The document compares the 2000 and 2007 editions of API RP 2A - WSD 21st edition recommended practice for planning, designing and constructing fixed offshore platforms. Major updates in the 2007 edition include expanded guidance on strength of tubular joints, including new formulations for joint capacity factors and relaxed limits on chord material properties. The 2007 edition also overhauls the fatigue provisions, including changing the S-N curves for tubular connections to bilinear curves without an endurance limit and updating the recommended stress concentration factor equations. These changes are fully implemented in the SACS offshore structural analysis software.
This document is a verification manual for STAAD.Pro V8i (SELECTseries 5). It contains 18 sections with over 150 verification examples of static and dynamic analysis of trusses, beams, frames, plates, solids, and steel/concrete design. Each example contains the modeling details, a comparison of results against hand calculations or other software, and the STAAD input/output files. The overall purpose is to demonstrate the accuracy of STAAD.Pro's solutions for various structural analysis and design scenarios.
Finite element analysis of polymer based automotive connecting rodIRJET Journal
This document summarizes a study that performed finite element analysis to compare a conventional alloy steel connecting rod material to a polymer composite material (PEEK) reinforced with 40% carbon fibers for use in automotive engines. A 3D model of a connecting rod from a Honda motorcycle engine was created in CATIA and analyzed under an axial load of 6500N in ANSYS. The PEEK composite showed significantly less total deformation, stress, strain, and fatigue damage compared to the alloy steel. It was concluded that the PEEK composite could withstand the maximum engine loads while providing benefits like reduced mass, friction, and potential to improve engine performance. The study demonstrated the feasibility of using composite materials instead of metal alloys for connecting rods.
RFEM en RSTAB rekensoftware - Product overview 2014Jo Gijbels
The document provides an overview of add-on modules for the Dlubal analysis and design software RFEM and RSTAB, including modules for steel, concrete, timber, towers, and other materials. Key add-on modules allow for analysis and design according to various international standards like Eurocodes. The software allows modeling of frame structures, plates, shells and other elements for finite element analysis and integrated design of structures.
Static Analysis and Mass Optimization of Automotive Valve SpringIRJET Journal
This document summarizes research conducted to optimize the mass of an automotive valve spring through static analysis and finite element modeling. The researchers first modeled and analyzed an existing valve spring design. They validated the finite element model by comparing stress results to conventional calculations. Next, they performed a response surface study to optimize the spring design by varying the spring index and identifying combinations of design parameters that reduce mass while maintaining stress and deformation limits. Their optimized design achieved a 5.74% reduction in mass. In conclusion, static modeling and finite element analysis enabled validation of the initial design and optimization to develop a lighter valve spring that meets performance requirements.
IRJET- A Dynamic Analysis on the Comparison of Helical and Wave SpringsIRJET Journal
This document compares the dynamic behavior of helical and wave springs through computational analysis. A 3D model of each spring was created in Solidworks with the same dimensions and materials (stainless steel and beryllium copper). Dynamic analysis was performed in ANSYS to calculate stress, deflection, and natural frequency under varying loads. For both spring types, stress and deflection increased proportionally with load. The maximum stress occurred in a stainless steel helical spring under 280kg load. Maximum deflection was seen in a beryllium copper helical spring also at 280kg. Natural frequency was highest at 109Hz for a 125kg loaded stainless steel helical spring. In general, results showed wave and helical springs
Material Comparison for a Two-Wheeler Connecting Rod using Finite Element Ana...IRJET Journal
This document summarizes a study that used finite element analysis to compare the structural behavior of a connecting rod made from three different materials: aluminum alloy, gray cast iron, and structural steel. A connecting rod model was created in CAD software and imported into FEA software to analyze stresses, strains, shear stresses, and deformation under static loading conditions. The analysis found that an aluminum alloy connecting rod experienced the highest equivalent elastic strain, shear elastic strain, shear stress, and total deformation, while a gray cast iron connecting rod experienced the highest equivalent (Von-Mises) stress. However, all materials were found to be safe to use based on their ultimate strengths. Structural steel showed lower stresses and strains compared to gray cast iron,
Finite Element Analysis of Connecting Rod for different materialsIRJET Journal
The document presents a finite element analysis of connecting rods made from different materials, including structural steel, aluminum alloy, and titanium alloy. An analysis was conducted in ANSYS to calculate and compare the equivalent elastic strain, total deformation, equivalent stress, and strain energy of connecting rods made from each material when subjected to loads. The results found that the aluminum alloy connecting rod had the minimum mass and highest strength-to-weight ratio, indicating it is the best material among the three analyzed for connecting rods.
IRJET- Analytical Behaviour of Stiffened and Unstiffened CFDST Short ColumnIRJET Journal
This document describes a study analyzing the analytical behavior of concrete filled double-skinned steel tubular (CFDST) short columns with and without stiffeners through finite element modeling. The study considers CFDST columns with varying cross-sectional shapes and dimensions under different loading conditions. Results show that CFDST columns with circular-square cross-sections and additional plain stiffeners attached to the outer steel tube exhibited the highest load carrying capacity. Attaching stiffeners, especially plain or angle stiffeners, to the inner or outer steel tubes was found to increase the load carrying capacity of CFDST columns under both axial and lateral loading.
This document is a verification manual for STAAD.Pro V8i (SELECTseries 5). It contains 18 sections with over 150 verification examples of static and dynamic analysis of trusses, beams, frames, plates, solids, and steel/concrete design. Each example contains the modeling details, a comparison of results against hand calculations or other software, and the STAAD input/output files. The overall purpose is to demonstrate the accuracy of STAAD.Pro's solutions for various structural analysis and design scenarios.
Finite element analysis of polymer based automotive connecting rodIRJET Journal
This document summarizes a study that performed finite element analysis to compare a conventional alloy steel connecting rod material to a polymer composite material (PEEK) reinforced with 40% carbon fibers for use in automotive engines. A 3D model of a connecting rod from a Honda motorcycle engine was created in CATIA and analyzed under an axial load of 6500N in ANSYS. The PEEK composite showed significantly less total deformation, stress, strain, and fatigue damage compared to the alloy steel. It was concluded that the PEEK composite could withstand the maximum engine loads while providing benefits like reduced mass, friction, and potential to improve engine performance. The study demonstrated the feasibility of using composite materials instead of metal alloys for connecting rods.
