DESIGN OF BASE PLATE BP1: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
4289 4288 4289
Node
367 375 363
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S (S)
Axial Force kN
2268 -5691.291 2267 3772.552 2268 -5682.655
Shear-Y kN
338.157 17.311 402.82
Shear-Z kN
820.925 646.46 873.128
Torsion kNm
Moment- Moment-Z Y kNm kNm
0.029 0 0.028
5691.300 kN 3772.600 kN kN 961.60 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 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
60 8 4 531.00 306.57 774.1 446.915
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 8.2.1.2 IS IS800:2007) (Ref, Clau se se 7.4.1, IS800-20 07 07)
1100
mm
270
mm
a
column section
b eff. 600
b eff.
=
350
B
a
a= 145 1) Check for bearing pressure: for Beam 4289 L/C Pmax (P) 5691.30 kN Max pressure = P/( L x B ) = 8.623
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
367 Mpa Mpa
PG600X400A
0 0 0
0 0 0
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f y) Thus, c =
ts x sqrt (f y/2.5wg /2.5wgmo) 97.3 97.31 1 mm
c=
2) Check for Tension in bolt: for Beam 4288 L/C Ptension (T) 3772.60 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
(Pro (Provi vide ded d all arou around nd the the col column, umn, effec ffecti tiv ve area area som somes withi ithin n the the provided base plate only) only) 375
471.58 kN
Limi Limiti ting ng Tens Tensio ion n capa capaci city ty of b 531 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 4289 L/C 363 Max resultant shear (S) 961.60 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 120.20 kN
Permissibl Permissiblee shear force in bolt =
306.57 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) 0.94 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 = 8.623 Mpa Considering roark's formulae, for three edges fixed
a=
264 mm
a/b a/b = 0.91 0.91 ( By interpolation) b3 = b =
0.4060
291 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
29.490 mm
b=
291 mm
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f y) Thus, c =
ts x sqrt (f y/2.5wg /2.5wgmo) 97.3 97.31 1 mm
c=
2) Check for Tension in bolt: for Beam 4288 L/C Ptension (T) 3772.60 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
(Pro (Provi vide ded d all arou around nd the the col column, umn, effec ffecti tiv ve area area som somes withi ithin n the the provided base plate only) only) 375
471.58 kN
Limi Limiti ting ng Tens Tensio ion n capa capaci city ty of b 531 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 4289 L/C 363 Max resultant shear (S) 961.60 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 120.20 kN
Permissibl Permissiblee shear force in bolt =
306.57 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) 0.94 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 = 8.623 Mpa Considering roark's formulae, for three edges fixed
a=
264 mm
a/b a/b = 0.91 0.91 ( By interpolation) b3 = b =
0.4060
291 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
29.490 mm
b=
291 mm
Case 2) Due to max Tension: Max tension in bolt = 471.58 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 262 mm b= 290 mm a1= 133 mm b1= 165 mm effective wi width b eff =min(a,b,2a1,2b1) 262 mm Mome Moment nt @ face face =Mt= =Mt=T. T.a1 a1/( /(1+ 1+2(a 2(a1/ 1/b1 b1)) )) (if (if stiff stiffne nerr is prese present nt)) =T.max(a1,b1) (otherwise) Mt = 24.01093 24.0109359 59 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 40.1 40.16 6 mm t2 =
b
b1
a
Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0907 0.0907 kNm/m kNm/mm m Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 39.94 mm t3 = Hence provide base plate thickness
50
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 =
PG600X400A
Depth of membe r= d =
600 mm
Thickness of web = tw =
20 mm
Width of flange = fw =
400 mm
Thickness of flange = tf =
32 mm
Shear check for web:
Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw
1732.05 kN
(section 8.4.1)
Design shear = 1.2*.Vfull =
2078.46 kN kN
(as per clause 12.12.2)
Shear on each bolt =
259.81 kN
Shear resistance of bolt in combination with tension
140.92 kN X 20
Shear Key is requied
Z Shear to be resisted by web of shear key =
951.08 kN kN
200 20
Thickness of web plate for shear key = twp =
20 mm 16
Depth of web plate required for shear key = dp = Provide depth of web plate for shear key =
164.73 mm mm 185 mm
185
16 217
Depth of shear key below TOC = Thickness of grout Moment due to web shear = Mw = Bending stress = Mw / Zxx Permissible bending stress = fy / gmo
