Finite Element Modeling Procedure Research Articles

Quantification of Cartilage Poroelastic Material Properties Via Analysis of Loading-Induced Cell Death.

Articular cartilage (AC) is a load-bearing tissue that covers long bones in synovial joints. The biphasic/poroelastic mechanical properties of AC help it to protect joints by distributing loads, absorbing impact forces, and reducing friction. Unfortunately, alterations in these mechanical properties adversely impact cartilage function and precede joint degeneration in the form of osteoarthritis (OA). Thus, understanding what factors regulate the poroelastic mechanical properties of cartilage is of great scientific and clinical interest. Transgenic mouse models provide a valuable platform to delineate how specific genes contribute to cartilage mechanical properties. However, the poroelastic mechanical properties of murine articular cartilage are challenging to measure due to its small size (thickness ∼ 50 microns). In the current study, our objective was to test whether the poroelastic mechanical properties of murine articular cartilage can be determined based solely on time-dependent cell death measurements under constant loading conditions. We hypothesized that in murine articular cartilage subjected to constant, sub-impact loading from an incongruent surface, cell death area and tissue strain are closely correlated. We further hypothesized that the relationship between cell death area and tissue strain can be used-in combination with inverse finite element modeling-to compute poroelastic mechanical properties. To test these hypotheses, murine cartilage-on-bone explants from different anatomical locations were subjected to constant loading conditions by an incongruent surface in a custom device. Cell death area increased over time and scaled linearly with strain, which rose in magnitude over time due to poroelastic creep. Thus, we were able to infer tissue strain from cell death area measurements. Moreover, using tissue strain values inferred from cell death area measurements, we applied an inverse finite element modeling procedure to compute poroelastic material properties and acquired data consistent with previous studies. Collectively, our findings demonstrate in the key role poroelastic creep plays in mediating cell survival in mechanically loaded cartilage and verify that cell death area can be used as a surrogate measure of tissue strain that enables determination of murine cartilage mechanical properties.

Capacity assessment of uncorroded and corroded dapped‐end beams by NLFE and strut‐and‐tie based methods

AbstractThe verification of dapped‐end beams degraded by corrosion is a problem, especially for existing bridges in service. This paper proposes a nonlinear finite element (NLFE) modeling procedure and a simple strut‐and‐tie based procedure for predicting the response of dapped‐end beams subjected to chloride corrosion. Firstly, the finite element modeling strategy, based on the adoption of multilayer shell elements and the PARC_CL 2.1 crack model is described. Then, the degradation effects on concrete, rebars, and steel‐to‐concrete interaction are defined as a function of the propagation period of corrosion. In particular, the effects of corrosion on the reinforcement are modeled by applying a reduction of tensile strength that considers for both the reduction of cross‐section and the ultimate strain caused by pitting. Concrete splitting cracking due to volume expansion during rust formation is modeled by reducing the mechanical properties of concrete. Corrosion effects in steel‐to‐concrete interaction are modeled by applying a bond strength decay to the spring elements connecting corroded rebars—modeled with truss elements—and concrete multilayer shell elements. The proposed finite element procedure is used to study two scenarios based on different spatial distributions of corrosion‐prone areas. Subsequently, a simplified analytical approach based on the strut‐and‐corroded tie method—called S&CT method—is proposed and compared with the finite element outcomes. Finally, the validations of the two proposed methods are presented with respect to a corroded dapped‐end beam, showing that corrosion of rebars affects the resistance mechanisms of the dapped‐end beam, by reducing both resistance and ductility. The proposed simplified analytical S&CT method provides conservative and safe results compared to the numerical NLFE model and to experimental data.