RFEM en RSTAB rekensoftware - Product overview 2014Jo Gijbels
The document provides an overview of add-on modules for the Dlubal analysis and design software RFEM and RSTAB, including modules for steel, concrete, timber, towers, and other materials. Key add-on modules allow for analysis and design according to various international standards like Eurocodes. The software allows modeling of frame structures, plates, shells and other elements for finite element analysis and integrated design of structures.
Static Analysis and Mass Optimization of Automotive Valve SpringIRJET Journal
This document summarizes research conducted to optimize the mass of an automotive valve spring through static analysis and finite element modeling. The researchers first modeled and analyzed an existing valve spring design. They validated the finite element model by comparing stress results to conventional calculations. Next, they performed a response surface study to optimize the spring design by varying the spring index and identifying combinations of design parameters that reduce mass while maintaining stress and deformation limits. Their optimized design achieved a 5.74% reduction in mass. In conclusion, static modeling and finite element analysis enabled validation of the initial design and optimization to develop a lighter valve spring that meets performance requirements.
IRJET- A Dynamic Analysis on the Comparison of Helical and Wave SpringsIRJET Journal
This document compares the dynamic behavior of helical and wave springs through computational analysis. A 3D model of each spring was created in Solidworks with the same dimensions and materials (stainless steel and beryllium copper). Dynamic analysis was performed in ANSYS to calculate stress, deflection, and natural frequency under varying loads. For both spring types, stress and deflection increased proportionally with load. The maximum stress occurred in a stainless steel helical spring under 280kg load. Maximum deflection was seen in a beryllium copper helical spring also at 280kg. Natural frequency was highest at 109Hz for a 125kg loaded stainless steel helical spring. In general, results showed wave and helical springs
Material Comparison for a Two-Wheeler Connecting Rod using Finite Element Ana...IRJET Journal
This document summarizes a study that used finite element analysis to compare the structural behavior of a connecting rod made from three different materials: aluminum alloy, gray cast iron, and structural steel. A connecting rod model was created in CAD software and imported into FEA software to analyze stresses, strains, shear stresses, and deformation under static loading conditions. The analysis found that an aluminum alloy connecting rod experienced the highest equivalent elastic strain, shear elastic strain, shear stress, and total deformation, while a gray cast iron connecting rod experienced the highest equivalent (Von-Mises) stress. However, all materials were found to be safe to use based on their ultimate strengths. Structural steel showed lower stresses and strains compared to gray cast iron,
Finite Element Analysis of Connecting Rod for different materialsIRJET Journal
The document presents a finite element analysis of connecting rods made from different materials, including structural steel, aluminum alloy, and titanium alloy. An analysis was conducted in ANSYS to calculate and compare the equivalent elastic strain, total deformation, equivalent stress, and strain energy of connecting rods made from each material when subjected to loads. The results found that the aluminum alloy connecting rod had the minimum mass and highest strength-to-weight ratio, indicating it is the best material among the three analyzed for connecting rods.
IRJET- Analytical Behaviour of Stiffened and Unstiffened CFDST Short ColumnIRJET Journal
This document describes a study analyzing the analytical behavior of concrete filled double-skinned steel tubular (CFDST) short columns with and without stiffeners through finite element modeling. The study considers CFDST columns with varying cross-sectional shapes and dimensions under different loading conditions. Results show that CFDST columns with circular-square cross-sections and additional plain stiffeners attached to the outer steel tube exhibited the highest load carrying capacity. Attaching stiffeners, especially plain or angle stiffeners, to the inner or outer steel tubes was found to increase the load carrying capacity of CFDST columns under both axial and lateral loading.
This calculation report is relevant to the structural analysis and design of ...ASEngineeringService
This calculation report is relevant to the structural analysis and design of and foundations of
the CONDITIONER. the latest edition for following standards, codes and specifications shall apply.
IS: 456 – 2000 Code of practice for plain and reinforced concrete.
IS: 875 (PART 1) – 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-1
Dead Loads - Unit weights of Building materials
and stored material.
IS: 875 (PART 2) - 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-2
Imposed Loads.
IS: 875 (PART 3) – 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-3
Wind Loads.
SP: 34-1987 Handbook of Concrete Reinforcement and
Detailing
IS: 1904 – 1986 (Reaffirmed 1995) Code of Practice for Design and Construction of
Foundation in soils - General Requirements.
IS: 2502 – 2004 Code of Practice for Bending and Fixing of Bars
for Concrete Reinforcement.
BS 5950-1 Structural use of steel in buildings, Code of
practice for design in simple and continuous
construction, hot rolled sections
BS 6399-1 to 3 Code of Practice for Dead and Imposed Loads,
Wind loads and Imposed Roof Load
BS 8004 Code of Practice for Foundations
BS 8110–1 Structural use of concrete. Code of practice for
design and construction
ASCE 7 -05 Minimum Design Loads Buildings and other
Structures
IBC 2006 International Building Codes
This document summarizes the assumptions and limitations of the steel frame design algorithms in the software for Eurocode 3-2005. Some key assumptions include using the CEN version of the code by default, assuming plastic design for shear resistance, and ignoring intermediate shear stiffeners. Limitations include an inability to design sections under 3mm thick or consider the effects of torsion, high-strength steels, or circular hollow sections. The user is advised to review all assumptions and limitations.
IRJET- Modeling & Analysis of a 100CC I.C. Engine Connecting RODIRJET Journal
1) The document describes modeling and static structural analysis of a 100cc internal combustion engine connecting rod using SOLIDWORKS and ANSYS.
2) Various materials were analyzed including aluminum alloys, steel, and a metal matrix composite. The connecting rod was subjected to a 400N force.
3) Analysis found the metal matrix composite had the least deformation but higher cost, while an aluminum alloy provided good results at lower cost for connecting rods.
