Middle Column Research Articles

Shaking Table Test and Numerical Modeling of Seismic Behavior of Rectangular Tunnel Structures Embedded in Soft Clay

In this paper, a series of 1-g shaking table model tests were carried out to investigate the seismic behavior of a relatively stiff rectangular tunnel structure installed in soft clay bed, accounting for different ground motions with varying peak accelerations. Using a validated numerical analysis procedure, a suite of three-dimensional (3D) finite element (FE) analyses was performed to systematically study the factors of tunnel burial depth, seismic intensity, flexural rigidity of the middle column and tunnel wall thickness on the seismic response of rectangular tunnel structures installed in clayey ground. It was found that, with the increasing burial depth, the seismic response of rectangular tunnel structure became more intense due to the increased inertial force arising from the overlying clay; in terms of improving the seismic performance of tunnel structure, increasing tunnel wall thickness seemed more effective than increasing flexural rigidity of the middle column. Furthermore, it was found that the existing simplified approaches generally tended to overestimate the earthquake-induced racking distortions of rectangular tunnels installed in clayey ground. A new semi-empirical relationship was derived for better correlating the racking ratio with flexibility ratio for rectangular tunnels embedded in soft clays, which could provide a useful reference for the seismic design and risk assessment of similar clay-tunnel systems.

Progressive collapse resistance of prestressed concrete frame structures with infill walls considering instantaneous column failure

AbstractPrestressed concrete frames with infill walls (IW‐PC frames) are commonly used in civil engineering as a structural element. The possibility of structures undergoing progressive collapse is a cause for concern due to its severe consequences. This has become a significant topic in the academic community in recent years. However, research on the resistance of IW‐PC frame structures to progressive collapse is still insufficient. Therefore, this paper investigated the dynamic effects of progressive collapse on the IW‐PC frame, reinforced concrete frame with infill walls (IW‐RC), prestressed concrete frame (PC), and common reinforced concrete frame (RC). The study was conducted using the finite element software OpenSees. The study revealed that the vertical displacement during stabilization of the IW‐PC frame increased by 92.5% and 71.7% compared to the IW‐RC frame and decreased by 93.9% and 92.6% compared to the PC frame for middle column and side column failure, respectively. Additionally, the IW‐PC frame exhibited the highest dynamic load carrying capacity, which was 7.67 and 7.56 times higher than that of the RC frame, respectively. The mechanical properties of the frame were altered by the coupling effect of prestressed tendons and infill walls, making the IW‐PC frame more monolithic.

Percutaneous kyphoplasty combined with pediculoplasty (PKCPP) augments and internally fixates the severe osteoporotic vertebral fractures: a retrospective comparative study.

Vertebral augmentation (VA) has emerged as a satisfactory and minimally invasive surgical approach for severe osteoporotic vertebral fractures (OVFs). However, treating severe OVFs with advanced collapse, burst morphology with MC injury, posterior wall retropulsion, high degree of osseous fragmentation, pediculo-somatic junction fracture, and large vacuum cleft presents significant challenges. This study aimed to evaluate the effectiveness of percutaneous kyphoplasty combined with pediculoplasty (PKCPP) in reducing refracture, preventing further collapse and bone cement displacement, reconstructing vertebral body (VB) stability, and providing internal fixation of the anterior column (AC), middle column (MC), and the bilateral pedicles. The current study was designed as a retrospective review of clinical and radiologic parameters. From July 2018 to September 2021, ninety-six patients with severe OVFs and without neurological deficit were treated either with simple percutaneous kyphoplasty (simple PKP group, n = 54) or with percutaneous kyphoplasty combined with pediculoplasty (PKCPP group, n = 42). All patients were followed up for at least 1year, and clinical and radiological outcomes were assessed. Surgery duration and bone cement volume were compared between the two groups, as well as analgesic dosage and hospital stay. Anterior wall height (AWH), posterior wall height (PWH), and Cobb angle (CA) were measured and analyzed before and after surgery. The simple PKP group had significantly shorter surgery duration and lower bone cement volume compared to the PKCPP group (P < 0.05). Conversely, the simple PKP group had significantly higher analgesic dosage and longer hospital stay than the PKCPP group (P < 0.05). Both groups showed significant improvements in AWH, PWH, and CA after surgery (P < 0.05). At the final follow-up, the PWH in the simple PKP group was significantly lower than the preoperative measurement (P < 0.05), and the difference in PWH between the two groups was statistically significant (P > 0.05). Moreover, both groups demonstrated a significant reduction in CA after surgery, with the PKCPP group showing a greater reduction compared to the simple PKP group throughout the postoperative period to the final follow-up (P < 0.05). VAS and ODI scores significantly decreased in both groups after surgery (P < 0.05), with no significant difference between the groups at the final follow-up (P > 0.05). However, the PKCPP group achieved better VAS scores than the simple PKP group at postoperative 1day, 1month, and 3months (P < 0.05), and the ODI in the PKCPP group was lower than the simple PKP group at 1month after surgery (P < 0.05). Furthermore, the overall complication rate in the PKCPP group was significantly lower than that in the simple PKP group (P < 0.05). If performed by appropriately trained surgeons, both PKP and PKCPP are safe and effective treatments for patients with severe OVFs. However, PKCPP offers additional benefits in the setting of bothersome fractures, including rapid pain relief, improved spinal stability, satisfactory restoration of vertebral body height, and better correction of kyphotic deformity. These promising results have been tested in a single center but require further confirmation in multiple centers.

