DESIGN OF BASE PLATE BP1 ON ALL GRIDS:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONS

Beam L/C Node

14 293 31 -253.308 -0.683 -141.841 0 0 014 288 31 53.454 4.216 135.212 -0.001 0 014 289 31 -214.703 -1.052 -140.727 0 0 0

Factored Design Forces:Pmax (P) 253.308 kNPtension (T) 53.454 kNMax resultant shear (S) 140.73 kN

InputYield stress of steel Fy = 250 Mpa

227.27 Mpa (Ref, clause 8.2.1.2 IS800:2007)Permissible bearing stress for M40 Grout = 24 Mpa (Ref, Clause 7.4.1, IS800-2007)(As per Cl. 8.4 of 3669-AXSG-002)

Dia of bolt = 24 mmTotal no of bolts = 4 nos.No of bolts on each side = 2 nos.Limiting Tension capacity of bolt = 79.43 kNLimiting Shear capacity of bolt = 45.86 kNUltimate Tension capacity of bolt= 115.8 kNUltimate shear capacity of bolt= 66.848 kN

Strength Increase Factors for Wind/Seismic loads.Strength increase factor for Bolt Capacity 1

1

L = 400 mm

150 mm a column section UB 305 x 165 x 46

b eff.250

= b eff.

B 125 a

a= 46.7

1) Check for bearing pressure:for Beam 14 L/C 293

Pmax (P) 253.31 kNMax pressure = P/( L x B ) = 2.533 Mpa

Permissible bearing pressure = 24 MpaMax pressure < permissible bearing pressure

safe in bearing pressure

2) Check for Tension in bolt:for Beam 14 L/C 288

Ptension (T) 53.45 kNTension per bolt = T / Total no of bolts

Tension per bolt = 13.36 kN

Limiting Tension capacity of b 79.425 kNTension per bolt < Tension capacity of bolt

Bolt is safe in tension

Axial Force kN

Shear-Y kN

Shear-Z kN

Torsion kNm

Moment-Y kNm

Moment-Z kNm

Permissible bending stress fbs = Fy/1.1

Stress increase factor for fbs

3) Check for Shear in bolt:for Beam 14 L/C 289

Max resultant shear (S) 140.73 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 35.18 kN

Permissible shear force in bolt = 45.86 kN

bolt is safe in Shear

4) Check for combined shear and tension in bolt: ( Cl. 10.3.6 of IS 800)

< 1.0

0.62 < 1.0Bolt is Safe in combined shear & tension

5) Calculation of base plate thickness:

Case 1) Due to max pressure with Three edges fixed:Max pressure = 2.533 MpaConsidering roark's formulae, for three edges fixed

a= 283 mm b= 121.65 mm

a/b = 2.33( By interpolation)

1.9820b = 121.65 mm

t1 = 14.763 mm

Case 2) Due to max Tension:

Max tension in bolt = 13.36 kNPanel dimension: a1Stiffener provided (insert YES or NO) NO

a= 283 mm b b1b= 121.65 mma1= 66.5 mmb1= 59.15 mmeffective width b eff =min(a,b,2a1,2b1) 118.3 mmMoment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present)

=T.max(a1,b1) (otherwise) aMt = 0.88867275 kNm

t2 = 11.50 mm

Case 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2

Mt = 0.0028 kNm/mm

t3 = 6.97 mm

(Actual tension/Perm. Tension)2 + (Actual shear/Perm. Shear)2

b3 =

Thickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]

Thickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]

Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]

Hence provide base plate thickness 20 mm

CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2

For design of Shear Key consider Tension case

Column Section used:

Designation of member = UB 305 x 165 x 46

Depth of membe r= d = 306.6 mm

Thickness of web = tw = 6.7 mm

Width of flange = fw = 165.7 mm

Thickness of flange = tf = 11.8 mm

Shear check for web:

Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw 296.50 kN (section 8.4.1)

Design shear = 1.2*.Vfull = 355.80 kN (as per clause 12.12.2)

Shear on each bolt = 88.95 kN

Shear resistance of bolt in combination with tension =

= 45.20 kN

Shear Key is requied

Shear to be resisted by web of shear key = Vbs = ( 88.95 - 45.20 ) x 4= 174.99 kN X

Thickness of web plate for shear key = twp = 16 mm Z

100 16

Depth of web plate required for shear key = dp =

= 75.77 mm 12 80 12

104

Provide depth of web plate for shear key = dp = 80 mm OK

Depth of shear key below TOC = Ls = 100 mm Ixx = 5.79E+06 mm4Izz = 2.03E+06 mm4

Thickness of grout = tg = 25 mm Zxx = 1.11E+05 mm3Zzz = 4.05E+04 mm3

Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg ) 13.124 kNm Area = 3680 mm2

Bending stress = Mw / 1.2 Zxx 98.228 N/mm2 OK<227.27 N/mm2 (section 8.2.1.2)

(1 - (Actual tension/Perm. Tension)2)0.5 x Perm. Shear

Vbs * (3)0.5 / ( fy * twp )

Permissible bending stress = fy / gmo

DESIGN OF BASE PLATE BP2:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONS

Beam L/C NodeTorsion kNm

5 318 11 -2293.33 -5.826 210.666 0 0 05 404 11 316.48 -0.164 -173.42 0 0 02 407 8 -1351.433 2.179 323.162 0 0 0

Factored Design Forces:Pmax (P) 0.000 kNPtension (T) 320.000 kNMax resultant shear (S) 175.00 kN

InputYield stress of steel Fy = 250 Mpa

227.27 Mpa (Ref, clause 8.2.1.2 IS800:2007)Permissible bearing stress for M40 Grout = 24 Mpa (Ref, Clause 7.4.1, IS800-2007)(As per Cl. 8.4 of 3669-AXSG-002)

Dia of bolt = 36 mmTotal no of bolts = 4 nos.No of bolts on each side = 2 nos.Limiting Tension capacity of bolt = 183.83 kNLimiting Shear capacity of bolt = 106.13 kNUltimate Tension capacity of bolt= 268.0 kNUltimate shear capacity of bolt= 154.716 kN

Strength Increase Factors for Wind/Seismic loads.Strength increase factor for Bolt Capacity 1

1

L = 400 mm

180 mm a column section UC 305 x 305 x 118

b eff.400

= b eff.

B 290 a

a= 42.75

1) Check for bearing pressure:for Beam 5 L/C 318

Pmax (P) 0.00 kNMax pressure = P/( L x B ) = 0.000 Mpa

Permissible bearing pressure = 24 MpaMax pressure < permissible bearing pressure

safe in bearing pressure

2) Check for Tension in bolt:for Beam 5 L/C 404

Ptension (T) 320.00 kNTension per bolt = T / Total no of bolts

Tension per bolt = 80.00 kN

Limiting Tension capacity of b 183.825 kNTension per bolt < Tension capacity of bolt

Axial Force kN

Shear-Y kN

Shear-Z kN

Moment-Y kNm

Moment-Z kNm

Permissible bending stress fbs = Fy/1.1

Stress increase factor for fbs

Bolt is safe in tension

3) Check for Shear in bolt:for Beam 2 L/C 407

Max resultant shear (S) 175.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 43.75 kN

Permissible shear force in bolt = 106.13 kN

bolt is safe in Shear

4) Check for combined shear and tension in bolt: ( Cl. 10.3.6 of IS 800)

< 1.0

0.36 < 1.0Bolt is Safe in combined shear & tension

5) Calculation of base plate thickness:

Case 1) Due to max pressure with Three edges fixed:Max pressure = 0.000 MpaConsidering roark's formulae, for three edges fixed

a= 132.55 mm b= 194 mm

a/b = 0.68( By interpolation)

0.2433b = 194 mm

t1 = 0.000 mm

Case 2) Due to max Tension:

Max tension in bolt = 80.00 kNPanel dimension: a1Stiffener provided (insert YES or NO) YES

a= 132.55 mm b b1b= 194 mma1= 84 mmb1= 139 mmeffective width b eff =min(a,b,2a1,2b1) 132.55 mmMoment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present)

=T.max(a1,b1) (otherwise) aMt = 3.0426058632 kNm

t2 = 20.10 mm

Case 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2

Mt = 0.0000 kNm/mm

t3 = 0.00 mm

(Actual tension/Perm. Tension)2 + (Actual shear/Perm. Shear)2

b3 =

Thickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]

Thickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]

Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]

Hence provide base plate thickness 32 mm

CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2

For design of Shear Key consider Tension case

Column Section used:

Designation of member = UC 305 x 305 x 118

Depth of membe r= d = 314.5 mm

Thickness of web = tw = 12 mm

Width of flange = fw = 307.4 mm

Thickness of flange = tf = 18.7 mm

Shear check for web:

Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw 544.73 kN (section 8.4.1)

Design shear = 1.2*.Vfull = 653.68 kN (as per clause 12.12.2)

