Singrauli, Madhya Pradesh MP</li>
<li>Essar Power (M.P.) Ltd 3 x 600 MW 1800 Singrauli Tehsil, Sidhi District, Madhya Pradesh MP</li>
<li>Bina Power Supply Co. Ltd 2 x 250 MW 500 VillageSirchopi Jodh Tehsil Bina Distt. Sagar(M.P) MP</li>
<li>Sasan Power Limited 4000 MW 4000 Sasan, District Sidhi , M.P MP</li>
<li>NTPC 1 x 500 MW 500 Vindhyachal STPP, Stage V District Singrauli, M.P MP</li>
<li>Moser Baer Power & Infrastructure Ltd 2000 MW 2000 District Anuppur, Madhya Pradesh MP</li>
<li>NTPC 2 x 500 MW 1000 Village & Tehsil Waidhan, District Singrauli, Madhya Pradesh mp</li>
<li>SJK Powergen Ltd 2 x 660 MW 1320 Lalapur village, District Shahdol, Madhya Pradesh MP</li>
<li>BLA Power Pvt Ltd 140 MW 140 Niwari, Narsinghpur District, MP</li>
<li>Today Homes and Infrastrcuture Pvt Ltd 1200 MW 1200 Gotegaon, Narsinghpur District MP</li>
<li>Jhabhua Power 600 MW 600 Barela Gorkhapur, Seoni District MP</li>
<li>Shapura Thermal Power Co 2x 660 MW 1320 Magarmuha, Kulon, Chhaprat, Bhamka and Bhamk- Jabalpur District MP</li>
<li>Jaiprakash Associates Ltd 2 x 500 MW 1000 Nigri, Sidhi District MP</li>
<li>Raymonds 1.5 MW 1.5 Boregaon, Chhindwara MP</li>
<li>Pratibha Syntex 6 MW 6 Pithampur, Dhar District MP</li>
</ol>
<div style="text-align: center;">
<b>Orissa</b></div>
<ol style="text-align: left;">
<li>Bhushan Energy Ltd 2000 MW 2000 Ghantigadia & Nuahata, District Angul, Orissa OR</li>
<li>Lanco Babandh Power Pvt. Ltd 2640 MW 2640 Dhenkanal, Orissa OR</li>
<li>CESC Ltd 2 x 660 MW 1320 Neulapoi, Distt. Dhenkanal, Orissa OR</li>
<li>Jindal India Thermal Power Ltd 600 MW 600 District Angul, Orissa OR</li>
<li>Mahanadhi Aban Power Co. Ltd 2 x 515 MW 1030 Teherampur, block Talcher Dist. Angul (Orissa) OR</li>
<li>Jindal India Thermal Power Ltd 1200 MW 1200 Village Derang, District Angul, Orissa OR</li>
<li>Essar Power Orissa Ltd 60 MW 60 Bijaychandrapur in Jagatsinghpur District, Orissa OR</li>
<li>KVK Nilanchal Power Pvt. Ltd 4 x 350 MW 1400 kandarei, District Cuttack OR</li>
<li>Orissa Power Generation Corporation Ltd 2 x 660 MW 660 District Jharsuguda OR</li>
<li>Orissa Integrated Power Ltd. 4000 MW 4000 village Bhedabahal, Sundergarh Distt. In Orissa OR</li>
<li>Jindal Power Ltd. 2 x 800 MW 1600 Tamnar, Tehsil Gharghoda, District Raigarh Chhattisgarh OR</li>
<li>Balasore Alloys Ltd. 2 x 67.5 MW 135 Balgopalpur, District Balasore, Orissa OR</li>
<li>Bhushan Energy 300 MW 300 Meramandali, Dhenkanal OR</li>
<li>Birla Tyres 7.5 MW 7.5 Chhanpur,Kuruda, Balasore District OR</li>
<li>Monnet Ispat & Energy 3 x 335 MW 1005 Tehrampur, Angul District OR</li>
<li>Mangilal Rungta 60 MW 60 Tulsidiha, Dhenkanal District OR</li>
<li>Navabharat Power 2240 MW 2240 Meramandali-Dhenkanal District OR</li>
<li>NTPC 3200 MW 3200 Gajmara,Manipur and Kundanalli, Dhenkanal District OR</li>
<li>OCL 54 MW 54 Rajganpur, Sundergarh District OR</li>
<li>Shyam DRI 15 MW 15 Nishanbanga, Sambalpur District OR</li>
<li>Tata Power 100 MW 100 Naraj Marthapur, Cuttack District OR</li>
<li>Uktal Power 120 MW 120 Choudwar, Cuttack District OR</li>
<li>Visa Power 1000 MW 1000 Brahmanbasta, Cuttack District OR</li>
<li>Visa Steel 75 MW 75 Duburi, Kalinganagar OR</li>
<li>GMR Energy 1050 MW 1050 Kamalanga, Dhenkanal District OR</li>
<li>KVK Nilachal Power 2 x 300 MW 600 Gurudijhatia , Cuttack District OR</li>
<li>Jindal Photo 1000 MW 1000 Pirhasi, Angul District OR</li>
</ol>
<div style="text-align: center;">
<b>Punjab</b></div>
<ol style="text-align: left;">
<li>Punjab Biomass Power Ltd 12 MW 12 Baghaura, District Patiala, Punjab PU</li>
<li>Gidderbaha Power Ltd 2640 MW 2640 Villages Theri, Ghagga, Muktsar District Punjab PU</li>
<li>Punjab State Electricity Board 2 x 250 MW 500 village Lehra Mohabat in Bathinda District, Punjab PU</li>
<li>Nabha Power Ltd 1320 MW 1320 Rajpura, Nalash Village,Patiala District Pu</li>
<li>Dee Development Engineers 8 MW 8 Gadha Dhob in Ferozpur district PU</li>
<li>Talwandi Sabo Power Ltd 2000 MW 2000 Banawala Village in Manasa district PU</li>
<li>GVK Govindawal 2x300 MW 600 Goindwal Sahib Village in Tarantaran PU</li>
<li>Pragati Power Corp 1000 MW 1000 Bawana Industrial Area PU</li>
</ol>
<div style="text-align: center;">
<b>Rajasthan</b></div>
<ol style="text-align: left;">
<li>V S Lignite Power Pvt. Ltd 1 x 35 MW 35 Gurha village, District Bikaner, Rajasthan RJ</li>
<li>Raj West Power Ltd 8 x 135 MW 1080 Bhadresh, District Barmer, Rajasthan RJ</li>
<li>JSW Energy (Ratnagiri) Ltd 2 x 660 MW 1320 Suratgarh Dist. Ganganagar, Rajasthan RJ</li>
<li>Saint Gobain Glass India Ltd 11 MW 11 Alwar RJ</li>
<li>Sanjog Sugars & Eco Power Pvt. Ltd. 10 MW 10 Vill. Sangaria District Hanumangarh, Rajasthan RJ</li>
<li>Banswara Thermal Power Co. Ltd 1320 MW 1320 Banswara Distt. Rajasthan RJ</li>
<li>Adani Power Rajasthan Ltd 4 x 330 MW 1320 Kawai, District Baran Rajasthan RJ</li>
<li>Sangam Spinners 15 MW 15 Dhuwalia in Bhilwara district RJ</li>
<li>Neyveli Lignite Corp 250 MW 250 Bithnok in Bikaner district RJ</li>
<li>Binani Cement 120 MW 120 Nimbri in Degana tehsil in Nagaur district RJ</li>
</ol>
<div style="text-align: center;">
<b>Tamilnadu</b></div>
<ol style="text-align: left;">
<li>Coastal Tamilnadu Power Ltd 4000 MW 4000 Cheyyur village, District Kancheepuram, Tamil Nadu TN</li>
<li>Udangudi Power Corporation Ltd. 2 x 800 MW 1600 Udangudi village , Tuticorin Dist. Tamil Nadu TN</li>
<li>MALCO 3 x 350 MW 1050 Mettur, Distt. Salem,TN TN</li>
<li>North Chennai Power Co. Ltd. 1200 MW 1200 Kattupalli, Poneritaluk Thiruvallur Tamil Nadu TN</li>
<li>Chennai Power Generation Ltd 2 x 515 MW 1030 District Kattupalli, Ponneri Taluk Thiruvallur Tamil Nadu TN</li>
<li>TNEB 1 x 600 MW 600 Ernavur,Taluk Ambathur, District Thiruvallur, Tamil Nadu TN</li>
<li>UDI Infrastruture Pvt . Ltd 2000 MW 2000 Sirkazhi Taluk, Nagapattinam District Tamil Nadu TN</li>
<li>NTPC Tamil Nadu Energy Company Ltd 500 MW 500 II at Vallur, Tamil Nadu TN</li>
<li>Rajshree Sugars and Chemicals Ltd 20.5 MW 20.5 Semmedu District Villupuram TN</li>
<li>Coastal Energen Pvt. Ltd. 3 x 350 MW 1050 Melamaruthur, Taluk Ottapidarum, District Tuticorin TN</li>
<li>Tridem Port and Power Company Pvt. Ltd. 2140 MW 2140 Keelapidagai, Nagapattinam District, Tamil Nadu TN</li>
<li>Patel Power Ltd. (TOR) 1000 MW 1000 Akurumukutu village in Nagapattinam District, Tamil Nadu TN</li>
<li>OPG Power Generation 2 x 77 MW 154 Vallur in Ponneri Taluk TN</li>
<li>Synergy, Shakti Renewable Energy 10 MW 10 Bargur, Dharmapuri District TN</li>
<li>Mohan Breweries and Distilleries 18 MW 18 Palayaseevaram District, Kanchipuram TN</li>
<li>Sakthi Sugars Ltd 35 MW 35 Mathur, Shivangangai District TN</li>
<li>ETL Infrastructure 18 MW 18 Vadamugam, Kangeyanpalayam, Erode District TN</li>
<li>EID Parry 18 MW 18 Sirugamani , Tirchy District TN</li>
<li>Nagai Power Pvt Ltd 2 x 150 MW 300 Nagapattinam District TN</li>
<li>Kaveri Gas Power 80 MW 80 Gummidipoondi District TN</li>
<li>Astro Energy & Biosystems 10 MW 10 Kadaneri and Nalamaran villages, Periyar Taluk, Madurai District TN</li>
<li>TamilNadu Petroproducts Ltd 43 MW 43 Manali, Chennai TN</li>
<li>Neyveli Lignite Corp 2 x 800 MW 1600 Udayarpalayam, Perambalur TN</li>
<li>NSL Power 2 x 660 MW 1320 Talanchangadu, Tarangambadi, Nagapattinam District TN</li>
<li>SRM Energy 3 x 600 MW 1800 Cuddalore District TN</li>
<li>Ind Bharath Power (Cuddalore) 3 x 150 MW 450 Silambimangalam & Villiyanallur, Cuddalore TN</li>
<li>Neyveli Lignite Corp 1000 MW 1000 Neyveli, Cuddalore District TN</li>
</ol>
<div style="text-align: center;">
<b>Uttar Pradesh</b></div>
<ol style="text-align: left;">
<li>Sangam Power Generation Ltd 2 x 660 MW 1320 Karchhana, Allahabad, U.P UP</li>
<li>Hindalco Industries Ltd 999.7 MW 999.7 Renusagar, District Sonebhadra, Uttar Pradesh UP</li>
<li>Rosa Power Supply Company Ltd 2 x 300 MW 600 Chaudhera, Distt. Shahajahanpur, U.P UP</li>
<li>NTPC 2 x 500 MW 1000 District Sonebhadra, Uttar Pradesh UP</li>
<li>Reliance Power 2 x 300 MW 600 Rosa UP</li>
<li>NTPC 1 x 500 MW 500 Singrauli STPP,stage III Sonebhadra, Uttar Pradesh UP</li>
<li>NTPC 2 x 500 MW 1000 Rihand stage III, Sonebhadra District UP</li>
<li>U P Power Corp 3 x 660 ,MW 1980 Bara in Allahabad District UP</li>
<li>U P Rajya Vidyut Nigam Ltd 2 x 500 MW 1000 Obra in Sonebhadra District UP</li>
<li>Reliance Energy Generation Ltd 1320 MW 1320 Dehra in Ghaziabad District UP</li>
<li>Rama Paper Mills 6 MW 6 Kiratpur in Bijnor District UP</li>
</ol>
<div style="text-align: center;">
<b>West Bengal</b></div>
<ol style="text-align: left;">
<li>Durgapur Projects Ltd 2 x 250 MW 500 Durgapur PPS, West Bengal WB</li>
<li>WBPDCL 2 x 660 MW 1320 Murshidabad WB</li>
</ol>
</div>
Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-57812282187536095282012-10-04T10:24:00.001-07:002012-10-04T10:29:17.048-07:00Pour of Chimney Shell by Slipforming Methodology.<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Salient points</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">While pour of Chimney Shell by slipforming methodology.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">In order to ensure high quality concrete while pour of Chimney shell, under mentioned</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">points are to be taken care of while execution:</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">1. Concrete layer thickness shall not exceed 250 mm.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">2. Sliding of slipform panels shall not exceed 25 mm per lift.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">3. Slipping of form panels shall after be 3 to 4 hours subsequent to completion of</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">placement of earliest layer.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">4. The lifting frequency of form panels shall be restricted to 10 minutes.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">5. Freeboard in slipform panels shall be maintained minimum 250 mm while top</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">layer is poured.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">6. Care shall be exercised that concrete manufactured is consumed within 2</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">hours 30 minutes; this includes time consumed towards manufacture of</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">concrete, transportation of concrete and final placement in to the forms.</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">7. At two discrete locations diametrically opposite to each other , tilt and / or</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">twist and / or complex phenomenon involving tilt and twist shall be checked</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">@ 6 [six] hours interval during the course of pour. This verticality check shall</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">be exercised with “Self-Leveling-Auto-Shut-Off” LASER instrument. The</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">locations at ground where the instruments are proposed to be placed shall be</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">protected from spilled off concrete from atop, e.g., by covering with Plastic</span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">sheet or empty cement bag.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">8. Site Record indicating Tilts / Twists / Complex Phenomenon involving both</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Tilt & Twist shall be maintained for hour to hour monitoring of Verticality.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">9. The preventive maintenance of Slipform Structure shall be planned well in</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">advance [minimum two occasions during the course of pour]. The period of</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">such maintenance shall not exceed 12 Hours.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">10. The jack rod retrieval extraction period shall not exceed 4 Hours, hence all the</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">requisite arrangements and activities be pre-organized and made well in</span></span></div>