Reinforced concrete block masonry walls under eccentric compression: Assessment using experimental and numerical data

This paper presents the outcome of a research study carried out to assess the eccentric compression behaviour of reinforced concrete block masonry (RM) walls. The design provisions pertaining to axial compression capacity of RM walls are overly conservative, especially where slender walls are to be designed. To verify the relevancy of the design provisions outlined in the Australian masonry standards (AS 3700), an experimental database of RM walls tested under eccentric compression was created by gathering data from the past studies. In total, 76 partially grouted (PG) and 18 fully grouted (FG) RM wall test data were gathered. The established database revealed that the performance of fully grouted (FG-RM) walls are generally overlooked. To fill this gap, a finite element (FE) based numerical modelling procedure was established to understand the performance of FG-RM walls under eccentric compression. The established FE modelling procedure was validated with a set of experimental results and the validated modelling procedure was then used to parametrically analyse the eccentric compression behaviour of FG-RM walls. In total, 72 FG-RM wall cases were numerically simulated under eccentric compression, varying slenderness ratios (15, 21, 26, 32, 37, and 42), grout strengths (20 MPa, 30 MPa and 40 MPa) and boundary conditions (pinned-pinned and fixed-fixed). The analysed numerical data along with the experimental database were then used to verify the design provisions outlined in previous version of AS 3700 (2011) and current version of AS 3700 (2018). It was found that the provisions specified in AS 3700 (2011) were overly conservative than the AS 3700 (2018), justifying the need of deliberate revisions in terms of the treatment of slenderness, eccentricity and grout strength for designing the RM walls under compression.

Origami-Wrapped Structures with Corrugated Unfolded Forms

Stowage schemes based on origami wrapping patterns are useful for the design of various deployable spacecraft structures. These origami patterns allow for the compact stowage of flat sheets of small thickness. Typically, some other structure is needed to stiffen this thin sheet when it is fully deployed and flat. This paper describes a class of thin-shell structures that can be compactly stowed using origami wrapping methods but have a corrugated form when deployed. These structures cannot reach a flat state by design. The persistent corrugations provide stiffness without the need for an external structure, thus leading to overall savings in mass and complexity. The geometrical design of the corrugations is highly tunable. This paper describes a method for generating the form of these folding structures; the method guarantees that the structure can be unstrained both when compactly wrapped and when fully deployed. Test articles are fabricated to demonstrate the concept, and stowage experiments and stiffness experiments are conducted. A structural finite element modeling procedure is described to predict the deployed stiffness of these structures, and the stiffness predictions match the experimental results.

Performance of circular steel tubes infilled with rubberised concrete under cyclic loads

This paper presents a detailed numerical investigation into the inelastic cyclic performance of circular steel tubes filled with rubberised concrete materials. The study considers rubberised concrete infills with relatively high values of up to 60% volumetric rubber replacement of conventional mineral aggregates, which is lacking in existing investigations. Co-existing axial loads of up to 30% of the nominal composite cross-section capacity are also considered. Modified continuum finite element modelling procedures are proposed and employed to account for the high cumulative deformations and damage development of rubberised concrete under cyclic loading. In particular, the influence of crack opening and closure in concrete under cyclic loading is examined and discussed. In addition to full numerical cyclic analyses, idealised monotonic simulations are also proposed and verified to enable computationally efficient representation of the envelope response. Validations of the full-cyclic and envelope-monotonic models are carried out against available experimental cyclic results, indicating the suitability of the models for representing the inelastic response and degradation of confined concrete with high rubber content. Parametric assessments are then undertaken to examine the influence of key material and geometric parameters, including the rubber content, material strength and cross-section properties, on the inelastic large deformation behaviour. The results of the parametric studies are used to quantify the main response parameters, with focus on the member stiffness, moment-axial strength interaction, local buckling criteria and other ductility measures. Based on the findings, modifications are proposed to current design procedures in order to provide a reliable prediction of the inelastic cyclic response characteristics of rubberised concrete filled circular steel tubes. Apart from providing experimentally validated numerical approaches that can be used in future studies, the proposed analytical and design procedures are suitable for implementation in practical assessment and design applications.

