10.09.2026

Load-Bearing Lintel: Definition, Function, and Examples Explained Simply

Building design

View from below of a multi-story residential building – Photo: michaelseh / Unsplash

A lintel is much more than just a horizontal structural member above an opening. It is the load-bearing element that prevents masonry, concrete, or wooden structures from collapsing over door and window openings. Anyone who truly understands the concept of a load-bearing lintel grasps how loads are distributed in a building, why openings in masonry require a structural solution, and why a seemingly inconspicuous component above a basement door can determine the stability of the entire wall section.

What a load-bearing lintel is and how it differs from non-load-bearing variants
What physical forces act on a lintel and how it transfers them
What materials and designs are used for load-bearing lintels
How lintels are constructed in various wall systems, from masonry to reinforced concrete
Which standards and design rules apply to load-bearing lintels
How to identify a load-bearing lintel and how it differs from a door frame or trim
What typical errors occur during installation, remodeling, and renovation
How load-bearing door lintels are designed in historic buildings and in modern construction

Definition: What is a load-bearing lintel?

The lintel—also known in technical terminology as a door lintel or window lintel—is a horizontal structural element located directly above a door or window opening in a wall. Its function is to absorb loads from the wall section above it, the ceiling, or other additional loads, and to transfer these loads to the adjacent wall piers—that is, the jambs—on both sides. The term “load-bearing lintel” describes a design in which the structural element actually plays a structural role and transfers loads, as opposed to purely decorative cladding or trim frames that do not bear any forces.

The need for a door lintel arises from the structural mechanics of masonry or any other wall system: masonry, concrete, wood-framed, or earthen walls can withstand compressive forces well but are unable to act as self-supporting structures above an opening without a component bridging the loads. Without a lintel, the masonry above the opening would collapse or settle. The load-bearing door lintel is therefore not an optional addition but a structural necessity as soon as there is an opening in a load-bearing wall.

It is important to distinguish between load-bearing and non-load-bearing walls. In a non-load-bearing partition wall—which serves solely to divide spaces and does not bear loads from ceilings or the roof—a lintel above a door is often present nonetheless, but its structural requirements are minimal. In a load-bearing exterior or interior wall, on the other hand, the lintel is load-bearing in the full sense of the word: It bears loads that, without it, would cause the opening to collapse.

Load Paths and Load-Bearing Capacity: How a Door Lintel Transfers Forces

To understand the function of a load-bearing door lintel, one must understand a building’s load path. Loads arise from the dead weight of the building components (permanent loads) as well as from occupancy, snow, and wind (variable loads). These loads travel from top to bottom: from the roof, through the ceilings, into the walls, and from there into the foundation. When this vertical load path encounters a wall opening, the load must be redirected laterally. It is precisely this redirection that the load-bearing door lintel provides.

The lintel acts like a beam resting on two supports: the wall piers to the right and left of the opening. The load from the masonry and the ceilings above the lintel generates bending moments and shear forces in the lintel member. The bending moment is greatest at the center of the opening and decreases toward the supports. Conversely, the shear forces are greatest at the supports. Consequently, the choice of material and the cross-sectional geometry of the lintel must be tailored to this force distribution.

The so-called support length is critical: The lintel must be embedded deeply enough on both sides into the adjacent masonry or concrete section so that the forces can be safely transferred. Insufficient support lengths lead to edge compression, cracks, or, in the worst case, the lintel being torn out of its anchorage. Standards such as DIN EN 1996 (Eurocode 6 for masonry) and the associated national application documents specify minimum values for these support lengths, which vary depending on the load and material.

Another aspect of load-bearing capacity is the so-called arch effect in masonry. If the masonry is sufficiently high and braced on both sides, a natural compression arch forms above a lintel. This compression arch transfers part of the load directly to the wall piers without placing a load on the lintel. This phenomenon, referred to in structural engineering as a relief arch or compression vault, significantly reduces the actual load on the lintel. In practice, this effect is taken into account during design calculations; however, it should not be assumed without careful consideration, as it depends on the geometry, the mortar composition, and the condition of the masonry.