<div style="text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">advance.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">11. Requisite PPE shall be enforced and made mandatory for all working</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">personnel atop the slipform and below the chimney during the course of work.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">12. Recommendations enumerated at Points No. 1, 2, 3 and 4 shall vary as per</span></span></div>
<div style="text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">climatic conditions [specifically temperature, wind and humidity], super</span></span></div>
<div style="text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">plasticers used, cement grade and quantity used and ingredients of concrete</span></span></div>
<div style="text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">among other factors influencing the concrete viz. workability.</span></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-38468600002104364952010-12-14T21:49:00.000-08:002012-10-04T09:18:49.051-07:00READY MIX CONCRETE<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Ready mix concrete is concrete that is made at ready-mixed plant and then transported to the site in rotating-drum trucks or transit mixers.<br />•Proportioning, batching, mixing and delivery are all done by the concrete supplier.<br />•High quality control<br />•Advantages of using ready mix concrete:</span></span></div>
<div style="text-align: justify;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"> a) better quality concrete due to usage of trained personnel and automated equipment.<br />b) elimination of material storage on congested building sites- no need to allocate place at site for storage of cement, aggregate, sand<br /> c) save the contractor’s time and usage of labour’s energy to mix the concrete </span></span></div>
<div style="text-align: justify;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•For ready mix concrete supply, the purchaser should specify the following: </span></span><br />
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">a) Designated max. size of coarse aggregate<br />b) Desired / max. slump at the point of delivery<br />c) Air content (for air entrained concrete)<br />d) Mix design requirement – such as cement content, max. water content & admixtures or minimum compressive strength at 28 days<br />e) Unit weight required (for structural lightweight concrete).</span></span></div>
</div>
Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-20243680468239367122010-12-14T21:44:00.000-08:002012-10-04T08:40:47.898-07:00Imp points abt mixing of concrete<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">MIXING</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Done in order to ensure each particle of aggregate in fresh concrete will be coated with the cement paste</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Also to give a homogenous even coloured product.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•First stage of mixing is called “BATCHING”.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Batching is process where it involves weighing out or measuring out all of the ingredients for a batch of concrete.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•The materials that are mixed at any one time constitute a batch.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Quality of concrete depends on the accuracy of the batching operation.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•However, thorough mixing is essential for complete blending of the materials that are required for the production of homogeneous, uniform concrete.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Inadequate mixing result in lower strength.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•There are 2 method for concrete mixing that is: </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"> a) hand mixing</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"> b) machine mixing</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•The biggest problem with concrete produced with construction mixers on site is quality control.</span></span><br />
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">HAND MIXING</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Uniformity more difficulty to be achieved</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Aggregate is spread in a uniform layer on a hard, clean & non porous basic.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Then cement is spread over the aggregate and dry material are mixed by turning over from one end of the heap to another & cutting with a shovel till the mix appear uniform.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Water is gradually added to the trough formed by the uniform dry mix.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•It involves usage of more labours compared concrete mixed using machine.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•The quality of mix is difficult to be controlled.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">MACHINE MIXING</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Ensure the concrete mixer is clean and have no left over concrete before start mixing new one.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•There are many types of machine for concrete mixing such as Tilting Type Mixer, Non-Tilting Type Mixer and Pan Mixer.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Machine mixing is efficient & economical compared to hand mixing.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•MIXING TIME</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Optimum length of mixing time depends on </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">a) type of mixer</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">b) size / condition of mixer</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">c) Speed of rotation </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">d) Quality of blending materials</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Uniformity of mix increase together in length of mixing time.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Long mixing times may cause some breakdown of the aggregate.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Lean, dry or harsh mixes require longer mixing times</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">•Concrete made with angular aggregates need more mixing than those made with rounded gravels.</span></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-18563476411918678112010-10-28T00:00:00.000-07:002012-10-04T09:19:57.141-07:00Geotechnical design methods for piles<div dir="ltr" style="text-align: left;" trbidi="on">
<span class="Apple-style-span" style="font-family: Arial; font-size: small;"><span class="Apple-style-span" style="font-size: 13px;"></span></span><span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">In order to separate their behavioural responses to applied pile load, soils are classified as either granular/noncohesive or clays/cohesive. The generic formulae used to predict soil resistance to pile load include empirical modifying factors which can be adjusted according to previous engineering experience of the influence on the accuracy of predictions of changes in soil type and other factors such as the time delay before load testing.</span><span style="color: black;"><o:p></o:p></span></span></span><br />
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;"> The load settlement response is composed of two separate components, the linear elastic shaft friction R<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">and non-linear base resistance R<sub><span class="Apple-style-span">b</span></sub>. The concept of the separate evaluation of shaft friction and base resistance forms the bases of "static or soil mechanics" calculation of pile carrying capacity. The basic equations to be used for this are written as:</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Q = Q<sub><span class="Apple-style-span">b</span></sub></span><span style="color: black;"> </span><span style="color: black;">+ Q<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">- W<sub><span class="Apple-style-span">p</span></sub></span><span style="color: black;"> </span><span style="color: black;">or</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">R<sub><span class="Apple-style-span">c</span></sub></span><span style="color: black;"> </span><span style="color: black;">= R<sub><span class="Apple-style-span">b</span></sub></span><span style="color: black;"> </span><span style="color: black;">+ R<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">- W<sub><span class="Apple-style-span">p</span></sub></span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">R<sub><span class="Apple-style-span">t</span></sub></span><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">= R<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">+ W<sub><span class="Apple-style-span">p</span></sub></span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><i><span style="color: black;"> </span></i><i><span style="color: black;">Where:</span></i><i><span style="color: black;"> </span></i><span style="color: black;">Q</span><i><span style="color: black;"> </span></i><span style="color: black;">= R<sub><span class="Apple-style-span">c</span></sub></span><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">= the ultimate compression resistance of the pile</span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Q<sub><span class="Apple-style-span">b</span></sub></span><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">= R<sub><span class="Apple-style-span">b</span></sub></span><span style="color: black;"> </span><span style="color: black;">= base resistance</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Q<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">= R<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">= shaft resistance</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">W<sub><span class="Apple-style-span">p</span></sub></span><span style="color: black;"> </span><span style="color: black;">= weight of the pile</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">R<sub><span class="Apple-style-span">t</span></sub></span><span style="color: black;"> </span><span style="color: black;">= tensile resistance of pile</span></span></span><br />