This document is the Indian Railway Standard Code of Practice for the Design of Steel or Wrought Iron Bridges Carrying Rail, Road or Pedestrian Traffic. It provides guidelines on loads, stresses, materials, design, construction, riveting, bolting and welding of steel bridges. The document covers topics such as allowable working stresses, effective lengths, minimum sections, bracing requirements, and specifications for various bridge components. It aims to ensure the safe and economical design of steel bridges up to 100 meters in span.
Optimization of Precast Post-tensioned Concrete I-Girder BridgeIRJET Journal
This document summarizes an optimization study of precast post-tensioned concrete I-girder bridges. The study developed a computer program in C to design the deck slab and I-girder according to Indian codes. It then used an improved sequential linear programming technique to optimize the design by minimizing cost. The design variables included girder dimensions and material grades. Constraints included structural requirements and limits from codes. The optimization algorithm linearized the nonlinear problem at each step to solve as a linear program and iteratively improved the design until an optimal solution was reached.
This document provides a summary of an Indian Standard (IS 800:2007) that outlines general guidelines for steel construction. Some key points:
- IS 800 covers general construction using hot rolled steel sections joined by riveting, bolting, and welding.
- It provides guidance on loads to consider in design, referring to other standards for specifics on dead, live, snow, wind, and earthquake loads.
- Fabrication and erection requirements are general in nature to ensure minimum quality consistent with design assumptions.
- The standard was revised to update it based on the latest developments and state-of-the-art in steel construction technology.
- The revision incorporated limit state design principles and allowed
This document provides specifications for Thomson Industries' 1DB series side mounted linear guides, including part numbers, dimensions, load ratings and mounting configurations. Key details include nominal diameters from 0.5 to 1 inches, load capacities from 480 to 5400 pounds, and options for open or enclosed pillow block bearing supports or twin pillow block designs. Application examples show ideas for combining the continuously supported linear guides into motion systems.
This document provides specifications for Thomson Industries' 1DB series side mounted linear guides, including part numbers, dimensions, load ratings and mounting configurations. Key details include nominal diameters from 0.5 to 1 inches, load capacities from 480 to 5400 pounds, and options for open or enclosed pillow block bearing supports or twin pillow block designs. Application examples show ideas for combining the continuously supported linear guides into motion systems.
IRJET- Analysis of PEB Structures and Comparison Wit H Conventional Steel...IRJET Journal
This document presents a comparative study between conventional steel buildings (CSB) and pre-engineered buildings (PEB). It analyzes structures with varying parameters such as span length and number of stories. The study finds that PEB structures require 30-40% less steel than equivalent CSB structures due to their tapered element design. PEB structures are also 30-40% faster to construct. While CSB were traditionally used for low-rise buildings, the study models multi-story PEB structures and finds they can be suitable for taller buildings as well. In all cases analyzed, PEB structures had significantly lower gross weights than comparable CSB structures.
Seismic resilience performance of braced ductile thin shear panel with and wi...IRJET Journal
The document discusses the seismic resilience performance of braced ductile thin shear panels with and without stiffeners through numerical modeling and analysis. Seven panel models were created in ANSYS - one without stiffeners and six with different stiffener configurations. The study found that panels with 12mm thick stiffeners arranged in a 2H2V or 3H3V configuration exhibited the highest ultimate load capacity and deflection compared to panels without stiffeners or with thinner stiffeners. The addition of stiffeners significantly improved the load carrying capacity and ductility of the panels. Braced ductile thin shear panels with optimally configured stiffeners provide better seismic resilience for structures.
IRJET- Structural Design Analysis of Bypass Casing for an Aero EngineIRJET Journal
This document discusses the structural design analysis of a bypass casing for an aero engine. The goal is to reduce weight while meeting strength and buckling requirements. Five configurations are analyzed: the baseline ortho-grid design and modified designs using different ortho-grid and iso-grid patterns. Finite element analysis is used to evaluate stresses and buckling factors. The results show that Configuration 5, an iso-grid design, meets strength and buckling requirements while achieving a 15% weight reduction compared to the baseline. Therefore, the iso-grid configuration is selected as the final design.
Software Development for Railway Bridge Deck Slab Using IRS CodeIRJET Journal
This document discusses the development of software for analyzing and designing railway bridge deck slabs using the Indian Railway Standard (IRS) Code. The software allows the user to input design parameters, material properties, section details, and loading. It then performs calculations for stresses, deflections, and reinforcement requirements as per the IRS Code. The results must satisfy code limits for stresses and deflections. If not, the section is modified and reanalyzed until a safe design is achieved. Visual Basic is used as the programming language due to its suitability for developing civil engineering software using event-driven programming. The document provides details on the input screens and analysis calculations performed by the software to validate its design of bridge deck slabs.
IRJET- Failure Analysis of Landing Gear of the Aircraft Through Finite Elemen...IRJET Journal
This document discusses the failure analysis of an aircraft's landing gear through finite element modeling. It begins by introducing landing gear and its importance for aircraft takeoff and landing. It then describes the methodology of creating a 3D model in CATIA and conducting static structural analysis in ANSYS for three materials: SAE 1035 steel, 7075-76 aluminum alloy, and Ti-6Al-4V titanium alloy. The results show that SAE 1035 steel experiences the least deformation and stress when subjected to static loading, making it the most suitable material for withstanding landing loads. In conclusion, SAE 1035 steel is recommended for aircraft landing gears due to its ability to withstand rough landings without significant deformation or stress.
Design and Analysis of Compressor Impeller using AL25ZN MaterialIRJET Journal
1) The document describes the design and analysis of a compressor impeller using a new Al25Zn aluminium alloy material.
2) An impeller was modeled and its stress and deformation properties were analyzed using finite element analysis at different rotational speeds.
3) The Al25Zn material showed improved mechanical properties like higher hardness and yield strength compared to other aluminium alloys. Stress values from FEA using this material were lower than those using steel.
Modeling and Simulation of Carbon Fiber Reinforced Polymer Plate with Applica...IRJET Journal
1. The document describes a study that uses finite element modeling to compare the response of carbon fiber reinforced polymer (CFRP) plates and aluminum plates subjected to Hanning wave loading with different stiffener configurations.
