DESIGN OF BASE PLATE BP1 ON ALL GRIDS: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
14 14 14 Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S (S)
L/C
Node
Axial Force kN
Shear-Y kN
Shear-Z kN
Torsion kNm
293 288 289
31 31 31
-253.308 53.454 -214.703
-0.683 4. 4.216 -1.052
-141.841 135.212 -140.727
0 -0.001 0
0 0 0
253.308 kN 53.454 kN 140.73 kN
Input Yield stress of steel Fy = Permissible bending stress f bs = Fy/1.1 Permissible Permissible bearing stress for M40 Grout = (As per Cl. 8.4 of 3669-AXSG-002) Dia of bolt = Total no of bolts = No of bolts on each each side = Limiting Tension capacity of bolt = Limiting Shear capacity of bolt = Ultimate Tension capacity of bolt= Ultimate shear capacity of bolt=
Mpa Mpa Mpa
250 227.27 24
24 4 2 79.43 45.86 115.8 66.848
1
Stress increase factor for f bs
1
L=
(Ref, clause 8.2.1.2 IS IS800:2007) (Ref, Clause 7 .4 .4 .1 .1, IS800 -2 -200 7) 7)
mm nos. nos. kN kN kN kN
Strength Increase Factors for Wind/Seismic loads. Strength increase factor for Bolt Capacity
400
mm
150
mm
a
column section
b eff. 250
b eff.
=
125
B
a
a= 46.7 1) Check for bearing pressure: for Beam 14 L/C Pmax (P) 253.31 kN Max pressure = P/( L x B ) = 2.533
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure 2) Check for Tension in bolt: for Beam 14 L/C Ptension (T) 53.45 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
Moment- Moment-Z Y kNm kNm
13.36 kN
Limi Limitin ting g Tensio Tension n capaci capacity ty of b 79.425 79.425 kN Tension per bolt < Tension capacity of bolt Bolt is sa fe in tension
293 Mpa Mpa
288
UB 305 x 165 x 46
0 0 0
3) Check for Shear in bolt: for Beam 14 L/C 289 Max resultant shear (S (S) 140.73 kN shear per bolt = Resultant shear / total no of bolt shear shear per bolt = 35.18 kN
Permissible Permissible shear force in bolt =
45.86 kN
bolt is safe in Shear 4) Check for combined shear a nd tension in bolt: 2
( Cl. 10.3.6 of IS 800)
(Actual tension/Perm. Tension) + (Actual shear/Perm. shear/Perm. Shear) 0.62 Bolt is Safe in combined shear & tension
2
< 1.0
< 1 .0
5) Calculation of base plate thickness:
Case 1) Due to max pressure with Three edges fixed: Max pressure = 2.533 Mp Mpa Considering roark's formulae, for three edges fixed
a=
283 mm
b=
121.65 mm
a/b a/b = 2.33 2.33 ( By interpolation) b3 = b =
1.9820
121.65 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
14.763 mm
Case 2) Due to max Tension: Max tension in bolt = 13.36 kN Panel dimension: Stiffener pr provided (i (insert YES or or NO) NO
a1
a= 283 mm b= 121.65 mm a1= 6 6 .5 mm b1= 59.15 mm effective wi width b eff =min(a,b,2a1,2b1) 118.3 mm Moment Moment @ face face =Mt=T. =Mt=T.a1/ a1/(1+ (1+2(a 2(a1/b 1/b1)) 1)) (if (if sti stiffn ffner er is presen present) t) =T.max(a1,b1) (otherwise) Mt = 0.888672 0.88867275 75 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 11.5 11.50 0 mm t2 = Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax =qmax x lever arm (a)^2 / 2 Mt = 0.0028 0.0028 kNm/m kNm/mm m Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 6.97 mm t3 = Hence provide base plate thickness
20
mm
b
b1
a
3) Check for Shear in bolt: for Beam 14 L/C 289 Max resultant shear (S (S) 140.73 kN shear per bolt = Resultant shear / total no of bolt shear shear per bolt = 35.18 kN
Permissible Permissible shear force in bolt =
45.86 kN
bolt is safe in Shear 4) Check for combined shear a nd tension in bolt: 2
( Cl. 10.3.6 of IS 800)
(Actual tension/Perm. Tension) + (Actual shear/Perm. shear/Perm. Shear) 0.62 Bolt is Safe in combined shear & tension
2
< 1.0
< 1 .0
5) Calculation of base plate thickness:
Case 1) Due to max pressure with Three edges fixed: Max pressure = 2.533 Mp Mpa Considering roark's formulae, for three edges fixed
a=
283 mm
b=
121.65 mm
a/b a/b = 2.33 2.33 ( By interpolation) b3 = b =
1.9820
121.65 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
14.763 mm
Case 2) Due to max Tension: Max tension in bolt = 13.36 kN Panel dimension: Stiffener pr provided (i (insert YES or or NO) NO
a1
a= 283 mm b= 121.65 mm a1= 6 6 .5 mm b1= 59.15 mm effective wi width b eff =min(a,b,2a1,2b1) 118.3 mm Moment Moment @ face face =Mt=T. =Mt=T.a1/ a1/(1+ (1+2(a 2(a1/b 1/b1)) 1)) (if (if sti stiffn ffner er is presen present) t) =T.max(a1,b1) (otherwise) Mt = 0.888672 0.88867275 75 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 11.5 11.50 0 mm t2 = Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax =qmax x lever arm (a)^2 / 2 Mt = 0.0028 0.0028 kNm/m kNm/mm m Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 6.97 mm t3 = Hence provide base plate thickness
20
mm
b
b1
a
CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.12.2 For design of Shear Key consider Tension case Column Section used:
Designation of member = Depth of membe r= d = Thickness of web = tw =
UB 305 x 165 x 46 306.6 mm 6.7 mm
Width of flange = fw = Thickness of flange = tf =
165.7 mm 11.8 mm
Shear check for web:
Full Shear Ca Capacity of we web = Vf Vfull = fy/sqrt(3)*d*tw Design shear = 1.2*.Vfull = Shear on each bolt =
296.50 kN 355.80 kN kN
(section 8.4.1) (as per clause 12.12.2)
88.95 kN
Shear Shear resi resista stanc ncee of bolt bolt in in comb combina inatio tion n wit with h tensi tension on = =
2 0.5
(1 - (Actu (Actual al tensio tension/P n/Perm erm.. Tensi Tension) on) ) x Perm. Shear 45.20 kN
Shear Key is requied
Shear to be resisted by web of shear key = Vbs = = Thickness of web plate for shear key = twp =
( 88.95 - 4 5 .2 0 ) 174.99 kN
x4 X
16 mm
Z 100
Depth of web plate required fo for shear ke key = dp = =
16
0.5
Vbs * (3) / ( fy * twp ) 75.77 mm
12
80
12 104
Provide depth of web plate for shear key = dp = Depth of shear key below TOC = Ls = Thickness of grout = tg =
80 mm 100 mm
Ixx = Izz = Zxx = Zzz = Area =
25 mm
Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg )
13.124 kNm
Bending stress = Mw / 1.2 Zxx
98.228 N/ N/mm2 < 227.27 N/ N/mm2
Permissible Permissible bending bending stress = fy / gmo
OK
OK
(section 8.2.1.2)
5.79E+06 2.03E+06 1.11E+05 4.05E+04 3680
mm4 mm4 mm3 mm3 mm2
DESIGN OF BASE PLATE BP2: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
5 5 2 Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S (S)
L/C
Node
Axial Force kN
Shear-Y kN
Shear-Z kN
Torsion kNm
318 404 407
11 11 8
-2 -2293.33 316.48 -1 -1351.433
-5.826 -0.164 2.179
210.666 -173.42 323.162
0 0 0
0 0 0
0.000 kN 320.000 kN 175.00 kN
Input Yield stress of steel Fy = Permissible bending stress f bs = Fy/1.1 Permissible Permissible bearing stress for M40 Grout = (As per Cl. 8.4 of 3669-AXSG-002) Dia of bolt = Total no of bolts = No of bolts on each side side = Limiting Tension capacity of bolt = Limiting Shear capacity of bolt = Ultimate Tension capacity of bolt= Ultimate shear capacity of bolt=
Mpa Mpa Mpa
250 227.27 24
36 4 2 183.83 106.13 268.0 154.716
1
Stress increase factor for f bs
1
L=
(Ref, clause 8.2.1.2 IS800:2007) (Ref, C la lause 7.4.1, IS800-2007)
mm nos. nos. kN kN kN kN
Strength Increase Factors for Wind/Seismic Wind/Seismic loads. Strength increase factor for Bolt Capacity
400
mm
180
mm
a
column section
b eff. 400
b eff.