<a name='more'></a><span style="font-size: large;"><span style="color: black;"><o:p></o:p></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">In terms of soil mechanics theory, the ultimate skin friction on the pile shaft is related to the horizontal effective stress acting on the shaft and the effective remoulded angle of friction between the pile and the clay and the ultimate shaft resistance R<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">can be evaluated by integration of the pile-soil shear strength</span><span style="color: black;"> </span><span style="color: black;">t</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub><span style="color: black;"> </span><span style="color: black;">over the surface area of the shaft:</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><i><span style="color: black;">t</span></i><i><span style="color: black;"> </span></i><i><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub></i><i><span style="color: black;"> </span></i><i><span style="color: black;">= C<sub><span class="Apple-style-span">a</span></sub></span></i><i><span style="color: black;"> </span></i><i><span style="color: black;">+</span></i><i><span style="color: black;"> </span></i><i><span style="color: black;">s</span></i><i><span style="color: black;"> </span></i><i><sub><span style="color: black;"><span class="Apple-style-span">n</span></span></sub></i><i><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub></i><span style="color: black;">tan</span><span style="color: black;">f</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><i><span style="color: black;">Where:</span></i><i><span style="color: black;"> </span></i><i><span style="color: black;">s</span></i><i><span style="color: black;"> </span></i><i><sub><span style="color: black;"><span class="Apple-style-span">n</span></span></sub></i><i><span style="color: black;"> </span></i><i><span style="color: black;">= K<sub><span class="Apple-style-span">s</span></sub></span></i><i><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub></i><i><span style="color: black;">s</span></i><i><span style="color: black;"> </span></i><i><sub><span style="color: black;"><span class="Apple-style-span">v</span></span></sub></i><i><span style="color: black;"> </span></i></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><i><span style="color: black;">\</span></i><i><span style="color: black;"> </span></i><i><span style="color: black;">t</span></i><i><span style="color: black;"> </span></i><i><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub></i><i><span style="color: black;"> </span></i><i><span style="color: black;">= C<sub><span class="Apple-style-span">a</span></sub></span></i><i><span style="color: black;"> </span></i><i><span style="color: black;">+ K<sub><span class="Apple-style-span">S</span></sub></span></i><i><span style="color: black;"> </span></i><i><span style="color: black;"> </span></i><i><span style="color: black;">s</span></i><i><span style="color: black;"> </span></i><i><sub><span style="color: black;"><span class="Apple-style-span">v</span></span></sub></i><i><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub></i><i><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub></i><span style="color: black;">tan</span><span style="color: black;">f</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">where: p = pile perimeter<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">L = pile length<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">f</span><span style="color: black;"> </span><span style="color: black;">= angle of friction between pile and soil<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">K<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">= coefficient of lateral pressure<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">the ultimate bearing capacity, R<sub><span class="Apple-style-span">b,</span></sub></span><span style="color: black;"> </span><span style="color: black;">of the base is evaluated from the bearing capacity theory:<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;"><v:shape alt="" id="_x0000_i1026" style="height: 18pt; width: 186pt;" type="#_x0000_t75"><o:p></o:p></v:shape></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">A<sub><span class="Apple-style-span">b</span></sub></span><span style="color: black;"> </span><span style="color: black;">= area of pile base<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">C = undrained strength of soil at base of pile<o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">N<sub><span class="Apple-style-span">C</span></sub></span><span style="color: black;"> </span><span style="color: black;">= bearing capacity factor</span></span></span></div>
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<tr> <td style="padding: 0.75pt; width: 50%;" width="50%"><span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><br /></span></span></td><td style="padding: 0.75pt; width: 50%;" width="50%"><div class="MsoNormal" style="line-height: normal; margin-bottom: 0in;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">……………………………………………4.1<o:p></o:p></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Nevertheless, in practise, for a given pile at a given site, the undrained shear strength C<sub><span class="Apple-style-span">a</span></sub></span><span style="color: black;"> </span><span style="color: black;">varies considerably with many factors, including, pile type, soil type, and methods of installations.</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Ideally, C<sub><span class="Apple-style-span">a</span></sub></span><span style="color: black;"> </span><span style="color: black;">should be determined from a pile-load test, but since this is not always possible, C<sub><span class="Apple-style-span">a</span></sub></span><span style="color: black;"> </span><span style="color: black;">is correlated with the undrained cohesion C<sub><span class="Apple-style-span">u</span></sub></span><span style="color: black;"> </span><span style="color: black;">by empirical adhesion factor</span><span style="color: black;"> </span><span style="color: black;">a</span><span style="color: black;"> </span><span style="color: black;">so that the general expression in e.q. (4-1) could be simplified to the following expression:</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<tr> <td style="padding: 0.75pt; width: 57%;" width="57%"><div align="center" class="MsoNormal" style="line-height: normal; text-align: center;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><v:shape alt="" id="_x0000_i1028" style="height: 40.5pt; width: 335.25pt;" type="#_x0000_t75"><o:p></o:p></v:shape></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><v:shape alt="" id="_x0000_i1029" style="height: 24pt; width: 151.5pt;" type="#_x0000_t75"><o:p></o:p></v:shape></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">……………………………………………4.2<o:p></o:p></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Where: W<sub><span class="Apple-style-span">s</span></sub></span><span style="color: black;"> </span><span style="color: black;">= weight of soil replaced by the pile</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;"><v:shape alt="" id="_x0000_i1030" style="height: 21pt; width: 12pt;" type="#_x0000_t75"></v:shape></span><span style="color: black;">=average value of shear strength over the whole shaft length</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;"><br />
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><b><i><span style="color: black;">1 The undrained load capacity (total stress approach)</span></i></b><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><b><i><span style="color: black;"><br />
</span></i></b></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">For piles in clay, the undrained load capacity is generally taken to be the critical value unless the clay is highly over consolidated. If the undrained or short-term ultimate load capacity is to be computed, the soil parameters C,</span><span style="color: black;"> </span><span style="color: black;">q</span><span style="color: black;"> </span><span style="color: black;">,</span><span style="color: black;">a</span><span style="color: black;"> </span><span style="color: black;">,</span><span style="color: black;"> </span><span style="color: black;">g</span><span style="color: black;">should be appropriate to undrained conditions and</span><span style="color: black;"> </span><span style="color: black;">s</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">v</span></span></sub><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">and</span><span style="color: black;"> </span><span style="color: black;">s</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">vb</span></span></sub><span style="color: black;"> </span><span style="color: black;">should be the total stresses. If the clay is saturated</span><span style="color: black;"> </span><span style="color: black;">, the undrained angle of friction</span><span style="color: black;"> </span><span style="color: black;">f</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">u</span></span></sub><span style="color: black;"> </span><span style="color: black;">is zero, and</span><span style="color: black;"> </span><span style="color: black;">f</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub><span style="color: black;"> </span><span style="color: black;">(angle of friction between pile and soil) may also be taken as zero. In addition, N<sub><span class="Apple-style-span">q</span></sub></span><span style="color: black;"> </span><span style="color: black;">= 1, N</span><span style="color: black;">g</span><span style="color: black;"> </span><span style="color: black;">= 1, so that the eq in(4-1) reduces to:</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<tr> <td style="padding: 0.75pt; width: 49%;" width="49%"><div align="center" class="MsoNormal" style="line-height: normal; text-align: center;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><v:shape alt="" id="_x0000_i1031" style="height: 36.75pt; width: 189.75pt;" type="#_x0000_t75"><o:p></o:p></v:shape></span></span></div>
