Concrete Composite Structures Research Articles

Failures of geometrically asymmetric steel-UHPC composite beams

Geometrically asymmetric steel-ultra-high performance concrete (UHPC) composite structures (SUCSs) suffer several typical failure modes during applications in structural engineering. But the competing mechanism of these failure modes remains a challenge to be urgently overcome. In the present paper, the failure modes of the geometrically asymmetric SUCSs under lateral loads are theoretically predicted and numerically studied. Considering both the geometric asymmetry of the structure and the tensile-compressive asymmetry of UHPC, a theoretical model is proposed to predict the critical failure load for each failure mode (e.g., bending and core shear), and then a failure mechanism map is constructed by comparing each critical failure load. The theoretical predictions are in line with the present numerical results and the previous experimental measurements. The results demonstrate that geometric asymmetry, together with some other geometric parameters and material properties, have remarkable influences on the failure modes of structures. This work provides an effective approach for predicting and designing the failure modes of geometrically asymmetric SUCSs in structural engineering applications, such as undersea tunnels, offshore platforms, and nuclear shielding walls.

Experimental verification of innovative spatial reinforcement of ultra-high performance concrete with mesh tubes

The article presents the concept of innovative spatial concrete reinforcement, consisting of a new, patented reinforcement system with mesh tubes. The concept of spatial reinforcement is a proposal for homogenization of composite concrete structures, which in a unique and very effective way allows the use of reinforcing material in the form of an ordered structure of glass fibres. A comparative analysis was carried of the test results of concrete composite samples reinforced with mesh tubes made of high-strength glass fibre, with the results on concrete samples without reinforcement and on fibre concrete samples containing an equivalent amount of glass fibres of two different lengths, made of the same type of glass fibre as the mesh tubes. Base concrete with ultra-high performance properties was used for the tests. Experimental tests concerned the strength and deformation properties of the composites, i.e. compressive strength, direct tensile strength and splitting tensile strength, and secant modulus of elasticity in compression. Beam models were also tested in a four-point bending test, which made it possible to determine the load-carrying capacity, flexural strength and analyse the cracking and failure mechanism. Comparative analysis of the experimental results showed the high effectiveness of the proposed spatial reinforcement of concrete with glass fibre mesh tubes. The use of spatial reinforcement resulted in an increase in compressive strength, direct tensile and splitting tensile strength by 5 %, 29 %, 27 % respectively, compared to fibre concrete. However, the load-carrying capacity of the spatially reinforced beam was 85 % higher compared to the fibre concrete beam.

Effect of corrugated steel angle on the damage characteristics and anti‐explosion performance of corrugated steel–concrete composite structures

SummaryA three‐dimensional refined numerical simulation model of a corrugated steel–concrete slab composite structure under contact explosion load was established by the finite element model and smoothed particle hydrodynamics(FEM‐SPH) coupling method to explore the anti‐knock properties of corrugated steel reinforced concrete slabs with different angles. The effects of corrugated steel angle on the dynamic response, damage evolution characteristics, damage mode, anti‐knock property, and propagation mechanism of the shock wave in the composite structure were investigated, and the damage prediction and anti‐knock property evaluation of the composite structure were carried out. The results show that the simulation results of the mid‐span displacement of the corrugated steel are consistent with the experimental results, and the maximum error is 2.3%, which verifies the effectiveness of the contact explosion simulation process. The mid‐span displacement, peak stress, acceleration at the center point, and energy absorption value of 90° corrugated steel are 17.9%, 70.5%, 88.6%, and 59.4% lower than those of 30° corrugated steel. The damage range of the composite structure gradually decreases with increasing angle of the corrugated steel. The failure volume of the concrete slab reinforced by corrugated steel with different angles decreases with increasing angle of the corrugated steel, and the energy absorption value of the composite structure increases with increasing of angle of the corrugated steel, mainly because the corrugated steel increases the number of reflections of the stress wave. The research results can provide a theoretical basis for the application of composite structures in the field of structural anti‐explosion protection.

