EPC CONTRACTOR: JV OF

M/s SURYODAYA INFRA PROJECTS (I) PVT. LTD. AND

EMAIL:naresh@s4eaindia.com # 12-1-309,P.No.15,Anandanagar colony, Street no.4, Bandlaguda,Hyderabad,AP-500068 Mr.Arvind Blore off:080-26674108/9342129391 Mr. Naresh mob:+919000299600

HHIINNDDUUSSTTAANN PPEETTRROOLLEEUUMM CCOORRPPOORRAATTIIOONN LLIIMMIITTEEDD FFIIRRSSTT FFLLOOOORR,, HHIINNDDUUSSTTAANN BBHHAAVVAANN,, 88,, SSVV MMAARRGG,,

BBAALLLLAARRDD EESSTTAATTEE,, MMUUMMBBAAII--440000000011

PPRROOPPOOSSEEDD DDEESSIIGGNN OOFF SSWWIITTCCHH GGEEAARR AANNDD CCOONNTTRROOLL RROOOOMM FFOORR SSVV--0066

MMAARRCCHH -- 22001144

RREEPPOORRTT:: RR00 DDEESSIIGGNN OOFF FFOOUUNNDDAATTIIOONN,, PPLLIINNTTHH BBEEAAMMSS,,

CCOOLLUUMMNNSS,, TTEERRRRAACCEE BBEEAAMMSS && SSLLAABB

RCC DESIGN OF FOUNDATION FOR SWITCH GEAR AND CONTROL ROOM BUILDING FOR SV-06

DESIGN OF SWITCH GEAR CONTROL ROOM BUILDING

RCC DESIGN OF FOOTINGS FOR SV-06

Fck 20 Mpa SBC 140 KN/m2 Depth of the foundation= 1.5 m from NGLFy 500 Mpa 140 KN/m3

HorizontalAXIAL Mom XMom Y providedAst required providedAst required

Node

FORCE-X

FORCE-Y

Moment L B D

col L col B Pmax Pmin kNm kNm

Depth reqd

bar dia

spacing

required

spacing

Depth reqd

bar

diaspacing

required

spacing

Shear force

Ast provided Pt v/bd shear

29 18 203 5 1.60 1.60 0.35 0.4 0.6 107.9 92.2 Safe Safe 23.6 16.35 172 10 175 420 187 OK 157 10 175 420 187 OK 30.3 448.8 0.15 0.10 safe30 15 269 9 1.60 1.60 0.35 0.4 0.6 138.9 112.5 Safe Safe 31.9 22.17 188 10 175 420 187 OK 170 10 175 420 187 OK 39.8 448.8 0.15 0.14 safe31 16 327 9 1.75 1.75 0.35 0.4 0.6 137.3 117.6 Safe Safe 39.8 28.91 200 10 175 420 187 OK 182 10 175 420 187 OK 52.3 448.8 0.15 0.18 safe32 16 327 9 1.75 1.75 0.35 0.4 0.6 137.3 117.6 Safe Safe 39.8 28.91 200 10 175 420 187 OK 182 10 175 420 187 OK 52.3 448.8 0.15 0.18 safe33 15 269 9 1.60 1.60 0.35 0.4 0.6 138.9 112.5 Safe Safe 31.9 22.17 188 10 175 420 187 OK 170 10 175 420 187 OK 39.8 448.8 0.15 0.14 safe34 18 203 5 1.60 1.60 0.35 0.4 0.6 107.9 92.2 Safe Safe 23.6 16.35 172 10 175 420 187 OK 157 10 175 420 187 OK 30.3 448.8 0.15 0.10 safe35 18 203 5 1.60 1.60 0.35 0.4 0.6 107.9 92.2 Safe Safe 23.6 16.35 172 10 175 420 187 OK 157 10 175 420 187 OK 30.3 448.8 0.15 0.10 safe36 15 269 9 1.60 1.60 0.35 0.4 0.6 138.9 112.5 Safe Safe 31.9 22.17 188 10 175 420 187 OK 170 10 175 420 187 OK 39.8 448.8 0.15 0.14 safe37 16 327 9 1.75 1.75 0.35 0.4 0.6 137.3 117.6 Safe Safe 39.8 28.91 200 10 175 420 194 OK 182 10 175 420 194 OK 52.3 448.8 0.15 0.18 safe38 16 327 9 1.75 1.75 0.35 0.4 0.6 137.3 117.6 Safe Safe 39.8 28.91 200 10 175 420 187 OK 182 10 175 420 187 OK 52.3 448.8 0.15 0.18 safe39 15 269 9 1.60 1.60 0.35 0.4 0.6 138.9 112.5 Safe Safe 31.9 22.17 188 10 175 420 187 OK 170 10 175 420 187 OK 39.8 448.8 0.15 0.14 safe40 18 203 5 1.60 1.60 0.35 0.4 0.6 107.9 92.2 Safe Safe 23.6 16.35 172 10 175 420 187 OK 157 10 175 420 187 OK 30.3 448.8 0.15 0.10 safe

