REINFORCED CONCRETE DESIGN WITH F.R.P COMPOSITES · PDF fileREINFORCED CONCRETE DESIGN WITH...

International Journal of Engineering Technology, Management and Applied Sciences

www.ijetmas.com March 2015, Volume 3 Special Issue, ISSN 2349-4476

43 HITESH SHARMA, GOVERDHAN, S.V.DEO

REINFORCED CONCRETE DESIGN

WITH F.R.P COMPOSITES

HITESH SHARMA, GOVERDHAN, S.V.DEO

N.I.T RAIPUR CHHATTIGRAH INDIA

ABSTRACT-: The first two failure mechanisms occur after large deflection of the member and are

synonyms of better structural performance. In the case of FRP rupture the main steel reinforcement is

fast yielding. Moreover, from an economical point of view the rupture of FRP plate seems to be

desirable because it means that all the mechanical resources of FRP (an expensive material) are

utilized. The third and fourth failure mechanisms are brittle and occur at values of the applied load

lower than expected with conventional design equations. In both cases, the stiffening or

strengthening resources of the FRP plate are of little advantage. Anchoring the FRP plate ends, not

applicable to slabs, may attain a higher ultimate load and an increase in ductility.

Keywords-: fiber, reinforced concrete, shear strength, flexural strength

INTRODUCTION

The two main failure modes of reinforced concrete (RC) beams are governed by flexural and shear.

Flexural failure of an RC beam is ductile in nature whereas shear failure has a catastrophic effect

when an RC beam is deficient in shear strength and is over loaded shear failure may occur suddenly

without advance warning of distress because it is brittle in nature. Shear deficiency of the beam may

occur due to many reasons such as insufficient shear reinforcement or reduction in steel area. Due to

corrosion increased service load and construction cross. Nowadays the advanced composite material

such as fiber reinforce plastics (FRP) Composite are widely used in civil engineering structure due to

their high strength to weight ratio, and stiffness to weight ratio, corrosion resistance, and light weight

nonmagnetic chemically inert and potentially high durability. The use of these material are increased

in the RC structure for strengthening repair, and seismic retrofitting of structural component of

building retaining wall dames, Tank, Chimney etc. due to their performance characteristics and ease

of application and low lifecycle cost.

Fiber-reinforce plastic (FRP) are composite material made of a polymer matrix reinforced with

fibers. The fibers are usually fiberglass, Carbon, or aramid while the polymer is usually and epoxy,

vinyl ester or polyester thermosetting plastic. FRP are commonly used in the aerospace automotive

marine and construction industries. A polymer is generally manufactured by Poly condensation,

Polymerization, or Poly addition, when combined with various agents to enhance or in any way alter

the material properties of polymers. The result is referred to as a plastics or composite plastics refer

to those type of plastics that result from bonding two or more homogeneous material with different

material properties to derive a final product with Certain desired material and mechanical properties

fiber reinforced plastic are a category of composite plastics that specifically use fibrous material to

mechanically enhance the strength and elasticity of plastics. The original plastics material without

fiber reinforcement is known as the matrix. The matrix is a tough but relatively weak plastic that is

reinforced by stronger stiffer reinforcing filaments or fibers. The extent that strength and elasticity

are enhanced in a fiber reinforced plastics depends on the mechanical properties of both the fiber and




matrix their volume relative to one another and the fiber length and orientation within the matrix

reinforcement of the matrix occurs by definition when the FRP material exhibits increased strength

or elasticity relative to the strength and elasticity of the matrix alone.

NECESSITY A large number of civil engineering structure such as bridge, Historical building, Parking garages,

dames, harbors, and off shore structure are deteriorating very fast due to several reasons. The

deterioration of the structure are mainly due to aggressive environment industrial pollution corrosion

use of deicing salt aging of concrete structure, faulty design or construction and due to different

natural disasters. Rebuilding of the infrastructure is a major problem faced by the nation today due to

economic crisis and availability of funds therefore the development of new rehabilitation and

strengthening techniques that are safe efficient and cost effective presents a formidable challenge for

the construction industry. The use of externally applied fiber reinforced plastic as strengthening

technique for reinforced concrete structure is gaining tremendous popularity and interest because of

their high strength to weigh ratio, high corrosion resistance, high durability, non-magnetic, high

