Scheduled Commit

data/retrieval_individual-dc7de6a4-1262-43ef-9f08-31e2a349d93c.jsonl

@@ -10,3 +10,7 @@
 {"tstamp": 1723493039.381, "task_type": "retrieval", "type": "chat", "model": "nomic-ai/nomic-embed-text-v1.5", "gen_params": {}, "start": 1723493038.9676, "finish": 1723493039.381, "ip": "", "conv_id": "a2ddfc68392541c9868548c433080549", "model_name": "nomic-ai/nomic-embed-text-v1.5", "prompt": "    \"What are the equations for calculating bending moment and shear in footings?\",\n", "output": [["    \"What are the equations for calculating bending moment and shear in footings?\",\n", "Bending moment\n\nThe internal reaction loads in a cross-section of the structural element can be resolved into a resultant force and a resultant couple.  For equilibrium, the moment created by external forces/moments must be balanced by the couple induced by the internal loads. The resultant internal couple is called the bending moment while the resultant internal force is called the shear force (if it is transverse to the plane of element) or the normal force (if it is along the plane of the element). Normal force is also termed as axial force.\nThe bending moment at a section through a structural element may be defined as the sum of the moments about that section of all external forces acting to one side of that section. The forces and moments on either side of the section must be equal in order to counteract each other and maintain a state of equilibrium so the same bending moment will result from summing the moments, regardless of which side of the section is selected. If clockwise bending moments are taken as negative, then a negative bending moment within an element will cause \"hogging\", and a positive moment will cause \"sagging\". It is therefore clear that a point of zero bending moment within a beam is a point of contraflexure—that is, the point of transition from hogging to sagging or vice versa.\nMoments and torques are measured as a force multiplied by a distance so they have as unit newton-metres (N·m), or pound-foot (lb·ft). The concept of bending moment is very important in engineering (particularly in civil and mechanical engineering) and physics."]], "corpus": "wikipedia"}
 {"tstamp": 1723493068.9315, "task_type": "retrieval", "type": "chat", "model": "text-embedding-3-large", "gen_params": {}, "start": 1723493068.4238, "finish": 1723493068.9315, "ip": "", "conv_id": "8a04b60989e84cb4aa117e9d56ccb254", "model_name": "text-embedding-3-large", "prompt": "    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",", "output": [["    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",", "Rebar\n\nRequirements for deformations on steel bar reinforcement were not standardized in US construction until about 1950. Modern requirements for deformations were established in \"Tentative Specifications for the Deformations of Deformed Steel Bars for Concrete Reinforcement\", ASTM A305-47T. Subsequently, changes were made that increased rib height and reduced rib spacing for certain bar sizes, and the qualification of “tentative” was removed when the updated standard ASTM A305-49 was issued in 1949. The requirements for deformations found in current specifications for steel bar reinforcing, such as ASTM A615 and ASTM A706, among others, are the same as those specified in ASTM A305-49.\nUse in concrete and masonry\nConcrete is a material that is very strong in compression, but relatively weak in tension. To compensate for this imbalance in concrete's behavior, rebar is cast into it to carry the tensile loads. Most steel reinforcement is divided into primary and secondary reinforcement:\nPrimary reinforcement refers to the steel which is employed to guarantee the resistance needed by the structure as a whole to support the design loads.\nSecondary reinforcement, also known as distribution or thermal reinforcement, is employed for durability and aesthetic reasons, by providing enough localized resistance to limit cracking and resist stresses caused by effects such as temperature changes and shrinkage.\nSecondary applications include rebar embedded in masonry walls, which includes both bars placed horizontally in a mortar joint (every fourth or fifth course of block) or vertically (in the horizontal voids of cement blocks and cored bricks, which is then fixed in place with grout. Masonry structures held together with grout have similar properties to concrete – high compressive resistance but a limited ability to carry tensile loads. When rebar is added they are known as \"reinforced masonry\"."]], "corpus": "wikipedia"}
