Design of Base Plate

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