STRUCTURAL STRENGTHENING DESIGN BASED ON TR55&EUROCODE 2. · PDF file4 New Sika CarboDur software based on TR55 and Eurocode 2 April 2016 –Internal Use only 1967: Sikadur®range

APRIL 2016, DAVID VAZQUEZ CACHO CORPORATE TECHNICAL DEPT. – SIKA SERVICES AG.

STRUCTURAL STRENGTHENING DESIGN BASED ON TR55&EUROCODE 2.

DESIGN OF FRP INTRODUCTION

April 2016 4 New Sika CarboDur software based on TR55 and Eurocode 2 – Internal Use only

1967: Sikadur®range developed as steel plate bonding for Structural Strengthening

1970 Long Term Test at EMPA

Sikadur® -30 (not finished yet)

DEVELOPMENT OF THE SIKA FRP SYSTEMS SIKADUR®30: LONG-TERM DURABILITY

Steel: long-term durability is critical as resulting of the risk of corrosion. From 90s, steel plates were

progressively substituted by CFRP systems.


1982: Tests of Carbon Fiber Reinforced Polymer (CFRP) Plates for Structural Strengthening of Reinforced Concrete

Cyclic Load Test

Climatic Test (heat+humidity) >50 test beams

SIKA FRP PRODUCT RANGE CFRP RANGE DEVELOPMENT

1989 PhD Thesis H.-P. Kaiser, EMPA, Switzerland


1991: First Application of Sika CFRP systems for Structural Strengthening of a bridge

Ibach Bridge, Zurich (Switzerland)

SIKA FRP PRODUCT RANGE FIRST APPLICATION OF SIKA CFRP SYSTEMS


CARBON FIBERS EPOXY RESIN

COMPOSITE = CFRP

Human hair (D=0,08mm)

Carbon fiber (D=0,007mm)

INTRODUCION WHAT IS THE CFRP?


Glass Basalt Aramid Carbon

ULTIMATE STRENGTH

5000 MPa

4000 MPa

3000 MPa

2000 MPa

1000 MPa

FRP STRENGTH FIBERS COMPARISON

STEEL

DESIGN STRENGTH


SIKA FRP PRODUCT RANGE MAIN FRP STRENGTHENING MATERIALS

SikaWrap® fabrics

SikaWrap® FX anchorages

SikaWrap® Grid FRP meshes

Sikadur® structural adhesives

Sika Carbodur® CFRP plates

Sika CarboShear L- links

Sika CarboDur® range for NSM applications

Sika CarboStress® post-tensioned CFRP system

Sikadur® structural adhesives

Prefabricated systems Manual application systems

Prefabricated systems represent ≈80% of the current applications in Europe, as they are usually considered as a safer system (lower safety factors and less restrictions regarding the unevenness of the concrete surface, ) and higher efficiency during the installation process.


EDF, France

SIKA CARBODUR® PROJECT REFERENCES


SIKA CARBODUR® LJUBLIANICA BRIDGE


SIKA CARBODUR® REAL MADRID F.C.


CFRP STRENGTHENING OF BEAMS USUAL ARRANGEMENT

A complete strengthening comprises the shear and flexural reinforcement of the member.

Carbon fiber laminates only work under tension. Hence, it´s necessary to determine the position of the tensile stresses along the element.

The CFRP laminates are displayed longitudinally along the concrete´s surface.

External CFRP stirrups are displayed at the beam´s ends. The wrapping scheme can be either complete (full wrapping) or partial (U-wrapping or lateral display).

Bending

Shear


CFRP STRENGTHENING OF BEAMS AS A SIMPLIFICATION:



COLUMN CONFINEMENT POISSON´S EFFECT

Due to the Poisson´s effect, the concrete is transversally expanded when compressed.

This expansion leads to the collapse of the column, as concrete has a very limited capacity for elongation.

Hence, if the transversal expansion is restricted, the final strength increases…


COLUMN CONFINEMENT POISSON´S EFFECT

To avoid the lateral expansion, its necessary to ensure a confinement around the element, by using a rigid material with a high strength. This material must keep the geometry of the member when it tries to expand.

Gravel column?

And water

column?

