Building information modelling (BIM) of tension supporting elements for ground reinforcement

Building information modelling (BIM) of tension supporting elements for ground reinforcement | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Building information modelling (BIM) of tension supporting elements for ground reinforcement Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset, Mattias J Rebhan, and 1 more This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4100713/v2 This work is licensed under a CC BY 4.0 License Status: Published Journal Publication published 28 Jan, 2026 Read the published version in Geotechnical and Geological Engineering → Version 2 posted 6 You are reading this latest preprint version Show more versions Abstract Building Information Modelling (BIM) is increasingly adopted in geotechnical engineering but remains hindered by the lack of standardised modelling methods and functional data structures. This paper presents a novel, generalisable BIM data model specifically for tension supporting elements (i.e., anchors, soil nails, rock bolts etc.) which are used in almost every geotechnical project. Unlike previous efforts focusing primarily on construction-stage documentation, this study advances the state-of-the-art by integrating the full project lifecycle, including design, installation, inspection, and maintenance. The proposed data structure defines Level of Development (LOD) requirements for both geometry and metadata, aligned with project phases and maintenance needs. Three real-world cases from Norwegian infrastructure projects, covering tunnels, slopes, and foundations, form the basis for the proposed model, ensuring practical relevance and adaptability. The data structure is expandable such that maintenance-related information at different periods can be appended and back-traced. Even though realisation and testing in real projects are necessary, the proposed data structure is already proven to be compatible with parametric design, the most used LOD frameworks, and common data exchange formats e.g. “Industry Foundation Class” (IFC) for BIM. Soil nails rock bolts ground anchors micropiles IFC parametric design Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 1. Introduction Digitalisation transformed many industries in the last decade and introduces many tools for design automation, optimisation and information enrichment for geotechnical engineering (Huang et al. 2021 ). Among these, Building Information Modelling (BIM) is increasingly being adopted as a planning method in geotechnics (e.g. Ninić et al. 2020 ; Ninic et al. 2021 ; Erharter et al. 2023 ), enriching geometric models with further information and facilitating interdisciplinary coordination. BIM can also assist with complex projects during the construction stage. A notable example is tunnel construction, where TBM data are integrated into the BIM model to generate the as-built state, enabling real-time quality control, maintenance planning, regulatory documentation, and visualisation of deviations from the design (Hegemann et al. 2020 ). Integrating geotechnical data into BIM environments supports risk reduction and design optimisation during construction (Berdigylyjov and Popa 2019 ). For geotechnical engineering, including the design and the as-built models of tension supporting elements using BIM can contribute to higher quality in the design and execution of the work. However, in today’s practice, BIM implementations in geotechnics are often “pilot projects” that are highly project-specific and lack standardisation. This lack of standardisation results in fragmented BIM use and limited scalability across project lifecycles. While BIM-based planning allows for early, well-informed decision-making by shifting effort to the initial phases (see Fig. 1.5 in Borrmann et al ( 2018 )), this challenges traditional practices in civil engineering projects with minimal upfront costs. Case studies by Das et al. ( 2025 ) show that traditional methods, though initially cheaper, can cause cost overruns of up to 43% and delays of 55%. BIM, with a slightly higher investment, can reduce total costs by 60% and time by 50%, via reducing design errors, unbudgeted changes, coordination problems, cost estimate delays. Despite requiring a slightly higher initial investment but a significant cost/time benefit, BIM-based projects often meet resistance in early data structuring, leading to the absence of reusable and standardised digital frameworks that can span the lifecycle of one or more projects. A generic and interoperable data structure would enable practitioners to implement consistent, standardised BIM practices across diverse applications, starting from the earliest project phases. This paper addresses the gap in standardised BIM implementation in geotechnical engineering by proposing a novel, generalisable, and scalable data structure that covers the objects’ entire lifecycle for tension supporting elements - components commonly used in ground reinforcement. In the second generation of Eurocode 7 (Maca et al. 2023 ), the category of tension supporting elements will include rock bolts, anchors, micropiles, and soil nails. Unlike prior efforts that focus on narrow application domains, e.g., the German Tunnelling Committee (DAUB) (2019) standards for underground tunnelling, the proposed approach is intended for broad, multi-case implementation across diverse ground engineering scenarios. The proposed data structure covers all “levels of development” (LOD) and includes both geometry and information for the objects. By advancing a reusable and standardised data model, this paper contributes to a long-term vision for scalable, interoperable BIM practices in geotechnical engineering. In Section 2, background information on the state-of-the-art of BIM-based modelling of tension supporting elements is presented. Three background case studies of rock bolting using parametric design are presented in Section 3. Based on them, the new LOD scheme is presented in Section 4 where the information model and the parametric design of bolt geometry are addressed in detail. The presented methods are discussed in Section 5 and lastly a conclusion is drawn, and an outlook given in Section 6. As an example, Rhino files of the geometry model (Online Resource 1) and information model (Online Resource 2) of generic element models including Grasshopper scripts (Online Resource 3), as well as Industry Foundation Class (IFC) models (Online Resource 4) are attached to the paper via a GitHub repository given in the supplementary information in Section 7. 2. State-of-the-art of BIM modelling of tension supporting elements 2.1. BIM modelling BIM is increasingly used in the architecture, engineering, and construction (AEC) industries (Costin et al. 2018 ; United Nations Economic Commission for Europe 2021 ). A survey conducted by NBS ( 2021 ) shows that BIM adoption in the United Kingdom’s construction industry increased from 13% in 2011 to around 70% during 2018–2021. Several countries require the use of BIM in publicly funded construction projects, including the United States, the United Kingdom, Norway, Finland, Sweden, Singapore, Hong Kong, South Korea and Australia (United Nations Economic Commission for Europe 2021 ). BIM is a digital model of a built facility that includes rich information and typically represents the 3D geometry of its components at a defined level of detail (Borrmann et al. 2018 , p. 4), and can be implemented throughout a project’s lifecycle from planning and construction to the operation and maintenance (O&M) phases (Borrmann et al. 2018 ; Berdigylyjov and Popa 2019 ; Yin et al. 2020 ). Published standards or guidelines for tension supporting elements only contain information related to the design and installation during the construction phase, but do not specify the requirements of the elements for BIM (buildingSMART Finland 2019; DAUB 2022 ; Civil Engineering and Development Department 2023 ). For example, buildingSMART Finland (2019) drafted guidelines for the minimum data exchange requirements on rock bolts based on design phases for infrastructure projects. According to the guidelines, rock bolts are regarded as irrelevant during a project’s preliminary design phase, but they should be considered on a project-specific basis in any of the later project phases. According to the guidelines, during the design phases, the geometry of a rock bolt should be modelled either as a solid object or as a 3D break line. A 3D break line is defined as a line that includes at least one intermediate point between its start and end. In the as-built phase, the rock bolt should be represented either as a 3D area boundary or by placing points or break lines at both ends of the bolt. The minimum metadata requirement along with a rock bolt’s geometry model is summarised in Table 1 . Since 2019, the Construction Industry Council (CIC) in Hong Kong manages an open source library of BIM objects for accessing and sharing BIM objects with BIM users and developers (Construction Industry Council 2021 , n.d.). The CIC BIM object list contains rock bolts, rock dowels, and soil nails at Level of Graphics (LOD-G) and Level of Information (LOD-I) 300 based on the classification of ISO 17412 (European Committee for Standardization 2020 ), but their LOD definition is based on the scheme proposed by BIMForum (Abualdenien and Borrmann 2022 ; BIMForum 2024 ). The semantic attributes include dimensions data and material properties for the bolt and grouting material (Table 1 ). In Hong Kong, the BIM objects shall be adopted directly or revised in the project if similar BIM objects exist in the CIC BIM object list (Development Bureau 2023 ). The criteria for comparing the similarity between objects are based on the appearance, 2D presentation, semantic attributes, and the object name. Table 1 Properties of rock bolts in published BIM guideline in Finland and rock bolts and soil nails in the BIM object library Hong Kong (buildingSMART Finland 2019; Civil Engineering and Development Department 2022 ) Category Property buildingSmart Finland (2019) Hong Kong’s CIC BIM object (Civil Engineering and Development Department 2022 ) Support type Pre-bolting, immediate support, or final support X Rock bolt Length X X Type X X Material and coating X X Diameter X X Bolt fixture material (e.g. nut/plate) X Borehole Inclination X Hole start & end coordinates X Bolt start & end coordinates X Bolt installation Bond type X X Bond length X Free length X Pre-stressing information X Grout recipe and/or mix ratio X Grout additives used X Grout consumption control information X The German Tunnelling Committee’s “BIM in Tunnelling” group (DAUB 2022 ) provides a best-practice attribute list for primary support in underground construction in Germany. This list, found in the appendix of its information management supplement, includes around 120 attributes. It broadly covers the properties in Table 1 , excluding coordinates, bolt fixture material, and free length. Additionally, it includes mechanical properties (e.g., test and ultimate load), service design aspects (e.g., lifespan, corrosion), and structural details such as steel grade, borehole dimensions, and drilling accuracy. The published BIM guidelines for rock bolts and soil nails focus primarily on the planning and, to some extent, the construction phases. However, they lack a framework for integrating data from testing and inspection, which is a critical shortcoming. This omission fails to meet the requirements of international design standards such as Eurocode 7, which explicitly mandates the verification of design assumptions through field testing, monitoring, and inspections throughout the construction and operational phases. IFC is an open and standardised computer-aided design (CAD) data format, and has been the most popular data exchange format among the AEC industry (buildingSMART International 2022 ). Construction Operations Building Information Exchange (COBie), regarded as a subset of IFC, is a data storage standard for building information exchange from the construction to the facility maintenance phase (Schwabe et al. 2018 ), but its application is so far limited (United Nations Economic Commission for Europe 2021 ). The proposed data structure in Section 4.2 can be implemented in IFC and exemplary files are given in the paper’s appendix. 2.2. LOD, LOG, LOI LOD in BIM refers to different levels of development in a building or construction project. Each LOD is represented by a digital number. These levels help to standardise and communicate the detail, information available, and maturity in a BIM model at various phases of a project's lifecycle. The concept of LOD is often used to facilitate collaboration and ensure that all project stakeholders have a common understanding of the model's completeness, accuracy, and reliability. In the framework of American Institute of Architects (AIA) (2013) and BIMForum ( 2024 ), LOD is typically defined into classes from 100–500 with an increase in more details and information. LOD describes the overall required level of detail through the combination of the required Level of Information (LOI), which refers to the level of detail of non-graphical information, and the Level of Geometry (LOG), which refers to the level of detail of graphical or geometrical information, according to a specific project stage (Borrmann et al. 2018 ). LOI and LOG are further explained in Section 4.2 and 4.3 respectively. A general definition of LOD based on AIA ( 2013 ), Borrmann et al. ( 2018 ), and BIMForum ( 2024 ) is given in Table 2 . It is worth noting that the LOD definitions from literature and standards summarised in Table 2 mainly focus on the graphical aspects of the model, i.e., LOG, while LOI are addressed only partially or implicitly. Additionally, there are no broadly adopted, standardised descriptions for each level of LOG and LOI, but only illustrative examples and use cases. This is likely due to the fact that both LOG and LOI are often highly dependent on the specific use case and object type. For instance, the geometric and informational requirements for tension-supporting elements differ significantly from those for concrete lining in tunnelling applications. In the AIA/BIMForum/Borrmann framework, LOD is a unified concept that combines geometric detail, non-graphical information, and the model’s intended use, progressing from LOD 100 to 500. In contrast, DAUB ( 2019 ) separates these concepts: Level of Detail (LoD, with a small letter “o”) refers specifically to the model's geometric and informational richness (LOG + LOI), while DAUB’s LOD (Level of Development) separately describes the model's maturity and suitability for a specific project phase. Importantly, DAUB cautions against equating LoD 500 with an “as-built” model, emphasising that as-built status requires explicit verification, not just detailed modelling. Table 2 General LOD description based on (AIA 2013 ; Borrmann et al. 2018 ; BIMForum 2024 ). The description is primarily based on LOG and partially about LOI. LOD Description 100 The model element is represented graphically by a symbol or a generic representation. Information specific to the element such as costs per square meter can be derived from other model elements. 200 The model element is represented graphically in the model by a generic element with approximate dimensions, position, and orientation. 300 The model element is represented graphically by a specific object that defines its size, dimension, form, position, and orientation. 350 The model element is represented graphically by a specific object that defines its size, dimension, form, position, and orientation as well as its interfaces to other built systems . 400 The model element is represented graphically by a specific object that defines its size, dimension, form, position and orientation along with information regarding its production, assembly and installation . 500 The model element has been validated on the construction site including its size, dimension, form, position, and orientation. 2.3. Parametric design for efficient modelling The use of CAD tools was a revolution some decades ago, but today, parametric design is being increasingly used to create smart drawings that heavily reduce manual manipulation. Parametric design and BIM are well suited for geotechnical design of tension supporting elements since they enable easy generation of thousands of objects and inclusion of metadata in the model. Among the existing literature, optimisation of tension supporting element design for geotechnical engineering has typically been parametric studies of the geometric parameters of the elements. A parametric study usually involves exploiting the possible combinations of different parameters values to understand the impact (e.g. Nguyen et al. 2015 ; Sun et al. 2020 , 2021 ; Luo et al. 2020 ; Li et al. 2022 ; Zhang et al. 2023 ), or to carry out optimisation to search the optimal design with objectives such as minimum deformation and/or cost (e.g. Basha et al. 2020 ; Guo et al. 2020 ; Li et al. 2021 ; DAUB 2022 ; Han et al. 2023 ; Erharter et al. 2025 ; Chiu et al. 2025 ). Designing tension supporting elements is highly dependent on the actual ground conditions and site constraints. A 3D ground model is actively used in infrastructure projects during the design and construction phases. Remote sensing and digitalisation have played key roles in reversely engineering the ground into 3D model. For instance, the soil-rock interface is commonly interpolated via 3D modelling with data from ground investigation, a rock outcrop can be represented by a 3D point cloud acquired via laser scanning and photogrammetry techniques (Battulwar et al. 2021 ), and rock discontinuities within a rock mass can be modelled via semi-automatic digital rock joint mapping methods (Jaboyedoff et al. 2007 ; Lato and Vöge 2012 ; Riquelme et al. 2014 ; Chen et al. 2021 ), and eventually expanded to establish a discrete fracture network inside the rock mass (Vazaios et al. 2017 ; Kong et al. 2021 ). While 3D modelling has pushed forward 3D design of tension supporting elements, manual remodelling of tension supporting elements due to changed ground conditions can be extremely laborious. Parametric modelling offers a flexible alternative of generating models via manipulating parameters such as the elements’ geometric dimensions (Borrmann et al. 2018 ; Edmonds et al. 2022 ). Sacks et al. ( 2018 ) define three levels of parametric modelling based on complexity: (1) parametric solid modelling for user-defined objects, (2) parametric assembly modelling based on inter-object parameter relations, and (3) a more advanced modelling using topology-based or rule-based systems. Following Edmonds et al. ( 2022 ), we broadly group the first two levels as parametric modelling and the third level as parametric design . Parametric modelling still requires the designer to manipulate parameters to find the optimised design. In contrast, parametric design is an automated adaption of parametric modelling where parameters automatically adapt to a new environment based on predefined rules that define the relations between the model and the environment (Edmonds et al. 2022 ). This makes it particularly suited for the design of tension supporting elements in geotechnical engineering, where ground conditions frequently change and site-specific constraints are significant. Both parametric modelling and parametric design are often implemented with visual programming languages, where scripts are developed by connecting nodes that contain elements and functions (an example from Rhino – Grasshopper (Robert McNeel & Associates) is given in Fig. 1 ). The key differences between parametric modelling and parametric design are demonstrated in Fig. 1 using an example of designing a rock bolt intersecting a sliding plane. The task is to find the geometry of the shortest rock bolt that intersects a sliding plane with unknown orientation and with a 2-meter anchoring length. The rock bolt is inserted at a predefined bolt head point {0,0,0}. Via parametric modelling, the designer needs to manually manipulate the orientation of the bolt and bolt length to find the desired solution. On the other hand, parametric design uses the sliding plane surface as input and computes a point that is projected from the bolt head point perpendicularly to the surface. As a result, the distance between the bolt head point and the projected point on the surface is always the shortest. Parametric modelling does not make use of the environment as input but directly generate models using the specified output values, whereas parametric design considers dependencies with the environment to compute the solution. Although the resulted vectors that represent the rock bolt are identical via either method, parametric design requires more computation steps but fewer inputs than parametric modelling, and it can automatically output a new desired solution if the geometry of the sliding plane has been changed. 