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><br /></span></span></td> <td style="padding: 0.75pt; width: 51%;" width="51%"><div class="MsoNormal" style="line-height: normal; text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">……………………………………………4.3<o:p></o:p></span></span></div>
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</tbody></table>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Where: N<sub><span class="Apple-style-span">c</span></sub>, N<sub><span class="Apple-style-span">q</span></sub>, N</span><span style="color: black;">g</span><span style="color: black;"> </span><span style="color: black;">,= bearing capacity factors and are functions of the internal angle of friction</span><span style="color: black;"> </span><span style="color: black;">f</span><span style="color: black;"> </span><span style="color: black;">of the soil, the relative compressibility of the soil and the pile geometry.</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;"><br />
</span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><b><i><span style="color: black;">2 Drained load capacity (effective stress approach)</span></i></b><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">For piles installed in stiff, over consolidated clays, the drained load capacity is taken as design criterion. If the simplified assumption is made that the drained pile-soil adhesion C</span><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub><span style="color: black;"> </span><span style="color: black;">is zero and that the term in eq (4-1)…involving N<sub><span class="Apple-style-span">c</span></sub>, N</span><span style="color: black;">g</span><span style="color: black;">ignoring the drained ultimate bearing capacity of the pile may be expressed as :</span><span style="color: black;"><o:p></o:p></span></span></span></div>
<table border="0" cellpadding="0" class="MsoNormalTable" style="margin-left: 0px; margin-right: 0px; text-align: left; width: 93%;"><tbody>
<tr> <td style="padding: 0.75pt; width: 58%;" width="58%"><div align="center" class="MsoNormal" style="line-height: normal; text-align: center;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><v:shape alt="" id="_x0000_i1032" style="height: 36pt; width: 245.25pt;" type="#_x0000_t75"><o:p></o:p></v:shape></span></span></div>
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><br /></span></span></td> <td style="padding: 0.75pt; width: 42%;" width="42%"><div class="MsoNormal" style="line-height: normal; text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">……………………………………………4.4<o:p></o:p></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Where: s</span><span style="color: black;"> </span><sub><span style="color: black;"><span class="Apple-style-span">v,</span></span></sub><span style="color: black;"> </span><span style="color: black;">and s </span><sub><span style="color: black;"><span class="Apple-style-span">vb</span></span></sub><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">= effective vertical stress at depth z respective at pile base</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">f </span><sub><span style="color: black;"><span class="Apple-style-span">a</span></span></sub><span style="color: black;">,= effective angle of friction between pile/soil and implied can be taken as f </span><span style="color: black;"> ,</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">N<sub><span class="Apple-style-span">q</span></sub></span><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">which is dependant up on the values of f </span><span style="color: black;"><span class="Apple-style-span"> </span></span><span style="color: black;">may be taken to be the same as for piles in sand, and can be decided </span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><b><i><span style="color: black;"><br />
</span></i></b></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><b><i><span style="color: black;">3 Pile in sand</span></i></b><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">If the pile soil adhesion C<sub><span class="Apple-style-span">a</span></sub></span><span style="color: black;"> </span><span style="color: black;">and term N<sub><span class="Apple-style-span">c</span></sub></span><span style="color: black;"> </span><span style="color: black;">are taken as zero in e.q (4-1)… and the terms 0.5</span><span style="color: black;">g</span><span style="color: black;"> </span><span style="color: black;">d N</span><span style="color: black;">g</span><span style="color: black;"> </span><span style="color: black;">is neglected as being small in relation to the term involving N</span><span style="color: black;">g</span><span style="color: black;"> </span><span style="color: black;">, the ultimate load capacity of a single pile in sand may be expressed as follows:</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><v:shape alt="" id="_x0000_i1033" style="height: 36pt; width: 270.75pt;" type="#_x0000_t75"><o:p></o:p></v:shape></span></span></div>
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><br /></span></span></td> <td style="padding: 0.75pt; width: 44%;" width="44%"><div class="MsoNormal" style="line-height: normal; text-align: left;">
<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">……………………………………………4.5<o:p></o:p></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">Where: s </span><sub><span style="color: black;"><span class="Apple-style-span">v,</span></span></sub><span style="color: black;"> </span><span style="color: black;">and s </span><sub><span style="color: black;"><span class="Apple-style-span">vb</span></span></sub><sub><span style="color: black;"><span class="Apple-style-span"> </span></span></sub><span style="color: black;">= effective vertical stress at depth z respective at pile base</span><span style="color: black;"><o:p></o:p></span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span style="color: black;">F<sub><span class="Apple-style-span">w</span></sub></span><span style="color: black;"> </span><span style="color: black;">= correction factor for tapered pile ( = 1 for uniform diameter)</span></span></span><span style="color: black; font-family: "Times New Roman","serif"; font-size: 13.5pt; mso-fareast-font-family: "Times New Roman";"><o:p></o:p></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-51604666367843425002010-10-27T23:35:00.000-07:002012-10-04T08:49:31.863-07:00METHOD FOR PULLOUT TEST FOR PILES<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Pile to be tested shall be chipped off and dressed to natural horizontal plane till sound concrete is met or till up to cut off level. Arrangement shall be made to fix the four dial gauges / LVDT set on periphery of the pile.</span></span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Reinforcement bars or special anchor bars shall be used for anchoring of girder with test pile as per design.<o:p></o:p></span></span></span><!--[endif]--></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Supports shall be built as per design &requirement at both sides of test piles. The reaction to pull out will be generated from these supports (as per design), which shall be at least 3 D away from the test pile periphery, where D is the diameter of test pile.<o:p></o:p></span></span></span><!--[endif]--></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Girder of sufficient length & section (as per design) shall be placed over test pile with center coinciding with center of test pile. Both ends of girder shall be temporarily supported to accommodate the hydraulic jacks & bearing plates kept over reaction supports.</span></span></span><br />
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Girder shall be anchored with reinforcement bars or anchor bars with test pile as per design.<o:p></o:p></span></span></span><!--[endif]--></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Datum bars parallel to girder, rested on immovable support shall be fixed at a distance of 3D (subject to minimum 1.5 m) from the edge of the pile on both sides, where D is the diameter of pile. Datum bars should not be disturbed during Test period. <o:p></o:p></span></span></span><!--[endif]--></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Four nos, of Dial Gauges of 0.01 mm sensitivity to measure the upward deflection of the pile shall be fixed with datum bars and needle of gauge shall be touched to the arrangement made on periphery of pile. Small glass piece shall be placed below needle of dial gauge to get smooth surface.<o:p></o:p></span></span></span><!--[endif]--></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">Hydraulic jack shall be placed over reaction supports at both sides of test pile. Bearing plate of sufficient size & thickness shall be placed at bottom & top of Hydraulic jacks. Hydraulic jack shall be connected to manifold which in turn shall be connection to Hydraulic pump fitted with calibrated pressure Gauge to read the applied pressure.<o:p></o:p></span></span></span><!--[endif]--></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">After completion of all above arrangement, load shall be applied in following manner;<o:p></o:p></span></span></span><!--[endif]--></div>
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<!--[endif]--><span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">The test shall be carried out by applying a load in stages, each increment being 20% of safe load on the pile (exact percentage of increment of load depends on ram diameter of jack & least count of Pressure Gauge). <o:p></o:p> </span></span></span></div>
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<!--[endif]--><span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">For each stage of loading, the load shall be maintained till rate of displacement is either 0.1mm in first 30 minutes or 0.2mm in first one hour or till 2 hours whichever occurs first. The settlement shall be noted at each stage of loading.<o:p></o:p> </span></span></span></div>
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<!--[endif]--><span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;"><span class="Apple-style-span">The full test load shall be maintained for 24 hours and settlement shall be measure at every one-hour interval.<o:p></o:p> </span></span></span></div>
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<span style="font-family: inherit;"><span style="font-size: small;"><span class="Apple-style-span"><span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Unloading of test load shall be started after 24 hours of observation. Unloading shall be done in same and rebound shall be measured at each stage of unloading. </span></span><o:p></o:p></span></span></span></div>