Shear on each bolt = 163.42 kN

Shear resistance of bolt in combination with tension =

= 95.55 kN

Shear Key is requied

Shear to be resisted by web of shear key = Vbs = ( 163.42 - 95.55 ) x 4= 271.46 kN X

Thickness of web plate for shear key = twp = 16 mm Z

100 16

Depth of web plate required for shear key = dp =

= 117.55 mm 16 100 16

132

Provide depth of web plate for shear key = dp = 100 mm UNSAFE

Depth of shear key below TOC = Ls = 125 mm Ixx = 1.22E+07 mm4Izz = 2.70E+06 mm4

Thickness of grout = tg = 25 mm Zxx = 1.84E+05 mm3Zzz = 5.40E+04 mm3

Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg ) 23.753 kNm Area = 4800 mm2

Bending stress = Mw / 1.2 Zxx 107.378 N/mm2 OK<227.27 N/mm2 (section 8.2.1.2)

Thickness of flange plate for shear key = tfp = 16 mm

Provide Width of flange plate for shear key = 100 mm UNSAFE

(1 - (Actual tension/Perm. Tension)2)0.5 x Perm. Shear

Vbs * (3)0.5 / ( fy * twp )

Permissible bending stress = fy / gmo

DESIGN OF BASE PLATE BP1 :APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONS

Beam L/C Node

199 293 217 -1031.057 41.009 -4.458 0 0 0199 288 217 427.602 25.126 5.342 -0.001 0 0190 291 214 -857.471 211.499 0.167 0.001 0 0

Factored Design Forces:Pmax (P) 1035.000 kNPtension (T) 430.000 kNMax resultant shear (S) 30.00 kN

InputYield stress of steel Fy = 250 Mpa

227.27 Mpa (Ref, clause 8.2.1.2 IS800:2007)Permissible bearing stress for M40 Grout = 24 Mpa (Ref, Clause 7.4.1, IS800-2007)(As per Cl. 8.4 of 3669-AXSG-002)

Dia of bolt = 30 mmTotal no of bolts = 4 nos.No of bolts on each side = 2 nos.Limiting Tension capacity of bolt = 126.23 kNLimiting Shear capacity of bolt = 72.88 kNUltimate Tension capacity of bolt= 184.0 kNUltimate shear capacity of bolt= 106.237 kN

Strength Increase Factors for Wind/Seismic loads.Strength increase factor for Bolt Capacity 1

1

L = 500 mm

110 mm a column section NPB 450 x 190 x 77.6

b eff.300

= b eff.

B 200 a

a= 25

1) Check for bearing pressure:for Beam 199 L/C 293

Pmax (P) 1035.00 kNMax pressure = P/( L x B ) = 6.900 Mpa

Permissible bearing pressure = 24 MpaMax pressure < permissible bearing pressure

safe in bearing pressure

2) Check for Tension in bolt:for Beam 199 L/C 288

Ptension (T) 430.00 kNTension per bolt = T / Total no of bolts

Tension per bolt = 107.50 kN

Limiting Tension capacity of b 126.225 kNTension per bolt < Tension capacity of bolt

Axial Force kN

Shear-Y kN

Shear-Z kN

Torsion kNm

Moment-Y kNm

Moment-Z kNm

Permissible bending stress fbs = Fy/1.1

Stress increase factor for fbs

Bolt is safe in tension

3) Check for Shear in bolt:for Beam 190 L/C 291

Max resultant shear (S) 30.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 7.50 kN

Permissible shear force in bolt = 72.88 kN

bolt is safe in Shear

4) Check for combined shear and tension in bolt: ( Cl. 10.3.6 of IS 800)

< 1.0

0.74 < 1.0Bolt is Safe in combined shear & tension

5) Calculation of base plate thickness:

Case 1) Due to max pressure with Three edges fixed:Max pressure = 6.900 MpaConsidering roark's formulae, for three edges fixed

a= 204.4 mm b= 145.3 mm

a/b = 1.41( By interpolation)

0.9682b = 145.3 mm

t1 = 20.340 mm

Case 2) Due to max Tension:

Max tension in bolt = 107.50 kNPanel dimension: a1Stiffener provided (insert YES or NO) YES

a= 204.4 mm b b1b= 145.3 mma1= 155.4 mmb1= 95.3 mmeffective width b eff =min(a,b,2a1,2b1) 145.3 mmMoment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present)

=T.max(a1,b1) (otherwise) aMt = 3.920300788 kNm

t2 = 21.79 mm

Case 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2

Mt = 0.0022 kNm/mm

t3 = 6.16 mm

(Actual tension/Perm. Tension)2 + (Actual shear/Perm. Shear)2

b3 =

Thickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]

Thickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]

Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]

Hence provide base plate thickness 25 mm

CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2

For design of Shear Key consider Tension case

Column Section used:

Designation of member = NPB 450 x 190 x 77.6

Depth of membe r= d = 450 mm

Thickness of web = tw = 9.4 mm

Width of flange = fw = 190 mm

Thickness of flange = tf = 14.6 mm

Shear check for web:

Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw 610.55 kN (section 8.4.1)

Design shear = 1.2*.Vfull = 732.66 kN (as per clause 12.12.2)

Shear on each bolt = 183.16 kN

Shear resistance of bolt in combination with tension =

= 38.19 kN

Shear Key is requied

Shear to be resisted by web of shear key = Vbs = ( 183.16 - 38.19 ) x 4Shear to be resisted by web of shear key = 579.88 kN X

Thickness of web plate for shear key = twp = 32 mm Z

140 32

Depth of web plate required for shear key = dp =

= 125.55 mm 32 136 32

200

Provide depth of web plate for shear key = dp = 136 mm OK

Depth of shear key below TOC = Ls = 175 mm Ixx = 7.07E+07 mm4Izz = 1.50E+07 mm4

Thickness of grout = tg = 25 mm Zxx = 7.07E+05 mm3Zzz = 2.14E+05 mm3

Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg ) 65.236 kNm Area = 13312 mm2

Bending stress = Mw / 1.2 Zxx 76.900 N/mm2 OK<227.27 N/mm2 (section 8.2.1.2)

Thickness of flange plate for shear key = tfp = 32 mm

Provide Width of flange plate for shear key = 140 mm OK

(1 - (Actual tension/Perm. Tension)2)0.5 x Perm. Shear

Vbs * (3)0.5 / ( fy * twp )

Permissible bending stress = fy / gmo

DESIGN OF BASE PLATE BP3 ON ALL GRIDS:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONS

BRACING 1 SHEAR COMPR. TENSIONMAX SHEAR 330 0 60MAX TENSION 310 0 65MAX COMPR. 210 95 0

Factored Design Forces:Pmax (P) 0.000 kNPtension (T) 82.000 kNMax resultant shear (S) 320.00 kN

InputYield stress of steel Fy = 250 Mpa

227.27 Mpa (Ref, clause 8.2.1.2 IS800:2007)Permissible bearing stress for M30 = 18 Mpa (Ref, Clause 7.4.1, IS800-2007)

Dia of bolt = 33 mmTotal no of bolts = 4 nos.No of bolts on each side = 2 nos.Limiting Tension capacity of bolt = 156.15 kNLimiting Shear capacity of bolt = 90.15 kNUltimate Tension capacity of bolt= 227.6 kNUltimate shear capacity of bolt= 131.423 kN

Strength Increase Factors for Wind/Seismic loads.Strength increase factor for Bolt Capacity 1

1

L = 500 mm

150 mm a column section

b eff.250

= b eff.

B 150 a

a= 100

Permissible bending stress fbs = Fy/1.1

Stress increase factor for fbs

1) Check for bearing pressure:Pmax (P) 0.00 kN

Max pressure = P/( L x B ) = 0.000 Mpa

Permissible bearing pressure = 18 MpaMax pressure < permissible bearing pressure

safe in bearing pressure

2) Check for Tension in bolt:Ptension (T) 82.00 kN

Tension per bolt = T / Total no of bolts

Tension per bolt = 20.50 kN

Limiting Tension capacity of b 156.15 kNTension per bolt < Tension capacity of bolt

Bolt is safe in tension

3) Check for Shear in bolt:Max resultant shear (S) 320.00 kN

shear per bolt = Resultant shear / total no of bolt shear per bolt = 80.00 kN

Permissible shear force in bolt = 90.15 kN

bolt is safe in Shear

4) Check for combined shear and tension in bolt: ( Cl. 10.3.6 of IS 800)

< 1.0

0.80 < 1.0Bolt is Safe in combined shear & tension

5) Calculation of base plate thickness:

Case 1) Due to max pressure with Three edges fixed:Max pressure = 0.000 MpaConsidering roark's formulae, for three edges fixed

(Actual tension/Perm. Tension)2 + (Actual shear/Perm. Shear)2

a= 228 mm b= 120 mm

a/b = 1.90( By interpolation)

1.368b = 120 mm

t1 = 0.000 mm

Case 2) Due to max Tension:

Max tension in bolt = 20.50 kNPanel dimension:Stiffener provided (insert YES or NO) NO

a= 500 mm bb= 125 mma1= 175 mmb1= 70 mmeffective width b eff =min(a,b,2a1,2b1) 125 mmMoment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present)

