Live Load Research Articles

PERENCANAAN STRUKTUR ATAS GEDUNG KANTOR CV. GRAHA SUNGKAI TANGAH JUA BUKITTINGGI

Planning of the upper structure the office building CV. Graha Sungkai aims to improve infrastructure facilities according to office building in general. This plan is planning the construction of the building structure to achieve a strong, safe, and fulfill the requirements set out in the regulations that apply to the planning of the building structure. Upper Structure Planning Office Building CV. Graha Sungkai preliminary Design using ETABS. Loads that are input into the ETABS are dead load, live load, building weight, earthquake load. From the preliminary design results, it was found that the main beam reinforcement (BI 1) is 40 × 50 in size with a concrete quality of 30 Mpa, steel quality 420 Mpa, reinforcement for the upper support 5D16, the lower support 3D16, the upper field reinforcement 3D16, the lower field 3D16, the support stirrup reinforcement 10 – 150, field stirrups 10 – 200. Column 1 size 60 × 60 concrete quality 30 Mpa, Steel Quality 420 Mpa total axial reinforcement 16 D 22, shear reinforcement 10 – 200. Reinforcement roof slab 10 – 200, pitch 10 - 300. Reinforcement floor slab 10 – 100, pitch 10 – 250. From the planning above, it can be concluded that it has fulfilled the terms and conditions contained in the Indonesian regulations and standards.Key word: Beams, Columns, Floor slabs, Roof Slabs, Loads, Reinforcements

Propidium Monoazide (PMAxx)-Recombinase Polymerase Amplification Exo (RPA Exo) Assay for Rapid Detection of Burkholderia cepacia Complex in Chlorhexidine Gluconate (CHX) and Benzalkonium Chloride (BZK) Solutions.

Both sterile and non-sterile pharmaceutical products, which include antiseptics, have been recalled due to Burkholderia cepacia complex (BCC) contamination. Therefore, minimizing the frequency of outbreaks may be conducive to the development of a quick and sensitive approach that can distinguish between live and dead loads of BCC. We have assessed an exo probe-based recombinase polymerase amplification (RPA) with 10 µM propidium monoazide (PMAxx) for selective detection of live/dead BCC cells in various concentrations of antiseptics (i.e., chlorhexidine gluconate (CHX) and benzalkonium chloride (BZK) solutions) after 24 h. The optimized assay conducted using a set of primer-probes targeting gbpT was performed at 40 °C for 20 min and shows a detection limit of 10 pg/µL of genomic DNA from B. cenocepacia J2315, equivalent to 104 colony-forming units (CFU/mL). The specificity of a newly designed primer and probe was 80% (20 negatives out of 25). The readings for total cells (i.e., without PMAxx) from 200 µg/mL CHX using PMAxx-RPA exo assay was 310 relative fluorescence units (RFU), compared to 129 RFU with PMAxx (i.e., live cells). Furthermore, in 50-500 µg/mL BZK-treated cells, a difference in the detection rate was observed between the PMAxx-RPA exo assay in live cells (130.4-459.3 RFU) and total cells (207.82-684.5 RFU). This study shows that the PMAxx-RPA exo assay appears to be a valid tool for the simple, rapid and presumptive detection of live BCC cells in antiseptics, thereby ensuring the quality and safety of pharmaceutical products.

Fatigue life evaluation on wire rope suspenders of the suspension bridge based on a time-varying degradation process

Suspenders are critical force transmission components of a suspension bridge and may be more prone to fatigue damage due to environmental aggression and repetitive live loads. To evaluate the safety of the suspender more accurately, a fatigue life evaluation framework of the rope suspender was proposed, where a time-varying fretting-corrosion-fatigue degradation process of the rope wire and probabilistic critical limit states based on failure area were integrated. A case study on the rope suspenders of a prototype suspension bridge was performed under the random vehicle and wind loads, and the reliability indices and fatigue life of the rope suspender were obtained. Results show that the fretting wear had an obvious effect on the degradation process of the wire rope in conjunction with corrosion fatigue, and the fatigue life of the rope suspender would be less than its design life. The proposed method can comprehensively evaluate the service life of wire rope suspenders and provide replacement suggestions more timely, ensuring the safety of the bridge operation.

Behavior and constitutive model of ultra-high-performance concrete under monotonic and cyclic tensile loading