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<span style="font-family: "Times New Roman","serif";"><span class="Apple-style-span" style="color: #3d85c6;"><span style="font-family: inherit;"><span style="font-size: small;"><span style="color: black;">…………………………</span></span></span>……………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………</span>………. <o:p></o:p></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com1tag:blogger.com,1999:blog-3852998013304137347.post-91824348981396596962010-10-27T03:52:00.000-07:002012-10-04T09:19:29.895-07:00High-volume fly ash (HVFA) Concrete<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;"><span class="Apple-style-span">Typically, concrete made with fly ash will be slightly lower in strength than straight cement concrete up to 28 days, equal strength at 28 days, and substantially higher strength within a year’s time. Thus, fly ash concrete achieves significantly higher ultimate strength than can be achieved with conventional concrete.</span></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;"><span class="Apple-style-span">Fly Ash concrete is more durable than normal concrete made with ordinary Portland Cement.However, present specifications of 28 day strength do not allow taking full advantage of benefits that Fly Ash concrete offers. Developing sustainable concrete structures to last 100 years or more can require extending the common 28-day strength specifications. With extended age strength parameters, better, more durable concrete can be achieved.</span></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;"><br /></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">It is important to note that extended strength parameters are not suitable for every application. However, if extended age strengths are acceptable, higher percentages of fly ash can be used. With the right expertise, mix designs can be amended to reflect a percentage of strength at designated time-frames with an ultimate strength overall. Utilizing the experience of the local ready mix producer, proper mix designs can be developed to optimize the projects timeline in order to achieve the highest quality concrete for the project.</span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">In normal Fly Ash Concrete, the <i>ash replacement</i> (for Cement) <i>is usually in range of</i> 10-25%. IS 1489 ( Part 1 ) : 1991 (Indian Standard Portland-Pozzolana Cement – Specification : Fly Ash Based) specifies that the fly ash constituent in Portland-pozzolana cement shall not be less than 10 percent and not more than 25 percent by mass of Portland-pozzolana cement.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">In High-volume fly ash (HVFA) Concrete, <i>the ash replacement is more than usual, and in many cases, exceeds a 50% weight replacement for cement</i>. So, technically, there is a higher than normal volume of ash within the mix design, and because of the specific gravity difference between cement and a standard fly ash , the volume of total cementitious material can increase.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">HVFA concrete (i.e. High Volume Fly Ash Concrete) can be used in a variety of structural applications. It has been proven as a technology that can accommodate sustainable development and improve the lifespan and performance of structures. With advances in admixture technology and proper proportioning, HVFA mix designs can have characteristics identical to typical concrete.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">In 1981, long before using HVFA concrete in structural applications was an accepted practice, architects used concrete with 40% fly ash in the seawater holding tanks in the Monterrey Bay Aquarium (U.S.A) for durability considerations. Since then, concrete throughout U.S.A has regularly utilized 20% to 35% fly ash.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">The desire from the environmentally conscious community to mitigate greenhouse gas emissions has resulted in a movement to allow higher fly ash contents than would have been thought possible a few short years ago. In fact, specifiers are now regularly asking for higher fly ash content for performance and environmental reasons. This movement is forcing the concrete industry to research the nature and performance of local materials that allow HVFA concrete to perform as needed.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">Performance of HVFA concrete is directly related to performance of local materials. Because of this, proportions of HVFA concrete vary from location to location. As with all concrete utilized in construction, field verification testing and trial placements should be used to make sure HVFA concrete performance meets project needs.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">Admixtures: Aggregate proportioning techniques that take advantage of the workability offered by HVFA generate a least voids condition in concrete, which complements the water reducing action of fly ash.</span></span><br />
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;"><o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">Concurrent with the demand for higher fly ash contents, mid-range and high-range chemical admixtures have been developed to further enhance water-reducing action without causing an unacceptable delay in setting time. Non-chloride set accelerating admixtures have proven useful for controlling set time within contractor requirements for finishing time.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">Appropriate Applications: HVFA concrete can be used in a variety of structural applications. Fly ash has not only been used regularly in massive concrete applications, but has been used in columns, shear walls, and floor slabs as well. Even though technology has improved HVFA concrete performance, some mixtures may be inappropriate for certain applications requiring very early age performance. Mixtures with 25% to 55% fly ash may be acceptable, depending upon conditions, for mass concrete and foundation applications.<o:p></o:p></span></span></div>
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<span style="font-family: Times,"Times New Roman",serif;"><span style="font-size: large;">Where higher percentages of ash are used, the age of strength acceptance may need to be extended to 56 or 90 days. Column and shear wall work can generally accept 30% to 35% fly ash, especially when time of form-stripping is of concern. Higher cement content (20% to 30% depending on circumstances) may be required to provide appropriate finishing time for slab on metal deck exposed to cool temperatures and for achieving strength of 3000 psi (i.e. 21 N/mm2) at three days of age for post-tensioned concrete applications.<o:p></o:p></span></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-34177159665718381272010-10-27T03:37:00.000-07:002012-10-04T09:08:59.765-07:00Advantages of use of Fly Ash in Concrete<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Benefits/Advantages of use of Fly Ash in concrete are tabulated below:</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">1 Enhances Concrete Workability: The “ball-bearing” effect of fly ash particles creates a lubricating action when concrete is in its plastic state. This creates benefits in:</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(i) Ease of Pumping Pumping requires less energy and longer pumping distances are possible.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(ii) Improved Finishing : Sharp, clear architectural definition is easier to achieve, with less worry about in-place integrity. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(iii) Reduced Bleeding : Fewer bleed channels decrease permeability and chemical attack. Bleed streaking is reduced for architectural finishes.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(iv) Reduced Segregation</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">2 Increasing Concrete Performance: In its hardened state, fly ash creates additional benefits for concrete, including: </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(i) Higher Strength : Fly ash continues to combine with free lime, increasing compressive strength over time. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(ii) Decreased Permeability : Increased density and long term pozzolanic action of fly ash, which ties up free lime, results in fewer bleed channels and decreases permeability </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(iii) Increased Durability : Dense fly ash concrete helps keep aggressive compounds on the surface, where destructive action is lessened. Fly ash concrete is also more resistant to attack by sulfate, mild acid, soft (lime hungry) water, and seawater. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(iv) Reduced Sulfate Attack : Fly ash ties up free lime that can combine with sulfates to create destructive expansion. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(v) Reduced Corrosion : By decreasing concrete permeability, fly ash can reduce the rate of ingress of water, corrosive chemicals and oxygen — thus protecting steel reinforcement from corrosion and its subsequent expansive result. .</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(v) Reduced Efflorescence : Fly ash chemically binds free lime and salts that can create efflorescence, and dense concrete holds efflorescence producing compounds on the inside. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(vi) Reduced Shrinkage : The largest contributor to drying shrinkage is water content. The lubricating action of fly ash reduces water content and drying shrinkage. .</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(vii) Reduced Heat of Hydration : The pozzolanic reaction between fly ash and lime generates less heat, resulting in reduced thermal cracking when fly ash is used to reduce portland cement. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(viii) Reduced Alkali Silica Reactivity : Fly ash combines with alkalis from cement that might otherwise combine with silica from aggregates, causing destructive expansion. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(ix) Increased Resistance to Freezing and Thawing </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">3 Environmental Benefits:</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(i) Conserves natural resources : Using recovered fly ash conserves natural resources by eliminating the need to produce new raw materials. .</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(ii) Conserved Landfill Space : Conserving landfill space by utilizing fly ash is an obvious environmental benefit. Just 1 ton of fly ash use avoids landfill requirement corresponding to 455 days of solid waste produced by an average American. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">(iii) Reduces greenhouse gas emission Fly ash use can also significantly decrease greenhouse gas emissions. When fly ash is used to replace cement, it reduces the need for cement production — a highly energy-intensive process that also creates significant amounts of greenhouse gases. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Reducing cement production reduces greenhouse gas emissions on almost a ton for ton basis.Production of one ton of cement emits about one ton of carbon dioxide. In many circumstances, a ton of fly ash can be used to displace a ton of cement. </span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Experts estimate that cement production accounts for about 5 percent of carbon dioxide emissions from human sources. If all of the fly ash generated in the United States each year were used to replace cement in producing concrete, the reduction in carbon dioxide released because of decreased cement production would be equivalent to eliminating 25 percent of the world’s motor vehicles. .</span></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-35110690334404087602010-10-27T03:21:00.000-07:002012-10-04T09:08:06.457-07:00What is Fly Ash?<div dir="ltr" style="text-align: left;" trbidi="on">