=T.max(a1,b1) (otherwise)Mt = 3.5875 kNm

t2 = 22.47 mm

Case 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2

Mt = 0.0000 kNm/mm

t3 = 0.00 mm

Hence provide base plate thickness 25 mm

b3 =

Thickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]

Thickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]

Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]

BRACING 2 SHEAR COMPR. TENSIONMAX SHEAR 245 75 0MAX TENSION 130 0 35MAX COMPR. 230 90 0

LIMITING RESISTANCE

dia tension Shear16 35.33 20.3920 55.13 31.8322 68.18 39.36

(Ref, clause 8.2.1.2 IS800:2007) 24 79.43 45.86(Ref, Clause 7.4.1, IS800-2007) 27 103.28 59.63

30 126.23 72.8833 156.15 90.1536 183.83 106.1339 219.60 126.7942 252.00 145.4945 294.75 170.1748 330.75 190.9652 396.00 228.6356 456.75 263.7060 531.00 306.5764 603.00 348.1468 688.50 397.51

72 778.50 449.47

NPB500

( Bolt capacities taken from 3669-AA-DC-101002)

a1

b1

a

JINDAL STEEL & POWER LTD.Sectional Properties of Parallel Flange Beams & Columns, Rails, Crane Rails & Channels produced at RUBM, Raigarh

Description

Beams/ Columns w H b tw tfKg/m mm mm mm mm

PARALLEL FLANGE BEAMSUB 203X133X 25 25.1 203.2 133.2 5.7 7.8UB 254x146x37 37 256 146.4 6.3 10.9UB 305 x 165 x 40 40.3 303.4 165 6 10.2UB 305 x 165 x 46 46.1 306.6 165.7 6.7 11.8UB 356 x 171 x 51 51 355 171.5 7.4 11.5UB 406 X 178 X 60 60.1 406.4 177.9 7.9 12.8NPB 400 x 180 x 66.3 66.3 400 180 8.6 13.5NPB 450 x 190 x 77.6 77.6 450 190 9.4 14.6NPB 500 x 200 x 90.7 90.7 500 200 10.2 16NPB 600 x 220 x 122.4 122.4 600 220 12 19UB 610 x 229 x 125.1 125.1 612.2 229 11.9 19.6WPB 600 x 300 x 128.8 128.8 571 300 12 15.5WPB 600 x 300 x 177.8 177.8 590 300 13 25WPB 700 x 300 x 204.5 204.5 690 300 14.5 27UC 152x152x23 23 152.4 152.2 5.8 6.8UC 152x152x30 30 157.6 152.9 6.5 9.4UC 203 x 203 X 46 46.1 203.2 203.6 7.2 11UC 203 x 203 X 52 52 206.2 204.3 7.9 12.5UC 254 X 254 X 73 73.1 254.1 254.6 8.6 14.2UC 254 X 254 X 89 88.9 260.3 256.3 10.3 17.3UC 305 x 305 x 97 97 307.9 305.3 9.9 15.4UC 305 x 305 x 118 117.9 314.5 307.4 12 18.7UC 305 x 305 x 137 136.9 320.5 309.2 13.8 21.7

CRANE RAILS

CR-80 64.2As per IS : 3443 -1980 SPECIFICATION FOR CRANE RAIL SECTIONSCR-100 89

RAILS

UIC60 60.34As per IRS -T-12 1996 IRS -52 52

Channels

ISMC 250 x 80 30.6 250 80 7.2 14.1

Sectional

Weight

Total Depth

Flange Width

Thickness of Web

Thickness of Flange

ISMC 250 x 82 34.2 250 82 9 14.1

ISMC 300 x 90 36.3 300 90 7.8 13.6Cyy is centre of gravity along YY Axis

UC - Bristish Univeral Columns UB - British Universal Beams NPB - Narrow Parallel Flange Beams IS Code 12778 -2004 HE - European Wide Flange BeamsWPB - Wide Parallel Flange Beams IS Code 12778 - 2004 IPE - European Narrow flange Parallel beams

Sections highlighted is available in market as on 20th august 09 as conveyed by Jindal representative on 20th august 09.

HE - European Wide Flange BeamsIPE - European Narrow flange Parallel beams

Sections highlighted is available in market as on 20th august 09 as conveyed by Jindal representative on 20th august 09.

Beam L/C Node Axial Forc Shear-Y k Shear-Z kNTorsion k Moment-Y180 101 155 205.616 -16.482 0.857 0 -0.643

102 155 209.924 -14.049 -1.125 0 0.844103 155 19.85 60.327 -0.099 0.009 0.074104 155 354.147 -87.812 -0.143 -0.01 0.107105 155 110.088 -14.716 -3.57 0.021 2.241106 155 263.898 -12.761 3.329 -0.022 -2.061107 155 17.696 59.11 0.892 0.009 -0.669108 155 351.994 -89.028 0.848 -0.01 -0.636109 155 107.934 -15.933 -2.579 0.021 1.498110 155 261.744 -13.978 4.32 -0.022 -2.804111 155 22.004 61.544 -1.09 0.009 0.817112 155 356.301 -86.595 -1.134 -0.01 0.85113 155 112.241 -13.5 -4.561 0.021 2.985114 155 266.052 -11.545 2.338 -0.022 -1.317115 155 551.871 -36.632 0.673 0 -0.505116 155 556.178 -34.199 -1.309 0 0.982117 155 464.324 -5.584 -0.006 0.028 0.004118 155 468.631 -3.151 -1.988 0.028 1.491119 155 639.418 -67.68 1.351 -0.028 -1.013120 155 643.725 -65.247 -0.631 -0.029 0.473121 155 325.86 53.952 0.428 0.037 -0.321122 155 330.167 56.385 -1.554 0.037 1.166123 155 737.591 -126.195 0.298 -0.007 -0.224124 155 741.898 -123.762 -1.684 -0.007 1.263125 155 366.162 52.924 1.047 0.006 -0.785126 155 370.47 55.357 -0.935 0.006 0.701127 155 777.894 -127.223 0.918 -0.038 -0.688128 155 782.201 -124.79 -1.064 -0.038 0.798129 155 416.098 -21.091 -3.043 0.049 1.847130 155 420.405 -18.658 -5.025 0.049 3.333131 155 610.211 -20.165 4.474 -0.025 -2.92132 155 614.518 -17.731 2.492 -0.025 -1.433133 155 493.532 -53.1 -3.129 0.024 1.911134 155 497.839 -50.666 -5.111 0.024 3.397135 155 687.644 -52.173 4.389 -0.05 -2.856136 155 691.952 -49.74 2.407 -0.05 -1.369137 155 164.004 41.921 0.448 0.037 -0.336138 155 168.312 44.354 -1.534 0.037 1.15139 155 723.658 -114.201 0.281 -0.006 -0.211140 155 727.965 -111.768 -1.701 -0.006 1.276141 155 204.307 40.893 1.068 0.006 -0.801142 155 208.614 43.326 -0.914 0.006 0.686143 155 763.961 -115.23 0.9 -0.037 -0.675144 155 768.268 -112.796 -1.082 -0.037 0.811145 155 234.831 -21.335 -2.207 0.043 1.655146 155 239.139 -18.902 -4.189 0.043 3.142147 155 615.699 -19.965 3.641 -0.018 -2.731148 155 620.007 -17.532 1.659 -0.018 -1.244149 155 312.265 -53.344 -2.293 0.018 1.719150 155 316.573 -50.91 -4.275 0.017 3.206151 155 693.133 -51.973 3.556 -0.043 -2.667152 155 697.441 -49.54 1.574 -0.043 -1.18153 155 590.534 -36.781 -0.331 0 0.248154 155 548.748 -18.265 -0.326 0.002 0.244155 155 632.323 -55.299 -0.337 -0.003 0.253156 155 571.308 -37.025 -1.194 0.005 0.786

157 155 609.76 -36.537 0.531 -0.006 -0.289189 101 156 236.251 17.832 0.89 0 -0.667