125 mm 25 mm 83.219 kNm 105.134 N/mm2 < 227.27 N/mm2
Thickness of flange plate for shear key = tfp =
16 mm
Provide Width of flange plate for shear key =
200 mm
Ixx =
8.59E+07 mm4
Izz = Zxx = Zzz = Area =
6.89E+07 7.92E+05 6.89E+05 10100
OK
(section 8.2.1.2)
UNSAFE
mm4 mm3 mm3 mm2
DESIGN OF BASE PLATE BP2: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
238 237 238
Node
338 312 323
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
Axial Force kN
Shear-Y kN
163 -8315.828 162 5850 163 -7736.491
Shear-Z kN
31.43 1348.476 16.829 1375.722 8.718 1452.939
Torsion kNm
Moment-Y Moment-Z kNm kNm
0 0.004 0.002
0 0 0
8316.000 kN 5850.000 kN 1375.82 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
72 8 4 778.50 449.47 1134.9 655.223
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 8.2.1.2 IS800:2007) (Ref, Clause 7.4.1, IS800-2007)
1100
mm
270
mm
a
column section
PG600X600
b eff. 600
b eff.
=
350
B
a
a= 140 1) Check for bearing pressure: for Beam 238 L/C Pmax (P) 8316.00 kN Max pressure = P/( L x B ) = 12.600
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
338 Mpa Mpa
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f y) Thus, c = c=
ts x sqrt (f y/2.5wgmo) 97.31 mm
(Provided all around the column, effective area somes within the provided base plate only)
0 0 0
2) Check for Tension in bolt: for Beam 237 L/C Ptension (T) 5850.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
312
731.25 kN
Limiting Tension capacity of 778.5 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 238 L/C 323 Max resultant shear (S) 530.98 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 66.37 kN
Permissible shear force in bolt =
(As shear key is provided, shear to be resisted by bolt is total shear - shear capacity of shear key)
449.47 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) 0.90 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 = 12.600 Mpa Considering roark's formulae, for three edges fixed
a=
263 mm
a/b = 0.91 ( By interpolation) b3 = b =
0.4010
290 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
35.305 mm
b=
290 mm
Case 2) Due to max Tension: Max tension in bolt = 731.25 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 263 mm b= 290 mm a1= 133 mm b1= 165 mm effective width b eff =min(a,b,2a1,2b1) 263 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 37.23267111 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 49.92 mm t2 =
b
b1
a
Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.1235 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] 46.62 mm t3 = Hence provide base plate thickness
50
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 =
PG600X600
Depth of membe r= d =
600 mm
Thickness of web = tw =
20 mm
Width of flange = fw =
600 mm
Thickness of flange = tf =
32 mm
Shear check for web:
Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw
1732.05 kN
(section 8.4.1)
Design shear = 1.2*.Vfull =
2078.46 kN
(as per clause 12.12.2)
Shear on each bolt =
259.81 kN
Shear resistance of bolt in combination with tension
154.20 kN X 16
Shear Key is requied
Z Shear to be resisted by web of shear key =
844.84 kN
200 16
Thickness of web plate for shear key = twp =
16 mm 16
Depth of web plate required for shear key = dp = Provide depth of web plate for shear key =
182.91 mm 185 mm
185
16 217
Depth of shear key below TOC = Thickness of grout
125 mm 25 mm
Moment due to web shear = Mw =
73.923 kNm
Bending stress = Mw / Zxx
98.217 N/mm2 < 227.27 N/mm2
Permissible bending stress = fy / gmo Thickness of flange plate for shear key = tfp =
16 mm
Provide Width of flange plate for shear key =
200 mm
Ixx =
8.17E+07 mm4
Izz = Zxx = Zzz = Area =
6.32E+07 7.53E+05 6.32E+05 9360
OK
(section 8.2.1.2)
UNSAFE
mm4 mm3 mm3 mm2
DESIGN OF BASE PLATE BP3: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
244 244 244
Node
336 311 321
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
Axial Force kN
168 -4397.427 168 2807.451 168 -1668.595
Shear-Y kN
-277.345 199.346 -681.364
Shear-Z kN
31.795 20.254 37.347
Torsion kNm
Moment-Y Moment-Z kNm kNm
0 0.001 0
0 0 0
4397.000 kN 2807.450 kN 682.40 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
52 8 4 396.00 228.63 577.3 333.293
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 8.2.1.2 IS800:2007) ( Ref, Clause 7. 4.1 , IS800 -20 07 )
1100
mm
270
mm
a
column section
PG600X400
b eff. 600
b eff.