2.4. Maintenance of tension supporting elements While the above-mentioned BIM process and the possibilities of parametric modelling and parametric design have been addressed in a series of pilot projects, this workflow generally ends with construction and the completion of the structure. Although the information from design and construction is already used in facility management (Nicał and Wodyński 2016 ; Motalebi et al. 2022 ) such an approach is not yet recognisable in infrastructure. This is related to limited previous BIM implementations so far and missing resources for these tasks on the side of road and railway infrastructure operators. The integration of the as-built status becomes necessary to utilise such models as a reliable basis for maintenance, along with its data and information. A comprehensive database and, ideally, a single source of truth that can be used as a reference is required, especially for the safety assessment and inspection of structures, the determination of damages and its influences on the reliability, and safety of the structure. Together with a visual and manual inspection of the structure, see Fig. 2 left (Austrian Research Association for Roads, Railways and Transport 2022a , b ), a corresponding statement can be made about the conservation status of the structure. In the case of inadequate documents and in combination with damage patterns, special inspections are often necessary, which are usually associated with considerable effort in the case of anchored structures due to the type of construction and their use. For example, endoscopic examinations to determine the corrosion protection of the anchor head, see Fig. 2 centre (Austrian Research Association for Roads, Railways and Transport 2022b ) or the performance of lock-off testing to determine the current anchor force, see Fig. 2 right (Sabatini et al. 1999 ; Ostermayer and Barley 2002 ; Schäfer et al. 2013 ) are not yet clearly stated in technical frameworks and standards. Although both are generally used to determine the current condition, if no corresponding documents from the design phase and information on the as-built status are available, a comparison or a statement regarding changes is not possible and therefore only of limited use. As recent and ongoing research activities (Rebhan et al. 2022 ) have shown, this is largely due to the fact that there is rarely any documentation on the structures and even less on the installed tensile supporting elements (Fig. 3 ). 3. Parametric design applications in rock bolt design: three case studies This section presents three case studies of rock bolt modelling for practical projects in Norway. The rationale for including each case study is explained below to reflect how different aspects of parametric design contributed to the development of a BIM-compatible rock support data structure: • Case 1 • Sporadic rock bolting on road cuts, which demonstrates how parametric modelling documents design assumptions that are essential for contractor understanding • Case 2 • Foundation for a residential building, which demonstrates how parametric design enables efficient optimisation under complex design constraints. • Case 3 • Systematic rock bolting in a railway tunnel, which demonstrates the application of parametric design for automated cost estimation based on prescriptive rules, as well as enabling comparisons between design and as-built data. 3.1. Case 1 : Sporadic rock bolting on road cuts To date, “E6 Svenningelv-Lien” is an ongoing road project in Nordland County, Norway. The project includes construction of a ten-kilometre new motorway and establishment of several new rock cuts (Norwegian Public Roads Administration 2024 ). Point clouds created by photogrammetry were used for designing permanent rock support of rock cuts. Unstable wedges, above a certain size, were verified in field and geometries were modelled. Small wedges were thus not modelled. Rock bolts were modelled and placed on the point cloud to check necessary bolt length. The bolt length was determined by calculating the anchoring length of rock bolt beyond the defined geometry of unstable wedge. The modelling work was done using parametric design in Rhino and Grasshopper. Figure 4 shows an example of the result. The permanent rock support was delivered to contractor as a technical note including pictures showing exact location of rock bolts and description (including length etc.). While these materials are not BIM objects in themselves, they are readily digitised to be BIM-compatible deliverables. The use of parametric design enabled automated adjustment of bolt geometry in response to updated wedge geometries. This flexibility was particularly valuable during the field verification process, where design assumptions had to be refined quickly. Moreover, the rule-based definition of anchoring length ensured consistency across all bolt placements and allowed the design to be transparently communicated, providing a basis for future BIM integration. 3.2. Case 2 : Foundation for a residential building “Granitten” is a large residential building project in Oslo, Norway. Besides other construction measures, a multi-storey residential building is being planned directly above an existing metro tunnel. The metro tunnel below the building is enlarged due to an intersection, and the lowest point of the building’s foundation is only about nine meters above the crown of the metro tunnel. As jointed bedrock lies between the metro tunnel and the building foundation, it was decided to install rock bolts in between these two structures to ensure that no unfavourable discontinuity intersections will be activated by the additional load of the new residential building. As a basis for the planning process, the metro tunnel was scanned from the inside to assess the as-built geometry. The anchors that need to be installed should be aligned in a way that they cover the whole area above the tunnel, and they should be installed downwards from the base of the foundation. The length of the anchors should be as long as possible without penetrating the metro tunnel support. A minimum distance of 1.5 meters between the lowest point of the anchor and the closest point of the of the foundation was defined to ensure that the metro tunnel support will not be affected by the installation. This task of optimising the rock bolt design between the foundation of the building and the metro tunnel was implemented using parametric design with Rhino and Grasshopper to achieve a maximum length, while also keeping sufficient distance to the tunnel. In the parametric design, the top points were defined and a 1.5-meter buffer around the tunnel scan was generated. The buffer surface had to be smoothed in several steps, because the detailed tunnel scan originally generated a very rugged buffer surface. The anchors were then modelled by projecting the top points down to the buffer and connecting the top and bottom points with lines and cylindric volumes. As a last geometric modelling step, the inclination was optimised by adjusting the projection direction of the anchor points so that the volume above the tunnel is well covered (Fig. 5 ). Since the whole “Granitten” project is being planned using BIM, the anchors were delivered as IFC models along with assigned properties. Besides a property set with general project related properties (e.g. project name, document number etc.) a bolt-specific property set including the following properties was assigned to the bolts: i) ID, ii) Length, iii) Type, iv), Inclination v), Azimuth vi), vi) Bond length, vii) Bolt head X-coordinate, viii) Bolt head Y-coordinate, ix) Bolt head Z-coordinate. It was not required to specify a certain LOD for the deliverable, but according to Fig. 8 and Table 3 the way the bolts were modelled would correspond to a LOD 300. Parametric design simplified the handling of geometric constraints, such as maintaining the buffer distance to the tunnel and avoiding overlap with tunnel infrastructure. The ability to define relationships between geometry and constraints allowed the designer to quickly test different anchor orientations and lengths without manual rework. This was particularly helpful given the complex spatial configuration between the existing tunnel and the planned foundation. 3.3. Case 3 : Systematic rock bolting in railway tunnel Skottås tunnel is located about 4.5 km west of Horten in Vestfold County in Eastern Norway. The tunnel is a double-track railway tunnel of about 3 km length. The major section of Skottås tunnel is a drill-and-blast rock tunnel and a 100-meter section of the tunnel is selected as a case example. The cross-section of the tunnel section is 14.5 m wide and 10.5 m high, with a face area of 130 m 2 . The tunnel section has been mapped as rhomb porphyry with rock mass quality ranging from good to very poor (Q-values = 0.67–16) based on the Q-system (Norwegian Geotechnical Institute 2015 ). Based on the evaluated rock mass quality class, prescriptive measures for permanent rock support are used, except when special measures are designated specifically by the on-site engineering geologist. Among rock support methods including sprayed concrete and reinforced ribs of sprayed concrete, the prescriptive rock support scheme specifies the bolt spacing and bolt lengths at the tunnel walls and roof. Figure 6 illustrates the workflow of modelling systematic rock bolting based on a prescriptive rock support scheme. Input parameters for modelling the rock bolting pattern were collected in a table that lists up the rock mass quality class in different tunnel sections (start and end chainage), and rock bolt spacings and bolt lengths for each tunnel wall (left, right, crown). A grasshopper script was developed that reads the input tabular data and assigns the corresponding rock mass quality classes and bolting patterns based. Using bolt spacing, the grasshopper script calculates the chainage where bolts should be installed. With a 3D polyline that represents the centre base curve of the tunnel alignment, the grasshopper script generates bolts normal to a tunnel cross-section at each calculated chainage of the tunnel. The proposed workflow for geometry modelling of systematic rock bolting in tunnels is applicable for LOD300, LOD350 and LOD400. At the detailed design phase, for cost estimation, a prescriptive rock support scheme is usually used. An engineering geology design report shall give a prognosis of the distribution of the rock mass quality class along the planned tunnel and an estimation of the cost for rock support. The preliminary evaluation of rock mass quality along the planned tunnel is sufficient for modelling rock bolts for LOD300. During the construction phase, once the tunnel is excavated, the on-site engineering geologist will make a final design based on tunnel face mapping results. The final design will form the basis for modelling at LOD350/LOD400. Figure 7 shows the rock bolting model for the selected section of Skottås tunnel from LOD300 to LOD500. The varied rock mass quality classes along the tunnel are illustrated with different colours overlaying the tunnel profile. The rock mass quality classes are different between LOD300 and LOD350, due to the differences between the anticipated and actual rock mass conditions before and after excavation respectively. For LOD500, the as built bolts are modelled based on the start of end coordinates for each bolt hole logged by from the drilling jumbo (measurement-while-drilling (MWD) data). This allows the approximate as-built bolt geometry to be reconstructed and compared against the design, enabling the identification of deviations in length, orientation, or placement. While the method assumes straight boreholes, as is generally valid for short tunnel bolts, potential curvature in long holes, more relevant in mining and slope applications, may not be captured. Parametric design enabled efficient generation of bolt layouts along varying tunnel conditions, reducing manual modelling effort for long tunnel sections. Design rules embedded in the parametric script ensured consistent application of support guidelines, and updates to the rock mass quality table could automatically regenerate the bolting pattern. This adaptability proved especially valuable when transitioning from preliminary to final design stages. Furthermore, the as-design model provided a clear reference for comparing against as-built data from MWD data. Deviations in bolt length, orientation, or location could be identified efficiently by overlaying the as-built data with the parametric design model, as a mean for quality control. 4. A new BIM data structure for tension supporting elements 4.1. LOD of tension supporting elements The LOD scheme of Fig. 8 is proposed for tension supporting elements, with each level comprising both LOG and LOI components. The scheme is based on project experience in Section 3 and aims to cover most geotechnical engineering applications today. Due to the high level of uncertainty and the possibility of making rapid changes in the project, no explicit element modelling as well as detailed information is required in preliminary and schematic design phases in LOD 100 − 200. Starting with the detailed designs in LOD 300–400, individual elements should be modelled, ideally in a parametric way to facilitate easy model adjustments (see Section 4.3), and more information about the connection of the elements to the ground as well as installation details should be provided. During the construction phase, an “as built” element model at a LOD 500 is to be produced which contains the installed element lengths and orientations which are also geometrically represented. After the construction phase, the element model is to be used to track the element’s condition throughout regular inspection and maintenance intervals. The IFC model of the tension supporting element at all the above mentioned LOD is provided in Online Resource 4. 4.2. LOI of tension supporting elements LOI provides details of the supporting elements and is represented by a three-digit number from 100 to 500 with the smaller providing less details. A general LOI scheme is proposed in Table 3 aiming to be as widely applicable as possible. The implementation of the proposed LOI scheme within an IFC-based data structure is demonstrated in Fig. 9 . The exact information that needs to be assigned to the elements is dependent on the phase in a project and thus the scheme can be modified on demand. The LOI scheme follows the principles outlined in Fig. 8 where the required amount of information in general increases with progressing project phases and increasing LOI. Some properties are dependent on the applied element type and can be left blank in case they are not relevant (e.g., pre-stressing force). The properties “number of elements” and the “spacing” of LOI < 300 are only to be used in combination with abstract geometric representations of the elements in LOG100 or LOG200 (Fig. 8 ), which only make sense if they are applied to a larger quantity and not individually modelled elements. In contrast to many other LOI schemes, the one proposed in Table 3 explicitly considers tension element properties that are to be assessed in a structure’s O&M phase after installation. General properties such as project name, name of personnel (designer, operators, etc.), manufacturer, manufactured date, product batch number, installation date, timestamps of property states, etc. are essential for tracking how an element has been manufactured, designed, and installed. Since these properties are rather project-specific, they can be left to be designed on a project-basis and are not included in the proposed LOI scheme. Definitions of different component parts of soil and rock anchors, for instance, borehole, head plate, body (shank/tendon), bonded length, free length, etc. are equivalent. Therefore, a generic LOI scheme in Table 3 can be applied for all these elements. Nevertheless, it is necessary to differentiate between the individual tensile element types, such as anchor, nail, and pile in the design and documentation, as the division is also stated in the design-relevant standards, such as the Eurocode 7. European Standards EN 1537 (European Committee for Standardization 2013 ), EN 14199 (European Committee for Standardization 2015 ), EN 14490 (European Committee for Standardization 2010 ) provide guidelines for technical documentation of installation of ground anchor, micropile, and soil nail respectively. These standards provide useful references for the proposed LOI scheme. Information such as installation processes and materials used are recommended in the guidelines. It is suggested to include information such as the design documents, product specification of the installed element, methods/descriptions regarding how the borehole is placed, drilled, flush, which grout material is used and how an element is installed, site conditions, testing protocols and acceptance criteria, as well as proforma for inspection and maintenance including related measurements and photographic records as documents attached in the BIM. Besides, MWD data provide important as-built information (see case study in Section 3.1) and should be attached in the BIM if available. Table 3 Proposed data model for tension supporting elements throughout different LOI from design to installation Property Description Unit Data type LOI100 LOI200 LOI300 LOI350 LOI400 LOI500 Element type Required type of element - Text X X X X X X ID Unique identifier of single elements - Text X X X X Reinforcement type (Active / Passive) Whether the element is pre-stressed/active (Active) or non-stressed/passive (Passive) - Text X X X X X X Number of elements Estimated number of elements in case no individual elements are modelled - Integer X Spacing Spacing of elements in case no individual elements are modelled [m] Real X Length Estimated element length in case no individual elements are modelled, or specific lengths otherwise [m] Real X X X X X Inclination Inclination from horizontal of individual element [°] Real X X X X Azimuth Direction of individual element [°] Real X X X X Element Diameter Nominal diameter of rock bolts and anchors [mm] Real X X X X X Yield load Required yield load of element [kN] Real X X X X X Head plate type Required type of head plate - Text X X Anchoring length Length of the element behind the zone subjected to displacement [m] Real X X X X Inflation pressure Required pressure to inflate an expansion element (e.g. Swellex) [bar] Real X X Bond type Material to be used to create an interface to the ground (e.g. cement, resin) - Text X X X X X Bond length Length of the element that should be in contact with the ground [m] Real X X X X X Bond strength Uniaxial Compressive Strength of bond material [Pa] Real X X X X X Pre-stressing force Force that is to be applied in case of pre-stressed anchors [kN] Real X X X X Element head X-coordinate X-Coordinate of the element head - Real X X X X Element head Y-coordinate Y-Coordinate of the element head - Real X X X X Element head Z-coordinate Z-Coordinate of the element head - Real X X X X Measurement-while-drilling Whether MWD data is available - Boolean X Failure test recommended Whether the failure test is recommended - Boolean X X Failure test Whether the capacity of the installed anchor is tested against the yield load (Tested/Not tested) - Text X Failure test force Force that is applied in case it is yield load tested [kN] Real X Proof load test recommended Whether the proof load test is recommended - Boolean X X Proof load test Whether the capacity of the installed anchor is tested against the proof load and result (Passed/Failed/Not tested) - Text X Proof load test force Force that is applied in case it is proof load tested [kN] Real X Current load Current load determined by site testing/monitoring [kN] Real X Creep rate Limit of the creep rate while testing [mm] Real X Slip Slip while proof loading [mm] Real X Corrosion protection Type of corrosion protection of the tensile element - Text X X Corrosion protection head Type of corrosion protection of the head area - Text X X Based on the manual of Japan Anchor Association for inspection and maintenance of ground anchors (Japan Anchor Association 2015 ), the properties for inspection of newly installed or existing elements are suggested in Table 4 . The properties are designed to be attached to an individual element after every round of inspection. Each round of inspection or investigation will have a unique set of property values, meaning that the maintenance information model for