resistance to chemical attack, as well as the ease of its installations it may be safety used for the RC

structure such as column, beams. Slabs walls, tunnels, and chimney and can be used to improve the

flexure and shear capacities and also provide confinement and ductility to compression member. In

the recent past several devastating earthquakes around the world have demonstrated the lacunae in

proper detailing of building structures and eventually the poorly detailed structures have become the

victim of distresses of different kinds. During the post disaster mitigation stage a survey is required

to investigate the conditions of the distressed building because of the vast variety of the building

structures. The development of a general rule for retrofitting measure is rather difficult and to a large

extent each structures much be approached as a strengthening problem on its own merits. It is

necessary to take a decision whether to demolish a distressed structure or to restore the same for

effective load carrying system. Many times the level of distress is such that with minimum

restoration measure the building structure can be brought back to its normally and in such situation

restoration or retrofitting is preferred. It is known that certain types of building structures and a few

specific components of these have repeatedly failed in earthquake and are prime candidates for

renovation and strengthening some of these are.

i. Building with irregular configuration such as those with abrupt changes in stiffness large

floor openings very large floor heights etc.

ii. Building or structures on sites prone to liquefaction.

iii. Building with walls of un-reinforced masonry which tend to crack and crumble under several

ground motions.

iv. Building with lack of ties between walls and floor or roofs.

v. Building with non-ductile concrete frames where shear failure at beam column joints and

column failures are common.

vi. Concrete Building in which insufficient lengths of bar anchorage are used.

vii. Concrete buildings with flat-slab framing, which can be severally affected by large story

drifts.




The largest class of buildings in need of seismic upgrade is un-reinforced masonry buildings these

structures account for the majority of non-residential buildings and have certain problem in common.

These buildings are commonly marred with scars after a sting of powerful ground excitations.

The retrofitting of building structures involves improving its performance in earthquakes through one

or more of.

i. Increasing its strength and / or stiffness

ii. Increasing its ductility

iii. Reducing the input seismic loads.

ENGINEERINGS PROPERTIES OF F.R.P. The properties of the composite materials can be divided into two categories physical and

mechanical properties. Physical properties are properties that can be, or are assumed to be, related to

the structure of the material at the molecular level (i.e. the scale at which the individual constituents

can be identified by their chemical compositions or physiochemical structures) included in the term

physical properties are the mass properties the geometric properties, the chemical properties, the

thermal properties and the transport properties of the material. Mechanical properties are properties

associated with the application of mechanical forces to the material. These properties are usually

defined in term of continuum mechanics concepts and cannot be directly related to the chemical

composition or the physio-chemical structure of the constituents. The mechanical properties are

typically obtained from mechanical tests either on the constituents or on the composite itself. The

relationship between the mechanical properties and the physical properties is not well understood.

Often there is an interaction between the physical and mechanical properties for example the

temperature dependence of the stiffness properties of a material is due to an interaction between the

physical thermal properties of the material and the mechanical stiffness properties. The

prediction of the properties of composite materials from the properties of their constituents has been

the subject of much research. Both physical properties and mechanical properties have been

considered. Although much has been accomplished over the year the mathematical model used to

predict the physical and mechanical properties of materials and especially those of composite

materials are still only capable of prediction of a limited number of properties and with varying

degrees of accuracy a number of the simplified mathematical models that have been developed to

predict composite material properties in past years. Composite materials are comprised of a resin

matrix material, which typically is either a metal polymer or a ceramic matrix. Resins encase the

fibers and provide protection from damage caused by impact and environment. The two basic types

of resins are categorized as thermo set or thermoplastic. The main difference is the way in which

they cure. Thermoplastics are processed at higher temperatures and are able to be shaped after they

have been cured. A thermo set is made of molecular chains which crosslink during their curing

period and are set into a rigid from (Berthelot 1999) Thermosetting resin dominate the FRP

composite marked currently. Due to the wide range of properties which are available in both fiber

and matrices an almost endless range of fiber/polymer combination can be achieved. Fiber can be

produced form a variety of materials (e.g. glass, carbon, aramid) have a wide range of strengths and

stiffness and can be incorporated into a number of forms such as woven fabrics tow‟s or roving‟s.