=
290
B
a
a= 42.75 1) Check for bearing pressure: for Beam 5 L/C Pmax (P) 0.00 kN kN Max pressure = P/( L x B ) = 0.000
Permissible bearing pressure = 24 Max pressure < permissible permissible bearing pressure safe in bearing pressure 2) Check for Tension in bolt: for Beam 5 L/C Ptension (T) 320.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
Moment- Moment-Z Y kNm kNm
80.00 kN
Limi Limiti ting ng Tensio Tension n capaci capacity ty of b 183.82 183.825 5 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension
318 Mpa Mpa
404
UC 305 x 305 x 118
0 0 0
3) Check for Shear in bolt: for Beam 2 L/C 407 Max resultant shear (S) 175.00 kN shear per bolt = Res ultant 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: 2
( Cl. 10.3.6 of IS 800)
(Actual tension/Perm. Tension) + (Actual shear/Perm. Shear) 0.36 Bolt is Safe in combined shear & tension
2
< 1.0
< 1.0
5) Calculation of base plate thickness:
Case 1) Due to max pressure with Three edges fixed: Max pressure = 0.000 Mpa Considering roark's formulae, for three edges fixed
a=
132.55 mm
b=
194 mm
a/b = 0.68 ( By interpolation) b3 = b =
0.2433
194 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
0.000 mm
Case 2) Due to max Tension: Max tension in bolt = 80.00 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 132.55 mm b= 194 mm a1= 84 mm b1= 139 mm effective w idth b eff =min(a,b, 2a1,2b1 ) 132. 55 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 3.042605863 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 20.10 mm t2 = Case 3) Due to max pressure for C antilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0000 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 0.00 mm t3 = Hence provide base plate thickness
32
mm
b
b1
a
CHECK FOR BOLT CAPACITY AS PER CLAUSE 12.1 2.2 For design of Shear Key consider Tension case Column Section used:
Designation of member = Depth of membe r= d = Thickness of web = tw = Width of flange = fw = Thickness of flange = tf =
UC 305 x 305 x 118 314.5 mm 12 mm 307.4 mm 18.7 mm
Shear check for web:
Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw Design shear = 1.2*.Vfull = Shear on each bolt =
544.73 kN 653.68 kN
(section 8.4.1) (as per clause 12.12.2)
163.42 kN
Shear resistance of bolt in combination with tension = =
2 0.5
(1 - (Actual tension/Perm. Tension) ) x Perm. Shear 95.55 kN
Shear Key is requied
Shear to be resisted by web of shear key = Vbs = = Thickness of web plate for shear key = twp =
( 163.42 - 95.55 ) 271.46 kN
x4 X
16 mm
Z 100
Depth of web plate required for s hear key = dp = =
16
0.5
Vbs * (3) / ( fy * twp ) 117.55 mm
16
100
16 132
Provide depth of web plate for shear key = dp =
100 mm
Depth of shear key below TOC = Ls =
125 mm
Thickness of grout = tg = Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg ) Bending stress = Mw / 1.2 Zxx Permissible bending stress = fy / gmo
UNSAFE
Ixx = Izz = Zxx = Zzz = Area =
25 mm 23.753 kNm 107.378 N/mm2 < 227.27 N/mm2
Thickness of flange plate for shear key = tfp =
16 mm
Provide Width of flange plate for shear key =
100 mm
OK
(section 8.2.1.2)
UNSAFE
1.22E+07 2.70E+06 1.84E+05 5.40E+04 4800
mm4 mm4 mm3 mm3 mm2
DESIGN OF BASE PLATE BP1 : APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
199 199 190 Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
L/C
Node
Axial Force kN
Shear-Y kN
Shear-Z kN
Torsion kNm
293 288 291
217 217 214
-1031.057 427.602 -857.471
41.009 25.126 211.499
-4.458 5.342 0.167
0 -0.001 0.001
0 0 0
1035.000 kN 430.000 kN 30.00 kN
Input Yield stress of steel Fy = Permissible bending stress f bs = Fy/1.1 Permissible bearing stress for M40 Grout = (As per Cl. 8.4 of 3669-AXSG-002) Dia of bolt = Total no of bolts = No of bolts on each side = Limiting Tension capacity of bolt = Limiting Shear capacity of bolt = Ultimate Tension capacity of bolt= Ultimate shear capacity of bolt=
Mpa Mpa Mpa
250 227.27 24
30 4 2 126.23 72.88 184.0 106.237
1
Stress increase factor for f bs
1
L=
(Ref, clause 8.2.1.2 IS800:2007) (Ref, Claus e 7.4.1, IS800-2007)
mm nos. nos. kN kN kN kN
Strength Increase Factors for Wind/Seismic loads. Strength increase factor for Bolt Capacity
500
mm
110
mm
a
column section NPB 450 x 190 x 77.6
b eff. 300
b eff.
=
200
B
a
a= 25 1) Check for bearing pressure: for Beam 199 L/C Pmax (P) 1035.00 kN Max pressure = P/( L x B ) = 6.900
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure 2) Check for Tension in bolt: for Beam 199 L/C Ptension (T) 430.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
Moment- Moment-Z Y kNm kNm
107.50 kN
Limiting Tension capacity of 126.225 kN Tension per bolt < Tension capacity of bolt
293 Mpa Mpa
288
0 0 0
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: 2
( Cl. 10.3.6 of IS 800)
(Actual tension/Perm. Tension) + (Actual shear/Perm. Shear) 0.74 Bolt is Safe in combined shear & tension
2
< 1.0
< 1.0
5) Calculation of base plate thickness:
Case 1) Due to max press ure with Three edges fixed: Max pressure = 6.900 Mpa Considering roark's formulae, for three edges fixed
a=
204.4 mm
b=
145.3 mm
a/b = 1.41 ( By interpolation) b3 = b =
0.9682
145.3 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
20.340 mm
Case 2) Due to max Tension: Max tension in bolt = 107.50 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 204.4 mm b= 145.3 mm a1= 155.4 mm b1= 95.3 mm effective width b eff =min(a,b,2a1,2b1) 145.3 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 3.920300788 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 21.79 mm t2 = Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0022 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 6.16 mm t3 = Hence provide base plate thickness
25
mm
b
b1
a
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 = Thickness of web = tw =
450 mm 9.4 mm
Width of flange = fw = Thickness of flange = tf =
190 mm 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 = =
2 0.5
(1 - (Actual tension/Perm. Tension) ) x Perm. Shear 38.19 kN
Shear Key is requied
Shear to be resisted by web of shear key = Vbs = Shear to be resisted by web of shear key = Thickness of web plate for shear key = twp =
( 183.16 - 38.19 ) 579.88 kN
x4 X
32 mm
Z 140
Depth of web plate required for shear key = dp = =
32
0.5
Vbs * (3) / ( fy * twp ) 125.55 mm
32
136
32
200 Provide depth of web plate for shear key = dp =
136 mm
Depth of shear key below TOC = Ls =
175 mm
Thickness of grout = tg =
Ixx = Izz = Zxx = Zzz = Area =
25 mm
Moment due to web shear = Mw = Vbs * ( Ls / 2 + tg )
65.236 kNm
Bending stress = Mw / 1.2 Zxx
76.900 N/mm2 < 227.27 N/mm2
Permissible bending stress = fy / gmo
OK
Thickness of flange plate for shear key = tfp =
32 mm
Provide Width of flange plate for shear key =
140 mm
OK
(section 8.2.1.2)
OK
7.07E+07 1.50E+07 7.07E+05 2.14E+05 13312
mm4 mm4 mm3 mm3 mm2
DESIGN OF BASE PLATE BP3 ON ALL GRIDS: APPROACH: LIMIT STATE DESIGN FACTORED LOAD C OMBINATIONS
BRACING 1 MAX SHEAR MAX TENSION MAX COMPR.