Load resistance of masonry infilled panels for steel frames to mitigate progressive collapse caused by middle column missing

The load resistance of masonry infilled panels in upgrading the steel frame to mitigate progressive collapse was quantified experimentally and analytically in the current study. Four 1/2-scale steel subframes were tested, including two bare subframes without infilled panels for reference and two infilled subframes to assess the effects of infilled panels. Two types of connection were investigated in current study: welded connection and top and seat angle connection. The test result showed that infilled panels provided a greater improvement in initial stiffness and peak load of the steel subframe with top and seat angle connections compared to the infilled steel subframe with welded connections. On the premise that the connections retained their integrity, the strut mechanism of infilled panels could change from a diagonal strut mechanism forming in the whole panel to an off-diagonal strut mechanism formed in the remaining intact corner region with increasing vertical deflection. A novel equivalent multi-strut modelling method was proposed for the prediction of the infilled panel behavior with an acceptable level of accuracy. This model incorporates the shifts in the position of plastic hinges, which were influenced by the specific types of connection and the load-resisting mechanisms of the infilled panel. The analysis result demonstrated that the model slightly overestimated the load resistance of infilled panels within the steel frame with simple connections and slightly underestimated the load resistance of infilled panels within steel frame with semi-rigid or rigid connections.

The 3D plan analysis under progressive collapse for RC buildings through demand capacity ratio (DC) for three levels of damage

The progressive collapse presents a sudden load may cause initial failure in local parts at the frame which could lead to sequence reactions in the elements of the structure. A building of seven storeys was chosen to designed under gravity load according ACI 318 Code. This building is analyzed under progressive collapse condition for two columns damage cases; edge damage, corner damage. The building needs to be loaded as specified according (GSA) General Services Administration requirements through linear static analysis. The results of linear analysis show the variation in ((DC)) demand capacity ratio for the columns. The aspects of damage action in this study regarding section size and damage cases with 100% damage column loss (full damage), 60% damage (0.6 section size), 80% damage (0.8 section size). A GSA guideline to typical building with (DC) values bigger than 1.5 refer to critical potential damage conditions at the columns of the frame. It can be seen of the results the effect of size reduction for the building. This effect is clear to be decreased along distance from any plan. The((DC)) for columns which exceeded 1.5 value which show risky damage condition could actually happened that present serious threat possibility specially for nominated columns C22, C29 and C23 at plans A and B which show middle columns at lower position of the building.

Macroalgae from the early Cambrian Chengjiang biota

AbstractThe Chengjiang biota, a Burgess Shale‐type Lagerstätte in eastern Yunnan, South China (Cambrian Series 2, Stage 3), provides valuable information regarding the origin and early evolution of metazoans, and complex marine ecosystems. Although the major animal phyla in the Chengjiang biota have been extensively studied, macroalgae have received comparatively little attention. Here, we establish new taxa Yunnanospirellus typica and Y. elegans, describe five genera and six species (Tawuia sp., Morania fragmenta, Liulingjitaenia alloplecta, Longfengshania stipitata, Lo. spheria and Paralongfengshania sicyoides) not previously reported in the Chengjiang biota, and elucidate the pith structure of Enteromophites intestinalis. With 13 genera and 17 species now recorded, macroalgae rank fourth in species‐level biodiversity in the Chengjiang biota (behind Euarthropoda, Porifera and Priapulida). Macroalgae account for 71.57% of total abundance, far more than all other animal phyla in the Chengjiang biota. Fuxianospira is the most dominant genus, accounting for 52.01% of all macroalgae specimens. Unattached (floating, planktonic or drifting) forms dominate (eight attached; nine unattached species). The high diversity of attached macroalgae indicates that the macroalgal communities adapted to the Proterozoic firm substrate (probably covered by microbial mats) persisted from the Ediacaran to the early Cambrian, providing compelling evidence for the existence of firm substrate during this time. Meanwhile, the blooming of unattached macroalgae in the Chengjiang biota suggests that other niches were also rich in macroalgae. Unattached macroalgae might have provided oxygen and energy to metazoans, eventually leading to ecological expansion in the upper and middle water column of the early Cambrian seas.