Numerical and analytical modeling of SPH‐ECC strengthened RC beams

AbstractMany studies have suggested that engineered cementitious composite (ECC) could be a highly efficient and cost‐effective material for enhancing the flexural strength of reinforced concrete (RC) beams. Recently two effective retrofitting configurations using steel and polyvinyl‐alcohol hybrid fiber reinforced engineered cementitious composite (SPH‐ECC) were proposed (Qasim et al., Eng Struct, 2023, 284, p. 115992) and their high effectiveness for enhancing the flexural strength of RC beam was verified experimentally. However, to examine the performance of these strengthening configurations thoroughly by conducting experiments to cover practical ranges of design parameters is deemed to be too expensive and time consuming. In this study, a numerical parametric study of SPH‐ECC strengthened RC beams was conducted by employing a validated finite element (FE) modeling procedure developed by the authors. The effects of four key design parameters including the compressive strength of concrete and SPH‐ECC, the thickness of SPH‐ECC strengthening layer and the area of reinforcement bars embedded in SPH‐ECC layers on the flexural performance of the strengthened beams were studied. Parametric study results showed that the area of reinforcement bars in the SPH‐ECC layers could significantly affect the flexural strength of the strengthened beams. Furthermore, in order to allow engineers to predict the flexural strength of the strengthened beams quickly, two simple but accurate analytical models were also developed for the two strengthening configurations considered. Their reliability and accuracy were then verified and confirmed by comparing with the parametric study results.

Cyclic Response of Buckling-Restrained Stainless Steel Energy Dissipating Bars. I: Experimental Investigations

The seismic performance of structures could be enhanced by the inclusion of supplemental components that dissipate the earthquake-induced energy. This is especially crucial for rocking structures that possess low energy dissipation properties due to their damage avoidance mechanism. Amongst variously developed yielding-type energy dissipaters (EDs), buckling-restrained energy dissipating carbon steel bars have received considerable attention as they make the most use of the inherent energy dissipation of steel and are easy to fabricate. However, maintenance, repair costs, and performance disruptions owing to corrosive environments have been mostly disregarded in past investigations. Employing stainless steel can be a viable solution to overcome such issues. The work described in this two-part study sheds light on various aspects of the buckling-restrained stainless steel EDs through experimental and finite element (FE) investigations. The mechanical properties of type 304L stainless steel including uniaxial monotonic response, strain sensitivity, and cyclic hardening are characterized. It is shown that the material possesses high ductility along with substantial hardening characteristics. In the first phase of testing, energy dissipating bars with different fuse diameters and lengths are designed. Load and strain capacities and bar-tube interactions of the buckling-restrained energy dissipation device are studied through quasi-static tests. In the second phase of testing, various EDs are designed, fabricated with stainless and mild steel, and tested under quasi-static loading to validate the findings of the FE investigations. The test results demonstrate a stable hysteresis response of the buckling-restrained stainless steel EDs with a cyclic average strain capacity of 10%. The FE modelling procedure, calibration, and parametric studies are presented in the companion paper as Part II.

Finite element procedure to simulate sandwich structure with an auxetic core under impact loading using ABAQUS/Explicit

<span>A sandwich structure with an auxetic core is promising in improving the performance of a sandwich structure by implying an auxetic core as its core to combine the advantages of the two structures, e.g., sandwich structure’s superior ability in flexural and shear resistance, auxetic structure in localizing damage, and densification phenomena. This paper discusses a finite element modeling procedure to simulate a sandwich structure with a heterogeneous re-entrant auxetic core. The material of the face is a unidirectional carbon fiber reinforced polymer (UD CFRP) and the core is polylactic acid (PLA). The model is subjected to a low-velocity impact loading and is run through the ABAQUS/Explicit software. We found that the model we developed here could simulate up to the elastic region and identify which element had failed. However, it could not fully resemble and represent the model from reference, where fracture or damage does not occur. This model can be further improved in its material modeling strategy, especially in the fracture modeling of the composite face with compatible material properties in all required sectors, especially damaged sections, which are strictly necessary.</span>

