Flexural Behaviors of Concrete / EPS-Foam / Glass-Fiber Composite Sandwich Panel

Composite structural insulated panels (CSIPs) have been developed for structural floor applications instead of traditional structural insulated panels (SIPs). However, the load bearing capacity of CSIPs is low due to the debonding between the top face sheet and the core when they are used for floors. To overcome this drawback, an improved composite structural insulated panel (ICSIP) was proposed and analyzed in this paper. In ICSIPs, a thick layer of concrete is used as the top face sheet instead of glassfiber-reinforced polymer (GFRP) in CSIPs to increase the stiffness of the top compression face sheet. However, the bottom GFRP face sheet and EPS cores in CSIPs are preserved to reduce the weight of the structure and act as a template for the top concrete panels. Full-scale experimental testing and finite-element analysis were conducted to predict the flexural strength and deflection of the ICSIP floor member. Good agreement has been observed between the numerical results and experimental response up to the failure. -e cause of failure of ICSIPs is the crushing of concrete face sheet rather than debonding. Moreover, the calculation formula for the ultimate bearing load and deflection was also developed based on the classical sandwich theory. -e theoretical predictions reflect well the linear flexural response of the ICSIPs, while deviate as the load increases up to failure due to the theory limitations.


Introduction
e sandwich panels named structural insulated panels (SIPs) were proposed in 1935 by Forest Products Laboratory (FPL) in the United States [1].And the first large-scale SIPs manufacturing effort appeared in 1959 when Koopers Company converted an automotive production plant in Detroit into a SIP production facility [2].en in the mid-1980s, a significant number of manufactures began producing SIPs on a large scale with the improvement of production technology.To date, traditional SIPs have been used for many different applications, such as exteriors wall, roof, floor, and foundation system throughout the world [3,4].SIPs have brought many benefits for the modular panelized construction industry because of characteristics of high quality and precast.However, SIPs still have a lot of drawbacks such as termite attack, low permeability, and weak resistance against wind loading because the oriented strand board (OSB) face sheet is a wood-based composite laminate [5].
To overcome the shortcomings of traditional SIPs, a new composite structural insulated panel (CSIP) was proposed in 2010 [6].CSIPs utilized low-cost orthotropic thermoplastic glass-fiber-reinforced polymer (GFRP) as face sheets instead of OSB.ey can provide much higher strength, stiffness, and creep resistance than traditional ones [7][8][9].A comprehensive explanation of CSIP concept, materials characteristics, and manufacturing techniques is proved by Vaidya and Uddin [10].Mousa and Uddin carried out a series of study in order to determine the global buckling, debonding interfacial tensile stress, critical wrinkling stress, equivalent stiffness, and deflection for CSIPs [10,11].eoretical and experimental studies have demonstrated that CSIPs are characterized by high strengthto-weight ratio, excellent thermomechanical properties, and superior corrosion resistance.
However, two drawbacks of CSIPs are still noticeable when they are used as oors or large span roofs.One is the de ection of CSIPs is large relatively in despite of the high strength [10][11][12][13].e elastic modulus of GFRP is comparatively small, which leads to a large de ection of CSIPs.Several investigations show that it is di cult for CSIPs to satisfy the requirements of de ection in building codes if they have the same thickness with concrete oors panel [14,15].e other is the debonding between the compression face sheet and the core. is debonding phenomenon always appears under a small load due to the weak bonding strength of adhesive and low compressive performance of GFRP face sheet, which makes only 17% of carrying capacity of CSIPs be used [10,15].
An improved composite structural insulated panel (ICSIP) was proposed to expand the application of CSIPs in this study.ICSIPs retains the bottom GFRP face sheet and EPS core in the CSIPs, but recycled aggregate concrete was used as the top face sheet instead of the top GFRP face sheet.
e recycled aggregate concrete face sheet has higher compression performance than the GFRP face sheet.erefore, ICSIPs e ectively overcome the problem of large structural displacement and low bearing capacity due to the low compressive performance of the top face sheet in CSIPs.Meanwhile, the recycled aggregate concrete has lower cost than the GFRP, which makes the ICSIPs have more advantageous in terms of production cost than the CSIPs.Similarly, the cost of ICSIPs is still attractive compared to traditional SIP while maintaining the same thickness of EPS core.
e characteristic and manufacturing of ICSIPs were studied in this paper and exural behaviors of full-scale ICSIP oor members were investigated.In order to understand the load bearing capacity and de ection of the ICSIP oor member, the experimental testing, nite-element analysis, and theoretical evaluation were performed.

