Member Forces Research Articles

Analytical solution for quick decision of tied–arch bridge parameters at early-design stage based on Hellinger–Reissner variational method

The tied-arch bridge is the combined system of an arch, a beam and suspenders. There have been a few methods applied in the design stage of the analysis of tied-arch bridges including finite element analysis and approximate solutions. The approximate solution based on the Ritz method has been very popular in the analysis of hybrid bridges during the early design stages for its high efficiency. The disadvantage of the Ritz method is that it only directly determines the deformation values while the forces in the structural members should be decided through the obtained deformation values, which highly decreases the accuracy of the force values. Based on the Ritz method, the Hellinger–Reissner (H–R) variational principle is introduced here to improve the approximate solution. It analyzes both the deformation and forces of the tie-arch bridge directly. This is the first time of the application of this method in the analysis of the tied-arch bridges. The advantage of the H–R variational principle is that it provides the forces and deformation values independently and directly which highly enhances the accuracy of the results. For verification, the material properties of the tied-arch bridge of the second-stage project of Line No.1 in Wuhan railway transportation are applied here. And the results from H–R variational method show good agreement with finite element analysis. Hence, the presented method could be a relatively good alternative to use in the early-design stage of the tied-arch bridges.

Using Explainable Artificial Intelligence to Identify Key Characteristics of Deep Poverty for Each Household

The first task for eradicating poverty is accurate poverty identification. Deep poverty identification is conducive to investing resources to help deeply poor populations achieve prosperity, one of the most challenging tasks in poverty eradication. This study constructs a deep poverty identification model utilizing explainable artificial intelligence (XAI) to identify deeply poor households based on the data of 23,307 poor households in rural areas in China. For comparison, a logistic regression-based model and an income-based model are developed as well. We found that our XAI-based model achieves a higher identification performance in terms of the area under the ROC curve than both the logistic regression-based model and the income-based model. For each rural household, the odds of being identified as deeply poor are obtained. Additionally, multidimensional household characteristics associated with deep poverty are specified and ranked for each poor household, while ordinary feature ranking methods can only provide ranking results for poor households as a whole. Taking all poor households into consideration, we found that common important characteristics that can be used to identify deeply poor households include household income, disability, village attributes, lack of funds, labor force, disease, and number of household members, which are validated by mutual information analysis. In conclusion, our XAI-based model can be used to identify deep poverty and specify key household characteristics associated with deep poverty for individual households, facilitating the development of new targeted poverty reduction strategies.

Research on Hanger Force and Main Arch Stability of Long-Span Concrete-Filled Steel Tube Arch Bridge

In recent years, the construction of a CFST arch bridge has developed rapidly; however, as a kind of structural system dominated by compression, with the increase of material strength and span, the stability of the main arch of the CFST arch bridge has become more and more important. In this paper, the finite element method is used to analyze the hanger force and the main arch stability of the long-span CFST arch bridge. Combined with the Shenzhen Rainbow Bridge project, the axial force of the hanger, the internal force, and stability of the main arch of the arch bridge are studied. In the establishment of the finite element model, considering the actual operation of the arch bridge, the model simulates the interaction between steel pipe and concrete, it studies the large deformation of CFST arch bridges, and the stress distribution and overall stability of the arch bridge are analyzed. The results show that the main deformation of the CFST arch bridge is the vertical displacement of the deck, and the axial force of most members of the upper arch ribs is greater than that of the lower arch ribs. The axial force and bending moment of the lower arch rib near the arch foot are larger, and the compressive stress of the arch foot is greater than that of other positions. The axial force of the suspender of the arch bridge is the largest at both ends of the hanger and the middle hanger, and the axial force of the other hanger is close to each other, and the axial force changes little under the same case. The buckling modes of the arch are mainly the lateral buckling or flexural buckling of the arch rib outside the plane, which indicates that the vertical stiffness of the arch bridge structure is larger than that of the transverse stiffness. The research results make the load-bearing mechanism of the CFST arch bridge more clear and also provide a certain reference for the design and construction of the CFST arch bridge.

Analytical Model for Early Design Stage of Cable-Stayed Suspension Bridges Based on Hellinger-Reissner Variational Method.

