( ) - maximum permissible bending. IJSRD - International Journal for Scientific Research & Development Vol. 4, Issue 01, 2016 ISSN (online):

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1 IJSRD - Inernaional Journal for Scienific Reearch & Developmen Vol. 4, Iue 01, 016 ISSN (online): Dr.N.Arunachalam 1 P.Prakah K.Jayakarhik 3 M.Narmadha 4 1 Profeor & Dean,3 PG Scholar 4 Aociae Profeor 1,,3,4 Deparmen of Civil Engineering 1,,3 Bannari Amman Iniue of Technology 4 Karpagam Academy of Higher Educaion Arac In hi inveigaion an aemp ha een made o udy variou apec in he deign of RCC-Seel and RCC- PSC (T-ecion) compoie eam. The RCC-Seel, RCC- PSC (T-ecion) compoie eam have een deigned for he following parameer: Live Load: kn/m, 3kN/m, 4kN/m, 10kN/m, 15kN/m, 0kN/m, Span: 10m, 15m, 18m, 0m, m, Spacing: 0.5m, 1m, 1.5m, m, 3m, 4m, 5m, Grade of concree: M0 for RCC and M40 for PSC, Seel Ued: Fe 415 eel and 5mm HTS wire. The deign were carried ou manually and uing MS-Excel program. IS-456:000 code, IS-1343:1980 code, IS-800:007 code, IS-3935:1966 code and IS-11384:1985 code have een ued for deign. Key word: Compoie, Prere, RCC, Seel A. RCC-STEEL Compoie NOTATIONS USED A f - Area of op flange of eel eam A - cro ecional area of he eel eam of compoie eam A - area of enion reinforcemen A - cro ecional area of he ranvere reinforcemen in compoie eam a-sre raio readh of op flange of eel eam eff effecive flange widh D overall deph of he ecion d effecive deph of la d c verical diance eween cenroid of concree la and eel eam in a compoie ecion d g verical diance eween op of he concree la and cenroid of he eel eam in a compoie eam d deph of la E c modulu of elaiciy of concree E modulu of elaiciy of eel F cc oal concree compreive force in compoie eam f c elaic criical re in he eam f characeriic compreive rengh of concree f y characeriic rengh of reinforcemen I momen of ineria of ranformed ecion I x, I xy momen of ineria of eel eam L pan L lengh (in mm) of he hear urface a he hear connecor M deign momen M u deign ulimae momen M ulim limiing momen of reiance of a ecion wihou compreion reinforcemen m modular raio eween eel and concree N c numer of hear connecor per m lengh P c deign ulimae rengh of hear connecor Q horizonal hear force r y radiu of gyraion of he eel ecion f hine of flange of he eel ecion w hine of we of he eel ecion W d dead load of he la per m W l live load per m X deph of elaic neural axi X u deph of plaic neural axi of compoie ecion X umax limiing value of X u Z x ecion modulu of eel eam - deflecion due o dead load d - deflecion due o live load l - maximum re a op flange of he eel ecion c ( ) - maximum permiile ending c max compreive re in concree B. RCC-PSC Compoie A pc cro ecional area of prereed ecion A - area of enion reinforcemen f readh of flange of prereed ecion w readh of we of prereed ecion D overall deph of he compoie eam d deph of la d w deph of we of prereed ecion E c modulu of elaiciy of in-iu concree E p modulu of elaiciy of prereed concree e eccenriciy of prereing force f characeriic compreive rengh of in-iu concree f y characeriic rengh of non prereed reinforcemen I momen of ineria of ranformed ecion I p momen of ineria of prereed ecion L pan M d dead load ending momen in eam due o la weigh M dp dead load ending momen in eam due o prereed concree M l live load ending momen in eam M oal ending momen M u deign ulimae ending momen M ulim limiing momen of reiance of la ecion m modular raio eween ca in-iu concree and prereed concree N c numer of hear connecor per m lengh P i iniial prereing force q u hear re a juncion of we and in-iu la V hear force due o ulimae load V c hear reiance of he eam W l live load on eam m W d dead load due o in-iu la W dp dead load due o prereed uni All righ reerved y 946