Materials and Designs: From Natural Stone to Reinforced Concrete

The history of the load-bearing door lintel is also a history of building materials. In antiquity and the Middle Ages, door lintels were made from monolithic blocks of natural stone, which were laid across the opening as a flat lintel. Granite, sandstone, or limestone offered sufficient compressive strength but were limited in span, as natural stone breaks easily under flexural tension. For this reason, wide openings in historic stone buildings were often spanned by arches, which convert the load into pure compression and thus circumvent the problem of tensile stress.

With industrialization and the availability of steel and reinforced concrete, lintel construction underwent a fundamental change. The precast reinforced concrete lintel—now the most common type of load-bearing door lintel in new construction—combines the compressive strength of concrete with the tensile strength of the embedded reinforcing steel. The reinforcement is located in the tension zone of the beam—that is, in the lower zone of the lintel—and absorbs the tensile forces generated by the bending moment. Precast reinforced concrete lintels are manufactured industrially, supplied in standardized dimensions, and can be installed on the construction site without complex formwork.

In addition to precast reinforced concrete lintels, there are other common designs:

Steel lintel: A steel section (often an I-beam or a U-channel) is placed across the opening. Steel lintels offer high load-bearing capacity with a low profile, but require corrosion protection and pose thermal challenges, as steel is a good thermal conductor and creates thermal bridges.
Flat brick lintel: Constructed from special lintel bricks and mortar, often with integrated steel reinforcement. This is the preferred option when the wall consists of brick masonry and a uniform appearance is desired.
Cast-in-place concrete lintel: Cast on-site using formwork and reinforced with rebar. Allows for custom dimensions but is more labor-intensive than precast elements.
Wooden lintel: In timber-frame construction or historic half-timbered buildings, lintels are constructed from solid wood or glued laminated timber. Wood has good bending and tensile properties but is sensitive to moisture and requires structural wood preservation.
Reinforced concrete ring beam with integrated lintel: In modern masonry structures, the lintel is often integrated into the perimeter ring beam, which supports the floor loads while simultaneously spanning the opening.

The choice of the correct lintel type depends on the span of the opening, the magnitude of the applied loads, the wall material, thermal performance requirements, and design considerations. For large spans or high loads, a structural analysis by a structural engineer is essential.

Thermal Bridges, Insulation, and the Load-Bearing Door Lintel in an Energy Context

A load-bearing door lintel is not only a structural issue but also a building physics issue. Steel and concrete components conduct heat significantly better than masonry or thermal insulation. A precast reinforced concrete lintel in an exterior wall therefore forms a pronounced thermal bridge—that is, a point where the heat flow is locally increased and the interior wall surface cools down accordingly. As is well known in building physics, this cooling can cause the surface temperature to drop below the dew point temperature of the indoor air, which promotes condensation and, consequently, mold growth.

Modern lintel systems take this relationship into account in their design. So-called insulated precast lintels or thermal lintels incorporate an insulation layer on the exterior of the concrete cross-section to reduce heat transfer. Alternatively, the lintel is fitted with external thermal insulation installed as part of an external thermal insulation composite system (ETICS). In passive houses and nearly zero-energy buildings, the thermal optimization of the lintel is just as important as its structural design, since even small thermal bridges measurably increase heating requirements and raise the risk of surface condensation.

The requirements for minimum thermal protection, particularly the temperature factor fRsi at thermal bridges, are specified in DIN 4108. For lintel areas, this means in practice that the interior wall surface must not cool below a defined threshold value, even under unfavorable exterior conditions. Designers who dimension door lintels to be load-bearing and thermally correct must meet both requirements simultaneously, which requires close coordination between structural engineering and building physics.