The cable-stayed suspension bridge is one type of bridge that has been increasingly applied to bridge engineering, especially in cross-sea projects. However, the complex combined system of this type of bridge makes it quite difficult for researchers to make a quick decision of the parameter values during the design stage. The Hellinger–Reissner method is applied here to analyze the deformation and force of the structural members in the bridge. The advantage of this method is that the solving of deformation and force is independent of each other, which would enhance the accuracy of the final results. Different load conditions are also considered in the analysis. The results from the present method are compared with test results and finite element analysis, and show good agreements. It implies that the Hellinger–Reissner is a comparatively more efficient method to help designers choose the key parameters for cable-stayed suspension bridges.

Comparative study and performance evaluation of steel moment resisting frames design with: Force-based design and performance-based plastic design

Incremental Dynamic Analysis (IDA), Nonlinear Response History Analysis (NLRHA) and Nonlinear Static Pushover Analysis (NSPA) has been carried out to evaluate seismic performance of Steel Moment Resisting Frames (SMRF). SMRF’s are used as the lateral resisting systems which consist of columns and beams joined by welding or using high strength bolts or combination of both. The resistance offered to the lateral forces is due to rigid frame action which develops bending moment and shear force in the frame members and joints. The 9-storey SMRF is been evaluated for two frames designed by Force Based Design (FBD) method and Performance Based Plastic Design (PBPD) method. The FBD frame is designed by using codal provision of ASCE 7 (American Based Seismic Code) and AISC (American Institute of Steel Construction) whereas PBPD frame is designed as per proposed work of Lee and Goel (2001) in which energy balance equation and pre-selected yield mechanism is considered. The evaluation study showed that the PBPD method for steel moment resisting frame is significantly more efficient in achieving a certain inelastic displacement/ductility for given seismic hazards compared to the existing design standards/specification for this system. By Nonlinear Static Pushover Analysis (NSPA) the PBPD method has achieved the target yield drift of 1.11% and FBD method has achieved 1.22% where the assumed yield drift was 1%. From NLRHA the percentage difference in achieved ductility factor for frame design by FBD method is 46.28% whereas for PBPD method it is 16.81%. From IDA inter storey drift is observed maximum in AISC design frame compared to PBPD design frame. Therefore, PBPD method frames responded as intended in design with much improved performances over those of the corresponding FBD method.

NODES OF HOLLOW CORE PROFILE TRUSS BRIDGES WITH INCOMPLETE WELDS

Among the various types of steel bridge girders, trusses seem one of the most powerful and reliable. The individual members may be simple, but the nodes are the complex parts, especially if more than 4 members are connected. In view of the complexity, internal welds become inevitable and are inaccessible after finishing, which is overlooked easily during construction. The proposal is to eliminate those of the inside welds that may be dispensable. If some of them would be eliminated, the consequences may be acceptable, or require minor modifications only. The assumption is tried out on the example of a structure replacing a historic bridge. This structure is composed of rectangular hollow profiles, connected at nodes. Member forces and bending moments, have been determined. If the internal welds are about to be eliminated, an alternative load path is found. The calculation of stresses in the various fillet welds is based on the assumption of evenly distribution of forces. The weld stresses can be calculated by the derived formulas. The results show some welds require strengthening, due to the elimination of the more complicated internal welds. This concerns ultimate limit state. Thus, the possibility is confirmed that some of the internal welds may be eliminated, although there still is no proof the method may be applied to more complex nodes. Research must be continued to clarify this. For the type of hollow core members being considered, omitting of some internal welds may well be an acceptable alternative.

NODES OF HOLLOW CORE PROFILE TRUSS BRIDGES WITH INCOMPLETE WELDS

Among the various types of steel bridge girders, trusses seem one of the most powerful and reliable. The individual members may be simple, but the nodes are the complex parts, especially if more than 4 members are connected. In view of the complexity, internal welds become inevitable and are inaccessible after finishing, which is overlooked easily during construction. The proposal is to eliminate those of the inside welds that may be dispensable. If some of them would be eliminated, the consequences may be acceptable, or require minor modifications only. The assumption is tried out on the example of a structure replacing a historic bridge. This structure is composed of rectangular hollow profiles, connected at nodes. Member forces and bending moments, have been determined. If the internal welds are about to be eliminated, an alternative load path is found. The calculation of stresses in the various fillet welds is based on the assumption of evenly distribution of forces. The weld stresses can be calculated by the derived formulas. The results show some welds require strengthening, due to the elimination of the more complicated internal welds. This concerns ultimate limit state. Thus, the possibility is confirmed that some of the internal welds may be eliminated, although there still is no proof the method may be applied to more complex nodes. Research must be continued to clarify this. For the type of hollow core members being considered, omitting of some internal welds may well be an acceptable alternative.