Shape Effect of Rockfall Impacting Sandy Soil Cushion Layer–Reinforced Concrete Slab Composite Structure

The impact effects of falling rocks on sand–reinforced concrete slab composite protective structures involve several factors. Among them, the existing codes are unable to consider the effect of rockfall shape and the angle of contact between the rockfall and the object on the impact force as well as the depth of penetration. Based on extensive field investigation, this paper proposes a shape factor to simplify the rockfall into an ellipsoid and determines the shape and dimensions of the rockfall by three-dimensional axis length. Besides, a coupled SPH-FEM numerical calculation model is established and validated through comparison with a large-scale outdoor test of a rockfall impact protection structure. Finally, the effects of rockfall shape and impact angle on the symbolic parameters including impact force, impulse and energy in the impact process are revealed. The findings indicate that the maximum force and displacement of the midpoint of the bottom of the reinforced concrete slab have relative errors within 5.0 % when compared to the model test, confirming the precision of the models discussed in this paper. For the same rockfall, the peak force decreases with the impact angle increasing; taking the same volume of spherical rockfall as the reference, under the same rockfall pattern, the peak impact force and impulse amplification factor decreases with the increase in contact attitude angle. Additionally, the scaling effect becomes more pronounced when the shape factor of the rockfall is smaller; under the same shape factor, the impact depth of the cushion layer is the smallest when the attitude angle is 45°, and the maximum when the impact angle is 90°; the SPH-FEM coupling algorithm could reasonably reproduce the pit-forming process of sand and soil, and it is very effective in simulating the flow effect of soil particles under impact.

Flexural behavior of the corrugated steel-concrete composite structures with the polyurethane concrete (PUC)

The use of polyurethane concrete (PUC) with a high compressive strength together with a corrugated steel plate (CSP) with a high tensile strength can improve the bending capacity of the corrugated steel-concrete composite structures. Although the PUC is lighter than normal concrete, its compressive, tensile, and bond strengths are much higher. In the paper, two groups of corrugated steel-concrete composite structure specimens with the PUC were designed, and the positive and negative bending capacities of the composite structure specimens were tested by a symmetrical four-point loading test and compared with that of the composite structure specimens using the normal concrete. The test results show that the bending capacity and deformation property of the composite structure specimens with the PUC are greatly improved compared with those using the normal concrete. Compared with the positive and negative bending capacities of the corrugated steel-normal concrete composite structure specimens, the composite structure specimens using PUC in the compression zone increased by 137.88 % and 136.42 %, while the corrugated steel-PUC composite structure specimens increased by 311.69 % and 283.39 %. Since the PUC has high bond strength, the test results of the negative flexural rigidity of the corrugated steel-PUC composite structure specimens were evaluated higher than the derived theoretical results. The test results of the corrugated steel-normal concrete composite structure specimens and the composite structure specimens using PUC in the compression zone are consistent with the theoretical results. In addition, using the PUC in the compression zone greatly improves the negative bending performance of the composite structure.

Tensile Capacity of Self-Piercing Rivet Connections in Thin-Walled Steel and Concrete Composite Structures

Tensile Capacity of Self-Piercing Rivet Connections in Thin-Walled Steel and Concrete Composite Structures

Seismic Retrofit of Concrete Buildings Damaged by Corrosion: A Case Study in Southern Italy

A case study of a building in southern Italy, subjected to high degradation by corrosion and waiting to be assessed for retrofit interventions, is presented. The owner required modifications to the building configuration, including a new layout of the floors and retrofitting for a high level of seismic load. A double strategy of an assessment and retrofit was carried out: dynamic linear and static non-linear analyses were performed, and the results were compared. Afterwards, a global strategy of mass and stiffness redistribution was implemented together with different retrofit interventions on the foundations, columns, and beams of the framed structure, such as reinforced concrete and steel jacketing, the application of FRP plates and fabrics, new steel elements, and steel–concrete composite floors. The results of the intervention are discussed and the implications of corrosion on the structures are explored. From the results obtained, it is possible to see how the use of different techniques for strengthening and passive seismic protection strategy can allow engineers to obtain the result of structural adaptation to earthquakes with low-cost interventions. The widespread adoption of steel jackets, coupled with the construction of floors using a steel–concrete composite structure, grants a good confinement of the beam–column r.c. joints, together with the overall strengthening of the existing structure. The adoption of CFRP wrapping at the lower edge of the beams implies a limited increase in thickness and the limited interventions of partial demolition from the existing structural members. A critical review of the steel jacketing aspects in terms of bending and shear strengthening is reported by considering this technique in the form of a steel exoskeleton containing the damaged concrete structure, by confining concrete elements, and by increasing the performance for both gravitational and seismic loads.