for moment in X for moment in y

HPCL DESIGN OF FOUNDATION

RCC DESIGN OF COLUMNS FOR SWITCH GEAR AND CONTROL ROOM BUILDING FOR SV-06

DESIGN OF SWITCH GEAR CONTROL ROOM BUILDING

DESIGN OF COLUMN FOR SV-06RECTANGULAR COLUMNS Checked As per SP 16 for IS:456 Table 48

Fck 20 MpaFy 500 Mpa Column Size

Column Height = ecc b 0.015 0.007

MEMBER AXIAL

SHEAR-Y

SHEAR-Z

MOM-Y MOM-Z

MOM-Y

MOM-Z

No. of bars

Bar Dia

Reinft Provided B D Pt Pt/fck

Pu/(fckBD)

Mu/fckBD Mz My

Interaction Ratio

1 96.1 13.1 4.0 11.5 38.1 13 39 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.274 OKAY. Less than 12 215.2 7.5 26.4 78.6 22.6 82 24 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.697 OKAY. Less than 13 275.0 19.2 29.1 87.1 57.0 91 59 8 16 1608 400 600 0.67 0.034 0.1 0.07 201600000 1.3E+08 0.930 OKAY. Less than 14 275.0 19.2 29.1 87.1 57.0 91 59 8 16 1608 400 600 0.67 0.034 0.1 0.07 201600000 1.3E+08 0.930 OKAY. Less than 15 215.2 7.5 26.4 78.6 22.6 82 24 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.697 OKAY. Less than 16 96.1 13.1 4.0 11.5 38.1 13 39 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.274 OKAY. Less than 17 91.0 13.1 3.4 9.6 38.0 11 39 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.260 OKAY. Less than 18 215.3 7.5 26.5 78.7 22.6 82 24 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.697 OKAY. Less than 19 275.0 19.2 29.1 87.1 56.9 91 59 8 16 1608 400 600 0.67 0.034 0.1 0.07 201600000 1.3E+08 0.931 OKAY. Less than 1

10 275.0 19.2 29.1 87.1 56.9 91 59 8 16 1608 400 600 0.67 0.034 0.1 0.07 201600000 1.3E+08 0.931 OKAY. Less than 111 215.3 7.5 26.5 78.7 22.6 82 24 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.697 OKAY. Less than 112 91.0 13.1 3.4 9.6 38.0 11 39 8 16 1608 400 600 0.67 0.034 0.05 0.07 201600000 1.3E+08 0.260 OKAY. Less than 113 140.7 1.3 0.5 1.4 5.1 3 6 6 12 679 300 300 0.75 0.038 0.1 0.065 35100000 3.5E+07 0.184 OKAY. Less than 114 140.7 1.3 0.5 1.4 5.1 3 6 6 12 679 300 300 0.75 0.038 0.1 0.065 35100000 3.5E+07 0.184 OKAY. Less than 1