Calculation of Additional Internal Forces in Post-Tensioned Prestressed Concrete Frame Columns Based on Equivalent Lateral Stiffness

The additional internal forces in vertical members caused by prestressed tendons are typically overlooked in the design of post-tensioned prestressed concrete. A calculation method for additional internal forces in single-story multi-span prestressed concrete frame columns based on equivalent lateral stiffness is proposed in this paper. The slope-deflection equation for the bar element was presented using Timoshenko beam assumptions, taking into account the influence of shear and bending deformations. Subsequently, the concept of equivalent lateral stiffness and calculation equations were proposed. On this basis, the equations of the third shear and third bending moment for single-story multi-span prestressed frame columns were established. Furthermore, applying engineering examples, the method in this study was verified by ABAQUS software and previous methods. The results show that theoretical values and FEA results are in good agreement. Compared to previous methods, the method in this paper is more accurate and widely applicable. In addition, the stretching plan has a significant path effect and time-varying effect on the interlayer distribution of the third moment. It should be considered at the building stage to check the calculation of the frame column.

A Numerical Investigation of the Structural Performance of Double-layered Grid Domes Using Software Packages

In the 21th-century, large exhibitions halls covered by domes were constructed. Development of domes promoted by using metal structures, which has opened a new era for civil engineers in connection with the decision of maintenance problems of high strength and weight reduction of structures. Grid domes are a preferred structural form of roofs coverage. The paper aims to study the structural performance of double-layered grid domes using SAP2000 (v.14) and ETABS18. Four different types of double-layered grid domes considered in this work were the Schwedler dome (Type 1), three-way grid dome (Type 2), grid dome with different layers (Type 3), and grid dome with hexagonal patterns (Type 4). The configurations of grid domes were generated by Formian program software. The static linear analysis and design of mentioned grid domes were done and different load cases and their combinations were applied according to ASCE 7-10. It was observed that a double-layered grid dome with different layers (Type 3) was the most efficient in structural performance because the density of members per joint gave a very good distribution of axial forces distribution of the whole dome and then minimized the axial force in members and vertical deflections. The present study indicates that further detailed studies of the subject may lead to a more precise understanding of the performance of grid domes subjected to different load cases and this may bring about increased structural safety and serviceability and the economy in cost constructions.

Design and Behavioral Analysis of Multi storied RCC Moment Resisting Frame Using Linear Spectrum Analysis in Seismic Zone-IV of Indian Subcontinent

In this paper seismic response of (G+15)R.C. framed building is analyses for seismic load case by using STAAD-Pro software as per IS1893:2002 part-1.This paper consider different seismic parameter like seismic zone(IV), response reduction factor(R), importance factor(I)& other parameters like rock/soil type, structure type, damping ratio etc. This paper provides complete guidelines for STAAD-Pro software analysis & STAAD –Pro gives the results after run analysis in the STAAD output viewer which shows joint displacements, support reactions, member forces, base shear and lateral load. If we consider the concrete era of construction activities, the land is scarce, especially in metro cities. Even though if there is the availability of land it may be in the sloping ground, hillocks, or on land-filled areas, in such areas, there will be difficulty in the construction and design aspects. To maintain the slope of the strata, different degrees of such buildings step back towards the slanting slope and may likewise also have set back simultaneously. Hence in the present paper, an attempt has been made to study, the G+15 storey building assumed to be on flat ground and also on sloping ground with a 20-degree inclination. The model is considered to be a soft storey with infill walls and two different shear wall arrangements. The building has been modeled and analyzed in STADD PRO software with the response spectrum method of analysis. The study reveals that a model with a shear wall improves the performance of the structure in terms of displacement, drift, and time period apart from the fact that the structure is being constructed in normal ground or sloping ground. STAADPRO is one of the finest tools for the design of structures. In this project, we analyzed the G+15 building through response spectrum analysis to develop the economic design. IS: 1893 (Part I) for seismic design is utilized to perform the dynamic analysis. The results show that multistoried buildings are generally stiff for earthquake excitation as the modal participation factor is more than 75 percent. Keywords: STAADPRO, Response Spectrum Analysis, Storey drift, storey displacement and base shear.