In case of strictly compressive loads alone (extremely unusual), the confinement allows surprising solutions:


SIKAWRAP® FABRICS DRY APPLICATION


Sikadur®-330

Priming

Adhesive Saturant

SikaWrap®

SIKAWRAP® FABRICS DRY APPLICATION


SIKAWRAP® FABRICS WET APPLICATION


Sikadur®-330

Priming

SikaWrap® Saturant

Sikadur®-300

SIKAWRAP® FABRICS WET APPLICATION

TECNICAL REPORT 55, THIRD EDITION (2014) SOME DIFFERENCES WITH RESPECT TO OTHER EXISTING GUIDELINES


Reinforced Concrete Limits The effective stress for the reinforcing steel under service loads (characteristic combination) will remain below 80% of its yield point. 𝑓𝑦 ≤ 0.80 𝑓𝑦𝑘

FRP STRENGTHENING LIMITS TR55/EUROCODE2

Independently of any other mechanical limitation, the TR55 leads to certain restrictions before the design of the FRP:

SERVICEABILITY LIMITS

THE EXISTING MEMBER MUST EXHIBIT A MINIMUM STRENGTH

In the event that the FRP system is damaged, the structure will still be capable of resisting a reasonable level of load without collapse. The existing strength of the structure should be sufficient to resist a minimum level of load (frequent combination of service loads).

In the event that the FRP system is damaged, the structure will still be capable of resisting a reasonable level of load without collapse. The existing strength of the structure should be sufficient to resist a minimum level of load (quasi-permanent combination of service loads).


FLEXURAL STRENGTHENING TR55/EUROCODE2 – SAFETY FACTORS

Unlike other existing FRP codes, the TR55 uses a complex combination of 3 safety factors for the design, taking into account: The kind of FRP material. The kind of application method.

The design parameters affected in the design of the FRP are: The ultimate admissible deformation. The ultimate design strength. The E-modulus of the FRP system.


FLEXURAL STRENGTHENING TR55/EUROCODE2 – SAFETY FACTORS

EXAMPLE 1: CARBODUR S: ACI440: 170GPa TR55: 165GPa / (1.1 x 1.05)= 142 Gpa (84%) EXAMPLE 2: SIKAWRAP 230C (BASED ON DRY THICKNESS): ACI440: 225GPa TR55: 220GPa / (1.1 x 1.20)= 166 GPa (73%)

FLEXURAL STRENGTHENING


Ff

0,35%

The calculation follows the standard mechanical principles (forces equilibrium and compatibility of deformations in the section among the different materials), except for the following 2 issues: 1) The section to calculate will exhibit an existing deformation prior to the strengthening, which

must be considered for the design. This event may affect significantly the serviceability limits of the strengthened member.

2) The reduced FRP E-modulus will be taken into account (TR55 criteria)

FLEXURAL STRENGTHENING DESIGN OF THE FRP STRENGTHENING (1)


The ultimate strength of the strengthened member will be defined by one of the following limitations: Concrete crushing under compression (0,35% deformation for European codes). FRP rupture (not expected for systems based on CFRP, but possible in case of using GFRP

laminates). Debonding of the FRP laminate from the substrate as a consequence of :

FLEXURAL STRENGTHENING DESIGN OF THE FRP STRENGTHENING (2)

FRP separation induced by the

presence of shear cracks

Debonding due to lap-shear forces along

the span.

Debonding due to an

insufficient anchorage

length.


FLEXURAL STRENGTHENING DESIGN IN CASE OF NSM

FLEXURAL STRENGTHENING DEBONDING DUE TO LONGITUDINAL SHEAR STRESS ALONG THE SPAN – TR55

A B

τb

Nf,B Nf,A ΔNf

τsc

The TR55 follows the same principle as fib14; the longitudinal shear stress is evaluated between consecutive sections. The main differences are: a)The longitudinal shear strength of the concrete substrate is limited according to the location of the section:

𝝉𝒍𝒊𝒎 = 𝟒, 𝟓𝒇𝒄𝒕𝒌

𝟏,𝟓 (TR55, yield zone of the span)

𝝉𝒍𝒊𝒎 = 𝟎, 𝟖𝒇𝒄𝒕𝒌

𝟏,𝟓 (TR55, elastic region between anchorage zone and yield zone)

b)The TR55 includes an additional longitudinal stress 𝝉𝒔𝒄 corresponding to the positions of flexural cracks.