Characteristic of ICSIPs.
e concept of ICSIPs is still based on a sandwich structure, in which a soft light-weight thick core is sandwiched between two strong face sheets.e ICSIPs that are developed and evaluated in this research are composed of low-cost orthotropic thermoplastic GFRP laminate as the bottom face sheet, expanded polystyrene (EPS) foam as the core, and recycled aggregate concrete as the top face sheet (Figure 1).e dimension of the ICSIPs is consistent with the traditional CSIPs.e thickness of GFRP face sheet is 3.04 mm which is the same thickness as the bottom face sheet in the CSIPs.e thickness of the recycled aggregate concrete face sheet is consistent with the EPS core, which can e ectively ensure that most of the concrete material is under pressure.erefore, the thickness of both the recycled aggregate concrete face sheet and the EPS core is 70 mm.e top face sheet in ICSIPs carries the compressive stress, and the bottom face sheet in ICSIPs carries the tensile stress.However, the core stabilizes the face sheets against buckling and increases the sti ness by holding the face sheets apart.
erefore, structural layout of ICSIPs is reasonable for GFRP as the bottom face sheet provides high tensile strength, high durability, and re resistance; EPS as the core are characterized by light weight, thermal insulation, and excellent impact properties, and recycled aggregate concrete as the top face sheet provides high compressive strength and low cost.e assembly of the bottom GFRP face sheet and EPS core can serve as a template for the top concrete face sheet.e application of recycled aggregate concrete reduces the construction waste materials e ectively and achieves the purpose of environmental protection.Moreover, ICSIPs have another advantage related to corrosion, for the bottom GFRP face sheet, and the EPS core can prevent moisture entering the cracks in concrete.
Figure 2 illustrates the fabrication process of ICSIPs.e GFRP face sheet is bonded to the EPS core using a hot-melt thermoplastic spray adhesive.en, the assembly is used as the template supporting the setup of reinforced steel mesh and the cast of concrete.e recycled aggregate concrete can bond with the EPS core naturally during the hardening process of concrete.High-quality and attractive panels can be produced in a short duration by large-scale assembly lines.

Materials of ICSIPs.
e thermoplastic composite bottom face sheet used for ICSIPs consists of 70% bidirectional glass-bers impregnated with polypropylene resin.e production of GFRP is directly obtained from the manufacturer with mechanical properties listed in Table 1.e EPS foam core has a high R value, which represents better resistance to the ow of heat.Good thermal resistance property is valuable when CSIPs are used as roof covers.e properties of EPS foam bought from the manufacturer and used in this study are provided in Table 1.
Recycled aggregate concrete is used as the top face sheet.e use of recycled aggregate concrete can not only reduce the construction waste but also decrease the cost.Ordinary Portland cement with a strength of 32.5 MPa and natural river sand ne aggregate with a neness modulus of 2.67 are used in the recycled aggregate concrete.e recycled coarse aggregate is a commercial concrete with a strength of C20∼C40 discarded by a testing station.e concrete was crushed using a small jaw crusher, which produced 2 Advances in Materials Science and Engineering aggregates with a maximum nominal size of 30 mm.After that, the aggregates were separated according to their dimension, by mechanical sieving, and only the diameter between 5 mm and 20 mm was used.After determining the basic performance indexes such as void ratio, water absorption rate, and apparent density of recycled coarse aggregate, the mix design was determined (Table 2).Standard concrete test blocks are produced in the laboratory  according to the Chinese building code [16].After a 28-day period of wet curing, the material properties of recycled aggregate concrete were tested in the laboratory and the test results are presented in Table 1.According to the construction requirements, a steel-mesh layer is used for reinforcing concrete.e diameter of steel bars is 8 mm and the space is 200 mm.e mechanical properties of reinforced steel bars are also listed in Table 1.
It is well known that debonding between the core and face sheet is the main failure mode of sandwich composite structural.According to the pull-off testing of the three kinds of adhesives for EPS core and GFRP face sheet, epoxy spray adhesive was the most cost-effective candidate adhesive [2].
us, the epoxy spray adhesive was chosen for bonding the bottom GFRP face sheet and EPS core in this paper.e adhesive used in ICSIPs is a two-component hightemperature adhesive based on epoxy resin. is adhesive was purchased from USA Osborne (China) Co., Ltd., and the performance specifications of the material are shown in Table 3.