Failure Analysis of Transmission Tower in Full-Scale Tests

With the rapid development of Ultra-High Voltage (UHV) transmission lines, it is necessary to study the performance of UHV transmission towers. First, we performed full-scale tests on a transmission tower under seven loading patterns. Then, the test results were compared with the calculation results of the Chinese tower design software Transmission Tower Analysis Program (TTA), and the failure location of the tower and the stress characteristics of the key parts were studied. Finally, we discuss the influence of bolt slippage and a new joint on the tower performance, and propose some design proposals for the current Chinese code, based on the test results. The results show that a bolt slip will significantly increase the displacement of the transmission tower, but the residual displacement can correct it. The new joint design has good mechanical performance. The bracing member at the bottom of the tower leg is located at the connection of the tower leg and the foundation, and there is a significant sudden change in stiffness, which we recommend designing according to 4% of the axial force of the main members.

Pravo vojnih lica na slobodu vjere u oružanim snagama Bosne i Hercegovine / The right of persons in professional military service to the freedom of faith in the Armed Forces of Bosnia and Herzegovina

This paper analyses the laws and by-laws governing the right of persons in professional military service to the freedom of faith in the Armed Forces of Bosnia and Herzegovina, in conjunction with Article 9 of the European Convention for the Protection of Human Rights and Fundamental Freedoms and BiH legislation, through the following issues: organisation of religious activities and religious service in the BIH Armed Forces, the right to a diet in accordance with religious needs in the BIH Armed Forces, and the right to a leave of absence during religious holidays. The paper particularly analyses the conditions under which there is a possibility for restricting the right to free manifestation of faith, in the part of a by-law restricting the right of persons in professional military service to have a beard, with the exception of religious officers in the BiH Armed Forces. The focus is on the legal obligation of the legislator limiting the right to prove the necessity of such a decision so as to prevent autocracy on the part of the authorities. In addition to a comparative overview of the relevant law and case law, the paper discusses in detail some examples of persons having a beard in the armed forces of several NATO members. Furthermore, the final section of the paper investigates the presence of discrimination, first and foremost through the relationship obtaining with regard to military personnel and religious officers of the same religion and, subsequently, through the issue of equal treatment on the part of the State with regard to prominence of different religious symbols.

Spherical harmonic shape descriptors of nodal force demands for quantifying spatial truss connection complexity

The connections of a spatial truss structure play a critical role in the safe and efficient transfer of axial forces between members. For discrete connections, they can also improve construction efficiency by acting as registration devices that lock members in precise orientations. As more geometrically complex spatial trusses are enabled by computational workflows and the demand for material-efficient spanning systems, there is a need to understand the effects of global form on the demands at the connections. For large-scale structures with irregular geometry, customizing individual nodes to meet exact member orientations and force demands may be infeasible; conversely, standardizing all connections results in oversized nodes and a compromise in registration potential. We propose a method for quantifying the complexity of spatial truss designs by the variation in nodal force demands. By representing nodal forces as a geometric object, we leverage the spherical harmonic shape descriptor, developed for applications in computational geometry, to characterize each node by a rotation and translation-invariant fixed-length vector. We define a complexity score for spatial truss design by the variance in the positions of the feature vectors in higher-dimensional space, providing an additional performance metric during early stage design exploration. We then develop a pathway towards reducing complexity by clustering nodes with respect to their feature vectors to reduce the number of unique connectors for design while minimizing the effects of mass standardization.

STUDY ON STRUCTURAL DESIGN OPTIMIZATION OF STEEL BUILDING

Pre-Engineered Building which has been gaining popularity over the past few years employs builtup sections for members as against hot rolled steel sections. The members’ section profiles match closely with the bending moment diagram across the frames as the depth of the sections is greatly dependant on the moment across the sections and hence we see tapered section profiles in such building systems. A detailed study is carried out on the final optimized section profiles and the analysis results for the present paper. As a part of research paper “Comparitive Study of Pre-Engineered Building and Truss Arrangement Building for varying spans”, models of industrial pitched roof steel building which were designed as both Pre-Engineered building system and conventional steel truss building system were analyzed and designed for dead loads, live loads and lateral load. The study focuses on the variation of member strength with respect to its dimensions,optimized section profile characteristics for a certain critical load combination and ways to reduce member forces by floating columns, lateral bracings etc

