DEVELOPMENT CONSULTANTS PRIVATE LIMITED Reviewed for general conformance with Contractdrawings and specifications. ACTION : 61 Approved 4 Disapproved. 2Approved except asnoted. Forward finaldrawing.5For information/referenceonly.3Approved except asnoted. Resubmissionrequired.6Information category withcomments. Resubmissionrequired. Approval of Contract documents by the Consultant shallnot relieve the Seller of his responsibility for any errorsand fulfilment of Contract requirements. Digitally signed by Santanu Chakraborty DN: cn=Santanu Chakraborty, o=DCPL, ou=Power Cell, email=santanuc@in.dclgroup.com, c=IN Date: 2015.07.20 16:55:36 +05'30'Marshalling box/Common Marshalling box components shall be revised as required in line with the comments on circuit breaker schematic drawings.Proper railing shall be provided on the periphery of the platform for operator's safety. Revise member acc to design calculationProvide reference to check dimensionProvide bracing BGR ENERGY SYSTEMS LIMITED POWER PROJ ECTS DIVISION Sheet 1 of 1 Annexure - 1Mandatory Spares for 400kV Circuit Breakers Rev 1

S. No.DescriptionTotal Qty 1.Complete pole with column and interrupter and operating mechanism but without support structure 4 Nos. 2.Rubber gaskets, O rings and seals (complete replacement for one breaker) 1 set 3.Trip coils8 Nos. 4.Closing coils4 Nos. 5.Set of fixed contacts, moving contacts and contacts for pre-insertion resistor Not applicable 6.Pre-insertion resistorNot applicable 7.Molecular filter ( i.e absorbant, 1Kg = 1set) for SF6 circuit of 1 Pole 3 sets 8.Gas Density monitor2 Nos. 9.Operating mechanism with motor2 Nos. 10. Fixed, moving and arcing contacts of 1 pole6 sets 11. Auxiliary switch2 sets 12. Air pressure switchNot applicable 13. SF6 Gas pressure switch1 No. 14. Air pressure gaugeNot applicable 15. Contacts for circuit, MCB/MCCB for DC circuit + MCB/MCCB for AC circuit 1 set for each type & rating 16. Spare fuses for each type & rating Fuses are not applicable in our design. Hence it is not applicable 17. Auxiliary relay1 set 18. Complete set of gaskets2 sets 19. Set of seals (SF6)2 sets 20. Isolation valves, control valves & safety valves for air or oil system Not applicable TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No1/10 CALCULATIONS FOR SUPPORT STRUCTURE FOR 400 KV, 50 KA SPRING - SPRING GCBREV 1 ANNEXURE-2 TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No2/10 DESIGN CALCULATION OF SUPPORT STRUCTURE TYPE: 400-SFM-50AA GCB 1)REFERENCE STANDARDS a) IS -875b) IS-802-1989 (Dimensions for HR Steel beam column channel and angle section.) c) PSGs Design Data book. 2) The Working loads on the circuit breaker as follows. a) Normal operating loads b) Short circuit forces. c) Wind Load. 3) Reference Drawing EH5-4307-01 (3Sheets) DESIGN CALCULATION. A) Normal operating loads -Downward Loading -8000 Kg. Since Structure has 4 legs, downward load/leg - 8000/4 = 2000Kg. -Upward loading -5000 Kg Since structure has 4 legs, upward load/leg- 5000/4 = 1250 kg. B) Short circuit forces. The short circuit forces are calculated based on the following formula. Fsc =SQRT(3)/2 x 2.05 x (I2/S) x L x 10-2 Where, 1. Revise design calculation considering minimum wind pressure 1.5kN/m2 2. Provide design of baseframe where equipment is fixed with supporting structure. 3. Provide design of lacing & baseplateTITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No3/10 Fsc = Short circuit forces in kg. I = dynamic break current inkAp S = phase spacing in meters L = length of interrupter in meterFsc = SQRT(3)/2 x 2.05 x (125/7) x 5.084 x 10-2 = 201.4708 kg. Bending Moment due to SC Force: BM=Fcs x Distance (d) = 1558.175 kg-m .(1) C) Wind Load CalculationC.1 Ref attached figure I for calculation of intercepted area subjected to wind. C.2 From Annexure -A, attachedThe area intercepted is 4.84036 m2 (Refer page No 7 of 9)Centre of pressure is 4.464 C.3 Designed wind pressure calculation based on IS-802 clause 8.3 (PI / SI) -1995 ThebasicwindspeedVbasperDOCUMENTNO:GID-208-EL-ACA-CA-2013 APPENDIX-9C& as per specs vol III considered is 44m/sec. The design wind speed, Vd is calculated as per clause 8.3 is as follows Vd = Vb x K1 x k2 x k3 Where,Vb = Meteorological ref. wind speed k1 = Risk Coeff based on reliability level 1 & used Zone 6 k2= Terrain roughness coeff. for category 2 k3=1.00 Therefore,Vd= 44 x 1.08 x 1 = 47.52 m/s. C.4 The Design Wind Pressure Pd is calculated as per Clause 8.4 as Follows. Pd = 0.6 Vd2= 0.6 X (47.52)2 = 1354.89 N/m2~ 138.11 Kg/m2Therefore total load on one pole = Pd x Area intercepted (m2)IkAp125 Sm7 Lm5.084 dm7.734 Vb44 K11.08 K21 K31 Minimum design wind pressure shall be 1.5kN/m2 as per spec. Revise design calculation.TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No4/10 = 668.51 kg-m The line of action of this force passes through centre of pressure, which is 4.46m from ground level as per Annexure-A. Bending Moment due to Wind load = Load on pole due to Wind x C.P.= 2984.26 Therefore Bending Moment at the bottom of support structure is calculated as follows =BendingmomentduetoWindload+Bending Moment due to SC force = 4542.43Kg-m This bending moment is countered by 2 pairs of vertical legs of structure spaced at a distance of 700mm. Therefore Tension/compression on one leg.= 4542.43 / (2x0.810) = 2803.97 kg. Thus the wind load as transferred to structure is as Follows - Let F4w be the force in member 4 F4w sin

