Cross-laminated Timber Shear Walls Research Articles

Experimental research on lateral performance of CLT shear walls with novel dissipative angle brackets and hold-downs

Cross-laminated timber (CLT) structures offer a prospective solution to mid- and high-rise buildings. This paper reports experimental research on the lateral performance of CLT shear walls with novel dissipative angle brackets and hold-downs adopting soft-steel bracket and rubber. Quasi-static tests were performed on seven full-scale walls, comprising five walls with dissipative connections, one with in-situ replaced dissipative connections on already used CLT panels, and one with conventional metal connections, to investigate the influence of vertical load distributions, aspect ratios, and reparability. Failure modes, mechanical properties, and energy dissipation capacity were obtained and analyzed. The results show that the damage of the walls with dissipative connections primarily occurred at the connections, and these walls have excellent lateral deformation capacity, whose inter-story drift ratio can be up to 4.35%. Compared with the conventional metal connections, the walls with dissipative connections exhibit 26% higher ductility, 37.6% greater energy dissipation capacity and higher equivalent viscous damping ratios. Meanwhile, the repaired CLT shear walls maintained similar mechanical properties as the original wall, showing satisfactory reparability. Furthermore, non-linear numerical models were established to predict the walls’ lateral behavior, and the analytical hysteresis curves agree well with the test results.

Çapraz Lamine Ahşap (CLT) Malzemeli Çok Katlı Konut Binasının 6 Şubat 2023 Kahramanmaraş Depremleri Altındaki Sismik Tepkisinin Değerlendirilmesi

The February 6, 2023 Kahramanmaraş earthquakes exposed the vulnerabilities of existing RC structures, causing thousands of buildings to collapse or sustain severe damage, especially in the hardest-hit provinces. Cross-laminated timber (CLT), one of the industrial wood materials, is used as an alternative to RC in buildings in earthquake zones around the world due to its lightness and many positive features. The aim of the study is to examine the dynamic behavior of multi-storey residential buildings built with the CLT shear wall system, with limited application in Turkey, under earthquake loads and to draw attention to the material selection and sizing to be used in the structural elements of earthquake-resistant buildings. Using TimberTech (2022) software, a five-story building with CLT walls was analyzed under linear dynamic conditions. The study shows while the model provides all the verifications in the solution according to Eurocode for soil type C, it is inadequate under the seismic data of the Kahramanmaraş earthquake.

Experimental investigation of dissipative connections in cross-laminated timber shearwalls

This paper presents a study investigating the performance of connections used in cross-laminated timber (CLT) shearwalls and examines the role such connections play within the capacity-based design (CD) approaches for CLT buildings. Experimental tests on hold-downs and angle brackets with two different nailing patterns, as well as different fasteners such as common nails and screws used in vertical joints are undertaken. The connection behaviour, strengths, stiffness, and ductility are presented and discussed. The experimental test results are used to evaluate the validity of CD procedures and numerical models for multi-panel CLT shearwalls. The proposed CD procedures consider the yielding hierarchy of connections and suggest overstrength factors in order to enhance the overall seismic behavior while protecting the non-dissipative elements. The research contributes to a better understanding of connection behavior, CD approaches, and the determination of appropriate overstrength factors for CLT shearwall design. By combining experimental data and shearwall-level numerical modeling, this study aids in improving the reliability of CLT shearwall design.

Ductility-related seismic modification factor for CLT shear-wall and glulam moment-resisting frame dual system

The cross-laminated timber (CLT) shear-wall and glulam moment-resisting frame (CLTW–GMRF) dual system is a recently completed research prepared for the British Columbia (BC) Forestry Innovation Investment Ltd. With the introduction of new structural systems, the need to update existing building code becomes evident. Accordingly, this study evaluates the ductility-related force modification factor ( Rd) of the CLTW–GMRF system for the National Building Code of Canada, utilizing the FEMA P-695 procedure. In two performance groups, 16 archetype buildings are designed considering different building storey heights, CLT shear-wall locations, and wall-frame moment proportions. Numerical model of the systems is developed in OpenSees and incremental dynamic analyses are conducted using 30 bi-directional ground motion records that represent the seismicity of Vancouver, BC, Canada. Collapse margin ratios are calculated to assess the adequacy of the trial Rd factors. The research determined that with an over-strength factor of 1.5, an Rd of 3 is found to be acceptable for the system.