SHEAR COMPR. TENSION 330 0 60 310 0 65 210 95 0
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
0.000 kN 82.000 kN 320.00 kN
Input Yield stress of steel Fy = Permissible bending stress f bs = Fy/1.1 Permissible bearing stress for M30 =
Mpa Mpa Mpa
250 227.27 18
Dia of bolt = Total no of bolts = No of bolts on each side = Limiting Tension capacity of bolt = Limiting Shear capacity of bolt = Ultimate Tension capacity of bolt= Ultimate shear capacity of bolt=
33 4 2 156.15 90.15 227.6 131.423
mm nos. nos. kN kN kN kN
Strength Increase Factors for Wind/Seismic loads. Strength increase factor for Bolt Capacity
1
Stress increase factor for f bs
1
L=
(Ref, clause (Ref, Clause
500
mm
150
mm
a
column section
b eff. 250
b eff.
=
150
B
a
a= 100 1) Check for bearing pressure:
Pmax (P) Max pressure =
0.00 kN P/( L x B ) = 0.000
Mpa
Permissible bearing pressure = 18 Max pressure < permissible bearing pressure safe in bearing pressure
Mpa
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 156.15 kN Tension 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: 2
( Cl. 10.3.6 of IS 800) 2
(Actual tension/Perm. Tension) + (Actual shear/Perm. Shear) 0.80 Bolt is Safe in combined shear & tension
< 1.0
< 1.0
5) Calculation of base plate thickness:
Case 1) Due to max pressure with Three edges fixed: Max pressure = 0.000 Mpa Considering roark's formulae, for three edges fixed
a=
228 mm
a/b = 1.90 ( By interpolation)
b=
120 mm
b3 = b =
1.368
120 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
0.000 mm
Case 2) Due to max Tension: Max tension in bolt = 20.50 kN Panel dimension: Stiffener provided (insert YES or NO) NO
a= 500 mm b= 125 mm a1= 175 mm b1= 70 mm effective width b eff =min(a,b,2a1,2b1) 125 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 3.5875 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 22.47 mm t2 = Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0000 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 0.00 mm t3 = Hence provide base plate thickness
25
mm
b
BRACING 2 MAX SHEAR MAX TENSION MAX COMPR.
8.2.1.2 IS800:2007) 7.4.1, IS800-2007)
SHEAR COMPR. 245 130 230
LIMITING RESISTANCE ( Bolt capacities taken from 3669-AA-DC-101002) dia tension Shear 16 35.33 20.39 20 55.13 31.83 22 68.18 39.36 24 79.43 45.86 27 103.28 59.63 30 126.23 72.88 33 156.15 90.15 36 183.83 106.13 39 219.60 126.79 42 252.00 145.49 45 294.75 170.17 48 330.75 190.96 52 396.00 228.63 56 456.75 263.70 60 531.00 306.57 64 603.00 348.14 68 688.50 397.51 72
NPB500
TENSION 75 0 0 35 90 0
778.50
449.47
a1
b1
a
JINDAL STEEL & POWER LTD. f Parallel Flange Beams & Columns, Rails, Crane Rails & Channels produ
Sectio nal Beams/ Columns w Kg/m PARALLEL FLANGE BEAMS UB 203X133X 25 25.1 UB 254x146x37 37 UB 305 x 165 x 40 40.3 UB 305 x 165 x 46 46.1 UB 356 x 171 x 51 51 UB 406 X 178 X 60 60.1 NPB 400 x 180 x 66.3 66.3 NPB 450 x 190 x 77.6 77.6 NPB 500 x 200 x 90.7 90.7 NPB 600 x 220 x 122.4 122.4 UB 610 x 229 x 125.1 125.1 WPB 600 x 300 x 128.8 128.8 WPB 600 x 300 x 177.8 177.8 WPB 700 x 300 x 204.5 204.5 UC 152x152x23 23 UC 152x152x30 30 UC 203 x 203 X 46 46.1 UC 203 x 203 X 52 52 UC 254 X 254 X 73 73.1 UC 254 X 254 X 89 88.9 UC 305 x 305 x 97 97 UC 305 x 305 x 118 117.9 UC 305 x 305 x 137 136.9 Description
Total Depth H mm 203.2 256 303.4 306.6 355 406.4 400 450 500 600 612.2 571 590 690 152.4 157.6 203.2 206.2 254.1 260.3 307.9 314.5 320.5
Flange Width b mm 133.2 146.4 165 165.7 171.5 177.9 180 190 200 220 229 300 300 300 152.2 152.9 203.6 204.3 254.6 256.3 305.3 307.4 309.2
Thickness Thickness of Web of Flange tw tf mm mm 5.7 6.3 6 6.7 7.4 7.9 8.6 9.4 10.2 12 11.9 12 13 14.5 5.8 6.5 7.2 7.9 8.6 10.3 9.9 12 13.8
7.8 10.9 10.2 11.8 11.5 12.8 13.5 14.6 16 19 19.6 15.5 25 27 6.8 9.4 11 12.5 14.2 17.3 15.4 18.7 21.7
CRANE RAILS CR-80 CR-100
64.2 3 -1980 89
SPECIFICATION FOR CRANE R
RAILS UIC60 IRS -52 Channels
60.34 52
As per IRS -T-12 1996
ISMC 250 x 80
30.6
250
80
7.2
14.1
ISMC 250 x 82
34.2
250
82
9
14.1
ISMC 300 x 90 36.3 300 Cyy is centre of gravity along YY Axis
90
7.8
13.6
UC - Bristish Univeral Columns UB - British Universal Beams NPB - Narrow Parallel Flange Beams IS Code 12778 -2004 WPB - Wide Parallel Flange Beams IS Code 12778 - 2004
HE - European Wide IPE - European Narro
Sections highlighted is available in market as on 20th august 0
lange Beams flange Parallel beams
as conveyed by Jindal representative on 20th august 09.