The percentage of composite volume taken up by the fiber as well as its orientation profoundly

affects the mechanical properties of the resulting materials. The polymer matrix can also be modified




to obtain a wide range of physical properties. The incorporation of additives such as mineral fillers

plasticizers and other performance/enhancing additives, can affect mechanical performance diffusion

characteristics and hydrothermal resistance of the composite. The quantity of curing agent‟s

promoters and accelerators used also has an impact on the final properties of the matrix phase.

Another issue which cannot be overlooked is the degree of interfacial bonding between the fiber and

matrix which is critical in transferring loads to and between the fibers so that the full strength

potential of the fibers can be developed. Processing variables, such as heating and cooling rates, cure

temperature and cure time, have an effect on the degree of core and hence the chemistry of the

composite material void volume in a composite component is a function of the compaction and

consolidation which took please during cure.

A high degree of compaction serves to eliminate voids and non-wetted fibers in the composite

laminate which could serve as potential stress concentrations for future damage.

The composite lamina is characterized by the following properties-

Fiber volume ratio Vf =

Fiber weight ratio Wf =

Matrix volume ratio Vm =

Matrix weight ratio Wm = 1- Wf

Wm =

Void volume ratio Vv = 1 – Vf - Vm

Vv =

Laminates which are unidirectional reinforced with high performance fibers generally exhibit linear

– elastic behavior to failure depending on the direction of the applied stress with respect to the fiber

direction. Unidirectional reinforced glass/epoxy laminates have tensile strength and modulus greater

than other material like (steel, Concrete, Aluminum etc.) Unidirectional reinforced carbon

fiber/epoxy laminates have specific tensile strength (ratio of tensile strength to material density) and

specific modulus (ratio of modulus to material density). However FRP material also does not possess

& high degree of ductility and exhibits very little yielding prior to failure in terms of fatigue, most

FRP materials do not exhibits a fatigue limit it also has been observed that high frequency stress

cycling can generate internal heat which is not readily dissipated. Because of the viscous elastic

nature of polymeric materials, time dependent effects are present in fiber-reinforcement composites

FRP materials have a greater tendency to undergo creep under sustained long-term loading thus the

apparent stiffness and strength of the FRP will decrease slowly overtime. In addition the stiffness and

strength of on FRP material is dependent on the rate of loading. The extent to which these

phenomena will occur depends on the specifics of the polymer type and stress history, alignment

type/volume fraction of reinforcement environmental temperature and humidity. The time

temperature superposition principle has been successfully utilized in extrapolating short-term creep

data over many decades in time a detailed treatment of this technique can be found in many polymer

science texts. The coefficient of thermal expansion for glass fiber-reinforced composite is higher

than other building material like steel, concrete; the resin matrix component of an FRP does absorb

moisture, as do aramid reinforcing fibers. There is also evidence that glass fiber shave a tendency to




degrade in the presence of moisture. Some material properties, such as, density specific heat

absorptivity and eminence have no directionality associated with them and are described by one

scalar quantity for both isotropic and anisotropic materials on the other hand properties such as

stiffness, Poisson‟s ratio strength thermal expansion moisture expansion thermal conductivity and

electrical conductivity are associated with direction and are a function of orientation in anisotropic

materials fiber composite materials can exhibits various degree of anisotropy in the various

properties the largest differences occur between properties in the longitudinal (fiber) and transverse

(normal to the fiber) directions ratio of some properties along these two directions for some typical

composite material.

FAILURE MECHANISMS

It is essential to understand the consequences of the design choice in terms of crack propagation and

failure mechanism. As a result of FRP repair the mode of failure of a flexural member may change

from ductile to brittle. For example, changing the thickness of the FRP plate, changing the banded

length or adding shear reinforcement significantly modifies the crack distribution along the beam and

changes the failure mechanism. Possible mechanisms are FRP rupture, concrete crushing, shear

failure, cracking in adhesive-concrete interface. In all cases flexural cracks initiate in the tensile face

at the middle span of the beam producing a non-linear response in the load deflection. With reference

to a simply supported FRP-repaired RC beam loaded at 4-point, four possible failure mechanisms

have been follows. (1)FRP tensile – rupture (R) when the FRP strain exceeds its ultimate value in the

zone of maximum moment.(2)Concrete crushing (C) when the concrete compressive strain exceeds

its ultimate value in the zone of maximum moment.(3) Deboning between FRP and concrete (D) due

to failure at the concrete – adhesive interface. This failure mechanism can initiate at any flexural

crack and propagated from there to the end of the FRP reinforcement.(4)Shear tension failure (S)

resulting from a combination of a shear and normal tensile stress in the concrete in the plane of

longitudinal steel bars. This failure mechanism initiates at the ends of FRP plate, results in the

propagation of a horizontal crack and causes separation of a horizontal crack and causes separation

of concrete cover.