2. Models of CFRP and aluminum plates with and without stiffeners were created in ANSYS finite element software. Spreadsheets were used to calculate the elastic properties of the CFRP material and plates with different fiber orientations.
3. The plates were analyzed with different numbers and positions of stiffeners subjected to a five cycle Hanning wave loading calculated using MATLAB. The goal was to analyze how deformation values change with different stiffener configurations and load application points on the plates.
The document provides design loads calculations for a proposed air traffic control tower. It includes dead loads, live loads, and wind loads. Dead loads include structural self-weight, floor slabs, equipment, walls, and antennas. Live loads include stair, floor, and elevator loads. Wind loads were calculated based on ASCE 7-10 for 3 tower sections using exposure category C, occupancy category IV, and 120 mph base wind speed. The total calculated design base shear is 340 kips.
Reliability Analysis on Shear Strength of RC Beams and Sensitivity AnalysisIRJET Journal
This document summarizes research analyzing the shear strength of reinforced concrete beams. Six series of beam test data were collected from literature and their test results were compared to shear force predictions from four empirical formulas in codes like ACI 318, BS8110, IS 456, and a formula by Bazant considering size effects. The findings show that Bazant's size effect formula gives very conservative results, while IS 456 and ACI 318 reasonably estimate shear strength at failure but not for first crack appearance in some cases. An attempt was made to establish probability distributions and conduct reliability analysis to characterize randomness in shear strength and perform sensitivity analysis on basic variable influences. In conclusion, the study compared experimental beam data to code-based predictions to evaluate shear strength modeling
Comparative Parametric Study of Seismic Behaviour of RC Framed Building With ...IRJET Journal
This document presents a comparative parametric study of the seismic behavior of reinforced concrete framed buildings with and without floating columns in different configurations. Three models of a G+20 building were analyzed using software: a normal model without floating columns, a model with 12 alternate floating columns including corners, and a model with 12 alternate floating columns excluding corners. Results showed column forces, beam forces, base shear, displacement, and drift increased in the models with floating columns compared to the normal model without floating columns. The model with floating corner columns experienced more severe increases in design parameters than the model without floating corner columns. Therefore, floating columns should be avoided in high seismic zones and corner columns should not be floated if they must be used.
This document provides a summary of three key points:
1. ICC-ES evaluation reports are not to be construed as representing aesthetics or attributes not addressed in the report, nor are they an endorsement or recommendation.
2. There is no warranty by ICC Evaluation Service, express or implied, regarding findings or products covered in the report.
3. The report provides details on Hilti HDA carbon steel and stainless steel undercut anchors for use in cracked and uncracked concrete, including design and installation requirements.
IRJET- Determination of Cross-Section for a ROD which is Subjected to Buc...IRJET Journal
This document discusses determining the ideal cross-section of a concrete rod subjected to buckling through theoretical calculations and simulations. It finds that a hollow square cross-section provides the highest buckling load factor (BLF) of 2378.7 based on simulations in ANSYS, indicating it is most resistant to buckling. Theoretical calculations using Euler's formula support this, showing a hollow square cross-section rod has a BLF of 23884881, 1.6 times higher than a solid square cross-section. In conclusion, a hollow square cross-section is best for concrete columns to resist buckling.
This calculation report is relevant to the structural analysis and design of ...ASEngineeringService
This calculation report is relevant to the structural analysis and design of and foundations of
the CONDITIONER. the latest edition for following standards, codes and specifications shall apply.
IS: 456 – 2000 Code of practice for plain and reinforced concrete.
IS: 875 (PART 1) – 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-1
Dead Loads - Unit weights of Building materials
and stored material.
IS: 875 (PART 2) - 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-2
Imposed Loads.
IS: 875 (PART 3) – 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-3
Wind Loads.
SP: 34-1987 Handbook of Concrete Reinforcement and
Detailing
IS: 1904 – 1986 (Reaffirmed 1995) Code of Practice for Design and Construction of
Foundation in soils - General Requirements.
IS: 2502 – 2004 Code of Practice for Bending and Fixing of Bars
for Concrete Reinforcement.
BS 5950-1 Structural use of steel in buildings, Code of
practice for design in simple and continuous
construction, hot rolled sections
BS 6399-1 to 3 Code of Practice for Dead and Imposed Loads,
Wind loads and Imposed Roof Load
BS 8004 Code of Practice for Foundations
BS 8110–1 Structural use of concrete. Code of practice for
design and construction
ASCE 7 -05 Minimum Design Loads Buildings and other
Structures
IBC 2006 International Building Codes
This document summarizes the assumptions and limitations of the steel frame design algorithms in the software for Eurocode 3-2005. Some key assumptions include using the CEN version of the code by default, assuming plastic design for shear resistance, and ignoring intermediate shear stiffeners. Limitations include an inability to design sections under 3mm thick or consider the effects of torsion, high-strength steels, or circular hollow sections. The user is advised to review all assumptions and limitations.
IRJET- Modeling & Analysis of a 100CC I.C. Engine Connecting RODIRJET Journal
1) The document describes modeling and static structural analysis of a 100cc internal combustion engine connecting rod using SOLIDWORKS and ANSYS.
2) Various materials were analyzed including aluminum alloys, steel, and a metal matrix composite. The connecting rod was subjected to a 400N force.
3) Analysis found the metal matrix composite had the least deformation but higher cost, while an aluminum alloy provided good results at lower cost for connecting rods.
This document is the Indian Railway Standard Code of Practice for the Design of Steel or Wrought Iron Bridges Carrying Rail, Road or Pedestrian Traffic. It provides guidelines on loads, stresses, materials, design, construction, riveting, bolting and welding of steel bridges. The document covers topics such as allowable working stresses, effective lengths, minimum sections, bracing requirements, and specifications for various bridge components. It aims to ensure the safe and economical design of steel bridges up to 100 meters in span.
Optimization of Precast Post-tensioned Concrete I-Girder BridgeIRJET Journal
This document summarizes an optimization study of precast post-tensioned concrete I-girder bridges. The study developed a computer program in C to design the deck slab and I-girder according to Indian codes. It then used an improved sequential linear programming technique to optimize the design by minimizing cost. The design variables included girder dimensions and material grades. Constraints included structural requirements and limits from codes. The optimization algorithm linearized the nonlinear problem at each step to solve as a linear program and iteratively improved the design until an optimal solution was reached.