each element will expand and updated with time with appended maintenance data. To demonstrate this mechanism, Fig. 10 presents a design-to-maintenance information model where properties like pre-stressing load can be logged during design and subsequently updated in the O&M phase for ongoing monitoring and management. Inspection type is to be determined by the age of the element. The initial inspection refers to the first inspection without any historical investigation/inspection record, e.g., right after the elements have been installed or when a takeover of the structure is performed. Emergency investigation is to be carried out whenever necessary, typically after the occurrence of events such as extreme rainfalls or earthquakes. When abnormality or deviated integrity of the element is identified via inspections, an integrity investigation of an element’s component parts, accompanied by a series of in-situ tests and monitoring should be carried out to confirm the state of the element. Such tests and scheme can also be referred to ISO 22477-5 (International Organization for Standardization 2018 ) and necessary specific properties should be added for every campaign as required. Additional, periodical inspection can be performed, based on standards and regulations of the structural owners with the goal to determine changes of the state of preservation of the structure and as a basis for necessary maintenance and remediation to achieve the planned service life of the structure. Table 4 Proposed properties for inspection of a single tension supporting element during O&M phase Property Description Unit Data type Inspection ID Unique identifier of inspection - Inspection type Nature of inspection with respect to the age and importance of the element (Initial/Periodic/Emergency/Integrity investigation) - Text Periodic inspection frequency Frequency per year. E.g. daily inspection = 365; once every year = 1; once every 3–5 years = once every 4 years = 0.25 [per year] Real Visual inspection Whether visual inspection has been performed and evaluation (Measures required/Integrity investigation required/No follow-up required/Not tested) - Text Proximity inspection Whether proximity inspection has been performed and evaluation (Measures required /Integrity investigation required/No follow-up required/Not tested) - Text Integrity investigation Whether integrity investigation has been performed and evaluation (Measures required /No follow-up required/Not tested) - Text Undertaken measures Based on evaluations from inspections. Specify the measure taken. E.g. restressing tendon, replacement of component parts, replacement with new anchor - Text Date Date when the inspection was conducted [YYYY-MM-DD] Text Temperature Temperature at the site when inspection was conducted [°C] Real Weather Weather description if inspection of element is conducted outdoor - Text 4.3. LOG of tension supporting elements The proposed LOG scheme is visualised in Fig. 8 . In early design phases, exact numbers and layouts of tension supporting elements are usually only estimates and thus modelling single elements is not required. It is sufficient to represent the area where tension supporting elements will be installed with a surface at a LOG100 in schematic design. One step further, the 3D volume that will be penetrated by the tension supporting elements shall be represented at a LOG200 to give a first visualisation of the elements’ lengths. In detailed design (LOD300 to LOD450), individual elements should be modelled where a parametric approach is recommended. The individual elements should be modelled as line segments that represent the centre line of the element starting from the centre point of the element head and extending along the anchoring direction to a specific element length in any case. This enables contractors to use the BIM model for navigating the drilling machine. BIM can guide construction, such as improve drilling accuracy and avoid conflicts; volumetric 3D models of the tolerance zone (e.g. cylinders or extruded polygons (Johansen and Dehli 2023 ; DAUB 2024 )) of the elements may be added for clash detection, visualisation purposes or uncertainty estimation (Liu 2019 ). For as-built models (LOD 500), if borehole deviation measurement is available, the geometry of the installed element should be modelled as curve segments to illustrate the real geometry. A layout of individual tension supporting elements can be generally classified as systematic or sporadic, both of which are applicable for parametric modelling. 4.3.1. Systematic layout A systematic layout refers to a specific pattern, typically described by the total number of elements and the spacing in-between. Under group effect, these elements are assigned to support a large volume of rock block, or soil/rock mass that cannot be stabilised only by a few elements (see case studies in Section 3.1 and 3.2). For the convenience of a bulk installation, the elements are typically assigned with the same length, orientation, and diameter. Within a specified extent (3D surface) for placing the elements systematically, the geometry of all the elements can be modelled based on the following variable parameters: Total number of elements, based on the required support pressure from stability analysis. Length, unless specific, to be selected from standard lengths by manufacturers. Spacing Pattern type e.g. ‘stacked’ in which each row and column is aligned; or ‘staggered’ in which the neighbouring rows or column is offset half of the spacing. Orientation Systematic layouts are controlled by the spacing and pattern type based on a presumed ground condition and is thus relevant from LOD 300 to LOD400. 4.3.2. Sporadic layout For sporadic layout design, each elements’ geometry and type, such as location, element diameter, length, and orientation are assigned separately. Sporadic rock bolts used for supporting individual blocks on rock cuts are common for during construction and O&M phases (see case study in Section 3.1). With a specified element head location, the geometry of sporadic bolts can be modelled based on the following variable parameters: Length, unless specific, to be selected from standard lengths by manufacturers. Azimuth Inclination Parametric modelling using a sporadic layout can therefore be seen as using systematic layout consisting of only one element with any spacing or pattern. The bolt element location can be seen as the centroid of the extent of the surface available for installing a rock bolt. Sporadic element layout design requires information about the ground and building and is thus only relevant for LOD350 and LOD400. The as-built models of installed rock bolts (i.e., LOD500) have to reflect the real geometry. As a result, regardless of systematic or sporadic layout design, installed elements shall be modelled as sporadic bolts using their as-built information, including the surveyed bolt head location, machine-logged drilling direction, and the actual installed element length. 5. Discussion This paper proposes a novel, BIM compatible data model specifically designed for tension supporting elements that are commonly used in stabilisation and reinforcement of rock and soil. The generic nature of the model enables its applications in different scenarios and at multiple scales, including single bolts assigned to support individual blocks on rock cuts or systematic rock bolting in foundation and tunnels. The data model covers the entire lifecycle of a project, from planning to maintenance with an emphasis on site testing and maintenance which is hardly included in today’s BIM models. Considering the general periodic maintenance recommendations for ground reinforcement elements, the proposed data model has been designed as an expandable data repository, in which maintenance parameters can be appended to an element for each inspection or investigation. The implementation of the parametric design and construction of IFC models in this study is carried out using Rhino and Grasshopper. This choice reflects the flexibility and visual programming capabilities of the Rhino-Grasshopper ecosystem, particularly in early-stage or research-driven projects. However, this is not a limitation of the method itself. While not addressed in this study, a possible conversion of the parametric modelling approach to Revit Dynamo could be explored in future developments. Revit Dynamo is an environment in civil infrastructure projects that rely on Autodesk ecosystems. Therefore, porting the workflow to Revit Dynamo may further increase adoption and interoperability, particularly where project owners or contractors favour Autodesk platforms. The implementation of BIM or parametric design is highly dependent on the ambition and knowledge of project owners and contractors. The open-access data model also serves as a useful reference for BIM practitioners and users within the fields of geotechnical engineering and engineering geology. The supplementary examples also contain readily usable scripts and spreadsheets for the community to adopt to their projects. In addition, the data model aligns with the widely used LOD-standard. Although the LOD-standard is strictly not a universal framework, the concept of LOD is coherent with any other frameworks that describe the progressive changes in the level of details in the geometric and semantic information across project phases. The inclusion of different tension supporting elements aligns with the ground reinforcement elements described in the next generation of Eurocode 7 (Maca et al. 2023 ). As a result, the proposed LOD scheme and the data model can be broadly applicable in a wide range of projects around the world. To prove its generalisability, the proposed data model requires realisation and testing in real projects. While the model can be easily used for individual ongoing projects, the project owners that guide and oversee a project development over its whole lifetime are required to incorporate data models like this in bigger data structures. With respect to that, the proposed data model feeds well into currently ongoing initiatives of large public clients such as the Norwegian “KIM” initiative where an association of public infrastructure owners work towards developing one common data model to unify how information is collected (Bane NOR n.d.). Further studies can be specifically directed to connect the proposed data model with and real-world examples during the O&M phase, including the integration of this IFC-compatible data model to State-of-the-art facility manager software like COBie. A central challenge in this work is the lack of documentation on as-built geometry, especially for installed elements. In tunnel projects where drilling is computerised and is logged using automated methods like MWD, as-built bolt geometries can be reconstructed with high fidelity. However, in most current practice, drilling machine is manually driven, thus drilling logs can be either unavailable or incomplete, and as-built models must therefore be based on assumptions or manual measurements. This creates uncertainty in maintenance and quality assurance. Certain other limitations of the proposed model also remain. For instance, the grout body geometry is not directly modelled. To verify as-built, the data model can be further developed to include metadata such as grout consumption, which can be used to infer deviations in quantity. Borehole deviation measurements, while not typically available, should be incorporated when precise bolt orientation or curvature is critical, particularly in long-hole or complex geometries. Moreover, while parametric design provides flexibility, it can require significant effort for complex or irregular geometries, where automated rule-based adaptations may not always yield optimal designs without manual refinement. The proposed LOI scheme is confined to the element level, neglecting group effect, as well as the attached structures. For instance, anchors are often designed with a load distribution structure on the group surface. A soil nailing structure typically consists of a group of soil nails, a face protection that can be made of a range of different materials, typically wire mesh, sprayed concrete, or concrete, and drainage system on and/or below the ground surface. Modelling of any facing and drainage systems that accompanies the design of tension supporting elements functioning as a group is not included in this work, but it is necessary to include structures and systems for a more holistic representation in the BIM throughout a project’s lifecycle, including the maintenance of these structures and systems. A challenge that was found during this study was that today’s LOD schemes often imply a correlation between LOD and progressing project phases. This may lead to the assumption that all information that is collected during and after the construction is LOD500, but this is not the case as also maintenance relevant information may be collected at different levels of details ranging from pure qualitative assessments to high resolution permanent structural monitoring. It was thus avoided to impose a LOI on the maintenance relevant parameters in Table 4 . As there is an increasing focus on maintenance of geotechnical structures, further conceptual development is required to specify LODs for maintenance relevant information collection. When a 3D rock mass model is not available, it is difficult to apply the parametric design procedures for individual blocks in rock cuts. In this case, parametric design can still be applied to a simplified 3D model (e.g. a simple wedge that gives a representative geometry of a potentially unstable block). Seeing the increasing popularity of using closed-range remote sensing technology such as LiDAR and photogrammetry to collect data for engineering geology assessment, automation of ground reinforcement design using BIM and parametric design will become more accessible and feasible in the near future. The proposed approach is also relevant in the broader context of digital workflows in geotechnical engineering, where digital ground models, numerical modelling (e.g., finite element analysis), and data-driven decision-making are increasingly used. The parametric BIM workflow introduced here can serve as a practical bridge between digital ground models and the design of tension supporting elements. For example, support design can respond dynamically to updated 3D models derived from point cloud data, or geotechnical model updates, thus creating a feedback loop between site conditions and engineering design, enabling a “digital twin”. Further research of how monitoring data of ground reinforcement methods can be incorporated into BIM should be explored. By linking machine-readable maintenance data to BIM objects, the proposed data model enables integration with machine learning and digital twin systems (Erharter et al. 2022 ). Structured data flows can support tasks such as semantic enrichment, anomaly detection, and trend analysis. This opens possibilities for predictive maintenance and optimisation of inspection intervals. The model structure also supports real-time updates, making it suitable for future digital twin applications in geotechnical engineering. 6. Conclusion This study presents an advancement for BIM in geotechnical engineering by developing a generic data model specified for common tension supporting elements for ground reinforcement. The proposed data model consists of geometric and semantic information, whose LODs are designed to be compatible with the most used LOD-framework for representation of project progress in BIM. The data model provides a basis data model for design of tension supporting elements but can also be expandable for usage during the O&M stage. The proposed data model also has been tested by exporting to IFC, a common data exchange format for BIM. Results and examples with property set input spreadsheets, geometric modelling, and IFC export using Rhino/Grasshopper are shared on Github. Although the proposed framework is designed for common ground reinforcement methods using tension supporting elements. It can be further developed to be applied any other ground reinforcement methods that share the similar LOD for BIM for design, installation, and O&M. Examples include sprayed concrete, rockfall net, etc. In addition, there are no limitations whether such BIM data model can be used for civil engineering projects, or by the mining industry. We demonstrated how parametric design can be applied in designing tension supporting elements. The parametric design scripts can be further developed by connecting to optimisation solvers (e.g. Opossum (Wortmann 2017 ), Tunny (Natsume 2025 )) to carry out single or multi-objective optimisations on different element properties, such as length, orientation, spacing, yield loads, using statistical methods or evolutionary algorithms. Abbreviations 2D Two-dimensional 3D Three-dimensional AEC Architecture, engineering, and construction AIA American Institute of Architects BIM Building Information Modelling CAD Computer-aided design CIC Construction Industry Council COBie Construction Operations Building Information Exchange DAUB German Tunnelling Committee IFC Industry Foundation Class ISO International Organization for Standardization LOD Level of Development LoD Level of Detail LOD-G Level of Graphics LOD-I Level of Information (used in Hong Kong’s CIC BIM object list) LOG Level of Geometry LOI Level of Information MWD Measurement-while-drilling NS-EN Norwegian Standard – European Standard O&M Operation and maintenance Declarations Funding This work is supported by the Norwegian Geotechnical Institute with funding received from the Research Council of Norway via STIPINST PhD grant (no. 323307), Bever Control AS, and Bane NOR. Acknowledgement The authors would like to express their appreciation to Bane NOR, Bever Control AS, the Norwegian Public Roads Administration, Leonhard Nilsen & Sønner and JM Norge AS for supplying the data for the case studies. Competing Interests The authors have no relevant financial or non-financial interests to disclose. CRediT author statement Conceptualization: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset, Matthias J. Rebhan; Methodology: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Software: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Validation: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Writing – Original Draft: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset, Matthias J. Rebhan; Visualization: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Project administration: Jessica Ka Yi Chiu; Funding acquisition: Jessica Ka Yi Chiu; Writing – Review & Editing: Charlie Chunlin Li; Supervision: Charlie Chunlin Li Data availability The datasets of the generic element models generated during the current study are available in the GitHub repository, https://github.com/norwegian-geotechnical-institute/generic_anchors_ifc/ References Abualdenien J, Borrmann A (2022) Levels of detail, development, definition, and information need: a critical literature review. J Inform Technol Constr 27:363–392. https://doi.org/10.36680/j.itcon.2022.018 ACCA software (2025) Online BIM Viewer. usBIM.browser. ACCA software. https://www.accasoftware.com/en/bim-viewer . Accessed 20 July 2025 AIA (2013) Document G202-2013, Project Building Information Modeling Protocol Form. https://assets.aiacontracts.com/ctrzdweb02/zdpdfs/aia-g202-2013-free-sample-preview.pdf . 