EXPLANATION OF FAILURE MECHANISMS The first two failure mechanisms occur after large deflection of the member and are synonyms of

better structural performance. In the case of FRP rupture the main steel reinforcement is fast

yielding. Moreover, from an economical point of view the rupture of FRP plate seems to be desirable

because it means that all the mechanical resources of FRP (an expensive material) are utilized. The

third and fourth failure mechanisms are brittle and occur at values of the applied load lower than

expected with conventional design equations. In both cases, the stiffening or strengthening resources

of the FRP plate are of little advantage. Anchoring the FRP plate ends, not applicable to slabs, may

attain a higher ultimate load and an increase in ductility.

Working Stress Method

Q.1 A Reinforced concrete beam is supported on two walls 750 mm thick at clear distance of 6

meters. The beam carries a superimposed load of 9.8 KN/m using M15 concrete, design, the beam

take the permissible tensile and shear stress in steel as 140 N/mm2 for mild steel.




Solution: (1) Calculation of Design constants

For M15 concrete 25 /cbcc N mm

And 219 (mod ) 140 /stm uler ratio N mm

1

1 s

c c

kt

m b

(N.A. Constant)

= 1

0.404140

119 5

J = 13

k = 0.865 (lever arm constant)

Q = 1

. . . 0.8742

c ck j b (M.R. constant)

(2) Calculation B.M.

Let the effective depth of beam = 1

10span =

16000

10

d = 600 mm

Total depth of beam = 600mm (Say)

Let the width of beam = ½d = 300mm (say)

Self load of beam per meter run = (0.6×0.3×1) 25000 = 4500N

External load = 9800 N/m

Total load per meter run = 9800 + 4500 = 14300N

Effective span = L = l + d = 6 + 0.6 = 6.6 m

(6.6 is smaller than distance between support 6.75)

M = 2

8

WL =

214300(6.6)

8 = 77870 N-m = 77.87 × 10

6 N-mm

(3) Design of section

d =

677.87 10545

0.874 300

Mmm

Qb

Let us take d = 545 mm and D = 580 mm

Revised self load of beam = 0.3×0.58×25000 = 4350 N/m W = 9800 + 4350 = 14150 N/m

Effective span = L = l + d = 6 + 0.545 = 6.545 m

M =

2614150(6.545)

75770 75.77 108

N m N mm

d = 675.77 10

5380.874 300

mm




Assuming that 20 mm bars will use and 25mm clear cover.

Then, D = 538 + 25 + 10 = 573 mm

So keep D = 580mm, so available d

d = 580– 25 –10 = 545mm.

(4) Steel reinforcement

Ast =

675.77 10

140 0.865 545st

M N mm

jd

Ast = 1150 mm2

Provide 20 mm bars

No. of bars 1150

314 = 3.66 Nos.

Hence provide 4 nos. 20 mm Ast = 1256 mm2

C/c distance between bar = 1

3 (300 – 25 × 2 – 4 × 20) = 56.67 mm

(56.67) which much more than diameter of bar.

Min. reinforcement is given by 0.85st

y

A

bd f

Ast = 20.85(300 545)

556250

mm

Since the actual Ast provided (=1256mm2) is much more than. This design is ok.

(5) Check for shear and design of shear reinforcement

The reaction at all the wall supports will be uniformly distributed over the full width. Hence

the shear force will be maximum of the edge of the support.

Max v =

14150 6

42450 .2 2

wlN

Ťv = 242450

0.26 / .300 545

vN mm

bd

Assuming that out of 4 bars of main reinforcement 2 bar will be bent up near the support only

two bar will be available.

100 100

628 0.38%300 545

sA

bd

Hence from table of Ťc for M15 concrete for 0.38% steel 0.26 N/mm2 which is equal to the

nominal shear stress. Hence no shear reinforcement is required.