This document provides a summary of an Indian Standard (IS 800:2007) that outlines general guidelines for steel construction. Some key points:
- IS 800 covers general construction using hot rolled steel sections joined by riveting, bolting, and welding.
- It provides guidance on loads to consider in design, referring to other standards for specifics on dead, live, snow, wind, and earthquake loads.
- Fabrication and erection requirements are general in nature to ensure minimum quality consistent with design assumptions.
- The standard was revised to update it based on the latest developments and state-of-the-art in steel construction technology.
- The revision incorporated limit state design principles and allowed
This document provides specifications for Thomson Industries' 1DB series side mounted linear guides, including part numbers, dimensions, load ratings and mounting configurations. Key details include nominal diameters from 0.5 to 1 inches, load capacities from 480 to 5400 pounds, and options for open or enclosed pillow block bearing supports or twin pillow block designs. Application examples show ideas for combining the continuously supported linear guides into motion systems.
This document provides specifications for Thomson Industries' 1DB series side mounted linear guides, including part numbers, dimensions, load ratings and mounting configurations. Key details include nominal diameters from 0.5 to 1 inches, load capacities from 480 to 5400 pounds, and options for open or enclosed pillow block bearing supports or twin pillow block designs. Application examples show ideas for combining the continuously supported linear guides into motion systems.
IRJET- Analysis of PEB Structures and Comparison Wit H Conventional Steel...IRJET Journal
This document presents a comparative study between conventional steel buildings (CSB) and pre-engineered buildings (PEB). It analyzes structures with varying parameters such as span length and number of stories. The study finds that PEB structures require 30-40% less steel than equivalent CSB structures due to their tapered element design. PEB structures are also 30-40% faster to construct. While CSB were traditionally used for low-rise buildings, the study models multi-story PEB structures and finds they can be suitable for taller buildings as well. In all cases analyzed, PEB structures had significantly lower gross weights than comparable CSB structures.
Seismic resilience performance of braced ductile thin shear panel with and wi...IRJET Journal
The document discusses the seismic resilience performance of braced ductile thin shear panels with and without stiffeners through numerical modeling and analysis. Seven panel models were created in ANSYS - one without stiffeners and six with different stiffener configurations. The study found that panels with 12mm thick stiffeners arranged in a 2H2V or 3H3V configuration exhibited the highest ultimate load capacity and deflection compared to panels without stiffeners or with thinner stiffeners. The addition of stiffeners significantly improved the load carrying capacity and ductility of the panels. Braced ductile thin shear panels with optimally configured stiffeners provide better seismic resilience for structures.
IRJET- Structural Design Analysis of Bypass Casing for an Aero EngineIRJET Journal
This document discusses the structural design analysis of a bypass casing for an aero engine. The goal is to reduce weight while meeting strength and buckling requirements. Five configurations are analyzed: the baseline ortho-grid design and modified designs using different ortho-grid and iso-grid patterns. Finite element analysis is used to evaluate stresses and buckling factors. The results show that Configuration 5, an iso-grid design, meets strength and buckling requirements while achieving a 15% weight reduction compared to the baseline. Therefore, the iso-grid configuration is selected as the final design.
Software Development for Railway Bridge Deck Slab Using IRS CodeIRJET Journal
This document discusses the development of software for analyzing and designing railway bridge deck slabs using the Indian Railway Standard (IRS) Code. The software allows the user to input design parameters, material properties, section details, and loading. It then performs calculations for stresses, deflections, and reinforcement requirements as per the IRS Code. The results must satisfy code limits for stresses and deflections. If not, the section is modified and reanalyzed until a safe design is achieved. Visual Basic is used as the programming language due to its suitability for developing civil engineering software using event-driven programming. The document provides details on the input screens and analysis calculations performed by the software to validate its design of bridge deck slabs.
IRJET- Failure Analysis of Landing Gear of the Aircraft Through Finite Elemen...IRJET Journal
This document discusses the failure analysis of an aircraft's landing gear through finite element modeling. It begins by introducing landing gear and its importance for aircraft takeoff and landing. It then describes the methodology of creating a 3D model in CATIA and conducting static structural analysis in ANSYS for three materials: SAE 1035 steel, 7075-76 aluminum alloy, and Ti-6Al-4V titanium alloy. The results show that SAE 1035 steel experiences the least deformation and stress when subjected to static loading, making it the most suitable material for withstanding landing loads. In conclusion, SAE 1035 steel is recommended for aircraft landing gears due to its ability to withstand rough landings without significant deformation or stress.
Design and Analysis of Compressor Impeller using AL25ZN MaterialIRJET Journal
1) The document describes the design and analysis of a compressor impeller using a new Al25Zn aluminium alloy material.
2) An impeller was modeled and its stress and deformation properties were analyzed using finite element analysis at different rotational speeds.
3) The Al25Zn material showed improved mechanical properties like higher hardness and yield strength compared to other aluminium alloys. Stress values from FEA using this material were lower than those using steel.
Modeling and Simulation of Carbon Fiber Reinforced Polymer Plate with Applica...IRJET Journal
1. The document describes a study that uses finite element modeling to compare the response of carbon fiber reinforced polymer (CFRP) plates and aluminum plates subjected to Hanning wave loading with different stiffener configurations.
2. Models of CFRP and aluminum plates with and without stiffeners were created in ANSYS finite element software. Spreadsheets were used to calculate the elastic properties of the CFRP material and plates with different fiber orientations.
3. The plates were analyzed with different numbers and positions of stiffeners subjected to a five cycle Hanning wave loading calculated using MATLAB. The goal was to analyze how deformation values change with different stiffener configurations and load application points on the plates.
The document provides design loads calculations for a proposed air traffic control tower. It includes dead loads, live loads, and wind loads. Dead loads include structural self-weight, floor slabs, equipment, walls, and antennas. Live loads include stair, floor, and elevator loads. Wind loads were calculated based on ASCE 7-10 for 3 tower sections using exposure category C, occupancy category IV, and 120 mph base wind speed. The total calculated design base shear is 340 kips.