Specimen Preparations and Test Setup.
Five specimens were produced in the laboratory and the production process is shown in Figure 2. At first, the EPS core was bonded to the bottom GFRP face sheet using the adhesive.en, a layer of steel mesh was setup on the top of the EPS core.Finally, the recycled aggregate concrete was cast.After curing for 28 days, the ICSIPs were finished.e standard concrete blocks were made for measuring the material properties which are shown in Table 1.e dimension of the specimen is shown in Figure 1 which is the same with traditional SIPs used in the modular buildings nowadays [10].
e experimental testing was performed according to the ASTM E-72-5 standard [17].And the load was applied at the one-third and two-thirds span of the specimen through a 100 kN SHIMDZU universal testing machine with a loading rate of 2 mm/min.Figure 3 shows the actual test setup for the flexural test of ISCIPs.Electric resistance strain gauges were used to monitor longitudinal strains in the tension and compression skins at midspan along the two center lines of the specimen.A displacement transducer with sensitivity 0.1 mm was used to record the midspan deflections, which were recorded by the testing machine automatically.

Experimental Results.
e load-deflection relationship is meaningful to reflect the flexural bearing capacity of ICISPs.e experimental results of the five test pieces are basically the same.And the average of the results of the five test pieces was calculated to evaluate the mechanical properties of the ICISPs.As seen from Figure 4, the load-deflection curve for the experimental panels can be divided into three stages.In stage I, the curve is linear.e load is 15.8 kN in the end of stage I and the corresponding displacement is 3.9 mm.en in stage II, the characteristic of nonlinear can be observed.
e load arrives the peak value at 27.7 kN with a midspan deflection of 8.8 mm.Before the load reaches the peak value, cracks can be observed at the recycled aggregate concrete top skin at the end of stage II.e debonding between recycled aggregate concrete face sheet and EPS core appears at the end of the stage II.In stage III, the deflection keeps increasing but the load decreases.It can be observed that the concrete is crushed in this stage.And the ICISPs reach the ultimate bearing capacity.
Figure 5 shows the typical failure states of the ICSIPs.e results of the experiments show that the specimen fails in a brittle manner due to the crush of concrete.e appearance of the initial cracks and the crack propagation in the concrete layer can be observed during this stage with the expansion of the crack debonding between the recycled aggregate concrete faces and EPS core happens.ere is no debonding between EPS core and GFRP face sheet, and there is no visible failure of the bottom face sheet.In the end of stage III, the recycled aggregate concrete top skin is crushed fully and the deflection arrives to 164 mm.But the bottom skin showed good capacity of large deformation.
e tensile and compressive strains are recorded from the strain gauges attached to the ICSIPs specimen, as plotted in Section 6.2.e results show that the longitudinal strains of GFRP skin and recycled aggregate concrete skin increase linearly with load before any failure is observed.is shows  4 Advances in Materials Science and Engineering the elastic behavior of ICSIP floor panels.When the specimen fails, the tensile strain in the bottom GFRP skin is 0.000972 and the compressive strain in the top concrete skin is 0.000442.

Investigation by Numerical Simulation
4.1.Finite-Element Models.e ICSIPs in this paper were analyzed using the universal finite-element software ANSYS [18].e structural scheme of the panel is 2.4 m in span and 140.04 mm in thickness referring to the CSIP [10].e materials of the core and the bottom GFRP skin of ICSIP are the same to those of CSIP.e panel is constrained on simple supports.e loads are applied on the nodes at one-third and two-thirds span of the top layer to simulate the testing situation.
e properties of all materials are listed in Table 1.Standard Solid45 element of the ANSYS element library is used for the models of the EPS core and the GFRP skin, and Solid65 element is used to simulate the recycled aggregate concrete [15,19,20]. is element is capable of simulating plastic deformation, calculating cracking in three orthogonal directions, and judging crushing.In ICSIPs models, there is no relative movement between face sheets and EPS foam cores as they are glued together.Ideal linear elastic relationships are assumed for the GFRP and EPS foam.Multilinear stress-strain relationship for recycled aggregate concrete is adopted (Figure 6) because both cracking and crushing failure modes are accounted for.e shear transfer coefficient introduced into the crack model is 0.3 [21][22][23][24].Reinforcement steels are discredited into elements, and the effects of reinforcing are averaged within the pertaining element.Cracks are idealized into the smeared type.19800 elements are required for the ICSIPs model because the face sheets are very thin and the materials are different between face sheets and core.

