PC Carbocomp Calculation Program Release TV 4.

This program is a tool which can help a Professional Structural Engineer to design carbon fibre laminate reinfo
of concrete structures. The calculation of the CFRP is based on the FIB bulletin 14, Externally bonded FRP reinf
for RC structures, and on our best knowledge. It is only valid for our PC CARBOCOMP range of products sinc
into account the specific characteristics of this second generation of CFRP's, and may therefore not be used
types of CFRP's nor for any other products. This program has been reviewed by the Magnel Laboratory for
Research of Ghent University (Belgium). The progam is only a tool, and may not be considered to conduct
calculation of the structure. It is the obligation and responsibility of the Professional Structural Engineer to mak
calculation of the structure in compliance with the codes and regulations of his country, based on his own in
under his own responsibility. The author, writer and owner of this program can not be held responsible for
calculation of the structure, nor for any damage, direct or indirect, resulting from the use of this program.
By using this program the user explicitly accepts this statement.

Name:

Company:

Tradecc

Tradecc
9/24/2015 16:14

Geometry &
Materials

Introduction

Dimensions
600

L: span

500

b: width
400

h: height
300

h': thickness of the slab

beff: working width of the

200

100

aan te passen
-300

-200

-100

100

200

300

-100

Zone A

Material properties
concrete

steel
10

fck

20

20 N/mm

fctm

2.2

2.2 N/mm

Ec

29

29.0 kN/mm

safety factor c

1.5

longitudinal bars fyk

stirrups fyk
Es
safety factor s

eometry &
Materials

Flexural
strengthening

Loading

Shear
strengthening

Results

Dimensions

Internal rebars

1m

bottom rebars

200 mm

diameter
[mm]

number
[-]

11

570

400 mm

h': thickness of the slab

beff: working width of the

Zone A

Zone B

section
[mm]

total:

50 mm

top rebars

500 mm

574

total:

d1: concrete cover bottom rebars

25 mm

d2: concrete cover top rebars

25 mm

Zone A

Stirrups

diameter
[mm]

smooth bars

number section
[legs / m] [mm/m]

400 N/mm

stirrups - zone A

10

196

500 N/mm

stirrups - zone B

402

200 kN/mm
1.15

length of zone A
rebars in tension
for shear calculation

1.0 m
0 mm

1017.189

Tradecc
9/24/2015 16:14

Geometry &
Materials

Introduction

Border specifications

Continuous beam

Take dead load into account (= 2 kN/m - dead load of flanges is not taken int
1
2 =
0.3
2 =
1

Loading before strengthening

permanent
dead load
concentrated load 1
concentrated load 2
concentrated load 3
uniform load
support moment left
support moment right

variable

2.0 kN/m
0.0 kN
5.0 kN
0.0 kN
15.0 kN/m
0.0 kNm
4.0 kNm

dist. from
left support

0.0 kN/m
0.0 kN
0.0 kN
0.0 kN
0.0 kN/m
0.0 kNm
0.0 kNm

0.0 m
0.5 m
0.0 m
1

Results before strengthening

SLS

moment [kNm]
left
max.
right
support
support
(rare load comb.)
0.0
3.4
0.0

shear force [kN]

left
right
support
support
11.0
-11.0

length [m ]

-0.2

0.0
0
10
20

M om ents [k Nm ]

30
40
50
60
70
80

0.2

0.4

0.6

0.8

1.0

1.2

M om ents [k Nm ]

30
40
50
60
70
80

BEFORE STRENGTHENING

TOTAL LOAD (ULS)

TAKEN BY REBARS

Flexural
strengthening

Loading

Shear
strengthening

Results

Load safety factors

_permanent load

1.35

_mobile load

1.5

Loading after strengthening

permanent
dead load
concentrated load 1
concentrated load 2
concentrated load 3
uniform load
support moment left
support moment right

variable

2.0 kN/m
0.0 kN
0.0 kN
4.0 kN
50.0 kN/m
0.0 kNm
4.3 kNm

dist. from
left support

0.0 kN/m
5.0 kN
0.0 kN
0.0 kN
5.0 kN/m
0.0 kNm
1.7 kNm

1.0
0.0
0.5
1

Results after strengthening

left
support
(rare load comb.)
0.0

SLS
SLS

(quasi permanent)

ULS

1.0

moment [kNm]
max.
right
support
8.1
0.0

shear force [kN]

left
support
30.5

0.0

7.7

0.0

28.8

0.0

11.1

0.0

41.6

length [m]