Evaluation of engineering demand parameters for seismic analyses of CLT-glulam hybrid structures

By bracing glulam frames with cross-laminated timber (CLT) shear walls, CLT-glulam hybrid structures offer a promising solution for multi-story timber construction. This paper presents an assessment of engineering demand parameters (EDPs) for seismic analyses of such hybrid structures. Five EDPs were considered, including the commonly used maximum inter-story drift ratios (MaxISDRs), peak floor accelerations (PFAs), and maximum roof drift ratios (MaxRDRs), as well as two newly developed EDPs named maximum connection damage index (MaxCDI) and maximum inter-story CLT shear wall damage index (MaxISWDI). The EDPs were assessed through nonlinear time-history analyses (NLTHAs) on 12 prototype CLT-glulam hybrid structures with different building heights, construction types of CLT shear wall subsystems (platform or balloon), and inter-story configurations of CLT shear walls. The MaxCDI was then employed as the benchmark EDP to evaluate the effectiveness of the other four EDPs in capturing structural damage. The results showed that the connection damage of glulam frame subsystems was limited during major earthquakes, and the construction type of CLT shear wall subsystems had a significant impact on the connection damage of CLT shear wall subsystems. The MaxISDR performed well in characterizing damage to glulam frame subsystems, while it could not reflect damage to CLT shear wall subsystems given that the Spearman’s rank correlation coefficient between the MaxISDR and the MaxCDI of CLT shear wall subsystems only reached −0.07. The MaxISWDI was capable of quantifying connection damage of CLT shear wall subsystems, with a Spearman’s rank correlation coefficient of 0.87.

Investigating the deformation characteristics of balloon-type CLT shearwall

Balloon-type cross-laminated timber (CLT) shearwalls represent a valuable alternative to traditional platform-type construction for use as lateral load resisting systems in mid-rise mass timber buildings. Limited information is available on the behaviour of balloon-type shearwalls, and the system is not included in design codes and standards. The research aims to investigate the lateral deformation contribution and kinematic behaviour of balloon-type CLT shearwall system. A simplified analytical model to establish the lateral displacement of shearwalls is presented and discussed. The methodology involves a validated finite element model, and the result of sensitivity analysis is used to develop the analytical model. The study revealed that the stiffness of hold-downs and vertical joints, and aspect ratio of panels and vertical loads are contributing factors influencing lateral stiffness. The proposed analytical model was verified against 45 cases implemented in numerical models yielding an average error in the prediction of top lateral displacement of less than 4.7%.

Numerical assessment of In-plane behavior of multi-panel CLT shear walls for modular structures

Ponderosa pine (Pinus ponderosa) harvested from restoration forests in the Pacific Northwest region of the United States is being considered for use in cross laminated timber (CLT). A prototype modular building was designed and constructed to assess the feasibility of using such CLT panels in emergency housing that can be rapidly assembled, disassembled, and reused. The modular building uses narrow-width CLT panels connected with intra-modular connections (butt joints with inclined screws) that develop the wall modules, which are connected to each other at the corners with point-type inter-modular connections. To accurately predict the behavior of this modular structure under seismic loading, it is necessary to be able to simulate the connections and wall modules under lateral loading. These selected intra- and inter-modular connections in PP CLT have been mechanically characterized in previous experiments. This paper presents the methodology and results from benchmarking the selected in-plane CLT connections against the experimental data in OpenSees. Further, the impacts of the selected connections on the in-plane monotonic and cyclic behavior of multi-panel CLT shear wall modules are also presented. The results show that the Pinching4 material model in OpenSees, when benchmarked using the simulated annealing algorithm, was able to successfully simulate the selected connections. Simulations of multi-panel wall modules indicate that modules with closely spaced screws in the butt joint behave as a single wall panel, while those with widely spaced screws behave as coupled walls. Recommendations on the spacing of intra-modular connections and the applicability of the modular system using the selected connections are provided based on the finite element analysis.

An experimental and numerical study on the coupling effect of CLT wall-to-floor angle bracket connections