Optimizing column location in flat slab system using Particle Swarm Optimization vs Genetic Algorithms

Abstract One of the key architectural advantages of a concrete flat slab system is its flexibility in design. The absence of beams and columns allows for larger, open spaces with minimal obstructions, giving architects the freedom to create unique and innovative layouts. However, the location of the middle columns (one of the main factors affecting the construction cost) is commonly aligned based on experience which may entail an uneconomic design alternative. This paper aims to propose different machine learning optimization algorithms, namely, particle swarm optimization (PSO) and genetic algorithms (GA) to optimize the location of columns within a flat slab plan considering different serviceability requirements. Both optimization systems showed good performance for allocating the concrete columns, However, the GA algorithm showed better results in terms of maximum deflection with less computational effort.

Streamlining the Journey of Research Into Clinical Practice: Making Your Patients and Practice Flourish Optimizing Management and Minimizing Risk of Osteoporotic Vertebral Fractures - Perspectives of the AO Spine KF Trauma and Infection Group Key Opinion Leaders.

Literature review with clinical recommendations. To highlight important studies about osteoporotic spinal fractures (OF) that may be integrated into clinical practice based on the assessment of the AO Spine KF Trauma and Infection group key opinion leaders. 4 important studies about OF that may affect current clinical practice of spinal surgeons were selected and reviewed with the aim of providing clinical recommendations to streamline the journey of research into clinical practice. Recommendations were graded as strong or conditional following the GRADE methodology. 4 studies were selected. Article 1: a validation of the Osteoporotic Fracture (OF)-score to treat OF fractures. Conditional recommendation to incorporate the OF score in the management of fractures to improve clinical results. Article 2: a randomized multicenter study comparing romosozumab/alendronate vs alendronate to decrease the incidence of new vertebral fractures. Strong recommendation that the group receiving romosozumab/alendronate had a decreased risk of new OF when compared with the alendronate only group only. Article 3: a systematic literature review of spinal orthoses in the management of. Conditional recommendation to prescribe a spinal orthosis to decrease pain and improve quality of life. Article 4: post-traumatic deformity after OF. A conditional recommendation that middle column injury and pre-injury use of steroids may lead to high risk of post-traumatic deformity after OF. Management of patients with OF is still complex and challenging. This review provides some recommendations that may help surgeons to better manage these patients and improve their clinical practice.

Impact of liquid split ratio on separation performance of a multiple dividing wall column pilot plant

Multiple dividing wall columns are a promising intensified process to reduce energy consumption of conventional distillation sequences by up to 55 %. Their operation is of course more complex, in particular with regard to the internal split ratios of the liquid and vapor flows at the dividing walls. Theoretical studies have shown that the split ratios may not need to be at a specific value but in a certain range, which would simplify operation. However, until recently no experimental setup existed to prove this observation in reality. This work presents the first comprehensive experimental study in this regard obtained from an approximately 10 m high multiple dividing wall column pilot plant. The plant has two dividing walls, so the column consists of a prefractionator, a middle and a main column. The results validate the theoretical observations. With the chosen mixture in particular the middle column is found to be operable in a certain range. Temperature profiles prove that internally different separations are performed, while the resulting product compositions are unaffected.

Experimental investigation on the compressive behaviour of foam concrete light steel keel composite wall

ABSTRACT This study aims to explore a new load-bearing structure of foam concrete-light steel keel (FCLS) composite wall. Compared with the traditional beam-column frame structure, this structure has the characteristics of lightweight, thermal insulation, sound insulation, fire resistance, etc. and has better Carrying capacity. The compression performance of 10 FCLS composite walls was studied in depth by conducting axial and eccentric compression tests. The effect of the spacing of foam concrete, middle horizontal steel and self-tapping screws on the compressive bearing capacity of the middle column of FCLS composite wall under compressive load was investigated. The results showed that the bearing capacity of the composite wall filled with foam concrete increased by 70%-80%, while reducing the spacing of self-tapping screws could increase the bearing capacity by 5%-6%. In addition, the tie bar settings have little impact on the bearing capacity. Based on these influencing factors and through the analysis of test data, the calculation formula for the bearing capacity of the composite wall was obtained, and the effectiveness of the method was verified.