1.2

200

100
Shear forces [kN]

0
-0.2

0.0

-100

-200

0.2

0.4

0.6

0.8

1.0

1.2

BARS

Shear forces [kN]

0
-0.2

0.0

0.2

0.4

0.6

0.8

1.0

-100

-200
BEFORE STRENGTHENING

TOTAL LOAD (ULS)

RESISTANCE

1.2

Results

dist. from
left support
m
m
m

shear force [kN]

right
support
-35.5
-30.3
-49.1

1.0

1.2

1.0

SISTANCE

1.2

Tradecc
9/24/2015 16:14

Geometry &
Materials

Introduction

Strengthened element
600

500

400

300

200

100

0
-300

-200

-100

100

200

300

-100

Type of reinforcement
8

width
effective thickness

100 mm
6 mm

number

safety factor

1.3

tensile strength

235 N/mm

E-modulus

210 kN/mm

0
Specifications
0 use a spacer
1

13.6

10 mm

jack the element to level state before reinforcement

count on rebars after reinforcement

Results in serviceability limit state (SLS)

rare load

quasi permanent

strain

stress

strain

stress

[-]

[N/mm]

[-]

[N/mm]

compr. in concrete

0.0001

0.9

0.0001

0.86

ten. in the rebars

0.0002

39

0.0002

37

ten. in the laminate

0.0001

20

0.0001

18

ok

ok

Deformations (SLS - MRL (creep based on MQP))

initial deflection

0.02 mm

additional deflection

0.04 mm

or

L/27845

total deflection

0.05 mm

or

L/18751

0
0
-0.01

Load in the initial sit. has to be lower than QP-load in final situation (use of 2)
otherwise one receives a final deflection which is lower than the inital one
crack width

0.00 mm

deflection
[m
-0.02
-0.03
-0.04

BIJ TE GROTE SCHEURWIJDTE - Minit CONTROLEREN!!!

-0.05

Positioning of the laminates

-0.06

Axial force in FRP laminates at end

length

1.00 m

left
right

3 kN
3 kN

10

-0.5

moment (ULS)

0
0.0
-10 1

0.5

-20
-30
-40
-50
-60
-70
-80

length [m

-50
-60
-70
-80

length [m

Flexural
strengthening

Loading

Shear
strengthening

Results

Internal strains at maximum moment

(rare load combination)
600

500

400

300

200

100

0
-0.0004

-0.0003

-0.0002

-0.0001

0.0001

0.0002

0.0003

-100

Results in ultimate limit state (ULS)

Msd

ductiliteitseis : = #NAME?

11 kNm

Mrd #NAME? kNm

#NAME?

min. wap. perc. : = 0.0078

Check of debonding risk

left
anchorage length

right
50 cm

50 cm

concrete rip-off

ok

ok

end anchorage failure

ok

ok

peeling at shear cracks

ok

ok

bond failure at flexural cracks

ok

ok

0.0004

take creep into account

in contact with air:

relative humidity

50.0

% (50% = indoor, 80% = outdoor)

Ec(to-) =

7.3

Ec(to-t) =

10.2

age at loading

28

days

(to-) =

2.98

current age

150

days

(to-t) =

1.84

100

% of initial load was

original loading combination

29 % of total creep is obtained in

original loading combination

0
0

0.2

0.4

0.6

0.8

1.2

-0.01

deflection
[mm]
-0.02
-0.03
-0.04
-0.05
-0.06

length
before strengthening

0.5

length [m]

after strengthening

1.0
2

1.5

length [m]

Results

schaal
tekening:

horizontaa

h
a
d

0.0003

400
0
369.5

x0
xe

118.8489
144.0067

eps c0
eps c

4E-005
0.000124

-0.00033
0.000331

-0.00033 255.9933
0.000331 255.9933

-0.00022
0.000124

-0.00033 281.1511
0.000331 281.1511

staal

9E-005
0.000195

eps 0
eps f0
eps f

-0.00033
1E-004
0.000331
1E-004 (beginpositie laminaat)
0.000221 (totale rek)

0.0004

#NAME?