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Power plants fueled by coal produce a significant quantity of the electricity we consume in the world today. But in addition to electricity, these plants produce a material that is fast becoming a vital ingredient for improving the performance of a wide range of concrete products. That material is fly ash. Fly ash is also produced as a by product from industrial plants using pulverized coal or lignite as fuel for the boilers.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Coal is not all carbon. Coal also contains quantities of non-combustible minerals. When coal is consumed in a power plant to generate electricity, it is first ground to the fineness of powder. Blown into the power plant’s boiler, the carbon is consumed — leaving molten particles rich in silica, alumina and calcium. These particles solidify as microscopic, glassy spheres that arecollected from the power plant’s exhaust before they can “fly” away — hence the product’s name: Fly Ash. Fly ash particles are glassy, spherical shaped “ball bearings” — typically finer than cement particles.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Fly ash (also known as Pulverised fuel ash/chimney ash/hopper ash) constitutes about 80 percent of the total ash generated in the power plant. Thebalance about 20 percent of ash gets collected at the bottom of the boiler and is taken out by suitable technologies and is referred as bottom ash (shown on left). Bottom ash – a heavier ash particle that falls to the “bottom” of power plant boilers – can be used in structural fill applications and as aggregate for manufacturing concrete blocks.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">When fly ash alone or alongwith bottom ash is carried to storage or deposition lagoon or pond in the form of water slurry and deposited, it is termed as pond ash. Whereas if fly ash, alone or alongwith bottom ash is carried to a storage or deposition site in dry form and deposited, it is termed as mound ash.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">Fly ash can be used in a variety of structural and low strength fill applications. It can be used as a mineral filler for paints, shingles, carpet backing and other products. It can be used in manufacturing mortars and stuccos. It even has various agricultural applications. But the largest application for fly ash is in the production of concrete.</span></span></div>
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<span style="font-size: large;"><span style="font-family: Times,"Times New Roman",serif;">The substitution rate of fly ash for portland cement will vary depending upon the chemical composition of both the fly ash and the portland cement. The rate of substitution typically specified is a minimum of 1 to 1 ½ pounds of fly ash to 1 pound of cement. It should be noted that theamount of fine aggregate will have to be reduced to accommodate the additional volume of fly ash. This is due to fly ash being lighter than the cement.</span></span></div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-9403316110443306392010-10-25T05:15:00.000-07:002010-10-25T05:17:17.947-07:00Flue gasesFlue gas is usually composed of carbon dioxide (CO2) and water vapor as well as nitrogen and excess oxygen remaining from the intake combustion air.<br />It also contains a small percentage of pollutants such as particulate matter, carbon monoxide, nitrogen oxides and sulfur oxides. <br />The flue gas stacks are often quite tall, up to 400 meters (1300 feet) or more, so as to disperse the exhaust pollutants over a greater area and thereby reduce the concentration of the pollutants to the levels required by governmental environmental policy and environmental regulation.<br /><br />Flexible bellow inserted at strategic positions in the flues and ducts.<br />Provided to take up the thermal movement of the flues and ducts<br />Insures that this movement is not transmitted to the casings of fans, precipitators, air heaters<br />Anchors are designed to transmit all loads and thrusts to the supporting steelwork or foundation.<br /><br />Expansion joints can be either metallic or non-metallic fabrics<br />In case of more relative movements of ducts fabric expansion joints are used.Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-19003556968084313782010-10-25T05:06:00.000-07:002012-10-04T09:45:48.809-07:00Windshield<div dir="ltr" style="text-align: left;" trbidi="on">
<a href="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEjVTuSsFkThplH-H-pmLcAaEHAgf8w5uwT8REvU8lUkETLxox2AnUy4S29zRPMCvKc-tD2zU3qhR8nWNZS9YpcUe-X2-m9HevJKqlQ2KMr6SC43besH-4Ew0Ctwr80FdAhW7_v0v9SaWruF/s1600/Picture5.jpg" onblur="try {parent.deselectBloggerImageGracefully();} catch(e) {}"><img alt="" border="0" id="BLOGGER_PHOTO_ID_5531955225559943842" src="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEjVTuSsFkThplH-H-pmLcAaEHAgf8w5uwT8REvU8lUkETLxox2AnUy4S29zRPMCvKc-tD2zU3qhR8nWNZS9YpcUe-X2-m9HevJKqlQ2KMr6SC43besH-4Ew0Ctwr80FdAhW7_v0v9SaWruF/s320/Picture5.jpg" style="cursor: hand; cursor: pointer; display: block; height: 320px; margin: 0px auto 10px; text-align: center; width: 306px;" /></a><br />
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The outer RCC shell which encloses the flue ducts is called windshield. This is the main supporting structure for flue ducts and it resists air pressure. Slip form construction method is used for the construction of large height windshields. </div>
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Slipform Chimney Construction "Slipform" assembly : it is an extremely complicated form. A lot of controlled functions are especially designed to adjust this form's diameter, taper and the poured shell thickness, Below is a summary of some key construction features:</div>
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1. The form rises non-stop (continuously) at a rate of approx 1 foot/hour</div>
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2. Each Jack is mounted to a yoke, to which is secured the inside and outside form sheets and the working platforms.</div>
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3. Each Jackrod is removed upon completion of the shell. To protect from water entrainment after the chimney is completed, the jack rod voids are capped top and bottom with grout. </div>
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4. Radiused walers extend between the yoke frames on both the outside and the inside surfaces of the concrete wall, and additional form sheets (which lap the sheets fixed to the yokes) will be attached to these walers. . </div>
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5. The diameter of the slipform assembly is controlled by a radial adjustment fitted to each yoke frame, and the taper of the column or slope of the wall is set by an adjustment at the top of each yoke frame. </div>
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6. The thickness of the concrete wall will be controlled by adjustments that are secured to the inside form sheets and the yoke frames.</div>
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7. The construction of the shaft, that is the slipping of the form, is usually carried out continuously on a 24-hour day, 5-day week basis, with a temporary shutdown each weekend.</div>
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8. Cast-in inserts are not installed due to great difficulty experienced in the industry when a slipform is used. The practice is to anchor all interior and exterior securements (For balconies, fixtures, and accessory items) using Bulldog (or equal) self-drilling expansion shields.</div>
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9. It is the usual practice of the slipform construction team to require the customer to provide centerline markings for starting the chimney, such as lines to demarcate the orientation of chimney centerpoint, flue, access,or other openings, as well as foundation slab elevation data.</div>
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10. Hoisting the work personnel to the top platform of the slipform is based on the utilization of a "man-cage" rigged with cable grabbers and two guide cables, so that in the event of a hoist line cable breakage, the grabbers would actuate and suspend the cage from the guide cables. This man-cage is typically operated by a safety hoist, equipped with limit switches and operated under power in both directions. The customer supplies the hoist, if there is no acceptance of this lifting system.</div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-39717203024592655092010-10-25T05:03:00.000-07:002010-10-25T05:05:49.254-07:00Pile and pile cap<a onblur="try {parent.deselectBloggerImageGracefully();} catch(e) {}" href="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEg3ljZzabBz7Mp8qPDk8oqltGSHQ6t0Q0DfOCc1WgJmmPOMIAjLe6OsaDz19cyQ_n8CpZclJHAHCDQ8v414yv3W7W5D9avI8XeTHIgIs428CrGID5Ekryv-9t8Wp-wLySGjNol04puw-JN2/s1600/Picture4.jpg"><img style="display:block; margin:0px auto 10px; text-align:center;cursor:pointer; cursor:hand;width: 320px; height: 252px;" src="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEg3ljZzabBz7Mp8qPDk8oqltGSHQ6t0Q0DfOCc1WgJmmPOMIAjLe6OsaDz19cyQ_n8CpZclJHAHCDQ8v414yv3W7W5D9avI8XeTHIgIs428CrGID5Ekryv-9t8Wp-wLySGjNol04puw-JN2/s320/Picture4.jpg" border="0" alt=""id="BLOGGER_PHOTO_ID_5531953647719996562" /></a><br />In case of soil having less bearing capacity we generally go for pile foundation.<br />In this type of foundation piles rest on firm strata. Piles are driven in different circular rings.<br /><br />Pile cap is casted above these piles, thickness of which depends upon bearing capacity of soil and height of chimney.Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-41025689086456674912010-10-25T04:57:00.000-07:002012-10-04T09:47:33.316-07:00Flue duct<div dir="ltr" style="text-align: left;" trbidi="on">