=
350
B
a
a= 140 1) Check for bearing pressure: for Beam 244 L/C Pmax (P) 4397.00 kN Max pressure = P/( L x B ) = 6.662
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
336 Mpa Mpa
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f y) Thus, c = c=
ts x sqrt (f y/2.5wgmo) 77.85 mm
(Provided all around the column, effective area somes within the provided base plate only)
0 0 0
2) Check for Tension in bolt: for Beam 244 L/C Ptension (T) 2807.45 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
311
350.93 kN
Limiting Tension capacity of b 396 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 244 L/C 321 Max resultant shear (S) 682.40 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 85.30 kN
Permissible shear force in bolt =
228.63 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) 0.92 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 = 6.662 Mpa Considering roark's formulae, for three edges fixed
a=
269 mm
a/b = 0.92 ( By interpolation) b3 = b =
0.5110
291 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
29.080 mm
b=
291 mm
Case 2) Due to max Tension: Max tension in bolt = 350.93 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 269 mm b= 290 mm a1= 140 mm b1= 165 mm effective width b eff =min(a,b,2a1,2b1) 269 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 18.21688062 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 34.52 mm t2 =
b
b1
a
Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0653 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] t3 =
33.90 mm
Hence provide base plate thickness
40
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 =
PG600X400
Depth of membe r= d =
600 mm
Thickness of web = tw =
20 mm
Thickness of flange = tf =
25 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 =
1732.05 kN 2078.46 kN
(section 8.4.1) (as per clause 12.12.2)
259.81 kN
Ultimate shear capacity of each bolt =
333.293 kN
Shear resistance of bolt in combination with tension
105.93 kN X 25
Shear Key is requied
Z Shear to be resisted by web of shear key =
1231.02 kN
200 25
Thickness of web plate for shear key = twp =
25 mm 16
Depth of web plate required for shear key = dp = Provide depth of web plate for shear key =
170.58 mm 185 mm
185
16 217
Depth of shear key below TOC = Shear on each bolt = Ultimate shear capacity of each bolt =
150 mm 649.52 kN 333.293 kN Shear Key is requied
Shear to be resisted by flange of shear key = Thickness of flange plate for shear key = tfp = Width of flange plate required for shear key = wp = Provide Width of flange plate for shear key =
Ixx = Izz =
4348.72 kN 16 mm 941.52 mm 200 mm
UNSAFE
9.12E+07 mm4 7.38E+07 mm4
DESIGN OF BASE PLATE BP4: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
5854 5854 5854
Node
333 314 367
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
Axial Force kN
220 -5978.742 220 3397.123 220 -3988.509
Shear-Y kN
95.225 -83.404 -42.115
Shear-Z kN
497.518 -409.165 697.369
Torsion kNm
-0.002 -0.004 -0.005
Moment-Y Moment-Z kNm kNm
0.001 -0.001 0.001
5979.000 kN 3398.000 kN 699.00 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
60 10 5 531.00 306.57 774.1 446.915
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 8.2.1.2 IS800:2007) (Ref, Clause 7 .4.1 , IS80 0-2 007 )
1100
mm
270
mm
a
column section
PG600X600
b eff. 800
b eff.