Standards, Design, and Construction

In Germany, the design of a load-bearing door lintel follows the Eurocode regulations. Eurocode 6 (DIN EN 1996) with the national annex applies to masonry, while Eurocode 2 (DIN EN 1992) applies to reinforced concrete. For simple, standardized situations—that is, small spans, ordinary residential buildings, and standardized prefabricated lintels—manufacturers provide design tables that allow for installation without individual structural calculations, provided the specified boundary conditions are met. For larger spans, unusual loads, or special wall constructions, a calculation by a licensed structural engineer is mandatory.

From a practical standpoint, several points must be observed when installing a load-bearing door lintel. The support length on each side must be at least the minimum value specified in the product data sheets or standards—typically between ten and fifteen centimeters, and even more for heavier loads. The lintel must rest evenly and across its entire surface on the masonry; localized load transfer due to unevenness can lead to edge compression and cracks. When installing precast lintels, ensure that the reinforcement is positioned correctly: The lintel must be installed with the correct side facing down, as the reinforcement must be located in the tension zone—that is, at the bottom.

During the construction phase, as long as the masonry above the lintel has not yet fully hardened and the arching effect has not yet developed, the lintel must be secured, if necessary, with temporary scaffolding or supports. Newly installed lintels must not be overloaded by premature loading, such as by building up the wall too quickly. This fresh concrete phase is a common source of errors in practice, especially on construction sites with tight deadlines.

Door Lintels in Historic Buildings: Identification, Assessment, Preservation

In historic buildings, one encounters a wide variety of lintel constructions that correspond to the materials and craftsmanship available at the time of their construction. Romanesque and Gothic church buildings solve the problem of spanning openings with round arches and pointed arches, which convert the load into pure compression and do not generate tensile forces in the lintel member. 18th- and 19th-century civic urban architecture frequently uses flat lintels made of natural stone or masonry relief arches, which are arranged above a wooden or stone flat lintel and redirect the load into the arch.

Half-timbered buildings constitute a separate category: here, the wooden framework assumes the function of the lintel. The beam above the door opening is the load-bearing element that absorbs the loads from the bay and the frame above it. Damage to such wooden lintels—such as rot, insect infestation, or warping—is frequently encountered in restoration practice and requires a careful assessment to determine whether reinforcement or replacement is necessary.

When renovating historic buildings, special caution is required when openings are to be modified or new openings cut into existing walls. Before any work is performed on a potentially load-bearing wall, the structural integrity of the existing structure must be analyzed. Opening a wall without first securing the masonry above it can lead to the uncontrolled spalling of STEINS or to the wall settling. Experts therefore secure the area with temporary supports before the actual lintel is installed. This step, known in practice as “shimming” or “bracing,” is one of the most challenging tasks in building renovation.

Common Mistakes and Misconceptions Regarding Load-Bearing Lintels

A common misconception concerns the question of when a load-bearing lintel is actually necessary. Some building owners and tradespeople assume that lintels are not needed in partition walls or lightweight stud walls. This is not fundamentally wrong, but it is a dangerous oversimplification: Even a seemingly lightweight stud wall can bear loads from overhead ceilings or roof structures if it serves as a bracing element or as a support for joists. Without a prior structural analysis, this question cannot be answered with certainty.

Another common mistake is installing a lintel that is too weak or too short. Prefabricated lintels are available in various load-bearing classes, and the selection must be tailored to the actual load. A lintel designed for a single-story load will fail under the loads of a multi-story building. Cracks in the masonry above door openings that run diagonally upward from the upper corners of the opening are a classic sign of an overloaded or undersized lintel.

Finally, the importance of the bearing surface is often underestimated. A lintel that has the correct load-bearing capacity but rests on too little masonry can crush the masonry beneath the bearing surface due to edge pressure. Particularly with soft bricks or aerated concrete blocks, which have lower compressive strength than solid bricks, the support pressure must be explicitly verified. Manufacturers of precast lintels specify minimum values for the support length and the allowable support pressure in their technical documentation, which must be strictly adhered to.

