Connection Design 2

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BASE PLATE DESIGN

Design Code Reference :

Base plate design based on

- AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition - CSA A23.3-14 Design of Concrete Structures

INPUT

Column section Type : HEB280 Column section properties :

d = 280mm Depth of steel column

bf = 280mm Width flange of steel column tf = 18mm Flange thickness of steel column tw = 10.5mm Web thickness of steel column Base plate properties :

B = 350mm Base plate width

N = 550mm Base plate depth

tp = 42mm Base plate depth

C = 450mm Anchor bolt spacing C

D = 220mm Anchor bolt spacing D

bc = 600mm Concrete pedestal width

dc = 2000mm Concrete pedestal depth Anchor bolt properties :

380MPa Anchor tensile strength 28mm Anchor bolt diameter

573mm2 Anchor effective cross section area 8bolt Total no of anchor bolt in base plate 2bolt No of bolt along outermost bolt line f_uta

=

d_a

=

A_se

=

n

=

n_t

=

(2)

Fy = 355MPa Base plate yield strength

fc = 0.65 Strength reduction factors for concrete fb = 0.9 Strength reduction factors for base plate

fs = 0.85

Rt,s = 0.8

f = 225mm Bolt to column center distance f1 = 110mm Bolt to column web center distance

LC1 : Pu = 250kN Axial Compression LC2 : Pu = 200kN Axial Compression Mu = 140kN.m Moment LC3 : Pu = 250kN Axial Compression Mu = 120kN.m Moment LC4 : Tu = 30kN Axial tension OUTPUT m = 142 mm n = 63 mm

35.5 mm Suggested min. plate thickness for rigidity

k1 = 0.85

OK LC1 : Axial Compression

Concrete Base Bearing Strength

A1 = 192500 mm2 Base plate area A2 = 1200000 mm2 Pedestal area

a = 2

fc.Pn = 7444.9375 kN

k2 = 0.03

OK Base Plate Required Thickness

Pp = 12000 kN X = 0.032 l = 0.180 ln' = 12.63 mm L = 142.00 mm 12.80 mm Factored column load :

t_pmin =

Check t_p with t_pmin =

Check t_p with concrete base bearing strength conditional :

(3)

OK LC2 : Axial Compression and moment

e = 700 mm

38.7 MPa 13536.3 N/mm

267.6 mm

e > ecrit large moment case applied

small moment case

Y = -850 mm Bearing length

q = -235.29412 N/mm Verify linear bearing pressure Check bearing pressure conditional : OK

fp = -0.6722689 Mpa

m = 142 mm

tmin = Err:502 mm

large moment case

Tr = 296.13 kN Anchor rod tensile resistance 250000 mm2

27334 mm2 >

Check if real solution of Y exist : OK

Y = 28 mm Bearing length

Tu = 180.7 kN Anchor rod tension force

k4 = 0.61

< Tr OK

At anchor rod tension interface

x = 94 mm

24.67 mm At concrete bearing interface

m = 142 mm

41.78 mm LC3 : Axial Compression and moment

e = 480 mm

38.7 MPa 13536.3 N/mm

Check t_p with Base Plate Required Thickness conditional :

f_p(max)

=

q_max

=

e_crit

=

var₁

=

var₂

=

var₁ var₂ Tu t_req-t = t_req-b = f_p(max) = q_max =

(4)

large moment case

Tr = 296.13 kN Anchor rod tensile resistance 250000 mm2

26041 mm2 >

Check if real solution of Y exist : OK

Y = 27 mm Bearing length

Tu = 112.2 kN Anchor rod tension force

k5 = 0.38

< Tr OK

At anchor rod tension interface

x = 94 mm

19.44 mm At concrete bearing interface

m = 142 mm

40.86 mm 40.86 mm LC4 : Axial Tension

Tr = 1185 kN Anchor Rod Tensile Resistance

k6 = 0.025

Check anchor Rod Tensile Resistance : OK

Tb = 3.75 kN

Bending to Column Flange

a = 94 mm Moment lever arm

Mu = 0.35 kN.m Moment to column flange beff = 188 mm Effective plate width

tp1 = 4.85 mm Base plate required thickness Bending to Column Web

a = 104.75 mm Moment lever arm

Mu = 0.39 kN.m Moment to column flange beff = 210 mm Effective plate width

tp2 = 4.85 mm Base plate required thickness

4.85 mm Base plate required minimum thickness RESULT :

41.78 mm Base plate required minimum thickness Check Base Plate : OK

var₁

=

var₂

=

var₁ var₂ Tu t_req-t = t_req-b = t_3min =

Factored tensile force in single bolt

t_4min =

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ANCHOR BOLT DESIGN

Result : k =

DESIGN CODE REFERENCE :

Anchor bolt design based on

- CSA A23.3-14 Design of Concrete Structures Annex D - PIP STE05121 Anchor Bolt Design Guide-2006

- AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed INPUT

f'c = 35MPa Concrete strength

Anchor Bolt Forces

Nu = -200kN Factored tension or compression

Mu = 140kN.m Factored moment

Vu = 35kN Factored shear force

Muy = 0 kN.m Factored moment

Vux = 35 kN Factored shear force

Anchor Bolt Data

517MPa Anchor tensile strength da = 28.6mm Anchor bolt diameter

Ase = 492.0mm2 Anchor effective cross section area Abrg = 1194.0mm2 Anchor bolt head bearing area