102 156 238.366 12.268 -1.125 0 0.844103 156 377.075 87.599 -0.045 -0.006 0.034104 156 50.079 -60.517 -0.167 0.006 0.125105 156 140.321 12.571 -3.908 -0.017 2.495106 156 286.834 14.519 3.696 0.017 -2.336107 156 376.018 90.381 0.962 -0.005 -0.722108 156 49.021 -57.735 0.84 0.006 -0.63109 156 139.263 15.353 -2.9 -0.016 1.739110 156 285.776 17.301 4.703 0.017 -3.091111 156 378.133 84.817 -1.052 -0.006 0.789112 156 51.137 -63.299 -1.174 0.005 0.881113 156 141.379 9.789 -4.915 -0.017 3.25114 156 287.892 11.737 2.688 0.016 -1.58115 156 623.241 37.158 0.673 0 -0.505116 156 625.356 31.594 -1.342 0 1.006117 156 604.577 68.919 -3.569 -0.104 2.677118 156 606.693 63.355 -5.584 -0.105 4.188119 156 641.904 5.397 4.916 0.105 -3.687120 156 644.02 -0.167 2.901 0.104 -2.176121 156 783.98 128.069 -1.032 -0.015 0.774122 156 786.096 122.505 -3.046 -0.016 2.285123 156 377.637 -52.734 -1.684 0.005 1.263124 156 379.753 -58.298 -3.699 0.005 2.774125 156 868.843 127.043 3.031 -0.005 -2.273126 156 870.959 121.479 1.016 -0.005 -0.762127 156 462.5 -53.76 2.378 0.016 -1.784128 156 464.616 -59.324 0.364 0.015 -0.273129 156 547.226 53.041 -4.894 -0.026 3.235130 156 549.341 47.477 -6.909 -0.027 4.746131 156 778.602 53.963 6.771 0.017 -4.642132 156 780.717 48.399 4.756 0.017 -3.131133 156 467.879 20.353 -5.425 -0.017 3.633134 156 469.995 14.789 -7.439 -0.017 5.144135 156 699.256 21.275 6.241 0.027 -4.245136 156 701.371 15.711 4.226 0.026 -2.734137 156 769.675 116.26 -0.901 -0.014 0.675138 156 771.79 110.696 -2.915 -0.014 2.186139 156 199.858 -40.756 -1.805 0.004 1.354140 156 201.973 -46.32 -3.82 0.003 2.865141 156 854.538 115.234 3.162 -0.003 -2.371142 156 856.653 109.67 1.147 -0.004 -0.86143 156 284.72 -41.781 2.257 0.014 -1.693144 156 286.836 -47.345 0.243 0.014 -0.182145 156 286.262 52.896 -4.282 -0.016 3.211146 156 288.378 47.332 -6.296 -0.017 4.722147 156 847.479 54.27 6.169 0.007 -4.626148 156 849.595 48.706 4.154 0.007 -3.115149 156 206.916 20.208 -4.812 -0.007 3.609150 156 209.032 14.644 -6.827 -0.008 5.12151 156 768.133 21.582 5.638 0.017 -4.229152 156 770.248 16.018 3.624 0.016 -2.718153 156 684.059 35.602 -0.326 0 0.244154 156 724.933 54.116 -0.31 -0.002 0.233155 156 643.184 17.087 -0.341 0.001 0.256156 156 665.745 35.358 -1.276 -0.004 0.848

157 156 702.373 35.845 0.625 0.004 -0.36198 101 159 193.215 -16.804 0.266 0 -0.199

102 159 195.448 -13.587 -0.773 -0.001 0.58103 159 13.577 63.492 -0.183 0.006 0.137104 159 336.231 -90.847 -0.274 -0.007 0.205105 159 254.76 -13.682 -3.406 0.02 2.119106 159 95.037 -13.67 2.95 -0.021 -1.776107 159 12.461 61.883 0.336 0.007 -0.252108 159 335.114 -92.455 0.246 -0.007 -0.184109 159 253.643 -15.29 -2.887 0.021 1.729110 159 93.92 -15.278 3.469 -0.021 -2.166111 159 14.694 65.1 -0.703 0.006 0.527112 159 337.347 -89.239 -0.793 -0.007 0.595113 159 255.876 -12.074 -3.926 0.02 2.508114 159 96.153 -12.062 2.43 -0.021 -1.387115 159 539.663 -36.793 -0.093 0 0.07116 159 541.895 -33.576 -1.132 -0.001 0.849117 159 518.682 -1.854 -0.752 0.006 0.564118 159 520.915 1.363 -1.791 0.005 1.343119 159 560.643 -71.731 0.565 -0.007 -0.424120 159 562.875 -68.515 -0.474 -0.007 0.355121 159 368.536 61.091 -0.269 -0.002 0.202122 159 370.769 64.307 -1.308 -0.003 0.981123 159 749.751 -133.459 -0.436 -0.026 0.327124 159 751.984 -130.242 -1.475 -0.026 1.106125 159 329.585 59.87 0.249 0.025 -0.187126 159 331.818 63.086 -0.79 0.024 0.593127 159 710.8 -134.679 0.082 0.001 -0.062128 159 713.033 -131.463 -0.957 0.001 0.718129 159 609.718 -16.083 -3.492 0.012 2.183130 159 611.951 -12.867 -4.531 0.011 2.962131 159 411.045 -17.291 3.382 -0.003 -2.1132 159 413.278 -14.075 2.343 -0.003 -1.321133 159 668.28 -56.294 -3.569 0.002 2.24134 159 670.513 -53.078 -4.607 0.001 3.02135 159 469.607 -57.502 3.305 -0.013 -2.043136 159 471.84 -54.286 2.266 -0.013 -1.264137 159 222.931 45.838 -0.24 -0.006 0.18138 159 225.164 49.054 -1.279 -0.006 0.959139 159 717.879 -118.272 -0.424 -0.022 0.318140 159 720.112 -115.056 -1.463 -0.023 1.097141 159 183.98 44.618 0.278 0.022 -0.208142 159 186.213 47.834 -0.761 0.021 0.571143 159 678.928 -119.493 0.094 0.005 -0.071144 159 681.161 -116.276 -0.945 0.005 0.709145 159 616.777 -15.888 -2.607 0.005 1.955146 159 619.01 -12.672 -3.646 0.005 2.735147 159 226.52 -17.555 2.538 0.004 -1.903148 159 228.753 -14.339 1.499 0.003 -1.124149 159 675.339 -56.099 -2.684 -0.004 2.013150 159 677.571 -52.883 -3.723 -0.005 2.792151 159 285.082 -57.766 2.462 -0.006 -1.846152 159 287.315 -54.55 1.423 -0.007 -1.067153 159 555.77 -36.514 -0.637 0 0.478154 159 515.439 -17.222 -0.626 0.001 0.469155 159 596.103 -55.806 -0.648 -0.002 0.486156 159 575.735 -36.515 -1.431 0.005 0.965

157 159 535.804 -36.512 0.158 -0.006 -0.009207 101 160 220.912 17.541 0.318 0 -0.238

102 160 212.278 12.776 -0.734 0 0.55103 160 359.886 90.876 -0.194 -0.004 0.146104 160 29.964 -63.594 -0.18 0.004 0.135105 160 265.139 13.601 -3.594 -0.016 2.259106 160 124.733 13.683 3.219 0.017 -1.978107 160 364.203 93.258 0.331 -0.004 -0.249108 160 34.281 -61.212 0.345 0.005 -0.259109 160 269.456 15.984 -3.068 -0.016 1.865110 160 129.05 16.066 3.745 0.017 -2.373111 160 355.569 88.494 -0.72 -0.004 0.54112 160 25.647 -65.977 -0.706 0.004 0.529113 160 260.822 11.219 -4.119 -0.016 2.654114 160 120.416 11.301 2.693 0.016 -1.584115 160 592.829 37.04 -0.002 0 0.001116 160 584.195 32.275 -1.053 0 0.79117 160 719.914 75.705 -3.516 -0.161 2.637118 160 711.28 70.941 -4.567 -0.161 3.425119 160 465.745 -1.626 3.512 0.161 -2.634120 160 457.111 -6.391 2.461 0.161 -1.846121 160 829.218 138.823 -1.616 -0.136 1.212122 160 820.584 134.058 -2.667 -0.136 2123 160 442.59 -63.61 -1.795 -0.122 1.346124 160 433.956 -68.375 -2.846 -0.123 2.135125 160 743.048 137.686 1.792 0.123 -1.344126 160 734.414 132.922 0.741 0.123 -0.555127 160 356.419 -64.747 1.613 0.137 -1.209128 160 347.785 -69.511 0.561 0.136 -0.421129 160 734.471 61.549 -5.015 -0.148 3.325130 160 725.837 56.784 -6.066 -0.148 4.114131 160 507.895 60.494 5.205 0.144 -3.468132 160 499.261 55.729 4.154 0.143 -2.679133 160 677.764 13.586 -5.208 -0.143 3.47134 160 669.13 8.821 -6.26 -0.143 4.259135 160 451.188 12.531 5.012 0.149 -3.323136 160 442.554 7.766 3.961 0.148 -2.535137 160 783.484 123.803 -1.509 -0.132 1.132138 160 774.85 119.038 -2.561 -0.133 1.92139 160 298.612 -48.453 -1.846 -0.126 1.385140 160 289.978 -53.217 -2.898 -0.126 2.173141 160 697.313 122.666 1.898 0.127 -1.424142 160 688.679 117.902 0.847 0.126 -0.635143 160 212.442 -49.59 1.561 0.133 -1.171144 160 203.808 -54.354 0.51 0.133 -0.382145 160 801.646 61.825 -4.278 -0.138 3.209146 160 793.012 57.06 -5.33 -0.138 3.997147 160 250.986 60.352 4.524 0.134 -3.393148 160 242.352 55.587 3.472 0.133 -2.604149 160 744.94 13.862 -4.472 -0.133 3.354150 160 736.306 9.097 -5.523 -0.133 4.142151 160 194.279 12.389 4.331 0.139 -3.248152 160 185.645 7.624 3.279 0.138 -2.459153 160 629.162 35.99 -0.527 0 0.395154 160 670.4 55.298 -0.529 -0.001 0.397155 160 587.919 16.681 -0.525 0.001 0.394156 160 646.713 35.98 -1.379 -0.004 0.925