=
270
B
a
a= 145 1) Check for bearing pressure: for Beam 5854 L/C Pmax (P) 5979.00 kN Max pressure = P/( L x B ) = 6.794
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
333 Mpa Mpa
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f y) Thus, c = c=
ts x sqrt (f y/2.5wgmo) 97.31 mm
(Provided all around the column, effective area somes within the provided base plate only)
-0.003 0 -0.003
2) Check for Tension in bolt: for Beam 5854 L/C Ptension (T) 3398.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
314
339.80 kN
Limiting Tension capacity of b 531 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 5854 L/C 367 Max resultant shear (S) 699.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 69.90 kN
Permissible shear force in bolt =
306.57 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) 0.46 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 = 6.794 Mpa Considering roark's formulae, for three edges fixed
a=
262 mm
a/b = 0.67 ( By interpolation) b3 = b =
0.5110
390 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
39.358 mm
b=
390 mm
Case 2) Due to max Tension: Max tension in bolt = 339.80 kN Panel dimension: Stiffener provided (insert YES or NO) YES
a1
a= 262 mm b= 390 mm a1= 133 mm b1= 125 mm effective width b eff =min(a,b,2a1,2b1) 250 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 14.4480179 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 31.89 mm t2 =
b
b1
a
Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0714 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] t3 =
35.46 mm
Hence provide base plate thickness
50
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 =
PG600X600
Depth of membe r= d =
600 mm
Thickness of web = tw =
20 mm
Thickness of flange = tf =
32 mm
Shear check for web:
Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw Design shear = 1.2*.Vfull =
1732.05 kN 2078.46 kN
Shear on each bolt =
(section 8.4.1) (as per clause 12.12.2)
207.85 kN
Ultimate shear capacity of each bolt =
446.915 kN
Shear resistance of bolt in combination with tension
235.58 kN X 20
No need for Shear Key
Z Shear to be resisted by web of shear key =
0.00 kN
200 20
Thickness of web plate for shear key = twp =
20 mm 16
Depth of web plate required for shear key = dp = Provide depth of web plate for shear key =
-
mm 185 mm
185
16 217
Depth of shear key below TOC = Shear on each bolt = Ultimate shear capacity of each bolt =
150 mm 665.11 kN 446.915 kN Shear Key is requied
Shear to be resisted by flange of shear key = Thickness of flange plate for shear key = tfp = Width of flange plate required for shear key = wp = Provide Width of flange plate for shear key =
Ixx = Izz =
4295.25 kN 16 mm 929.95 mm 200 mm
UNSAFE
8.59E+07 mm4 6.89E+07 mm4
DESIGN OF BASE PLATE BP5: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
255 255 243
Node
381 381 337
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
178 178 167
Axial Force kN
Shear-Y kN
-404.36 -404.36 -339.266
-17.512 -17.512 -14.98
Shear-Z kN
-204.709 -204.709 209.387
Torsion kNm
Moment-Y Moment-Z kNm kNm
0.002 0.002 -0.002
0 0 0
405.000 kN 0.000 kN 210.00 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
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 8.2.1.2 IS800:2007) (Ref, Clause 7.4.1, IS800-2007)
600
mm
250
mm
a
column section NPB 500 x 200 x 90.7
b eff. 300
b eff.
