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PC Carbocomp Calculation Program Release TV 4.2

By using this program the user explicitly accepts this statement.

Name: -

Company: Tradecc

This program is a tool which can help a Professional Structural Engineer to design carbon fibre laminatof concrete structures. The calculation of the CFRP is based on the FB bulletin !"# Externally bonded FRfor RC structures# and on our best $nowledge. t is only %alid for our PC C&RB'C'(P range of producinto account the specific characteristics of this second generation of CFRP)s# and may therefore not btypes of CFRP)s nor for any other products. This program has been re%iewed by the (agnel *aboratResearch of +hent ,ni%ersity -Belgium. The progam is only a tool# and may not be considered to c

calculation of the structure. t is the obligation and responsibility of the Professional Structural Engineercalculation of the structure in compliance with the codes and regulations of his country# based on hisunder his own responsibility. The author# writer and owner of this program can not be held responscalculation of the structure# nor for any damage# direct or indirect# resulting from the use of this program.

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Tradecc

-

9/24/2!" !#:!4

$imension

L: span

b: width

h: height

h': thicknes

beff: workin

aan te passen

%aterial properties

concrete steel

10

2 20 N/mm

2.2 2.2 N/mm

29 29.0 kN/mm

!."

longitdinal bars f!k

fck

stirrps f!k

fctm

"c

"s

safet! factor #c safet! factor #

s

$%00 $200 $100 0 100 200 %00

$100

0

100

200

%00

&00

00

(00

&eometry '%aterials

(ntroduction

)one *

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%

s (nternal rebars

diameter nmber section

+mm, +$, +mm,

! m bottom rebars !! # -0

2 mm ! " &

4 mm total: ")4

of the slab " mm top rebars 0

g width of th " mm 0

total:

2" mm

2" mm

*tirrups

diameter nmber section

smooth bars +mm, +legs / m, +mm/m,

4 N/mm stirrps $ one * " ! !9#

" N/mm stirrps $ one + + 42

2 kN/mm length of one * !. m

!.!" rebars in tension mm

for shear calclation

d1: concrete coer bottom rebars

d2: concrete coer top rebars

,oadingleural

strengtening*ear

strengteningResults

)one )one *

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0

101-.19

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Tradecc

-

9/24/2!" !#:!4

0order speci1icationsontinos beam 0

3ake dead load into accont 45 2 kN/m $ dead load of flanges is not taken int 1

1

0.% 62 5 1

,oading be1ore strengtening

permanent ariable dist. from

left spportdead load 2.N/m .N/m

concentrated load 1 . N . N . m

concentrated load 2 ". N . N ." m

concentrated load % . N . N . m

niform load !". N/m . N/m !

spport moment left . Nm . Nm

spport moment right 4. Nm . Nm

Results be1ore strengtening

moment +kNm, shear force +kN,left ma7. right left right

spport spport spport spport

8L8 4rare load comb. . 3.4 . !!. -!!.

625

-.2 . .2 .4 .# .+ !.

!

2

3

4

"

lengt =m>

%oments =Nm>

&eometry '%aterials

(ntroduction

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#

)

+

05R *TRN&T6N(N& T5T7, ,57$ 8,* T7;N 0< R07R*

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,oad sa1ety 1actors

1.%

1.

,oading a1ter strengtening

permanent ariable dist.

left sdead load 2.N/m .N/m

concentrated load 1 . N ". N !.

concentrated load 2 . N . N .

concentrated load % 4. N . N ."

niform load ". N/m ". N/m !

spport moment left . Nm . Nm

spport moment right 4.3 Nm !.) Nm

Results a1ter strengtening

moment +kNm, shear foleft ma7. right left

spport spport spport

8L8 4rare load comb. . +.! . 3."

8L8 4asi permanent . ).) . 2+.+

;L8 . !!.! . 4!.#

#

,oadingleural

strengtening*ear

strengteningResults

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-2

-!