Ultra-high-performance concrete (UHPC) holds great promise for constructing lightweight and high-performance concrete structures. Hence, the proportion of live load increases, in turn, leads to a higher live-to-dead load ratio. UHPC structures suffer from cyclic stress amplitude in higher possibility. Therefore, the behavior and constitutive model of UHPC under cyclic tensile loading is of significance for the understanding of bearing capacity and deformation property for structures subjected to cyclic loading, which, nevertheless, is seldomly reported. In this regard, the present study conducted direct tensile tests on 35 UHPC dog-bones with four steel fiber volume fractions (i.e., 0%, 1%, 2%, and 3%) and two fiber shapes (i.e., straight and hooked-end). A constitutive model for UHPC under tensile loading was proposed, implemented into OpenSees, and employed in numerical simulations of UHPC beams subjected to bending in cyclic loading. The numerical results were compared with test results on UHPC beams for model verification. The experimental and numerical results show that the UHPC with straight fiber volume fractions less than 1% demonstrated a brittle failure, whereas the UHPC with straight fiber volume fractions higher than 1% or with a hooked-end fiber volume fraction of 2% exhibited a ductile failure. The increase in fiber volume fraction resulted in great enhancements of the initial crack and peak stresses, and the peak and ultimate strains, and the energy absorption capacity. Besides, the use of hooded-end fibers also led to a slight improvement in tensile strain behavior of UHPC but negatively affected the initial crack stress and peak stress. It also provided sufficient bonding between fiber and matrix. The envelope curves and failure patterns for UHPC under monotonic and cyclic loading are close. The proposed constitutive model for UHPC under tensile loading is composed of an envelope curve that is assumed bi-linear for strain softening UHPC or tri-linear for strain hardening UHPC, an unloading curve and a reloading curve described by an exponential function, and a damage index defined as the reduction of unloading modulus. The proposed constitutive model for UHPC under tensile loading can provide acceptable results for the prediction of the bearing capacity and deformation property of UHPC beams without reinforcements subjected to bending in cyclic loading.

A Holistic Analysis of Team Dynamics Using Relational Coordination as the Measure regarding Student Athlete Total Load: A Cross-Sectional Study.

Despite its small population, Norway wins a disproportionately large number of medals in international competitions. Therefore, it has been thought that the Norwegian sports model and sports school programs are influential in developing young Norwegian athletes to achieve such results. Today, more than 110 Norwegian private and public schools offer the elite sports program in Norway. Most student athletes attending those schools combine their high school education with elite sports, where they attend training sessions at both school and clubs. The number of people involved with the student athlete on a daily basis (i.e., other student athletes, club coaches, school coaches, schoolteachers, parents, and health personnel) indicate the importance of optimal communication and coordination. However, to the authors' knowledge, no previous studies have explored communication and coordination among this population group. Therefore, the primary objective of this study was to use a holistic analysis of team dynamics using the Relational Coordination Survey as a measure to explore the relational coordination within and between student athletes, club coaches, and school coaches. A secondary objective of this study was to explore student athletes', club coaches', and school coaches' relational coordination with schoolteachers, parents, and health personnel. In addition, the study aimed to explore differences in student athletes' relational coordination with their significant others according to sport, school, performance level, sex, and school year. The quality of relational coordination was measured by a cross-sectional questionnaire of student athletes (n = 345), club coaches (n = 42), and school coaches (n = 25) concerning training load and life load. Multiple one-way analyses of variance were used to assess differences between groups. The results show that student athletes, club coaches, and school coaches perceived moderate to weak relational coordination with parents, schoolteachers, and health personnel. Student athletes' relational coordination score with parents was the only strong score observed. Furthermore, the results reveal notable differences in student athletes' relational coordination with the roles according to their characteristics. The findings suggest a potential for enhancing relationships and communication within and between the significant roles involved with student athletes. The results further indicate that those involved with the student athlete should consider a holistic approach to enhance communication and coordination, including physical, psychological, and other life factors, for optimal student athlete management and development. More resources are necessary to facilitate effective communication and coordination regarding the student athlete's total load.

Psychological burden of achalasia: Patients' screening rates of depression and anxiety and sex differences.

Achalasia is associated with reduced quality of life in affected patients but research regarding the psychological burden of achalasia in terms of depression and anxiety is scarce. The current study therefore aims to investigate rates of depression and anxiety in patients with achalasia in relation to prevalence rates in the general population and to examine the extent to which achalasia-related characteristics (time since diagnosis, symptom load, achalasia-related quality of life, treatment history) predict symptoms of depression and anxiety. Using validated screening instruments, rates of depression and anxiety were assessed in a cross-sectional survey of a sample of 993 patients with achalasia and compared to population controls stratified by age and sex. Associations between depression and anxiety and achalasia-related factors were explored using linear regression. Compared to population controls, screening rates of female patients with achalasia were between 3.04 (p = .004) and 7.87 (p < .001) times higher for depression and 3.10 (p < .001) times higher for anxiety, respectively. No significant differences were found for male patients with achalasia. Both achalasia-related quality of life and symptom load were independently related to impaired mental health. Women appear to be specifically affected by the psychological burden of achalasia, pointing to sex-specific or gendered experiences of the disease. In addition to symptom reduction, psychological support may prove beneficial for improving the well-being of patients with achalasia.

New design equations for corrugated steel culverts responding to live loads

The current design provisions for corrugated steel culverts in North America consider thrust at the springline to be the critical mechanism and location, respectively, when checking capacity. However, experiments have shown that, at shallow cover depths under vehicle loading, the response of these culverts involves both bending moments and thrust forces, and the critical location in terms of capacity is not at the springline. To address this, 3D finite element modeling of the culvert was undertaken using orthotropic shell elements for the corrugated steel structure and continuum elements for a discrete volume of the surrounding soil. The results of an extensive parametric study are used to develop equations for the critical thrust and bending moment under three different vehicle loading configurations. The proposed equations are then compared to the current design code equations in terms of how well they capture the behavior of the finite element model results. The proposed equations are then used to estimate the response of physical experiments conducted in the laboratory and the field and compared to the responses from distributed strain measurements. The equations were found to provide better estimates of thrust and allow the bending moments, which are currently not considered in North American design codes, to be estimated accurately. Limitations of the proposed equations are also discussed.