157 160 611.612 36 0.325 0.004 -0.134

Moment-Z kNm-12.361-10.53645.245

-65.858-11.037

-9.57144.332

-66.771-11.95

-10.48346.157

-64.946-10.125

-8.658-27.474-25.649

-4.188-2.363-50.76

-48.93540.46442.289

-94.645-92.8239.69241.517

-95.417-93.592-15.818-13.993-15.123-13.298-39.824-37.999-39.129-37.30431.44133.266-85.65

-83.82530.66932.494

-86.422-84.597-16.001-14.176-14.974-13.149-40.007-38.182

-38.98-37.155-27.586-13.698-41.474-27.769

-27.40213.374

9.20165.699

-45.3879.428

10.88967.785

-43.30111.51412.97563.612

-47.4747.3418.802

27.86823.69551.68947.516

4.048-0.12596.05191.878-39.55

-43.72395.28291.109-40.32

-44.49339.78135.60840.47236.29915.26511.09215.95611.78387.19483.021

-30.566-34.73986.42582.252

-31.336-35.50939.67235.49940.70236.52915.15610.98316.18712.01426.70140.58612.81526.519

26.884-12.603

-10.1947.618

-68.134-10.261-10.25246.412

-69.341-11.467-11.45848.824

-66.928-9.055-9.046

-27.594-25.182

-1.391.022

-53.798-51.38645.818

48.23-100.093

-97.68144.90247.315

-101.008-98.596-12.062

-9.65-12.968-10.556

-42.22-39.808-43.126-40.71434.378

36.79-88.704-86.29133.46335.875

-89.619-87.207-11.916

-9.504-13.166-10.754-42.074-39.662-43.324-40.912-27.385-12.916-41.855-27.386

-27.38413.155

9.58268.157

-47.69510.20110.26269.943

-45.90911.98812.049

66.37-49.482

8.4148.47627.78

24.20656.77953.205-1.219-4.793

104.117100.543-47.707-51.281103.264

99.69-48.56

-52.13346.16142.588

45.3741.79610.189

6.6169.3985.825

92.85289.278

-36.339-39.91391.99988.425

-37.192-40.76546.36842.79445.264

41.6910.396

6.8239.2925.718

26.99241.473

12.5126.985

27

Base Plate for all columns

BASE PLATE min actualDepth,D 550mm 550Width,W 300mm 300Area,A 165000Z 15125000Total no of 4Leverarm 0.608mDia of bolt 27Column Dep 500Thk of stiff 0

Reactions from Staad

Beam L/C Node180 101 225 -197.741 16.482 -0.857 0 0

102 225 -202.049 14.049 1.125 0 0103 225 -12.762 -60.327 0.099 -0.009 0104 225 -347.06 87.812 0.143 0.01 0105 225 -103 14.716 2.408 -0.021 0106 225 -256.811 12.761 -2.166 0.022 0107 225 -10.609 -59.11 -0.892 -0.009 0108 225 -344.906 89.028 -0.848 0.01 0109 225 -100.847 15.933 1.416 -0.021 0110 225 -254.657 13.978 -3.157 0.022 0111 225 -14.916 -61.544 1.09 -0.009 0112 225 -349.214 86.595 1.134 0.01 0113 225 -105.154 13.5 3.399 -0.021 0114 225 -258.964 11.545 -1.175 0.022 0115 225 -543.996 36.632 -0.673 0 0116 225 -548.303 34.199 1.309 0 0117 225 -456.449 5.584 0.006 -0.028 0118 225 -460.756 3.151 1.988 -0.028 0119 225 -631.543 67.68 -1.351 0.028 0120 225 -635.85 65.247 0.631 0.029 0121 225 -317.985 -53.952 -0.428 -0.037 0122 225 -322.292 -56.385 1.554 -0.037 0123 225 -729.716 126.195 -0.298 0.007 0124 225 -734.024 123.762 1.684 0.007 0125 225 -358.287 -52.924 -1.047 -0.006 0126 225 -362.595 -55.357 0.935 -0.006 0127 225 -770.019 127.223 -0.918 0.038 0128 225 -774.326 124.79 1.064 0.038 0129 225 -408.223 21.091 1.881 -0.049 0130 225 -412.53 18.658 3.863 -0.049 0131 225 -602.336 20.165 -3.312 0.025 0132 225 -606.643 17.731 -1.33 0.025 0133 225 -485.657 53.1 1.966 -0.024 0134 225 -489.964 50.666 3.949 -0.024 0135 225 -679.77 52.173 -3.226 0.05 0136 225 -684.077 49.74 -1.244 0.05 0137 225 -156.129 -41.921 -0.448 -0.037 0138 225 -160.437 -44.354 1.534 -0.037 0139 225 -715.783 114.201 -0.281 0.006 0140 225 -720.09 111.768 1.701 0.006 0

Axial Force kN

Shear-Y kN

Shear-Z kN

Torsion kNm

Moment-Y kNm

141 225 -196.432 -40.893 -1.068 -0.006 0142 225 -200.739 -43.326 0.914 -0.006 0143 225 -756.086 115.23 -0.9 0.037 0144 225 -760.393 112.796 1.082 0.037 0145 225 -226.957 21.335 2.207 -0.043 0146 225 -231.264 18.902 4.189 -0.043 0147 225 -607.824 19.965 -3.641 0.018 0148 225 -612.132 17.532 -1.659 0.018 0149 225 -304.391 53.344 2.293 -0.018 0150 225 -308.698 50.91 4.275 -0.017 0151 225 -685.258 51.973 -3.556 0.043 0152 225 -689.566 49.54 -1.574 0.043 0153 225 -582.659 36.781 0.331 0 0154 225 -540.873 18.265 0.326 -0.002 0155 225 -624.448 55.299 0.337 0.003 0156 225 -563.433 37.025 0.903 -0.005 0157 225 -601.885 36.537 -0.24 0.006 0

189 101 226 -228.376 -17.832 -0.89 0 0102 226 -230.491 -12.268 1.125 0 0103 226 -369.988 -87.599 0.045 0.006 0104 226 -42.991 60.517 0.167 -0.006 0105 226 -133.234 -12.571 2.745 0.017 0106 226 -279.747 -14.519 -2.533 -0.017 0107 226 -368.93 -90.381 -0.962 0.005 0108 226 -41.933 57.735 -0.84 -0.006 0109 226 -132.176 -15.353 1.738 0.016 0110 226 -278.689 -17.301 -3.541 -0.017 0111 226 -371.046 -84.817 1.052 0.006 0112 226 -44.049 63.299 1.174 -0.005 0113 226 -134.291 -9.789 3.753 0.017 0114 226 -280.805 -11.737 -1.526 -0.016 0115 226 -615.366 -37.158 -0.673 0 0116 226 -617.481 -31.594 1.342 0 0117 226 -596.702 -68.919 3.569 0.104 0118 226 -598.818 -63.355 5.584 0.105 0119 226 -634.029 -5.397 -4.916 -0.105 0120 226 -636.145 0.167 -2.901 -0.104 0121 226 -776.105 -128.069 1.032 0.015 0122 226 -778.221 -122.505 3.046 0.016 0123 226 -369.762 52.734 1.684 -0.005 0124 226 -371.878 58.298 3.699 -0.005 0125 226 -860.968 -127.043 -3.031 0.005 0126 226 -863.084 -121.479 -1.016 0.005 0127 226 -454.625 53.76 -2.378 -0.016 0128 226 -456.741 59.324 -0.364 -0.015 0129 226 -539.351 -53.041 3.732 0.026 0130 226 -541.466 -47.477 5.747 0.027 0131 226 -770.727 -53.963 -5.609 -0.017 0132 226 -772.842 -48.399 -3.594 -0.017 0133 226 -460.004 -20.353 4.262 0.017 0134 226 -462.12 -14.789 6.277 0.017 0135 226 -691.381 -21.275 -5.079 -0.027 0136 226 -693.496 -15.711 -3.064 -0.026 0137 226 -761.8 -116.26 0.901 0.014 0138 226 -763.915 -110.696 2.915 0.014 0139 226 -191.983 40.756 1.805 -0.004 0140 226 -194.098 46.32 3.82 -0.003 0