ERROR OCCURED IN THE CALCULATION

ok

CONTACT ECC-ETEC-TRADECC
#NAME?

right

Vmax [kN]

10

10

Nfad [kN]

schuin
-1E-004
4E-005

eps s0
eps s

left

0
0

30.5
30.5

-0.00033
0.000331

37

500

400
400
0
0

0
-0.00019
laminaat
-1E-004
-0.00022

kN/mm
kN/mm

creep is obtained in
ading combination

0.02 -0.00339 -0.00109

0.04 -0.00676 -0.00218
0.06 -0.0101 -0.00326
0.08 -0.0134 -0.00432
0.1 -0.01664 -0.00537

1.2

0.12 -0.01981 -0.00639

0.14 -0.02289 -0.00739

1.5

0.16
0.18
0.2
0.22
0.24

-0.02588 -0.00836
-0.02876 -0.0093
-0.03153 -0.0102
-0.03416 -0.01106
-0.03666 -0.01188

0.26
0.28
0.3
0.32
0.34
0.36
0.38
0.4
0.42
0.44
0.46
0.48
0.5
0.52
0.54
0.56
0.58
0.6
0.62
0.64
0.66
0.68
0.7
0.72

-0.03901
-0.04121
-0.04325
-0.04511
-0.0468
-0.0483
-0.04962
-0.05074
-0.05167
-0.05239
-0.05291
-0.05323
-0.05333
-0.05323
-0.05291
-0.05239
-0.05167
-0.05074
-0.04962
-0.0483
-0.0468
-0.04511
-0.04325
-0.04121

-0.01265
-0.01337
-0.01405
-0.01466
-0.01522
-0.01572
-0.01616
-0.01654
-0.01685
-0.0171
-0.01728
-0.01738
-0.01742
-0.01738
-0.01728
-0.0171
-0.01685
-0.01654
-0.01616
-0.01572
-0.01522
-0.01466
-0.01405
-0.01337

0.74
0.76
0.78
0.8
0.82
0.84
0.86
0.88
0.9
0.92
0.94
0.96
0.98
1

-0.03901
-0.03666
-0.03416
-0.03153
-0.02876
-0.02588
-0.02289
-0.01981
-0.01664
-0.0134
-0.0101
-0.00676
-0.00339
0

-0.01265
-0.01188
-0.01106
-0.0102
-0.0093
-0.00836
-0.00739
-0.00639
-0.00537
-0.00432
-0.00326
-0.00218
-0.00109
0

-10
490

0
400
0
400

30.5
30.5

0
0

Tradecc
9/24/2015 16:14

Geometry &
Materials

Introduction

Properties of carbon or aramid textile

1
equivalent thickness textile
fu

0.125 mm
1821.6 N/mm
240 kN/mm

E
u

Applied shear angle

ZONE A

0.759 %

ZONE B

Prefered angle:

26.6

Prefered angle:

26.6

Applied angle:

28

Applied angle:

28

OK

OK

1
Results
left

right

ZONE A
Maximum shear force

other :
number of layers
Shear capacity in ULS [kN]

42
155.0

kN
kN

1
103

ZONE B
49
200

kN
kN

0
kN
ok

109

42

1
kN
ok

159
ok

Geometry &
Materials

Flexural
strengthening

Loading

Shear
strengthening

Results

Further specifications
anchored under floor plate
0.167 mm
4000 N/mm
250 kN/mm

effective height

1.6 %

other :

350

mm

40

mm

angle of shear reinforcement

Strengthened element

stirrups =

90

tissue =

90

600

500

400

right

NE B

ZONE A
kN
kN

49

300

kN
kN

200

1
kN
ok

103

100

kN
ok

0
-300

-200

-100

-100

100

200

300

tekening
b
beff
h
h'
h weefsel
0

200

300

1
200
500
400
50
350

-110
350
-110 -26.6667
110 -26.6667
110
350

ankers

0
#REF!

0
#REF!

0
0

0
0

0
0

0
0

PC Carbocomp Calculation Program Release TV 4.2

project:

Project name

code:

Project code

element:

Element

description:

Description of the project

calculated by:

company:

Tradecc

attachment - 1

GEOMETRY

600

L: span

1m

b: width

200 mm

h: height

400 mm

1
500

400

300

h': thickness of the slab

50 mm

200

100

0
-300

-200

-100

100

200

300

beff: working width of the slab

500 mm

bottom rebars

574 mm

-100

concrete cover d1:

25 mm

top rebars

0 mm

concrete cover d2:

Zone A

Zone B

Zone A

25 mm

stirrups - zone A

196 mm/m

stirrups - zone B

402 mm/m

MATERIAL PROPERTIES
concrete
Custom concrete
fck :
20 N/mm
Ec :
c :