Hysteretic performance of Q690 high-strength steel box-section columns with slender webs

High-strength steel (HSS) has a higher yield-tensile strength ratio and a lower fracture elongation than conventional mild steel, resulting in poor ductility in comparison to the latter. This paper aims to investigate the hysteretic performance of Grade Q690 steel welded box-section columns with slender webs. Four full-scale specimens were subjected to low-cycle horizontal reciprocating loading tests, and the failure mode, evolution of plasticity in the cross-section, energy dissipation capacity and ductility were studied. A finite element modeling procedure verified from the test results was used for a more extensive parametric analysis, and the influence of the width-to-thickness ratio, the axial compression ratio and the column slenderness ratio on the evolution of plasticity in the cross-section as well as the ductility were studied. The results show that plastic local buckling dominates the failure mechanism of welded box-section columns with slender webs. With an increase of the width-to-thickness ratio, axial compression ratio and column slenderness ratio, the evolution of plasticity in the cross-section and the ductility performance of the column gradually deteriorate, and the ductility coefficient within the selected parameter range is small, but it still has the capacity for energy dissipation. Limiting the axial compression ratio and width-to-thickness ratio to meet the requirements of elastic–plastic inter-story drift, HSS box-sections with slender webs can be incorporated in seismic design with low ductility requirements based on the concept of seismic performance design. In addition, a prediction formula for the ductility coefficient is proposed, which can provide a reference for the application of high-strength steel box-section beam–columns with slender webs in seismic design.

Numerical Modelling of Timber Beams with GFRP Pultruded Reinforcement

Timber structural members have been widely adopted and used in construction due to their inherent characteristics. The main objective of this work is to assess the performance of timber beams with GFRP pultruded beam reinforcement subjected to flexure. A finite element model (FEM) using ABAQUS FEM software is developed, aiming to provide a benchmark modelling procedure. The modelling method considers the fundamental role of the connections among timber beams, the reinforcing GFRP pultruded profile (adhesive and screw connections), and the grain direction in the timber. To understand the influence of the grain direction, different angles of deviations between the longitudinal direction (along the grain) and the beam axis are considered. The robustness of the developed FEM procedure is validated by the experimental results of timber beams with and without GFRP pultruded reinforcement under flexure. It is demonstrated that the angle of deviation (grain deviation) produces high reductions in the strength of unreinforced timber beams. However, this effect is minimal for GFRP-reinforced timber beams. The experimentally derived benchmark FEM procedure can be used as a computational tool for timber beams with GFRP pultruded reinforcement to capture the capacity, failure mode, and load–displacement response.

Sea-level change, palaeotidal modelling and hominin dispersals: The case of the southern Red Sea

We examine the likelihood of early human sea crossings of the southern Red Sea during Pleistocene low sea-level stands, using palaeotopographic reconstruction of coastlines, modelling of palaeo-tidal flows and simulation of passive movements using Lagrangian particles. Existing isotopic and geological data demonstrate that the marine connection between the Red Sea and the Indian Ocean has remained open for at least the past half million years, ruling out the possibility of a land crossing. Many authors have argued for the plausibility of a successful sea crossing during the Pleistocene as a southern route for human dispersal from Africa, especially for the dispersal of Homo sapiens. However, decisive evidence is lacking. Other authors have preferred the default northern route of land-based dispersal via the Sinai Peninsula as the more likely option and viewed the southern sea crossing as a barrier rather than a gateway, especially if tidal flow was much stronger through the narrowed sea channel at low sea levels. We use Fluidity, a finite element modelling procedure, to model tidal flows and assess their validity by comparison with modern tide-gauge data. To model palaeotidal flows, we use reconstructions of palaeoshorelines and coastal palaeotopography extending for 150 km from the Bab al Mandab Strait to the Hanish Sill region, which take account of eustatic, GIA and tectonic effects. We then simulate passive movements using Lagrangian particles and a 4th-order guided search Runge-Katta algorithm. We ran simulations for six days from three different starting points on the African shore and 13 different times in the tidal cycle. We show that crossing distances are much shorter during the Pleistocene than today with clear inter-visibility of the opposing shorelines, but that tidal currents were much stronger. We also show that the highest chances of successful crossing, involving passive rafting or drifting, with a duration of 3–4 days, are in the vicinity of the islands in the Hanish sill region. With directed rafting or swimming, the crossing times would be much shorter. We conclude that sea crossings would be easily accomplished during long periods of the glacial cycle, regardless of hominin status, especially given attractive terrestrial landscapes and environments on both sides of the southern Red Sea.