 {"tstamp": 1723493068.9315, "task_type": "retrieval", "type": "chat", "model": "nomic-ai/nomic-embed-text-v1.5", "gen_params": {}, "start": 1723493068.4238, "finish": 1723493068.9315, "ip": "", "conv_id": "305135c79ba34762a20b80ddf230bcb0", "model_name": "nomic-ai/nomic-embed-text-v1.5", "prompt": "    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",", "output": [["    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",", "Shallow foundation\n\nWall footing Also called strip footing, a wall footing is a continuous strip that supports structural and non-structural load-bearing walls. Found directly under the wall, Its width is commonly 2-3 times wider than the wall above it.\nIsolated footing\nAlso called single-column footing, an isolated footing is a square, rectangular, or circular slab that supports the structural members individually. Generally, each column is set on an individual footing to transmit and distribute the load of the structure to the soil underneath. Sometimes, an isolated footing can be sloped or stepped at the base to spread greater loads. This type of footing is used when the structural load is relatively low, columns are widely spaced, and the soil's bearing capacity is adequate at a shallow depth.\nCombined footing\nWhen more than one column shares the same footing, it is called a combined footing. A combined footing is typically utilized when the spacing of the columns is too restricted such that if isolated footing were used, they would overlap one another. Also, when property lines make isolated footings eccentrically loaded, combined footings are preferred.\nWhen the load among the columns is equal, the combined footing may be rectangular. Conversely, when the load among the columns is unequal, the combined footing should be trapezoidal."]], "corpus": "wikipedia"}
+{"tstamp": 1723493102.0577, "task_type": "retrieval", "type": "chat", "model": "text-embedding-3-large", "gen_params": {}, "start": 1723493101.2911, "finish": 1723493102.0577, "ip": "", "conv_id": "04b95e33699f437f807998c046d7c3ac", "model_name": "text-embedding-3-large", "prompt": "    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "output": [["    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "Title: Rupture sismique des fondations par perte de capacit\\'e portante: Le cas des semelles circulaires\n\nAbstract: Within the context of earthquake-resistant design of shallow foundations, the present study is concerned with the determination of the seismic bearing capacity of a circular footing resting on the surface of a heterogene-ous purely cohesive semi-infinite soil layer. In the first part of the paper, a database, containing case histories of civil engineering structures that sustained a foundation seismic bearing capacity failure, is briefly pre-sented, aiming at a better understanding of the studied phenomenon and offering a number of case studies useful for validation of theoretical computations. In the second part of the paper, the aforementioned problem is addressed using the kinematic approach of the Yield Design theory, thus establishing optimal upper bounds for the ultimate seismic loads supported by the soil-footing system. The results lead to the establishment of some very simple guidelines that extend the existing formulae for the seismic bearing capacity contained in the European norms (proposed for strip footings on homogeneous soils) to the case of circular footings and to that of heterogeneous cohesive soils."]], "corpus": "arxiv"}
+{"tstamp": 1723493102.0577, "task_type": "retrieval", "type": "chat", "model": "nomic-ai/nomic-embed-text-v1.5", "gen_params": {}, "start": 1723493101.2911, "finish": 1723493102.0577, "ip": "", "conv_id": "34d2a8a29f7543909be5e17c09a36f1a", "model_name": "nomic-ai/nomic-embed-text-v1.5", "prompt": "    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "output": [["    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "Title: Imposing minimum and maximum member size, minimum cavity size, and minimum separation distance between solid members in topology optimization\n\nAbstract: This paper focuses on density-based topology optimization and proposes a combined method to simultaneously impose Minimum length scale in the Solid phase (MinSolid), Minimum length scale in the Void phase (MinVoid) and Maximum length scale in the Solid phase (MaxSolid). MinSolid and MinVoid mean that the size of solid parts and cavities must be greater than the size of a prescribed circle or sphere. This is ensured through the robust design approach based