Anchor Bolt Group Layout Dimensions

(10)

nl = 4line No of bolt line for resisting moment no = 2bolt No of bolt along outermost bolt line n = 8bolt Total no of anchor bolt

nt = 6bolt No of anchor bolt carrying tension ns = 4bolt No of anchor bolt carrying shear nbw = 2bolt No of anchor bolt along width edge

Anchor Bolt Exterior Bolt Line Spacing

s1 = 450mm

s2 = 220mm

Anchor Bolt Internal Bolt Line Spacing - Y direction

sy1 = 155mm Internal bolt line spacing sy2 = 140 mm Internal bolt line spacing

Anchor Bolt Edge Distance

c1 = 775mm Anchor bolt edge distance c2 = 190mm Anchor bolt edge distance c3 = 775mm Anchor bolt edge distance c4 = 190mm Anchor bolt edge distance

Column Depth d = 280mm Column depth 0 0 1 190 0 0 1 190 2

hef = 500mm Anchor bolt embedment depth

ha = 1000mm Pedestal height

bc = 600 mm Pedestal width

dc = 2000 mm Pedestal depth

Exterior bolt line spacing s₁ Exterior bolt line spacing s₂

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Anchor Reinforcement Input 10M 100 15M 200 20M 300 25M 500 30M 700 35M 1000

dar = 178mm Avg ver. bar center to anchor rod center distance 6 No of ver. rebar effective to resist tensile anchors

rebar = 20M Ver. rebar size No.

As = 300 mm2 single rebar area db = 19.5mm diameter of rebar n-M_{ux =}

(12)

Ast = 100 single rebar area

400Mpa Rebar yield strength - ver. rebar fy-h = 300Mpa Rebar yield strength - hor. rebar

Strength reduction factors

fc = 0.65 fs = 0.85 Rar = 0.85 Rt,s = 0.8 Rv,s = 0.75 Rt,c = 1 Rv,c = 1.15

1 for cracked conc CALCULATION

Anchor Tensile Force

x1 = 365 mm Distance from bolt 1 to center rotate x2 = 210 mm Distance from bolt 2 to center rotate x3 = 70 mm Distance from bolt 3 to center rotate

nt1 = 2bolt nt2 = 2bolt nt3 = 2bolt T1 = 112 kN T2 = 64 kN T3 = 21 kN

Nu = 396 kN Sum of bolt tensile force

f

_{y-v =}

Ψ_{c,p =}

Single bolt tensile force

No of bolt for T₁ No of bolt for T₂ No of bolt for T₃

Single bolt 1 tensile force Single bolt 2 tensile force Single bolt 3 tensile force

(13)

Anchor Rod Tensile Resistance

173.0 kN Anchor Rod Tensile Resistance

k1 = 0.65

Check anchor tensile resistance : OK

Anchor Reinf Tensile Breakout Resistance

ldh = 231 mm

la = 325.4 mm Actual development length Nnr = 520 kN Anchor reinft breakout resistance

k2 = 0.760

Anchor Reinf Tensile Breakout Resistance = OK

Anchor Pullout Resistance

Npr = 217.3 kN Single bolt pullout resistance 217.3 kN

k3 = 0.5

Anchor Pullout Resistance = OK

Side Blowout Resistance

223.8 kN Tensile load carried by anchors close to edge which may cause side-face blowout

along pedestal width edge

c = 775.0

s = 220.0

Check if side blowout applicable

hef = 500 mm < 2.5c = 1937.5

Side bowout is Not applicable 1580.3 kN

Nsbgrw = 1655.1 kN Multiple anchors side blowout work as group

k4 = 0.14

Side Blowout Resistance = OK

4965.3 kN Group side blowout resistance N_{sar =}

Min required full yield tension

N_{cpr =}

N

_{buw =}

N_{sbr =}

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Anchor Rod Shear Resistance OK

Anchor Reinft Shear Breakout Resistance

fst = 0.75 STM strength reduction factor

Strut-and-Tie model geometry

dv = 100 mm

dh = 120 mm

dt = 156 mm

phi = 39.1 degree

Cs = 27.8 kN Strut compression force Strut Bearing Strength

fce = 29.75 Mpa

Bearing of anchor bolt

le = 228.6 mm Anchor bearing length Abrg = 6532.2 mm2 Anchor bearing area Cr = 583.0 kN Anchor bearing resistance

k6 = 0.06

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Abrg = 8576.9 mm2 Ver bar bearing area Cr = 191.4 kN Ver bar bearing resistance

k7 = 0.15

OK Tie Reinforcement

n = 4.0 Total number of hor tie bar

Th = 11.7 kN Pull out resistance at hook

eh = 50.8 mm

Tr = 21.7 kN Single tie bar tension resistance Vnr = 66.8 kN Total tie bar tension resistance

k8 = 0.52

Tie Reinforcement = OK

Conc. Pryout Shear Resistance

12da = 342.9 mm

hef = 500 mm

k9 = 0.69

Conc. Pryout Shear Resistance = OK

Govern Shear Resistance

Vr = 66.8 kN .

Tension Shear Interaction

k10 = 1.07

Conc. Pryout Shear Resistance =

Not OK

Bearing of ver reinft bar

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ANCHOR BOLT DESIGN

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No of tie layer that are effective to resist anchor shear

No of ver. rebar that are effective for resisting anchor tension No of tie leg that are effective to resist anchor shear V_ux No of tie leg that are effective to resist anchor shear V_uy

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