Fatigue growth behavior of mode II crack in headed stud steel used in steel–concrete composite structures

The fracture mechanics method has been employed for fatigue performance evaluation of stud used in steel–concrete composite structures while the fatigue crack growth behavior in headed stud steel has not been systematically studied. The present work is proposed to investigate the fatigue growth behavior of mode II crack in headed stud steel and its welded joint. Compact tensile shear (CTS) specimens extracted from the base material (BM) and weld metal (WM) of stud are tested under mode II loading to investigate the fatigue crack growth (FCG) trajectories and rates with different stress ratio. The crack closure level and FCG threshold are determined and discussed. Results show that the crack deflection in BM meets both the MTS criterion and S-criterion, while crack deflection in WM does not meet the two criterions. The 2% compliance offset criterion in the origin ASTM method is suitable to determine the crack opening force both for BM and WM of stud. The low crack closure level in WM indicates the tensile residual stress in welded joint, resulting a more quickly fatigue crack growth rate (FCGR) in WM than that in BM. The calculation formulation of equivalent SIF range proposed by Borrego et al. is verified with the best normalization effects and is recommended to fit the FCGR model both for headed stud steel and its welded joint under mode II loading.

Study of Innovative Connector for Steel–Concrete Composite Structures

The paper presents an analysis of the innovative connector for manufacturing a steel–concrete composite beam. The connector consists of a corrugated metal sheet in the shape of a dovetail and shot nails. The nails are shot through the sheet fold into the flange of the steel I-section. Experimental studies of push-out tests were carried out. The conducted tests proved that the proposed solution can be applied as the fastener for steel–concrete composite beams for the construction of ceilings in utility public buildings with small beam’s span. Considering the criteria presented in the Eurocode 4 standard and the results of the experiments, it was proven that all analyzed types of fasteners are ductile. The connector made of sheet with a thickness of 1.00 mm and 2 nails is characterized by a breaking load of 30.83 kN. The load-bearing capacity of the fastener can be adjusted by changing the corrugated sheet thickness and changing the number of nails shot in the single fold of the sheet.

Effects of Freeze-Thaw Cycles on Interfacial Shear Transfer Characteristics in Section Steel Reinforced Concrete Composite Structures with Stud Connectors

This study examines how freeze-thaw cycles influence the shear transfer characteristics at the interface of section steel with stud connectors and concrete. Push out tests were performed on fourteen section steel reinforced concrete composite structures with stud connectors (SRCSC) and two without them. The analysis focused on examining the impact of variables such as the number of freeze-thaw cycles, the diameter of studs, and the arrangement of studs on the interfacial shear capacity of the SRCSCs. Experimental results showed that with an increase in the number of freeze-thaw cycles, the damage morphology of the SRCSCs transitions from stud shearing to concrete splitting. Concurrently, the interfacial shear capacity and shear stiffness of SRCSCs diminish. Large-diameter studs could effectively improve the interfacial shear properties of SRCSCs. Additionally, SRCSCs with studs positioned in the web demonstrate enhanced interfacial shear transfer capabilities compared to those with studs located in the flange. The proposed method for the residual interfacial shear capacity of the SRCSCs after freeze-thaw cycles was based on experimental data analysis. Results from this calculation method were consistent with the experimental observations.

Design parameter study based on nonlinear analysis of a bolt-connected precast concrete composite wall panel structure

Design parameter study based on nonlinear analysis of a bolt-connected precast concrete composite wall panel structure

Methodology for calculating load capacity reduction and slip relationship of clustered group nail connectors

Clustered group nail connectors are key connecting components for the full lifecycle construction and safe operation of steel–concrete composite structural bridges. To thoroughly investigate the stress mechanism of clustered group nail connectors in steel–concrete composite structures, this paper conducts a detailed numerical analysis on 100 sets of such connectors. It analyzes the stress mechanism of individual nail connectors and quantitatively calculates the group nail effect under the coupled action of multiple factors (nail spacing between layers, number of nail layers, concrete strength). Based on clarifying the force transmission patterns of nails and concrete in different layers during the loading process, this paper proposes a method for calculating the average bearing capacity reduction coefficient and the load-slip curve of single nails in clustered group nail connectors under the coupled action of multiple factors, which has been validated by experimental data. This research provides a theoretical basis for the design and calculation of group nail connectors in steel–concrete composite structural bridges.