Reliability Analysis on Shear Strength of RC Beams and Sensitivity AnalysisIRJET Journal
This document summarizes research analyzing the shear strength of reinforced concrete beams. Six series of beam test data were collected from literature and their test results were compared to shear force predictions from four empirical formulas in codes like ACI 318, BS8110, IS 456, and a formula by Bazant considering size effects. The findings show that Bazant's size effect formula gives very conservative results, while IS 456 and ACI 318 reasonably estimate shear strength at failure but not for first crack appearance in some cases. An attempt was made to establish probability distributions and conduct reliability analysis to characterize randomness in shear strength and perform sensitivity analysis on basic variable influences. In conclusion, the study compared experimental beam data to code-based predictions to evaluate shear strength modeling
Comparative Parametric Study of Seismic Behaviour of RC Framed Building With ...IRJET Journal
This document presents a comparative parametric study of the seismic behavior of reinforced concrete framed buildings with and without floating columns in different configurations. Three models of a G+20 building were analyzed using software: a normal model without floating columns, a model with 12 alternate floating columns including corners, and a model with 12 alternate floating columns excluding corners. Results showed column forces, beam forces, base shear, displacement, and drift increased in the models with floating columns compared to the normal model without floating columns. The model with floating corner columns experienced more severe increases in design parameters than the model without floating corner columns. Therefore, floating columns should be avoided in high seismic zones and corner columns should not be floated if they must be used.
This document provides a summary of three key points:
1. ICC-ES evaluation reports are not to be construed as representing aesthetics or attributes not addressed in the report, nor are they an endorsement or recommendation.
2. There is no warranty by ICC Evaluation Service, express or implied, regarding findings or products covered in the report.
3. The report provides details on Hilti HDA carbon steel and stainless steel undercut anchors for use in cracked and uncracked concrete, including design and installation requirements.
IRJET- Determination of Cross-Section for a ROD which is Subjected to Buc...IRJET Journal
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2008 BUILDING CONSTRUCTION Illustrated - Ching Chapter 02 The Building.pdf
APIRP2A 2000VS2007.pdf
1. Comparisons on API
Comparisons on API
RP 2A ‐ WSD 21st edition
2000 Publication vs. 2007 Publication
Strength of Tubular Joints
And
Fatigue
g
Prepared for Shell reference only. All right reserved. No part of this document may be
10/27/2009 1
Engineering Dynamics, Inc
Prepared for Shell reference only. All right reserved. No part of this document may be
reproduced in any form without prior written permission of Engineering Dynamics, Inc.
2. Overview
Overview
The old (we will call it API 2000):
API RP 2A WSD 21st diti 2000
And the latest (we will call it API 2007):
API RP 2A WSD 21st diti 2007
API RP 2A ‐ WSD 21st edition 2000
Publication
Recommended Practice for
Planning Designing and
API RP 2A ‐ WSD 21st edition 2007
Publication (API 2007)
Recommended Practice for Planning,
Designing and Constructing Fixed Offshore
Planning, Designing and
Constructing Fixed Offshore
Platforms – Working Stress Design
Designing and Constructing Fixed Offshore
Platforms – Working Stress Design
Upstream Segment
Upstream Segment
API RECOMMENDED PRACTICE 2A-WSD
(RP 2A-WSD)
API RECOMMENDED PRACTICE 2A-WSD (RP 2A-
WSD)
TWENTY-FIRST EDITION, DECEMEBER 2000
TWENTY-FIRST EDITION, DECEMEBER 2000 ERRATA AND SUPPLEMENT 1, DECEMBER 2002
ERRATA AND SUPPLEMENT 2, SEMPTEMBER 2005
ERRATA AND SUPPLEMENT 3, AUGUST 2007
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3. Conclusions
Conclusions
1. The latest. The new API RP 2A ‐ WSD 21st edition with Errata and
Supplement 1, 2 an 3 has made wide ranging changes on tubular
Supplement 1, 2 an 3 has made wide ranging changes on tubular
connections, fatigue and foundations over the 2000 publication. The new
code should be used if the API RP 2A – WSD 21st edition is selected as design
code.
2. One stop solution, no interface handling. Based on 35+ years
experience in supplying offshore structure software system, EDI is the
leading software company with integrated graphics modeling, pre‐
processing, solving and graphics post‐processing capabilities.
3. Demand the best. Fully implemented in post processor, joint can and
fatigue programs in SACS 5.3 release, the new API RP 2A – WSD 21st edition
with Errata and Supplement 1, 2 and 3 is now an essential part in the most
comprehensive offshore package in the world.
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4. Strength of Tubular Joints
g
Code Contents
API 2000
4 Connections
API 2007
4 Strength of Tubular Joints
4 Connections
4.1 Connections of Tension and Compression
Members
4.2 Restraint and Shrinkage
4 3 Tubular Joints
4 Strength of Tubular Joints
4.1 Application
4.2 Design Considerations
4.3 Simple Joints
4 4 Overlapping Joints
4.3 Tubular Joints 4.4 Overlapping Joints
4.5 Grouted Joints
4.6 Internally Ring-stiffened Joints
4.7 Cast Joints
4 8 Oth Ci l J i t T
4.8 Other Circular Joint Types
4.9 Damaged Joints
4.10 Non-circular Joints
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5. Strength of Tubular Joints
Background
Fact:
Last major update to joint strength provisions
Last major update to joint strength provisions
was 14th edition. The guidance essentially
remained unchanged for all editions up to
remained unchanged for all editions up to
21st.
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6. Strength of Tubular Joints
Background
Fact:
Much further knowledge, including both experimental
data and numerical studies has been gained on the
data and numerical studies, has been gained on the
behavior of joints since 14th edition issued. Over the
period 1994 to 1996 MSL engineering, under the
auspices of a joint industry project, undertook an
update to the tubular joint database and guidance. This
work had more recent studies, notably by API/EWI and
work had more recent studies, notably by API/EWI and
the University of Illinois, have formed the basis of the
tubular joint strength provisions of ISO.