on eroded, intermediate and dilated designs. MaxSolid seeks to restrict the formation of solid parts larger than a prescribed size, which is imposed through local volume restrictions. In the first part of this article, we show that by proportionally restricting the maximum size of the eroded, intermediate and dilated designs, it is possible to obtain optimized designs satisfying, simultaneously, MinSolid, MinVoid and MaxSolid. However, in spite of obtaining designs with crisp boundaries, some results can be difficult to manufacture due to the presence of multiple rounded cavities, which are introduced by the maximum size restriction with the sole purpose of avoiding thick solid members in the structure. To address this issue, in the second part of this article we propose a new geometric constraint that seeks to control the minimum separation distance between two solid members, also called the Minimum Gap (MinGap). Differently from MinVoid, MinGap introduces large void areas that do not necessarily have to be round. 2D and 3D test cases show that simultaneous control of MinSolid, MinVoid, MaxSolid and MinGap can be useful to improve the manufacturability of maximum size constrained designs."]], "corpus": "arxiv"}
+{"tstamp": 1723493147.2247, "task_type": "retrieval", "type": "chat", "model": "text-embedding-3-large", "gen_params": {}, "start": 1723493146.7789, "finish": 1723493147.2247, "ip": "", "conv_id": "84e5b57e8af24f0a9d0b513b715c0560", "model_name": "text-embedding-3-large", "prompt": "    \"How is the development length for reinforcement calculated?\",", "output": [["    \"How is the development length for reinforcement calculated?\",", "Title: Experimental and Numerical Analysis of Strain Gradient in Tensile Concrete Prisms Reinforced with Multiple Bars\n\nAbstract: This work is a continuation of the ongoing research on deformation behavior of reinforced concrete elements under tension. The previous studies have revealed that deformation behaviors of elements reinforced with multiple bars and the traditional prismatic members reinforced with a center bar are essentially different. The latter layout, though typical of laboratory specimens, could not represent the norm of structures in real-life. Thus, a new test methodology to investigate the strain distribution in concrete prismatic members reinforced with multiple bars subjected to axial tension is devised. Prismatic concrete specimens with different reinforcement configurations were fabricated and tested using the proposed setup. Deformation behavior of the specimens is modeled with a tailor-designed bond modeling approach for rigorous finite element analysis. It is revealed that the average deformations of the concrete could be different from the prevailing approach of average deformations of the steel, and are dependent on the reinforcement configurations. Therefore, the efficiency of concrete in tension should be carefully taken into account for rational design of structural elements. The study endorses promising abilities of finite element technique as a versatile analysis tool whose full potential is to be revealed with the advent of computer hardware."]], "corpus": "arxiv"}
+{"tstamp": 1723493147.2247, "task_type": "retrieval", "type": "chat", "model": "nomic-ai/nomic-embed-text-v1.5", "gen_params": {}, "start": 1723493146.7789, "finish": 1723493147.2247, "ip": "", "conv_id": "07ae212a7e1340b09e81198d243c3555", "model_name": "nomic-ai/nomic-embed-text-v1.5", "prompt": "    \"How is the development length for reinforcement calculated?\",", "output": [["    \"How is the development length for reinforcement calculated?\",", "Title: Predicting economic growth with classical physics and human biology\n\nAbstract: We collect and analyze the data for working time, life expectancy, and the pair output and infrastructure of industrializing nations. During S-functional recovery from disaster the pair's time shifts yield 25 years for the infrastructure's physical lifetime. At G7 level the per capita outputs converge and the time shifts identify a heritable quantity with a reaction time of 62 years. It seems to control demand and the spare time required for enjoying G7 affluence. The sum of spare and working time is fixed by the universal flow of time. This yields analytic solutions for equilibrium, recovery, and long-term evolution for all six variables with biologically stabilized parameters."]], "corpus": "arxiv"}

data/retrieval_side_by_side-dc7de6a4-1262-43ef-9f08-31e2a349d93c.jsonl

@@ -2,3 +2,5 @@