2 X u deph of neural axi of compoie ecion Y 1p, Y p diance of op and oom fire repecively of prereed ecion from i horizonal cenroidal axi Y 1, Y diance of op and oom fire repecively of compoie ecion from i horizonal cenroidal axi ' - allowale compreive re of concree c - final permiile re of concree c II. INTRODUCTION In convenional compoie conrucion, concree la re over eel eam and are uppored y hem. Under load hee wo componen ac independenly and a relaive lip occur a he inerface if here i no connecion eween hem. Wih he help of a delierae and appropriae connecion provided eween he eam and he concree la, he lip eween hem can e eliminaed. In hi cae he eel eam and he la ac a a compoie eam and heir acion i imilar o ha of a monolihic Tee eam. Though eel and concree are he mo commonly ued maerial for compoie eam, oher maerial uch a prereed concree and imer can alo e ued. Concree i ronger in compreion han in enion, and eel i ucepile o uling in compreion. By he compoie acion eween he wo, we can uilize heir repecive advanage o he fulle exen. Generally in eel-concree compoie eam, eel eam are inegrally conneced o prefaricaed or ca in iu reinforced concree la. There are many advanage aociaed wih eel concree compoie conrucion. Some of hee are lied elow: The mo effecive uilizaion of eel and concree i achieved. Keeping he pan and loading unalered; a more economical eel ecion i adequae in compoie conrucion compared wih convenional noncompoie conrucion. A he deph of eam reduce, he conrucion deph reduce, reuling in enhanced headroom. Becaue of i larger iffne, compoie eam have le deflecion. Compoie conrucion provide efficien arrangemen o cover large column free pace. Compoie conrucion i amenale o fa-ra conrucion ecaue of uing rolled eel and prefaricaed componen, raher han ca-in-iu concree. III. DESIGN PROCEDURE A. RCC-Seel Compoie Beam 1) Sep: 1 Deign of ca in-iu la Deph of he in-iu la i aumed. Bending momen a mid pan and uppor of he la are compued. The greaer of hee wo momen i aken a he deign momen. Limi ae momen of reiance of he la i calculaed uing he expreion. Xu max Xu max M d f u,lim d d If M ulim i le han ha of he deign momen, he deph of in-iu la i increaed. The area of he eel i oained uing M A f 0.87 f A d 1 df u y The area of he eel oained i compared wih he required minimum eel and if i i le, hen A min i provided. The diriuion eel i provided a recommended y IS-456:000 code. ) Sep: Deign of Seel Secion Seel ecion i aumed. a) Load Calculaion The load i calculaed in wo age. They are Conrucion age Compoie age 1) Conrucion age The load conidered in hi age are: Self-weigh of he la Self-weigh of he eam Conrucion load Fig. 1: Conrucion age The oal deign load a he conrucion age i oained y calculaing he um of he produc of he conrucion load wih he parial afey facor and elf-weigh wih he parial afey facor. The parial afey facor adoped i according o IS-800:007. ) Compoie age The load conidered in hi age are: Self-weigh of he la Self-weigh of he eam Impoed load The oal deign load a he compoie age i oained y calculaing he um of he produc of he impoed load wih he parial afey facor and he elf-weigh wih he correponding parial afey facor. The parial afey facor adoped i according o IS-800:007. 3) Sep: 3 Calculaion of ending momen The wo differen age for he calculaion of ending momen are Conrucion age Compoie age wl M 8 Where, w-load and l -pan of eam. 4) Sep: 4 Calculaion of momen of reiance of eel ecion The momen of reiance of eel ecion i oained y f * Z y x M r 1.15 y All righ reerved y 947

3 If he momen of reiance of eel ecion i greaer han deign momen a he conrucion age, hen he ecion i afe. 5) Sep: 5 Che for he adequacy of he ecion a he compoie age The effecive flange widh of RC porion i found ou a he lea of he following (IS-3935:1966 code) 1 4 h pan of he eam. Cenre o Cenre diance of eam. We hine of eel ecion + 1 ime he hine of la. a) Deerminaion of he poiion of plaic neural axi and ulimae momen of reiance In a ecion of homogeneou maerial, he plaic neural axi coincide wih he equal area axi of he ecion, ha i, he axi which divide he ecion ino wo equal area on eiher ide. The ame concep can e ued in he cae of compoie eam alo, provided eel i convered ino equivalen concree area y muliplying i wih he re raio f a 0.36 f The poiion of he neural axi and ulimae momen of reiance i calculaed wih repec o he following hree cae. Cae 1: Plaic neural axi wihin concree la. Cae : Plaic neural axi wihin op flange of eel eam. Cae 3: Plaic neural axi wihin he we of he eel eam. The formula given in claue 8. of IS-11384:1985 and Appendix-A are ued o calculae he poiion of neural axi and ulimae momen of reiance. 