Cross-laminated timber (CLT) wall panels are commonly connected to the floor or foundation using metal connections, which play a critical role in determining the seismic performance and energy dissipation of the CLT shear walls. In this study, to comprehend the tension–shear coupling effect of the CLT wall-to-floor angle bracket connections under seismic loads, both monotonic and cyclic shear tests were conducted on the angle brackets that were also simultaneously applied with different levels of prescribed vertical axial tension. The influence of the co-existent axial tension on the horizontal shear performance of the angle brackets was analyzed. Furthermore, a numerical model of the angle brackets was developed and validated with the experimental results, which could predict the tension–shear coupling effect based on the monotonic loading scenario. Based on the numerical model, parametric analysis was conducted, and an analytical tension–shear interaction diagram representing the coupling effect of the angle brackets under seismic loads was established. It is found that with an increase of the axial tension from 0 to 30 kN, the shear resisting capacity of the angle brackets is diminished by 33.29%, and the pinching effect of their hysteretic load–displacement curves is mitigated. When the number of the connection-to-floor screws of the angle brackets was increased from 10 to 14, the shear resisting capacity of the angle brackets can be enhanced by 6.43%, and their shear strength degradation can be relieved by 12.85–56.25%. For the CLT wall-to-floor angle brackets, the analytical interaction diagram can be described using one bilinear function, which consists of the ratio between the shear to the shear resistance and the ratio between the tension to the pull-out resistance.

Numerical modeling strategies and parametric analyses of platform-type and balloon-type cross-laminated timber (CLT) shear walls under lateral loads

Despite great contributions having been made on the topic of numerical modeling methods for cross-laminated timber (CLT) shear walls under lateral loads, it is still challenging to simulate the nonlinear wall behavior with both computational efficiency and modeling accuracy. In this paper, a series of novel modeling strategies are developed, aiming to provide a potential solution to this challenge. The modeling strategies involve the revised version of a uniaxial hysteretic model for dowel-type timber joints, physical and phenomenological modeling methods for typical CLT connections (i.e., hold-down and angle bracket connections), and a fiber-section-based modeling method for CLT shear walls. The modeling strategies were validated by existing experimental data, and the modeling results showed that the proposed fiber-section-based model is capable of simulating the lateral performance of both platform-type and balloon-type CLT shear walls with sufficient accuracy while maintaining desirable computational efficiency. The fiber-section-based model was then used to conduct parametric studies, investigating the influence of construction methods, wall aspect ratios, connection stiffness, and vertical load magnitudes on the lateral performance of CLT shear walls. The studies showed that the initial stiffness and ductility ratio of balloon-type CLT shear walls were 39.1–47.1% and 13.7–19.4% larger than the platform-type ones, while the ultimate capacity was less affected by construction methods. Slenderer CLT shear walls had lower ultimate capacities and initial stiffnesses, as well as smaller ductility ratios. Stiffer hold-down connections contributed to larger initial stiffness but resulted in the CLT shear wall failing in a less ductile manner. The vertical load had positive impacts on the ultimate capacity, initial stiffness, and ductility ratio of CLT shear walls, although the effect on the ultimate capacity was quite limited.

Investigation of Wood‐Steel Composite Shear Walls Behavioural Parameters

AbstractOver the last few years, hybrid steel‐timber components and systems are enjoying increasing popularity in the construction sector, particularly in the case of multistorey timber buildings where significant benefits arise due to faster and safer on‐site erection, improved structural and seismic performance combined with minimized environmental impact. Most of these studies focus on steel frames with Cross‐laminated Timber (CLT) infills and hybrid steel‐timber joints. However, it may only sometime to be possible to satisfy the maximum drift limit prescribed by building codes only with CLT shear walls and hybrid steel‐timber joints. Some promising improvements have been proposed in the literature for improving buckling stability and avoiding excess building drifts. Among these, is a new type of shear wall called the Wood‐Steel Composite Shear Wall, which has much higher stiffness and can drastically reduce the overall building drifts due to the employment of Steel Plate Shear Walls. Regarding the above considerations, this paper assesses the structural behaviour of Wood‐Steel Composite Shear Wall systems via the finite element method. In the developed Wood‐Steel Composite Shear Wal system, glue connects a thin gauge steel web plate to the boundary Laminated Strand Lumber frame. Based on previous experimental studies, finite element modelling was performed to investigate the effects of behavioural parameters on the response of the Wood‐Steel Composite Shear Wall system. It was found that the plate wall thickness has a significant effect on the initial stiffness and the peak capacity of this system, while changing that parameter may not change the failure mode of the system.