Experimental study on seismic performance of two-story two-bay. Precast concrete frame with UHPC-based connections

The UHPC-based connections, utilizing Ultra-high performance concrete (UHPC) to connect rebars within precast concrete structures, present the advantages of short splice length, simplified construction, and low cost due to the excellent bond property between UHPC and rebars. This investigation focuses on seismic performance of precast concrete frame (PCF) with UHPC-based connections. The UHPC-based connections were arranged strategically to the beam-column joints and column bases in PCF to connect longitudinal rebars of beams and columns, respectively. Two half-scale, two-story, two-bay reinforced concrete frames, including PCF and a monolithic concrete frame (MCF) for reference, were tested under cycle loading with axial compression ratios of 0.33 in the middle columns and 0.22 in the side columns. The results revealed that PCF exhibited a beam sway mechanism, with all beam hinges developed prior to column hinges, while MCF displayed a mixed sway mechanism, with part of beam hinges developed prior to column hinges. The hysteresis curves of the two frames were globally stable with minimal pinching, and PCF displayed greater energy dissipation compared to MCF. The load-carrying capacity of PCF was 9 % higher than that of MCF. The displacement ductility of PCF was 4.14, exceeding that of MCF by 10 %. The two frames showed similar laws of stiffness degradation. Overall, the precast concrete frame with the UHPC-based connections exhibited better seismic performance in comparison with the monolithic counterpart.

Collapse behavior of fully prefabricated composite frames with segmented PC floor slabs in a middle column removal scenario

Fully prefabricated steel-concrete composite (PSCC) structures come into being when precast concrete (PC) floor slabs are used to replace cast-in-situ concrete slabs, which possess the advantages of time-saving and convenient construction without or with less cast-in-situ concrete. However, segmented PC slabs decrease the integrity of composite frames and enhance the collapse risk under extreme incidents. To investigate the collapse behavior of fully PSCC frames, a reduced-scale PSCC frame substructure with segmented PC slabs was designed and tested under the monotonic load in a middle-column-removal scenario. The test results show that PC slabs near the middle column were severely crushed during the collapse; and the fracture of the girder was observed at the large deformation stage, originating from a bolt hole in the upper girder flange nearest to one side column and the weld connecting the girder with the other side column. The steel girder sections adjacent to the gaps between adjacent PC slabs presented superior continuity in stress when the segmented PC slabs were connected with steel splice plates (SSP). Meanwhile, both flexural and catenary actions in the composite beams provide the collapse resistance, and the contribution of the catenary action in the beams to the collapse resistance should be prudently considered due to the local buckling of the steel girders. Parametric analysis referring to the test was performed in the finite element (FE) method. Numerical results indicate that connecting the adjacent PC slabs with SSPs could alleviate or eliminate the fluctuation of the bending moments in the girder sections around the gaps. PSCC frames with segmented PC slabs usually present two typical collapse failure modes, the primary difference of which lies in whether limited plastic regions appear in the steel girder sections near the gaps. A simplified theoretical method was presented to decouple the contribution of the collapse-resisting mechanisms to the collapse resistance, and the analysis showed that catenary action provided 81.0 % ∼ 93.4 % of the total collapse resistance at the ultimate collapse stage.

Study on the Vibration Effects of Cyclic Blasting on Bridge Structures under Construction

This study investigates the impact of cyclic tunnel blasting on adjacent bridge structures under construction. Monitoring vibration velocities of the bridge deck, piers, and middle column adjacent to the Zhanma Tian Tunnel, a three-dimensional numerical model was developed using FLAC3D software, utilizing blasting vibration test data from the Zhanma Tian Tunnel project in Guizhou. Results show that, as the distance between the bridge and tunnel increases, vibration velocity at the bridge deck decreases more rapidly compared to the base of the pier. Peak vibration velocities recorded were 0.235 cm/s for the bridge deck, 0.081 cm/s for the pier base, and a predicted 0.209 cm/s for the middle column. The impact order from blasting vibrations on the bridge structure is: pier base, middle column, bridge deck. Peak vibration velocity induced by blasting ranged between 0.05 and 0.25 cm/s, within safe limits of bridge material strength. Eight daily blasting cycles do not compromise the safety of bridge structures located 43 m away.