𝝉𝒔𝒄 = 𝟕, 𝟖 𝟏. 𝟏 −𝑴𝒚

𝑴𝑬𝒅𝒇𝒄𝒕𝒌 𝝉𝒔𝒄+𝝉𝒃 ≤ 𝝉𝒍𝒊𝒎

Original moment capacity

Steel yielding

2-Elastic region 3-Yield region 1-Anchorage

FLEXURAL STRENGTHENING DEBONDING IN THE ANCHORAGE ZONE

The evaluation of the end-anchorage comprises 3 steps: Step 1- Determination of the critical section from which the anchorage shall be provided Step 2- Determination of the maximum anchorage length and the maximum force that can be anchored. Step 3- In case the length available for the anchorage is inferior than the maximum, the maximum force that can be anchored must be calculated according to the existing length.

FLEXURAL STRENGTHENING STEP 1 – DETERMINATION OF THE CRITICAL SECTION Fib14 (simply supported)

Mcr - Cracking moment

Anchorage length

The critical section corresponds to the outermost flexural crack of the strengthened section (shift rule according to Eurocode must be considered).

ACI440(simply supported)

Anchorage length

The critical section is point along the span corresponding to the cracking moment of the strengthened section.


TR55 (simply supported)

Anchorage length

The critical section corresponds to the point where the CFRP is no longer required.


Original moment capacity

FLEXURAL STRENGTHENING STEP 2 – DETERMINATION MAXIMUM ANCHORAGE LENGTH AND MAXIMUM FORCE THAT CAN BE ANCHORED

The force that can be anchored increases with increasing anchorage length lt but there is a treshold anchorage length lt max above which no increase in the bond failure force is possible.

lt lt lt lt

ltmax ltmax ltmax ltmax

F=1 F=2 F=3 F=3

ACI 440.2R-08 TR55 FIB14

?

The maximum force that can be anchored is determined as:

𝑇𝑘,𝑚𝑎𝑥 = 0,5 𝑘𝑏𝑏𝑓√(𝐸𝑓𝑑𝑡𝑓𝑓𝑐𝑡𝑘) 𝑁𝑓𝑎,𝑚𝑎𝑥 = 0,576 𝑘𝑏𝑏𝑓√(𝐸𝑓𝑡𝑓𝑓𝑐𝑡𝑚) ? ~50% more !

The maximum anchorage length is:

𝑙𝑡,𝑚𝑎𝑥 = 0,7 𝐸𝑓𝑑𝑡𝑓

𝑓𝑐𝑡𝑘 𝑙𝑡,𝑚𝑎𝑥 =

𝐸𝑓𝑡𝑓

2 𝑓𝑐𝑡𝑚 𝑙𝑑𝑓 =

𝑛𝐸𝑓𝑡𝑓

𝑓´𝑐

FLEXURAL STRENGTHENING SUMMARY TR55 shows a complex design methodology: the effective CFRP strain is not significantly restricted, but many verifications concerning intermediate debonding or end anchorages are necessary. The debonding possibility may force to increase the bonding surface in contact with the concrete, leading to wider/larger FRP schemes than the initially necessary.

COLUMN CONFINEMENT


If the lateral expansion is constrained by means of a rigid material, the concrete will be able to take additional axial loads. This can be represented graphically as follows:

Original concrete. Peak Stress corresponds to 0,2% deformation, ultimate strain 0,3%-0.35% (ACI/European codes).

Confined concrete. The enhanced peak stress remains at 0.2% deformation. The ductility is significantly increased

0,2% 0,3% - 0,35%

Axial deformation

Co

mp

ress

ive

Stre

ss

Heavily confined concrete. Performance at 0.2% deformation is enhanced. However, the concrete is still capable to assume additional load. Ultimate load is higher than peak load.

Hence, the performance of the confined concrete depends on the confinement force exerted by the CFRP jacket:

COLUMN CONFINEMENT PERFORMANCE OF THE FRP CONFINEMENT



For a square section, a parabolic arching action is assumed for the concrete core where the confining pressure is fully developed. Unlike a circular section, part of the cross-section remains unconfined.

SQUARE SECTIONS

For a circular section, the confining pressure affects the entire section. Due to this, the efficiency of the strengthening system is significantly high.