=
180
B
a
a= 50 1) Check for bearing pressure: for Beam 255 L/C Pmax (P) 405.00 kN Max pressure = P/( L x B ) = 2.250
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
381 Mpa Mpa
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f ) Thus, c = c=
ts x sqrt (f y/2.5wgmo) 77.85 mm
(Provided all around the column, effective area somes within the provided base plate only)
0 0 0
2) Check for Tension in bolt: for Beam 255 L/C Ptension (T) 0.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
381
0.00 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: for Beam 243 L/C 337 Max resultant shear (S) 210.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 52.50 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)
(Actual tension/allow. Tension) + (Actual shear/allow. Shear) 0.34 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 = 2.250 Mpa Considering roark's formulae, for three edges fixed
a=
228 mm
a/b = 1.57 ( By interpolation) b3 = b =
1.0730
144.9 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
12.194 mm
b=
144.9 mm
Case 2) Due to max Tension: Max tension in bolt = Panel dimension: Stiffener provided (insert YES or NO)
0.00 kN a1 YES
a= 228 mm b= 144.9 mm a1= 119 mm b1= 84.9 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 = 0 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 0.00 mm t2 =
b
b1
a
Case 3) Due to max pressure for Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0028 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] t3 =
7.04 mm
Hence provide base plate thickness
40
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
Thickness of flange = tf =
16 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 =
736.12 kN 883.35 kN
(section 8.4.1) (as per clause 12.12.2)
220.84 kN
Ultimate shear capacity of each bolt =
131.423 kN
Shear resistance of bolt in combination with tension
90.15 kN X 16
Shear Key is requied
Z Shear to be resisted by web of shear key =
522.73 kN
110 16
Thickness of web plate for shear key = twp =
16 mm 20
Depth of web plate required for shear key = dp =
113.18 mm
Provide depth of web plate for shear key =
120 mm
Depth of shear key below TOC =
125 mm
Shear on each bolt = Ultimate shear capacity of each bolt =
277.13 kN 131.423 kN Shear Key is requied
120
20 160
OK
Ixx = Izz =
2.63E+07 mm4 1.04E+07 mm4
Shear to be resisted by flange of shear key = Thickness of flange plate for shear key = tfp = Width of flange plate required for shear key = wp = Provide Width of flange plate for shear key =
747.90 kN 20 mm 129.54 mm 110 mm
UNSAFE
DESIGN OF BASE PLATE BP5: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
3205 3205 3205
Node
317 317 321
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
3488 3488 3488
Axial Force kN
Shear-Y kN
-138.602 -138.602 -124.696
Shear-Z kN
-46.267 -46.267 -50.892
-0.002 -0.002 0.003
Torsion kNm
Moment-Y Moment-Z kNm kNm
0.004 0.004 0
0 0 0
140.000 kN 0.000 kN 60.00 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
24 4 2 79.43 45.86 115.8 66.848
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 8.2.1.2 IS800:2007) ( Ref, Clause 7. 4.1 , IS800 -20 07 )
400
mm
200
mm
a
column section
UB 305 x 165 x 46
b eff. 200
b eff.