 {"tstamp": 1723492990.6688, "task_type": "retrieval", "type": "leftvote", "models": ["text-embedding-3-large", "sentence-transformers/all-MiniLM-L6-v2"], "ip": "", "0_conv_id": "0e9d8e19bade4686b9ba234a130740c0", "0_model_name": "text-embedding-3-large", "0_prompt": "\"What are the specific load combinations required for residential footing design?\"", "0_output": [["\"What are the specific load combinations required for residential footing design?\"", "Shallow foundation\n\nWall footing Also called strip footing, a wall footing is a continuous strip that supports structural and non-structural load-bearing walls. Found directly under the wall, Its width is commonly 2-3 times wider than the wall above it.\nIsolated footing\nAlso called single-column footing, an isolated footing is a square, rectangular, or circular slab that supports the structural members individually. Generally, each column is set on an individual footing to transmit and distribute the load of the structure to the soil underneath. Sometimes, an isolated footing can be sloped or stepped at the base to spread greater loads. This type of footing is used when the structural load is relatively low, columns are widely spaced, and the soil's bearing capacity is adequate at a shallow depth.\nCombined footing\nWhen more than one column shares the same footing, it is called a combined footing. A combined footing is typically utilized when the spacing of the columns is too restricted such that if isolated footing were used, they would overlap one another. Also, when property lines make isolated footings eccentrically loaded, combined footings are preferred.\nWhen the load among the columns is equal, the combined footing may be rectangular. Conversely, when the load among the columns is unequal, the combined footing should be trapezoidal."]], "0_corpus": "wikipedia", "1_conv_id": "5f3e28d8f0474fe3a3ee5818051c37ba", "1_model_name": "sentence-transformers/all-MiniLM-L6-v2", "1_prompt": "\"What are the specific load combinations required for residential footing design?\"", "1_output": [["\"What are the specific load combinations required for residential footing design?\"", "Structural load\n\nA structural load or structural action is a mechanical load (more generally a force) applied to structural elements. A load causes stress, deformation, displacement or acceleration  in a structure. Structural analysis, a discipline in engineering, analyzes the effects of loads on structures and structural elements. Excess load may cause structural failure, so this should be considered and controlled during the design of a structure. Particular  mechanical structures—such as aircraft, satellites, rockets, space stations, ships, and submarines—are subject to their own particular structural loads and actions. Engineers often evaluate structural loads based upon published regulations, contracts, or specifications.  Accepted technical standards are used for acceptance testing and inspection.\nTypes\nIn civil engineering, specified loads are the best estimate of the actual loads a structure is expected to carry.  These loads come in many different forms, such as people, equipment, vehicles, wind, rain, snow, earthquakes, the building materials themselves, etc.  Specified loads also known as characteristic loads in many cases.\nBuildings will be subject to loads from various sources. The principal ones can be classified as live loads (loads which are not always present in the structure), dead loads (loads which are permanent and immovable excepting redesign or renovation) and wind load, as described below. In some cases structures may be subject to other loads, such as those due to earthquakes or pressures from retained material. The expected maximum magnitude of each is referred to as the characteristic load.\nDead loads are static forces that are relatively constant for an extended time. They can be in tension or compression. The term can refer to a laboratory test method or to the normal usage of a material or structure."]], "1_corpus": "wikipedia"}