CIRCULAR SECTIONS

COLUMN CONFINEMENT INFLUENCE OF THE COLUMN´S GEOMETRY


The rounding of the corners alters the parabolic arching effect, increasing the area corresponding to the confined core. This also reduces the risk of failure of the CFRP, as most of the tensions are located in the edges of the RC

ROUNDING OF CORNERS

Due to the arching effect, a significant part of the cross-section may remain unconfined. In case of long shapes, the area corresponding to the confined core may result very small (aspect ratio> 2:1)

RECTANGULAR SECTIONS

COLUMN CONFINEMENT INFLUENCE OF THE COLUMN´S GEOMETRY


COLUMN CONFINEMENT BASIS OF THE CALCULATION

FIB14 TR55 ACI 440.2R-08

The confinement pressure is the main parameter to evaluate the resulting strengths of the confined column. The confinement pressure exerted by a circular column is calculated as: 𝑓𝑙 = 2 𝑡𝑓 𝜀𝑓,𝑟𝑢𝑝 𝐸𝑓/𝐷,

where D corresponds to the diameter of the column. However, the key parameter is the admissible deformation of the CFRP jacket under this conditions, 𝜀𝑓,𝑟𝑢𝑝, which is limited as:

𝜀𝑓,𝑟𝑢𝑝 = 0,47 𝜀𝑓𝑢 𝑒𝑥𝑡𝑒𝑟𝑖𝑜𝑟 𝑒𝑥𝑝𝑜𝑠𝑢𝑟𝑒

𝜀𝑓,𝑟𝑢𝑝 = 0,52 𝜀𝑓𝑢 𝑖𝑛𝑡𝑒𝑟𝑖𝑜𝑟 𝑒𝑥𝑝𝑜𝑠𝑢𝑟𝑒 𝜀𝑓,𝑟𝑢𝑝 = 0,40 𝜀𝑓𝑢 Undefined: “…proper values should be

justified by experimental evidence…”

TR55 and ACI440 lead to safe magnitudes.

However, the absence of clear limitations in the FIB14 guideline may guide to unsafe calculations !!


COLUMN CONFINEMENT WRONG FRP ARRANGEMENTS.

SHEAR STRENGTHENING


Unlike the design of flexural strengthening, where standard mechanical criteria govern de calculations, the complexity of the shear mechanisms forced the development of design methods from experimental researches. Independently from the calculation procedure used, the shear strength of the member is determined as the sum of the strengths provided by the steel and CFRP separately (and concrete in ACI-based codes).

SHEAR STRENGTHENING INTRODUCTION


However, certain criteria is common among the different design methods: The CFRP is dimensioning following similar procedures

than those used for the calculation of internal steel stirrups.

The CFRP can be displayed following 3 different

configurations: - Full wrapping, providing the best performance. - “U” wrapping of the beam. - Bonded on both sides of the beam. This scheme

provides the worst performance.

SHEAR STRENGTHENING CFRP CONFIGURATIONS


SHEAR STRENGTHENING CFRP CONFIGURATIONS

Additionally, 2 more FRP schemes are possible Shear strengthening with NSM profiles (included in

TR55). Due to the design approach, this alternative is not efficient in case of beams with small height.

Shear strengthening with CarboShear L links (Empa

report adapted to TR55 approach). Due to the TR55 limitations concerning the maximum spacing between consecutive CFRP profiles, this option may lead to oversized results.

OTHER SIKA FRP SOLUTIONS


Brack

et

Substrate

Temp.

gauge

CFRP plate

Heating device

Brack

et 0 - 100V

DC

Power supply

3x400V/16A

• Electric resistance (R) of CarboDur® plates

• Apply electric current (I)

• Heating power: P = R x I2

CARBOHEATER® PATENTED PRINCIPLE.


CARBOSHEAR® PATENTED PRINCIPLE.


CARBOSHEAR® PATENTED PRINCIPLE.


1. Cut groove in concrete cover of internal reinforcement

concrete cover

internal steel

reinforcement

2. Fill with Sikadur®-30/330/300 adhesive

3. Place CarboDur® S plate / CarboDur® BC rod

NSM SYSTEMS SIKA NEAR SURFACE MOUNTED SYSTEMS


Not exposed to mechanical damage

Invisible strengthening

Confined from 3 sides, no surface delamination of concrete

Short end anchorage length

No buckling – suitable for compression zone and compressed members earthquake loaded frames with change of direction of flexure

NSM SYSTEMS MAIN ADVANTAGES


SikaWrap® FX-50C

Dry Carbon Fibre string

Encased in plastic sleeve

USES:

End anchorage of SikaWrap® fabrics

Flexible near surface reinforcement

SIKAWRAP FX-50C OVERVIEW


SikaWrap FX installed into beam

Spread in slits on beam surface

SikaWrap FX installed into top slab


SikaWrap FX installed in inner corner


SIKAWRAP FX-50C IMPROVED FABRIC ANCHORAGE


CFRP Anchors

SIKAWRAP FX-50C IMPROVED FABRIC ANCHORAGE


SIKAWRAP FX-50C IMPROVED FABRIC ANCHORAGE: INSTALLATION


FLEXIBLE NSM SIKAWRAP FX-50C


Avoid out-of-plane failure

Compatible to brick, stone, concrete Water vapour permeable

TRM SYSTEMS TEXTILE REINFORCED MORTAR


Water vapour permeable mortar, suitable for full-surface application on masonry walls in buildings