Static Analysis.
Based on the previously described finiteelement model, numerical calculations with ANSYS were conducted.e experimental limit load 27.7 kN is averaged and applied at the loading points in addition to structural dead weight.e results of linear static analysis are summarized in Figure 7.
e maximum vertical displacement of the ICSIP is 7.76 mm.It is about 1/309 the span and can satisfy the requirement of codes with surplus.If only gravity is considered, the displacement is 0.09 mm. is proportion in the total displacement is about 1.2%.It shows that the structural self-weight is light relatively.
From the side-by-side comparison of stresses in three components of ICSIPs (Figure 7), it can be observed that the maximum stress of GFRP face sheet is 11.5 MPa, which occurs at the middle span.It is much less than the allowable stress of GFRP.e maximum stress of the EPS foam at the middle span is much smaller, only 0.01 MPa.But the maximum stress reaches 0.62 MPa at the region besides supports.
e compression stress in recycled aggregate concrete is 6.77 MPa at the middle span, much less than the allowable stress.However, the maximum stress of the recycled aggregate concrete is tensile 2.02 MPa at the middle span.It shows the tensile stress is dramatic even if the panel bends downwards.
e value of the tensile stress is beyond the allowable stress and cracks occur, so it is necessary to carry on the geometrical nonlinear analysis considering the development of cracks in recycled aggregate concrete.

Nonlinear Analysis.
Nonlinear buckling analysis can satisfy the real-world situation such as large deflection, initial imperfection, and cracks better [15].A nonlinear constitutive relationship of recycled aggregate concrete was adopted (Figure 6), while the GFRP face sheet and EPS core still use linear elastic constitutive relationship because their maximum stress is much less than their allowable values.e Newton-Raphson equilibrium iteration method was activated, and stress stiffness was considered.Convergence criteria were based on force and displacement, and the convergence tolerance limits were initially selected by the ANSYS program.
e results obtained from finite-element models are summarized in Figure 8.It can be observed that the initial cracking of the panel in the FE model corresponds to a load of 16.4 kN.At this time the, stress is just beyond 1.20 MPa, the modulus of rupture of the recycled aggregate concrete.Advances in Materials Science and Engineering is agrees well with the load of the experiment.e initial crack can be seen to occur in the constant moment region in the middle one-third span, and it is a exural crack.
Subsequently, cracks expand as the load increases, and these cracks extend out from the initial one.Displacements of the panel begin to increase at a higher rate with the increase of the load.e characteristic of nonlinear is obvious from the load-displacement curve.At 29.4 kN, one crack has reached the top of the panel and failure is soon to follow.At last, a few severe cracks throughout the entire thickness arise, and the compressive stress in concrete has been beyond the ultimate strength.e panel can no longer bear the additional load as indicated by an insurmountable convergence failure.In the last stage, it shows the crushing of recycled aggregate concrete.e maximum displacement at midspan is 8.28 mm.6

Theoretical Evaluation of the Flexural Response
Advances in Materials Science and Engineering where σ 1 is the bending strength of the concrete compressive skin, M is the moment about the neutral axis, W is the exural section factor, E 1 is the elasticity modulus of the recycled aggregate concrete compressive skin, and I is the second moment of the neutral axis of the composite sandwich section.EI is the exural sti ness of the entire section.en the crest value of the load P can be expressed by the following equation: And the exural sti ness of ICSIPs was calculated using the sum of the exural sti ness of the constituent parts about the center axis of the entire section.It can be obtained by the following equation: where E 2 and E 3 are the modulus of elasticity of the core and the bottom skin, respectively, and d is the distance between compression force line and the neutral axis (Figure 9), and it can be obtained by the following equation: where E is the equivalent modulus of elasticity of the entire section and η is the reduction factor of the equivalent elastic modulus.And considering the stress state of the ICSIPs, η takes 0.57.