Study of the factors influencing load displacement curve of energy absorbing device by area division simulation

A pre folded energy absorbing device, which is the key device of energy absorption anti impact for roadway support, is tested by quasi-static compression and simulated. The energy absorbing device is divided into zones, and the influence of the area on the load displacement curve of the energy absorbing device is studied according to the area. It is found that the error of numerical simulation is within 5%, indicating that the finite element modeling procedure is appropriate for the problem analyzed here. The device crushes following the pre folded origami pattern in a stable progressive. The device was divided into four areas: the upper and lower opening region of the concave surface four corner parts; the other areas of opening regions; the middle fold edge; the surrounding four sides edge. Each area has effect on the first drop stage and the second rise stage of the load displacement curve. The middle fold edge area has an effect on the peak load value of load displacement curve. Four indicators of peak load, average load, load efficiency, and specific energy absorption were generated from the results of numerical simulation. The strength enhancement of corner region can ensure the energy absorbing device with low peak load and high mean crushing load. The other areas of opening regions affect the first descending and second ascending of the curve. The first rising stage bears the load from the middle edge.

Simplified equivalent finite element modelling of concrete-filled steel tubular K-joints with and without studs

Concrete Filled Steel Tubular (CFST) K-joints employed for truss structures gained high interest in the last years due to their widespread use in engineering practice. The overall performances of these joints can be efficiently improved by using steel studs welded in the inner surface of the steel chord filled with the concrete, avoiding punching shear failure, and improving the overall strength and ductility. However, a reliable prediction of the structural behavior of the joints is outmost of importance for the assessment of the capacity of new and existing structures, and there are no standardized design methods nowadays. In this paper, the structural performances of CFST K-joints with and without steel studs are investigated by Finite Element Modelling (FEM) approach with the aim to provide a predictive tool for the design. A comprehensive discussion of the key parameters that govern the FEM procedure as well as the calibration of the FE models was provided to give the basis for a reliable modelling of CFST K-joints with and without studs for the predictions of the load–displacement/strain response and the strength, considering the main failure mechanisms. In this context, in addition to the detailed FEM of CFST K-joints with steel studs, a simplified equivalent FEM approach is proposed to reduce computational effort keeping the same accuracy.

Topology and shape optimization of steel plate shear walls for enhancing the seismic energy dissipation capacity

In recent years, steel plate shear walls (SPSW) have been considered as one of the reliable passive seismic-resisting systems, which are classified into two general categories of stiffened and unstiffened types. Unstiffened SPSWs experience early buckling at low shear loads and hence, the pinching occurs in obtained hysteretic curves and this event significantly reduces the amount of dissipated seismic energy. To address this issue, this paper aims to optimize the performance of unstiffened SPSWs considering different loading conditions and achieve an optimized SPSW with a simple configuration and no need for additional buckling-restrained plates. For this purpose, after validation of the finite element modeling and optimization procedures by ABAQUS, optimized SPSWs were obtained considering the strain energy as the objective function along with the plate volume and planar symmetry as the constraints. Then, all the obtained configurations were superimposed using AutoCAD and a final optimized configuration was proposed. The cyclic performance of unstiffened, ring-shaped and optimized SPSWs with the same weight was evaluated under a quasi-static cyclic loading protocol. Finally, the models of two 5-story building frame systems equipped with unstiffened and optimized SPSWs were subjected to Tabas, Manjil and Bam records to investigate their seismic performance. Based on the obtained results, it was concluded that the performance of the introduced optimized SPSW improved in all cases compared to the ring-shaped SPSW and it can be a reliable alternative to this type of SPSW.