05R *TRN&T6N(N& T5T7, ,57$ 8,* R*(*T7NC

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from

pport

m

m

m

rce +kN,right

spport

-3"."

-3.3

-49.!

!.2

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Tradecc

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9/24/2!" !#:!4

Type o1 rein1orcement

nmber ! 1%.(

safet! factor !.3

width ! mm tensile strength 23" N/mm

effectie thickness # mm "$modls 2! kN/mm

0

*peci1ications

0 se a spacer ! mm

1 =ack the element to leel state before reinforcement

cont on rebars after reinforcement

$%00 $200 $100 0 100 200 %00

$100

0

100

200

%00

&00

00

(00

*trengtened element

&eometry '%aterials

(ntroduction

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Results in ser?iceability limit state 8*,*

rare load @uasi permanent

strain stress strain stress+$, +N/mm, +$, +N/mm,

compr. in concrete 0.0001 0.9 0.0001 0.(

ten. in the rebars 0.0002 %9 0.0002 %-

ten. in the laminate 0.0001 20 0.0001 1

o o

initial deflection 0.02 mmadditional deflection .4 mm or ,/2)+4"

total deflection 0.0 mm or L/1-1

otherwise one receies a final deflection which is lower than the inital one

crac Aidt . mm

Positioning o1 te laminates length !.m

7ial 1orce in RP laminates at end left 3 N

right 3 N

$e1ormations 8*,* - %R,

8creep based on %BP

Load in the initial sit. has to be lower than >?$load in final sitation 4se of 2

@A 3" BCD3" 8E";CF@AG3" $ Hinit

DN3CDL"C"NIII

$0. 0.0

$(0

$0

$&0

$%0

$20

$10

0

10

1

moment 8,*

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$0

$

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Results in ultimate limit state 8,*

!!kNm JN*H"K

N7%D kNm N7%D 0.00-

Cec o1 debonding ris

left right

anchorage length " cm " cm

concrete rip$off o o

end anchorage failre o o

peeling at shear cracks o o

bond failre at fle7ral cracks o o

Hsd

dctiliteitseis : 5

Hrd min. wap. perc. : 5

,oading Results*ear

strengteningleural

strengtening

$0.000& $0.000% $0.0002 $0.0001 0 0.0001 0.0002 0.000%

$100

0

100

200

%00

&00

00

(00

(nternal strains at maimum moment

8rare load combination

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take creep into accont 1

in contact with air: -.%relatie hmidit! ". 40 5 indoorM 0 5 otdoor 10.2

age at loading 2+ da!s /.01

crrent age !" da!s !.1"

! of initial load was 29 of total creep is obt

original loading combination original loading combi

"c4to$

5

"c4to$t

5

4to$

=

4to$t

=

0 0.2 0.& 0.( 0. 1

$0.0(

$0.0

$0.0&

$0.0%

$0.02

$0.01

0

before strengthening after strengthening

lengt

de1lection =mm>

0. 1.02

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lengt =m>

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schaal 00 0

tekening: horionta 0 schin

h &00 $0.000%% %0. $1"$00&

a 0 0.000%%1 %0. &"$00

d %(9.

$0.000%% 2.99%% $0.00022

70 11.&9 0.000%%1 2.99%% 0.00012&

7e 1&&.00(-

$0.000%% 21.111 staal

eps c0 &"$00 0.000%%1 21.111 0

eps c 0.00012& $0.00019$0.000%% &00

eps s0 9"$00 0.000%%1 &00 laminaat

eps s 0.00019 $1"$00&

$0.000%% 0 $0.00022

eps 0 1"$00& 0.000%%1 0

eps f0 1"$00& 4beginpositie laminaat

eps f 0.000221 4totale rek

N7%D "CCDC D;C"G @N 3E" *L;L*3@DN

o DN3*3 "$"3"$3C*G"