Beam
L/C 180
Node 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154
155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155 155
Axial Force Shear-Y k Shear-Z k Torsion kN Moment-Y Moment-Z 205.616 -16.482 0.857 0 -0.643 -12.361 209.924 -14.049 -1.125 0 0.844 -10.536 19.85 60.327 -0.099 0.009 0.074 45.245 354.147 -87.812 -0.143 -0.01 0.107 -65.858 110.088 -14.716 -3.57 0.021 2.241 -11.037 263.898 -12.761 3.329 -0.022 -2.061 -9.571 17.696 59.11 0.892 0.009 -0.669 44.332 351.994 -89.028 0.848 -0.01 -0.636 -66.771 107.934 -15.933 -2.579 0.021 1.498 -11.95 261.744 -13.978 4.32 -0.022 -2.804 -10.483 22.004 61.544 -1.09 0.009 0.817 46.157 356.301 -86.595 -1.134 -0.01 0.85 -64.946 112.241 -13.5 -4.561 0.021 2.985 -10.125 266.052 -11.545 2.338 -0.022 -1.317 -8.658 551.871 -36.632 0.673 0 -0.505 -27.474 556.178 -34.199 -1.309 0 0.982 -25.649 464.324 -5.584 -0.006 0.028 0.004 -4.188 468.631 -3.151 -1.988 0.028 1.491 -2.363 639.418 -67.68 1.351 -0.028 -1.013 -50.76 643.725 -65.247 -0.631 -0.029 0.473 -48.935 325.86 53.952 0.428 0.037 -0.321 40.464 330.167 56.385 -1.554 0.037 1.166 42.289 737.591 -126.195 0.298 -0.007 -0.224 -94.645 741.898 -123.762 -1.684 -0.007 1.263 -92.82 366.162 52.924 1.047 0.006 -0.785 39.692 370.47 55.357 -0.935 0.006 0.701 41.517 777.894 -127.223 0.918 -0.038 -0.688 -95.417 782.201 -124.79 -1.064 -0.038 0.798 -93.592 416.098 -21.091 -3.043 0.049 1.847 -15.818 420.405 -18.658 -5.025 0.049 3.333 -13.993 610.211 -20.165 4.474 -0.025 -2.92 -15.123 614.518 -17.731 2.492 -0.025 -1.433 -13.298 493.532 -53.1 -3.129 0.024 1.911 -39.824 497.839 -50.666 -5.111 0.024 3.397 -37.999 687.644 -52.173 4.389 -0.05 -2.856 -39.129 691.952 -49.74 2.407 -0.05 -1.369 -37.304 164.004 41.921 0.448 0.037 -0.336 31.441 168.312 44.354 -1.534 0.037 1.15 33.266 723.658 -114.201 0.281 -0.006 -0.211 -85.65 727.965 -111.768 -1.701 -0.006 1.276 -83.825 204.307 40.893 1.068 0.006 -0.801 30.669 208.614 43.326 -0.914 0.006 0.686 32.494 763.961 -115.23 0.9 -0.037 -0.675 -86.422 768.268 -112.796 -1.082 -0.037 0.811 -84.597 234.831 -21.335 -2.207 0.043 1.655 -16.001 239.139 -18.902 -4.189 0.043 3.142 -14.176 615.699 -19.965 3.641 -0.018 -2.731 -14.974 620.007 -17.532 1.659 -0.018 -1.244 -13.149 312.265 -53.344 -2.293 0.018 1.719 -40.007 316.573 -50.91 -4.275 0.017 3.206 -38.182 693.133 -51.973 3.556 -0.043 -2.667 -38.98 697.441 -49.54 1.574 -0.043 -1.18 -37.155 590.534 -36.781 -0.331 0 0.248 -27.586 548.748 -18.265 -0.326 0.002 0.244 -13.698
189
155 156 157 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152
155 155 155 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156 156
632.323 571.308 609.76 236.251 238.366 377.075 50.079 140.321 286.834 376.018 49.021 139.263 285.776 378.133 51.137 141.379 287.892 623.241 625.356 604.577 606.693 641.904 644.02 783.98 786.096 377.637 379.753 868.843 870.959 462.5 464.616 547.226 549.341 778.602 780.717 467.879 469.995 699.256 701.371 769.675 771.79 199.858 201.973 854.538 856.653 284.72 286.836 286.262 288.378 847.479 849.595 206.916 209.032 768.133 770.248
-55.299 -37.025 -36.537 17.832 12.268 87.599 -60.517 12.571 14.519 90.381 -57.735 15.353 17.301 84.817 -63.299 9.789 11.737 37.158 31.594 68.919 63.355 5.397 -0.167 128.069 122.505 -52.734 -58.298 127.043 121.479 -53.76 -59.324 53.041 47.477 53.963 48.399 20.353 14.789 21.275 15.711 116.26 110.696 -40.756 -46.32 115.234 109.67 -41.781 -47.345 52.896 47.332 54.27 48.706 20.208 14.644 21.582 16.018
-0.337 -1.194 0.531 0.89 -1.125 -0.045 -0.167 -3.908 3.696 0.962 0.84 -2.9 4.703 -1.052 -1.174 -4.915 2.688 0.673 -1.342 -3.569 -5.584 4.916 2.901 -1.032 -3.046 -1.684 -3.699 3.031 1.016 2.378 0.364 -4.894 -6.909 6.771 4.756 -5.425 -7.439 6.241 4.226 -0.901 -2.915 -1.805 -3.82 3.162 1.147 2.257 0.243 -4.282 -6.296 6.169 4.154 -4.812 -6.827 5.638 3.624
-0.003 0.005 -0.006 0 0 -0.006 0.006 -0.017 0.017 -0.005 0.006 -0.016 0.017 -0.006 0.005 -0.017 0.016 0 0 -0.104 -0.105 0.105 0.104 -0.015 -0.016 0.005 0.005 -0.005 -0.005 0.016 0.015 -0.026 -0.027 0.017 0.017 -0.017 -0.017 0.027 0.026 -0.014 -0.014 0.004 0.003 -0.003 -0.004 0.014 0.014 -0.016 -0.017 0.007 0.007 -0.007 -0.008 0.017 0.016
0.253 0.786 -0.289 -0.667 0.844 0.034 0.125 2.495 -2.336 -0.722 -0.63 1.739 -3.091 0.789 0.881 3.25 -1.58 -0.505 1.006 2.677 4.188 -3.687 -2.176 0.774 2.285 1.263 2.774 -2.273 -0.762 -1.784 -0.273 3.235 4.746 -4.642 -3.131 3.633 5.144 -4.245 -2.734 0.675 2.186 1.354 2.865 -2.371 -0.86 -1.693 -0.182 3.211 4.722 -4.626 -3.115 3.609 5.12 -4.229 -2.718
-41.474 -27.769 -27.402 13.374 9.201 65.699 -45.387 9.428 10.889 67.785 -43.301 11.514 12.975 63.612 -47.474 7.341 8.802 27.868 23.695 51.689 47.516 4.048 -0.125 96.051 91.878 -39.55 -43.723 95.282 91.109 -40.32 -44.493 39.781 35.608 40.472 36.299 15.265 11.092 15.956 11.783 87.194 83.021 -30.566 -34.739 86.425 82.252 -31.336 -35.509 39.672 35.499 40.702 36.529 15.156 10.983 16.187 12.014
198
153 154 155 156 157 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150
156 156 156 156 156 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159 159
684.059 724.933 643.184 665.745 702.373 193.215 195.448 13.577 336.231 254.76 95.037 12.461 335.114 253.643 93.92 14.694 337.347 255.876 96.153 539.663 541.895 518.682 520.915 560.643 562.875 368.536 370.769 749.751 751.984 329.585 331.818 710.8 713.033 609.718 611.951 411.045 413.278 668.28 670.513 469.607 471.84 222.931 225.164 717.879 720.112 183.98 186.213 678.928 681.161 616.777 619.01 226.52 228.753 675.339 677.571
35.602 54.116 17.087 35.358 35.845 -16.804 -13.587 63.492 -90.847 -13.682 -13.67 61.883 -92.455 -15.29 -15.278 65.1 -89.239 -12.074 -12.062 -36.793 -33.576 -1.854 1.363 -71.731 -68.515 61.091 64.307 -133.459 -130.242 59.87 63.086 -134.679 -131.463 -16.083 -12.867 -17.291 -14.075 -56.294 -53.078 -57.502 -54.286 45.838 49.054 -118.272 -115.056 44.618 47.834 -119.493 -116.276 -15.888 -12.672 -17.555 -14.339 -56.099 -52.883