141 226 -846.663 -115.234 -3.162 0.003 0142 226 -848.778 -109.67 -1.147 0.004 0143 226 -276.846 41.781 -2.257 -0.014 0144 226 -278.961 47.345 -0.243 -0.014 0145 226 -278.388 -52.896 4.282 0.016 0146 226 -280.503 -47.332 6.296 0.017 0147 226 -839.604 -54.27 -6.169 -0.007 0148 226 -841.72 -48.706 -4.154 -0.007 0149 226 -199.041 -20.208 4.812 0.007 0150 226 -201.157 -14.644 6.827 0.008 0151 226 -760.258 -21.582 -5.638 -0.017 0152 226 -762.373 -16.018 -3.624 -0.016 0153 226 -676.184 -35.602 0.326 0 0154 226 -717.058 -54.116 0.31 0.002 0155 226 -635.309 -17.087 0.341 -0.001 0156 226 -657.87 -35.358 0.986 0.004 0157 226 -694.498 -35.845 -0.334 -0.004 0

198 101 227 -185.34 16.804 -0.266 0 0102 227 -187.573 13.587 0.773 0.001 0103 227 -6.49 -63.492 0.183 -0.006 0104 227 -329.143 90.847 0.274 0.007 0105 227 -247.672 13.682 2.244 -0.02 0106 227 -87.949 13.67 -1.787 0.021 0107 227 -5.373 -61.883 -0.336 -0.007 0108 227 -328.027 92.455 -0.246 0.007 0109 227 -246.556 15.29 1.725 -0.021 0110 227 -86.833 15.278 -2.307 0.021 0111 227 -7.606 -65.1 0.703 -0.006 0112 227 -330.26 89.239 0.793 0.007 0113 227 -248.789 12.074 2.763 -0.02 0114 227 -89.066 12.062 -1.268 0.021 0115 227 -531.788 36.793 0.093 0 0116 227 -534.021 33.576 1.132 0.001 0117 227 -510.808 1.854 0.752 -0.006 0118 227 -513.04 -1.363 1.791 -0.005 0119 227 -552.768 71.731 -0.565 0.007 0120 227 -555.001 68.515 0.474 0.007 0121 227 -360.661 -61.091 0.269 0.002 0122 227 -362.894 -64.307 1.308 0.003 0123 227 -741.876 133.459 0.436 0.026 0124 227 -744.109 130.242 1.475 0.026 0125 227 -321.71 -59.87 -0.249 -0.025 0126 227 -323.943 -63.086 0.79 -0.024 0127 227 -702.925 134.679 -0.082 -0.001 0128 227 -705.158 131.463 0.957 -0.001 0129 227 -601.844 16.083 2.33 -0.012 0130 227 -604.076 12.867 3.369 -0.011 0131 227 -403.17 17.291 -2.219 0.003 0132 227 -405.403 14.075 -1.18 0.003 0133 227 -660.405 56.294 2.406 -0.002 0134 227 -662.638 53.078 3.445 -0.001 0135 227 -461.732 57.502 -2.143 0.013 0136 227 -463.965 54.286 -1.104 0.013 0137 227 -215.056 -45.838 0.24 0.006 0138 227 -217.289 -49.054 1.279 0.006 0139 227 -710.004 118.272 0.424 0.022 0140 227 -712.237 115.056 1.463 0.023 0

141 227 -176.105 -44.618 -0.278 -0.022 0142 227 -178.338 -47.834 0.761 -0.021 0143 227 -671.053 119.493 -0.094 -0.005 0144 227 -673.286 116.276 0.945 -0.005 0145 227 -608.902 15.888 2.607 -0.005 0146 227 -611.135 12.672 3.646 -0.005 0147 227 -218.646 17.555 -2.538 -0.004 0148 227 -220.878 14.339 -1.499 -0.003 0149 227 -667.464 56.099 2.684 0.004 0150 227 -669.696 52.883 3.723 0.005 0151 227 -277.207 57.766 -2.462 0.006 0152 227 -279.44 54.55 -1.423 0.007 0153 227 -547.895 36.514 0.637 0 0154 227 -507.564 17.222 0.626 -0.001 0155 227 -588.228 55.806 0.648 0.002 0156 227 -567.86 36.515 1.141 -0.005 0157 227 -527.929 36.512 0.133 0.006 0

207 101 228 -213.037 -17.541 -0.318 0 0102 228 -204.403 -12.776 0.734 0 0103 228 -352.799 -90.876 0.194 0.004 0104 228 -22.877 63.594 0.18 -0.004 0105 228 -258.051 -13.601 2.431 0.016 0106 228 -117.646 -13.683 -2.057 -0.017 0107 228 -357.116 -93.258 -0.331 0.004 0108 228 -27.194 61.212 -0.345 -0.005 0109 228 -262.368 -15.984 1.906 0.016 0110 228 -121.963 -16.066 -2.582 -0.017 0111 228 -348.482 -88.494 0.72 0.004 0112 228 -18.56 65.977 0.706 -0.004 0113 228 -253.734 -11.219 2.957 0.016 0114 228 -113.329 -11.301 -1.531 -0.016 0115 228 -584.955 -37.04 0.002 0 0116 228 -576.32 -32.275 1.053 0 0117 228 -712.039 -75.705 3.516 0.161 0118 228 -703.405 -70.941 4.567 0.161 0119 228 -457.87 1.626 -3.512 -0.161 0120 228 -449.236 6.391 -2.461 -0.161 0121 228 -821.343 -138.823 1.616 0.136 0122 228 -812.709 -134.058 2.667 0.136 0123 228 -434.715 63.61 1.795 0.122 0124 228 -426.081 68.375 2.846 0.123 0125 228 -735.173 -137.686 -1.792 -0.123 0126 228 -726.539 -132.922 -0.741 -0.123 0127 228 -348.544 64.747 -1.613 -0.137 0128 228 -339.91 69.511 -0.561 -0.136 0129 228 -726.596 -61.549 3.853 0.148 0130 228 -717.962 -56.784 4.904 0.148 0131 228 -500.02 -60.494 -4.043 -0.144 0132 228 -491.386 -55.729 -2.991 -0.143 0133 228 -669.889 -13.586 4.046 0.143 0134 228 -661.255 -8.821 5.097 0.143 0135 228 -443.313 -12.531 -3.85 -0.149 0136 228 -434.679 -7.766 -2.798 -0.148 0137 228 -775.609 -123.803 1.509 0.132 0138 228 -766.975 -119.038 2.561 0.133 0139 228 -290.737 48.453 1.846 0.126 0140 228 -282.103 53.217 2.898 0.126 0

141 228 -689.438 -122.666 -1.898 -0.127 0142 228 -680.804 -117.902 -0.847 -0.126 0143 228 -204.567 49.59 -1.561 -0.133 0144 228 -195.933 54.354 -0.51 -0.133 0145 228 -793.771 -61.825 4.278 0.138 0146 228 -785.137 -57.06 5.33 0.138 0147 228 -243.111 -60.352 -4.524 -0.134 0148 228 -234.477 -55.587 -3.472 -0.133 0149 228 -737.065 -13.862 4.472 0.133 0150 228 -728.431 -9.097 5.523 0.133 0151 228 -186.404 -12.389 -4.331 -0.139 0152 228 -177.77 -7.624 -3.279 -0.138 0153 228 -621.287 -35.99 0.527 0 0154 228 -662.525 -55.298 0.529 0.001 0155 228 -580.044 -16.681 0.525 -0.001 0156 228 -638.838 -35.98 1.088 0.004 0157 228 -603.737 -36 -0.034 -0.004 0

To identify critical load case

P/A-M/Z P/A+M/Z P IN TENSION Resultant Shear0 1.20 1.198 N.A 16.500 1.22 1.225 N.A 14.090 0.08 0.077 N.A 60.330 2.10 2.103 N.A 87.810 0.62 0.624 N.A 14.910 1.56 1.556 N.A 12.940 0.06 0.064 N.A 59.120 2.09 2.090 N.A 89.030 0.61 0.611 N.A 16.000 1.54 1.543 N.A 14.330 0.09 0.090 N.A 61.55 540 2.12 2.116 N.A 86.60 540 0.64 0.637 N.A 13.920 1.57 1.569 N.A 11.600 3.30 3.297 N.A 36.64 540 3.32 3.323 N.A 34.220 2.77 2.766 N.A 5.580 2.79 2.792 N.A 3.73 540 3.83 3.828 N.A 67.690 3.85 3.854 N.A 65.250 1.93 1.927 N.A 53.950 1.95 1.953 N.A 56.41 716mm0 4.42 4.423 N.A 126.20 5000 4.45 4.449 N.A 123.770 2.17 2.171 N.A 52.930 2.20 2.198 N.A 55.360 4.67 4.667 N.A 127.230 4.69 4.693 N.A 124.79 540 2.47 2.474 N.A 21.170 2.50 2.500 N.A 19.050 3.65 3.651 N.A 20.44 540 3.68 3.677 N.A 17.78 0 2.94 2.943 N.A 53.140 2.97 2.969 N.A 50.820 4.12 4.120 N.A 52.270 4.15 4.146 N.A 49.760 0.95 0.946 N.A 41.920 0.97 0.972 N.A 44.380 4.34 4.338 N.A 114.200 4.36 4.364 N.A 111.78