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7. Strength of Tubular Joints
Background
Fact:
The ISO drafting committee took, as a starting
point for drafting, the relevant provisions from
API RP 2A LRFD 1st edition (similar to API RP 2A
WSD 20th di i ) b ISO i i LRFD f
WSD 20th edition) because ISO is in LRFD format.
For the purpose of the supplement to the 21st
edition of API RP 2A the draft ISO provisions in
edition of API RP 2A, the draft ISO provisions, in
turn, have been used as a starting basis.
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8. Strength of Tubular Joints
Major Update
API 2000
Safety Factor Recalibrated
API 2007
API 2000
SF = 1.7 Corresponded to an LRFD
resistance factor of 0 95
API 2007
SF = 1.6 Corresponded to an LRFD
resistance factor of 1 0
resistance factor of 0.95. resistance factor of 1.0
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9. Strength of Tubular Joints
Major Update
Th 2/3 li it t il t th l d
API 2000
The 2/3 limits on tensile strength relaxed
API 2007
Section 4.1
Fyc – the yield strength of the chord
Section 4.2.1
The value of yield stress for the chord,
yc y g
member at the joint (or 2/3 of the
tensile strength if less)
y ,
in the calculation of joint capacity,
should be limited to 0.8 times the
tensile strength of the chord for
materials with a yield stress of 72 ksi
materials with a yield stress of 72 ksi
(500 MPa) or less.
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10. Strength of Tubular Joints
Major Update
Additional guidance on detailing practice
API 2000
API 2000
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11. Strength of Tubular Joints
Major Update
Additional guidance on detailing practice ‐ continued
API 2007
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12. Strength of Tubular Joints
Major Update
Punching shear approach removed
API 2000
h d f h b
Punching shear approach removed
API 2007
h f l
The adequacy of the joint may be
determined on the basis of (a)
punching shear or (b) nominal loads in
the brace.
The joint interaction ratio, IR, for axial
loads and/or bending moments in the
brace should be calculated using the
following expression,
g p ,
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13. Strength of Tubular Joints
Major Update
New Strength factor Qu formulations
API 2000
API 2007
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14. Strength of Tubular Joints
Major Update
New chord load factor Qf formulations
API 2000
f
API 2007
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15. Strength of Tubular Joints
Major Update
Strength for axially loaded Y and X joints with short can lengths reduced
API 2000
N/A
API 2007
For simple, axially loaded Y and X joints where a
thi k d j i t i ifi d th j i t
thickened joint can is specified, the joint
allowable capacity may be calculated as follows,
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16. Strength of Tubular Joints
Major Update
API 2000
Implementation into SACS joint can program
API 2007
API 2000
Fully implemented
API 2007
Fully implemented
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17. Strength of Tubular Joints
Simple T joint:
Example
p j
Brace 3‐4: φ16x0.375” – 5.0ft
Chord 1‐3 & 3‐2: φ24x0.375” – 8.25ft
Can: φ24x0.625” – 1.75ft
φ
All Fy = 36 ksi
Load at brace joint 4:
Fx = 10.0 kip
p
Fy = 7.5 kip
Fz = ‐50.0 kip
Load at connecting joint 3:
Fx = ‐400.0 kip
Fy = 50.0 kip
Member Length shown in ft
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18. Strength of Tubular Joints
API 2000 – Punching shear joint check with final unity check ratio = 0.98
g
Example Results Compared
* * J O I N T C A N D E T A I L R E P O R T * *
(JOINT ORDER)
CHORD * ACTING STRESSES * *** PUNCHING SHEAR ***
COMMON CHORD BRACE ****** CHORD ***** JOINT GAP *** BRACE ** BRACE LOAD *CHORD** BRACE * ALLOWABLE STRESSES UNITY
JOINT JOINT JOINT O.D. WT FY TYPE O.D. WT ANGLE CASE SRSS FA OPB IPB FA OPB IPB CHECK
(IN) (IN) (KSI) (IN) (IN) (IN) (DEG) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( )
3 1 4 24.00 0.625 36.0 T 16.00 0.375 90.00 1 11.68 -1.63 3.84 5.12 3.64 6.62 11.03 0.981
API 2007 Brace loads interaction check with final unity check ratio = 1 25
API 2007 – Brace loads interaction check with final unity check ratio = 1.25
* * J O I N T C A N D E T A I L R E P O R T * *
(JOINT ORDER)
EFFT. CHORD * ACTING STRESSES * *** PUNCHING SHEAR ***
COMM CHRD BRCE ****** CHORD **** CHORD JNT GAP *** BRACE ** BRACE LOAD *CHORD** BRACE * ALLOWABLE STRESSES UNITY
JNT JNT JNT O D WT FY LNGTH TYP O D WT ANGLE CASE STRESS FA OPB IPB FA OPB IPB CHECK
JNT JNT JNT O.D. WT FY LNGTH TYP O.D. WT ANGLE CASE STRESS FA OPB IPB FA OPB IPB CHECK
(IN) (IN) (KSI) (FT) (IN) (IN) (IN) (DEG) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
3 1 4 24.00 0.625 36.0 3.5 T 16.00 0.375 90.00 1 -15.13 -2.72 6.40 8.54 6.61 9.67 20.27 1.251
Joint Can Length
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19. Fatigue
Fatigue
Code Contents
API 2000
5 F i
API 2007
5 F i
5 Fatigue
5.1 Fatigue Design
5.2 Fatigue Analysis
5.3 S-N curves for all members and
5 Fatigue
5.1 Fatigue Design
5.2 Fatigue Analysis
5.3 Stress concentration factors
connections, except tubular connections
5.4 S-N curves for tubular connections
5.5 Stress concentration factors
5.4 S-N curves for all members and
connections, except tubular connections
5.5 S-N curves for tubular connections
5.6 Fracture mechanics
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20. Fatigue
Background
Fact:
Th API S N f t b l ti d i d th b i f
The new API S‐N curves for tubular connections are derived on the basis of
the proposed ISO hotspot design approach. The new API “WJ” curves are
bilinear, with slope exponents of m = 3 and m = 5, and no endurance limit.