-0.326 -0.31 -0.341 -1.276 0.625 0.266 -0.773 -0.183 -0.274 -3.406 2.95 0.336 0.246 -2.887 3.469 -0.703 -0.793 -3.926 2.43 -0.093 -1.132 -0.752 -1.791 0.565 -0.474 -0.269 -1.308 -0.436 -1.475 0.249 -0.79 0.082 -0.957 -3.492 -4.531 3.382 2.343 -3.569 -4.607 3.305 2.266 -0.24 -1.279 -0.424 -1.463 0.278 -0.761 0.094 -0.945 -2.607 -3.646 2.538 1.499 -2.684 -3.723
0 -0.002 0.001 -0.004 0.004 0 -0.001 0.006 -0.007 0.02 -0.021 0.007 -0.007 0.021 -0.021 0.006 -0.007 0.02 -0.021 0 -0.001 0.006 0.005 -0.007 -0.007 -0.002 -0.003 -0.026 -0.026 0.025 0.024 0.001 0.001 0.012 0.011 -0.003 -0.003 0.002 0.001 -0.013 -0.013 -0.006 -0.006 -0.022 -0.023 0.022 0.021 0.005 0.005 0.005 0.005 0.004 0.003 -0.004 -0.005
0.244 0.233 0.256 0.848 -0.36 -0.199 0.58 0.137 0.205 2.119 -1.776 -0.252 -0.184 1.729 -2.166 0.527 0.595 2.508 -1.387 0.07 0.849 0.564 1.343 -0.424 0.355 0.202 0.981 0.327 1.106 -0.187 0.593 -0.062 0.718 2.183 2.962 -2.1 -1.321 2.24 3.02 -2.043 -1.264 0.18 0.959 0.318 1.097 -0.208 0.571 -0.071 0.709 1.955 2.735 -1.903 -1.124 2.013 2.792
26.701 40.586 12.815 26.519 26.884 -12.603 -10.19 47.618 -68.134 -10.261 -10.252 46.412 -69.341 -11.467 -11.458 48.824 -66.928 -9.055 -9.046 -27.594 -25.182 -1.39 1.022 -53.798 -51.386 45.818 48.23 -100.093 -97.681 44.902 47.315 -101.008 -98.596 -12.062 -9.65 -12.968 -10.556 -42.22 -39.808 -43.126 -40.714 34.378 36.79 -88.704 -86.291 33.463 35.875 -89.619 -87.207 -11.916 -9.504 -13.166 -10.754 -42.074 -39.662
207
151 152 153 154 155 156 157 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148
159 159 159 159 159 159 159 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160
285.082 287.315 555.77 515.439 596.103 575.735 535.804 220.912 212.278 359.886 29.964 265.139 124.733 364.203 34.281 269.456 129.05 355.569 25.647 260.822 120.416 592.829 584.195 719.914 711.28 465.745 457.111 829.218 820.584 442.59 433.956 743.048 734.414 356.419 347.785 734.471 725.837 507.895 499.261 677.764 669.13 451.188 442.554 783.484 774.85 298.612 289.978 697.313 688.679 212.442 203.808 801.646 793.012 250.986 242.352
-57.766 -54.55 -36.514 -17.222 -55.806 -36.515 -36.512 17.541 12.776 90.876 -63.594 13.601 13.683 93.258 -61.212 15.984 16.066 88.494 -65.977 11.219 11.301 37.04 32.275 75.705 70.941 -1.626 -6.391 138.823 134.058 -63.61 -68.375 137.686 132.922 -64.747 -69.511 61.549 56.784 60.494 55.729 13.586 8.821 12.531 7.766 123.803 119.038 -48.453 -53.217 122.666 117.902 -49.59 -54.354 61.825 57.06 60.352 55.587
2.462 1.423 -0.637 -0.626 -0.648 -1.431 0.158 0.318 -0.734 -0.194 -0.18 -3.594 3.219 0.331 0.345 -3.068 3.745 -0.72 -0.706 -4.119 2.693 -0.002 -1.053 -3.516 -4.567 3.512 2.461 -1.616 -2.667 -1.795 -2.846 1.792 0.741 1.613 0.561 -5.015 -6.066 5.205 4.154 -5.208 -6.26 5.012 3.961 -1.509 -2.561 -1.846 -2.898 1.898 0.847 1.561 0.51 -4.278 -5.33 4.524 3.472
-0.006 -0.007 0 0.001 -0.002 0.005 -0.006 0 0 -0.004 0.004 -0.016 0.017 -0.004 0.005 -0.016 0.017 -0.004 0.004 -0.016 0.016 0 0 -0.161 -0.161 0.161 0.161 -0.136 -0.136 -0.122 -0.123 0.123 0.123 0.137 0.136 -0.148 -0.148 0.144 0.143 -0.143 -0.143 0.149 0.148 -0.132 -0.133 -0.126 -0.126 0.127 0.126 0.133 0.133 -0.138 -0.138 0.134 0.133
-1.846 -1.067 0.478 0.469 0.486 0.965 -0.009 -0.238 0.55 0.146 0.135 2.259 -1.978 -0.249 -0.259 1.865 -2.373 0.54 0.529 2.654 -1.584 0.001 0.79 2.637 3.425 -2.634 -1.846 1.212 2 1.346 2.135 -1.344 -0.555 -1.209 -0.421 3.325 4.114 -3.468 -2.679 3.47 4.259 -3.323 -2.535 1.132 1.92 1.385 2.173 -1.424 -0.635 -1.171 -0.382 3.209 3.997 -3.393 -2.604
-43.324 -40.912 -27.385 -12.916 -41.855 -27.386 -27.384 13.155 9.582 68.157 -47.695 10.201 10.262 69.943 -45.909 11.988 12.049 66.37 -49.482 8.414 8.476 27.78 24.206 56.779 53.205 -1.219 -4.793 104.117 100.543 -47.707 -51.281 103.264 99.69 -48.56 -52.133 46.161 42.588 45.37 41.796 10.189 6.616 9.398 5.825 92.852 89.278 -36.339 -39.913 91.999 88.425 -37.192 -40.765 46.368 42.794 45.264 41.69
149 150 151 152 153 154 155 156 157
160 160 160 160 160 160 160 160 160
744.94 736.306 194.279 185.645 629.162 670.4 587.919 646.713 611.612
13.862 9.097 12.389 7.624 35.99 55.298 16.681 35.98 36
-4.472 -5.523 4.331 3.279 -0.527 -0.529 -0.525 -1.379 0.325
-0.133 -0.133 0.139 0.138 0 -0.001 0.001 -0.004 0.004
3.354 4.142 -3.248 -2.459 0.395 0.397 0.394 0.925 -0.134
10.396 6.823 9.292 5.718 26.992 41.473 12.51 26.985 27
kNm
Base Plate for all columns
BASE PLATE min Depth,D 550mm Width,W 300mm Area,A 165000 Z 15125000 Total no of 4 Leverarm 0.608m Dia of bolt 27 Column De 500 Thk of stiff 0 Reactions from Staad
Beam
L/C 180
101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138
Node 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225
actual 550 300
Axial Shear-Y Shear-Z Force kN kN kN -197.74 16.482 -0.857 -202.05 14.049 1.125 -12.762 -60.327 0.099 -347.06 87.812 0.143 -103 14.716 2.408 -256.81 12.761 -2.166 -10.609 -59.11 -0.892 -344.91 89.028 -0.848 -100.85 15.933 1.416 -254.66 13.978 -3.157 -14.916 -61.544 1.09 -349.21 86.595 1.134 -105.15 13.5 3.399 -258.96 11.545 -1.175 -544 36.632 -0.673 -548.3 34.199 1.309 -456.45 5.584 0.006 -460.76 3.151 1.988 -631.54 67.68 -1.351 -635.85 65.247 0.631 -317.99 -53.952 -0.428 -322.29 -56.385 1.554 -729.72 126.195 -0.298 -734.02 123.762 1.684 -358.29 -52.924 -1.047 -362.6 -55.357 0.935 -770.02 127.223 -0.918 -774.33 124.79 1.064 -408.22 21.091 1.881 -412.53 18.658 3.863 -602.34 20.165 -3.312 -606.64 17.731 -1.33 -485.66 53.1 1.966 -489.96 50.666 3.949 -679.77 52.173 -3.226 -684.08 49.74 -1.244 -156.13 -41.921 -0.448 -160.44 -44.354 1.534
