Connection Design 2

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= bf = tf = tw =

280 mm 280 mm 18 mm 10.5 mm

Depth of steel column Width flange of steel column Flange thickness of steel column Web thickness of steel column

350 mm 550 mm 42 mm 450 mm 220 mm 600 mm 2000 mm

Base plate width Base plate depth Base plate depth Anchor bolt spacing C Anchor bolt spacing D Concrete pedestal width Concrete pedestal depth

Base plate properties : B= N= tp = C= D= bc = dc = Anchor bolt properties :

Project : Number Project :

futa = da = Ase = n= nt =

380 MPa 28 mm 573 mm2 8 bolt 2 bolt

f'c =

35 MPa

Anchor tensile strength Anchor bolt diameter Anchor effective cross section area Total no of anchor bolt in base plate No of bolt along outermost bolt line

Concrete strength

1

Design : CuongTran Check : TuNguyen

Fy = fc = fb = fs = Rt,s = f= f1 = Factored column load : LC1 : Pu = LC2 : Pu = Mu = LC3 : Pu = Mu = LC4 : Tu =

355 MPa 0.65 0.9 0.85 0.8 225 mm 110 mm

Base plate yield strength Strength reduction factors for concrete Strength reduction factors for base plate

250 kN 200 kN 140 kN.m 250 kN 120 kN.m 30 kN

Axial Compression Axial Compression Moment Axial Compression Moment Axial tension

Bolt to column center distance Bolt to column web center distance

OUTPUT m= n= tpmin =

142 mm 63 mm 35.5 mm k1 = 0.85 Check tp with tpmin = OK

Suggested min. plate thickness for rigidity

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 Check tp with concrete base bearing strength conditional :

OK

Base Plate Required Thickness Pp = 12000 kN X= 0.032 l= 0.180 ln' = 12.63 mm L= 142.00 mm t1min = 12.80 mm k3 = 0.30

Project : Number Project :

2

Design : CuongTran Check : TuNguyen

Check tp with Base Plate Required Thickness conditional :

OK

LC2 : Axial Compression and moment e= 700 mm fp(max) = 38.7 MPa qmax = 13536.3 N/mm ecrit = 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 var1 = 250000 mm2 var2 = 27334 mm2 var1 var2 > Check if real solution of Y exist : Y= 28 mm Tu = 180.7 kN k4 = 0.61 Tu < Tr At anchor rod tension interface x= 94 mm treq-t = 24.67 mm At concrete bearing interface m= 142 mm treq-b = 41.78 mm

Anchor rod tensile resistance

OK Bearing length Anchor rod tension force OK

LC3 : Axial Compression and moment e= fp(max) = qmax = ecrit = e > ecrit

480 mm 38.7 MPa 13536.3 N/mm 265.8 mm large moment case applied

small moment case Y= -410 mm Bearing length q= -609.7561 N/mm Verify linear bearing pressure Check bearing pressure conditional : OK fp = -1.7421603 Mpa m= 142 mm tmin = Err:502 mm

Project : Number Project :

3

Design : CuongTran Check : TuNguyen

large moment case Tr = 296.13 kN var1 = 250000 mm2 var2 = 26041 mm2 var1 var2 > Check if real solution of Y exist : Y= 27 mm Tu = 112.2 kN k5 = 0.38 Tu < Tr At anchor rod tension interface x= 94 mm treq-t = 19.44 mm At concrete bearing interface m= 142 mm treq-b = 40.86 mm t3min = 40.86 mm

Anchor rod tensile resistance

OK Bearing length Anchor rod tension force OK

LC4 : Axial Tension Anchor Rod Tensile Resistance Tr = 1185 kN k6 = 0.025 Check anchor Rod Tensile Resistance : OK Factored tensile force in single bolt Tb = 3.75 kN

RESULT :

Bending to Column Flange a= 94 mm Mu = 0.35 kN.m beff = 188 mm tp1 = 4.85 mm

Moment lever arm Moment to column flange Effective plate width Base plate required thickness

Bending to Column Web a= 104.75 mm 0.39 kN.m Mu = beff = 210 mm tp2 = 4.85 mm

Moment lever arm Moment to column flange Effective plate width Base plate required thickness

t4min =

4.85 mm

Base plate required minimum thickness

tpmin =

41.78 mm

Base plate required minimum thickness

Check Base Plate :

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OK

4

Design : CuongTran Check : TuNguyen

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5

Design : CuongTran Check : TuNguyen

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6

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7

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8

Design : CuongTran Check : TuNguyen

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 = Anchor Bolt Forces

Nu = Mu = Vu = Muy = Vux = Anchor Bolt Data futa = da = Ase = Abrg =

35 MPa

-200 kN 140 kN.m 35 kN 0 kN.m 35 kN

517 MPa 28.6 mm 492.0 mm2 1194.0 mm2

Concrete strength

Factored tension or compression Factored moment Factored shear force Factored moment Factored shear force

Anchor tensile strength Anchor bolt diameter Anchor effective cross section area Anchor bolt head bearing area

Anchor Bolt Group Layout Dimensions

Project : Number Project :