29.0 kN/mm
1.5

steel:
fyk :

rebars

stirrups

400 N/mm

500 N/mm

Es :

200 kN/mm

200 kN/mm

s :

1.15

Project name

Element

attachment - 2

LOADING
2-factor =

cat A: residential areas

0.3

BEFORE STRENGTHENING
permanent
dead load

AFTER STRENGTHENING

variable

2 kN/m

permanent

0 kN/m

variable

2 kN/m

0 kN/m

concentrated load 1

0 kN

0 kN @ 0 m

0 kN

5 kN @ 1 m

concentrated load 2

5 kN

0 kN @ 0.5 m

0 kN

0 kN @ 0 m

concentrated load 3

0 kN

0 kN @ 0 m

4 kN

0 kN @ 0.5 m

uniform load

15 kN/m

0 kN/m

50 kN/m

5 kN/m

support moment left

0 kN/m

0 kN/m

0 kN/m

0 kN/m

support moment right

0 kN/m

0 kN/m

0 kN/m

0 kN/m

moment [kNm]
left support

SLS (rare load comb.)

max.

0.0

moment [kNm]
right

3.4

left support

0.0

max.

right

0.0

8.1

0.0

SLS (quasi permanent)

0.0

7.7

0.0

ULS

0.0

11.1

0.0

le nght [m ]
-0.2

0.0

0.2

0.4

0.6

0.8

0
10
20
M om ents [k Nm ]

30
40
50
60
70
80

BEFORE STRENGTHENING
steunpunt links

TOTAL LOAD (ULS)

steunpunt rechts

TAKEN BY REBARS
Balk

FLEXURAL STRENGTHENING
type of reinforcement: PC Carbocomp Plus 80 x 1,2 SM
number: 1
width :

80 mm

tensile strength :

eff. thickness :

1.2 mm

E-modulus :

use a spacer of

10 mm

2400 N/mm
160 kN/mm

1.0

1.2

jack the element back to level state

existing rebars are taken into account

Project name

Element

attachment - 3

RESULTS IN ULTIMATE LIMIT STATE

Msd

11 kNm

Mrd #NAME? kNm

#NAME?

check of debonding risk :

ok

left

right

Vmax [kN]

10

10

Nfad [kN]

RESULTS IN SERVICEABILITY LIMIT STATE

Inte rnal strains at m axim um m om ent
(rare load com bination)

Stre nthene d elem ent

600
600
500

500

400

400

300

300

200

200

100

100

0
-300

-200

-100

100

200

-0.0004

300

-100

-0.0003

-0.0002

-0.0001

0.0001

0.0002

0.0003

0.0004

-100

rare load

quasi permanent

strain [-] stress [N/mm]

strain [-] stress [N/mm]

compression in concrete :

0.0001

0.0001

tension in the rebars :

0.0002

39

0.0002

37

tension in the laminates :

0.0001

20

0.0001

18

additional deflection :

0.0 mm or L/27845

(to-) = 2.98 (totally creep coefficient)

(to-t) = 1.84 (already obtained creep coefficient)

total deflection :

0.1 mm or L/18751

29 % of total creep is obtained in orig. phase

initial deflection :

0.0 mm (or measure on site)

crack width :

0.00 mm
10.0
0.0

-0.5
m om e nt (ULS)

1
-10.0 0.0

0.5

-20.0
-30.0
-40.0
-50.0
-60.0
-70.0
-80.0
length [m ]

2
1.0

1.5

-70.0
-80.0
length [m ]

laminate length:

1.00 m

Project name

Element

attachment - 4

SHEAR STRENGTHENING
equivalent thickness textile :
fu :

0.125 mm

28

1821.6 N/mm

E:
eu :
anchored under floor plate ?

applied shear angle

240 kN/mm
0.759 %
NO

left

right

ZONE A
maximum shear force [kN]

ZONE B

42 kN

number of layers of textile

49 kN

effective height [mm]

shear capacity [kN]

ZONE A
42 kN

49 kN

350 mm

350 mm

350 mm

350 mm

103 kN

109 kN

159 kN

103 kN

ok

ok

ok

ok

le ng th [m ]

She ar f or ces [k N]

BEF ORE STRENG THE NING

steunpunt lin ks

TO TAL LO AD (ULS)
steunpunt r echts

RE SIS TANCE
balk

Stre ngthened ele m e nt

600
500
400
300
200
100
0
-300

-200

-100

0
-100

100

200

300

100
0
-300

-200

-100

0
-100

100

200

300