Dynamic Response Characteristics of Composite Concrete Structures Subjected to Reactive Jet Impact

Composite concrete structures, commonly found in urban infrastructures, such as highways and runways, are pivotal research object in the protection field. To study the dynamic response of composite concrete structures subjected to reactive jet penetration coupled with an explosive effect, a full-scale damage experiment of composite structures under the action of 150 mm caliber shaped charges was performed, to derive the dynamic damage modes of different concrete thicknesses under the combined kinetic and chemical energy damage effects. The results indicated that under aluminum jet penetration, concrete layers exhibited minor funnel craters and penetration holes. However, concrete layers displayed a variety of damage modes, including central penetration holes, funnel craters, bulges, and radial/circumferential cracks when subjected to the PTFE/Al jet. The area of the funnel crater expanded as the thickness of the concrete increased, while the height of the bulge and the number of radial cracks decreased. The diameter of penetration holes increased by 76.9% and the area of funnel crater increased by 578% in comparison to Al jet penetration damage. A modified-RHT concrete model that reflected concrete tensile failure was established, utilizing AUTODYN. Segmented numerical simulations of damage behavior were performed using the FEM-SPH algorithm and a restart approach combined with reactive jet characteristics. The spatial distribution characteristic of the reactive jet and the relationship between kinetic penetration and explosion-enhanced damage were obtained by the simulation, which showed good concordance with the experimental results. This study provides important reference data and a theoretical basis for the design of composite concrete structures to resist penetration and explosion.

Verification of a Simplified Design Method for Timber–Concrete Composite Structures with Metal Web Timber Joists

This study presents a comprehensive analysis of a simplified design methodology for timber–concrete composite roof and floor structures employing metal web beams, also known as posi-joisted beams, easi-joist, or open web joists, validated through both laboratory experiments and finite element (FE) method analyses. The proposed method integrates the transformed section method and the γ-method, as outlined in Annex B of EN1995-1-1 for mechanically jointed beams. The investigation focuses on roof and floor structures featuring posi-joisted beams, oriented strand board (OSB) sheets connected by screws, and a layer of concrete bonded to the OSB sheets using epoxy glue and granite chips. Two groups, each consisting of four specimens, were prepared for the laboratory experiments. Each specimen comprised two posi-joisted beams, 1390 mm long, connected by OSB/3 boards measuring 400 mm in width and 18 mm in thickness. The beams had a cross-sectional depth of 253 mm, corresponding to beams of grade PS10, with top and bottom chords made from solid timber (95 mm × 65 mm). Bracing members with cross-sections of 100 mm × 45 mm were used to join the bottom chords of the beams. A layer of self-levelling mass SakretBAM, 50 mm thick, was bonded to the OSB/3 boards using SicaDur 31 epoxy glue and granite chips (16–32 mm). The specimens underwent three-point bending tests under static loads, and FE modelling, conducted using Ansys R2 2022 software, was employed for both experimental groups. A comparative analysis of results obtained from the simplified design method, FE simulations, and experimental data revealed that the simplified method accurately predicted maximum vertical displacements of the roof fragment, including posi-joisted beams, with precision up to 11.6% and 23.10% in the presence and absence of a concrete layer, respectively. The deviation between normal stresses in the chords of the beams obtained through the simplified method and FE modelling was found to be 7.69%. These findings demonstrate the effectiveness and reliability of the proposed design methodology for timber–concrete composite roofs with posi-joisted beams.

Experimental and numerical study of corrugated steel-plain concrete composite structures under contact explosions

This paper investigates the dynamic response and blast resistance of corrugated steel-plain concrete (CSPC) composite structures subjected to contact blast. A series of explosive tests were conducted to investigate the acceleration, deformation, and damage patterns of CSPC plates under varying blast loads and arrangements of shear connectors, and these findings were compared with reinforced concrete (RC) plates. The results suggested that CSPC plates exhibited superior ductility and blast resistance, and effectively mitigated concrete collapse. The CSPC slab primarily underwent elastic deformation when the TNT charge was small, with the rebound deformation of the concrete and steel plates acting as a significant mode of energy dissipation. As for larger TNT charges, the maximum deformation of the plate progressively increased, especially when exceeding 0.3 kg, the deformation rebound ratio decreased significantly, and the plastic deformation increased. For further increased explosive loads, the concrete and steel plates exhibited a pronounced strain rate effect with a slowed growth rate of deformation. By examining different configurations of shear connectors, it was discovered that the adhesive strength between concrete and steel plates was closely related to the energy dissipation mode, and the elastic recovery capability and deformation resistance of the CSPC structure significantly deteriorated when the shear connectors were shorter, sparser or thinner. A numerical model based on LS-DYNA was designed to further analyze the blast resistance characteristics of CSPC plates. An engineering collapse coefficient Kz was established to predict the failure level of the CSPC plates. This paper provides useful insights for the optimal design and damage assessment of CSPC composite structures.