<a href="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEi0vVPmZ8lzybYYRvNGXf2UGt91ARpQThEqkOsxySq7vQVXZ83-vqfNPTaG01eOs98uC2O_QCK8vEVNxsr9i_GN7NkpLtVoJTM9Ajb0rY4WJjz8Vj5SNzuKbezZsfEXGtxubBFzZsmg69m9/s1600/Picture3.jpg" onblur="try {parent.deselectBloggerImageGracefully();} catch(e) {}"><img alt="" border="0" id="BLOGGER_PHOTO_ID_5531952153827060642" src="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEi0vVPmZ8lzybYYRvNGXf2UGt91ARpQThEqkOsxySq7vQVXZ83-vqfNPTaG01eOs98uC2O_QCK8vEVNxsr9i_GN7NkpLtVoJTM9Ajb0rY4WJjz8Vj5SNzuKbezZsfEXGtxubBFzZsmg69m9/s320/Picture3.jpg" style="cursor: hand; cursor: pointer; display: block; height: 320px; margin: 0px auto 10px; text-align: center; width: 242px;" /></a><br />
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A flue is a duct or pipe for conveying exhaust gases from a fireplace, furnace or boiler to the outer atmosphere. They usually operate by buoyancy, also known as the stack effect, or the combustion products may be 'induced' via a blower. Important criteria in ducts design are:</div>
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1.Normal gas velocity to prevent the entrained dust falling and collecting in the flue.</div>
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2.Withstand a depth of dust equal to 10-20% of the duct height.</div>
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3.Change in cross sectional area gradual</div>
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4.Gas velocity and temperature distribution must be uniform at the entry to heat exchangers and dust collectors.</div>
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5.Flow in to bend should be even</div>
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6.The inner radius of the bend should be as large as the layout permits.</div>
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7.Flow splitters should be provided at bends.</div>
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8.Flues should be as tight as possible so that </div>
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It will reduce the temperature of the metal around the leak, leading to corrosion.</div>
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With reduction in stream temp. gas density and weight both increases which increases the fan power consumption and decrease in draught.</div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-3948296961693445732010-10-25T04:48:00.000-07:002012-10-04T09:48:19.265-07:00Induced Draught Systems<div dir="ltr" style="text-align: left;" trbidi="on">
<a href="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEj1_NDt33mDaI9p_51Nm70W_bRNn3yrFUqcRyFU4tfmA9TM-qVL81foLqz658tlyOiXIvNOSBMdrTAYfU8QnsLpo_Ugd5mxMUU58R19XG-dy-d-EKTBsWtLXe6FSQ9bGzwHC2mdBzhoPVFy/s1600/Picture2.jpg" onblur="try {parent.deselectBloggerImageGracefully();} catch(e) {}"><img alt="" border="0" id="BLOGGER_PHOTO_ID_5531950815256103394" src="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEj1_NDt33mDaI9p_51Nm70W_bRNn3yrFUqcRyFU4tfmA9TM-qVL81foLqz658tlyOiXIvNOSBMdrTAYfU8QnsLpo_Ugd5mxMUU58R19XG-dy-d-EKTBsWtLXe6FSQ9bGzwHC2mdBzhoPVFy/s320/Picture2.jpg" style="cursor: hand; cursor: pointer; display: block; height: 264px; margin: 0px auto 10px; text-align: center; width: 320px;" /></a><br />
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The flow of gases through a boiler can be achieved by creating draught in the following two methods</div>
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Natural draught</div>
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Mechanised draught</div>
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Mechanised draught can be of three type again</div>
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a. forced draught system</div>
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b. induced draught system</div>
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c. balanced draught system</div>
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Induced draught system</div>
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(I.D. fan) Steam turbine or electric motor driven fan which develops negative draft within the boiler to pull the hot exhaust gases through the boiler. This results in a furnace pressure lower than atmosphere and effects the flow of air. Due to this air can be drawn into the boiler setting through any opening.</div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-30076913741744080792010-10-25T04:38:00.000-07:002012-10-04T09:49:15.698-07:00Chimney<div dir="ltr" style="text-align: left;" trbidi="on">
<a href="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEhpP3U76BfMAq_4YsOwiyTdzZaSl1LLpg9NpGqNe4UnDrhCtNOliEtnnYZMzBlmy-R-ednAlZ3ef4aVYukFOHUYbeXgErvxPUmSP3x8ebHgndyQfSYbBZAzLE5w10B_nF8jzYzue8mOxMLU/s1600/Picture1.jpg" onblur="try {parent.deselectBloggerImageGracefully();} catch(e) {}"><img alt="" border="0" id="BLOGGER_PHOTO_ID_5531948924459084498" src="https://blogger.googleusercontent.com/img/b/R29vZ2xl/AVvXsEhpP3U76BfMAq_4YsOwiyTdzZaSl1LLpg9NpGqNe4UnDrhCtNOliEtnnYZMzBlmy-R-ednAlZ3ef4aVYukFOHUYbeXgErvxPUmSP3x8ebHgndyQfSYbBZAzLE5w10B_nF8jzYzue8mOxMLU/s320/Picture1.jpg" style="cursor: hand; cursor: pointer; display: block; height: 320px; margin: 0px auto 10px; text-align: center; width: 240px;" /></a><br />
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A chimney is a structure for venting hot flue gases or smoke from a boiler, furnace or fireplace to the outside atmosphere. Chimneys are typically vertical, to ensure that the gases flow smoothly, drawing air into the combustion in what is known as the stack or chimney effect. The space inside a chimney is called a flue. A chimney can be single flue or multi flue.</div>
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In a multi flue chimney several flues are enclosed within a circular reinforced concrete wind shield. There are Two types of multi flue chimney:</div>
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1. It can be one With independent concrete shafts with lining for each boiler enclosed within a concrete windshield. Floors are provided in the inter space between the chimneys and the windshield at intervals for access.</div>
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2. In another type of multiflue chimney a reinforced concrete windshield encloses flues formed only of lining brickwork. The section of flue brickwork are carried on a series of floors and beams support these load bearing floors.</div>
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Major parts of chimney</div>
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1.<a href="http://powerplantcivilengg.blogspot.com/2010/10/induced-draught-systems.html">Draught system</a></div>
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2.<a href="http://powerplantcivilengg.blogspot.com/2010/10/flue-duct.html">Flue Duct</a>(with insulation material)</div>
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3.<a href="http://powerplantcivilengg.blogspot.com/2010/10/pile-and-pile-cap.html">Foundation</a>(pile and pile cap)</div>
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4.Concrete <a href="http://powerplantcivilengg.blogspot.com/2010/10/windshield.html">Wind shield</a></div>
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5.<a href="http://powerplantcivilengg.blogspot.com/2010/10/flue-gases.html">Flue gasses</a> inlet </div>
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6.Elevator </div>
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7.walkway Platforms </div>
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8.Structural steel staircase </div>
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9.Control room and motor room at bottom level</div>
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10.All electrical fittings and necessary devices</div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-48968388309251304762010-10-25T03:46:00.000-07:002012-10-04T09:49:54.012-07:00List of Power Plants in India<div dir="ltr" style="text-align: left;" trbidi="on">
<a href="http://www.energymanagertraining.com/Plot/images/Power.jpg" onblur="try {parent.deselectBloggerImageGracefully();} catch(e) {}"><img alt="" border="0" src="http://www.energymanagertraining.com/Plot/images/Power.jpg" style="display: block; height: 1739px; margin: 0px auto 10px; text-align: center; width: 726px;" /></a></div>
Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-43659087844423291352010-10-25T00:02:00.000-07:002012-10-04T10:16:37.450-07:00All about Power Plant<div dir="ltr" style="text-align: left;" trbidi="on">
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A means for converting stored energy into work. Stationary power plants such as electric generating stations are located near sources of stored energy, such as coal fields or river dams, or are located near the places where the work is to be performed, as in cities or industrial sites. Power plants range in capacity from a fraction of a horsepower (hp) to over 106 kW in a single unit. Large power plants are assembled, erected, and constructed on location from equipment and systems made by different manufacturers. Smaller units are produced in manufacturing facilities.</div>
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Most power plants convert part of the stored raw energy of fossil fuels into kinetic energy of a spinning shaft. Some power plants harness nuclear energy. Elevated water supply or run-of-the-river energy is used in hydroelectric power plants. For transportation, the plant may produce a propulsive jet, as in some aircraft, instead of the rotary motion of a shaft. Other sources of energy, such as fuel cells, winds, tides, waves, geothermal, ocean thermal, nuclear fusion, photovoltaics, and solar thermal, have been of negligible commercial significance in the generation of power despite their magnitudes. </div>
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There is no practical way of storing the mechanical or electrical output of a power plant in the magnitudes encountered in power plant applications, although several small-scale concepts have been researched. As of now, however, the output must be generated at the instant of its use. This results in wide variations in the loads imposed upon a plant. The capacity, measured in kilowatts or horsepower, must be available when the load is imposed. Much of the capacity may be idle during extended periods when there is no demand for output. Hence much of the potential output, measured as kilowatt-hours or horsepower-hours, cannot be generated because there is no demand for output. Kilowatts cannot be traded for kilowatt-hours, and vice versa. See also Energy storage.</div>