The strain limit state criterion for hollow section joints

AbstractThis paper focuses on discussions about establishing the design resistance of hollow section joints, which have now been ongoing for 30 years. The question arose once physical experiments could be replaced by numerical tests and was temporarily solved by agreement on a displacement limit within the IIW. With the advent of design using finite element (FE) solutions and the use of high‐strength steels, this question is being raised once more.Many design guides and standards with considerable international consensus are now available for the design of welded hollow section joints in onshore and offshore construction. However, they typically cover relatively standardized joint types, geometries and loading cases. In the event of unusual joints it is now common for finite element modelling to be performed, but specific guidance needs to be provided on acceptable FE modelling procedures and the interpretation of the output in order to determine a suitable joint design resistance. With this objective in mind, this paper describes appropriate FE modelling and ultimate limit states that can be used; in particular, a 5 % ultimate strain limit state. Application of these ultimate limit states is demonstrated using validated FE models for RHS‐to‐RHS (rectangular hollow section) X‐joints, with braces in axial compression and tension, and brace plate‐to‐CHS (circular hollow section) joints with braces loaded in axial compression.

Smart Piezo-bonded carbon fibre/epoxy composite structure: experiments and finite element simulation

Smart sensors patched to composite structures assist in the prediction of the mechanical behaviour of the structures. The present paper used finite element modelling and experimental procedures to conduct a detailed study on the response of composite laminate bonded with smart piezoelectric material. Fibre reinforced epoxy composite laminate was fabricated using the vacuum assisted resin transfer method. Test coupons in accordance with ASTM standards were prepared using high-speed and high-pressure abrasive water jet cutting. The mechanical properties of the composites were obtained through material characterization and the material properties were incorporated into the Finite element model. The layer-wise strain rate was computed with the ANSYS® Composite Prep Post module. A finite element model of a composite with piezoelectric sensor patch was created in ANSYS® APDL and harmonic analysis was conducted to determine the optimal frequency range for the applied load. An attempt was made to measure the strain by affixing lead zirconate titanate to a carbon fibre reinforced polymer laminate for cantilever configuration, and the LabVIEW® VI software module was integrated with the NI myDAQ system to detect the corresponding voltage for the excited frequency. The values of the generated voltage through numerical simulations were verified and validated using experimental counterparts.

Experimental and numerical study on the performance of a novel self-centering beam-column connection equipped with friction dampers

Regarding some major issues in the behavior of steel beam-column connections such as the existence of residual drifts, low energy dissipation, different behavior in hogging and sagging moments along with the complexity of constructional details, this paper introduces a novel self-centering beam-column connection equipped with friction dampers. In this regard, two full-scale experimental specimens with two and four post-tensioned strands, were evaluated by application of a quasi-static cyclic loading protocol. Besides providing closed-form equations to estimate the forces of post-tensioned strands and the amount of connection moment, the considered finite element modeling procedure was validated using ABAQUS software. Then, the considered finite element models which meet the requirements of ACI318-19 and Eurocode3, were analyzed parametrically to study the effects of some important parameters such as the amount of strand post-tensioning and pin pre-tensioning forces, the strand diameter size along with the strand relative distance on the performance of the proposed connections. Based on the obtained results, it was observed that the proposed connection while needs less labor intensive and low installation costs, shows a stable flag-shaped hysteretic curve up to a drift of 7% without any residual rotation. Also, the required specifications to achieve the best performance of the proposed connection were introduced and the effect of variation of the considered important parameters on the energy dissipation capacity, rotational stiffness, strength and ductility of the connection was discussed. Finally, it can be concluded that the 2-strand and 4-strand connections provided the same amount of energy dissipation ratio and ductility, while the 4-strand connection had more rotational stiffness ratio and strength ratio.