= 1065.27 kg

F4w = 1065.27 /sin

= 1065.27 /(810/1000) = 1315.14 kg Force in member 3 due to this F3w = F4w cos

= 1315.14 X (658 / 1000) = 865.36 kg The worst loading occurs when wind load, short circuit forces and breaker operation loads are simultaneous 3 14 2 1065.27Kg (1000mm)(658mm)(810mm) 0 TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No5/10 For member 3 the worst loading is tensile F3= F3w+ 2803.97 + 1250 F3= F4w cos

+2803.97 + 1250 =865.36 + 2803.97 + 1250 =4919.33 kg (Tensile) For member 4 the worst load is 1191.52 kg (compressive). For member 1 the worst loading is compressive axial load combined with bending load fromMember 4. Thus the configuration is Total axial load = F3w +2000 + 2803.97 = 865.36 + 2000 + 2803.97 = 5669.33 kg. Bending moment = 1065.27 X 60 X 658/718 = 58575 kg-mm The stress in various members can be calculated as follows. Member 3:-Cross section = 110X110X10 thk Cross section area = 2110 mm2 23 1 4 1065.27Kg1250kg 2803.97 kg 1250kg2500kg2000kgMember1Member4 1065.27Kg2803.97kg 1315.14kg 60mm 658mmTITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No6/10 = F/A = 5468.48/2110 = 2.59kg/mm2 Safety factor for member3 = 22/2.59 = 8.49 > 2 hence OK Member 4:- Cross section = 100 X 50 X 10 thk Cross section area = 1410 mm2 Radius of gyration r = 31.6 mml = 1000 mm The critical loads can be calculated as