The Load-Bearing Door Lintel as a Fundamental Structural Principle

The load-bearing door lintel is one of those structural elements that, in its simplicity, embodies a fundamental principle of construction: Loads must always find a path, and where a path is interrupted, another must be created. The opening in the wall interrupts the vertical load path; the lintel restores it by redirecting the load laterally. This principle can be found in all architectural traditions and across all eras, from the stone portals of Egyptian temples to the round-arched arcades of Roman aqueducts to the prefabricated reinforced concrete lintels used in today’s residential construction.

What has changed are the materials, the precision of the design calculations, and the requirements that go beyond mere load-bearing capacity. Thermal insulation, sound insulation, fire protection, and durability are now equally important requirements alongside structural stability. A modern lintel must meet all of these requirements simultaneously, which makes its design and construction significantly more complex than this unassuming structural element might suggest.

Anyone planning, remodeling, or renovating a building cannot avoid dealing with the load-bearing door lintel. Knowledge of its function, materials, design principles, and structural implications is not specialized knowledge reserved solely for structural engineers; rather, it is part of the basic understanding of every architect, Baumeister, and informed client. After all, a structural element that is completely hidden in the finished building plays a crucial, yet unseen, role in determining the safety, energy efficiency, and durability of the entire structure.

07.03.2026

Translated: Wissenswertes

Rainwater Infiltration Calculation: Principles, Planning, and Examples

Building design

Green, Climate-Adapted Urban Infrastructure: Calculating Rainwater Infiltration — A drainage pipe in a trench—a common element of outdoor technical infrastructure. Photo: lazarusokuku

If you want to allow rainwater to infiltrate, you need more than just a depression in the yard or a hole in the ground. The rainwater infiltration calculation is the planning cornerstone of any decentralized rainwater management system: It determines how large an infiltration system must be so that it can reliably collect, temporarily store, and release the resulting stormwater into the ground—even during design rainfall events—without overflowing or causing damage. Anyone who understands this calculation process also understands why infiltration isn’t a sure thing, but rather an engineering task with clear rules, standards, and limits.

What rainwater infiltration means and what types of systems are available
The key hydraulic parameters that determine the calculation: rainfall intensity, runoff coefficient, design rainfall
How the key soil parameter, the kf value, is determined and why it is so crucial
Which standards and regulations govern the calculation, particularly DWA-A 138
How the calculation procedure according to DWA-A 138 works step by step
Which system types are suitable for which locations and land uses
What errors are typical in planning and construction, and how they can be avoided
How infiltration systems are integrated into the overall strategy of the “sponge city” and the urban water cycle

Basic Concepts and Types of Rainwater Infiltration Systems

Rainwater infiltration refers to the targeted diversion of stormwater from paved or built-up areas into the subsurface, where it passes through the soil and is fed into the groundwater. Unlike centralized sewer systems, which quickly divert rainwater out of the city, decentralized infiltration keeps the water cycle closed locally. This is not only ecologically sound but is also required by planning regulations in many federal states: Anyone creating new impervious surfaces must retain the resulting rainwater on the property or allow it to infiltrate, provided soil conditions permit.

The main types of systems can be distinguished by their geometric shape and mode of operation. Surface infiltration drains water over a wide area through active soil layers, typically via lawns, depressions, or depression-trench systems. Depression infiltration uses shallow, vegetated depressions in the ground that temporarily hold water and then allow it to slowly infiltrate. Trench infiltration relies on underground gravel or crushed stone beds that serve as temporary storage and release the water gradually into the subsoil. Well infiltration systems are vertical structures that direct water directly into deeper, permeable layers and are used where the upper soil is poorly permeable but a suitable layer lies beneath it. Combined trough-trench systems combine above-ground storage with underground infiltration and are particularly space-efficient.

Each of these types places different demands on the subsoil, the available space, and the inflow geometry. Choosing the right system type is therefore not a matter of personal preference, but rather the result of a systematic site analysis that is inextricably linked to the rainwater infiltration calculation.