Effectiveness of Suspended Lead Dampers in Steel Building Structural Model Subjected to Impact Load

This paper delves into an in-depth experimental investigation focusing on the dynamic behavior of steel frame buildings employing passive damping through suspended lead dampers. The primary objective revolves around scrutinizing a three-story steel frame building model to elucidate the effects of integrating lead dampers into the outer tubular square-section columns. By strategically embedding these dampers, the study aims to showcase the resultant reductions in both acceleration and displacement. To execute this analysis, an impact load is precisely applied to the mid-center of the middle column along the x-axis of the first story of the steel frame. The experimental setup employs six wireless accelerometers strategically positioned across the frame to capture comprehensive data on its response at diverse locations. Various quantities of lead dampers are systematically incorporated into each testing scenario to gauge the extent of passive damping’s influence on the structural response of steel buildings to impact loads. Throughout the experiments, acceleration-time relations are meticulously recorded at each story, facilitating a comparative assessment of outcomes with and without the presence of lead dampers. The findings of the study underscore a marked decrease in vibration levels at higher floors of the steel model subsequent to the installation of lead dampers within the structure. Furthermore, a noteworthy trend emerges indicating that an augmented number of lead dampers within the building yields a commensurate decrease in vibration amplitude. This detailed investigation offers valuable insights into the efficacy of passive damping mechanisms, thereby contributing to the advancement of seismic-resistant structural design practices.

Analysis of Progressive Collapse Resistance in Precast Concrete Frame with a Novel Connection Method

The configuration of beam–column joints in precast concrete (PC) building structures varies widely, and different connection methods significantly affect the progressive collapse resistance of the structure. This study investigates the progressive collapse resistance of an innovative beam–column connection node frame. Finite element models of four-story, two-span space frame structures made of reinforced concrete (RC) and PC were developed using ANSYS 14.0/LS-DYNA R5.x software, employing nonlinear dynamic and static analysis to examine structural collapse behavior under bottom middle or corner column damage. Numerical results indicate that following the failure of the middle or corner column due to explosion loading, the vertical displacement and collapse rate of the PC structure with the novel connection method are less than those of the RC structure during collapse progression. Furthermore, upon removal of the middle or corner column, the residual load-carrying capacity of the PC structure with the innovative connection increased by 7% and 3.7%, respectively, compared to the RC structure. This suggests that PC structures with this type of connection demonstrate superior performance in resisting progressive collapse, offering valuable insights for future engineering applications.

Study on the Anti-Progressive Collapse Behavior of Steel Frame Structures under Close-Range Blast Loading

The steel frame structure plays an important role in strategic deployments and is widely used in heavy machinery, metallurgy, military, and other important industries. To study the impact of explosive loads on the anti-progressive collapse performance of steel structures, this paper proposes to establish the vulnerability characteristics of steel frame structures and provides a method for calculating vulnerability characterization indicators. A finite element model is used to analyze the dynamic response of steel frame structures under the action of close-range explosive loads, and factors influencing the anti-progressive collapse of steel frame structures are proposed, including the number of stories and diagonal bracing. A comparison is made between the various column types of steel structures under explosive loads, such as corner columns, long-edge middle columns, short-edge middle columns, inner columns, also in various coupling conditions. The results show that the progressive collapse of steel frame structures is greatly influenced by the position of the explosion and less affected by the amount of explosive material. The simultaneous failure of corner columns and long-edge middle columns is more likely to cause overall structural failure. The addition of diagonal bracing significantly improves the anti-progressive collapse ability and prevents the lateral displacement of steel frame structures; increasing the number of stories provides more alternative load transfer paths for steel frame structures, thereby preventing their collapse.

Design and radiological confirmation of 3-column cortical bone trajectory in the lumbar spine.