Circular recycled aggregate concrete-filled stainless steel tube stub columns after exposure to fire: Experiments, simulations, and design

This paper presents experimental and numerical investigations into the post-fire cross-section compressive behaviour and resistances of circular recycled aggregate concrete-filled stainless steel tube (RACFSST) stub columns. Twelve stub column specimens, fabricated from concretes with three recycled coarse aggregate replacement ratios (0%, 35% and 70%), were tested after exposure to the ISO-834 standard fire for 0 min (i.e. at ambient temperature), 15 min, 30 min and 45 min. The experimental investigation included heating and cooling of specimens, cylinder tests and post-fire tensile coupon tests and stub column tests. The test results, including load–end shortening curves, failure loads and failure modes, were fully reported and the initial compressive stiffnesses and confinement effect were discussed. The numerical investigation was subsequently conducted, where thermal and mechanical finite element models were developed and validated against the test results and then used to perform parametric studies to generate further numerical data. Given the absence of design codes for stainless steel–recycled aggregate concrete composite structures after exposure to fire, the relevant design rules for circular natural aggregate concrete-filled carbon steel tube stub columns at ambient temperature, as set out in the European code, Australia/New Zealand standard and American specification, were assessed, using post-fire material properties, for their applicability to circular RACFSST stub columns after exposure to fire, based on the test and numerical data. The assessment results generally revealed that the European code and the Australian/New Zealand standard led to an acceptable level of design accuracy and consistency, while the American specification resulted in rather conservative and scattered post-fire cross-section compression resistance predictions.

Shear strength damage model and damage removal FE modeling of stud shear connectors embedded in UHPC

The study conducted a series of push-out tests to study the shear strength of studs as shear connectors in steel-UHPC (ultra high-performance concrete) composite structures. The damage removal modeling was developed and utilized to simulate stud damage caused by welding defects, concrete cracking, and lifting effects. The study investigated the impact of stud damage on the static performance and shear strength of studs. Results indicated that when the root area of the stud was damaged, the shear strength and stiffness of the stud decreased with the damage degree. When the stud root was damaged within 5%h (h is the height of stud shank), it had a significant effect on the shear strength of the stud. Damage outside the 5%h range of the stud root had no significant effect on the shear strength of the stud. And a shear strength damage model was firstly proposed to reveal the damage mechanism of studs. A reduction factor K was proposed to account for the loss in shear strength caused by stud damage. Two methods for calculating K, namely the area reduction method and the equivalent area method, were developed. The calculated values of shear strength considering stud damage were obtained and verified by comparing the calculated values with the test results. The proposed method offers a better prediction of shear strength for damaged studs in UHPC.

The behavior of Shear Connectors in Steel-Normal Concrete Composite Structure under Repeated Loads

In today's construction industry, the use of composite beams is becoming more and more important, particularly for long-span bridges that must withstand repeated loads from moving automobiles. This work investigates the behavior of composite beams through experimentation. Six push-out steel-concrete specimens are made and tested with various levels of static and repetitive loading applied. The specimens are made of rolled steel sections that are joined to concrete decks on both sides by stud shear connectors. Two approaches—one static and the other repeating—applied a push-out load to two sets of samples. One has a stud shear connector measuring 16 mm, and the other measures 25 mm. Three specimens were made for each group. To determine the final load, one specimen from each group underwent a static push-out test in the first stage. In the subsequent phase, repeated loads of 0-80% and 25-80% of the maximum static load were applied to the remaining ones. The analysis process measured the variation in slip between the concrete decks and the steel section over several load cycles. It was found that the recorded slip values at the ultimate load increased about four times just before the failure. The recorded values of the residual slip at the end of each load cycle decreased with the increase in load cycle numbers. Also, it was found that the values of the residual slip depend on the values of the lower and upper limits of the load level. Doi: 10.28991/CEJ-2024-010-01-013 Full Text: PDF

Flexural performance of SCSP-concrete composite structures with equidistant transverse rebar