Basic Hydraulic Parameters: What Goes Into the Calculation

Every rainwater infiltration calculation begins with determining the relevant input parameters. The most important of these is the rainfall intensity, which is used for the design calculation. It is expressed in liters per second per hectare (l/(s·ha)) and varies by location: Depending on the region of Germany, different amounts of rain fall during a rainfall event of the same frequency. The basis for this is provided by KOSTRA data (Coordinated Regionalization and Analysis of Heavy Precipitation by the German Weather Service), which provides rainfall intensities for various duration levels and return periods for each location.

The return period, also known as the annual frequency, describes how often a rainfall event of a certain intensity occurs statistically. For the design of infiltration systems, a return period of two years (n = 0.5 a⁻¹) to five years is generally used, depending on the vulnerability of the connected areas to damage. For systems located near buildings or with an increased risk of flooding, a less frequent—and thus larger—event is assumed. This decision is a planning-based risk assessment, not a purely mathematical one.

The connected impervious area, also referred to as the effective catchment area, is the second key input parameter. It is calculated as the actual paved or built-up area multiplied by the runoff coefficient. The runoff coefficient (Ψ, Psi) describes what proportion of precipitation actually occurs as surface runoff. For sloped roof surfaces, it is close to 1.0; for paved surfaces with joints, it ranges between 0.4 and 0.7; for lawns, between 0.1 and 0.3. The product of the area and the runoff coefficient yields the hydraulically effective area, which is included in the calculation.

The third basic parameter is the soil permeability coefficient, known as the kf value (hydraulic conductivity). It indicates how quickly water flows through the soil and is expressed in meters per second (m/s). The kf value is the key soil-mechanical parameter for any infiltration system: It determines how quickly the temporarily stored water can be discharged and thus significantly influences the required storage volume. Setting the kf value too high results in an undersized system that will overflow during heavy rainfall events.

The kf value: Determination, significance, and common errors

The kf value cannot be obtained from tables but must be determined for the specific site. DWA-A 138 (Design, Construction, and Operation of Systems for the Infiltration of Stormwater), the authoritative set of guidelines for infiltration planning in German-speaking countries, requires a site-specific determination. For smaller systems up to a certain catchment area, a simplified procedure may be used; for larger or more sensitive sites, a geotechnical report is required.

Common field methods for determining the kf value include the double-ring infiltrometer test and the Porchet test (borehole test). In the double-ring infiltrometer test, a metal ring is driven into the ground, filled with water, and the rate of infiltration is measured. The Porchet test is conducted in a borehole and measures the infiltration rate in the saturated zone. Both methods yield field values that, by their very nature, exhibit a certain degree of variation. DWA-A 138 recommends using the lower range of the measured values for design purposes to err on the side of caution.

Soils with kf values between 1 × 10⁻³ m/s and 1 × 10⁻⁶ m/s are suitable for an infiltration system. Although highly permeable soils (kf greater than 10⁻³ m/s) drain quickly, they offer little filtration, which can be problematic when discharging stormwater from roads. Soils with kf values below 10⁻⁶ m/s are considered too impermeable for a cost-effective infiltration system; in such cases, alternatives such as retention, drainage, or a combination with other measures must be considered. Loamy or clayey soils often fall into this range and preclude simple infiltration.

A common planning error is to derive the kf value from soil maps or literature values for the soil type without conducting a field measurement. Soil maps provide a rough guide, but local variability in the subsoil—due to stratification, compaction, backfilling, or previous land uses—can be significant. Anyone who plans based on tabulated values risks designing a system that will not function in practice.

The Calculation Method According to DWA-A 138: Step by Step

The calculation method specified in DWA-A 138 is the standard method recognized in Germany, Austria, and Switzerland for calculating rainwater infiltration. It is based on a storage approach: The system must be able to accommodate the volume of inflow during a design rainfall event, minus the volume that has already infiltrated during the same period. The required storage volume is determined by the difference between inflow and outflow over the design duration.