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Ernst & Sohn, Berlin, pp 169–219 Rebhan M, Daxer H-P, Tschuchnigg F et al (2022) Anchor lock-off testing – improvements on equipment and interpretation: 20th International Conference on Soil Mechanics and Geotechnical Engineering. In: Rahman M, Jaksa M (eds) Proceedings of 20th International Conference on Soil Mechanics and Geotechnical Engineering. Australian Geomechanics Society and the International Society for Soil Mechanics and Geotechnical Engineering, Sydney, pp 2305–2310 Riquelme AJ, Abellán A, Tomás R, Jaboyedoff M (2014) A new approach for semi-automatic rock mass joints recognition from 3D point clouds. Comput Geosci 68:38–52. https://doi.org/10.1016/j.cageo.2014.03.014 Sabatini PJ, Pass DG, Bachus RC (1999) FHWA-IF-99-015 Ground anchors and anchored systems. Federal Highway Administration. Office of Bridge Technology, United States Sacks R, Eastman C, Lee G, Teicholz P (2018) BIM Handbook: A Guide to Building Information Modeling for Owners, Designers, Engineers, Contractors, and Facility Managers, 1st edn. Wiley Schäfer R, Spang C, Timmermann V (2013) Nachprüfung von Dauerankern nach DIN 4125:1990 und EC 7 – 1 [Verification of permanent anchors according to DIN 4125:1990 and EC 7 – 1]. Bautechnik 90:585–592. https://doi.org/10.1002/bate.201300056 Schwabe K, Dichtl M, König M, Koch C (2018) COBie: A Specification for the Construction Operations Building Information Exchange. In: Borrmann A, König M, Koch C, Beetz J (eds) Building Information Modeling: Technology Foundations and Industry Practice. Springer International Publishing, Cham, pp 167–180 Sun Z, Jiang L, Jiang J et al (2020) Parametric Study on the Ground Control Effects of Rock Bolt Parameters under Dynamic and Static Coupling Loads. Adv Civil Eng 2020:1–12. https://doi.org/10.1155/2020/5247932 Sun Z, Zhang D, Fang Q et al (2021) Displacement process analysis of deep tunnels with grouted rockbolts considering bolt installation time and bolt length. Comput Geotech 140:104437. https://doi.org/10.1016/j.compgeo.2021.104437 United Nations Economic Commission for Europe (2021) Building Information Modelling (BIM) for road infrastructure: TEM requirements and recommendations. United Nations, Geneva Vazaios I, Vlachopoulos N, Diederichs MS (2017) Integration of Lidar-Based Structural Input and Discrete Fracture Network Generation for Underground Applications. Geotech Geol Eng 35:2227–2251. https://doi.org/10.1007/s10706-017-0240-x Wortmann T (2017) OPOSSUM Introducing and Evaluating a Model-based Optimization Tool for Grasshopper. In: Protocols, Flows, and Glitches - Proceedings of the 22nd CAADRIA Conference. pp 283–292 Yin X, Liu H, Chen Y et al (2020) A BIM-based framework for operation and maintenance of utility tunnels. Tunn Undergr Space Technol 97:103252. https://doi.org/10.1016/j.tust.2019.103252 Zhang Y, Zhang J, Wang C, Ren X (2023) An integrated framework for improving the efficiency and safety of hydraulic tunnel construction. Tunn Undergr Space Technol 131:104836. https://doi.org/10.1016/j.tust.2022.104836 Cite Share Download PDF Status: Published Journal Publication published 28 Jan, 2026 Read the published version in Geotechnical and Geological Engineering → Version 2 posted Editorial decision: Major revisions 04 Nov, 2025 Reviewers agreed at journal 10 Sep, 2025 Reviewers invited by journal 09 Sep, 2025 Editor invited by journal 24 Aug, 2025 Editor assigned by journal 21 Aug, 2025 First submitted to journal 20 Aug, 2025 You are reading this latest preprint version Show more versions Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. We do this by developing innovative software and high quality services for the global research community. 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Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-4100713","acceptedTermsAndConditions":true,"allowDirectSubmit":false,"archivedVersions":[{"code":1,"date":"2025-01-22 11:48:09","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":509952817,"identity":"c9707fbd-0284-48cf-8f10-b3d3378f94aa","order_by":0,"name":"Jessica Ka Yi Chiu","email":"data:image/png;base64,iVBORw0KGgoAAAANSUhEUgAAAZAAAAAyAQMAAABI0h/eAAAABlBMVEX///8AAABVwtN+AAAACXBIWXMAAA7EAAAOxAGVKw4bAAABD0lEQVRIiWNgGAWjYBACxgYgkQDEEgwQRgIbA/MBBgYD0rSwJeDVAgcSUBqonAe/eub29scfHtTYMUi2H2CTeMBgl8cnkfPt4ZcChjx+XA7rOWMmkXAsmUGaJ4FNIoEhuZhNIne7sYwBQ7FkAw4tM3LYGBIbmBnkGMBaDiS2SeRuk5YwYEjccACHlvnPH39IbKhnkON/ANOS8wy/lhkMBhKJDYcZpCXgtuSwSX7Ap6UnB+SX4zySMx42WyQYJCe28TwzkwaZMxOHXwzbjz/++KOmWk7ifPLBmz8q7BLntyc/k/zxxyaxH0eIGUKN4gFa2CIBi0FmHng8YQJ5JDbzB7hzf+DUMApGwSgYBSMQAAAeVFPlhOxXEwAAAABJRU5ErkJggg==","orcid":"https://orcid.org/0000-0002-2965-0176","institution":"NTNU: Norges teknisk-naturvitenskapelige universitet","correspondingAuthor":true,"prefix":"","firstName":"Jessica","middleName":"Ka Yi","lastName":"Chiu","suffix":""},{"id":509952818,"identity":"0c293d97-4f1c-4d49-a2b4-66c176b60f29","order_by":1,"name":"Georg H. Erharter","email":"","orcid":"","institution":"NGI: Norges Geotekniske Institutt","correspondingAuthor":false,"prefix":"","firstName":"Georg","middleName":"H.","lastName":"Erharter","suffix":""},{"id":509952819,"identity":"6adaeb3f-f449-49ec-a7f5-4b296c7adf4a","order_by":2,"name":"Olav Roset","email":"","orcid":"","institution":"Norconsult AS","correspondingAuthor":false,"prefix":"","firstName":"Olav","middleName":"","lastName":"Roset","suffix":""},{"id":509952820,"identity":"037fdbe7-7424-4537-9b33-e55854a331a6","order_by":3,"name":"Mattias J Rebhan","email":"","orcid":"","institution":"TU Graz: Technische Universitat Graz","correspondingAuthor":false,"prefix":"","firstName":"Mattias","middleName":"J","lastName":"Rebhan","suffix":""},{"id":509952821,"identity":"bba768a8-41a5-470f-a55f-47df111cdfb2","order_by":4,"name":"Charlie Chunlin Li","email":"","orcid":"","institution":"NTNU Universitetsbibliotek: Norges teknisk-naturvitenskapelige universitet","correspondingAuthor":false,"prefix":"","firstName":"Charlie","middleName":"Chunlin","lastName":"Li","suffix":""}],"badges":[],"createdAt":"2024-03-14 12:20:05","currentVersionCode":2,"declarations":"","doi":"10.21203/rs.3.rs-4100713/v2","doiUrl":"https://doi.org/10.21203/rs.3.rs-4100713/v2","draftVersion":[],"editorialEvents":[{"content":"https://doi.org/10.1007/s10706-026-03634-4","type":"published","date":"2026-01-28T15:58:25+00:00"}],"editorialNote":"","failedWorkflow":false,"files":[{"id":90790604,"identity":"1c8f3e32-4693-4f17-a1f8-44f635cd6971","added_by":"auto","created_at":"2025-09-08 08:15:28","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":257352,"visible":true,"origin":"","legend":"\u003cp\u003eScript for parametric modelling (left) and parametric design (right) of a rock bolt modelled as a vector (black arrow, middle) passing through a planar surface (white surface, middle).Yellow boxes represent input parameters, while numbered grey boxes are modules that connect input data from the left side and output data to the right side. \u0026nbsp;Parametric modelling requires four input parameters, whereas parametric design requires only two parameters and a modelled surface as input. \u0026nbsp;Rhino and Grasshopper (Robert McNeel \u0026amp; Associates) are used for visual programming and viewing the resulting 3D model.\u003c/p\u003e","description":"","filename":"floatimage1.png","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/0dc0799e67f184971a6b5197.png"},{"id":90790605,"identity":"f32882d3-a14a-4900-a060-57536cda81af","added_by":"auto","created_at":"2025-09-08 08:15:28","extension":"jpeg","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":480252,"visible":true,"origin":"","legend":"\u003cp\u003eSafety assessment of geotechnical structures, visual inspection (left), endoscopic investigation (centre), lock-off-testing of existing anchors as a basis for back-calculations (right)\u003c/p\u003e","description":"","filename":"floatimage2.jpeg","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/14560cdadb242f8529a4fff4.jpeg"},{"id":90791470,"identity":"4a6142c3-35b5-493c-aec8-2f9fe1395364","added_by":"auto","created_at":"2025-09-08 08:23:28","extension":"jpeg","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":408972,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cem\u003eElements of a pre-stressed anchor, left: schematic, right: visible elements of an anchor from the outside\u003c/em\u003e\u003c/p\u003e","description":"","filename":"floatimage3.jpeg","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/78320f6ea9c9c8e6570e7a01.jpeg"},{"id":90790601,"identity":"52f7cf9a-09c5-46b9-b297-553105e9d4a4","added_by":"auto","created_at":"2025-09-08 08:15:28","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":936539,"visible":true,"origin":"","legend":"\u003cp\u003eParametric rock bolt design at the “E6 Svenningelv-Lien” project. The figure shows an example of how bolt length was determined by calculating anchoring length of rock bolt beyond the defined geometry of unstable wedge (coloured red in Fig.). An anchoring length of 2.03 m was calculated in this example\u003c/p\u003e","description":"","filename":"floatimage4.png","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/f791f2a03183f58d509067c1.png"},{"id":90791468,"identity":"43b8991c-f4bf-4986-b217-cdf379f3962c","added_by":"auto","created_at":"2025-09-08 08:23:28","extension":"jpeg","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":231364,"visible":true,"origin":"","legend":"\u003cp\u003eParametric anchor design at the “Granitten” project. The cyan surface on top is the base of the foundation of a multi storey residential building. The scan of the metro tunnel is given in dark grey and the parametrically modelled anchors are shown in red. Note how the anchors keep a constant distance of at least 1.5 meters to the scan of the tunnel\u003c/p\u003e","description":"","filename":"floatimage5.jpeg","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/e1a0ce62755040862279ac91.jpeg"},{"id":90790611,"identity":"fbecdb61-fce8-4a38-a6e3-39fabfdd1478","added_by":"auto","created_at":"2025-09-08 08:15:28","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":322928,"visible":true,"origin":"","legend":"\u003cp\u003eWorkflow of parametric design of systematic bolting for Skottås tunnel\u003c/p\u003e","description":"","filename":"floatimage6.png","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/e210a75938392169c615ffaa.png"},{"id":90791473,"identity":"5ce02b58-e195-44ab-bd29-6b48aca7b2a1","added_by":"auto","created_at":"2025-09-08 08:23:29","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":875748,"visible":true,"origin":"","legend":"\u003cp\u003eParametric rock bolting model from LOD300 to LOD500 for a 100 m section of Skottås tunnel. Colour-coded segments represent different rock mass quality classes (A–D) that govern bolt spacing and length. The model evolves from design-based (LOD300 to 400, green) to as-built using MWD data, enabling comparison and quality control. Note that LOD 500 only includes the as-built model (red), but here shows the planned model (green) in the same figure for visual comparison.\u003c/p\u003e","description":"","filename":"floatimage7.png","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/7cf7dcbd5c4db7b536c72ebb.png"},{"id":90792756,"identity":"13125e4d-6030-4d32-b891-d5b3b619f70b","added_by":"auto","created_at":"2025-09-08 08:31:28","extension":"jpeg","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":413362,"visible":true,"origin":"","legend":"\u003cp\u003eProposed LOD scheme for tension supporting elements. Note that LOG 500 only includes the as-built model (red), but here shows the planned model (green) in the same figure for visual comparison.\u003c/p\u003e","description":"","filename":"floatimage8.jpeg","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/82c2fdbdcd6953f9a292e3b3.jpeg"},{"id":90790617,"identity":"d474877e-37c8-4c1a-96f4-51146e7fc58e","added_by":"auto","created_at":"2025-09-08 08:15:29","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":454509,"visible":true,"origin":"","legend":"\u003cp\u003eVisualization of a tension supporting element model in an IFC-based environment using the free online usBIM.browser (ACCA software 2025). The view shows Level of Development 400 and 500 (LOD400 and LOD500) bolts, in green and red respectively, represented as individual IfcProxy objects with associated attributes. The right panel displays the assigned properties according to the proposed LOI scheme\u003c/p\u003e","description":"","filename":"floatimage9.png","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/14b439e626bd392bd8c825cc.png"},{"id":90791477,"identity":"f9f52ebf-4387-454b-aa5f-028c574cc066","added_by":"auto","created_at":"2025-09-08 08:23:29","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":260571,"visible":true,"origin":"","legend":"\u003cp\u003eInformation model of a single tension supporting element spanning the entire lifecycle, structured into two sections, left: for design to installation phases, right: for operation and maintenance phase. The model enables property updates over time, with current load shown as an example of a continuously tracked attribute\u003c/p\u003e","description":"","filename":"floatimage10.png","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/4b002bf54dfc43157162f11a.png"},{"id":101690758,"identity":"b0ec1169-28f5-4dc3-a155-4da20e419a62","added_by":"auto","created_at":"2026-02-02 16:08:12","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":6132287,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4100713/v2/57cebde6-e677-43c7-aca4-ebde34515b0b.pdf"}],"financialInterests":"","formattedTitle":"Building information modelling (BIM) of tension supporting elements for ground reinforcement","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eDigitalisation transformed many industries in the last decade and introduces many tools for design automation, optimisation and information enrichment for geotechnical engineering (Huang et al. \u003cspan citationid=\"CR37\" class=\"CitationRef\"\u003e2021\u003c/span\u003e). Among these, Building Information Modelling (BIM) is increasingly being adopted as a planning method in geotechnics (e.g. Ninić et al. \u003cspan citationid=\"CR55\" class=\"CitationRef\"\u003e2020\u003c/span\u003e; Ninic et al. \u003cspan citationid=\"CR54\" class=\"CitationRef\"\u003e2021\u003c/span\u003e; Erharter et al. \u003cspan citationid=\"CR28\" class=\"CitationRef\"\u003e2023\u003c/span\u003e), enriching geometric models with further information and facilitating interdisciplinary coordination. BIM can also assist with complex projects during the construction stage. A notable example is tunnel construction, where TBM data are integrated into the BIM model to generate the as-built state, enabling real-time quality control, maintenance planning, regulatory documentation, and visualisation of deviations from the design (Hegemann et al. \u003cspan citationid=\"CR36\" class=\"CitationRef\"\u003e2020\u003c/span\u003e). Integrating geotechnical data into BIM environments supports risk reduction and design optimisation during construction (Berdigylyjov and Popa \u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e2019\u003c/span\u003e). For geotechnical engineering, including the design and the as-built models of tension supporting elements using BIM can contribute to higher quality in the design and execution of the work.\u003c/p\u003e\u003cp\u003eHowever, in today\u0026rsquo;s practice, BIM implementations in geotechnics are often \u0026ldquo;pilot projects\u0026rdquo; that are highly project-specific and lack standardisation. This lack of standardisation results in fragmented BIM use and limited scalability across project lifecycles. While BIM-based planning allows for early, well-informed decision-making by shifting effort to the initial phases (see Fig.\u0026nbsp;1.5 in Borrmann et al (\u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e)), this challenges traditional practices in civil engineering projects with minimal upfront costs. Case studies by Das et al. (\u003cspan citationid=\"CR21\" class=\"CitationRef\"\u003e2025\u003c/span\u003e) show that traditional methods, though initially cheaper, can cause cost overruns of up to 43% and delays of 55%. BIM, with a slightly higher investment, can reduce total costs by 60% and time by 50%, via reducing design errors, unbudgeted changes, coordination problems, cost estimate delays. Despite requiring a slightly higher initial investment but a significant cost/time benefit, BIM-based projects often meet resistance in early data structuring, leading to the absence of reusable and standardised digital frameworks that can span the lifecycle of one or more projects. A generic and interoperable data structure would enable practitioners to implement consistent, standardised BIM practices across diverse applications, starting from the earliest project phases.\u003c/p\u003e\u003cp\u003eThis paper addresses the gap in standardised BIM implementation in geotechnical engineering by proposing a novel, generalisable, and scalable data structure that covers the objects\u0026rsquo; entire lifecycle for tension supporting elements - components commonly used in ground reinforcement. In the second generation of Eurocode 7 (Maca et al. \u003cspan citationid=\"CR48\" class=\"CitationRef\"\u003e2023\u003c/span\u003e), the category of tension supporting elements will include rock bolts, anchors, micropiles, and soil nails. Unlike prior efforts that focus on narrow application domains, e.g., the German Tunnelling Committee (DAUB) (2019) standards for underground tunnelling, the proposed approach is intended for broad, multi-case implementation across diverse ground engineering scenarios. The proposed data structure covers all \u0026ldquo;levels of development\u0026rdquo; (LOD) and includes both geometry and information for the objects. By advancing a reusable and standardised data model, this paper contributes to a long-term vision for scalable, interoperable BIM practices in geotechnical engineering.\u003c/p\u003e\u003cp\u003eIn Section 2, background information on the state-of-the-art of BIM-based modelling of tension supporting elements is presented. Three background case studies of rock bolting using parametric design are presented in Section 3. Based on them, the new LOD scheme is presented in Section 4 where the information model and the parametric design of bolt geometry are addressed in detail. The presented methods are discussed in Section 5 and lastly a conclusion is drawn, and an outlook given in Section 6. As an example, Rhino files of the geometry model (Online Resource 1) and information model (Online Resource 2) of generic element models including Grasshopper scripts (Online Resource 3), as well as Industry Foundation Class (IFC) models (Online Resource 4) are attached to the paper via a GitHub repository given in the supplementary information in Section 7.\u003c/p\u003e"},{"header":"2. State-of-the-art of BIM modelling of tension supporting elements","content":"\u003cdiv id=\"Sec3\" class=\"Section2\"\u003e\u003ch2\u003e2.1. BIM modelling\u003c/h2\u003e\u003cp\u003eBIM is increasingly used in the architecture, engineering, and construction (AEC) industries (Costin et al. \u003cspan citationid=\"CR20\" class=\"CitationRef\"\u003e2018\u003c/span\u003e; United Nations Economic Commission for Europe \u003cspan citationid=\"CR67\" class=\"CitationRef\"\u003e2021\u003c/span\u003e). A survey conducted by NBS (\u003cspan citationid=\"CR51\" class=\"CitationRef\"\u003e2021\u003c/span\u003e) shows that BIM adoption in the United Kingdom\u0026rsquo;s construction industry increased from 13% in 2011 to around 70% during 2018\u0026ndash;2021. Several countries require the use of BIM in publicly funded construction projects, including the United States, the United Kingdom, Norway, Finland, Sweden, Singapore, Hong Kong, South Korea and Australia (United Nations Economic Commission for Europe \u003cspan citationid=\"CR67\" class=\"CitationRef\"\u003e2021\u003c/span\u003e). BIM is a digital model of a built facility that includes rich information and typically represents the 3D geometry of its components at a defined level of detail (Borrmann et al. \u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e, p. 4), and can be implemented throughout a project\u0026rsquo;s lifecycle from planning and construction to the operation and maintenance (O\u0026amp;M) phases (Borrmann et al. \u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e; Berdigylyjov and Popa \u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e2019\u003c/span\u003e; Yin et al. \u003cspan citationid=\"CR70\" class=\"CitationRef\"\u003e2020\u003c/span\u003e).\u003c/p\u003e\u003cp\u003ePublished standards or guidelines for tension supporting elements only contain information related to the design and installation during the construction phase, but do not specify the requirements of the elements for BIM (buildingSMART Finland 2019; DAUB \u003cspan citationid=\"CR23\" class=\"CitationRef\"\u003e2022\u003c/span\u003e; Civil Engineering and Development Department \u003cspan citationid=\"CR16\" class=\"CitationRef\"\u003e2023\u003c/span\u003e). For example, buildingSMART Finland (2019) drafted guidelines for the minimum data exchange requirements on rock bolts based on design phases for infrastructure projects. According to the guidelines, rock bolts are regarded as irrelevant during a project\u0026rsquo;s preliminary design phase, but they should be considered on a project-specific basis in any of the later project phases. According to the guidelines, during the design phases, the geometry of a rock bolt should be modelled either as a solid object or as a 3D break line. A 3D break line is defined as a line that includes at least one intermediate point between its start and end. In the as-built phase, the rock bolt should be represented either as a 3D area boundary or by placing points or break lines at both ends of the bolt. The minimum metadata requirement along with a rock bolt\u0026rsquo;s geometry model is summarised in Table\u0026nbsp;\u003cspan refid=\"Tab1\" class=\"InternalRef\"\u003e1\u003c/span\u003e.