Experimental investigation of the hysteretic behaviour of single-story single- and coupled-panel CLT shear walls with nailed connections

The impact of wall-to-floor hold-downs, vertical spline joints, shear connectors, panel aspect ratio, and gravity loading on the performance of single storey cross-laminated timber (CLT) shear walls was experimentally investigated. The shear walls consisted of 191 mm thick 7-ply CLT panels with nail connected hold-downs, shear brackets, and plywood surface splines. First, the strength and stiffness of the hold-downs, vertical spline joints, and shear brackets were determined. Then, a total of 27 single and coupled shear walls with panel aspect ratios of 2.5 and 3.5, gravity loading of 20 kN/m and 30 kN/m, different hold-down strength as well as different nail spacing in the splines were tested under monotonic and reversed cyclic loading. The connector tests showed that the presence of washers, even with reduced nailing, significantly increased overall connection stiffness, capacity, and ductility. The shear wall tests demonstrated that the wall aspect ratio had the most significant influence on the shear wall performance. Increasing the number of shear brackets also resulted in higher capacity, deformation, and energy dissipation, while tighter nail spacing in the spline joints resulted significant higher capacity and stiffness in coupled shear walls.

Investigating the effect of the structural interactions due to floors and lintels on the lateral response of multi-storey Cross-Laminated Timber shear walls

The lateral behaviour of multi-storey Cross-Laminated Timber (CLT) structures is significantly influenced by the effects of the structural interactions between primary and secondary structural elements and their connections. In case of platform-type structures, in addition to the connections placed at the base of the walls, other structural components including the floor diaphragms and the lintels above the openings influence the lateral performances of the CLT shear walls. However, it is common practice in structural design to model multi-storey CLT shear walls by considering the wall base connections, while neglecting the effects of these structural interactions. This study investigates in detail the lateral behaviour of multi-storey CLT shear walls, comparing the results of simplified modelling strategy, typically adopted in practical design, and more advanced modelling strategies that take into account the effects of these structural interactions. Different shear wall configurations, including different geometries, number of storeys, and connection properties were analysed by means of linear elastic and nonlinear static analyses. The results of the numerical analyses highlighted significant differences between the lateral behaviour of multi-storey CLT shear walls modelled with these different modelling strategies and suggest that simplified modelling strategies may not always be reliable to describe the behaviour of multi-storey CLT shear walls.

Cyclic behaviour of CLT shear wall hold-down connections using mixed angle self-tapping screws

This paper experimentally examines structural performance of novel cross laminated timber (CLT) hold-down connections consisting of customised steel brackets and self-tapping screws installed with mixed angles relative to loading. The installation of screws at mixed angles combines the high strength and stiffness of inclined screws with the high ductility of 90° screws creating a strong, stiff, and ductile connection. A total of 30 high capacity connection specimens comprising two timber species and five connection configurations are tested under monotonic and cyclic loading. The ratios between inclined screws and 90° screws are investigated in order to optimise the connection seismic performance. Connections consisting of 12× Ø12 mm inclined screws and 12 to 24× Ø12mm / 10 mm 90° screws were found to demonstrate high ultimate strength (470–593 kN), high initial stiffness (212–269 kN/mm) and high ductility (µ=10–20) under cyclic loading. Current strength calculation methods for the connection design are compared to the experimental results and are shown to provide conservative design predictions.

Digital Twin for Monitoring In-Service Performance of Post-Tensioned Self-Centering Cross-Laminated Timber Shear Walls

A digital twin (DT) can be defined as a multiphysics, multiscale model in which a digital model, such as a building information model (BIM), is updated based on data obtained from a physical system, such as sensor data, results from probabilistic simulations, and material/structural models. This study describes sensor data integration within a BIM as the first critical step toward the implementation of DTs to support structural health monitoring (SHM). In particular, the study defines a methodological approach used to integrate the as-built geometry of existing buildings, as well as their material properties and sensor data into a digital model to assist in accessing sensor data to assess a building’s structural performance. A mass-timber structural system consisting of post-tensioned cross-laminated timber (CLT) self-centering shear walls at the George W. Peavy Forest Science Center (“Peavy Hall”) at Oregon State University was used as a case study to test the proposed approach. The BIM of the shear walls was developed using a Scan-to-BIM approach by converting light detection and ranging point clouds into a BIM. Sensors in the building recorded environmental and structural parameters influencing the long-term performance of the shear walls. Measurands included relative humidity, air and wood temperature, wood moisture content, displacements, and deformations of shear walls. The precise placement of these sensors and the possibility to associate the measured parameters of these entities within a BIM is hypothesized to assist with data management by adding a spatial element to data and analysis results. In addition, the integration into the IFC-BIM platform of a material- and phenomena-specific warning tool allows to promptly identify areas of concern in the monitored building. This can support facility managers in planning inspection and maintenance activities and eventually could lead to the prolonged service life of a building.

