Design of base plate with moment and tension in excel format. User friendlyFull description
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this excel sheet provides calculation for column base plate design as per IS 800-2007.
Bolts in tension, shear & combined action
baseplate
Bolts in tension, shear & combined action
Full description
Design of base plate as per IS800-2007. The spreadsheet is very helpful for fixed base plates.Full description
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BS 5950 DESIGN OF BASE PLATEFull description
DOCUMENT NO
PROJECT
DESIGNED
TITLE
DATE
CHECKED
SHEET
550 Size of the column
HD 500 X 492
92.5
b (1mm strip)
x
y 650
Factored loads: Max. compression
3980 KN
Node:
8
465
Max. tension
1350 KN
Node:
13
a (1mm strip)
534 KN
Node:
13
Max. shear
C/C = 450
For Compression
421
Assume the base plate size as Max. compression
mm2
550 x 650
Concrete Grade, fck =
30
N/mm2
3980 KN
Hence base pressure -(w)
11.13
N/mm
2
< than 0.45times the strength of bedding material Hence O.K From Mukhanov's chart, a1 = 275 d1 = 232.5 Hence a1/d1 =
Edge condition - Plate supported on three sides. mm mm 1.18
(Length of free edge)
Hence coefficient =
0.1184
Hence moment on the base plate Md= Edge cantilever moment Md
=
0.1184*11.13*232.5^2=
71234.8938 N-mm
gmo =
1.1
11.13X92.5X92.5 / 2=
47615.5313 N-mm
fy =
250 N/mm2
fu =
410 N/mm2
√(5 Md gmo / b fy)
Thickness of plate required = Assuming width of the plate b = treqd =
Checking whether panel acting as cantilever a1/d1 > 0.5 Cantilever moment Md = NOT APPLICABLE
39.59
As per IS 800- 2007,Clause 8.2.1.2 1 mm
mm
(From Compression only)
Minimum thickness check as per cl. 7.4.3 √(2.5 w (a2 - 0.3 b2)gmo / fy
ts = = Hence, ts =
tf =
72 mm
14 mm
> tf
a=
64.5 mm
72 mm
b=
92.5 mm
tw =
45 mm
A=
75490 mm2
gmw =
1.25
Check for weld size connecting base plate to Column Total length availble for welding along the periphery of column 2x(421-72+465)-45 =
1583 mm
Deducting length 10% for end return Capcacity of
30 mm fwn =
Design force for weld
=
Required length of weld =
=
weld =
4.017
fu / √3
=
5147
KN
1281 mm
1424.7 mm KN / mm 236.71
<
fwd=
fwn / gmw =
189.37
1424.7 mm HENCE SAFE
For Tension Support reaction = Assume
1350 KN (Max Tension) dia H.D bolts
Grade
4.6
Tension capacity of bolt Tdb = Tnb / gmb
(As per Cl. 10.3.5)
gmb =
1.25
Tnb = 0.9 fub An < fyb Asb (gmb / gm0)
fyb=
0.9 fub An =
8 Nos
709.35
56
KN
240
Shank area of the bolt(Asb)=
N/mm2
(Bearing type bolt) As per IS 800- 2007,Table 5
fub =
400 2463.01 mm
2
N/mm2
DOCUMENT NO
PROJECT
DESIGNED
TITLE fyb Asb (gmb/gm0)= Tnb =
671.73
671.73
KN
Net tensile area at the bottom of threads (An)=
CHECKED
DATE SHEET 1970.408 mm^2
( Approx. 80 % of Asb)
KN
Tension capacity of single bolt Tdb =
537.38
Tension capacity of single bolt as per RIL standards
=
KN 608
KN
DOCUMENT NO
PROJECT
DESIGNED
TITLE Hence tension capacity of single bolt Tension/bolt (Tb) = 1350/8=
= 168.8
537.38
KN
263.69
Moment in the plate due to bolt tension=
treqd =
mm
64.89
=
44497688 N-mm
mm
√(5 Md gmo / b fy)
Thickness of plate required =
SHEET
KN
168.75 x 1000 x 263.69 232.5
CHECKED
Hence O.K
Diagonal distance from bolt centre to web =
Assuming width of the plate=
DATE
As per IS 800- 2007,Clause 8.2.1.2
mm
Hence provide thickness of base plate=
(From tension only) 72 mm
Round to
12 mm
Vdsb =
364.04
Shear capacity of bolt: fu An / √3 =
Vnsb =
455046.2 N
KN
Bearing capacity of the bolt: Vnpb =
2.5 kb d t fu =
Kb =
371952 N
Vdpb =
Min (e / 3do, p/ 3 do - 0.25, fub/fu, 1)
=
e=
0.54
297.56 KN
Shear capacity of single bolt as per RIL standards
=
253
Therefore Shear capacity of single Bolt=
95.2
fu =
410
do =
59 mm
KN
253 KN
Hence O.K
Check for combined shear and Tension: (Vsb / Vdb)^2 + (Tb / Tdb)^2