The calculation process can be broken down into the following steps:

Determination of the effective catchment area (Au) from paved area and runoff coefficient
Selection of the design rainfall: Rainfall intensity (r) for the selected return period and the relevant rainfall duration based on KOSTRA data
Determination of the kf value through field tests at the site
Calculation of the system’s infiltration rate: infiltration area (As) multiplied by kf and a safety factor (typically 0.5 according to DWA-A 138)
Calculation of the required storage volume (VS) for various rainfall durations and selection of the applicable maximum
Sizing the system so that the required storage volume is provided and the infiltration area is sufficient

The calculation is performed for several rainfall durations (typically 5, 10, 15, 30, 60 minutes, and longer) because it is not the most intense, but rather the most unfavorable combination of intensity and duration that results in the maximum storage volume. The result is a storage volume in cubic meters and a required infiltration area in square meters. Together, these two values determine the system’s geometry.

For trough infiltration systems, the infiltration area is the base area of the trough. For trench infiltration systems, the storage volume is derived from the pore volume of the gravel or crushed stone bed, which typically accounts for 30 to 35 percent of the total volume. For shaft infiltration systems, the infiltration area is the lateral surface area of the shaft within the permeable horizon. These geometric relationships make it clear why the selection of the system type and the calculation cannot be separated from one another.

Site Requirements, Safety Distances, and Planning Regulations

Infiltration systems may not be installed just anywhere. DWA-A 138 and the respective state water laws define minimum distances from buildings, property lines, drinking water wells, and bodies of water. Typical minimum distances from buildings range from 1.5 to 5 meters, depending on the system type and groundwater level. The distance to the groundwater table is particularly critical: A minimum distance of generally one meter must be maintained between the bottom of the system and the highest expected groundwater level to ensure sufficient soil passage and filtration.

Not all rainwater may be allowed to infiltrate without further consideration. The EU Water Framework Directive and the German Water Resources Act (WHG) require that infiltrated water have no adverse effects on groundwater. Special requirements apply to stormwater from roof surfaces made of uncoated metals (copper, zinc, lead), as these metals are leached out in significant quantities and can be detected in the infiltrated water. Street runoff from heavily trafficked areas contains heavy metals, hydrocarbons, and tire abrasion and, as a rule, may not be allowed to infiltrate directly but requires pretreatment, such as through sedimentation systems or filter layers.

Under planning law, the infiltration requirement is enshrined in many zoning plans and municipal drainage ordinances. Anyone submitting a building permit application must generally demonstrate that the rainwater generated on the property can be managed on-site. This proof is the rainwater infiltration calculation in its formal function: It is not only a technical tool but also a planning document that is submitted to authorities and permitting agencies.

Common Planning Mistakes and How to Avoid Them

One of the most common mistakes in practice is underestimating the catchment area. Anyone who only considers the roof area of a building but overlooks courtyards, driveways, or outbuildings will design a system that is too small. Particularly when property areas are subsequently sealed—for example, by carports, patios, or paving—the infiltration system is often not adjusted, even though the hydraulic load has increased.

A second common mistake is neglecting maintenance. Infiltration systems become silted up over time: fine material from the inflow clogs the infiltration surface and significantly reduces the effective kf value. Troughs lose their permeability due to vegetation growth and falling leaves, while swales can become blocked by root ingrowth or the accumulation of fine sediments. The DWA-A 138 standard therefore mandates regular inspection and maintenance. Systems without a maintenance plan are not reliable structures in the long term.

A third mistake concerns the design of the inflow. When water is discharged unfiltered and at high flow velocity into a trough or infiltration trench, it carries fine sediment that progressively clogs the infiltration surface. Upstream settling and filter chambers, inlet structures with sedimentation chambers, or vegetated inlet strips slow down the inflow and retain coarse material. These design details are not a luxury but a prerequisite for a system that functions reliably over the long term.

Finally, the topography of the site is often underestimated. An infiltration basin that is located on a slope or whose overflow is not secured can, when overloaded, divert water in undesirable directions—such as toward buildings or neighboring properties. Planning the overflow—that is, the controlled discharge of water that the system can no longer absorb when the design rainfall is exceeded—is an integral part of the rainwater infiltration calculation and must not be treated as an afterthought.