Design for Seismic Resilient Cross Laminated Timber (CLT) Structures: A Review of Research, Novel Connections, Challenges and Opportunities

As a sustainable alternative to steel and concrete, cross laminated timber (CLT) shear wall systems are getting increasingly popular in mid-rise and high-rise construction, and that imposes new challenges on their seismic performance. The conventional connections used in this system, such as steel hold-downs and angle brackets, are, however, susceptible to brittle failures, thus being inappropriate for use in structures in seismic regions. A series of innovative connections have therefore been proposed in recent years for achieving better seismic behaviours in CLT structures, characterised by an adequate capacity, significantly improved ductility and dissipative capacity, as well as more controllable ductile failure modes. This paper first reviews the recent studies of CLT shear wall systems and conventional connections. Connection systems and shear wall reinforcement methods that have been recently proposed for seismic resilient CLT structures are then introduced, with their design strategies being summarised accordingly. The connections are then discussed comprehensively in terms of structural performance, manufacturability and constructability, employing similar criteria that have previously been proposed for steel modular connections. It is found that much improved ductility along with more predictable, ductile, timber damage-free deformation modes are achieved in most of the new connections. Some new connectors are designed with additional functionalities for optimised seismic performance or for easing the construction process, which, however, lead to complex designs that may add difficulties to the mass production. Therefore, comprehensive considerations are needed in connection design, and the discussion of this paper aims to assist in the future development of connection systems for seismic resilient multi-storey CLT buildings.

Effect of infilled CLT shear walls on the lateral performance of glued-laminated timber frames: Experimental and numerical analysis

A new timber structural system about the combination of cross-laminated timber (CLT) and glued-laminated timber (GLT) aiming to improve the timber lateral performance and satisfy the seismic demands has recently been proposed, highlighting the important influence on the design of timber frame-shear walls structure. This paper presents the lateral behaviour and seismic performance of GLT frame infilled with CLT shear walls by experimental and finite element numerical analysis. Four specimens of 1:1.5 scale including one bare GLT frame and three GLT frames infilled with CLT shear walls were designed to research the lateral performance under the cyclic loading tests. The mechanical characteristics of these specimens were effectively evaluated in the form of theoretical derivation under the lateral load, and the theoretical models of the beam-column joint and the column-base joint were established. Based on the theoretical calculation methods, the finite element models of four specimens were established and analyzed by Abaqus software to research the lateral performance of the influence of CLT shear walls on the GLT frame. The results indicate that the lateral deformation of the bare GLT frame is obvious, the shear cracks emerge in the joints, and the damage degree of the beam end of the beam-column joint is significantly greater than that of the column-base joint. The lateral load-bearing capacity of the GLT frame is improved after being infilled with CLT shear walls, and the damage degree of GLT frame joints is significantly improved. The elastic lateral stiffness of GLT frame infilled CLT shear walls with the opening can reach 9.66–13.1 times higher than that of bare GLT frame according to the test results. From the beginning of loading to the failure stage, the lateral load of specimens provided by the CLT shear wall is more than 50 %, and the contribution of the CLT shear wall to the lateral performance of the structure is significant in collaborative work. The numerical analysis based on the FE models of GLT frame infilled with CLT shear wall shows that the opening type, size and thickness height ratio of the CLT wall are obvious effects on the lateral resistance of the structure. The lateral load-bearing capacity increase by about 95.06–127.5 % when the thickness of the CLT shear wall of three-layers wood panels increases from 30 mm to 105 mm. The lateral resistance increases by 49.29–72.29 %, and the lateral stiffness increases by 48.26 % when the thickness of the CLT shear wall of five-layers wood panels increases from 50 mm to 150 mm. The research shows that CLT can increase the lateral load-bearing capacity and stiffness of structures, which can satisfy the demands of better lateral performance and sustainable buildings with a low carbon cycle.

Experimental testing of platform-type and balloon-type cross-laminated timber (CLT) shear walls with supplemental energy dissipators