Analysis of De ection.
In ICSIPs, the shear sti ness of EPS core is very low compared with the face sheets, so the shear deformation should be accounted in the total de ection.And the total deformation of the ICSIPs can be predicted as the sum of bending and the shear de ections: where Δ, Δ b , and Δ s indicate the total de ection, de ection owing to bending, and de ection owing to shear, respectively.As we know, the de ection at the midspan of the beam is the maximum for a simply supported beam under four-point static bending.So, the total de ection can be calculated by the following equation, which is based on the principle of virtual work from the classical structural analysis: where M p and Q p indicate the bending moment and the shear due to the load and M and Q indicate the bending moment and shear due to the unit load at the midspan.GA is referred to as the shear sti ness of the sandwich beams, and k is the shear correction factor.erefore, the de ection can be calculated by integrating the de ection along the beam as follows: For the specimen with a rectangular section, the shear correction factor K is 1.2.In the end, the total de ection at the midspan can be obtained:

Comparison and Discussion
e analysis of results comparison between the theoretical prediction, numerical simulations, and experimental testing is discussed in this section.

Discussions on Load-De ection Curves.
e comparison of the theoretical analytical, numerical and experimental loads, and midspan de ection curves for ICSIPs tested under four-point bending is shown in Figure 10.To describe the average di erence between the experimental data points and the mean, we added standard deviation information in the form of error bars.Overall, the theoretical results are in good agreement with the experimental and numerical results.e theoretical predictions re ect well the linear exural response of the ICSIPs, while deviate as the load  Advances in Materials Science and Engineering increases up to failure due to the theory limitations.e load increases linearly with de ection until the load reaches the maximum values.en, the obvious decrease of stiness is seen due to the appearance of cracking of the top recycled aggregate concrete skin.e cracks extend along the thickness of the top skin, which leads to dramatic increase of de ection.
e maximum load of experiment is 27.7 kN.However, the theoretical peak value of the load is 32.3 kN which is 16.6% larger than the experimental results.Correspondingly, the maximum de ection of theoretical results is 6.72 mm, which is 13.4% smaller than the experimental results.
e reason is owing to the assumption of linear elastic behavior of materials.
e FE analysis considering the double nonlinear behavior of material and geometry provides the process of failure in good agreement with the experiments.e numerical value of the maximum load is 29.4 kN, which is a little larger than that of the experimental result.And the corresponding de ection of midspan is 8.28 mm, which is a little smaller than that of the experimental result.e small divergence between the experimental and numerical results is attributed to two reasons.One is the e ect of the debonding phenomenon was not considered in the FE analysis, and the other is the errors during the manufacture and test of specimen.

Discussions on Load-Strain Relationship.
Figure 11 shows the comparison of the load-strain relationship between the numerical and experimental results (mean ± SD, n 5).e linear relationship can be observed in both the tension and compression skins.e numerical and experimental results have good agreement.e good match between the experimental and the simulated response of the ICSIPs indicated the good interaction between the core and double skins.

Failure Mode.
e experimental results showed that the failure mode of the specimen under four-point bending test is the compressive failure of the top recycled aggregate concrete skin.
e failure mechanism analysis from the FE analysis is shown in Figure 12. e maximum stress in the top recycled aggregate concrete skin reaches the critical value, while the stress in the bottom GFRP skin is far less than their allowable value.
e cracks appear at the bottom of the concrete layer at the midspan and extended upwards quickly until the crush of the recycled aggregate concrete layer.When the specimen reached the ultimate load, the debonding occurs between the top recycled aggregate concrete face sheet and the EPS core due to crushing of the recycled aggregate concrete face sheet.However, there is no debonding between EPS core and GFRP face sheet.In all specimens, the failure mechanisms predicted from the FE simulations are similar to the failure mechanisms observed in the experimental investigation.

