Client : xxxxxxProject :xxxxxLocation: 8.25X6X2.4M TENT

BASEPLATE & ANCHOR BOLT CALCULATION PIPE COLUMN

I. Design Criteria

A. Design Code

CODE : BS 5950-1-2000

B. Service Loads

V1 5.19 kN⋅:= Shear force on a column

Pu 11.77kN:= Total Compressive column load Pu 1.177 104× N⋅=

Mu 27.27 kN⋅ m⋅:= Total Moment Mu 2.727 107× N mm⋅⋅=

C. Properties

C.1 For concrete pedestal:

fc 30MPa:= concrete cylinder strength @ 28 days fc 30 N

mm2⋅=

D1 400mm:= Pedestal Dinension 1

D2 400mm:= Pedestal Dimension 2

A2 D1 D2⋅:= Pedestal Area

dae 50mm:= Anchor rod edge distance on baseplate

C.2 Size of Steel Column:

dp 168.3 mm⋅:= diameter of column

tw 7.1 mm⋅:= thickness of column

C.3 For Steel Base Plate :

Fy 275 MPa⋅:= yield strength of steel Fy 275 MPa⋅=

For Anchor bolts :

Fu 640 MPa⋅:= Anchor bolt ultimate strength Grade 8.8 based on Table 34 BS5950-1-200

ϕab 20mm:= anchor bolt diameter

Ft 0.75 Fu⋅π ϕab

2⋅( )4

⋅:= Allowable tensile strength ofbolt Ft 150.796 kN⋅=

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D. Base Plate Design

D. 1. Design of Baseplate without Stiffener Plate

B1 300mm:= Width of base plate

m1B1 dp−−

2:= baseplate cantilver projections

from the edge

Aprov B12:= area provided Aprov 9 104× mm2⋅=

Determine e and critical e

e1Mu

Pu:= eccentricity e1 2.317m=

fpmax max 0.35 fc⋅A2

Aprov⋅ 0.7 fc⋅,

⎛⎜⎝

⎞⎟⎠

:= fpmax 21 N

mm2⋅=

maximum allowablebearing pressure fpmax 21 N

mm2⋅=

ecritB1

60.05m=:= Crtical eccentricity ecrit 0.05m=

echeck if e1 ecrit< "Use Small Moment Calculation", "Use large moment calculation", ( ):=

echeck "Use large moment calculation"=

dbcB1 dp−

265.85 mm⋅=:= EDGE distance of the plate

measured from side of thecolumn

Ts1

Mu Pudp

2⋅−

dbcdp

2+

175.197 kN⋅=:= Tension on the bolts

As1 3B1 dp−( )

2⋅ 0.198m=:= Bearing length

εcheck =εcheckfcb

Ts1 Pu+( )2As1B1

1.577 N

mm2⋅=:= bearing pressure at the end of the plate

εcheck if fcb fpmax> "Increase baseplate Dimension", "Baseplate dimension is OK", ( ):=

εcheck "Baseplate dimension is OK"=

Mmaxbb 0.85 fcb⋅ dae⋅ B1⋅ 0.02m2 N

mm2⋅=:=

tbpmax6 Mmaxbb⋅

1.2Fy19.122 mm⋅=:= THICKNESS OF BASE PLATE WITHOUT

STFFENER PLATE

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D. 2. Design of base plate with stiffenerD.2.1 Design of base plate

B1use 300mm:= size of base plate used

bs 2B1use

2

4⋅ 212.132 mm⋅=:= spacing of gusset plate

ls bsdp

2− 127.982 mm⋅=:=

rslsbs

0.603=:= Timoshenko Ratio(Reference: Design of Monopole Column by Daniel Horn)

Ts

Mu Pudp

2⋅−

dbcdp

2+

175.197 kN⋅=:=

As2 3B1use dp−( )

2⋅ 197.55 mm⋅=:= Bearing length

fc1Ts Pu+( )

2As2B1use1.577 N

mm2⋅=:=

Mmax1 0.0558 fc1⋅ bs2⋅ 3.961m N

mm⋅=:= Moment at the edge

Mmax2 0.227− fc1⋅ ls2⋅ 5.865− m N

mm⋅=:= Moment at the face of the column

thickness of base plate based on Mmax1tbp1

6 Mmax1⋅

1.2Fy8.486 mm⋅=:=

thickness of base plate based on Mmax2tbp2

6 Mmax2⋅

1.2Fy10.326 mm⋅=:=

THICKNESS OF BASEPLATE WITH STIFFENERPLATE

tbpfinal max tbp1 tbp2, ( ) 2mm+:=

tbpfinal 12.326 mm⋅=

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D. 2.2. DESIGN OF STIFFENER PLATE

Stiffener Plate Properties thickness of the gusset platetgusset 10mm:=

bottom length of stiffner platebgusset 65mm:=

height of the stiffner plateagusset 150mm:=

Calculation for Shear and Moment affecting the plate

As3 As2B1use dp−( )

2− 131.7 mm⋅=:=

Fvgusset fc1As3

As2

⎛⎜⎝

⎞⎟⎠

⋅ 0.5⋅ As2⋅ B1use⋅ 31.161 kN⋅=:= shear on gusset plate

fc2 fc1As2

As2

⎛⎜⎝

⎞⎟⎠

⋅:=

Fmgussetfc1 fc2+

2⎛⎜⎝

⎞⎟⎠

B1use dp−( )2

⋅ B1use⋅ 0.6⋅B1use dp−( )

2⋅:=

Fmgusset 1.231 106× N mm⋅⋅= Moment on gusset plate

zv 1.39 2.2bgusset

agusset

⎛⎜⎝

⎞⎟⎠

⋅− 1.27bgusset

agusset

⎛⎜⎝

⎞⎟⎠

2

⋅+ 0.25bgusset

agusset

⎛⎜⎝

⎞⎟⎠

3

⋅+:=

zv 0.695= shape factor of gusset plate

fvgusset 0.9 Fy⋅ zv⋅ bgusset⋅ tgusset⋅ 111.886 kN⋅=:= shear resitance of gusset plate

fmgusset Fytgusset agusset

2⋅

6⋅ 1.031 107× N mm⋅⋅=:=

spcheck1 if fvgusset Fvgusset> "plate passed in shear", "increase dimension", ( ):=

spcheck1 "plate passed in shear"=

spcheck2 if fmgusset Fmgusset> "plate passed in moment", "increase dimension", ( ):=

spcheck2 "plate passed in moment"=

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E. Anchor BOLT Design

nbtTs

Ft:= Number of Anchor Bolts Required

nbt 1.162=

Abl 17 ϕab⋅ 340 mm⋅=:= minimum embedment length

nbuse 2:= Number of Anchor bolts used

spB1use 2.dae−

nbuse:= spacing of anchor bolt

sp 100 mm⋅=

LAB

Tsnbuse

0.7 fc⋅ ϕab⋅208.568 mm⋅=:= Anchor bolt length design

LABBENDmin 3.5 ϕab⋅ 70 mm⋅=:= MINIMUM END BEND OF THE ANCHOR BOLT

LABTOT max LAB Abl, ( ) 2 ϕab⋅+ tbpfinal+ 392.326 mm⋅=:=

LABTOT 392.326 mm⋅= REQUIRED TOTAL LENGTH OF THE ANCHORBOLT

F. SUMMARYBased on the above calculations, we will be using the following sections1. 4-550mm anchor bolt length with 70mm bend2. 350x350xx16mm Base Plate with Stffner plate of 150x65x10mm

-------------------------END OF BASE PLATE CALCULATION-----------------------

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