=
0.17 <1
Hence O.K
Vsb =
66.75 KN
Tb =
168.75 KN
Design of stiffner plate x Moment at the face of the column web -(for compression in the coulmn) 11.13*465/2*(550/2)^2/2= Moment at face of stiffener (due to bolt tension) 168750*450/2=
97848351.56 N-mm
37968750 N-mm
Assume plate thickness -
16
mm
√(5 Md gmo / b fy) 366.8 mm
Height of plate required = =
As per IS 800- 2007,Clause 8.2.1.2 Hence, Provide stiffner plate height as
Design of stiffner plate y Moment at the face of the column flange - (for compression on column) 11.13*(465/4+92.5)*((550^2)/2= Moment at face of stiffener (due to bolt tension) 168750*(465-450)/2= C/C = 1265625 N-mm √(5 Md gmo / b fy)
Height of plate required = = Design for shear key Shear key size Provide
695.12
250 250
Ze of the section =
Hence, Provide stiffner plate height as 801 KN
x
30
3 317000 mm
(1.2xShear capacity of the member, (AvXfy/(3Xϒm0)X1.2)) thk. cross
Zp of the section =
801000/250=
Hence cantilever moment on the shear key (M)=
e=
1.86339
525000 3204
3204*250^2/2 =
Section classification as per Table- 2 of IS 800: 2007: 8.33
100 mm
mm deep shear key
udl on the shear key =
d/t =
351412359.4 N-mm
As per IS 800- 2007,Clause 8.2.1.2
mm
H (max) =
100 mm
Plastic
mm3
Ze/Zp =
0.6
N/mm 100125000
N-mm =
100.13 KN-m
DOCUMENT NO
PROJECT
DESIGNED
TITLE Design bending strength Md = bbZpfy/gmo ßb =
For a Plastic section, Md =
119.32
M < Md, Hence O.K
1
KN- m Hence provide shear key size as
250x250x30
CHECKED
DATE SHEET
DOCUMENT NO
PROJECT
DESIGNED
TITLE
DATE
CHECKED
SHEET
450 Size of the column
HE 400
84
b (1mm strip)
x
y 600
Factored loads: Max. compression
1781 KN
Node:
7
432
Max. tension
1020 KN
Node:
11
a (1mm strip)
430 KN
Node:
11
Max. shear
C/C = 390
For Compression
307
Assume the base plate size as Max. compression
mm2
450 x 600
Concrete Grade, fck =
30
N/mm2
1781 KN
Hence base pressure -(w)
6.60
N/mm
2
< than 0.45times the strength of bedding material Hence O.K From Mukhanov's chart, a1 = d1 = Hence a1/d1 =
225 216
Edge condition - Plate supported on three sides. mm mm 1.04
(Length of free edge)
Hence coefficient =
0.112
Hence moment on the base plate Md=
0.112*6.6*216^2=
Edge cantilever moment Md
=
Assuming width of the plate b = 27.55
34488.1152 N-mm
6.6X84X84 / 2=
√(5 Md gmo / b fy)
Thickness of plate required = treqd =
Checking whether panel acting as cantilever a1/d1 > 0.5 Cantilever moment Md = NOT APPLICABLE gmo =
1.1
fy =
250 N/mm2
fu =
410 N/mm2
23284.8 N-mm As per IS 800- 2007,Clause 8.2.1.2
1 mm
mm
(From Compression only)
Minimum thickness check as per cl. 7.4.3 √(2.5 w (a2 - 0.3 b2)gmo / fy
ts = = Hence, ts =
tf =
40 mm
15 mm
> tf
a=
71.5 mm
40 mm
b=
84 mm
tw =
21 mm
A=
32600 mm2
gmw =
1.25
Check for weld size connecting base plate to Column Total length availble for welding along the periphery of column 2x(307-40+432)-21 =
1377 mm
Deducting length 10% for end return Capcacity of
30 mm fwn =
Design force for weld
=
Required length of weld =
=
weld =
4.017
fu / √3
=
2223
KN
553.4 mm
1239.3 mm KN / mm 236.71
<
fwd=
fwn / gmw =
189.37
1239.3 mm HENCE SAFE
For Tension Support reaction = Assume
1020 KN (Max Tension) dia H.D bolts
Grade
4.6
Tension capacity of bolt Tdb = Tnb / gmb
(As per Cl. 10.3.5)
gmb =
1.25
Tnb = 0.9 fub An < fyb Asb (gmb / gm0)
fyb=
0.9 fub An =
4 Nos
521.15
48
KN
240
Shank area of the bolt(Asb)=
N/mm2
(Bearing type bolt) As per IS 800- 2007,Table 5
fub =
400 1809.56 mm
2
N/mm2
DOCUMENT NO
PROJECT
DESIGNED
TITLE fyb Asb (gmb/gm0)= Tnb =
493.52
493.52
KN
Net tensile area at the bottom of threads (An)=
CHECKED
DATE SHEET 1447.648 mm^2
( Approx. 80 % of Asb)
KN
Tension capacity of single bolt Tdb =
394.82
Tension capacity of single bolt as per RIL standards