The aim of this study was to design a novel lumbar cortical bone trajectory (CBT) penetrating the anterior, middle, and posterior vertebral area using imaging; measure the relevant parameters to find theoretical parameters and screw placement possibilities; and investigate the optimal implantation trajectory of the CBT in patients with osteoporosis. Three types of CBTs with appropriate lengths were selected to simulate screw placement using Mimics software. These CBTs were classified as the leading tip of the trajectory pointing to the posterior quarter area (original CBT [CBT-O]) and middle (novel CBT A [CBT-A]) and anterior quarter (novel CBT B [CBT-B]) of the superior endplate. The authors then measured the maximum screw diameter (MSD) and length (MSL), cephalad (CA) and lateral (LA) angles, and bone mineral density (Hounsfield unit [HU] values) of the planned novel 3-column CBT screw placements. The differences in the parameters of the novel CBTs, the percentages of successfully planned CBT screws, and the factors that influenced the successful planning of 3-column CBT screws were analyzed. Three-column CBT screws were successfully designed in all segments of the lumbar spine. The success rate of the 3-column CBT planned screws was 72.25% (83.25% for CBT-A and 61.25% for CBT-B). From the CBT-O type, to the CBT-A type, to the CBT-B type, the LA, CA, and MSD of the novel CBT screws decreased with increasing trajectory length. The HU values of the three types of trajectories were all significantly higher than that of the traditional pedicle screw trajectory (p < 0.001). The main factor affecting successful planning of the 3-column CBT screw was pedicle width. Moderating adjustment of the original screw parameters by reducing LAs and CAs to penetrate the anterior, middle, and posterior columns of the vertebral body using the 3-column CBT screw is feasible, especially in the lower lumbar spine.

Numerical analysis of the behaviour of a concrete floor in a steel-framed structure subject to a traveling fire

This paper presents a finite element model for a multi-story structure subjected to traveling fire. The structure selected has been previously investigated in experimental studies. The study investigates the effect of the number and positions of the panels exposed to fire on the fire behavior of the composite floor in the structure. Parameter analyses were conducted, including floor thickness, reinforcement arrangement, loads, position and number of panels exposed to fire, and traveling fire. The study shows that there are three different patterns of membrane action: ring type, diagonal U type, and opposite side U type. The moment and axial force of the steel beam near the fire panel increase gradually, while the internal force change of the steel beam at a distance from the panel exposed to fire is relatively small. The axial force of the edge and corner columns changed more significantly compared to the axial force of the middle column. Furthermore, the displacement, fire resistance, failure mode, and membrane action of the floors depend primarily on the position of the panels exposed to fire, the traveling fire, and the interaction among members.

Stress Analysis of Semi-covered Excavation Foundation Pit in Metro Stations based on Incremental Method

The station foundation pit of Ningbo Metro Line 2 is taken as engineering background, the support structure form of the semi covered excavation foundation pit is introduced. The standard section of the foundation pit is considered as a plane strain problem, a force calculation and analysis model for the half cover system structure is established based on the incremental method, concentrated load of a waste truck is applied within 5.0 m cover plate range outside the middle column and an impact coefficient of 0.4 is considered, overload with value of 20kPa is applied to the rest parts of the cover plate and 5.0 m outside the diaphragm wall. The excavation of the foundation pit is divided into 5 stages, the surface overload, structural self weight, soil pressure and elastic resistance increment, and support axial force are applied respectively, and the bending moment increment of the connecting wall and cover plate system at each excavation stage are calculated. The bearing capacities of the diaphragm wall and cover plate reinforcement are respectively calculated based on the rectangular bending normal section components, and they both meet the strength requirements.

A Wooden Pin Reinforcement of Ancient Chinese Wooden Temple: A Case of Daxiong Hall

Post and lintel frame is a prominent architectural structure in Chinese temple architecture, characterized by its wooden construction. Mortise–tenon joints (MTJs) serve as the primary connection method for these wooden structures, employing straight mortise nodes (SMNs) and through-mortise joints (TMNs). This study presents a method that utilizes wooden pins to reinforce MTJs, enhancing the seismic performance of timber frame structures. Finite element (FE) simulation verifies the effectiveness of wooden pins in reinforcing both SMNs and TMNs, leading to improved load-bearing capacity and ductility of the MTJs. Additionally, the study confirms that reinforced nodes help to restrict the displacement changes within the wooden frame. The paper also investigates the optimal distribution of MTJs reinforced by the wooden pins throughout the structure, with the aim of enhancing the wood frame’s seismic performance. The results show the bearing capacity of MJT reinforced with wooden pins is approximately 11.3% higher compared to that of MTJ without reinforcement. The reinforcement of wood pins effectively controls the horizontal displacement of the overall structure of the wooden frame, which is reduced by about 50%–62% compared with the unreinforced wooden frame. The locating the wooden pin-reinforced MTJs in the outer columns and middle layer columns reduces the structural displacement, which is 31.53% in X direction, 5% in Y direction, and 25.86% in Z direction.