0.4sv

sv y

A

b f Using 8mm 2 legged stirrups.

Asv = 2 2 22 ( ) 2 (8) 100.5

4 4D mm

Taking yf = 250 N/mm2




The spacing of stirrups is given by

2.5 2.5 100.5 250

209300

sv y

v

A fs mm

b

However provide the stirrups @ 200mm c/c provide 2 – 12 mm holding bar.

(6) Check for Development length at support

The code stipulates that at the simple supports where the reinforcement is confined by a

compressive reaction that diameter of the reinforcement be such that

11.3 o d

ML L

v

Assuming that 2 bars are bent up and 2 bars are available at the supports.

2 2 2( ) 2 (20) 628

4 4stA D mm

M1 = moment of resistance

= 140×628×0.865×545

= 82.89×106 N-mm

v = 42450 N

Lo = Sum of anchorage value of hooks

Let us provide a support equal to the width of the wall 600 mm. Let the clear side cover x‟ =

40mm for a U hook having anchorage value of 16 we have

= ' 3 162

= ' 132

600 = 40 13 20 520

2

so

s

LL x

Lx

mm

6

1 41.45 101.3 1.3 520 1269 520 1789

42450o

ML mm

v

Development length

20 1401167

4 4 0.6st

d

bd

L mmJ

Alternatively 58 58 20 1160dL mm

Thus

11.3 o d

ML L

v Hence codes are satisfied.

For given beam section.

(1) Depth of N. Axis (Actual)

Let x be the depth of actual N. Axis




2

2

( )2

30018.67 1256(545 )

2

s

bxm A d x

xx

2150x = –23449.52x + 12779988.4

2150x + 23449.52x – 12779988.4

223449.52 23449.52 4 150 12779988.4

2 150

23449.52 90652.48

300

x = 224mm

Depth of critical N.A. for given stress x = k.d

X = 0.404 × 545 220.18mm

224 220.18 Balanced section.

Moment of Resistance (For balanced section)

6

=

= 140 1256 0.865 545

= 82.89 10

st sMR A j d

MR

MR N mm

Load carrying capacity of beam

Span 6.6 m

B 300 mm

D 580 mm

MR 682.89 10 N mm (82.89 KNM)

Maximum B.M = 2 2(6.6)

8 8

WL W = if W is in N/M

B.M = Moment of resistance.

2

3(6.6)82.89 10

8

WNm

W = 3

2

82.89 10 8

(6.6)

W = 15223.140 N/m.

Self weight of beam per meter = 300 580 25000

1000 1000

= 4350 N/m.

Total superimposed load which is beam can carry excluding self weight.

15223.140 – 4350 10873.14 N/m.

10.87 KN/m.

9.8 10.87 OK.




INTRODUCING F.R.P.

Span 6.6 m (6600mm)

b 300 mm

D 580 mm

d 545 mm

MR 682.89 10 N mm

ft 0.3 mm

Using two layer of GFRP sheet so along with the tensile force Ts an addition tensile

force Tfrp will also acting

Tfrp = ffrp × Afrp

Tfrp = 334.5 N/mm2 × 180 mm

2

Tfrp = 60210 N 60.21 KN

140 1256 60210 236050st s frpA T N N

So Now New M.R of beam

6 3

= 0.865 545

= 0.865 545

= 236050 0.865 545

= 111.27 10 (111.27 10 )

st s frp

s frp

MR A T

MR T T

MR

MR N mm Nm

Now load carrying capacity of beam

B.M = MR

2

8

WL = 111.27×10

3 (in N/m)

W = 3

2

111.27 10 8

(6.6)

W = 20435.261 N/m

Self weight of beam per meter = 300 580 25000

1000 1000

= 4350 N/m.

Total superimposed load which is beam can carry excluding self weight.

= 20435.261 – 4350 16085.261 N/m.

=> 16.085 KN/m.

Total increment in load carrying capacity of beam after applying GFRP sheet

= 16.085 – 10.87 5.215 KN/m.

Example 2. Design a reinforced concrete beam subjected to a bending moment of 20 KN-m use M20

concrete and Fe415 reinforcement keep the width of the beam equal to half the effective depth.

Solution: For M20 concrete




cbc = 7 N/mm2

m 13

Fe 415 st = 230 N/mm2 for balanced section.