9

Design : CuongTran Check : TuNguyen

nl = 4 line No of bolt line for resisting moment no = 2 bolt No of bolt along outermost bolt line n= 8 bolt Total no of anchor bolt nt = 6 bolt No of anchor bolt carrying tension 4 bolt No of anchor bolt carrying shear ns = nbw = 2 bolt No of anchor bolt along width edge Anchor Bolt Exterior Bolt Line Spacing Exterior bolt line spacing s1 s1 = 450 mm Exterior bolt line spacing s2 s2 = 220 mm Anchor Bolt Internal Bolt Line Spacing - Y direction sy1 = 155 mm Internal bolt line spacing sy2 = 140 mm Internal bolt line spacing Anchor Bolt Edge Distance c1 = 775 mm Anchor bolt edge distance c2 = 190 mm Anchor bolt edge distance c3 = 775 mm Anchor bolt edge distance c4 = 190 mm Anchor bolt edge distance Column Depth d= 280 mm Column depth 0 1 0 1 2

hef = ha = bc = dc =

Project : Number Project :

500 mm 1000 mm 600 mm 2000 mm

0 190 0 190

Anchor bolt embedment depth Pedestal height Pedestal width Pedestal depth

10

Design : CuongTran Check : TuNguyen

Anchor Reinforcement Input 10M 15M 20M 25M 30M 35M

dar = n-Mux =

178 mm 6

rebar = As = db =

20M 300 mm2 19.5 mm

nlay =

2 4 2 6 bolt 10M 11.3 mm

nleg-Vux = nleg-Vuy =

nv = Ties rebar = db =

Project : Number Project :

100 200 300 500 700 1000

Avg ver. bar center to anchor rod center distance No of ver. rebar effective to resist tensile anchors (Mux case) Ver. rebar size No. single rebar area diameter of rebar

No of tie layer that are effective to resist anchor shear No of tie leg that are effective to resist anchor shear Vux No of tie leg that are effective to resist anchor shear Vuy No of ver. rebar that are effective for resisting anchor tension

Hor. tie rebar size No. Diameter of rebar

11

Design : CuongTran Check : TuNguyen

Ast =

fy-v =

fy-h =

100 400 Mpa 300 Mpa

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 Ψc,p = 1 CALCULATION

single rebar area Rebar yield strength - ver. rebar Rebar yield strength - hor. rebar

for cracked conc

Anchor Tensile Force Single bolt tensile force

x1 = x2 = x3 = nt1 = nt2 = nt3 = T1 = T2 = T3 = Nu =

Project : Number Project :

365 mm 210 mm 70 mm 2 bolt 2 bolt 2 bolt 112 kN 64 kN 21 kN 396 kN

Distance from bolt 1 to center rotate Distance from bolt 2 to center rotate Distance from bolt 3 to center rotate 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 Sum of bolt tensile force

12

Design : CuongTran Check : TuNguyen

Anchor Rod Tensile Resistance Nsar =

173.0 kN Anchor Rod Tensile Resistance k1 = 0.65 Check anchor tensile resistance : OK Anchor Reinf Tensile Breakout Resistance ldh = 231 mm Min required full yield tension 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 = Ncpr =

217.3 kN 217.3 kN k3 = 0.5 Anchor Pullout Resistance =

Single bolt pullout resistance

OK

Side Blowout Resistance

Nbuw =

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 Nsbr = 1580.3 kN Nsbgrw = 1655.1 kN Multiple anchors side blowout work as group k4 = 0.14 Side Blowout Resistance = OK Nsbgr = 4965.3 kN Group side blowout resistance Govern Tensile Resistance Nr = 520.2

kN

Govern Tensile Resistance

kN

Anchor Rod Shear Resistance

Anchor Rod Shear Resistance

k5 =

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Vsar' =

389.2

Vsar =

311.3 kN

Anchor Rod Shear Resistance with Reduction due to built-up grout pad

0.11

13

Design : CuongTran Check : TuNguyen

Anchor Rod Shear Resistance

OK

Anchor Reinft Shear Breakout Resistance fst =

0.75

STM strength reduction factor

Strut-and-Tie model geometry dv = dh = dt = phi = Cs =

100 120 156 39.1 27.8

mm mm mm degree kN

Strut Bearing Strength fce =

29.75

Mpa

Bearing of anchor bolt le = 228.6 mm Abrg = 6532.2 mm2 Cr = 583.0 kN k6 = 0.06 Bearing of anchor bolt =

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Strut compression force

Anchor bearing length Anchor bearing area Anchor bearing resistance OK

14

Design : CuongTran Check : TuNguyen

Bearing of ver reinft bar Abrg = 8576.9 mm2 Cr = 191.4 kN k7 = 0.15 Bearing of ver reinft bar = Tie Reinforcement n= 4.0 Th = 11.7 eh = 50.8 Tr = 21.7 Vnr = 66.8 k8 = 0.52 Tie Reinforcement =

kN mm kN kN

Ver bar bearing area Ver bar bearing resistance OK

Total number of hor tie bar Pull out resistance at hook Single tie bar tension resistance Total tie bar tension resistance OK

Conc. Pryout Shear Resistance 12da = 342.9 mm hef = 500 mm k9 = 0.69 Conc. Pryout Shear Resistance = Govern Shear Resistance Vr = 66.8

OK

kN

.

Tension Shear Interaction k10 = 1.07 Conc. Pryout Shear Resistance =

Project : Number Project :

Not OK

15

Design : CuongTran Check : TuNguyen

1.07

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16

Design : CuongTran Check : TuNguyen

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17

Design : CuongTran Check : TuNguyen

ist anchor shear t anchor shear V ux t anchor shear V uy

ting anchor tension

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18

Design : CuongTran Check : TuNguyen

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19

Design : CuongTran Check : TuNguyen

mm

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20

Design : CuongTran Check : TuNguyen

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21

Design : CuongTran Check : TuNguyen

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22

Design : CuongTran Check : TuNguyen