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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