Comparison with the CSIPs.
e research results of the improved CSIPs in this paper show three obvious di erences from CSIPs [10].e rst is the load bearing capacity of ICSIP 3.46 times of that of CSIP.e frontier is 27.7 kN while the latter is 8 kN.It shows that ICSIP is strong enough to bear the load 7.6 kN/m 2 except of self-weight when they are used in oors with the span 2.4 m. 8 Advances in Materials Science and Engineering e second is that the maximum deflection of ISCIP (8.8 mm) is about 6 times smaller than that of CSIP (52 mm).
e deformation of 1/273 of the span shows that it can satisfy the requirement of stiffness when they are used in floors or roofs.
e third is that the failure mode of ICSIP is different from that of CSIP (Figure 12).e frontier is the crush of the top recycled aggregate concrete layer.However, the latter is the debonding between the compression face sheet and the core which causes the face sheet wrinkling failure and the core shear failure immediately.

Comparison with the Recycled Aggregate Concrete Panel.
If only the recycled aggregate concrete top layer is kept while the EPS core and the bottom GFRP skin are moved away, the limit load is 2.8 kN.Even if enough reinforced steel bars are set inside to abide by the building codes for panels, its ultimate load is no more than 12.5 kN.It shows the ICSIP is much stronger than the recycled aggregate concrete panel with nearly the same self-weight.e sandwich structure of ICSIP has much larger moment resistance stiffness by enhancing thickness of the panel.And advantages of compressive concrete and tensile GFRP materials are made full use.e sandwich structure of ICSIP can also be used for reference to strengthen the damaged concrete floors or roofs in service.

Conclusions
New improved composite structural insulated panels (ICSIPs) were presented for the structural floor of roof applications in this paper.A full-scale experimental test of four-point bending was investigated.e FE analysis was conducted based on the ANSYS program.And theoretical formulas were also developed to calculate the ultimate bearing load and deflection.e main conclusions from this study can be summarized as follows: (1) e ICSIPs are applicable for building floors or roofs with enough structural strength and stiffness in comparison with CSIPs.e ICSIPs can overcome the two shortcomings of CSIPs; one is the large deflection, and the other is the low bearing capacity.It is especially suitable for large-span roofs owing to excellent thermomechanical properties and superior durability except of high strength.(2) e general mode of failure of ICSIPs was the crush of the top recycled aggregate concrete layer at the midspan.
(3) e nonlinear FE analysis is effective in the engineering design of ICSIPs in engineering practice.And the theoretical predictions reflect well the linear flexural response of the ICSIPs, while deviates as the load increases up to failure due to the theory limitations.(4) ICSIPs are strong enough to bear heavy loads.
From the analysis of stiffness, it is still the requirement of deflection that controls the design of ICSIPs.erefore, the strength of the recycled aggregate concrete is feasible as the top face sheet in ICSIPs, and it is conducive to save resources and to protect the environment.

Figure 2 :
Figure 2: Manufacturing of ICSIPs: (a) the EPS core was bonded on GFRP; (b) steel mesh was setup; (c) the recycled aggregate concrete was cast; (d) a piece of ICSIP was made.

Figure 3 :
Figure 3: Experimental setup for the test.

5. 1 .
Analysis of Load Bearing Capacity.Figures1 and 9show the geometrical characteristic and details of the test specimen.ewidth is B 1200 mm, the depth is H 143.04 mm, and the test span is L 2400 mm. e depth of the top recycled aggregate concrete layer is t 1 70 mm, the depth of the EPS core is t 2 70 mm, and the depth of the GFRP layer is t 3 3.04 mm.e distance between the recycled aggregate concrete of the top layer and the core is d 1 70 mm, and the distance between the center of the core and the bottom layer is d 2 36.52 mm. e failure mode of ICSIPs is the crack of the recycled aggregate concrete top skin when the applied load reaches the ultimate strength.eclassical theory of sandwich panels provides the calculation formula corresponding to this failure mode[3,[25][26][27][28][29].

Figure 7 :Figure 8 :
Figure 7: Results of static analysis: (a) structural displacement; (b) stress in the recycled aggregate concrete layer; (c) stress in the EPS core; (d) stress in the GFRP skin.

Figure 9 :
Figure 9: Force diagram: (a) schematic illustration the loading; (b) forces for cross section.

Table 1 :
Mechanical properties of materials.

Table 3 :
Performance specifications of the epoxy adhesive.