6) Sep: 6 Deign of hear connecor If he poiion of he neural axi i wihin he la, he oal load i carried y connecor i, F 0.36 * X f y cc eff u If he poiion of he neural axi i wihin he op flange of eel eam, he oal load i carried y connecor i, F 0.36 * d f cc eff If he poiion of he neural axi i wihin he we of eel eam, he oal load i carried y connecor i, F 0.36 * d f cc eff A per Tale-1 of IS-11384:1985, he deign hear rengh of he headed ud i aken. The numer of hear connecor required for he half of he pan i raio of he oal load carried y he connecor and he deign rengh of he ud. The pacing i calculaed y he raio of half pan and he numer of ud in half pan. 7) Sep: 7 Serviceailiy che From claue 1.1 of IS-11384:1985 code he eam i analyzed uing he elaic heory adoping a modular raio of 15 for live load and 30 for he dead load, and neglecing he enile re in concree. The deflecion hould no exceed he value for he eel rucure a L. 35 a) Deflecion For dead load, deflecion i calculaed uing momen of ineria of eel eam only. 4 d 5* wl d 384 * EI For live load, deflecion i calculaed uing momen of ineria of compoie ecion. To find he momen of ineria of he compoie ecion we have o locae he poiion of he neural axi. There are wo cae: 1) Neural axi lie wihin he la. (i.e.) when x d eff A ( d d ) g m The acual neural axi deph X can e found ou from, X eff A ( d X ) g m The momen of ineria of ranformed ecion i, 3 X eff I I A ( d X ) x g 3m ) Neural axi deph exceed deph of la (d). (i.e.) when d eff A ( d d ) g m The acual neural axi deph X can e found ou from, eff d A ( d X ) d X g m The momen of ineria of ranformed ecion i, d eff d d I I A ( d X ) X x c m 1 For diriued live load w l over a imply uppored compoie eam, he deflecion a mid pan i, 5* wl l 384 * EI The oal deflecion i he um of dead load deflecion and live load deflecion. L d l 35 If he deflecion oained aifie he aove condiion, hen ecion i afe. If no ecion o e redeigned. ) Sre For dead load, re i calculaed uing momen of ineria of compoie ecion. Fir we have o locae he poiion of neural axi. There are wo cae: Neural axi lie wihin he la. Neural axi deph exceed deph of la(d ) The neural axi deph can e found uing ame formula given in deflecion calculaion. For live load alo re i calculaed like ame a dead load re calculaion. If he um of dead load and live load ree i le han allowale re for he eel, hen he ecion i afe. If no, he ecion i redeigned. 8) Sep: 8 Tranvere reinforcemen Tranvere reinforcemen i deigned a per he Claue 9.7 of IS-11384:1985 codal proviion. 4 l All righ reerved y 948

4 B. RCC-PSC (T-ecion) Compoie eam 1) Sep: 1 Deign of ca in-iu la Deph of he in-iu la i aumed. Bending momen a mid pan and uppor of he la are compued. The greaer of hee wo momen i aken a he deign momen. Limi ae momen of reiance of he la i calculaed uing he expreion. Xu max Xu max M d f u,lim d d If M ulim i le han ha of he deign momen, he deph of in-iu la i increaed. The area of he eel i oained uing M A f 0.87 f A d 1 df u y The area of he eel oained i compared wih he required minimum eel and if i i le, hen A min i provided. The diriuion eel i provided a recommended y IS-456:000 code. ) Sep: Dimenion of prereed uni Dimenion of he prereed uni are aumed. The effecive flange widh i found ou a he lea of he following (IS-3935:1966 code) 1 4 h pan of he eam. Cenre o Cenre diance of eam. We hine + 1 ime he hine of la. Fig. : Dimenion Toal maximum ending momen due o weigh of la, weigh of prereed uni and live load i found ou. In po enioned compoie eam, he lever arm eween he final prereing force P in he cale and reulan compreive force i approximaely equal o 0.65D, where D i he oal deph of he compoie ecion. The iniial value of prereing force P i, can e oained auming a linear re diriuion wih maximum permiile re prereed uni. Hence c y ' a oom and zero a op of P T 0.5 * '* ( D d ) i i c w Hence oal ending momen M i given y M * P * 0.65 * D i M * 0.5 * '* ( D d ) * 0.65 * D c w Uing he aove equaion, value of D i oained and compared wih he aumed deph D. If he calculaed deph i more han he aumed deph, D i increaed. 