Pcr= ay

= 1410 x 22 { 1- [ 22(1400/31.6)2 ]/ [4x 0.25x3.142 x 2 x 104] } = 27553.17 kg Safety factor for member 4= 27553.17/1315.14 = 20.95 > 2 hence OK Member 1:- Section= 110 x 110 x 10 thk Angle C/s area=2110 mm2 Yield Point =22 kg/mm2 E=2 x 104 kg/mm2 Section modulus=I/(h/2)= 240 x104/55 = 43637 Radius of gyration =33.6 mmLength =718 mm Axial Stress a = 6207.84/2110 = 2.97 kg/mm2 Bending Stress b=M/Z = 58575 /43637 =1.34 kg/mm2 Permissible stress both in axial & bending p= 22/1.67 = 13.17 kg / mm2 Elastic critical stress =431.84 kg/mm2 The condition to be satisfied as per IS:800-1984 CL 7.1 1.0 1 y(l/r)2/4n2E f=

2E (l/r)2 = 3. 142 %2%10 4 ( 718/33.6 )2 a p+C % b 1

a0.6f p TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No7/10 = (2.97/13.17) + ((0.85 x 1.34) / (1-(2.97 / (0.6 x431.84))) x 13.17)) 1 =0.312 1.

Hence the cross section is adequate. Annexure "A" 1)Area of interrupting unit "Ai"=2 x ((2/3) x Hip x Dip = 2 x ((2/3) x 2 x 0.426 =1.704 m2 Center of interrupting unit "Hi" = 7.734 m. 2) Area of support column "As" = ((2/3) x Hspl x dspl) + ((2/3)x Hspu x Dspu)x2 = ((2/3) x 1.51 x 0.362) + ((2/3)x 1.22 x 0.325)x2 = 0.89308 m2

Center of support column "Hs" = 5.276 m 3) Area of housing "Ah"= Hb1 x L1 =1 x 0.8 = 0.8 m2 Center of housing "Hb= 2.763 4) Area of support structure "Ast"= 2xHscx Wsc = (0.7x0.1) x3+(2.194x0.11)x2+(1x0.1)x6+(0.47x.0.05)x6+(0.15x0.032)x2 = 1.44328 m2 Center of support structure Hst= 1.113 m C.P. = [(Ai x Hi)+(As x Hs)+(Ab x Hb)+(Ast x Hst)]/(Ai+As+Ab+Ac) = 4.484666 m Area intercepted= (Ai+As+Ab+Ast) = 4.84036 m2 TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No8/10 TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No9/10 TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No10/10 Design of foundation bolt for 420 kv GCB Foundation bolts take only the tensile load. Maximum tensile load is in member 3 = 5457.84 kg Proof load of M30 bolt = 126000N =12844 kg ( as per IS:1367 Part 3, Table 7) Hence safety factor = 12844/5457.84 = 2.35 > 2 Hence O.K. Length of embedment is given on the basis of shear strength of pockets. Shear strength of pockets = 800 X (300+100) X 2 = 6400 cm2 If min. Concrete is M 20 of Compressive Strength is 200 kg/cm2 For M20 cement assuming Shear Strength= 50 % of compressive strength. = 0.5X200 = 100 kg/cm2 Maximum upward load force for each pocket = 100X6400= 640000 kg Hence safety factor =640000/5457.84= 117.26 Hence O.K.

TITLE: CALCULATION FOR SUPPORT STRUCTURE 400 KV G.C.B DESIGN CALCULATIONS Sign Prepared By SNS&PBR Date 28/03/15 Approved ByVVB Date 28/03/15 Revision No R1 Calculation No CGL-400SP-STRU-CAL Page No11/10 Design of Base plate The base plate (32thk) under goes bending along A-A when the maximum upward forceoccurs through bolt. Maximum bending ocuurs at section A-A = 5457.26 kg X 32.5 mm = 177379.8kg-mm Section Moudulus = 112%b%h3h2 Section modulus = = 31573.33 Bending stress = 177379.8 / 31573.33 = 5.618 kg/mm2 Hence safety factor = 24/ 5.618 = 4.272 > 2 Hence O.K. 1 1 2%185 %(32)3 32 2