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Design of Base Plate.xls 1 of 4
By : Dennis Dalaguan Checked : Gulfshade WALL PLATE (WP1) EFFECTIVE AREA METHOD DATA:
Client : CAT International
ID : Date:
12/20/10
BASEPLATE DESIGN BS 5950-1:2000 LOADS (Maximum for node 181 to 188)
D= (dia) t= pyp =
168 mm 10 mm 275 Mpa
Pz = Mx =
fcu =
35 Mpa
Vx = Vy =
14.724 kN (compression) 41.233 kN*m Values taken 7.958 kN from STAAD 14.19 kN Structural Analysis and Design
where: D = is the outside diameter of the column; T = is the flange & web thickness; p yp = is the design strength of the base plate; f cu = is the lower of the characteristic cube strengths of the concrete base and bedding material; Py = is the design uls axial load in the column. M= Vx = Vy = c=
is the design uls moment in the column. is the design uls shear force along x direction in the column. is the design uls shear force along y direction in the column. is the largest perpendicular distance from the edge of the effective portion of the baseplate to the face of the column cross section Aeff = Effective cross sectional area Requirements q for Axial Load Pressure under base plate;
w = 0.6 fcu =
Plate thickness provided; Base Plate Dimensions Provided;
21 Mpa tp =
30 mm
Dp = Bp =
275 mm 275 mm
cactual = tp / (3 w / pyp)0.5 = 62.67832 mm 2 2 Aeff = [ π (D/2+c) ] - [ π (D/2-t-c) ] Aeff =
4.13.2.3 Applied Moments
4.13.2.2 Axial forces
67187.19 mm²
Effective base plate dimensions for concrete base design L= H=
cp =
275 mm 275 mm tp / ((3 w / pyp)0.5 =
Baseplate dimension is ok!!!
62.67832 mm
plastic c
4.13.2.3 Applied Moments
Design of Base Plate.xls 2 of 4
By : Dennis Dalaguan Checked : Gulfshade
Client : CAT International
Py M
d1
a1
w
x
a2
Pt
C
c
Dp
c
Bp
x
M= Pt(a1)+C(a2) Pt = C-Py C= a1 = a2 = M= M= M= M= M= x = substituting:
d1 =
w(x)(D 2c) w(x)(D+2c) assume x < 2c 2c+tt 140.71 w= 84 Pt(a1) + C(a2) (C-Py)(a1)+C(a2) C(a1)-Py(a1)+C(a2) C(a1+a2)-Py(a1) w(x)(D+2c)(a1+a2)-Py(a1) [M+Py(a1)]/[w(D+2c)(a1+a2)] x=
Mactual = 41233000 N*m Py = 14724 N D= 168 mm t= 10 mm C = 192714.2 N Pt = 207438.2 N
31.28229 mm
38 mm
21
< 2c + t
ID : Date:
12/20/10
Design of Base Plate.xls 3 of 4
By : Dennis Dalaguan Checked : Gulfshade
Client : CAT International
ID : Date:
Check for Plate Thickness bending moment due to tension at neutral axis: MT = Pt x (a1- a2) = Mcap = 1.2 Pyp Z
11763822 N*mm where:
4.2.5.1
Z= Pyp = b=
b tp2 / 6 248 275
Mpa mm
tp = [( MT ᵡ 6) / ( 1.2 ᵡ Pyp ᵡ b)]0.5 = 29.3675 mm < 30 mm OK Holding Down Bolt Design C ec Pull-out Check u out Capacity Capac ty pe per Bolt ot Maximum tension force per bolt; Ft = Pt/2 103.71911 kN Bolt Provided ;
Tension Capacity:
Dia = 24 Effective Dia = 21 Effective At = 346.36059 pt = 560 Pt = Pt =
no. of bolts = bolt grade =
4 8.8
mm mm mm²
effective diameter after deduction for threading Effective area for tension
Mpa
tensile strength
0 8 tA t 0.8p
6.6 Holding-down bolts
155.16954 kN
SAFE
CHECK FOR COMBINED TENSION AND SHEAR OF HOLDING BOLTS VR =
(Vx² + Vz²)0.5 / no. of bolts =
Fs =
VR
PS =
ps A s ;
6.3.2.1 General
Effective As = 346.3606 mm² ps = 375 Mpa Ps = 129885.2 N Fs/Ps + Ft/Pt ≤ 1.4 ; Fs/Ps + Ft/Pt =
4067.292 N
Effective area for shear shear strength SAFE
0.6997389 ≤ 1.4
6.3.4.4 Combined Shear and Tension SAFE
CHECK FOR BEARING OF BOLT AND PLATE BEARING OF BOLT dtppbb Pbb =
6.3.3.2 Bearing Capacity of bolt
BEARING OF PLATE kbsdtppbs but Pbs ≤ 0.5kbsetppbs Pbs =
6.3.3.3 Bearing Capacity of connected part
12/20/10
Design of Base Plate.xls 4 of 4
By : Dennis Dalaguan Checked : Gulfshade
kbs = d= Effective dia = tp =
1 24 mm 21 mm 30 mm
pbb =
1000 Mpa
pbs = e=
460 Mpa 30 mm 630000 N
Pbb = Pbs = or Pbs =
Client : CAT International
ID : Date:
12/20/10
for bolts in standard clearances holes diameter of bolt effective diameter after deduction for threading thickness of plate bearing strength bbearing i strength, t th steel t l grade d S275 end distance > 4067.292 N
289800 N 207000 use Pbs =
207000 N
>
SAFE
4067.2923
SAFE
Length of Holding Down Bolt: Tensile Capacity, pT = 155.16954 kN = 34.885239 34 885239 kips ki Minimum embedment length: Lemb = 17d Lemb = 408 mm Lproj = 50 mm tgrout = 50 mm tnut =
based on AISC Steel Design Guide Series Column Base Plates - 2003 - Minimum Bolt Lengths and Edge Distances page 25
19 mm
twasher =
4 mm
tplate =
30 mm
Total Length = Lemb + tnut+ twasher + tplate + tgrout + Lproj Total Length = 561 mm diam. 24mm
Figure:
Threaded Part
275mm 38mm
38mm
38mm 561
diam. 27mm Lemb = 408 mm
275mm 30mm thk
38mm
Design g Result/Conclusion: Base Plate : 275mm x 275mm x 30mm thick A36 steel plate Anchor Bolts: 4pcs diam. 24 Grade 8.8 Anchor Bolts @ 561mm length bolt through