Uneven substrate (PCC mortar instead of epoxy mortar for levelling)

Similar E-modulus of mortar to substrate, similar stiffness, no delamination

Weak substrate (tamped concrete), where high strength of epoxy can not be used

Application on damp/wet substrate

Wet-spray application

TRM SYSTEMS MAIN ADVANTAGES


-Can be installed even on weak or wet substrates -Fits on rough, curved or irregular surfaces -High water vapour permeability -Easy anchorage using SIKAWRAP ANCHOR C.

SIKA TRM main advantages

SIKAWRAP® 350G GRID INSTALLATION


Core drilling, block out, concrete surface

Steel reaction frames

Cut CarboDur® plate to length

Temporary support

Mount CarboStress® anchors

Place CarboStress® tendon,

Hydraulic jack

Prestress

Fill with Sikadur®-41 / 42

Remove hydraulic jack

Remove temporary support

Sikadur®-30 / 30 LP

CARBOSTRESS® SIKA POST-TENSIONED CFRP SYSTEM


Fix End

Live End

Negative

deviation

CARBOSTRESS® REACTION FRAMES ADAPTED TO THE PROJECT

FIRE SITUATION / ELEVATED TEMPERATURE


0

20

40

60

80

100

120

1 2 3

Sikadur® 30 LP

Curing Temp.

Tg

ELEVATED TEMPERATURE GLASS TRANSITION TEMPERATURE

ACI 440: HIGH SERVICE TEMPERATURES:

…for a dry environment, it is generally recommended that the anticipated service temperature of an FRP system not exceed Tg-15ºC


Built 1902

Height 40m

Diameter 3.20m

ELEVATED SERVICE TEMPERATURE HIGH RISE INDUSTRIAL CHIMNEY, SWITZERLAND


ELEVATED SERVICE TEMPERATURE INSTALLATION IN BRIDGE DECK (HOT ASPHALT)


82

Sikafloor®-82 EpoCem® self – levelling, 4-7

mm

Bridge Deck

SikaTop® Armatec®-110 EpoCem® or

EpoCem®-Modul (full-surface primer)

Torched bitumen membrane / Hot –

asphalt (approx. 240°C)

Optional: Sikadur®-186 Epoxy-primer or

primer

Sikadur®-30 / Sikadur®-330 sanded with

fire-dried quartz sand

Sikadur®-30

CarboDur® CFRP plate

ELEVATED SERVICE TEMPERATURE INSTALLATION IN BRIDGE DECK (HOT ASPHALT)


FIRE SITUATION INTRODUCTION

2 resistances are related to the fire scenario. Their limits and designation are strongly dependent of the local regulations in each country.

1-Reaction to fire is the measurement of how a material or system will contribute to the fire development and spread, as well as the emission of smoke/flaming droplets.

2-Fire resistance of the structural member: The load bearing capacity of the member can be assumed for a specific period of time (30 to 240 minutes usually).

According to their use, certain quantity and/or type of materials cannot be used for walls/floor/ceiling rendering. Concrete and steel do not contribute to the fire development, and do not generate smoke. Due to the polymer content of the CFRP and the adhesives, the reaction to fire of the strengthening system is moderate. However, under most of the circumstances, the global influence is negligible due to the limited surface covered by the laminates.

The fire resistance is expected to provide time to the building occupants for emergency evacuation before the structure collapses. Hence, the requested time to resist is commonly proportional to the quantity of people to evacuate and the distance to the exit.


BUILDING´S USE DIS

TAN

CE

TO E

XIT

Detached House

Skyscraper

Building

Educational Administrative Commercial Hospital Residential

30´

240´

Requested fire resistance


DECREASE OF CONCRETE STRENGTH IN CASE OF FIRE


DECREASE OF STEEL STRENGTH IN CASE OF FIRE

PhD Thesis 2009 Ernst-Lucas Klamer, TU Eindhoven

Sika CarboDur / Sikadur-30

TEMPERATURE RESISTANCE SIKADUR 30

87 Design and protection of CFRP in case of fire – Only for internal use.


No significant decrease in lap shear strength up to 80°C (Tg + 20°C)

Slight decrease at 100°C (Tg + 40°C) for normal strength concrete

Short term tests (15 min)

TEMPERATURE RESISTANCE SIKADUR® 30 ADHESIVE, LAP SHEAR TEST.