To improve the flexural performance of corrugated steel plate (CSP)-concrete composite structures, composite shear connectors composed of transverse rebar and longitudinal shear connectors are widely used. This study investigated the effect of equidistant transverse rebar on the flexural performance of sinusoidal corrugated steel plate (SCSP) and its composite structure. For a comparative study, specimens of SCSP-concrete composite structure and SCSP-concrete composite structure with equidistant transverse rebar were fabricated and tested under the same test conditions. The results showed that the ultimate load of the SCSP-concrete composite structure with equidistant transverse rebar increased by 58.71 %, while the deflection decreased by 19.19 %. Based on the energy principles, equivalent properties of SCSP with equidistant transverse rebar have been derived. The finite element (FE) analyses adopted the corrugated and orthotropic plate models to simulate SCSP and SCSP with equidistant transverse rebar. The orthotropic plate models corresponding to the SCSP with equidistant transverse rebar were established by using the proposed equivalent properties. The FE analysis results of the corrugated plate models and the orthotropic plate models are consistent, proving that the use of equidistant transverse rebar improves the flexural performance of the SCSP. The FE analysis results of the composite structure modeled using the corrugated plate models are consistent with the test results. For the SCSP-concrete composite structure with equidistant transverse rebar, the FE analysis results of the orthotropic plate-concrete composite structure are different from those of the composite structure using the corrugated plate model. This is because the stiffness of the orthotropic plate model is the same as that of the corrugated plate model, but the orthotropic plate-concrete composite structure does not have equidistant transverse rebar, resulting in lower longitudinal shear resistance compared to the composite structure using the corrugated plate model. At the initial loading stage, the equidistant transverse rebar increased the stiffness of the SCSP in the composite structure and the longitudinal shear resistance between SCSP and concrete when the load increased. When using transverse rebar with a doubled cross-sectional area and increasing the usage of transverse rebar by two times, the ultimate load of the composite structure increases by 1.77 %, and the deflection decreases by 21.68 %. When the arrangement spacing of rebar is halved and the usage of transverse rebar is doubled, the ultimate load of the composite structure increases by 7.56 %, and the deflection decreases by 23.8 %.

Study on the protection mechanism and damage grade prediction of different corrugated steel‒concrete composite structures under underwater contact explosion

Considering that corrugated steel has a certain anti-explosion protective effect, the influences of corrugated steel shape parameters on the protective effect of corrugated steel–concrete composite structures have not been considered. In this paper, the FEM–SPH coupling method is used to establish a simulation model of an underwater contact explosion wall panel. The numerical results are compared with the experimental results to verify the effectiveness of the simulation method. Furthermore, the underwater energy absorption effect, protection effect and influences of the wall panel of different composite structure protective layers on the damage process and failure mode are explored, the underwater explosion-proof mechanism is revealed, and the prediction curve of the damage grade of the wall panel is constructed. The results show that simulation results of the concrete slab front and back explosion surfaces are basically consistent with the experimental results. Under different composite structure protection schemes, the peak pressures of the composite structure protection schemes with 12-mm-thick corrugated steel and with 75° corrugated steel are reduce by 63.2% and 60%, respectively, relative to the noncomposite protection scheme, while the total energies of the corresponding composite structure are increased by 50.6% and 61.4%, respectively; the damage ranges of the wall panel are reduced by 83% and 81.6%, respectively. This finding shows that changing the corrugated steel shape parameters in the composite structure can effectively improve the energy absorption effect and reduce damage to the wall panel. The blast wave first propagates to the corrugated steel in the form of an incident wave and then propagates in the form of transmitted and reflected waves. Part of the wave propagates to the wall panel when the transmitted wave arrives at the corrugated steel lower surface, while the rest of the wave forms a reflected longitudinal wave and reflected transverse wave through reflection. Then, the transmitted wave acting on the wall panel attenuates. Under the protection schemes of the corrugated steel composite structure with a 12-mm thickness and corrugated steel composite structure with a 75° angle, the maximum protection rates are 63.2% and 60.0%, respectively, the energy consumption sharing rates are 69.48% and 66.26%, respectively, and the damage levels are moderate. The multiangle comparative analyses of different protection schemes suggest that the corrugated steel composite structure with a 12-mm thickness should be selected. The prediction curve can intuitively evaluate the influences of the quantity of explosive loads and the thickness/angle of corrugated steel changes of the composite structure on the damage to the wall panel. The research results can serve as a reference for the adhibition of underwater explosion protective engineering projects.