\u003c/p\u003e\u003cp\u003eSince 2019, the Construction Industry Council (CIC) in Hong Kong manages an open source library of BIM objects for accessing and sharing BIM objects with BIM users and developers (Construction Industry Council \u003cspan citationid=\"CR18\" class=\"CitationRef\"\u003e2021\u003c/span\u003e, n.d.). The CIC BIM object list contains rock bolts, rock dowels, and soil nails at Level of Graphics (LOD-G) and Level of Information (LOD-I) 300 based on the classification of ISO 17412 (European Committee for Standardization \u003cspan citationid=\"CR30\" class=\"CitationRef\"\u003e2020\u003c/span\u003e), but their LOD definition is based on the scheme proposed by BIMForum (Abualdenien and Borrmann \u003cspan citationid=\"CR1\" class=\"CitationRef\"\u003e2022\u003c/span\u003e; BIMForum \u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e2024\u003c/span\u003e). The semantic attributes include dimensions data and material properties for the bolt and grouting material (Table\u0026nbsp;\u003cspan refid=\"Tab1\" class=\"InternalRef\"\u003e1\u003c/span\u003e). In Hong Kong, the BIM objects shall be adopted directly or revised in the project if similar BIM objects exist in the CIC BIM object list (Development Bureau \u003cspan citationid=\"CR25\" class=\"CitationRef\"\u003e2023\u003c/span\u003e). The criteria for comparing the similarity between objects are based on the appearance, 2D presentation, semantic attributes, and the object name.\u003c/p\u003e\u003cp\u003e\u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab1\" border=\"1\"\u003e\u003ccaption language=\"En\"\u003e\u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e\u003cdiv class=\"CaptionContent\"\u003e\u003cp\u003eProperties of rock bolts in published BIM guideline in Finland and rock bolts and soil nails in the BIM object library Hong Kong (buildingSMART Finland 2019; Civil Engineering and Development Department \u003cspan citationid=\"CR17\" class=\"CitationRef\"\u003e2022\u003c/span\u003e)\u003c/p\u003e\u003c/div\u003e\u003c/caption\u003e\u003ccolgroup cols=\"4\"\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e\u003cthead\u003e\u003ctr\u003e\u003cth align=\"left\" colname=\"c1\"\u003e\u003cp\u003eCategory\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c2\"\u003e\u003cp\u003eProperty\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c3\"\u003e\u003cp\u003ebuildingSmart Finland (2019)\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c4\"\u003e\u003cp\u003eHong Kong\u0026rsquo;s CIC BIM object (Civil Engineering and Development Department \u003cspan citationid=\"CR17\" class=\"CitationRef\"\u003e2022\u003c/span\u003e)\u003c/p\u003e\u003c/th\u003e\u003c/tr\u003e\u003c/thead\u003e\u003ctbody\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eSupport type\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003ePre-bolting, immediate support, or final support\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\" morerows=\"4\" rowspan=\"5\"\u003e\u003cp\u003eRock bolt\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eLength\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eType\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eMaterial and coating\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eDiameter\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eBolt fixture material (e.g. nut/plate)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\" morerows=\"2\" rowspan=\"3\"\u003e\u003cp\u003eBorehole\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eInclination\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eHole start \u0026amp; end coordinates\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eBolt start \u0026amp; end coordinates\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\" morerows=\"6\" rowspan=\"7\"\u003e\u003cp\u003eBolt installation\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eBond type\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eBond length\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eFree length\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003ePre-stressing information\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eGrout recipe and/or mix ratio\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eGrout additives used\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eGrout consumption control information\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003c/tbody\u003e\u003c/colgroup\u003e\u003c/table\u003e\u003c/div\u003e\u003c/p\u003e\u003cp\u003eThe German Tunnelling Committee\u0026rsquo;s \u0026ldquo;BIM in Tunnelling\u0026rdquo; group (DAUB \u003cspan citationid=\"CR23\" class=\"CitationRef\"\u003e2022\u003c/span\u003e) provides a best-practice attribute list for primary support in underground construction in Germany. This list, found in the appendix of its information management supplement, includes around 120 attributes. It broadly covers the properties in Table\u0026nbsp;\u003cspan refid=\"Tab1\" class=\"InternalRef\"\u003e1\u003c/span\u003e, excluding coordinates, bolt fixture material, and free length. Additionally, it includes mechanical properties (e.g., test and ultimate load), service design aspects (e.g., lifespan, corrosion), and structural details such as steel grade, borehole dimensions, and drilling accuracy.\u003c/p\u003e\u003cp\u003eThe published BIM guidelines for rock bolts and soil nails focus primarily on the planning and, to some extent, the construction phases. However, they lack a framework for integrating data from testing and inspection, which is a critical shortcoming. This omission fails to meet the requirements of international design standards such as Eurocode 7, which explicitly mandates the verification of design assumptions through field testing, monitoring, and inspections throughout the construction and operational phases.\u003c/p\u003e\u003cp\u003eIFC is an open and standardised computer-aided design (CAD) data format, and has been the most popular data exchange format among the AEC industry (buildingSMART International \u003cspan citationid=\"CR13\" class=\"CitationRef\"\u003e2022\u003c/span\u003e). Construction Operations Building Information Exchange (COBie), regarded as a subset of IFC, is a data storage standard for building information exchange from the construction to the facility maintenance phase (Schwabe et al. \u003cspan citationid=\"CR64\" class=\"CitationRef\"\u003e2018\u003c/span\u003e), but its application is so far limited (United Nations Economic Commission for Europe \u003cspan citationid=\"CR67\" class=\"CitationRef\"\u003e2021\u003c/span\u003e). The proposed data structure in Section 4.2 can be implemented in IFC and exemplary files are given in the paper\u0026rsquo;s appendix.\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec4\" class=\"Section2\"\u003e\u003ch2\u003e2.2. LOD, LOG, LOI\u003c/h2\u003e\u003cp\u003eLOD in BIM refers to different levels of development in a building or construction project. Each LOD is represented by a digital number. These levels help to standardise and communicate the detail, information available, and maturity in a BIM model at various phases of a project's lifecycle. The concept of LOD is often used to facilitate collaboration and ensure that all project stakeholders have a common understanding of the model's completeness, accuracy, and reliability. In the framework of American Institute of Architects (AIA) (2013) and BIMForum (\u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e2024\u003c/span\u003e), LOD is typically defined into classes from 100\u0026ndash;500 with an increase in more details and information. LOD describes the overall required level of detail through the combination of the required Level of Information (LOI), which refers to the level of detail of non-graphical information, and the Level of Geometry (LOG), which refers to the level of detail of graphical or geometrical information, according to a specific project stage (Borrmann et al. \u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e). LOI and LOG are further explained in Section 4.2 and 4.3 respectively. A general definition of LOD based on AIA (\u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e2013\u003c/span\u003e), Borrmann et al. (\u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e), and BIMForum (\u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e2024\u003c/span\u003e) is given in Table\u0026nbsp;\u003cspan refid=\"Tab2\" class=\"InternalRef\"\u003e2\u003c/span\u003e.\u003c/p\u003e\u003cp\u003eIt is worth noting that the LOD definitions from literature and standards summarised in Table\u0026nbsp;\u003cspan refid=\"Tab2\" class=\"InternalRef\"\u003e2\u003c/span\u003e mainly focus on the graphical aspects of the model, i.e., LOG, while LOI are addressed only partially or implicitly. Additionally, there are no broadly adopted, standardised descriptions for each level of LOG and LOI, but only illustrative examples and use cases. This is likely due to the fact that both LOG and LOI are often highly dependent on the specific use case and object type. For instance, the geometric and informational requirements for tension-supporting elements differ significantly from those for concrete lining in tunnelling applications.\u003c/p\u003e\u003cp\u003eIn the AIA/BIMForum/Borrmann framework, LOD is a unified concept that combines geometric detail, non-graphical information, and the model\u0026rsquo;s intended use, progressing from LOD 100 to 500. In contrast, DAUB (\u003cspan citationid=\"CR22\" class=\"CitationRef\"\u003e2019\u003c/span\u003e) separates these concepts: Level of Detail (LoD, with a small letter \u0026ldquo;o\u0026rdquo;) refers specifically to the model's geometric and informational richness (LOG\u0026thinsp;+\u0026thinsp;LOI), while DAUB\u0026rsquo;s LOD (Level of Development) separately describes the model's maturity and suitability for a specific project phase. Importantly, DAUB cautions against equating LoD 500 with an \u0026ldquo;as-built\u0026rdquo; model, emphasising that as-built status requires explicit verification, not just detailed modelling.\u003c/p\u003e\u003cp\u003e\u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab2\" border=\"1\"\u003e\u003ccaption language=\"En\"\u003e\u003cdiv class=\"CaptionNumber\"\u003eTable 2\u003c/div\u003e\u003cdiv class=\"CaptionContent\"\u003e\u003cp\u003eGeneral LOD description based on (AIA \u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e2013\u003c/span\u003e; Borrmann et al. \u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e; BIMForum \u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e2024\u003c/span\u003e). The description is primarily based on LOG and partially about LOI.\u003c/p\u003e\u003c/div\u003e\u003c/caption\u003e\u003ccolgroup cols=\"2\"\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e\u003cthead\u003e\u003ctr\u003e\u003cth align=\"left\" colname=\"c1\"\u003e\u003cp\u003eLOD\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c2\"\u003e\u003cp\u003eDescription\u003c/p\u003e\u003c/th\u003e\u003c/tr\u003e\u003c/thead\u003e\u003ctbody\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003e100\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eThe model element is represented graphically by \u003cem\u003ea symbol\u003c/em\u003e or a generic representation. Information specific to the element such as costs per square meter can be derived from other model elements.\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003e200\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eThe model element is represented graphically in the model by \u003cem\u003ea generic element\u003c/em\u003e with approximate dimensions, position, and orientation.\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003e300\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eThe model element is represented graphically by \u003cem\u003ea specific object\u003c/em\u003e that defines its size, dimension, form, position, and orientation.\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003e350\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eThe model element is represented graphically by a specific object that defines its size, dimension, form, position, and orientation as well as \u003cem\u003eits interfaces to other built systems\u003c/em\u003e.\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003e400\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eThe model element is represented graphically by a specific object that defines its size, dimension, form, position and orientation along with information regarding its \u003cem\u003eproduction, assembly and installation\u003c/em\u003e.\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003e500\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eThe model element has been \u003cem\u003evalidated\u003c/em\u003e on the construction site including its size, dimension, form, position, and orientation.\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003c/tbody\u003e\u003c/colgroup\u003e\u003c/table\u003e\u003c/div\u003e\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec5\" class=\"Section2\"\u003e\u003ch2\u003e2.3. Parametric design for efficient modelling\u003c/h2\u003e\u003cp\u003eThe use of CAD tools was a revolution some decades ago, but today, parametric design is being increasingly used to create smart drawings that heavily reduce manual manipulation. Parametric design and BIM are well suited for geotechnical design of tension supporting elements since they enable easy generation of thousands of objects and inclusion of metadata in the model. Among the existing literature, optimisation of tension supporting element design for geotechnical engineering has typically been parametric studies of the geometric parameters of the elements. A parametric study usually involves exploiting the possible combinations of different parameters values to understand the impact (e.g. Nguyen et al. \u003cspan citationid=\"CR52\" class=\"CitationRef\"\u003e2015\u003c/span\u003e; Sun et al. \u003cspan citationid=\"CR65\" class=\"CitationRef\"\u003e2020\u003c/span\u003e, \u003cspan citationid=\"CR66\" class=\"CitationRef\"\u003e2021\u003c/span\u003e; Luo et al. \u003cspan citationid=\"CR47\" class=\"CitationRef\"\u003e2020\u003c/span\u003e; Li et al. \u003cspan citationid=\"CR45\" class=\"CitationRef\"\u003e2022\u003c/span\u003e; Zhang et al. \u003cspan citationid=\"CR71\" class=\"CitationRef\"\u003e2023\u003c/span\u003e), or to carry out optimisation to search the optimal design with objectives such as minimum deformation and/or cost (e.g. Basha et al. \u003cspan citationid=\"CR7\" class=\"CitationRef\"\u003e2020\u003c/span\u003e; Guo et al. \u003cspan citationid=\"CR34\" class=\"CitationRef\"\u003e2020\u003c/span\u003e; Li et al. \u003cspan citationid=\"CR44\" class=\"CitationRef\"\u003e2021\u003c/span\u003e; DAUB \u003cspan citationid=\"CR23\" class=\"CitationRef\"\u003e2022\u003c/span\u003e; Han et al. \u003cspan citationid=\"CR35\" class=\"CitationRef\"\u003e2023\u003c/span\u003e; Erharter et al. \u003cspan citationid=\"CR27\" class=\"CitationRef\"\u003e2025\u003c/span\u003e; Chiu et al. \u003cspan citationid=\"CR15\" class=\"CitationRef\"\u003e2025\u003c/span\u003e).\u003c/p\u003e\u003cp\u003eDesigning tension supporting elements is highly dependent on the actual ground conditions and site constraints. A 3D ground model is actively used in infrastructure projects during the design and construction phases. Remote sensing and digitalisation have played key roles in reversely engineering the ground into 3D model. For instance, the soil-rock interface is commonly interpolated via 3D modelling with data from ground investigation, a rock outcrop can be represented by a 3D point cloud acquired via laser scanning and photogrammetry techniques (Battulwar et al. \u003cspan citationid=\"CR8\" class=\"CitationRef\"\u003e2021\u003c/span\u003e), and rock discontinuities within a rock mass can be modelled via semi-automatic digital rock joint mapping methods (Jaboyedoff et al. \u003cspan citationid=\"CR39\" class=\"CitationRef\"\u003e2007\u003c/span\u003e; Lato and V\u0026ouml;ge \u003cspan citationid=\"CR43\" class=\"CitationRef\"\u003e2012\u003c/span\u003e; Riquelme et al. \u003cspan citationid=\"CR60\" class=\"CitationRef\"\u003e2014\u003c/span\u003e; Chen et al. \u003cspan citationid=\"CR14\" class=\"CitationRef\"\u003e2021\u003c/span\u003e), and eventually expanded to establish a discrete fracture network inside the rock mass (Vazaios et al. \u003cspan citationid=\"CR68\" class=\"CitationRef\"\u003e2017\u003c/span\u003e; Kong et al. \u003cspan citationid=\"CR42\" class=\"CitationRef\"\u003e2021\u003c/span\u003e). While 3D modelling has pushed forward 3D design of tension supporting elements, manual remodelling of tension supporting elements due to changed ground conditions can be extremely laborious. Parametric modelling offers a flexible alternative of generating models via manipulating parameters such as the elements\u0026rsquo; geometric dimensions (Borrmann et al. \u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2018\u003c/span\u003e; Edmonds et al. \u003cspan citationid=\"CR26\" class=\"CitationRef\"\u003e2022\u003c/span\u003e).\u003c/p\u003e\u003cp\u003eSacks et al. (\u003cspan citationid=\"CR62\" class=\"CitationRef\"\u003e2018\u003c/span\u003e) define three levels of parametric modelling based on complexity: (1) \u003cem\u003eparametric solid modelling\u003c/em\u003e for user-defined objects, (2) \u003cem\u003eparametric assembly modelling\u003c/em\u003e based on inter-object parameter relations, and (3) a more advanced modelling using topology-based or rule-based systems. Following Edmonds et al. (\u003cspan citationid=\"CR26\" class=\"CitationRef\"\u003e2022\u003c/span\u003e), we broadly group the first two levels as \u003cem\u003eparametric modelling\u003c/em\u003e and the third level as \u003cem\u003eparametric design\u003c/em\u003e.\u003c/p\u003e\u003cp\u003eParametric modelling still requires the designer to manipulate parameters to find the optimised design. In contrast, parametric design is an automated adaption of parametric modelling where parameters automatically adapt to a new environment based on predefined rules that define the relations between the model and the environment (Edmonds et al. \u003cspan citationid=\"CR26\" class=\"CitationRef\"\u003e2022\u003c/span\u003e). This makes it particularly suited for the design of tension supporting elements in geotechnical engineering, where ground conditions frequently change and site-specific constraints are significant.\u003c/p\u003e\u003cp\u003eBoth parametric modelling and parametric design are often implemented with visual programming languages, where scripts are developed by connecting nodes that contain elements and functions (an example from Rhino \u0026ndash; Grasshopper (Robert McNeel \u0026amp; Associates) is given in Fig.\u0026nbsp;\u003cspan refid=\"Fig1\" class=\"InternalRef\"\u003e1\u003c/span\u003e).\u003c/p\u003e\u003cp\u003eThe key differences between parametric modelling and parametric design are demonstrated in Fig.\u0026nbsp;\u003cspan refid=\"Fig1\" class=\"InternalRef\"\u003e1\u003c/span\u003e using an example of designing a rock bolt intersecting a sliding plane. The task is to find the geometry of the shortest rock bolt that intersects a sliding plane with unknown orientation and with a 2-meter anchoring length. The rock bolt is inserted at a predefined bolt head point {0,0,0}. Via parametric modelling, the designer needs to manually manipulate the orientation of the bolt and bolt length to find the desired solution. On the other hand, parametric design uses the sliding plane surface as input and computes a point that is projected from the bolt head point perpendicularly to the surface. As a result, the distance between the bolt head point and the projected point on the surface is always the shortest. Parametric modelling does not make use of the environment as input but directly generate models using the specified output values, whereas parametric design considers dependencies with the environment to compute the solution. Although the resulted vectors that represent the rock bolt are identical via either method, parametric design requires more computation steps but fewer inputs than parametric modelling, and it can automatically output a new desired solution if the geometry of the sliding plane has been changed.