No significant decrease in failure load up to 90°C (Tg + 30°C) for normal strength concrete

Short term test

TEMPERATURE RESISTANCE SIKADUR® 30 ADHESIVE, 3-POINT BENDING TEST.


20.0

40.0

60.0

80.0

100.0

0 10 20 30 40 50 60 70 80

Time in minutes

Tem

peratu

re C

FRP-Concrete A

FRP-Concrete B

FRP-Insulation A

FRP-Insulation B

40mm

60mm

50mm Sikacrete-213F: 80°C after 60 minutes

SIKACRETE® 213 PROTECTION MORTAR 50MM SIKACRETE®-213F

0´ 30´ 60´ 90´ 120´

180´

240´

LOADS AND STRENGTHS DEVELOPMENT

Strength

Load

Strength development (unprotected member)

kNm

Strength development

(protected member and FRP)

91 Design and protection of CFRP in case of fire – Only for internal use.

NEW SIKA CARBODUR® SOFTWARE EXAMPLE: SHORT EXTERNAL PRESENTATION


Unlike the initial design models, where drastic simplifications were assumed, the current guidelines are oriented to the real calculation of complex structural members. This involves in many cases the use of difficult procedures which cannot be performed manually or by means of a simple Excel sheet.

Due to this, the use of high-performance design software has become necessary.

DESIGN GUIDELINES CURRENT STATUS


SIKA CARBODUR® SOFTWARE: KEY ADVANTAGES PROFESSIONAL Unlike simplistic excel sheets or calculation tools, the Sika CarboDur® software comprises high-performance calculation possibilities for real situations, for example:

Strengthening of full structural members according its loads distribution. The design is not based on a single section

Calculation of complex geometries both for reinforced or prestressed concrete members.

2D and 3D interaction diagrams for columns, allowing the calculation of elements exposed to axial + bending simultaneously

Full FRP range of solutions (bonded, NSM, postensioned CFRP) according to the local availability


SIKA CARBODUR® SOFTWARE: KEY ADVANTAGES SAFE

All of the structural calculations strictly follow the latest International Guidelines and comprise the latest proven design procedures. No alternative or non-proven design methods are considered. Additionally, the Sika CarboDur® design software includes the necessary automatic measures, which ensure that the restrictions and logical parameters during the data entering and calculation procedure are fulfilled according to the selected FRP design guideline. If some condition is not met or exceeds any limitation, the software automatically informs the user about this fact and blocks the calculation process.


SIKA CARBODUR® SOFTWARE: KEY ADVANTAGES USER FRIENDLY

The introduction of the data necessary for the calculation is written in a sequential manner. The user will not access the following stage until the necessary information is entered and all the intermediate conditions and verifications are fulfilled.

It includes a significant amount of static or dynamically generated graphics, which facilitates the user the understanding of the design process and the resulting strengthening scheme.


The software includes all the necessary information to facilitate its use to the engineer:

>40 pages user guide. On-screen tooltips and help icons.

SIKA CARBODUR® SOFTWARE: KEY ADVANTAGES USER FRIENDLY


SIKA CARBODUR® SOFTWARE: KEY ADVANTAGES NO MORE “BLACK BOXES”

The user manages and controls the whole process. Every assessment concerning the design of the FRP system can be done manually or automatically according to the user´s requirements.

The user can verify the intermediate results throughout the calculation process, enabling the verification of all the design parameters by means of the information displayed on the screen.

All the information concerning the design is finally shown in the calculation report, comprising the results and all the relevant data.


SIKA CARBODUR® SOFTWARE: KEY ADVANTAGES AUTOMATIC UPDATES

The software is automatically updated in the following cases:

Modifications or updates in the FRP design guidelines implemented in the software. Development of new FRP codes or guidelines. New design features. Development of new Sika FRP systems or modifications in the Sika FRP product range. Implementation of new languages or countries.

The downloading and installation of the updates is performed automatically as soon as the user is connected to the Internet and a new version of the software is available.

Documents

STRUCTURAL STRENGTHENING DESIGN BASED ON TR55&EUROCODE 2. · PDF file4 New Sika CarboDur software based on TR55 and Eurocode 2 April 2016 –Internal Use only 1967: Sikadur®range