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21. Fatigue
Background
Fact:
Th i l i f th EWI t d th t th Efth i ti
The main conclusion from the EWI study was that the Efthymiou equations
and the Lloyd’s design equations have considerable advantages in
consistency and coverage in comparison with other available equations.
Use of Efthymiou SCF equations is recommended because this set of
Use of Efthymiou SCF equations is recommended because this set of
equations is considered to offer the best option for all joint types and load
types.
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22. Fatigue ‐ Major Update
API 2000
g j p
S‐N curves for tubular connections changed
API 2007
API 2000
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23. Fatigue ‐ Major Update
S N curves for tubular connections changed ti d
API 2000
Basic Curves:
Profile control 11 1 3d: X curve
S-N curves for tubular connections changed - continued
API 2007
Basic Curves:
Profile control – 11.1.3d: X curve
Non‐profiled Joints ‐ X’ curve
Endurance Limit: Yes
Profiling – 11.1.3d: WJ1 curve
Burr Grinding – WJ2 curve
Hammer Peening – WJ3 curve
Non‐profiled Joints ‐ WJ curve
API S N C API X' API X Non profiled Joints WJ curve
Cast Joints – CJ curve
Endurance Limit: No
100
ss
s
(ksi)
API S-N Curves API X API X
API WJT in Water API WJT in Air
10
Stres
1
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10,000 100,000 1,000,000 10,000,000 100,000,000 1,000,000,000
Cycles
24. Fatigue ‐ Major Update
API 2000
g j p
Thickness effect corrections are now dependent on weld improvement techniques
API 2007
API 2000 API 2007
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25. Fatigue ‐ Major Update
API 2000
g j p
Recommended SCF formulations in unstiffened tubular joints changed
API 2007
API 2000
No specific requirement. C5.4 listed
empirical formulas to estimate hot
API 2007
For unstiffened welded tubular joints,
SCFs should be evaluated using the
spot SCF:
1) The Kuang formulas;
2) SCF formulas based on the
K ll f l
Efthymiou equations.
Kellogg formula;
3) SCF formulas developed by
Lloyds Register;
4) Other more recent works by
4) Other more recent works by
Gibstein, Buitrago and Tebbett.
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26. Fatigue ‐ Major Update
API 2000
Implementation into SACS fatigue program
API 2007
API 2000
Fully implemented
API 2007
Fully implemented
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27. Fatigue ‐ Example
Example frame:
Two bay frame with 10m x 10m
g p
Two bay frame with 10m x 10m
for each bay.
Two basic load cases:
own
Load case 1:
Fx = 60.0 kN at joint 3, 4, 5 and 6
ckness
in
cm
sho
Load case 2:
Fx = ‐60.0 kN at joint 3, 4, 5 and 6
Diameter
by
thic
Fx 60.0 kN at joint 3, 4, 5 and 6
D
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28. Fatigue ‐ Example
API 2000
Fatigue parameters
g p
API 2007
Fatigue parameters
Fatigue parameters
Design fatigue life = 20 yrs
Period for cycle data 20 yrs
Fatigue parameters
Period for cycle data = 20 yrs
Life safety factor = 1.0
Number of occurrences = 250000
D i lifi ti f t 1 5
Same as left hand side
Dynamic amplification factor = 1.5
Stress range determined by max/min
search on load cases.
S‐N curve: API X’ curve with
thickness correction.
S‐N curve: API standard WJ curve
with thickness correction.
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29. Fatigue – Example
g p
Results Compared
API 2000 fatigue Results for joint 3 and 4
* * * M E M B E R F A T I G U E R E P O R T * * *
(DAMAGE ORDER)
ORIGINAL
JOINT MEMBER GRUP TYPE OD WT JNT MEM FATIGUE RESULTS
API 2007 fatigue Results for joint 3 and 4
* * * M E M B E R F A T I G U E R E P O R T * * *
(DAMAGE ORDER)
ORIGINAL
JOINT MEMBER GRUP TYPE OD WT JNT MEM FATIGUE RESULTS
JOINT MEMBER GRUP TYPE OD WT JNT MEM FATIGUE RESULTS
ID ID (CM) (CM) TYP TYP DAMAGE LOC SVC LIFE
3 3- 2 D01 TUB 36.00 1.250 TK BRC 2.495754 T 8.013609
3 1- 3 COL TUB 60.00 3.000 TK CHD 2.198595 T 9.096718
3 3- 6 D01 TUB 36.00 1.250 TK BRC .6093029 T 32.82439
3 3- 5 COL TUB 60 00 3 000 TK CHD 3792182 T 52 74008
JOINT MEMBER GRUP TYPE OD WT JNT MEM FATIGUE RESULTS
ID ID (CM) (CM) TYP TYP DAMAGE LOC SVC LIFE
3 3- 2 D01 TUB 36.00 1.250 TK BRC .4588493 T 43.58730
3 1- 3 COL TUB 60.00 3.000 TK CHD .6680558 T 29.93762
3 3- 6 D01 TUB 36.00 1.250 TK BRC .1480694 T 135.0718
3 3- 5 COL TUB 60 00 3 000 TK CHD 1631456 T 122 5899
3 3 5 COL TUB 60.00 3.000 TK CHD .3792182 T 52.74008
3 3- 4 H01 TUB 48.00 1.750 TK BRC .2284094 B 87.56207
3 1- 3 COL TUB 60.00 3.000 TK CHD .2344230 B 85.31586
4 3- 4 H01 TUB 48.00 1.750 T BRC .1258805 T 158.8809
4 2- 4 COL TUB 60.00 3.000 T CHD .2057996 T 97.18193
3 3 5 COL TUB 60.00 3.000 TK CHD .1631456 T 122.5899
3 3- 4 H01 TUB 48.00 1.750 TK BRC .0673998 B 296.7369
3 1- 3 COL TUB 60.00 3.000 TK CHD .1031036 B 193.9796
4 3- 4 H01 TUB 48.00 1.750 T BRC .0417927 T 478.5526
4 2- 4 COL TUB 60.00 3.000 T CHD .0928771 T 215.3383
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30. This is the end of this report.
p
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