 {"tstamp": 1723493012.6706, "task_type": "retrieval", "type": "leftvote", "models": ["text-embedding-3-large", "sentence-transformers/all-MiniLM-L6-v2"], "ip": "", "0_conv_id": "38a2ffd06c3148b0ba25feb5c0591974", "0_model_name": "text-embedding-3-large", "0_prompt": "    \"What are the equations for calculating bending moment and shear in footings?\"", "0_output": [["    \"What are the equations for calculating bending moment and shear in footings?\"", "Euler–Bernoulli beam theory\n\nThe bending moments (), shear forces (), and deflections () for a beam subjected to a central point load and an asymmetric point load are given in the table below.\nCantilever beams\nAnother important class of problems involves cantilever beams.  The bending moments (), shear forces (), and deflections () for a cantilever beam subjected to a point load at the free end and a uniformly distributed load are given in the table below.\nSolutions for several other commonly encountered configurations are readily available in textbooks on mechanics of materials and engineering handbooks.\nStatically indeterminate beams\nThe bending moments and shear forces in Euler–Bernoulli beams can often be determined directly using static balance of forces and moments.  However, for certain boundary conditions, the number of reactions can exceed the number of independent equilibrium equations.  Such beams are called statically indeterminate.\nThe built-in beams shown in the figure below are statically indeterminate.  To determine the stresses and deflections of such beams, the most direct method is to solve the Euler–Bernoulli beam equation with appropriate boundary conditions.  But direct analytical solutions of the beam equation are possible only for the simplest cases.  Therefore, additional techniques such as linear superposition are often used to solve statically indeterminate beam problems."]], "0_corpus": "wikipedia", "1_conv_id": "574131eca9814e138b4f8defba2c7eb0", "1_model_name": "sentence-transformers/all-MiniLM-L6-v2", "1_prompt": "    \"What are the equations for calculating bending moment and shear in footings?\"", "1_output": [["    \"What are the equations for calculating bending moment and shear in footings?\"", "Bending moment\n\nBackground Tensile and compressive stresses increase proportionally with bending moment, but are also dependent on the second moment of area of the cross-section of a beam (that is, the shape of the cross-section, such as a circle, square or I-beam being common structural shapes). Failure in bending will occur when the bending moment is sufficient to induce tensile/compressive stresses greater than the yield stress of the material throughout the entire cross-section.  In structural analysis, this bending failure is called a plastic hinge, since the full load carrying ability of the structural element is not reached until the full cross-section is past the yield stress.  It is possible that failure of a structural element in shear may occur before failure in bending, however the mechanics of failure in shear and in bending are different.\nMoments are calculated by multiplying the external vector forces (loads or reactions) by the vector distance at which they are applied. When analysing an entire element, it is sensible to calculate moments at both ends of the element, at the beginning, centre and end of any uniformly distributed loads, and directly underneath any point loads. Of course any \"pin-joints\" within a structure allow free rotation, and so zero moment occurs at these points as there is no way of transmitting turning forces from one side to the other."]], "1_corpus": "wikipedia"}
 {"tstamp": 1723493055.7017, "task_type": "retrieval", "type": "leftvote", "models": ["text-embedding-3-large", "nomic-ai/nomic-embed-text-v1.5"], "ip": "", "0_conv_id": "cba59ea350a64bab8d2bb5080b76b6c0", "0_model_name": "text-embedding-3-large", "0_prompt": "    \"What are the equations for calculating bending moment and shear in footings?\",\n", "0_output": [["    \"What are the equations for calculating bending moment and shear in footings?\",\n", "Euler–Bernoulli beam theory\n\nThe bending moments (), shear forces (), and deflections () for a beam subjected to a central point load and an asymmetric point load are given in the table below.\nCantilever beams\nAnother important class of problems involves cantilever beams.  The bending moments (), shear forces (), and deflections () for a cantilever beam subjected to a point load at the free end and a uniformly distributed load are given in the table below.\nSolutions for several other commonly encountered configurations are readily available in textbooks on mechanics of materials and engineering handbooks.\nStatically indeterminate beams\nThe bending moments and shear forces in Euler–Bernoulli beams can often be determined directly using static balance of forces and moments.  However, for certain boundary conditions, the number of reactions can exceed the number of independent equilibrium equations.  Such beams are called statically indeterminate.\nThe built-in beams shown in the figure below are statically indeterminate.  