HPCL DESIGN OF RCC COLUMNS

RCC DESIGN OF BEAMS FOR SWITCH GEAR AND CONTROL ROOM BUILDING FOR SV-06

DESIGN OF SWITCH GEAR CONTROL ROOM BUILDING

DESIGN OF PLINTH BEAMS FOR SV-06Fck 20 MpaFy 500 Mpa

Member AXIAL MOM-Z Sh eqv M eqv B D

D effective D reqd Ast reqd

Noof bar

Bar Dia

Ast Provided

Reinft. Depth

SHEAR

Mom Capacity CAPACITY

spacing,Sv

Asvreq,mm2 Leg

Dia

of Ashear,Asv

15 1.68 39.75 52.31 40.79 230 350 301 317.52 357.938 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 57.3 2 8 100.516 0.39 35.60 50.66 37.59 230 350 301 307.37 325.468 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 54.7 2 8 100.517 16.11 73.17 65.50 73.17 230 400 351 403.55 585.69 3 16 603 OK D.REINFSAFE 75.7 SINGLY REINF. 200 76.7 2 8 100.518 0.39 35.60 50.66 37.59 230 350 301 307.37 325.468 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 54.7 2 8 100.519 1.68 39.75 52.31 40.79 230 350 301 317.52 357.938 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 57.3 2 8 100.520 1.70 39.73 52.79 40.87 230 350 301 317.78 358.802 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 58.1 2 8 100.521 0.40 35.60 50.59 37.57 230 350 301 307.32 325.32 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 54.6 2 8 100.522 16.12 73.17 65.50 73.17 230 400 351 403.55 585.69 3 16 603 OK D.REINFSAFE 75.7 SINGLY REINF. 200 76.7 2 8 100.523 0.40 35.60 50.59 37.57 230 350 301 307.32 325.32 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 54.6 2 8 100.524 1.70 39.73 52.79 40.87 230 350 301 317.78 358.802 3 16 603 OK OKAY SAFE 55.7 SINGLY REINF. 200 58.1 2 8 100.537 6.30 62.62 61.97 62.62 230 400 351 378.12 482.392 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 71.8 2 8 100.539 6.38 64.62 61.97 64.62 230 400 351 383.1 501.238 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 71.8 2 8 100.540 27.34 68.27 61.95 68.27 230 400 351 391.98 536.481 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 71.8 2 8 100.540 27.34 68.27 61.95 68.27 230 400 351 391.98 536.481 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 71.8 2 8 100.541 27.34 68.27 61.95 68.27 230 400 351 391.98 536.481 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 71.8 2 8 100.542 6.38 64.62 61.97 64.62 230 400 351 383.1 501.238 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 71.8 2 8 100.543 6.48 63.21 37.86 64.06 230 400 351 381.72 495.967 3 16 603 OK OKAY SAFE 75.7 SINGLY REINF. 200 51.0 2 8 100.5

HPCL DESIGN OF RCC BEAMS

DESIGN OF SWITCH GEAR CONTROL ROOM BUILDING

DESIGN OF TERRACE LEVEL BEAMS FOR SV-06Fck 20 MpaFy 500 Mpa

Member

AXIAL MOM-Z Sh eqv M eqv B D

D effective

D reqd

Ast reqd

No of bars

Bar Dia

Ast Provided Reinft. Depth

SHEAR CAPACITY

spacing,Sv

Asvreq,mm2 Leg

Dia of shear

Ashear,Asv

26 14 48 146 68 230 400 351 392 535 3 16 603 OK OKAY SAFE SINGLY REINF. 100 94 2 8 10127 5 84 108 97 230 475 410 471 659 4 16 804 OK OKAY SAFE SINGLY REINF. 100 50 2 8 10128 16 114 98 114 230 600 525 514 566 4 20 1257 OK OKAY SAFE SINGLY REINF. 100 28 2 8 10129 5 84 108 97 230 475 410 471 659 4 16 804 OK OKAY SAFE SINGLY REINF. 100 50 2 8 10130 14 48 146 68 230 400 351 392 535 3 16 603 OK OKAY SAFE SINGLY REINF. 100 94 2 8 10131 14 48 149 69 230 400 351 393 541 3 16 603 OK OKAY SAFE SINGLY REINF. 100 96 2 8 10132 5 84 108 97 230 475 410 471 659 4 16 804 OK OKAY SAFE SINGLY REINF. 100 50 2 8 10133 16 114 98 114 230 600 525 514 566 4 20 1257 OK OKAY SAFE SINGLY REINF. 100 28 2 8 10134 5 84 108 97 230 475 410 471 659 4 16 804 OK OKAY SAFE SINGLY REINF. 100 50 2 8 10135 14 48 149 69 230 400 351 393 541 3 16 603 OK OKAY SAFE SINGLY REINF. 100 96 2 8 10145 22 92 108 92 230 500 435 460 566 4 16 804 OK OKAY SAFE SINGLY REINF. 100 47 2 8 10147 25 94 108 94 230 500 435 465 581 4 16 804 OK OKAY SAFE SINGLY REINF. 100 47 2 8 10148 41 119 112 119 230 600 525 524 597 4 20 1257 OK OKAY SAFE SINGLY REINF. 100 34 2 8 10148 41 119 112 119 230 600 525 524 597 4 20 1257 OK OKAY SAFE SINGLY REINF. 100 34 2 8 10149 41 119 112 119 230 600 525 524 597 4 20 1257 OK OKAY SAFE SINGLY REINF. 100 34 2 8 10150 25 94 108 94 230 500 435 465 581 4 16 804 OK OKAY SAFE SINGLY REINF. 100 47 2 8 10151 25 93 108 93 230 500 435 463 573 4 16 804 OK OKAY SAFE SINGLY REINF. 100 47 2 8 101