=
150
B
a
a= 50 1) Check for bearing pressure: for Beam 3205 L/C Pmax (P) 140.00 kN Max pressure = P/( L x B ) = 1.750
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
317 Mpa Mpa
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f y) Thus, c = c=
ts x sqrt (f y/2.5wgmo) 0 mm
(Pr ovided all around the colu mn , effective area s om es within th e provided base plate only)
0 0 0
2) Check for Tension in bolt: for Beam 3205 L/C Ptension (T) 0.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
317
0.00 kN
Limiting Tension capacity of b 79.425 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 3205 L/C 321 Max resultant shear (S) 60.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 15.00 kN
Permissible shear force in bolt =
45.86 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) 0.11 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 = 1.750 Mpa Considering roark's formulae, for three edges fixed
a=
135.5 mm
a/b = 1.40 ( By interpolation) b3 = b =
1.0730
96.65 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
7.173 mm
b=
96.65 mm
Case 2) Due to max Tension: Max tension in bolt = Panel dimension: Stiffener provided (insert YES or NO)
0.00 kN a1 YES
a= 135.5 mm b= 96.65 mm a1= 94 mm b1= 71.65 mm effective width b eff =min(a,b,2a1,2b1) 96.65 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 0 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 0.00 mm t2 =
b
b1
a
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)] t3 =
6.20 mm
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 =
UB 305 x 165 x 46
Depth of membe r= d =
306.6 mm
Thickness of web = tw =
6.7 mm
Thickness of flange = tf =
11.8 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 =
296.50 kN 355.80 kN
(section 8.4.1) (as per clause 12.12.2)
88.95 kN
Ultimate shear capacity of each bolt =
66.848 kN
Shear resistance of bolt in combination with tension
45.86 kN X
Shear Key is requied
Z Shear to be resisted by web of shear key = Thickness of web plate for shear key = twp =
172.38 kN
100
16
16 mm 12
Depth of web plate required for shear key = dp = Provide depth of web plate for shear key =
74.64 mm 100 mm
100
12 124
OK
Depth of shear key below TOC = Shear on each bolt = Ultimate shear capacity of each bolt =
125 mm 169.33 kN 66.848 kN Shear Key is requied
Shear to be resisted by flange of shear key = Thickness of flange plate for shear key = tfp = Width of flange plate required for shear key = wp = Provide Width of flange plate for shear key =
Ixx = Izz =
493.90 kN 12 mm 142.58 mm 100 mm
UNSAFE
8.89E+06 mm4 2.03E+06 mm4
DESIGN OF BASE PLATE BP7: APPROACH: LIMIT STATE DESIGN FACTORED LOAD COMBINATIONS Beam
L/C
3064 3064 3032
Node
319 319 321
Factored Design Forces: Pmax (P) Ptension (T) Max resultant shear (S)
3490 3490 91
Axial Force kN
-565.64 -565.64 -302.407
Shear-Y kN
-32.703 -32.703 -202.787
Shear-Z kN
24.962 24.962 -1.309
Torsion kNm
Moment-Y Moment-Z kNm kNm
0.157 0.157 0.006
0 0 0
566.000 kN 0.000 kN 203.00 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
27 4 2 103.28 59.63 150.6 86.921
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 8.2.1.2 IS800:2007) (Ref, Clause 7.4.1, IS800-2007)
550
mm
200
mm
a
column section NPB 400 x 180 x 66.3
b eff. 300
b eff.
=
150
B
a
a= 50 1) Check for bearing pressure: for Beam 3064 L/C Pmax (P) 566.00 kN Max pressure = P/( L x B ) = 3.430
Permissible bearing pressure = 24 Max pressure < permissible bearing pressure safe in bearing pressure
319 Mpa Mpa
As per Clause 7.4.3.1 (Fig-9) of IS 800: 2007, 2
ts = sqrt (2.5wc gmo/f ) Thus, c = c=
ts x sqrt (f y/2.5wgmo) 62.28 mm
(Provided all around the column, effective area somes within the provided base plate only)
0 0 0