Torsion kNm 0 0 -0.009 0.01 -0.021 0.022 -0.009 0.01 -0.021 0.022 -0.009 0.01 -0.021 0.022 0 0 -0.028 -0.028 0.028 0.029 -0.037 -0.037 0.007 0.007 -0.006 -0.006 0.038 0.038 -0.049 -0.049 0.025 0.025 -0.024 -0.024 0.05 0.05 -0.037 -0.037
Moment-Y kNm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
189
139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136
225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226
-715.78 -720.09 -196.43 -200.74 -756.09 -760.39 -226.96 -231.26 -607.82 -612.13 -304.39 -308.7 -685.26 -689.57 -582.66 -540.87 -624.45 -563.43 -601.89 -228.38 -230.49 -369.99 -42.991 -133.23 -279.75 -368.93 -41.933 -132.18 -278.69 -371.05 -44.049 -134.29 -280.81 -615.37 -617.48 -596.7 -598.82 -634.03 -636.15 -776.11 -778.22 -369.76 -371.88 -860.97 -863.08 -454.63 -456.74 -539.35 -541.47 -770.73 -772.84 -460 -462.12 -691.38 -693.5
114.201 111.768 -40.893 -43.326 115.23 112.796 21.335 18.902 19.965 17.532 53.344 50.91 51.973 49.54 36.781 18.265 55.299 37.025 36.537 -17.832 -12.268 -87.599 60.517 -12.571 -14.519 -90.381 57.735 -15.353 -17.301 -84.817 63.299 -9.789 -11.737 -37.158 -31.594 -68.919 -63.355 -5.397 0.167 -128.069 -122.505 52.734 58.298 -127.043 -121.479 53.76 59.324 -53.041 -47.477 -53.963 -48.399 -20.353 -14.789 -21.275 -15.711
-0.281 1.701 -1.068 0.914 -0.9 1.082 2.207 4.189 -3.641 -1.659 2.293 4.275 -3.556 -1.574 0.331 0.326 0.337 0.903 -0.24 -0.89 1.125 0.045 0.167 2.745 -2.533 -0.962 -0.84 1.738 -3.541 1.052 1.174 3.753 -1.526 -0.673 1.342 3.569 5.584 -4.916 -2.901 1.032 3.046 1.684 3.699 -3.031 -1.016 -2.378 -0.364 3.732 5.747 -5.609 -3.594 4.262 6.277 -5.079 -3.064
0.006 0.006 -0.006 -0.006 0.037 0.037 -0.043 -0.043 0.018 0.018 -0.018 -0.017 0.043 0.043 0 -0.002 0.003 -0.005 0.006 0 0 0.006 -0.006 0.017 -0.017 0.005 -0.006 0.016 -0.017 0.006 -0.005 0.017 -0.016 0 0 0.104 0.105 -0.105 -0.104 0.015 0.016 -0.005 -0.005 0.005 0.005 -0.016 -0.015 0.026 0.027 -0.017 -0.017 0.017 0.017 -0.027 -0.026
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
198
137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134
226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 226 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227
-761.8 -763.92 -191.98 -194.1 -846.66 -848.78 -276.85 -278.96 -278.39 -280.5 -839.6 -841.72 -199.04 -201.16 -760.26 -762.37 -676.18 -717.06 -635.31 -657.87 -694.5 -185.34 -187.57 -6.49 -329.14 -247.67 -87.949 -5.373 -328.03 -246.56 -86.833 -7.606 -330.26 -248.79 -89.066 -531.79 -534.02 -510.81 -513.04 -552.77 -555 -360.66 -362.89 -741.88 -744.11 -321.71 -323.94 -702.93 -705.16 -601.84 -604.08 -403.17 -405.4 -660.41 -662.64
-116.26 -110.696 40.756 46.32 -115.234 -109.67 41.781 47.345 -52.896 -47.332 -54.27 -48.706 -20.208 -14.644 -21.582 -16.018 -35.602 -54.116 -17.087 -35.358 -35.845 16.804 13.587 -63.492 90.847 13.682 13.67 -61.883 92.455 15.29 15.278 -65.1 89.239 12.074 12.062 36.793 33.576 1.854 -1.363 71.731 68.515 -61.091 -64.307 133.459 130.242 -59.87 -63.086 134.679 131.463 16.083 12.867 17.291 14.075 56.294 53.078
0.901 2.915 1.805 3.82 -3.162 -1.147 -2.257 -0.243 4.282 6.296 -6.169 -4.154 4.812 6.827 -5.638 -3.624 0.326 0.31 0.341 0.986 -0.334 -0.266 0.773 0.183 0.274 2.244 -1.787 -0.336 -0.246 1.725 -2.307 0.703 0.793 2.763 -1.268 0.093 1.132 0.752 1.791 -0.565 0.474 0.269 1.308 0.436 1.475 -0.249 0.79 -0.082 0.957 2.33 3.369 -2.219 -1.18 2.406 3.445
0.014 0.014 -0.004 -0.003 0.003 0.004 -0.014 -0.014 0.016 0.017 -0.007 -0.007 0.007 0.008 -0.017 -0.016 0 0.002 -0.001 0.004 -0.004 0 0.001 -0.006 0.007 -0.02 0.021 -0.007 0.007 -0.021 0.021 -0.006 0.007 -0.02 0.021 0 0.001 -0.006 -0.005 0.007 0.007 0.002 0.003 0.026 0.026 -0.025 -0.024 -0.001 -0.001 -0.012 -0.011 0.003 0.003 -0.002 -0.001
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
207
135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132
227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 227 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228
-461.73 -463.97 -215.06 -217.29 -710 -712.24 -176.11 -178.34 -671.05 -673.29 -608.9 -611.14 -218.65 -220.88 -667.46 -669.7 -277.21 -279.44 -547.9 -507.56 -588.23 -567.86 -527.93 -213.04 -204.4 -352.8 -22.877 -258.05 -117.65 -357.12 -27.194 -262.37 -121.96 -348.48 -18.56 -253.73 -113.33 -584.96 -576.32 -712.04 -703.41 -457.87 -449.24 -821.34 -812.71 -434.72 -426.08 -735.17 -726.54 -348.54 -339.91 -726.6 -717.96 -500.02 -491.39
57.502 54.286 -45.838 -49.054 118.272 115.056 -44.618 -47.834 119.493 116.276 15.888 12.672 17.555 14.339 56.099 52.883 57.766 54.55 36.514 17.222 55.806 36.515 36.512 -17.541 -12.776 -90.876 63.594 -13.601 -13.683 -93.258 61.212 -15.984 -16.066 -88.494 65.977 -11.219 -11.301 -37.04 -32.275 -75.705 -70.941 1.626 6.391 -138.823 -134.058 63.61 68.375 -137.686 -132.922 64.747 69.511 -61.549 -56.784 -60.494 -55.729
-2.143 -1.104 0.24 1.279 0.424 1.463 -0.278 0.761 -0.094 0.945 2.607 3.646 -2.538 -1.499 2.684 3.723 -2.462 -1.423 0.637 0.626 0.648 1.141 0.133 -0.318 0.734 0.194 0.18 2.431 -2.057 -0.331 -0.345 1.906 -2.582 0.72 0.706 2.957 -1.531 0.002 1.053 3.516 4.567 -3.512 -2.461 1.616 2.667 1.795 2.846 -1.792 -0.741 -1.613 -0.561 3.853 4.904 -4.043 -2.991
0.013 0.013 0.006 0.006 0.022 0.023 -0.022 -0.021 -0.005 -0.005 -0.005 -0.005 -0.004 -0.003 0.004 0.005 0.006 0.007 0 -0.001 0.002 -0.005 0.006 0 0 0.004 -0.004 0.016 -0.017 0.004 -0.005 0.016 -0.017 0.004 -0.004 0.016 -0.016 0 0 0.161 0.161 -0.161 -0.161 0.136 0.136 0.122 0.123 -0.123 -0.123 -0.137 -0.136 0.148 0.148 -0.144 -0.143
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157
228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228 228
-669.89 -661.26 -443.31 -434.68 -775.61 -766.98 -290.74 -282.1 -689.44 -680.8 -204.57 -195.93 -793.77 -785.14 -243.11 -234.48 -737.07 -728.43 -186.4 -177.77 -621.29 -662.53 -580.04 -638.84 -603.74
