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Contents

1. Column base connection

1.1 General1.2 Strength of concrete in compression1.3 Strength of anchors in tension1.4 Strength of footing plate in bending1.5 Flange and web of the column in compression1.6 Rotational stiffness of the oint1.! Strength of the "elds1.# Shear resistance of the connection1.$ Rotational stiffness of the oint

2. Input data of the connection

2.1 %ata of &olumn2.2 &onnection %etails2.3 'nchors

3. Strength Results

3.1 'nchors Resistances3.2 Footing (late)s Resistances3.3 Stiffener (late)s Resistances3.4 Resistance of *he "elds

1. Column base connection

1.1 General

*his categor+ includes connection of columns on concrete made foundations. *he t+pes of theconnections which the program co,ers are the following -

• (inned connection with footing plate

• Fied connection with footing plate

•

Fied connection with footing plate and Stiffners

*he solution of the abo,e referred connection is based on the /basic component method/. *his methodcalculates the connection final strength from the resistances of it)s /basic components/.

*he /basic components/ for these connections are-

1.2 Strength of concrete in compression


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Strength of concrete in compression obtained from the relation-

cd j j j f k f ⋅⋅= β

*he effecti,e area of the fountation obtained from the relation

5.0

0

)3(

Μ⋅⋅

=

γ j

y

f

f t c

"ith the effecti,e area and the applied forces and moment the program calculates the length of thecompression area of the connection. which is used in order to calculate the applied compression forceboth on the concrete foundation and the e0ui,alent * stub.

1.3 Strength of anchors in tension

*he strength of one anchor in tension is obtained from the relation-

Ft Rd .$f ua 's 72 89 *able 6.5.3.:

*he chec; of the anchors in tension is performed b+ the ;nown from pre,ious applied tension force. 'lsothe recuired anchorance length is being calculated using the rules of


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1.4 Strength of footing plate in bending

*he strength of the footing plate in bending together with the associated anchors in tension isobtained b+ using the e0ui,alent *=stub method for both-

• each indi,idual anchor=row re0uired to resist tension

• each group of anchor=rows re0uired to resist tension

more details for the e0ui,alent *=stub method can be found at the />eam to &olumn/ part of this manual.1.5 Flange and web of the column in compression

*he resistance of the columns flange and web in compression is obtained b+ the formula-

FcfcRd ?cRd 9 h = tFc : 95.2.6.!:

1.6 &olumn)s web in tension


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*he resistance of the columns web in tension is obtained b+ the formula-

Ft wc Rd @ befft wc twcf +wc ;wc 7o 895.2.6.3:

1.! Strength of the "elds

An addition with the chec;s of the connections /basic components/ the resistance of the welds is

being chec;ed 9column=footing plate stiffeners etc: in relation with the applied stresses. *he chec;

of the welds is obtained b+ using the following relations of


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mb

sua Rd v

f f f

γ

5,0, =

for anchor)s 0ualit+ 4.# 5.# 1.$

mb

ua Rd v

f f f

γ

6,0, =

, for all 0ualities when the shear plane passes through the portioned part of the anchor.

*he resistance of the footing plate in bearing at each anchors position is obtained b+ using the formula-

mb

ua Rd b

t f f

γ

α ⋅⋅⋅=

5,2,

For the anchors which combine shear with tension the shear resistance is reduced according to thefollowing formula-

0.1F4.1

F

F

F

Rd,t

Sd,t

Rd,v

Sd,v

≤⋅

+

*he resistance in shear for each anchor row is the minimum result of the abo,e chec;s and the finalresistance of the connection in shear is found b+ adding the resistances of all the bolt rows of theconnection.

"hen a shear element eists all the applied shear force is considered to act on it and all the abo,e chec;for the anchors are omitted instead of them the following chec;s of the shear element performedaccording to the


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Simplified bi=linear design moment=rotation characteristic*he column base oints are classified as rigid nominall+ pined or semi=rigid according to its stiffnessthrough the comparison of their rotational stiffness SHini and the boundaries gi,en b+ oundaries for stiffness clasification of beam to column oints

2. Input data of the connection


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2.1. %ata of &olumn

TypeWelded

Steel grade

Fe510

Height

500 mm

Width

250 mm

Web thickness


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12 mm

Flange thickness

20 mm

2.2. &onnection %etails

Connection type Foundation

Connection

Steel grade

Fe510

Foundation Plates !ength

"00 mm

Foundation Plates Width

#00 mm

Foundation Plates Thickness

$0 mm

Weld thickness %&

12 mm

Weld thickness %'

12 mm

Sti&&eners Plates !ength

"00 mm

Sti&&eners Plates Width (Height)

#00 mm

Sti&&eners Plates Thickness

15 mm

2.3. 'nchors

%nchors Type Hook

%nchor

!1

1"00 mm

!2

1"0 mm

d


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22# mm

d0

$2 mm

3. Strength Results

3.1. 'nchors Resistances

%nchors *esistance in Tension

212+,$ k-

%nchors .inimum !ength

1,/"+/# mm %pplied Tension

211+5# k-

(.aimum Tension Force Tension Strength) (211+5# 212+,$) 0+33 4

1 ü

%nchors *esistance in Shear

,03+2# k-

%pplied Shear

1$5+#3 k-

(%pplied shear .in+ *esistance) (1$5+#3 ,03+2#) 0+22 4 1

ü

3.2. Footing (late)s Resistances

*esist+ o& Footing Pl+ in earing

,"2+00 k-

(%pplied shear Strength o& Plate in Shear) (1,+3# ,"2+00) 0+0$

4 1 ü

67

2+5#

F7

0+01/0 k-mm8

C

"$+2/ mm

9comp

33+0, mm

*esistance o& Concrete in Compression

510$+"$ k-

Columns *esistance in Compression

353+10 k-

%pplied Compression


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,"2+30 k-

(%pplied Compression .in+ *esistance) (,"2+30 353+10) 0+"0 4 1

ü *esistance o& Footing Plate in Tensionanch+

212+,$ k-

(.aimum Tension Force Tension Strength) (211+5# 212+,$) 0+33 4

1 ü

3.3. Stiffener (late)s Resistances

*esistance o& Sti&&ener Plate in .oment

123+03 6-m

(.sd .rd) (25+$3 123+03) 0+20 4 1

ü

*esistance o& Sti&&ener Plate in Tension

111"+3, k-

(%pplied shear Strength o& Plate in Shear) ($$,+#5 111"+3,)

0+$0 4 1 ü

3.4. Resistance of *he "elds

(%pllied Stress Welds *esistance) (0+2# 0+$,) 0+,/ 4 1

ü

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