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The efficiency of energy conversion is vital in most power plant installations. With thermal power plants the basic limitations of thermodynamics fix the efficiency of converting heat into work. The cyclic standards of Carnot, Rankine, Otto, Diesel, and Brayton are the usual criteria on which heat-power operations are variously judged. Performance of an assembled power plant, from fuel to net salable or usable output, may be expressed as thermal efficiency (%); fuel consumption (lb, pt, or gal per hp-h or per kWh); or heat rate (Btu supplied in fuel per hp-h or per kWh). American practice uses high or gross calorific value of the fuel for measuring heat rate or thermal efficiency and differs in this respect from European practice, which prefers the low or net calorific value.</div>
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In scrutinizing data on thermal performance, it should be recalled that the mechanical equivalent of heat (100% thermal efficiency) is 2545 Btu/hp-h and 3413 Btu/kWh (3.6 megajoules/kWh). Modern steam plants in large sizes (75,000–1,300,000 kW units) and internal combustion plants in modest sizes (1000–20,000 kW) have little difficulty in delivering a kilowatt-hour for less than 10,000 Btu (10.55 MJ) in fuel (34% thermal efficiency). For condensing steam plants, the lowest fuel consumptions per unit output (8200–9000 Btu/kWh or 8.7–9.5 MJ/kWh) are obtained in plants with the best vacuums, regenerative-reheat cycles using eight stages of extraction feed heating, two stages of reheat, primary pressures of 4500 lb/in.2 gage or 31 megapascals gage (supercritical), and temperatures of 1150°F (620°C). An industrial plant cogenerating electric power with process steam is capable of having a thermal efficiency of 5000 Btu/kWh (5.3 MJ/kWh).</div>
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Combustion turbines used in combined cycle configurations have taken a dominant role in new power generation capacity. The reason is the higher efficiency and lower emissions of the power plant in this arrangement. The rapid pace in advances in combustion turbine technology (such as higher firing temperatures that improve the Brayton cycle efficiency) has driven combined cycle efficiency to nearly 60% when using natural gas as fuel, while attaining low emission rates. Low fuel consumption (5700–6000 Btu/kWh or 6.0–6.3 MJ/kWh) is obtained by using higher firing temperatures, steam cooling on the combustor and gas turbine blades, a reheat steam cycle with a three-pressure heat recovery steam generator, and higher pressure and temperature of the steam cycle. These conditions are balanced with the need to keep the exhaust flue gas temperature as low as practical to achieve low emissions.</div>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0tag:blogger.com,1999:blog-3852998013304137347.post-46777912697953480352010-02-07T21:39:00.000-08:002012-10-04T10:09:28.981-07:00Natural Draft Cooling Tower<div dir="ltr" style="text-align: left;" trbidi="on">
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<span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"></span>The diagrams below illustrate the arrangement of components within the system and the major flow paths.</div>
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<span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"><b>Forced - or Natural Draft Cooling Tower</b></span></span></div>
<table border="0" style="margin-left: 0px; margin-right: 0px; text-align: left;"><tbody>
<tr><td width="55%"><div class="separator" style="clear: both; text-align: center;">
<span style="font-size: 100%; margin-left: 1em; margin-right: 1em;"><img height="287" src="http://www.nucleartourist.com/images/Cw-g1.gif" width="400" /></span></div>
</td><td width="40%"><br /></td></tr>
<tr><td width="55%"><span style="font-size: 100%;">The green flow paths show how the
water is taken from a river (yellow) to an intake supply basin (green)
that the Circ Water Pumps take a suction from. The water is then pumped
to the Condenser where the water is heated.</span><br />
<span style="font-size: 100%;">The
water is then sent to an exit distribution basin where the water then
can be returned to the river and/or pumped by the Cooling Tower Pumps to
the Cooling Towers then the water returned to the intake supply basin
where the water can be reused.</span><br />
</td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="55%"><br /></td><td width="40%"></td></tr>
</tbody></table>
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<span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"><b>Natural Draft Cooling Tower</b></span></div>
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<br /><span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"><table border="0" style="width: 100%px;"><tbody>
<tr><td width="55%"><img height="571" src="http://www.nucleartourist.com/images/ct-natur.jpg" width="500" /></td><td width="40%"></td></tr>
</tbody></table>
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<br /><span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"><table border="0" style="width: 100%px;"><tbody>
<tr><td width="40%"></td></tr>
</tbody></table>
</span></div>
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<br /><span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"><table border="0" style="width: 100%px;"><tbody>
<tr><td width="40%"></td></tr>
<tr><td width="55%"><span style="font-size: 78%;">Courtesy CP&L<span style="color: black;"><span class="fullpost" style="-webkit-border-horizontal-spacing: 2px; -webkit-border-vertical-spacing: 2px; font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;">The
green flow paths show how the warm water leaves the plant proper, is
pumped to the natural draft cooling tower and is distributed. The cooled
water, including makeup from the lake to account for evaporation losses
to the atmosphere, is returned to the condenser.</span></span></span></span></td></tr>
</tbody></table>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com1tag:blogger.com,1999:blog-3852998013304137347.post-50368236254390569302010-02-07T21:34:00.000-08:002012-10-04T10:14:34.899-07:00Cooling Towers<div dir="ltr" style="text-align: left;" trbidi="on">
<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"></span><br />
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;">Cooling Towers have one function:</span></span><span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"> </span></span></div>
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"> </span></span></div>
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;">Remove heat from the water discharged from the condenser so that the water can be discharged to the river or recirculated and reused.</span></span><br />
<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;">Some power plants, usually located on lakes or rivers, use cooling towers as a method of cooling the circulating water (the third non-radioactive cycle) that has been heated in the condenser. During colder months and fish non-spawning periods, the discharge from the condenser may be directed to the river. Recirculation of the water back to the inlet to the condenser occurs during certain fish sensitive times of the year (e.g. spring, summer, fall) so that only a limited amount of water from the plant condenser may be discharged to the lake or river. It is important to note that the heat transferred in a condenser may heat the circulating water as much as 40 degrees Fahrenheit (F). In some cases, power plants may have restrictions that prevent discharging water to the river at more than 90 degrees F. In other cases, they may have limits of no more than 5 degrees F difference between intake and discharge (averaged over a 24 hour period). When Cooling Towers are used, plant efficiency usually drops. One reason is that the Cooling Tower pumps (and fans, if used) consume a lot of power.</span><br />
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: small;">Major Components</span></div>
<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"> <span style="font-size: 100%;"><i><b> </b></i></span></span><br />
<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"><i><b>Cooling Tower(Supply) Basin</b></i> Water is supplied from the discharge of the Circulating Water System to a Distribution Basin, from which the Cooling Tower Pumps take a suction.</span></span><br />
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"><i><b>Cooling Tower Pumps</b></i> These large pumps supply water at over 100,000 gallons per minute to one or more Cooling Towers. Each pump is usually over 15 feet deep. The motor assembly may be 8 to 10 feet high. The total electrical demand of all the Cooling Tower pumps may be as much as 5% of the electrical output of the station.</span></span><br />
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"><i><b>Types of Cooling Towers</b></i></span></span></div>
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;">There are 2 types of towers - mechanical draft and natural draft</span></span></div>
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"><b>Mechanical Draft Towers</b></span></span></div>
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<table border="0" style="margin-left: 0px; margin-right: 0px; text-align: left;"><tbody>
<tr><td width="50%"><span style="font-size: 100%;"><img height="266" src="http://www.nucleartourist.com/images/pi-site.gif" width="400" /></span></td><td width="45%"><br /></td></tr>
<tr><td width="50%">Mechanical draft Cooling Towers have long piping runs that spray the
water downward. Large fans pull air across the dropping water to remove
the heat. As the water drops downward onto the "fill" or slats in the
cooling tower, the drops break up into a finer spray. On colder days,
tall plumes of condensation can be seen. On warmer days, only small
condensation plumes will be seen.</td><td width="50%"> </td><td width="50%"> </td><td width="45%"><span style="font-size: 78%;">Courtesy <a href="http://www.nspco.com/">NSP</a></span><br />
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<span class="Apple-style-span" style="font-family: 'Times New Roman'; font-size: medium;"><span style="font-size: 100%;"><b>Natural Draft Towers</b></span></span></div>
<table border="0" style="width: 100%px;"><tbody>
<tr><td style="text-align: justify;" width="50%"><img height="454" src="http://www.nucleartourist.com/images/Kkn1.gif" width="400" /> This photo shows a single natural draft cooling tower as used at a
European plant. Natural draft towers are typically about 400 ft (120 m)
high, depending on the differential pressure between the cold outside
air and the hot humid air on the inside of the tower as the driving
force. No fans are used.<br />
Whether the natural or mechanical draft towers are used depends on climatic and operating requirement conditions.</td><td width="50%"><br /></td></tr>
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Saurabh Sugandhhttp://www.blogger.com/profile/09733854007960123472noreply@blogger.com0