JN*H"K

%-

left right

10 10

% %

ma7

+kN,

Nfad

+kN,

0.000&

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kN/mmkN/mm

0 0 0

ained in 0.02 $0.00%%9 $0.00109

nation 0.0& $0.00(-( $0.0021

0.0( $0.0101 $0.00%2(

0.0 $0.01%& $0.00&%2

0.1 $0.01((& $0.00%-0.12 $0.0191 $0.00(%9

0.1& $0.0229 $0.00-%9

0.1( $0.02 $0.00%(

0.1 $0.02-( $0.009%

0.2 $0.0%1% $0.0102

0.22 $0.0%&1( $0.0110(

0.2& $0.0%((( $0.011

0.2( $0.0%901 $0.012(

0.2 $0.0&121 $0.01%%-0.% $0.0&%2 $0.01&0

0.%2 $0.0&11 $0.01&((

0.%& $0.0&( $0.0122

0.%( $0.0&% $0.01-2

0.% $0.0&9(2 $0.01(1(

0.& $0.00-& $0.01(&

0.&2 $0.01(- $0.01(

0.&& $0.02%9 $0.01-1

0.&( $0.0291 $0.01-2

0.& $0.0%2% $0.01-%

0. $0.0%%% $0.01-&2

0.2 $0.0%2% $0.01-%

0.& $0.0291 $0.01-2

0.( $0.02%9 $0.01-1

0. $0.01(- $0.01(

0.( $0.00-& $0.01(&

0.(2 $0.0&9(2 $0.01(1(

0.(& $0.0&% $0.01-2

0.(( $0.0&( $0.0122

0.( $0.0&11 $0.01&((

0.- $0.0&%2 $0.01&00.-2 $0.0&121 $0.01%%-

1.2

1.

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0.-& $0.0%901 $0.012(

0.-( $0.0%((( $0.011

0.- $0.0%&1( $0.0110(

0. $0.0%1% $0.0102

0.2 $0.02-( $0.009%

0.& $0.02 $0.00%(0.( $0.0229 $0.00-%9

0. $0.0191 $0.00(%9

0.9 $0.01((& $0.00%-

0.92 $0.01%& $0.00&%2

0.9& $0.0101 $0.00%2(

0.9( $0.00(-( $0.0021

0.9 $0.00%%9 $0.00109

1 0 0

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$10

0

&00

0

&00

%0.

%0.

0

0

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Tradecc

-

9/24/2!" !#:!4

Properties o1 carbon or aramid tetile

1

eialent thickness te7tile 0.12 mm

121.( N/mm

" 2&0 kN/mm

0.-9

7pplied sear angle)DN" * )DN"

?refered angle: 2(.( O ?refered angle: 2(.( O

*pplied angle: 2+ O *pplied angle: 2 O

5; 5;

1

Results

left

)DN" * )DN"

Ha7imm shear force 42 N 49 N 42

other : !"". N 2 N

nmber of la!ers ! !

8hear capacit! in ;L8 +kN, !3 N !9 N !"9

o o o

f

&eometry%aterials

(ntroduction

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urter speci1ications

anchored nder floor plate

.!#) mm

4 N/mm effectie height 3" mm

20kN/mm

!.# other : 4 mm

angle of shear reinforcement

9 O

9 O

right

)DN" *

N 49 N

N N

!

N !3 N

o

stirrps

5

tisse

5

$%00 $200 $100 0 100 200

$100

0

100

200

%00

&00

00

(00

*trengtened element

,oadingleural

strengtening*ear

strengteningResults

'

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tekening 1

b 200 $110 %0

beff 00 $110 $2(.(((-

h &00 110 $2(.(((-

h' 0 110 %0

h weefsel %0

0 ankers 0 0

0 0

JC"PI JC"PI

0 0

0 0

0 0

0 0

0

0

%00

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attachment $ 1

pro=ect: ProEect name

code: ProEect code

element: lement

description: Gescription of the pro=ect

calclated b!: -

compan!: Tradecc

&5%TR