-13.586 -8.821 -12.531 -7.766 -123.803 -119.038 48.453 53.217 -122.666 -117.902 49.59 54.354 -61.825 -57.06 -60.352 -55.587 -13.862 -9.097 -12.389 -7.624 -35.99 -55.298 -16.681 -35.98 -36
4.046 5.097 -3.85 -2.798 1.509 2.561 1.846 2.898 -1.898 -0.847 -1.561 -0.51 4.278 5.33 -4.524 -3.472 4.472 5.523 -4.331 -3.279 0.527 0.529 0.525 1.088 -0.034
0.143 0.143 -0.149 -0.148 0.132 0.133 0.126 0.126 -0.127 -0.126 -0.133 -0.133 0.138 0.138 -0.134 -0.133 0.133 0.133 -0.139 -0.138 0 0.001 -0.001 0.004 -0.004
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
To identify critical load case Moment-Z kNm P/A-M/Z P/A+M/Z P IN TENSION Resultant Shear 0 1.20 1.198 N.A 16.50 0 1.22 1.225 N.A 14.09 0 0.08 0.077 N.A 60.33 0 2.10 2.103 N.A 87.81 0 0.62 0.624 N.A 14.91 0 1.56 1.556 N.A 12.94 0 0.06 0.064 N.A 59.12 0 2.09 2.090 N.A 89.03 0 0.61 0.611 N.A 16.00 0 1.54 1.543 N.A 14.33 0 0.09 0.090 N.A 61.55 0 2.12 2.116 N.A 86.60 0 0.64 0.637 N.A 13.92 0 1.57 1.569 N.A 11.60 0 3.30 3.297 N.A 36.64 0 3.32 3.323 N.A 34.22 0 2.77 2.766 N.A 5.58 0 2.79 2.792 N.A 3.73 0 3.83 3.828 N.A 67.69 0 3.85 3.854 N.A 65.25 0 1.93 1.927 N.A 53.95 0 1.95 1.953 N.A 56.41 0 4.42 4.423 N.A 126.20 0 4.45 4.449 N.A 123.77 0 2.17 2.171 N.A 52.93 0 2.20 2.198 N.A 55.36 0 4.67 4.667 N.A 127.23 0 4.69 4.693 N.A 124.79 0 2.47 2.474 N.A 21.17 0 2.50 2.500 N.A 19.05 0 3.65 3.651 N.A 20.44 0 3.68 3.677 N.A 17.78 0 2.94 2.943 N.A 53.14 0 2.97 2.969 N.A 50.82 0 4.12 4.120 N.A 52.27 0 4.15 4.146 N.A 49.76 0 0.95 0.946 N.A 41.92 0 0.97 0.972 N.A 44.38
54 54
54
54
716mm 500
54
54
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4.34 4.36 1.19 1.22 4.58 4.61 1.38 1.40 3.68 3.71 1.84 1.87 4.15 4.18 3.53 3.28 3.78 3.41 3.65 1.38 1.40 2.24 0.26 0.81 1.70 2.24 0.25 0.80 1.69 2.25 0.27 0.81 1.70 3.73 3.74 3.62 3.63 3.84 3.86 4.70 4.72 2.24 2.25 5.22 5.23 2.76 2.77 3.27 3.28 4.67 4.68 2.79 2.80 4.19 4.20
4.338 4.364 1.190 1.217 4.582 4.608 1.375 1.402 3.684 3.710 1.845 1.871 4.153 4.179 3.531 3.278 3.785 3.415 3.648 1.384 1.397 2.242 0.261 0.807 1.695 2.236 0.254 0.801 1.689 2.249 0.267 0.814 1.702 3.729 3.742 3.616 3.629 3.843 3.855 4.704 4.716 2.241 2.254 5.218 5.231 2.755 2.768 3.269 3.282 4.671 4.684 2.788 2.801 4.190 4.203
N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A
114.20 111.78 40.91 43.34 115.23 112.80 21.45 19.36 20.29 17.61 53.39 51.09 52.09 49.56 36.78 18.27 55.30 37.04 36.54 17.85 12.32 87.60 60.52 12.87 14.74 90.39 57.74 15.45 17.66 84.82 63.31 10.48 11.84 37.16 31.62 69.01 63.60 7.30 2.91 128.07 122.54 52.76 58.42 127.08 121.48 53.81 59.33 53.17 47.82 54.25 48.53 20.79 16.07 21.87 16.01
1303
101
6153
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4.62 4.63 1.16 1.18 5.13 5.14 1.68 1.69 1.69 1.70 5.09 5.10 1.21 1.22 4.61 4.62 4.10 4.35 3.85 3.99 4.21 1.12 1.14 0.04 1.99 1.50 0.53 0.03 1.99 1.49 0.53 0.05 2.00 1.51 0.54 3.22 3.24 3.10 3.11 3.35 3.36 2.19 2.20 4.50 4.51 1.95 1.96 4.26 4.27 3.65 3.66 2.44 2.46 4.00 4.02
4.617 4.630 1.164 1.176 5.131 5.144 1.678 1.691 1.687 1.700 5.089 5.101 1.206 1.219 4.608 4.620 4.098 4.346 3.850 3.987 4.209 1.123 1.137 0.039 1.995 1.501 0.533 0.033 1.988 1.494 0.526 0.046 2.002 1.508 0.540 3.223 3.236 3.096 3.109 3.350 3.364 2.186 2.199 4.496 4.510 1.950 1.963 4.260 4.274 3.648 3.661 2.443 2.457 4.002 4.016
N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A
116.26 110.73 40.80 46.48 115.28 109.68 41.84 47.35 53.07 47.75 54.62 48.88 20.77 16.16 22.31 16.42 35.60 54.12 17.09 35.37 35.85 16.81 13.61 63.49 90.85 13.86 13.79 61.88 92.46 15.39 15.45 65.10 89.24 12.39 12.13 36.79 33.60 2.00 2.25 71.73 68.52 61.09 64.32 133.46 130.25 59.87 63.09 134.68 131.47 16.25 13.30 17.43 14.12 56.35 53.19
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2.80 2.81 1.30 1.32 4.30 4.32 1.07 1.08 4.07 4.08 3.69 3.70 1.33 1.34 4.05 4.06 1.68 1.69 3.32 3.08 3.57 3.44 3.20 1.29 1.24 2.14 0.14 1.56 0.71 2.16 0.16 1.59 0.74 2.11 0.11 1.54 0.69 3.55 3.49 4.32 4.26 2.77 2.72 4.98 4.93 2.63 2.58 4.46 4.40 2.11 2.06 4.40 4.35 3.03 2.98
2.798 2.812 1.303 1.317 4.303 4.317 1.067 1.081 4.067 4.081 3.690 3.704 1.325 1.339 4.045 4.059 1.680 1.694 3.321 3.076 3.565 3.442 3.200 1.291 1.239 2.138 0.139 1.564 0.713 2.164 0.165 1.590 0.739 2.112 0.112 1.538 0.687 3.545 3.493 4.315 4.263 2.775 2.723 4.978 4.926 2.635 2.582 4.456 4.403 2.112 2.060 4.404 4.351 3.030 2.978
N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A
57.54 54.30 45.84 49.07 118.27 115.07 44.62 47.84 119.49 116.28 16.10 13.19 17.74 14.42 56.16 53.01 57.82 54.57 36.52 17.23 55.81 36.53 36.51 17.54 12.80 90.88 63.59 13.82 13.84 93.26 61.21 16.10 16.27 88.50 65.98 11.60 11.40 37.04 32.29 75.79 71.09 3.87 6.85 138.83 134.08 63.64 68.43 137.70 132.92 64.77 69.51 61.67 57.00 60.63 55.81
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4.06 4.01 2.69 2.63 4.70 4.65 1.76 1.71 4.18 4.13 1.24 1.19 4.81 4.76 1.47 1.42 4.47 4.41 1.13 1.08 3.77 4.02 3.52 3.87 3.66
4.060 4.008 2.687 2.634 4.701 4.648 1.762 1.710 4.178 4.126 1.240 1.187 4.811 4.758 1.473 1.421 4.467 4.415 1.130 1.077 3.765 4.015 3.515 3.872 3.659
N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A
14.18 10.19 13.11 8.25 123.81 119.07 48.49 53.30 122.68 117.91 49.61 54.36 61.97 57.31 60.52 55.70 14.57 10.64 13.12 8.30 35.99 55.30 16.69 36.00 36.00
350mm 54
70.131
-5.844
0.2
0
0
DESIGN OF BASE PLATE BP1 ON ALL GRIDS: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
199 199 190 Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
L/C
Node
Axial Force kN
Shear-Y kN
Shear-Z kN
Torsion kNm
293 288 291
217 217 214
-1031.057 427.602 -857.471
41.009 25.126 211.499
-4.458 5.342 0.167
0 -0.001 0.001
0 0 0
0.000 kN 427.602 kN 25.69 kN
Input Yield stress of steel Fy = Permissible bending stress f bs = Fy/1.1 Permissible bearing stress for M30 =