To determine the stresses and deflections of such beams, the most direct method is to solve the Euler–Bernoulli beam equation with appropriate boundary conditions.  But direct analytical solutions of the beam equation are possible only for the simplest cases.  Therefore, additional techniques such as linear superposition are often used to solve statically indeterminate beam problems."]], "0_corpus": "wikipedia", "1_conv_id": "a2ddfc68392541c9868548c433080549", "1_model_name": "nomic-ai/nomic-embed-text-v1.5", "1_prompt": "    \"What are the equations for calculating bending moment and shear in footings?\",\n", "1_output": [["    \"What are the equations for calculating bending moment and shear in footings?\",\n", "Bending moment\n\nThe internal reaction loads in a cross-section of the structural element can be resolved into a resultant force and a resultant couple.  For equilibrium, the moment created by external forces/moments must be balanced by the couple induced by the internal loads. The resultant internal couple is called the bending moment while the resultant internal force is called the shear force (if it is transverse to the plane of element) or the normal force (if it is along the plane of the element). Normal force is also termed as axial force.\nThe bending moment at a section through a structural element may be defined as the sum of the moments about that section of all external forces acting to one side of that section. The forces and moments on either side of the section must be equal in order to counteract each other and maintain a state of equilibrium so the same bending moment will result from summing the moments, regardless of which side of the section is selected. If clockwise bending moments are taken as negative, then a negative bending moment within an element will cause \"hogging\", and a positive moment will cause \"sagging\". It is therefore clear that a point of zero bending moment within a beam is a point of contraflexure—that is, the point of transition from hogging to sagging or vice versa.\nMoments and torques are measured as a force multiplied by a distance so they have as unit newton-metres (N·m), or pound-foot (lb·ft). The concept of bending moment is very important in engineering (particularly in civil and mechanical engineering) and physics."]], "1_corpus": "wikipedia"}
+{"tstamp": 1723493130.3977, "task_type": "retrieval", "type": "leftvote", "models": ["text-embedding-3-large", "nomic-ai/nomic-embed-text-v1.5"], "ip": "", "0_conv_id": "04b95e33699f437f807998c046d7c3ac", "0_model_name": "text-embedding-3-large", "0_prompt": "    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "0_output": [["    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "Title: Rupture sismique des fondations par perte de capacit\\'e portante: Le cas des semelles circulaires\n\nAbstract: Within the context of earthquake-resistant design of shallow foundations, the present study is concerned with the determination of the seismic bearing capacity of a circular footing resting on the surface of a heterogene-ous purely cohesive semi-infinite soil layer. In the first part of the paper, a database, containing case histories of civil engineering structures that sustained a foundation seismic bearing capacity failure, is briefly pre-sented, aiming at a better understanding of the studied phenomenon and offering a number of case studies useful for validation of theoretical computations. In the second part of the paper, the aforementioned problem is addressed using the kinematic approach of the Yield Design theory, thus establishing optimal upper bounds for the ultimate seismic loads supported by the soil-footing system. The results lead to the establishment of some very simple guidelines that extend the existing formulae for the seismic bearing capacity contained in the European norms (proposed for strip footings on homogeneous soils) to the case of circular footings and to that of heterogeneous cohesive soils."]], "0_corpus": "arxiv", "1_conv_id": "34d2a8a29f7543909be5e17c09a36f1a", "1_model_name": "nomic-ai/nomic-embed-text-v1.5", "1_prompt": "    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "1_output": [["    \"What are the minimum and maximum spacing requirements for reinforcement in footings?