1

1 st

cbc

k

m

= 1

0.283230

113 7

J = 0.283

1 13 3

k = 0.906

Q = 1 1

. . . 0.283 0.906 7 0.8982 2

cbck j

2

2 3

.

0.898 0.4492

MR Q bd

dMR d d N mm

B.M = M = 20 KN-m = 20×106 N-mm.

0.449d3 = 20×10

6

d =

16 320 10

3540.449

mm

b = ½d 177mm

Area of steel

Ast = 620 10

230 0.906 354st

m

jd

Ast = 271.1 mm2

MR = 0.449d3 19.91 ×10

6 N-mm

Present load carrying capacity of beam.

B.M = MR

2

8

WL = 19.91×10

3 N/m

W = 3

2

19.91 10 8

(5)

W = 6371.2 N/m

Self-weight of beam (per meter) = 25000 177 354

1000 1000

= 1566.45 N/m




Total superimposed load which beam can carry safely excluding self-weight

6371.2 – 1566.45 4804.75 N/m

4.8 KN/m

In this beam for increasing load carrying capacity introducing FRP

ft = 0.5 mm. (1 layer)

ffrp = 260 N/mm2 (CFRP)

Tfrp = ffrp× Afrp

Tfrp = 260×88.5 23010 N 23.01 KN

Now New moment of Resistance

6 3

=

=

= 271.1 230 23010 0.906 354

= 27.37 10 (27.37 10 )

s frp

st st frp

MR T T j d

MR A T j d

MR

MR N mm Nm

Now new load carrying capacity of beam

B.M = M.R

W = 3

2

27.37 10 8

(5)

W = 7478.4 N/m

Self-weight of beam per meter = 25000 177 354

1566.45 /1000 1000

N m

Total super imposed load which beam can carry safely excluding self-weight

7478.4 – 1566.45 5911.95 N/m

5.911 KN/m

Total increment in load carrying capacity of beam after applying 1 layer of CFRP with 0.5

mm thickness. 5.911 KN/m – 4.8 KN/m = 1.111 KN/m

FINDINGS OF THE STUDY

The composite plate bonded to the tension face of the beam increases

(i) The stiffness

(ii) Yield moment and

(iii) Ultimate moment of the beam and reduces

(iv) The curvature at failure

On the basis of design of reinforced concrete beam with FRP composites. The wrap system are

fully capable to increased

(1) Flexural strength of beam under 100 % increased live load and

(2) Increased the shear strength of R.C.C „T‟ beam




SUGGESTED FUTURE WORK

[1] The failure of reinforced concrete beams strengthened with epoxy-bonded composite

plates should be investigated for the failure of the concrete layer between the plate and the

reinforcing bars to develop a rational approach for predicting the load causing this type of

failure.

[2] Reinforced concrete design with FRP composite according to IS 456

[3] A special code can be made for FRP wrap system

[4] To evaluate the effect of weather and aging in FRP wrap system

[5] FRP wrapping system can be, more easy and more reasonable

[6] To reduce the possibility of failure of FRP wrap system like, Debonding

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Program.

[6] Oehlers, D.J. (1988) “Reinforced concrete beams with steel plates glued to their soffits,

Prevention of plate separation induced by flexural peeling” Report No. R80, Dept. of civil

Engineering, university of Adelaide, Adelaide Australia.

[7] Raithby. K.D. (1980). “External strengthening of concrete bridge with bonded steel

plates.”Report No. SR. 612, Department of Transportation. Transport and Road Research Laboratory

Crowthorne, Berkshire, England.

[8] P.R. chakrabati1, D. millar,

2 and S. bandy opadhyay

3 “Application of composite in Infrastructure

Part I and II a brief report on material and construction.

[9] Joannie W.chin August 1996 Building and fire research laboratory “National Institute of

Stnadardand technology Gaithersburg MD 20899”. “Material Aspects of fiber – reinforced Polymer

composite in infrastructure”.

Citation from patent:

[1] Park R. And Paulay T. (1975) “Reinforce concrete structures” John Wiley and sons Inc.New

York N.Y.

[2] Pleimann. L.G. (1987) Tension and bond pull-out test of deformed fiberglass road. Vega

Technologies. Marshal. Ark.

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