Frequency Domain Analysis of Alongwind Response and Study of Wind Loads for Transmission Tower Subjected to Downbursts

Downburst is one of the high-intensity winds that cause transmission tower failures. The regulations of transmission tower-line systems under downburst wind loads cannot meet the design requirements at present. In this paper, the calculation formulas of the background and resonant components of transmission tower under downburst wind loads are obtained, based on the modal analysis theory of non-stationary wind for the single-degree-of-freedom system in the frequency domain. The effects of structural dynamic characteristics, damping ratio, and mean wind speed vertical profile on dynamic effect on structural response are discussed. Then the equivalent static wind load (ESWL) is obtained according to the maximum response and compared with the finite element method (FEM) in the time domain. Applications of these formulas are addressed to the cases from the empirical model of Holmes and field record of a rear flank downdraft (RFD). The results show that the maximum responses obtained by the current formulas match well with those from the modal decomposition method and dynamic analysis with FEM. The internal forces of tower members calculated by ESWL based on maximum response are closer to the results from FEM than those calculated by downburst loads recommended in ASCE guidelines. The presented framework can be used to assist the wind-resistant design of transmission towers considering downburst wind load.

Performance evaluation of friction dampers for building with soil-structure interaction

From ancient times, earthquakes have been considered the most devastating natural disaster. Many times, the damages caused by earthquakes are irrecoverable due to the static design of building structures. For the reduction of these damages, friction dampers are widely used as passive energy dissipation devices. As the friction dampers are designed with fixed base assumption, the effect of soil-structure interaction is totally neglected. Hence, the present study deals with the design methodology of friction damper incorporating soil-structure interaction effect. The slip load of friction dampers has been calculated by assuming a fixed base and flexible base (i.e. the linear and nonlinear behavior). The different models of a soil-foundation system were constructed using multilinear elements. The pushover analysis has been carried out to design the friction damper and the comparison of the same has also been done. Finally, a numerical study over different models was carried out to evaluate the performance of the friction dampers. The response was compared based on storey drift, member forces, and energy dissipated by friction dampers. It was found that the design of friction dampers by considering the non-linearity of soil leads to a realistic approach to seismic design.

Calculation and analysis of sea-fastening support and welding strength of topside module

Marine structures are usually built on land as a whole modular, using barges to transport to the designated area for installation. This paper presents the sea-fastening design methodology and results of the topside module which is to be transported by self-propelled barge. The combination of its self-weight, wind load and barge acceleration in waves will act on the topside module and barge in the process of marine transportation, this paper mainly analyzes and calculates the temporary support frame and the grillage members of the topside module by SACS software. Then the top plates and the base plates transmit the member end forces of sea-fastening grillage members taken from SACS output, in order to ensure the strength, the bracket plates are welded to the grillage columns, braces and the bottom of temporary support frame. The strength of all fillet welds shall be checked.

Optimization of an RC frame structure based on a plastic analysis and direct search of a section database

For the optimum design of RC frame structures, a simplified but effective discrete optimization algorithm is introduced in this paper. To determine the member force to be based on the design procedure, a plastic analysis considering the sequential development of plastic hinges in beams and columns up to the point of collapse is conducted, with the subsequent optimum design then devised via a direct search method. The construction of a database for predetermined discrete RC sections and interconnections of all design variables in an RC section with a single design variable associated with the section identification number makes it possible to adopt the direct search method instead of a sophisticated mathematical approach that includes many complicated descriptive functions pertaining to RC beams and columns. The use of the plastic analysis also reduces the maximum member force through moment redistribution, and the direct search method makes it possible to find a true optimum section regardless of the assumed initial section. The efficiency and applicability of the introduced algorithm are verified through correlation studies for typical frame structures. In particular, given that all design criteria in design codes and practical limitations required when undertaking the actual design are already considered while determining RC sections in the section database, the obtained results can be directly applied to the creation of designs. In advance, the use of the obtained optimum design results as initial sections in the preliminary design stage will greatly reduce the number of design steps for the determination of RC sections.