CLT technology is gaining notable popularity in both residential and non-residential applications throughout the world, providing a prospective solution to the height limitation of timber buildings. Recently, a growing number of studies have been focusing on energy dissipation strategies for CLT structures since the energy dissipation capacity of CLT structures might sometimes be challenged in seismic design. This paper presents an experimental investigation into the lateral performance of platform-type and balloon-type CLT shear walls with supplemental energy dissipators. Such supplemental energy dissipators are located between coupled CLT wall panels, intending to deform and dissipate energy through the rocking mechanism of CLT shear walls. Two kinds of energy dissipators were adopted, respectively, called O-shaped Flexural Plate (OFP) dissipator and Plate with Openings (PO) dissipator. Quasi-static tests were conducted on four one-third-scale two-story CLT shear wall specimens considering platform and balloon construction methods and these two types of supplemental energy dissipators. The experimental observations, load-displacement responses, energy dissipation capacities, stiffness degradation, and combined single-coupled wall behaviors of the specimens were obtained and compared. The test results showed that the OFP dissipator was quite efficient in dissipating energy, while the PO dissipator exhibited limited energy dissipation capability because it was prone to low cycle fatigue fracture. The supplemental energy dissipators dissipated more energy in balloon-type CLT shear walls compared to those in platform-type CLT shear walls due to the influence of construction methods on the demand of supplemental energy dissipators. In platform-type CLT shear walls, the coupled wall behavior of the walls in the second story was more evident than that of the walls in the first story.

Experimental investigations of a new highly ductile hold-down with adaptive stiffness for timber seismic bracing walls

An efficient implementation of the capacity design requires high ductility combined with a low overstrength of the critical regions. Conventional timber connections do not generally offer such ideal combination, resulting in modest behaviour and relatively high overstrength factors. Inspired by the Buckling Restrained Brace a new hold-down has been developed where the timber wall directly acts as a casing. The new hold-down has been given an adaptive stiffness allowing the structure to be stiff in the wind, while becoming more flexible in the case of an earthquake. Furthermore, local crushing of the timber members is completely avoided, and the new hold-down could be replaced after an earthquake. Experimental investigations were performed on hold-down specimens. The results show ultimate displacement values vu,c of more than 30 mm in a cyclic test according to EN12512. Eleven Cross Laminated Timber shear walls, in which the new hold-down has been implemented, were tested following monotonic and static-cyclic tests procedures, with and without vertical load. A very high ductility has been achieved with almost no strength degradation, little pinching and limited overstrength.

Seismic design and performance evaluation of novel dual-pinned self-centering coupled CLT shear walls

The use of mass timber structures has considerably grown in recent years. This has increased the demand for sustainable, resilient and high-performance mass timber structural systems. In this paper, a novel self-centering balloon-type cross-laminated timber (CLT) shear wall system, called the dual-pinned self-centering coupled CLT shear wall (DSCW), is proposed for tall building applications. The DSCW consists of two sets of CLT panels that are coupled to one another using self-centering friction dampers and are either pinned at their base or sit on V-shaped truss assemblies. This paper also introduces an equivalent energy design procedure (EEDP) that can be used to design the DSCW such that it meets different performance objectives and roof displacement targets at various earthquake intensities. The procedure was used to design the DSCWs of a 12-story prototype building located in Vancouver (Canada). The DSCWs of the prototype building were numerically modeled and subjected to extensive nonlinear time history and incremental dynamic analyses. The results of these analyses show that the proposed EEDP can be efficiently used to design the DSCW such that it achieves the target roof displacements and performance objectives. The results also show that the DSCWs of the prototype building meet the seismic performance requirements of FEMA P695. Overall, the results presented in this paper demonstrate that EEDP-designed DSCWs have excellent seismic performance and can be safely used in tall buildings located in high-seismicity regions.

Analysis and enhancement of the new Eurocode 5 formulations for the lateral elastic deformation of LTF and CLT walls

This paper analyses the analytical formulations for the lateral elastic deformation of Light Timber Framed (LTF) and Cross-Laminated Timber (CLT) shear walls according to the new Eurocode 5 (EC5) proposal. Finite Element (FE) models and the Standard predictions are compared by emphasizing the role of each deformation contribution. A total of 1830 comparisons between analytical and numerical estimations are carried out by exploiting the Application Programming Interface of SAP2000 to modify the FE model parameters automatically. The parametric analyses proved that the numerical and analytical predictions are pretty consistent. Furthermore, in both LTF and CLT shear walls, the estimates for in-plane shear and rigid body sliding are in excellent agreement. Conversely, the analytical formulas for kinematic rocking are generally conservative for LTF and monolithic CLT shear walls, with an approximate 18%–19% discrepancy. The analytical expressions of the upcoming EC5 perfectly match the numerical model for segmented CLT shear walls under lateral forces and no vertical load. However, the presence of the vertical load determines a significant bias. Additionally, the predictions for bending deformations are not in good agreement. Therefore, the paper discusses possible enhancements for the equations proposed in the next generation of Eurocodes for the rocking deformation of segmented CLT walls to better conform with FE predictions.