HPCL DESIGN OF RCC BEAMS

RCC DESIGN OF SLAB FOR SWITCH GEAR AND CONTROL ROOM BUILDING FOR SV-06

DESIGN OF SWITCH GEAR CONTROL ROOM BUILDING

(BETWEEN GRID 3-4)DESIGN OF TWO WAY SLAB S1 1 long side discontinuos

Short span S= 6.02 mtsLong span L= 6.77 mtsAssumed slab thickness t= 0.150 mtsGrade of concrete fck= 20 N/mm^2Grade of reinforcement fy= 500 N/mm^2

Type of panel

Loads6.77 mts

Self weight of slab w1= 3.75 kN/m^2 Floor finish w2= 1.50 kN/m^2Live load w3= 1.50 kN/m^2 TOTALMiscellaneous w4= 0.00 kN/m^2 6.75 6.02 mts

kN/m^2 TWO WAYRatio of long span to short span R= 1.15Design Load with load factor of 1.5 Wu= 10.13 kN/m^2

DesignCoeff BM k pt Ast Dia Spacing d

Short span directionNegative moment at continuous edge 0.04 14.68 0.92 0.23 283.85 8 177 126

DESIGN OF TYPICAL SLAB FOR SV-06

Interior panel

HPCL DESIGN OF SLAB

Negative moment at continuous edge 0.04 14.68 0.92 0.23 283.85 8 177 126Positive moment at midspan 0.03 11.01 0.69 0.17 209.60 8 240 126

Long span directionNegative moment at continuous edge 0.032 11.74 0.84 0.20 241.13 8 208 118Positive moment at midspan 0.024 8.81 0.63 0.15 180.00 8 279 118

Minimum effective depth reqd dre= 72.92 mmClear cover to any reinforcement c= 20 mmMinimum effective depth provided dpr= 118 mm greater than 'min. eff depth reqd'. Hence okMinimum reinforcement Amin= 180 mm^2

Deflection check

Reinf provided at midspan along short direction 335.10 mm^2 Dia 8 at 150 mmStress in reinforcement fs= 181.39 N/mm^2Percentage of reinforcement provided pt= 0.266 %Modification factor as per fig 4 of IS:456-2000 MF= 2

Type of slab for deflection checkBasic span to effective depth ratio 26Minimum effective depth reqd from deflection criteria 115.77 mmEffective depth provided 126 mm greater than 'min. eff depth reqd'. Hence ok

Continuous

Interior panel

HPCL DESIGN OF SLAB

DESIGN OF SWITCH GEAR CONTROL ROOM BUILDING

(BETWEEN GRID 1-2)DESIGN OF TWO WAY SLAB S1 1 long side discontinuos

Short span S= 4.77 mtsLong span L= 6.02 mtsAssumed slab thickness t= 0.150 mtsGrade of concrete fck= 20 N/mm^2Grade of reinforcement fy= 500 N/mm^2

Type of panel

Loads6.02 mts

Self weight of slab w1= 3.75 kN/m^2 Floor finish w2= 1.50 kN/m^2Live load w3= 1.50 kN/m^2 TOTALMiscellaneous w4= 0.00 kN/m^2 6.75 4.77 mts

kN/m^2 TWO WAYRatio of long span to short span R= 1.3Design Load with load factor of 1.5 Wu= 10.13 kN/m^2

DesignCoeff BM k pt Ast Dia Spacing d

Short span directionNegative moment at continuous edge 0.047 10.83 0.68 0.16 206.01 8 244 126

DESIGN OF TYPICAL SLAB FOR SV-06

Interior panel

HPCL DESIGN OF SLAB

Negative moment at continuous edge 0.047 10.83 0.68 0.16 206.01 8 244 126Positive moment at midspan 0.036 8.29 0.52 0.12 180.00 8 279 126

Long span directionNegative moment at continuous edge 0.032 7.37 0.53 0.13 180.00 8 279 118Positive moment at midspan 0.024 5.53 0.40 0.10 180.00 10 436 117

Minimum effective depth reqd dre= 62.63 mmClear cover to any reinforcement c= 20 mmMinimum effective depth provided dpr= 117 mm greater than 'min. eff depth reqd'. Hence okMinimum reinforcement Amin= 180 mm^2

Deflection check

Reinf provided at midspan along short direction 335.10 mm^2 Dia 8 at 150 mmStress in reinforcement fs= 155.77 N/mm^2Percentage of reinforcement provided pt= 0.266 %Modification factor as per fig 4 of IS:456-2000 MF= 2

Type of slab for deflection checkBasic span to effective depth ratio 26Minimum effective depth reqd from deflection criteria 91.73 mmEffective depth provided 126 mm greater than 'min. eff depth reqd'. Hence ok

Continuous

Interior panel

HPCL DESIGN OF SLAB