Implicit framework for developing design recommendations on shear strength of RC beam-column joints

Shear strength of reinforced concrete (RC) beam-column joint depends on several parameters including the strut width, which in turn is a function of the compression depth in associated beams and columns framing into the same joint. Compression depths accounts for the possible effect of axial force and moment acting at the beam- and column-ends at the time of failure. Therefore, joint shear strength appears to be a function of the member force resultants acting at the members framing into it in addition to the properties of the constitutive material. However, most seismic codes prefer to recommending a simple expression for the joint shear strength considering the contribution from all parameters. This paper aims to develop an implicit approach for the recommendation on joint shear strength, which is consistent with the design recommendations of the seismic standards and involves the following steps: i) Assume a column section with reinforcement and axial load ratio; ii) Estimate the column flexural design strength and compression depth; iii) Estimate beam capacity using strong-column-weak beam principle; iv) Estimate beam flexural design strength using appropriate overstrength model followed by the computation of compression depth; v) Estimate strut width and orientation using a strut model; vi) Compute joint shear strength without the contribution from shear stirrups; and vi) Repeat the entire process for a large number of column sections with varied range of parameters and identify the dominant contributors for making recommendation in the form ACI 318/IS 13920. Outcome is the plot of joint shear strength coefficient against the dominant contributors. Contribution from the shear stirrups is accounted for separately. Proposed implicit framework applies to all seismic standards with a little change contingent on the respective design philosophies. Proposed framework is validated against the experimental results reported in the prior art for a set of 69 specimens.

Non-Operative Shoulder Dysfunction in the United States Military.

Recent epidemiological evidence shows that shoulder and upper-arm complaints impose a substantial burden on the armed forces of the United States and create significant challenges for all components of the physical fitness domain of total force fitness. Clinicians, epidemiologists, and health-services researchers interested in shoulder and upper-arm injuries and their functional limitations rarely have objective, validated criteria for rigorously evaluating diagnostic practices, prescribed treatments, or the outcomes of alternative approaches. We sought to establish and quantify patient volume, types of care, and costs within the Military Health System (MHS) in assessing and managing active duty members with nonoperative shoulder and upper-arm dysfunction. We performed a retrospective cohort study using data from the MHS Data Repository and MHS MART (M2) from fiscal year 2014 to identify active duty individuals with a diagnosis of shoulder and upper-arm injury or impairment defined by one of the International Classification of Disease Ninth Edition diagnosis codes that were selected to reflect nonoperative conditions such as fractures or infections. Statistical analyses include descriptive statistics on patient demographics and clinical visits, such as the range and frequency of diagnoses, number and types of appointments, and clinical procedure information following the diagnosis. We also examined treatment costs related to shoulder dysfunction and calculated the total cost to include medications, radiological, procedural, and laboratory test costs for all shoulder dysfunction visits in 2014 and the average cost for each visit. We further examined the category of each medication prescribed. A total of 55,643 individuals met study criteria and accrued 193,455 shoulder-dysfunction-related clinical visits in fiscal year 2014. This cohort represents approximately 4.8% of the 1,155,183 active duty service members assigned to the United States and its territories during FY 2014. Most patients were male (85.32%), younger (85.25% were under 40 years old), and Caucasian/White (71.12%). The most common diagnosis code was 719.41 (pain in joint, shoulder region; 42.48%). The majority of the patients 42,750 (76.8%) had four or fewer medical visits during the study period and 12,893 (23.2%) had more than four visits. A total of 4,733 patients (8.5%) underwent arthrocentesis aspiration or injection. The total cost for all visits was $65,066,767.89. The average and median cost for each visit were $336.34 (standard deviation was $1,493.87) and $163.11 (range was from 0 to $84,183.88), respectively. Three out of four patients (75.3%) underwent radiological examinations, and 74.2% of these individuals had more than one radiological examination. Medications were prescribed to 50,610 (91.0%) patients with the three most common being IBUPROFEN (12.21%), NAPROXEN (8.51%), and OXYCODONE-ACETAMINOPHEN (5.04%), respectively. Nearly 1 in 20 active duty military service members presented for nonoperative care of shoulder and/or upper-arm dysfunction during FY2014. Further examinations of the etiology and potential impact of shoulder/upper-arm dysfunction on force readiness are clearly warranted, as are additional studies directed at identifying best practices for preventing injury-related dysfunction and determining best practices for the treatment of shoulder dysfunction to optimize service member fitness and force readiness.