\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec6\" class=\"Section2\"\u003e\u003ch2\u003e2.4. Maintenance of tension supporting elements\u003c/h2\u003e\u003cp\u003eWhile the above-mentioned BIM process and the possibilities of parametric modelling and parametric design have been addressed in a series of pilot projects, this workflow generally ends with construction and the completion of the structure. Although the information from design and construction is already used in facility management (Nicał and Wodyński \u003cspan citationid=\"CR53\" class=\"CitationRef\"\u003e2016\u003c/span\u003e; Motalebi et al. \u003cspan citationid=\"CR49\" class=\"CitationRef\"\u003e2022\u003c/span\u003e) such an approach is not yet recognisable in infrastructure. This is related to limited previous BIM implementations so far and missing resources for these tasks on the side of road and railway infrastructure operators. The integration of the as-built status becomes necessary to utilise such models as a reliable basis for maintenance, along with its data and information.\u003c/p\u003e\u003cp\u003eA comprehensive database and, ideally, a single source of truth that can be used as a reference is required, especially for the safety assessment and inspection of structures, the determination of damages and its influences on the reliability, and safety of the structure. Together with a visual and manual inspection of the structure, see Fig.\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e2\u003c/span\u003e left (Austrian Research Association for Roads, Railways and Transport \u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003e2022a\u003c/span\u003e, \u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003eb\u003c/span\u003e), \u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003ea\u003c/span\u003e corresponding statement can be made about the conservation status of the structure.\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003cp\u003eIn the case of inadequate documents and in combination with damage patterns, special inspections are often necessary, which are usually associated with considerable effort in the case of anchored structures due to the type of construction and their use. For example, endoscopic examinations to determine the corrosion protection of the anchor head, see Fig.\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e2\u003c/span\u003e centre (Austrian Research Association for Roads, Railways and Transport \u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e2022b\u003c/span\u003e) or the performance of lock-off testing to determine the current anchor force, see Fig.\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e2\u003c/span\u003e right (Sabatini et al. \u003cspan citationid=\"CR61\" class=\"CitationRef\"\u003e1999\u003c/span\u003e; Ostermayer and Barley \u003cspan citationid=\"CR58\" class=\"CitationRef\"\u003e2002\u003c/span\u003e; Sch\u0026auml;fer et al. \u003cspan citationid=\"CR63\" class=\"CitationRef\"\u003e2013\u003c/span\u003e) are not yet clearly stated in technical frameworks and standards. Although both are generally used to determine the current condition, if no corresponding documents from the design phase and information on the as-built status are available, a comparison or a statement regarding changes is not possible and therefore only of limited use.\u003c/p\u003e\u003cp\u003eAs recent and ongoing research activities (Rebhan et al. \u003cspan citationid=\"CR59\" class=\"CitationRef\"\u003e2022\u003c/span\u003e) have shown, this is largely due to the fact that there is rarely any documentation on the structures and even less on the installed tensile supporting elements (Fig.\u0026nbsp;\u003cspan refid=\"Fig3\" class=\"InternalRef\"\u003e3\u003c/span\u003e).\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003c/div\u003e"},{"header":"3. Parametric design applications in rock bolt design: three case studies","content":"\u003cp\u003eThis section presents three case studies of rock bolt modelling for practical projects in Norway. The rationale for including each case study is explained below to reflect how different aspects of parametric design contributed to the development of a BIM-compatible rock support data structure:\u003c/p\u003e\u003cp\u003e\u003cstrong\u003e\u0026bull; Case 1\u003c/strong\u003e\u003cp\u003e\u0026bull; Sporadic rock bolting on road cuts, which demonstrates how parametric modelling documents design assumptions that are essential for contractor understanding\u003c/p\u003e\u003c/p\u003e\u003cp\u003e\u003cstrong\u003e\u0026bull; Case 2\u003c/strong\u003e\u003cp\u003e\u0026bull; Foundation for a residential building, which demonstrates how parametric design enables efficient optimisation under complex design constraints.\u003c/p\u003e\u003c/p\u003e\u003cp\u003e\u003cstrong\u003e\u0026bull; Case 3\u003c/strong\u003e\u003cp\u003e\u0026bull; Systematic rock bolting in a railway tunnel, which demonstrates the application of parametric design for automated cost estimation based on prescriptive rules, as well as enabling comparisons between design and as-built data.\u003c/p\u003e\u003c/p\u003e\u003cdiv id=\"Sec8\" class=\"Section2\"\u003e\u003ch2\u003e3.1. Case \u003cspan refid=\"FPar1\" class=\"InternalRef\"\u003e1\u003c/span\u003e: Sporadic rock bolting on road cuts\u003c/h2\u003e\u003cp\u003eTo date, \u0026ldquo;E6 Svenningelv-Lien\u0026rdquo; is an ongoing road project in Nordland County, Norway. The project includes construction of a ten-kilometre new motorway and establishment of several new rock cuts (Norwegian Public Roads Administration \u003cspan citationid=\"CR57\" class=\"CitationRef\"\u003e2024\u003c/span\u003e).\u003c/p\u003e\u003cp\u003ePoint clouds created by photogrammetry were used for designing permanent rock support of rock cuts. Unstable wedges, above a certain size, were verified in field and geometries were modelled. Small wedges were thus not modelled. Rock bolts were modelled and placed on the point cloud to check necessary bolt length. The bolt length was determined by calculating the anchoring length of rock bolt beyond the defined geometry of unstable wedge. The modelling work was done using parametric design in Rhino and Grasshopper. Figure\u0026nbsp;\u003cspan refid=\"Fig4\" class=\"InternalRef\"\u003e4\u003c/span\u003e shows an example of the result.\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003cp\u003eThe permanent rock support was delivered to contractor as a technical note including pictures showing exact location of rock bolts and description (including length etc.). While these materials are not BIM objects in themselves, they are readily digitised to be BIM-compatible deliverables.\u003c/p\u003e\u003cp\u003eThe use of parametric design enabled automated adjustment of bolt geometry in response to updated wedge geometries. This flexibility was particularly valuable during the field verification process, where design assumptions had to be refined quickly. Moreover, the rule-based definition of anchoring length ensured consistency across all bolt placements and allowed the design to be transparently communicated, providing a basis for future BIM integration.\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec9\" class=\"Section2\"\u003e\u003ch2\u003e3.2. Case \u003cspan refid=\"FPar2\" class=\"InternalRef\"\u003e2\u003c/span\u003e: Foundation for a residential building\u003c/h2\u003e\u003cp\u003e\u0026ldquo;Granitten\u0026rdquo; is a large residential building project in Oslo, Norway. Besides other construction measures, a multi-storey residential building is being planned directly above an existing metro tunnel. The metro tunnel below the building is enlarged due to an intersection, and the lowest point of the building\u0026rsquo;s foundation is only about nine meters above the crown of the metro tunnel. As jointed bedrock lies between the metro tunnel and the building foundation, it was decided to install rock bolts in between these two structures to ensure that no unfavourable discontinuity intersections will be activated by the additional load of the new residential building.\u003c/p\u003e\u003cp\u003eAs a basis for the planning process, the metro tunnel was scanned from the inside to assess the as-built geometry. The anchors that need to be installed should be aligned in a way that they cover the whole area above the tunnel, and they should be installed downwards from the base of the foundation. The length of the anchors should be as long as possible without penetrating the metro tunnel support. A minimum distance of 1.5 meters between the lowest point of the anchor and the closest point of the of the foundation was defined to ensure that the metro tunnel support will not be affected by the installation.\u003c/p\u003e\u003cp\u003eThis task of optimising the rock bolt design between the foundation of the building and the metro tunnel was implemented using parametric design with Rhino and Grasshopper to achieve a maximum length, while also keeping sufficient distance to the tunnel. In the parametric design, the top points were defined and a 1.5-meter buffer around the tunnel scan was generated. The buffer surface had to be smoothed in several steps, because the detailed tunnel scan originally generated a very rugged buffer surface. The anchors were then modelled by projecting the top points down to the buffer and connecting the top and bottom points with lines and cylindric volumes. As a last geometric modelling step, the inclination was optimised by adjusting the projection direction of the anchor points so that the volume above the tunnel is well covered (Fig.\u0026nbsp;\u003cspan refid=\"Fig5\" class=\"InternalRef\"\u003e5\u003c/span\u003e).\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003cp\u003eSince the whole \u0026ldquo;Granitten\u0026rdquo; project is being planned using BIM, the anchors were delivered as IFC models along with assigned properties. Besides a property set with general project related properties (e.g. project name, document number etc.) a bolt-specific property set including the following properties was assigned to the bolts: i) ID, ii) Length, iii) Type, iv), Inclination v), Azimuth vi), vi) Bond length, vii) Bolt head X-coordinate, viii) Bolt head Y-coordinate, ix) Bolt head Z-coordinate. It was not required to specify a certain LOD for the deliverable, but according to Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e8\u003c/span\u003e and Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e the way the bolts were modelled would correspond to a LOD 300.\u003c/p\u003e\u003cp\u003eParametric design simplified the handling of geometric constraints, such as maintaining the buffer distance to the tunnel and avoiding overlap with tunnel infrastructure. The ability to define relationships between geometry and constraints allowed the designer to quickly test different anchor orientations and lengths without manual rework. This was particularly helpful given the complex spatial configuration between the existing tunnel and the planned foundation.\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec10\" class=\"Section2\"\u003e\u003ch2\u003e3.3. Case \u003cspan refid=\"FPar3\" class=\"InternalRef\"\u003e3\u003c/span\u003e: Systematic rock bolting in railway tunnel\u003c/h2\u003e\u003cp\u003eSkott\u0026aring;s tunnel is located about 4.5 km west of Horten in Vestfold County in Eastern Norway. The tunnel is a double-track railway tunnel of about 3 km length. The major section of Skott\u0026aring;s tunnel is a drill-and-blast rock tunnel and a 100-meter section of the tunnel is selected as a case example. The cross-section of the tunnel section is 14.5 m wide and 10.5 m high, with a face area of 130 m\u003csup\u003e2\u003c/sup\u003e. The tunnel section has been mapped as rhomb porphyry with rock mass quality ranging from good to very poor (Q-values\u0026thinsp;=\u0026thinsp;0.67\u0026ndash;16) based on the Q-system (Norwegian Geotechnical Institute \u003cspan citationid=\"CR56\" class=\"CitationRef\"\u003e2015\u003c/span\u003e). Based on the evaluated rock mass quality class, prescriptive measures for permanent rock support are used, except when special measures are designated specifically by the on-site engineering geologist. Among rock support methods including sprayed concrete and reinforced ribs of sprayed concrete, the prescriptive rock support scheme specifies the bolt spacing and bolt lengths at the tunnel walls and roof.\u003c/p\u003e\u003cp\u003eFigure\u0026nbsp;\u003cspan refid=\"Fig6\" class=\"InternalRef\"\u003e6\u003c/span\u003e illustrates the workflow of modelling systematic rock bolting based on a prescriptive rock support scheme. Input parameters for modelling the rock bolting pattern were collected in a table that lists up the rock mass quality class in different tunnel sections (start and end chainage), and rock bolt spacings and bolt lengths for each tunnel wall (left, right, crown). A grasshopper script was developed that reads the input tabular data and assigns the corresponding rock mass quality classes and bolting patterns based. Using bolt spacing, the grasshopper script calculates the chainage where bolts should be installed. With a 3D polyline that represents the centre base curve of the tunnel alignment, the grasshopper script generates bolts normal to a tunnel cross-section at each calculated chainage of the tunnel.\u003c/p\u003e\u003cp\u003eThe proposed workflow for geometry modelling of systematic rock bolting in tunnels is applicable for LOD300, LOD350 and LOD400. At the detailed design phase, for cost estimation, a prescriptive rock support scheme is usually used. An engineering geology design report shall give a prognosis of the distribution of the rock mass quality class along the planned tunnel and an estimation of the cost for rock support. The preliminary evaluation of rock mass quality along the planned tunnel is sufficient for modelling rock bolts for LOD300. During the construction phase, once the tunnel is excavated, the on-site engineering geologist will make a final design based on tunnel face mapping results. The final design will form the basis for modelling at LOD350/LOD400.\u003c/p\u003e\u003cp\u003eFigure\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e7\u003c/span\u003e shows the rock bolting model for the selected section of Skott\u0026aring;s tunnel from LOD300 to LOD500. The varied rock mass quality classes along the tunnel are illustrated with different colours overlaying the tunnel profile. The rock mass quality classes are different between LOD300 and LOD350, due to the differences between the anticipated and actual rock mass conditions before and after excavation respectively. For LOD500, the as built bolts are modelled based on the start of end coordinates for each bolt hole logged by from the drilling jumbo (measurement-while-drilling (MWD) data). This allows the approximate as-built bolt geometry to be reconstructed and compared against the design, enabling the identification of deviations in length, orientation, or placement. While the method assumes straight boreholes, as is generally valid for short tunnel bolts, potential curvature in long holes, more relevant in mining and slope applications, may not be captured.\u003c/p\u003e\u003cp\u003eParametric design enabled efficient generation of bolt layouts along varying tunnel conditions, reducing manual modelling effort for long tunnel sections. Design rules embedded in the parametric script ensured consistent application of support guidelines, and updates to the rock mass quality table could automatically regenerate the bolting pattern. This adaptability proved especially valuable when transitioning from preliminary to final design stages. Furthermore, the as-design model provided a clear reference for comparing against as-built data from MWD data. Deviations in bolt length, orientation, or location could be identified efficiently by overlaying the as-built data with the parametric design model, as a mean for quality control.\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003c/div\u003e"},{"header":"4. A new BIM data structure for tension supporting elements","content":"\u003cdiv id=\"Sec12\" class=\"Section2\"\u003e\u003ch2\u003e4.1. LOD of tension supporting elements\u003c/h2\u003e\u003cp\u003eThe LOD scheme of Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e8\u003c/span\u003e is proposed for tension supporting elements, with each level comprising both LOG and LOI components. The scheme is based on project experience in Section 3 and aims to cover most geotechnical engineering applications today. Due to the high level of uncertainty and the possibility of making rapid changes in the project, no explicit element modelling as well as detailed information is required in preliminary and schematic design phases in LOD 100 \u0026minus;\u0026thinsp;200. Starting with the detailed designs in LOD 300\u0026ndash;400, individual elements should be modelled, ideally in a parametric way to facilitate easy model adjustments (see Section 4.3), and more information about the connection of the elements to the ground as well as installation details should be provided. During the construction phase, an \u0026ldquo;as built\u0026rdquo; element model at a LOD 500 is to be produced which contains the installed element lengths and orientations which are also geometrically represented. After the construction phase, the element model is to be used to track the element\u0026rsquo;s condition throughout regular inspection and maintenance intervals.\u003c/p\u003e\u003cp\u003eThe IFC model of the tension supporting element at all the above mentioned LOD is provided in Online Resource 4.\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec13\" class=\"Section2\"\u003e\u003ch2\u003e4.2. LOI of tension supporting elements\u003c/h2\u003e\u003cp\u003eLOI provides details of the supporting elements and is represented by a three-digit number from 100 to 500 with the smaller providing less details. A general LOI scheme is proposed in Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e aiming to be as widely applicable as possible. The implementation of the proposed LOI scheme within an IFC-based data structure is demonstrated in Fig.\u0026nbsp;\u003cspan refid=\"Fig9\" class=\"InternalRef\"\u003e9\u003c/span\u003e. The exact information that needs to be assigned to the elements is dependent on the phase in a project and thus the scheme can be modified on demand. The LOI scheme follows the principles outlined in Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e8\u003c/span\u003e where the required amount of information in general increases with progressing project phases and increasing LOI. Some properties are dependent on the applied element type and can be left blank in case they are not relevant (e.g., pre-stressing force). The properties \u0026ldquo;number of elements\u0026rdquo; and the \u0026ldquo;spacing\u0026rdquo; of LOI\u0026thinsp;\u0026lt;\u0026thinsp;300 are only to be used in combination with abstract geometric representations of the elements in LOG100 or LOG200 (Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e8\u003c/span\u003e), which only make sense if they are applied to a larger quantity and not individually modelled elements.\u003c/p\u003e\u003cp\u003eIn contrast to many other LOI schemes, the one proposed in Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e explicitly considers tension element properties that are to be assessed in a structure\u0026rsquo;s O\u0026amp;M phase after installation. General properties such as project name, name of personnel (designer, operators, etc.), manufacturer, manufactured date, product batch number, installation date, timestamps of property states, etc. are essential for tracking how an element has been manufactured, designed, and installed. Since these properties are rather project-specific, they can be left to be designed on a project-basis and are not included in the proposed LOI scheme. Definitions of different component parts of soil and rock anchors, for instance, borehole, head plate, body (shank/tendon), bonded length, free length, etc. are equivalent. Therefore, a generic LOI scheme in Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e can be applied for all these elements. Nevertheless, it is necessary to differentiate between the individual tensile element types, such as anchor, nail, and pile in the design and documentation, as the division is also stated in the design-relevant standards, such as the Eurocode 7.\u003c/p\u003e\u003cp\u003eEuropean Standards EN 1537 (European Committee for Standardization \u003cspan citationid=\"CR31\" class=\"CitationRef\"\u003e2013\u003c/span\u003e), EN 14199 (European Committee for Standardization \u003cspan citationid=\"CR32\" class=\"CitationRef\"\u003e2015\u003c/span\u003e), EN 14490 (European Committee for Standardization \u003cspan citationid=\"CR33\" class=\"CitationRef\"\u003e2010\u003c/span\u003e) provide guidelines for technical documentation of installation of ground anchor, micropile, and soil nail respectively. These standards provide useful references for the proposed LOI scheme. Information such as installation processes and materials used are recommended in the guidelines. It is suggested to include information such as the design documents, product specification of the installed element, methods/descriptions regarding how the borehole is placed, drilled, flush, which grout material is used and how an element is installed, site conditions, testing protocols and acceptance criteria, as well as proforma for inspection and maintenance including related measurements and photographic records as documents attached in the BIM. Besides, MWD data provide important as-built information (see case study in Section 3.1) and should be attached in the BIM if available.