2) Check for Tension in bolt: for Beam 3064 L/C Ptension (T) 0.00 kN Tension per bolt = T / Total no of bolts
Tension per bolt =
319
0.00 kN
Limiting Tension capacity of 103.275 kN Tension per bolt < Tension capacity of bolt Bolt is safe in tension 3) Check for Shear in bolt: for Beam 3032 L/C 321 Max resultant shear (S) 203.00 kN shear per bolt = Resultant shear / total no of bolt shear per bolt = 50.75 kN
Permissible shear force in bolt =
59.63 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) 0.72 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 = 3.430 Mpa Considering roark's formulae, for three edges fixed
a=
180.5 mm
a/b = 1.24 ( By interpolation) b3 = b =
0.8000
145.7 mm 2
Thickness of plate t1 = sqrt[(b*qmax*b )/1.5*f bs] t1 =
13.072 mm
b=
145.7 mm
Case 2) Due to max Tension: Max tension in bolt = Panel dimension: Stiffener provided (insert YES or NO)
0.00 kN a1 YES
a= 180.5 mm b= 145.7 mm a1= 94 mm b1= 70.7 mm effective width b eff =min(a,b,2a1,2b1) 141.4 mm Moment @ face =Mt=T.a1/(1+2(a1/b1)) (if stiffner is present) =T.max(a1,b1) (otherwise) Mt = 0 kNm Thickness of plate t2 = sqrt[(6*Mt)/(1.5*f bs*b eff)] 0.00 mm t2 =
b
b1
a
Case 3) Due to max pressure fo r Cantilever: Moment @ section Flange =qmax x lever arm (a)^2 / 2 Mt = 0.0043 kNm/mm Thickness of plate t3 = sqrt[(6*Mt)/(1.5*f bs*1)] t3 =
8.69 mm
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 =
NPB 400 x 180 x 66.3
Depth of membe r= d =
400 mm
Thickness of web = tw =
8.6 mm
Thickness of flange = tf =
13.5 mm
Shear check for web:
Full Shear Capacity of web = Vfull = fy/sqrt(3)*d*tw Design shear = 1.2*.Vfull =
496.52 kN 595.83 kN
Shear on each bolt =
148.96 kN
Ultimate shear capacity of each bolt =
86.921 kN
Shear resistance of bolt in combination with tension
(section 8.4.1) (as per clause 12.12.2)
59.63 kN X 25
Shear Key is requied
Z Shear to be resisted by web of shear key =
357.32 kN
150 25
Thickness of web plate for shear key = twp =
25 mm 12
Depth of web plate required for shear key = dp = Provide depth of web plate for shear key =
49.51 mm 100 mm
100
12 124
OK
Depth of shear key below TOC = Shear on each bolt = Ultimate shear capacity of each bolt =
125 mm 210.44 kN 86.921 kN Shear Key is requied
Shear to be resisted by flange of shear key = Thickness of flange plate for shear key = tfp = Width of flange plate required for shear key = wp = Provide Width of flange plate for shear key =
Ixx = Izz =
603.27 kN 12 mm 174.15 mm 150 mm
UNSAFE
1.55E+07 mm4 1.95E+07 mm4
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 PG400X400 201 PG600X400 234.7 PG600X400A 300 PG600X600 359 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
UC 203x203x46 UC 203x203x52 UC 203x203x60 UC 203x203x71
46.1 52 60 71
Total Depth H mm
Flange Width b mm
Thickness Thickness of Web of Flange tw tf mm mm
203.2 256 303.4 306.6 355 406.4 400 450 500 400 600 600 600 600 612.2 571 590 690 152.4 157.6 203.2 206.2 254.1 260.3 307.9 314.5 320.5
133.2 146.4 165 165.7 171.5 177.9 180 190 200 400 600 400 600 220 229 300 300 300 152.2 152.9 203.6 204.3 254.6 256.3 305.3 307.4 309.2
5.7 6.3 6 6.7 7.4 7.9 8.6 9.4 10.2 16 20 20 20 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 25 25 32 32 19 19.6 15.5 25 27 6.8 9.4 11 12.5 14.2 17.3 15.4 18.7 21.7
203.2 206.2 209.6 215.8
203.6 204.3 205.8 206.4
7.2 7.9 9.4 10
11 12.5 14.2 17.3
UC 203x203x86
86.1
222.2
209.1
12.7
20.5
UC 254x254x73 UC 254x254x89 UC 254x254x107 UC 254x254x132 UC 254x254x167
73.1 88.9 107.1 132 167.1
254.1 260.3 266.7 276.3 289.1
254.6 256.3 258.8 261.3 265.2
8.6 10.3 12.8 15.3 19.2
14.2 17.3 20.5 25.3 31.7
CRANE RAILS CR-80 CR-100
64.2 3 -1980 89
SPECIFICATION FOR CRANE R
RAILS UIC60 IRS -52
60.34 52
As per IRS -T-12 1996
Channels 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