Infiltration in the Context of the Sponge City and Urban Rainwater Management

Decentralized rainwater infiltration is more than a single technical measure. It is a building block of the “sponge city” concept, which aims to make cities more resilient to heavy rain and heat by retaining, evaporating, and infiltrating rainwater where it falls. The concept draws on findings from urban hydrology: Highly impervious cities generate high peak runoff during rainfall, which overloads sewer systems and causes flooding. At the same time, there is a lack of water for evaporative cooling, which regulates the urban climate.

In this context, infiltration systems serve a dual purpose: they reduce runoff and replenish the groundwater, which in turn serves as a water reservoir for trees and vegetation. Infiltration basins along roads, green deep beds (bioretention cells), and permeable pavements are elements of an integrated stormwater management system that combines urban planning, open-space planning, and civil engineering. Rainwater infiltration calculations form the common technical foundation upon which all these measures are built.

For landscape architects and open-space planners, this means: Infiltration is not a downstream drainage problem that the engineer solves after the design is finalized. It is a design resource that influences terrain modeling, planting, path routing, and land allocation from the very beginning. Those who view infiltration basins as design elements, who design deep plant beds as urban furniture with a hydraulic function, and who interpret a site’s topography as a tool for water management are working in line with a contemporary understanding of planning.

In this sense, the rainwater infiltration calculation is not a bureaucratic formality but the backbone of planning that takes water seriously as a resource. It combines soil science, hydrology, building codes, and open-space design into a discipline that plays a growing role in urban climate adaptation. Those who master it plan not only in compliance with regulations but also with an eye toward the future.

29.12.2024

Industry news

“Tracing the Art of the Straub Family”

Building design

Main altar with the sculpture of St. George

For over two years, an international team of researchers has been following in the footsteps of the Straub family of sculptors. The results will be presented on October 24th at the Bavarian State Office for the Preservation of Monuments The highly dramatic scene involuntarily draws everyone’s attention: the battle of St. George with the dragon stands in full sculpture in the center of the high altar of the […]

For over two years, an international team of researchers has been following in the footsteps of the Straub family of sculptors. The results will be presented on October 24 at the Bavarian State Office for Monument Preservation

The highly dramatic scene draws everyone’s attention involuntarily: the battle of St. George with the dragon stands in full sculpture in the center of the high altar of the small village church in Bichl (Upper Bavaria). The high altar was designed in 1753 by Johann Baptist Staub, who came from the important Straub family of sculptors. In the 18th century, this family made a significant contribution to spreading the Rococo style in Europe. The five brothers of the Straub family were the leading sculptors of their time in the areas in which they lived: Johann Baptist (1704-1784) in Munich and Vienna, Philipp Jakob (1706-1774) in Graz, Josef (1712-1756) in Maribor, Johann Georg (1721-1773) in Radgona and Franz Anton (1726-1774/6) in Zagreb. They came from the same workshop for sculptors and carpenters as their father Johann Georg in Wiesensteig, where they learned from and influenced each other. For the first time, the entire oeuvre of the Straub brothers and the significance of the artist family for the creation and dissemination of their style has now been examined as part of an EU research project. For over two years, an international team of researchers (including from the Bavarian State Office for the Preservation of Monuments) followed in the footsteps of this family. The results of this research project will be presented at the Bavarian State Office for the Preservation of Monuments in Munich on October 24, 2019. All the scientists involved will be traveling to the event. A visit to the high altar of St. George’s Church in Bichl is also planned. Lea Rechenauer and Rupert Karbacher will present their findings on site. The event will conclude with the presentation of the new monograph “Tracing the Art of the Straub Family” by the researchers involved in the project. The Bavarian State Ministry of Science and the Arts, among others, financed the project.

More information about the EU research project “Tracing the Art of the Straub Family” at www.trars.eu