Moment-Z kNm

0 1.19 1.190 N.A 40.910 1.22 1.217 N.A 43.340 4.58 4.582 N.A 115.230 4.61 4.608 N.A 112.800 1.38 1.375 N.A 21.450 1.40 1.402 N.A 19.360 3.68 3.684 N.A 20.290 3.71 3.710 N.A 17.610 1.84 1.845 N.A 53.390 1.87 1.871 N.A 51.090 4.15 4.153 N.A 52.090 4.18 4.179 N.A 49.560 3.53 3.531 N.A 36.780 3.28 3.278 N.A 18.270 3.78 3.785 N.A 55.300 3.41 3.415 N.A 37.040 3.65 3.648 N.A 36.540 1.38 1.384 N.A 17.85 1303 101 61530 1.40 1.397 N.A 12.320 2.24 2.242 N.A 87.600 0.26 0.261 N.A 60.520 0.81 0.807 N.A 12.870 1.70 1.695 N.A 14.740 2.24 2.236 N.A 90.390 0.25 0.254 N.A 57.740 0.80 0.801 N.A 15.450 1.69 1.689 N.A 17.660 2.25 2.249 N.A 84.820 0.27 0.267 N.A 63.310 0.81 0.814 N.A 10.480 1.70 1.702 N.A 11.840 3.73 3.729 N.A 37.160 3.74 3.742 N.A 31.620 3.62 3.616 N.A 69.010 3.63 3.629 N.A 63.600 3.84 3.843 N.A 7.300 3.86 3.855 N.A 2.910 4.70 4.704 N.A 128.070 4.72 4.716 N.A 122.540 2.24 2.241 N.A 52.760 2.25 2.254 N.A 58.420 5.22 5.218 N.A 127.080 5.23 5.231 N.A 121.480 2.76 2.755 N.A 53.810 2.77 2.768 N.A 59.330 3.27 3.269 N.A 53.170 3.28 3.282 N.A 47.820 4.67 4.671 N.A 54.250 4.68 4.684 N.A 48.530 2.79 2.788 N.A 20.790 2.80 2.801 N.A 16.070 4.19 4.190 N.A 21.870 4.20 4.203 N.A 16.010 4.62 4.617 N.A 116.260 4.63 4.630 N.A 110.730 1.16 1.164 N.A 40.800 1.18 1.176 N.A 46.48

0 5.13 5.131 N.A 115.280 5.14 5.144 N.A 109.680 1.68 1.678 N.A 41.840 1.69 1.691 N.A 47.350 1.69 1.687 N.A 53.070 1.70 1.700 N.A 47.750 5.09 5.089 N.A 54.620 5.10 5.101 N.A 48.880 1.21 1.206 N.A 20.770 1.22 1.219 N.A 16.160 4.61 4.608 N.A 22.310 4.62 4.620 N.A 16.420 4.10 4.098 N.A 35.600 4.35 4.346 N.A 54.120 3.85 3.850 N.A 17.090 3.99 3.987 N.A 35.370 4.21 4.209 N.A 35.850 1.12 1.123 N.A 16.810 1.14 1.137 N.A 13.610 0.04 0.039 N.A 63.490 1.99 1.995 N.A 90.850 1.50 1.501 N.A 13.860 0.53 0.533 N.A 13.790 0.03 0.033 N.A 61.880 1.99 1.988 N.A 92.460 1.49 1.494 N.A 15.390 0.53 0.526 N.A 15.450 0.05 0.046 N.A 65.100 2.00 2.002 N.A 89.240 1.51 1.508 N.A 12.390 0.54 0.540 N.A 12.130 3.22 3.223 N.A 36.790 3.24 3.236 N.A 33.600 3.10 3.096 N.A 2.000 3.11 3.109 N.A 2.250 3.35 3.350 N.A 71.730 3.36 3.364 N.A 68.520 2.19 2.186 N.A 61.090 2.20 2.199 N.A 64.320 4.50 4.496 N.A 133.460 4.51 4.510 N.A 130.250 1.95 1.950 N.A 59.870 1.96 1.963 N.A 63.090 4.26 4.260 N.A 134.680 4.27 4.274 N.A 131.470 3.65 3.648 N.A 16.250 3.66 3.661 N.A 13.300 2.44 2.443 N.A 17.430 2.46 2.457 N.A 14.120 4.00 4.002 N.A 56.350 4.02 4.016 N.A 53.190 2.80 2.798 N.A 57.540 2.81 2.812 N.A 54.300 1.30 1.303 N.A 45.840 1.32 1.317 N.A 49.070 4.30 4.303 N.A 118.270 4.32 4.317 N.A 115.07

0 1.07 1.067 N.A 44.620 1.08 1.081 N.A 47.840 4.07 4.067 N.A 119.490 4.08 4.081 N.A 116.280 3.69 3.690 N.A 16.100 3.70 3.704 N.A 13.190 1.33 1.325 N.A 17.740 1.34 1.339 N.A 14.420 4.05 4.045 N.A 56.160 4.06 4.059 N.A 53.010 1.68 1.680 N.A 57.820 1.69 1.694 N.A 54.570 3.32 3.321 N.A 36.520 3.08 3.076 N.A 17.230 3.57 3.565 N.A 55.810 3.44 3.442 N.A 36.530 3.20 3.200 N.A 36.510 1.29 1.291 N.A 17.540 1.24 1.239 N.A 12.800 2.14 2.138 N.A 90.880 0.14 0.139 N.A 63.590 1.56 1.564 N.A 13.820 0.71 0.713 N.A 13.840 2.16 2.164 N.A 93.260 0.16 0.165 N.A 61.210 1.59 1.590 N.A 16.100 0.74 0.739 N.A 16.270 2.11 2.112 N.A 88.500 0.11 0.112 N.A 65.980 1.54 1.538 N.A 11.600 0.69 0.687 N.A 11.400 3.55 3.545 N.A 37.040 3.49 3.493 N.A 32.290 4.32 4.315 N.A 75.790 4.26 4.263 N.A 71.090 2.77 2.775 N.A 3.870 2.72 2.723 N.A 6.850 4.98 4.978 N.A 138.830 4.93 4.926 N.A 134.080 2.63 2.635 N.A 63.640 2.58 2.582 N.A 68.430 4.46 4.456 N.A 137.700 4.40 4.403 N.A 132.920 2.11 2.112 N.A 64.770 2.06 2.060 N.A 69.510 4.40 4.404 N.A 61.670 4.35 4.351 N.A 57.000 3.03 3.030 N.A 60.630 2.98 2.978 N.A 55.810 4.06 4.060 N.A 14.180 4.01 4.008 N.A 10.190 2.69 2.687 N.A 13.110 2.63 2.634 N.A 8.250 4.70 4.701 N.A 123.810 4.65 4.648 N.A 119.070 1.76 1.762 N.A 48.490 1.71 1.710 N.A 53.30

0 4.18 4.178 N.A 122.680 4.13 4.126 N.A 117.910 1.24 1.240 N.A 49.610 1.19 1.187 N.A 54.360 4.81 4.811 N.A 61.970 4.76 4.758 N.A 57.310 1.47 1.473 N.A 60.520 1.42 1.421 N.A 55.700 4.47 4.467 N.A 14.570 4.41 4.415 N.A 10.640 1.13 1.130 N.A 13.120 1.08 1.077 N.A 8.300 3.77 3.765 N.A 35.990 4.02 4.015 N.A 55.300 3.52 3.515 N.A 16.690 3.87 3.872 N.A 36.000 3.66 3.659 N.A 36.00

350mm54

70.131 -5.844 0.2 0 0

DESIGN OF BASE PLATE BP1 ON ALL GRIDS:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONS

Beam L/C Node

199 293 217 -1031.057 41.009 -4.458 0 0 0199 288 217 427.602 25.126 5.342 -0.001 0 0190 291 214 -857.471 211.499 0.167 0.001 0 0

Factored Design Forces:Pmax (P) 0.000 kNPtension (T) 427.602 kNMax resultant shear (S) 25.69 kN

InputYield stress of steel Fy = 250 Mpa

227.27 Mpa (Ref, clause 8.2.1.2 IS800:2007)Permissible bearing stress for M30 = 18 Mpa (Ref, Clause 7.4.1, IS800-2007)

Dia of bolt = 30 mmTotal no of bolts = 4 nos.No of bolts on each side = 2 nos.Limiting Tension capacity of bolt = 126.23 kNLimiting Shear capacity of bolt = 72.88 kNUltimate Tension capacity of bolt= 184.0 kNUltimate shear capacity of bolt= 106.237 kN

Strength Increase Factors for Wind/Seismic loads.Strength increase factor for Bolt Capacity 1

1

L = 500 mm

150 mm a column section NPB 450 x 190 x 77.6

b eff.500

= b eff.