3) Sep: 3 Properie of ecion Properie of prereed and ranformed compoie ecion are found ou. The properie of he compoie ecion are calculaed for ranformed ecion in which ranformed widh of in-iu la i oained y muliplying acual widh y modular raio, m of concree given y 4) Sep: 4 Iniial prereing force and area of eel P T 0.5 * '* ( D d ) i i c w Area of eel i oained y dividing P i wih he allowale re in eel. 5) Sep: 5 Deerminaion of eccenriciy of prereing force Eccenriciy of prereing force i deermined uing he condiion ha here i no enile re a he op fire of he prereed uni a ranfer of prere. 6) Sep: 6 Che for ree Sree are hen deermined under he following condiion auming he prereed eam a unpropped while in-iu concree i placed. a) Cae: 1 Iniial ree in prereed uni: Sre a op concree fire P P * e * y M * y i i 1p dp 1p Sre a oom concree fire P P * e * y M * y i i p dp p ) Cae: Sree afer loe in prereed uni: Sre a op concree fire P * P * e * y M * y * i i 1p dp 1p Sre a oom concree fire * P * e * y M * y * Pi i p dp p c) Cae: 3 Sree when in-iu concree i placed Sre a op concree fire of prereed uni. * P * e * y M * y M * y I * Pi i 1 p dp 1 p d 1 p p Sre a oom concree fire * P * P * e * y M * y M * y i i p dp p d p I p d) Cae: 4 Sree in prereed uni when live load ac Sre a op concree fire * P * P * e * y M * y M * y i 1 p dp 1 p d 1 p M * ( y d ) i l 1 I I p Sre a oom concree fire * P * P * e * y M * y M * y M * y I I i i p dp p d p l p e) Cae: 5 Sree in concree ca in-iu Acual re a op fire m * M * y l 1 I Acual re a oom fire m * M * ( y d ) l 1 I If he re a any age exceed he allowale limi, he ecion i o e redeigned. f) Sep: 7 Shear reinforcemen Shear reiance a differen ecion are found ou and neceary hear reinforcemen i deigned (Shear force due o ulimae load can e calculaed uing Claue of IS- 1343:1980 code).horizonal hear reiance i calculaed a All righ reerved y 949

5 he inerface of prere and ca in-iu concree and if horizonal hear force i more han horizonal hear reiance, addiional reinforcemen i deigned. IV. RESULTS AND DISCUSSIONS The reul of RCC-Seel compoie eam and heir co are a follow: Fig. 7: Load 15KN/m Fig. 3: Load KN/m Fig. 8: Load 0 KN/m The reul of RCC-PSC (T-ecion) compoie eam and heir co are a follow Fig. 4: Load 3KN/m Fig. 9: Load KN/m Fig. 5: Load 4KN/m Fig. 10: Load 3KN/m Fig. 6: Load 10KN/m Fig. 11: Load 4KN/m All righ reerved y 950

6 Fig. 1: Load 10KN/m Fig. 13: Load 15KN/m Engineering and Applied Science (IJSEAS) - Volume- 1, Iue-6, Sepemer 015 pp [] Shahikala. Koppad and Dr. S.V.Ii Comparaive Sudy of RCC and Compoie Muli-oreyed Building - Inernaional Journal of Engineering and Innovaive Technology (IJEIT) Volume 3, Iue 5, Novemer 013- pp [3] Shwea A. Wagh and Dr. U. P. Waghe Comparaive Sudy of R.C.C and Seel Concree Compoie Srucure - Inernaional Journal of Engineering Reearch and Applicaion-ISSN : 48-96, Vol. 4, Iue 4 ( Verion 1), April 014, pp [4] Saainahan.A and Nagarajan.N Comparaive udy on he ehavior of R.C.C, Seel & Compoie Srucure (B+G+0 orey) - Inernaional Journal on Applicaion in Civil and Environmenal Engineering- Volume 1: Iue 3: March 015, pp [5] Dr.N.Arunachalam and S. Sri vidhya Co Comparaive unpulihed. [6] IS-456:000- Code of pracice for plain and reinforced concree -Bureau of Indian andard. [7] IS-3935:1966- Code of pracice for compoie conrucion - Bureau of Indian andard. [8] IS-11384:1985- Code of pracice for compoie conrucion in rucural eel and concree - Bureau of Indian andard. [9] IS-800:007- Code of pracice for general conrucion in eel - Bureau of Indian andard. [10] IS-1343:1980- Code of pracice for prereed concree - Bureau of Indian andard. Fig. 14: Load 0KN/m V. CONCLUSIONS For RCC-Seel compoie eam of 10 m,15m,18m, 0m, m pan for all load aken, he co decreae rapidly for 0.5 m o 3 m pacing and for 3 m o 5 m pacing he co variaion i negligile (Fig 3 o Fig: 8). Hence for RCC-Seel compoie eam, he pacing eween 3m o 5m can e adoped o achieve economy. For RCC-PSC(T-ecion) compoie eam of 10 m,15m,18m, 0m, m pan for all load aken, he co decreae rapidly for 0.5 m o 3 m pacing and for 3 m o 5 m pacing he co variaion i negligile (Fig:9 o Fig:14). Hence for RCC-PSC (T-ecion) compoie eam, he pacing eween 3m o 5m can e adoped o achieve economy. REFERENCES [1] Deepak M Jirage, Prof. V.G. Sayagavi, Prof. N.G. Gore Comparaive Sudy of RCC and Compoie Mulioreyed Building - Inernaional Journal of Scienific All righ reerved y 951