Mpa Mpa Mpa
250 227.27 18
Dia of bolt = Total no of bolts = No of bolts on each side = Limiting Tension capacity of bolt = Limiting Shear capacity of bolt = Ultimate Tension capacity of bolt= Ultimate shear capacity of bolt=
30 4 2 126.23 72.88 184.0 106.237
1
Stress increase factor for f bs
1
L=
(Ref, clause 8.2.1.2 IS800:2007) (Ref , Claus e 7.4.1, IS800-2007)
mm nos. nos. kN kN kN kN
Strength Increase Factors for Wind/Seismic loads. Strength increase factor for Bolt Capacity
500
mm
150
mm
a
column section NPB 450 x 190 x 77.6
b eff. 500
b eff.
=
400
B
a
a= 25 1) Check for bearing pressure: for Beam 199 L/C Pmax (P) 0.00 kN Max pressure = P/( L x B ) = 0.000
Permissible bearing pressure = 18 Max pressure < permissible bearing pressure safe in bearing pressure 2) Check for Tension in bolt: for Beam 199 L/C Ptension (T) 427.60 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
Moment- Moment-Z Y kNm kNm
106.90 kN
Limiting Tension capacity of 126.225 kN Tension per bolt < T ension capacity of bolt
293 Mpa Mpa
288
0 0 0
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: 2
( Cl. 10.3.6 of IS 800)
(Actual tension/allow. Tension) + (Actual shear/allow. Shear) 0.73 Bolt is Safe in combined shear & tension
2
< 1.0
< 1.0
5) Calculation of base plate thickness:
Case 1) Due to max press ure with Three edges fixed: Max pressure = 0.000 Mpa Considering roark's formulae, for three edges fixed
a=
204.4 mm
b=
245.3 mm
a/b = 0.83 ( By interpolation) b3 = b =
0.3609
245.3 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
0.000 mm
Case 2) Due to max Tension: Max tension in bolt = 106.90 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 204.4 mm b= 245.3 mm a1= 135.4 mm b1= 195.3 mm effective width b eff =min(a,b,2a1,2b1) 204.4 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 6.064870628 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 22.85 mm t2 = Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0000 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 0.00 mm t3 = Hence provide base plate thickness
25
mm
b
b1
a
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 = Thickness of web = tw =
450 mm 9.4 mm
Width of flange = fw = Thickness of flange = tf =
190 mm 14.6 mm
Shear check for web:
Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw Design shear = 1.2*.Vfull = Shear on each bolt =
610.55 kN 732.66 kN
(section 8.4.1) (as per clause 12.12.2)
183.16 kN
Ultimate shear capacity of each bolt =
16
106.237 kN X Shear Key is requied
Z Shear to be resisted by web of shear key = Thickness of web plate for shear key = twp =
307.71 kN
150
32
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
Depth of shear key below TOC =
200 mm
Thickness of grout Moment due to web shear = Mw = Bending stress = Mw / Zxx Permissible bending stress = fy / gmo
OK
Ixx = Izz = Zxx = Zzz = Area =
25 mm 38.464 kNm 222.591 N/mm2 < 227.27 N/mm2
Thickness of flange plate for shear key = tfp =
16 mm
Provide Width of flange plate for shear key =
150 mm
OK
(section 8.2.1.2)
OK
1.56E+07 4.50E+06 1.73E+05 6.00E+04 7648
mm4 mm4 mm3 mm3 mm2
DESIGN OF BASE PLATE BP2: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
245 248 193 Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
L/C
Node
Axial Force kN
Shear-Y kN
Shear-Z kN
Torsion kNm
293 289 291
236 237 215
-1262.424 409.074 -1183.742
-43.269 -32.204 202.614
-9.19 -8.059 0.438
0 0 -0.003
0 0 0
0.000 kN 410.000 kN 35.00 kN
Input Yield stress of steel Fy = Permissible bending stress f bs = Fy/1.1 Permissible bearing stress for M40 Grout = (As per Cl. 8.4 of 3669-AXSG-002) Dia of bolt = Total no of bolts = No of bolts on each side = Limiting Tension capacity of bolt = Limiting Shear capacity of bolt = Ultimate Tension capacity of bolt= Ultimate shear capacity of bolt=
Mpa Mpa Mpa
250 227.27 24
30 4 2 126.23 72.88 184.0 106.237
1
Stress increase factor for f bs
1
L=
(Ref, clause 8.2.1.2 IS800:2007) (Ref, C lause 7.4.1, IS800-2007)
mm nos. nos. kN kN kN kN
Strength Increase Factors for Wind/Seismic loads. Strength increase factor for Bolt Capacity
550
mm
150
mm
a
column section
b eff. 300
b eff.
=
200
B
a
a= 25 1) Check for bearing pressure: for Beam 245 L/C Pmax (P) 0.00 kN Max pressure = P/( L x B ) = 0.000
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure 2) Check for Tension in bolt: for Beam 248 L/C Ptension (T) 410.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
Moment- Moment-Z Y kNm kNm
102.50 kN
Limiting Tension capacity of b 126.225 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension
293 Mpa Mpa
289
NPB 500 x 200 x 90.7
0 0 0
3) Check for Shear in bolt: for Beam 193 L/C 291 Max resultant shear (S) 35.00 kN shear per bolt = Res ultant 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: 2
( Cl. 10.3.6 of IS 800)
(Actual tension/Perm. Tension) + (Actual shear/Perm. Shear) 0.67 Bolt is Safe in combined shear & tension
2
< 1.0
< 1.0
5) Calculation of base plate thickness:
Case 1) Due to max pressure with Three edges fixed: Max pressure = 0.000 Mpa Considering roark's formulae, for three edges fixed
a=
228 mm
b=
144.9 mm
a/b = 1.57 ( By interpolation) b3 = b =
1.1458
144.9 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
0.000 mm
Case 2) Due to max Tension: Max tension in bolt = 102.50 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 228 mm b= 144.9 mm a1= 159 mm b1= 94.9 mm effective width b eff =min(a,b,2a1,2b1) 144.9 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 3.745780455 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 21.33 mm t2 = Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0000 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 0.00 mm t3 = Hence provide base plate thickness
25
mm
b
b1
a