\u003c/p\u003e\u003cp\u003e\u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e\u003ccaption language=\"En\"\u003e\u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e\u003cdiv class=\"CaptionContent\"\u003e\u003cp\u003eProposed data model for tension supporting elements throughout different LOI from design to installation\u003c/p\u003e\u003c/div\u003e\u003c/caption\u003e\u003ccolgroup cols=\"10\"\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c9\" colnum=\"9\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c10\" colnum=\"10\"\u003e\u003c/div\u003e\u003cthead\u003e\u003ctr\u003e\u003cth align=\"left\" colname=\"c1\"\u003e\u003cp\u003eProperty\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c2\"\u003e\u003cp\u003eDescription\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c3\"\u003e\u003cp\u003eUnit\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c4\"\u003e\u003cp\u003eData type\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c5\"\u003e\u003cp\u003eLOI100\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c6\"\u003e\u003cp\u003eLOI200\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c7\"\u003e\u003cp\u003eLOI300\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c8\"\u003e\u003cp\u003eLOI350\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c9\"\u003e\u003cp\u003eLOI400\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c10\"\u003e\u003cp\u003eLOI500\u003c/p\u003e\u003c/th\u003e\u003c/tr\u003e\u003c/thead\u003e\u003ctbody\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eElement type\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eRequired type of element\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eID\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eUnique identifier of single elements\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eReinforcement type (Active / Passive)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether the element is pre-stressed/active (Active) or non-stressed/passive (Passive)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eNumber of elements\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eEstimated number of elements in case no individual elements are modelled\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eInteger\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eSpacing\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eSpacing of elements in case no individual elements are modelled\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[m]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eLength\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eEstimated element length in case no individual elements are modelled, or specific lengths otherwise\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[m]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eInclination\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eInclination from horizontal of individual element\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[\u0026deg;]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eAzimuth\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eDirection of individual element\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[\u0026deg;]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eElement Diameter\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eNominal diameter of rock bolts and anchors\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[mm]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eYield load\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eRequired yield load of element\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[kN]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eHead plate type\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eRequired type of head plate\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eAnchoring length\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eLength of the element behind the zone subjected to displacement\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[m]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eInflation pressure\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eRequired pressure to inflate an expansion element (e.g. Swellex)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[bar]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eBond type\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eMaterial to be used to create an interface to the ground (e.g. cement, resin)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eBond length\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eLength of the element that should be in contact with the ground\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[m]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eBond strength\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eUniaxial Compressive Strength of bond material\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[Pa]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003ePre-stressing force\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eForce that is to be applied in case of pre-stressed anchors\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[kN]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eElement head X-coordinate\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eX-Coordinate of the element head\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eElement head Y-coordinate\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eY-Coordinate of the element head\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eElement head Z-coordinate\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eZ-Coordinate of the element head\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eMeasurement-while-drilling\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether MWD data is available\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eBoolean\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eFailure test recommended\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether the failure test is recommended\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eBoolean\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eFailure test\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether the capacity of the installed anchor is tested against the yield load (Tested/Not tested)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eFailure test force\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eForce that is applied in case it is yield load tested\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[kN]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eProof load test recommended\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether the proof load test is recommended\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eBoolean\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eProof load test\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether the capacity of the installed anchor is tested against the proof load and result (Passed/Failed/Not tested)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eProof load test force\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eForce that is applied in case it is proof load tested\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[kN]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eCurrent load\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eCurrent load determined by site testing/monitoring\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[kN]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eCreep rate\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eLimit of the creep rate while testing\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[mm]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eSlip\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eSlip while proof loading\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[mm]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eCorrosion protection\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eType of corrosion protection of the tensile element\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eCorrosion protection head\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eType of corrosion protection of the head area\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c6\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c7\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c8\"\u003e\u0026nbsp;\u003c/td\u003e\u003ctd align=\"left\" colname=\"c9\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c10\"\u003e\u003cp\u003eX\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003c/tbody\u003e\u003c/colgroup\u003e\u003c/table\u003e\u003c/div\u003e\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003cp\u003eBased on the manual of Japan Anchor Association for inspection and maintenance of ground anchors (Japan Anchor Association \u003cspan citationid=\"CR40\" class=\"CitationRef\"\u003e2015\u003c/span\u003e), the properties for inspection of newly installed or existing elements are suggested in Table\u0026nbsp;\u003cspan refid=\"Tab4\" class=\"InternalRef\"\u003e4\u003c/span\u003e. The properties are designed to be attached to an individual element after every round of inspection. Each round of inspection or investigation will have a unique set of property values, meaning that the maintenance information model for each element will expand and updated with time with appended maintenance data. To demonstrate this mechanism, Fig.\u0026nbsp;\u003cspan refid=\"Fig10\" class=\"InternalRef\"\u003e10\u003c/span\u003e presents a design-to-maintenance information model where properties like pre-stressing load can be logged during design and subsequently updated in the O\u0026amp;M phase for ongoing monitoring and management.\u003c/p\u003e\u003cp\u003eInspection type is to be determined by the age of the element. The initial inspection refers to the first inspection without any historical investigation/inspection record, e.g., right after the elements have been installed or when a takeover of the structure is performed. Emergency investigation is to be carried out whenever necessary, typically after the occurrence of events such as extreme rainfalls or earthquakes. When abnormality or deviated integrity of the element is identified via inspections, an integrity investigation of an element\u0026rsquo;s component parts, accompanied by a series of in-situ tests and monitoring should be carried out to confirm the state of the element. Such tests and scheme can also be referred to ISO 22477-5 (International Organization for Standardization \u003cspan citationid=\"CR38\" class=\"CitationRef\"\u003e2018\u003c/span\u003e) and necessary specific properties should be added for every campaign as required. Additional, periodical inspection can be performed, based on standards and regulations of the structural owners with the goal to determine changes of the state of preservation of the structure and as a basis for necessary maintenance and remediation to achieve the planned service life of the structure.\u003c/p\u003e\u003cp\u003e\u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab4\" border=\"1\"\u003e\u003ccaption language=\"En\"\u003e\u003cdiv class=\"CaptionNumber\"\u003eTable 4\u003c/div\u003e\u003cdiv class=\"CaptionContent\"\u003e\u003cp\u003eProposed properties for inspection of a single tension supporting element during O\u0026amp;M phase\u003c/p\u003e\u003c/div\u003e\u003c/caption\u003e\u003ccolgroup cols=\"4\"\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e\u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e\u003cthead\u003e\u003ctr\u003e\u003cth align=\"left\" colname=\"c1\"\u003e\u003cp\u003eProperty\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c2\"\u003e\u003cp\u003eDescription\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c3\"\u003e\u003cp\u003eUnit\u003c/p\u003e\u003c/th\u003e\u003cth align=\"left\" colname=\"c4\"\u003e\u003cp\u003eData type\u003c/p\u003e\u003c/th\u003e\u003c/tr\u003e\u003c/thead\u003e\u003ctbody\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eInspection ID\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eUnique identifier of inspection\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u0026nbsp;\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eInspection type\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eNature of inspection with respect to the age and importance of the element\u003c/p\u003e\u003cp\u003e(Initial/Periodic/Emergency/Integrity investigation)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003ePeriodic inspection frequency\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eFrequency per year. E.g. daily inspection\u0026thinsp;=\u0026thinsp;365; once every year\u0026thinsp;=\u0026thinsp;1; once every 3\u0026ndash;5 years\u0026thinsp;=\u0026thinsp;once every 4 years\u0026thinsp;=\u0026thinsp;0.25\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[per year]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eVisual inspection\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether visual inspection has been performed and evaluation\u003c/p\u003e\u003cp\u003e(Measures required/Integrity investigation required/No follow-up required/Not tested)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eProximity inspection\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether proximity inspection has been performed and evaluation\u003c/p\u003e\u003cp\u003e(Measures required /Integrity investigation required/No follow-up required/Not tested)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eIntegrity investigation\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWhether integrity investigation has been performed and evaluation\u003c/p\u003e\u003cp\u003e(Measures required /No follow-up required/Not tested)\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eUndertaken measures\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eBased on evaluations from inspections. Specify the measure taken.\u003c/p\u003e\u003cp\u003eE.g. restressing tendon, replacement of component parts, replacement with new anchor\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eDate\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eDate when the inspection was conducted\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[YYYY-MM-DD]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eTemperature\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eTemperature at the site when inspection was conducted\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e[\u0026deg;C]\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eReal\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003ctr\u003e\u003ctd align=\"left\" colname=\"c1\"\u003e\u003cp\u003eWeather\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c2\"\u003e\u003cp\u003eWeather description if inspection of element is conducted outdoor\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c3\"\u003e\u003cp\u003e-\u003c/p\u003e\u003c/td\u003e\u003ctd align=\"left\" colname=\"c4\"\u003e\u003cp\u003eText\u003c/p\u003e\u003c/td\u003e\u003c/tr\u003e\u003c/tbody\u003e\u003c/colgroup\u003e\u003c/table\u003e\u003c/div\u003e\u003c/p\u003e\u003cp\u003e\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec14\" class=\"Section2\"\u003e\u003ch2\u003e4.3. LOG of tension supporting elements\u003c/h2\u003e\u003cp\u003eThe proposed LOG scheme is visualised in Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e8\u003c/span\u003e. In early design phases, exact numbers and layouts of tension supporting elements are usually only estimates and thus modelling single elements is not required. It is sufficient to represent the area where tension supporting elements will be installed with a surface at a LOG100 in schematic design. One step further, the 3D volume that will be penetrated by the tension supporting elements shall be represented at a LOG200 to give a first visualisation of the elements\u0026rsquo; lengths. In detailed design (LOD300 to LOD450), individual elements should be modelled where a parametric approach is recommended. The individual elements should be modelled as line segments that represent the centre line of the element starting from the centre point of the element head and extending along the anchoring direction to a specific element length in any case. This enables contractors to use the BIM model for navigating the drilling machine. BIM can guide construction, such as improve drilling accuracy and avoid conflicts; volumetric 3D models of the tolerance zone (e.g. cylinders or extruded polygons (Johansen and Dehli \u003cspan citationid=\"CR41\" class=\"CitationRef\"\u003e2023\u003c/span\u003e; DAUB \u003cspan citationid=\"CR24\" class=\"CitationRef\"\u003e2024\u003c/span\u003e)) of the elements may be added for clash detection, visualisation purposes or uncertainty estimation (Liu \u003cspan citationid=\"CR46\" class=\"CitationRef\"\u003e2019\u003c/span\u003e). For as-built models (LOD 500), if borehole deviation measurement is available, the geometry of the installed element should be modelled as curve segments to illustrate the real geometry.\u003c/p\u003e\u003cp\u003eA layout of individual tension supporting elements can be generally classified as systematic or sporadic, both of which are applicable for parametric modelling.\u003c/p\u003e\u003cdiv id=\"Sec15\" class=\"Section3\"\u003e\u003ch2\u003e4.3.1. Systematic layout\u003c/h2\u003e\u003cp\u003eA systematic layout refers to a specific pattern, typically described by the total number of elements and the spacing in-between. Under group effect, these elements are assigned to support a large volume of rock block, or soil/rock mass that cannot be stabilised only by a few elements (see case studies in Section 3.1 and 3.2). For the convenience of a bulk installation, the elements are typically assigned with the same length, orientation, and diameter. Within a specified extent (3D surface) for placing the elements systematically, the geometry of all the elements can be modelled based on the following variable parameters:\u003c/p\u003e\u003cp\u003e\u003cul\u003e\u003cli\u003e\u003cp\u003eTotal number of elements, based on the required support pressure from stability analysis.\u003c/p\u003e\u003c/li\u003e\u003cli\u003e\u003cp\u003eLength, unless specific, to be selected from standard lengths by manufacturers.\u003c/p\u003e\u003c/li\u003e\u003cli\u003e\u003cp\u003eSpacing\u003c/p\u003e\u003c/li\u003e\u003cli\u003e\u003cp\u003ePattern type e.g. \u0026lsquo;stacked\u0026rsquo; in which each row and column is aligned; or \u0026lsquo;staggered\u0026rsquo; in which the neighbouring rows or column is offset half of the spacing.\u003c/p\u003e\u003c/li\u003e\u003cli\u003e\u003cp\u003eOrientation\u003c/p\u003e\u003c/li\u003e\u003c/ul\u003e\u003c/p\u003e\u003cp\u003eSystematic layouts are controlled by the spacing and pattern type based on a presumed ground condition and is thus relevant from LOD 300 to LOD400.\u003c/p\u003e\u003c/div\u003e\u003cdiv id=\"Sec16\" class=\"Section3\"\u003e\u003ch2\u003e4.3.2. Sporadic layout\u003c/h2\u003e\u003cp\u003eFor sporadic layout design, each elements\u0026rsquo; geometry and type, such as location, element diameter, length, and orientation are assigned separately. Sporadic rock bolts used for supporting individual blocks on rock cuts are common for during construction and O\u0026amp;M phases (see case study in Section 3.1). With a specified element head location, the geometry of sporadic bolts can be modelled based on the following variable parameters:\u003c/p\u003e\u003cp\u003e\u003cul\u003e\u003cli\u003e\u003cp\u003eLength, unless specific, to be selected from standard lengths by manufacturers.\u003c/p\u003e\u003c/li\u003e\u003cli\u003e\u003cp\u003eAzimuth\u003c/p\u003e\u003c/li\u003e\u003cli\u003e\u003cp\u003eInclination\u003c/p\u003e\u003c/li\u003e\u003c/ul\u003e\u003c/p\u003e\u003cp\u003eParametric modelling using a sporadic layout can therefore be seen as using systematic layout consisting of only one element with any spacing or pattern. The bolt element location can be seen as the centroid of the extent of the surface available for installing a rock bolt. Sporadic element layout design requires information about the ground and building and is thus only relevant for LOD350 and LOD400. The as-built models of installed rock bolts (i.e., LOD500) have to reflect the real geometry. As a result, regardless of systematic or sporadic layout design, installed elements shall be modelled as sporadic bolts using their as-built information, including the surveyed bolt head location, machine-logged drilling direction, and the actual installed element length.