B 400 a

a= 25

1) Check for bearing pressure:for Beam 199 L/C 293

Pmax (P) 0.00 kNMax pressure = P/( L x B ) = 0.000 Mpa

Permissible bearing pressure = 18 MpaMax pressure < permissible bearing pressure

safe in bearing pressure

2) Check for Tension in bolt:for Beam 199 L/C 288

Ptension (T) 427.60 kNTension per bolt = T / Total no of bolts

Tension per bolt = 106.90 kN

Limiting Tension capacity of b 126.225 kNTension per bolt < Tension capacity of bolt

Axial Force kN

Shear-Y kN

Shear-Z kN

Torsion kNm

Moment-Y kNm

Moment-Z kNm

Permissible bending stress fbs = Fy/1.1

Stress increase factor for fbs

Bolt is safe in tension

3) Check for Shear in bolt:for Beam 190 L/C 291

Max resultant shear (S) 25.69 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 6.42 kN

Permissible shear force in bolt = 72.88 kN

bolt is safe in Shear

4) Check for combined shear and tension in bolt: ( Cl. 10.3.6 of IS 800)

< 1.0

0.73 < 1.0Bolt is Safe in combined shear & tension

5) Calculation of base plate thickness:

Case 1) Due to max pressure with Three edges fixed:Max pressure = 0.000 MpaConsidering roark's formulae, for three edges fixed

a= 204.4 mm b= 245.3 mm

a/b = 0.83( By interpolation)

0.3609b = 245.3 mm

t1 = 0.000 mm

Case 2) Due to max Tension:

Max tension in bolt = 106.90 kNPanel dimension: a1Stiffener provided (insert YES or NO) YES

a= 204.4 mm b b1b= 245.3 mma1= 135.4 mmb1= 195.3 mmeffective width b eff =min(a,b,2a1,2b1) 204.4 mmMoment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present)

=T.max(a1,b1) (otherwise) aMt = 6.0648706282 kNm

t2 = 22.85 mm

Case 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2

Mt = 0.0000 kNm/mm

t3 = 0.00 mm

(Actual tension/allow. Tension)2 + (Actual shear/allow. Shear)2

b3 =

Thickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]

Thickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]

Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]

Hence provide base plate thickness 25 mm

CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2

Column Section used:

Designation of member = NPB 450 x 190 x 77.6

Depth of membe r= d = 450 mm

Thickness of web = tw = 9.4 mm

Width of flange = fw = 190 mm

Thickness of flange = tf = 14.6 mm

Shear check for web:

Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw 610.55 kN (section 8.4.1)

Design shear = 1.2*.Vfull = 732.66 kN (as per clause 12.12.2)

Shear on each bolt = 183.16 kN 16

Ultimate shear capacity of each bolt = 106.237 kN

X

Shear Key is requied

ZShear to be resisted by web of shear key = 307.71 kN 150 32

Thickness of web plate for shear key = twp = 32 mm

180

Depth of web plate required for shear key = dp = 66.62 mm

Provide depth of web plate for shear key = 180 mm OK

Depth of shear key below TOC = 200 mm Ixx = 1.56E+07 mm4Izz = 4.50E+06 mm4

Thickness of grout 25 mm Zxx = 1.73E+05 mm3Zzz = 6.00E+04 mm3

Moment due to web shear = Mw = 38.464 kNm Area = 7648 mm2

Bending stress = Mw / Zxx 222.591 N/mm2 OK<227.27 N/mm2 (section 8.2.1.2)

Thickness of flange plate for shear key = tfp = 16 mm

Provide Width of flange plate for shear key = 150 mm OK

Permissible bending stress = fy / gmo

DESIGN OF BASE PLATE BP2:APPROACH: LIMIT STATE DESIGNFACTORED LOAD COMBINATIONS

Beam L/C NodeTorsion kNm

245 293 236 -1262.424 -43.269 -9.19 0 0 0248 289 237 409.074 -32.204 -8.059 0 0 0193 291 215 -1183.742 202.614 0.438 -0.003 0 0

Factored Design Forces:Pmax (P) 0.000 kNPtension (T) 410.000 kNMax resultant shear (S) 35.00 kN

InputYield stress of steel Fy = 250 Mpa

227.27 Mpa (Ref, clause 8.2.1.2 IS800:2007)Permissible bearing stress for M40 Grout = 24 Mpa (Ref, Clause 7.4.1, IS800-2007)(As per Cl. 8.4 of 3669-AXSG-002)

Dia of bolt = 30 mmTotal no of bolts = 4 nos.No of bolts on each side = 2 nos.Limiting Tension capacity of bolt = 126.23 kNLimiting Shear capacity of bolt = 72.88 kNUltimate Tension capacity of bolt= 184.0 kNUltimate shear capacity of bolt= 106.237 kN

Strength Increase Factors for Wind/Seismic loads.Strength increase factor for Bolt Capacity 1

1

L = 550 mm

150 mm a column section NPB 500 x 200 x 90.7

b eff.300

= b eff.

B 200 a

a= 25

1) Check for bearing pressure:for Beam 245 L/C 293

Pmax (P) 0.00 kNMax pressure = P/( L x B ) = 0.000 Mpa

Permissible bearing pressure = 24 MpaMax pressure < permissible bearing pressure

safe in bearing pressure

2) Check for Tension in bolt:for Beam 248 L/C 289

Ptension (T) 410.00 kNTension per bolt = T / Total no of bolts

Tension per bolt = 102.50 kN

Limiting Tension capacity of b 126.225 kNTension per bolt < Tension capacity of bolt

Axial Force kN

Shear-Y kN

Shear-Z kN

Moment-Y kNm

Moment-Z kNm

Permissible bending stress fbs = Fy/1.1

Stress increase factor for fbs

Bolt is safe in tension

3) Check for Shear in bolt:for Beam 193 L/C 291

Max resultant shear (S) 35.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 8.75 kN

Permissible shear force in bolt = 72.88 kN

bolt is safe in Shear

4) Check for combined shear and tension in bolt: ( Cl. 10.3.6 of IS 800)

< 1.0

0.67 < 1.0Bolt is Safe in combined shear & tension

5) Calculation of base plate thickness:

Case 1) Due to max pressure with Three edges fixed:Max pressure = 0.000 MpaConsidering roark's formulae, for three edges fixed

a= 228 mm b= 144.9 mm

a/b = 1.57( By interpolation)

1.1458b = 144.9 mm

t1 = 0.000 mm

Case 2) Due to max Tension:

Max tension in bolt = 102.50 kNPanel dimension: a1Stiffener provided (insert YES or NO) YES

a= 228 mm b b1b= 144.9 mma1= 159 mmb1= 94.9 mmeffective width b eff =min(a,b,2a1,2b1) 144.9 mmMoment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present)

=T.max(a1,b1) (otherwise) aMt = 3.7457804553 kNm

t2 = 21.33 mm

Case 3) Due to max pressure for Cantilever:Moment @ section Flange =qmax x lever arm (a)^2 / 2

Mt = 0.0000 kNm/mm

t3 = 0.00 mm

(Actual tension/Perm. Tension)2 + (Actual shear/Perm. Shear)2

b3 =

Thickness of plate t1 = sqrt[(b*qmax*b2)/1.5*fbs]

Thickness of plate t2 = sqrt[(6*Mt)/(1.5*fbs*b eff)]

Thickness of plate t3 = sqrt[(6*Mt)/(1.5*fbs*1)]

Hence provide base plate thickness 25 mm

CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2

For design of Shear Key consider Tension case

Column Section used:

Designation of member = NPB 500 x 200 x 90.7

Depth of membe r= d = 500 mm

Thickness of web = tw = 10.2 mm

Width of flange = fw = 200 mm

Thickness of flange = tf = 16 mm

Shear check for web:

Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw 736.12 kN (section 8.4.1)

Design shear = 1.2*.Vfull = 883.35 kN (as per clause 12.12.2)

Shear on each bolt = 220.84 kN

Shear resistance of bolt in combination with tension =

= 42.53 kN

Shear Key is requied

Shear to be resisted by flange of shear key = Vbs = ( 220.84 - 42.53 ) x 4= 713.22 kN X

Thickness of flange plate for shear key = tfp = 16 mm Z

200 16

Depth of web plate required for shear key = dp =

= 154.42 mm 16 143 16

175

Provide depth of flange plate for shear key = dp = 200 mm OK

Depth of shear key below TOC = Ls = 175 mm Ixx = 4.45E+07 mm4Izz = 2.14E+07 mm4

Thickness of grout = tg = 25 mm Zxx = 5.08E+05 mm3Zzz = 2.14E+05 mm3

Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg ) 80.238 kNm Area = 8688 mm2

Bending stress = Mw / 1.2 Zzz 312.713 N/mm2 UNSAFE>227.27 N/mm2 (section 8.2.1.2)

Thickness of flange plate for shear key = tfp = 16 mm

Provide Width of flange plate for shear key = 143 mm UNSAFE

(1 - (Actual tension/Perm. Tension)2)0.5 x Perm. Shear

Vbs * (3)0.5 / ( fy * tfp * 2 )

Permissible bending stress = fy / gmo