\",\n", "Title: Imposing minimum and maximum member size, minimum cavity size, and minimum separation distance between solid members in topology optimization\n\nAbstract: This paper focuses on density-based topology optimization and proposes a combined method to simultaneously impose Minimum length scale in the Solid phase (MinSolid), Minimum length scale in the Void phase (MinVoid) and Maximum length scale in the Solid phase (MaxSolid). MinSolid and MinVoid mean that the size of solid parts and cavities must be greater than the size of a prescribed circle or sphere. This is ensured through the robust design approach based on eroded, intermediate and dilated designs. MaxSolid seeks to restrict the formation of solid parts larger than a prescribed size, which is imposed through local volume restrictions. In the first part of this article, we show that by proportionally restricting the maximum size of the eroded, intermediate and dilated designs, it is possible to obtain optimized designs satisfying, simultaneously, MinSolid, MinVoid and MaxSolid. However, in spite of obtaining designs with crisp boundaries, some results can be difficult to manufacture due to the presence of multiple rounded cavities, which are introduced by the maximum size restriction with the sole purpose of avoiding thick solid members in the structure. To address this issue, in the second part of this article we propose a new geometric constraint that seeks to control the minimum separation distance between two solid members, also called the Minimum Gap (MinGap). Differently from MinVoid, MinGap introduces large void areas that do not necessarily have to be round. 2D and 3D test cases show that simultaneous control of MinSolid, MinVoid, MaxSolid and MinGap can be useful to improve the manufacturability of maximum size constrained designs."]], "1_corpus": "arxiv"}
+{"tstamp": 1723493164.3111, "task_type": "retrieval", "type": "leftvote", "models": ["text-embedding-3-large", "nomic-ai/nomic-embed-text-v1.5"], "ip": "", "0_conv_id": "84e5b57e8af24f0a9d0b513b715c0560", "0_model_name": "text-embedding-3-large", "0_prompt": "    \"How is the development length for reinforcement calculated?\",", "0_output": [["    \"How is the development length for reinforcement calculated?\",", "Title: Experimental and Numerical Analysis of Strain Gradient in Tensile Concrete Prisms Reinforced with Multiple Bars\n\nAbstract: This work is a continuation of the ongoing research on deformation behavior of reinforced concrete elements under tension. The previous studies have revealed that deformation behaviors of elements reinforced with multiple bars and the traditional prismatic members reinforced with a center bar are essentially different. The latter layout, though typical of laboratory specimens, could not represent the norm of structures in real-life. Thus, a new test methodology to investigate the strain distribution in concrete prismatic members reinforced with multiple bars subjected to axial tension is devised. Prismatic concrete specimens with different reinforcement configurations were fabricated and tested using the proposed setup. Deformation behavior of the specimens is modeled with a tailor-designed bond modeling approach for rigorous finite element analysis. It is revealed that the average deformations of the concrete could be different from the prevailing approach of average deformations of the steel, and are dependent on the reinforcement configurations. Therefore, the efficiency of concrete in tension should be carefully taken into account for rational design of structural elements. The study endorses promising abilities of finite element technique as a versatile analysis tool whose full potential is to be revealed with the advent of computer hardware."]], "0_corpus": "arxiv", "1_conv_id": "07ae212a7e1340b09e81198d243c3555", "1_model_name": "nomic-ai/nomic-embed-text-v1.5", "1_prompt": "    \"How is the development length for reinforcement calculated?\",", "1_output": [["    \"How is the development length for reinforcement calculated?\",", "Title: Predicting economic growth with classical physics and human biology\n\nAbstract: We collect and analyze the data for working time, life expectancy, and the pair output and infrastructure of industrializing nations. During S-functional recovery from disaster the pair's time shifts yield 25 years for the infrastructure's physical lifetime. At G7 level the per capita outputs converge and the time shifts identify a heritable quantity with a reaction time of 62 years. It seems to control demand and the spare time required for enjoying G7 affluence. The sum of spare and working time is fixed by the universal flow of time. This yields analytic solutions for equilibrium, recovery, and long-term evolution for all six variables with biologically stabilized parameters."]], "1_corpus": "arxiv"}