\u003c/p\u003e\u003c/div\u003e\u003c/div\u003e"},{"header":"5. Discussion","content":"\u003cp\u003eThis paper proposes a novel, BIM compatible data model specifically designed for tension supporting elements that are commonly used in stabilisation and reinforcement of rock and soil. The generic nature of the model enables its applications in different scenarios and at multiple scales, including single bolts assigned to support individual blocks on rock cuts or systematic rock bolting in foundation and tunnels. The data model covers the entire lifecycle of a project, from planning to maintenance with an emphasis on site testing and maintenance which is hardly included in today\u0026rsquo;s BIM models. Considering the general periodic maintenance recommendations for ground reinforcement elements, the proposed data model has been designed as an expandable data repository, in which maintenance parameters can be appended to an element for each inspection or investigation.\u003c/p\u003e\u003cp\u003eThe implementation of the parametric design and construction of IFC models in this study is carried out using Rhino and Grasshopper. This choice reflects the flexibility and visual programming capabilities of the Rhino-Grasshopper ecosystem, particularly in early-stage or research-driven projects. However, this is not a limitation of the method itself. While not addressed in this study, a possible conversion of the parametric modelling approach to Revit Dynamo could be explored in future developments. Revit Dynamo is an environment in civil infrastructure projects that rely on Autodesk ecosystems. Therefore, porting the workflow to Revit Dynamo may further increase adoption and interoperability, particularly where project owners or contractors favour Autodesk platforms.\u003c/p\u003e\u003cp\u003eThe implementation of BIM or parametric design is highly dependent on the ambition and knowledge of project owners and contractors. The open-access data model also serves as a useful reference for BIM practitioners and users within the fields of geotechnical engineering and engineering geology. The supplementary examples also contain readily usable scripts and spreadsheets for the community to adopt to their projects. In addition, the data model aligns with the widely used LOD-standard. Although the LOD-standard is strictly not a universal framework, the concept of LOD is coherent with any other frameworks that describe the progressive changes in the level of details in the geometric and semantic information across project phases. The inclusion of different tension supporting elements aligns with the ground reinforcement elements described in the next generation of Eurocode 7 (Maca et al. \u003cspan citationid=\"CR48\" class=\"CitationRef\"\u003e2023\u003c/span\u003e). As a result, the proposed LOD scheme and the data model can be broadly applicable in a wide range of projects around the world.\u003c/p\u003e\u003cp\u003eTo prove its generalisability, the proposed data model requires realisation and testing in real projects. While the model can be easily used for individual ongoing projects, the project owners that guide and oversee a project development over its whole lifetime are required to incorporate data models like this in bigger data structures. With respect to that, the proposed data model feeds well into currently ongoing initiatives of large public clients such as the Norwegian \u0026ldquo;KIM\u0026rdquo; initiative where an association of public infrastructure owners work towards developing one common data model to unify how information is collected (Bane NOR n.d.). Further studies can be specifically directed to connect the proposed data model with and real-world examples during the O\u0026amp;M phase, including the integration of this IFC-compatible data model to State-of-the-art facility manager software like COBie.\u003c/p\u003e\u003cp\u003eA central challenge in this work is the lack of documentation on as-built geometry, especially for installed elements. In tunnel projects where drilling is computerised and is logged using automated methods like MWD, as-built bolt geometries can be reconstructed with high fidelity. However, in most current practice, drilling machine is manually driven, thus drilling logs can be either unavailable or incomplete, and as-built models must therefore be based on assumptions or manual measurements. This creates uncertainty in maintenance and quality assurance.\u003c/p\u003e\u003cp\u003eCertain other limitations of the proposed model also remain. For instance, the grout body geometry is not directly modelled. To verify as-built, the data model can be further developed to include metadata such as grout consumption, which can be used to infer deviations in quantity. Borehole deviation measurements, while not typically available, should be incorporated when precise bolt orientation or curvature is critical, particularly in long-hole or complex geometries. Moreover, while parametric design provides flexibility, it can require significant effort for complex or irregular geometries, where automated rule-based adaptations may not always yield optimal designs without manual refinement.\u003c/p\u003e\u003cp\u003eThe proposed LOI scheme is confined to the element level, neglecting group effect, as well as the attached structures. For instance, anchors are often designed with a load distribution structure on the group surface. A soil nailing structure typically consists of a group of soil nails, a face protection that can be made of a range of different materials, typically wire mesh, sprayed concrete, or concrete, and drainage system on and/or below the ground surface. Modelling of any facing and drainage systems that accompanies the design of tension supporting elements functioning as a group is not included in this work, but it is necessary to include structures and systems for a more holistic representation in the BIM throughout a project\u0026rsquo;s lifecycle, including the maintenance of these structures and systems.\u003c/p\u003e\u003cp\u003eA challenge that was found during this study was that today\u0026rsquo;s LOD schemes often imply a correlation between LOD and progressing project phases. This may lead to the assumption that all information that is collected during and after the construction is LOD500, but this is not the case as also maintenance relevant information may be collected at different levels of details ranging from pure qualitative assessments to high resolution permanent structural monitoring. It was thus avoided to impose a LOI on the maintenance relevant parameters in Table\u0026nbsp;\u003cspan refid=\"Tab4\" class=\"InternalRef\"\u003e4\u003c/span\u003e. As there is an increasing focus on maintenance of geotechnical structures, further conceptual development is required to specify LODs for maintenance relevant information collection.\u003c/p\u003e\u003cp\u003eWhen a 3D rock mass model is not available, it is difficult to apply the parametric design procedures for individual blocks in rock cuts. In this case, parametric design can still be applied to a simplified 3D model (e.g. a simple wedge that gives a representative geometry of a potentially unstable block). Seeing the increasing popularity of using closed-range remote sensing technology such as LiDAR and photogrammetry to collect data for engineering geology assessment, automation of ground reinforcement design using BIM and parametric design will become more accessible and feasible in the near future.\u003c/p\u003e\u003cp\u003eThe proposed approach is also relevant in the broader context of digital workflows in geotechnical engineering, where digital ground models, numerical modelling (e.g., finite element analysis), and data-driven decision-making are increasingly used. The parametric BIM workflow introduced here can serve as a practical bridge between digital ground models and the design of tension supporting elements. For example, support design can respond dynamically to updated 3D models derived from point cloud data, or geotechnical model updates, thus creating a feedback loop between site conditions and engineering design, enabling a \u0026ldquo;digital twin\u0026rdquo;. Further research of how monitoring data of ground reinforcement methods can be incorporated into BIM should be explored. By linking machine-readable maintenance data to BIM objects, the proposed data model enables integration with machine learning and digital twin systems (Erharter et al. \u003cspan citationid=\"CR29\" class=\"CitationRef\"\u003e2022\u003c/span\u003e). Structured data flows can support tasks such as semantic enrichment, anomaly detection, and trend analysis. This opens possibilities for predictive maintenance and optimisation of inspection intervals. The model structure also supports real-time updates, making it suitable for future digital twin applications in geotechnical engineering.\u003c/p\u003e"},{"header":"6. Conclusion","content":"\u003cp\u003eThis study presents an advancement for BIM in geotechnical engineering by developing a generic data model specified for common tension supporting elements for ground reinforcement. The proposed data model consists of geometric and semantic information, whose LODs are designed to be compatible with the most used LOD-framework for representation of project progress in BIM. The data model provides a basis data model for design of tension supporting elements but can also be expandable for usage during the O\u0026amp;M stage. The proposed data model also has been tested by exporting to IFC, a common data exchange format for BIM. Results and examples with property set input spreadsheets, geometric modelling, and IFC export using Rhino/Grasshopper are shared on Github.\u003c/p\u003e\u003cp\u003eAlthough the proposed framework is designed for common ground reinforcement methods using tension supporting elements. It can be further developed to be applied any other ground reinforcement methods that share the similar LOD for BIM for design, installation, and O\u0026amp;M. Examples include sprayed concrete, rockfall net, etc. In addition, there are no limitations whether such BIM data model can be used for civil engineering projects, or by the mining industry.\u003c/p\u003e\u003cp\u003eWe demonstrated how parametric design can be applied in designing tension supporting elements. The parametric design scripts can be further developed by connecting to optimisation solvers (e.g. Opossum (Wortmann \u003cspan citationid=\"CR69\" class=\"CitationRef\"\u003e2017\u003c/span\u003e), Tunny (Natsume \u003cspan citationid=\"CR50\" class=\"CitationRef\"\u003e2025\u003c/span\u003e)) to carry out single or multi-objective optimisations on different element properties, such as length, orientation, spacing, yield loads, using statistical methods or evolutionary algorithms.\u003c/p\u003e"},{"header":"Abbreviations","content":"\u003cp\u003e2D\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Two-dimensional\u003c/p\u003e\n\u003cp\u003e3D\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Three-dimensional\u003c/p\u003e\n\u003cp\u003eAEC\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Architecture, engineering, and construction\u003c/p\u003e\n\u003cp\u003eAIA\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;American Institute of Architects\u003c/p\u003e\n\u003cp\u003eBIM\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Building Information Modelling\u003c/p\u003e\n\u003cp\u003eCAD\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Computer-aided design\u003c/p\u003e\n\u003cp\u003eCIC\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Construction Industry Council\u003c/p\u003e\n\u003cp\u003eCOBie\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Construction Operations Building Information Exchange\u003c/p\u003e\n\u003cp\u003eDAUB\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;German Tunnelling Committee\u003c/p\u003e\n\u003cp\u003eIFC\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Industry Foundation Class\u003c/p\u003e\n\u003cp\u003eISO\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;International Organization for Standardization\u003c/p\u003e\n\u003cp\u003eLOD\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Level of Development\u003c/p\u003e\n\u003cp\u003eLoD\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Level of Detail\u003c/p\u003e\n\u003cp\u003eLOD-G\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Level of Graphics\u003c/p\u003e\n\u003cp\u003eLOD-I\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Level of Information (used in Hong Kong’s CIC BIM object list)\u003c/p\u003e\n\u003cp\u003eLOG\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Level of Geometry\u003c/p\u003e\n\u003cp\u003eLOI\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Level of Information\u003c/p\u003e\n\u003cp\u003eMWD\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Measurement-while-drilling\u003c/p\u003e\n\u003cp\u003eNS-EN\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;Norwegian Standard – European Standard\u003c/p\u003e\n\u003cp\u003eO\u0026amp;M \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; Operation and maintenance\u003c/p\u003e"},{"header":"Declarations","content":"\u003ch2\u003eFunding\u003c/h2\u003e\u003cp\u003eThis work is supported by the Norwegian Geotechnical Institute with funding received from the Research Council of Norway via STIPINST PhD grant (no. 323307), Bever Control AS, and Bane NOR.\u003c/p\u003e\u003cp\u003eAcknowledgement\u003c/p\u003e\u003cp\u003eThe authors would like to express their appreciation to Bane NOR, Bever Control AS, the Norwegian Public Roads Administration, Leonhard Nilsen \u0026amp; S\u0026oslash;nner and JM Norge AS for supplying the data for the case studies.\u003c/p\u003e\u003cp\u003eCompeting Interests\u003c/p\u003e\u003cp\u003eThe authors have no relevant financial or non-financial interests to disclose.\u003c/p\u003e\u003ch2\u003eCRediT author statement\u003c/h2\u003e\u003cp\u003eConceptualization: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset, Matthias J. Rebhan; Methodology: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Software: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Validation: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Writing \u0026ndash; Original Draft: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset, Matthias J. Rebhan; Visualization: Jessica Ka Yi Chiu, Georg H. Erharter, Olav Roset; Project administration: Jessica Ka Yi Chiu; Funding acquisition: Jessica Ka Yi Chiu; Writing \u0026ndash; Review \u0026amp; Editing: Charlie Chunlin Li; Supervision: Charlie Chunlin Li\u003c/p\u003e\u003ch2\u003eData availability\u003c/h2\u003e\u003cp\u003eThe datasets of the generic element models generated during the current study are available in the GitHub repository, \u003cspan class=\"ExternalRef\"\u003e\u003cspan class=\"RefSource\"\u003ehttps://github.com/norwegian-geotechnical-institute/generic_anchors_ifc/\u003c/span\u003e\u003cspan address=\"https://github.com/norwegian-geotechnical-institute/generic_anchors_ifc/\" targettype=\"URL\" class=\"RefTarget\"\u003e\u003c/span\u003e\u003c/span\u003e\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\u003cli\u003e\u003cspan\u003eAbualdenien J, Borrmann A (2022) Levels of detail, development, definition, and information need: a critical literature review. 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Tunn Undergr Space Technol 131:104836. \u003cspan class=\"ExternalRef\"\u003e\u003cspan class=\"RefSource\"\u003ehttps://doi.org/10.1016/j.tust.2022.104836\u003c/span\u003e\u003cspan address=\"10.1016/j.tust.2022.104836\" targettype=\"DOI\" class=\"RefTarget\"\u003e\u003c/span\u003e\u003c/span\u003e\u003c/span\u003e\u003c/li\u003e\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":false,"highlight":"","institution":"","isAcceptedByJournal":true,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"geotechnical-and-geological-engineering","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"gege","sideBox":"Learn more about [Geotechnical and Geological Engineering](https://www.springer.com/journal/10706)","snPcode":"10706","submissionUrl":"https://submission.nature.com/new-submission/10706/3","title":"Geotechnical and Geological Engineering","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"em","reportingPortfolio":"Springer Hybrid","inReviewEnabled":true,"inReviewRevisionsEnabled":false},"keywords":"Soil nails, rock bolts, ground anchors, micropiles, IFC, parametric design","lastPublishedDoi":"10.21203/rs.3.rs-4100713/v2","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4100713/v2","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eBuilding Information Modelling (BIM) is increasingly adopted in geotechnical engineering but remains hindered by the lack of standardised modelling methods and functional data structures. This paper presents a novel, generalisable BIM data model specifically for tension supporting elements (i.e., anchors, soil nails, rock bolts etc.) which are used in almost every geotechnical project. Unlike previous efforts focusing primarily on construction-stage documentation, this study advances the state-of-the-art by integrating the full project lifecycle, including design, installation, inspection, and maintenance. The proposed data structure defines Level of Development (LOD) requirements for both geometry and metadata, aligned with project phases and maintenance needs. Three real-world cases from Norwegian infrastructure projects, covering tunnels, slopes, and foundations, form the basis for the proposed model, ensuring practical relevance and adaptability. The data structure is expandable such that maintenance-related information at different periods can be appended and back-traced. Even though realisation and testing in real projects are necessary, the proposed data structure is already proven to be compatible with parametric design, the most used LOD frameworks, and common data exchange formats e.g. \u0026ldquo;Industry Foundation Class\u0026rdquo; (IFC) for BIM.\u003c/p\u003e","manuscriptTitle":"Building information modelling (BIM) of tension supporting elements for ground reinforcement","msid":"","msnumber":"","nonDraftVersions":[{"code":2,"date":"2025-09-08 08:15:23","doi":"10.21203/rs.3.rs-4100713/v2","editorialEvents":[{"type":"communityComments","content":0},{"type":"decision","content":"Major revisions","date":"2025-11-04T08:56:10+00:00","index":"","fulltext":""},{"type":"reviewerAgreed","content":"","date":"2025-09-10T06:06:30+00:00","index":0,"fulltext":""},{"type":"reviewersInvited","content":"","date":"2025-09-09T17:21:43+00:00","index":"","fulltext":""},{"type":"editorInvited","content":"Geotechnical and Geological Engineering","date":"2025-08-24T22:20:15+00:00","index":"","fulltext":""},{"type":"editorAssigned","content":"","date":"2025-08-21T11:05:23+00:00","index":"","fulltext":""},{"type":"submitted","content":"Geotechnical and Geological Engineering","date":"2025-08-20T07:28:05+00:00","index":"","fulltext":""}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"geotechnical-and-geological-engineering","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"gege","sideBox":"Learn more about [Geotechnical and Geological Engineering](https://www.springer.com/journal/10706)","snPcode":"10706","submissionUrl":"https://submission.nature.com/new-submission/10706/3","title":"Geotechnical and Geological Engineering","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"em","reportingPortfolio":"Springer Hybrid","inReviewEnabled":true,"inReviewRevisionsEnabled":false}}],"origin":"","ownerIdentity":"54016f61-a6b2-4170-9b50-963172afa965","owner":[],"postedDate":"September 8th, 2025","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"published-in-journal","subjectAreas":[],"tags":[],"updatedAt":"2026-02-02T16:04:46+00:00","versionOfRecord":{"articleIdentity":"rs-4100713","link":"https://doi.org/10.1007/s10706-026-03634-4","journal":{"identity":"geotechnical-and-geological-engineering","isVorOnly":false,"title":"Geotechnical and Geological Engineering"},"publishedOn":"2026-01-28 15:58:25","publishedOnDateReadable":"January 28th, 2026"},"versionCreatedAt":"2025-09-08 08:15:23","video":"","vorDoi":"10.1007/s10706-026-03634-4","vorDoiUrl":"https://doi.org/10.1007/s10706-026-03634-4","workflowStages":[]},"version":"v2","identity":"rs-4100713","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-4100713","identity":"rs-4100713","version":["v2"]},"buildId":"8U1c8b4HqxoKbykW_rLl7","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}