On the Compression Instability during Static and Low-Cycle Fatigue Loadings of AA 5083 Welded Joints: Full-Field and Numerical Analyses

The aim of this scientific work was to evaluate the compression instability effects during static and low-cycle fatigue loadings of AA 5083 welded joints, commonly used in marine structures. Low-cycle fatigue assessment in marine structures is of utmost importance since high levels of plastic deformation can arise in the proximity of high-stress concentration areas. Displacement ratios equal to minus one and zero were used to perform experimental low-cycle fatigue tests. The tests were monitored by means of the Digital Image Correlation technique in order to detect the strain patterns, with particular attention paid to stress concentration areas, indicating that a specimen tends to buckle during high compression loads, for tests with a displacement ratio of minus one. The tests at displacement ratios equal to −1 showed a lowering of the strain–life curve revealing a considerable effect on compression instability. A nonlinear finite element modelling procedure, depending only on hardness measurements, was developed. The hardness measurements were used in order to assess the distinct mechanical properties of the different zones that were included in the finite element model. The finite element model results were compared to the data achieved by means of the digital image correlation technique, demonstrating that hardness measurements can help predict the low-cycle fatigue behaviour of welded joints and consider compression instability phenomena.

Impact response of fiber metal laminates based on aluminum and UHMWPE composite: Numerical simulation

Impact behavior of a novel fiber metal laminate based on ultra-high molecular weight polyethylene fiber composite and aluminum sheets is investigated using a comprehensive finite element modeling procedure. A user-defined material subroutine based on continuum damage mechanics is developed. Cohesive zone model is implemented to simulate the inter-laminar damage. High velocity impact simulations showed similar modes of deformation and failure to that observed in experiments, and provide a good approximation for residual velocity against spherical and conical projectiles. The results show that the lay-up sequence is effective on the ballistic behavior of the target exposed to the spherical projectile; but, has little effect if a conical projectile is used.

Comparison of current interrupt device and vent design for 18650 format lithium-ion battery caps: New findings

The CID and vent mechanism are designed in 18650 format lithium-ion cells to activate at a given internal pressure in order to electrically isolate the cell from the external circuit and to relieve internal pressure, respectively. In prior work, the CID- and vent-activation pressures were measured experimentally for two commercial lithium-ion battery caps (MTI 18650 and LG MJ1). The cap structure was then analyzed with high resolution CT scanning and finite element modeling (FEM) simulations were conducted to simulate the vent-activation pressure. In the present study, two additional vent cap assemblies from commercial lithium-ion cells (K2 18650E and LG M36) were analyzed. The experimentally measured CID-activation pressures of K2 and LG M36 caps were 0.997 ± 0.292 and 1.393 ± 0.113 MPa at ambient temperature and 0.834 ± 0.057 and 1.083 ± 0.077 MPa at 100 °C. The experimentally measured vent-activation pressures of the K2 and LG M36 caps were 2.190 ± 0.372 and 2.363 ± 0.199 MPa at ambient temperature and 1.781 ± 0.355 and 1.799 ± 0.284 MPa at 100 °C. In prior work, an FEM procedure was introduced to simulate the vent-activation pressure. In the present study, the vent-activation simulations were conducted on the new caps; additionally, the FEM procedure was extended to simulate CID-activation pressure and to conduct a sensitivity analysis on geometric parameters of the vent mechanism. At ambient temperature, the FEM simulated CID-activation pressure of the K2 and LG M36 caps were 1.207 and 1.428 MPa, respectively. The FEM simulated vent-activation pressure of the K2 and LG M36 caps at the ambient temperature were 2.241 and 2.379 MPa, respectively. Simulated CID- and vent-activation pressures for the K2 and LG M36 caps were in good agreement with experiments. The FEM procedure for simulating vent-activation pressure, and the newly-developed method for simulating CID-activation pressure, may be used in the future to design new vent cap assemblies and to develop temperature-dependent activation pressure functions for use in abuse simulations.