Proof Load Testing Method by the American Association of State Highway and Transportation Officials and Suggestions for Improvement

Because of the aging of infrastructure, methods are explored by which the reliability of existing bridges and viaducts can be assessed. In cases in which limited information of the structure is available or its condition is of concern, proof load testing may be used to demonstrate sufficient live load carrying capacity. Proof load tests in the U.S.A. are typically performed using the Manual for Bridge Evaluation (MBE) published by the American Association of State Highway and Transportation Officials (AASHTO). The proof load is expressed by the regular live load model magnified by the target proof load factor. The level of reliability obtained using the target proof load factor is not explicitly stated in the MBE, but is of particular interest. In this article, relevant background documents are investigated to uncover the underlying calculations, assumptions, and input data. Current challenges in proof load testing are described in which the considerations of time dependence, stop criteria, available information, and system-level assessment are highlighted. Subsequently, improvements to the MBE proof load testing background are suggested. An example calculation using traffic data from the Netherlands shows that the HL93 load model and Eurocode LM1 provide a reasonably constant proof load factor with span length for bending and shear. However, the HS20 load model does not scale well with increasing span length. It is found that the magnitude of the target load as specified through the proof load factor is directly related to the desired level of reliability. Although the MBE proof load testing method is practical, several challenges remain.

Structural strengthening of a constructed timber bridge: Field application and numerical modeling

This paper presents the behavior of a timber bridge strengthened with lag bolts, carbon fiber reinforced polymer (CFRP) sheets, and hollow structural sections (HSS). The 83-old bridge is composed of three spans, supported by 14 Douglas Fir girders, and is tested employing truck loadings of 120 kN and 267 kN. Three-dimensional finite element models are formulated to study the flexural response of the bridge with and without the retrofit options. The magnitude of the truck load dominates the degree of dispersion in girder deflections and alters the shape of probability density functions, which are associated with behavioral uncertainty. The effectiveness of strengthening is apparent in terms of reducing the exceedance probability of deflection limits and increasing reliability indices above the design threshold of β = 3.5, stipulated in bridge specifications. Among the three methods, the stiffening efficiency of the HSS option is higher at the system level; however, the use of CFRP is most efficient at the member level. Live load distribution factors are examined and implementable recommendations are provided for practice. Parametric investigations clarify the efficacy of variable HSS sizes and the ramifications of a permit truck weighing 445 kN.

Sense of purpose in life and allostatic load in two longitudinal cohorts

ObjectiveSense of purpose in life has been linked with better physical health, longevity, and reduced risk for disability and dementia, but the mechanisms linking sense of purpose with diverse health outcomes are unclear. Sense of purpose may promote better physiological regulation in response to stressors and health challenges, leading to lower allostatic load and disease risk over time. The current study examined the association between sense of purpose in life and allostatic load over time in adults over age 50. MethodsData from the nationally representative US Health and Retirement Study (HRS) and English Longitudinal Study of Ageing (ELSA) were used to examine associations between sense of purpose and allostatic load across 8 and 12 years of follow-up, respectively. Blood-based and anthropometric biomarkers were collected at four-year intervals and used to compute allostatic load scores based on clinical cut-off values representing low, moderate, and high risk. ResultsPopulation-weighted multilevel models revealed that sense of purpose in life was associated with lower overall levels of allostatic load in HRS, but not in ELSA after adjusting for relevant covariates. Sense of purpose in life did not predict rate of change in allostatic load in either sample. ConclusionsThe present investigation supports sense of purpose predicting preserved differentiation of allostatic regulation, with more purposeful individuals demonstrating consistently lower allostatic load over time. Persistent differences in allostatic burden may account for divergent health trajectories between individuals low and high in sense of purpose.

Response of reinforced concrete structural members exposed to high temperature fire and retrofitting of fire damaged structural members adopting R.C jacketing

When fire breaks out in a building, the most important criteria is the retention of stability of the fire damaged structure against partial or total collapse. An actual case study has been presented in the current work on the response of structural elements present in a 12 storey RC multi storied building exposed to high temperature during a fire event taken place in it. The rise of the temperature in the structural elements in the event of a fire exposure, causes physio-chemical changes in the materials the structural members are made up of, namely, concrete and reinforcing steel, leading towards the degradation of material stiffness, elastic modulus and decrease in the load carrying capacity of such structural members. In the present work, two compartments at the periphery of the building are exposed to high temperatures of 300 °C, 500 °C and 700 °C, and the structural analysis is carried out with dead load, live load and temperature. Structural response of the structural members is assessed, as well as maximum displacements, internal forces developed in them as a consequence of exposure to high temperature has been recorded. As per observation, a combination of temperature and gravity loads(DL&LL), increases the probability of the structure to undergo a higher degree of damage, as the restrained structural members due to the effect of temperature, undergo nonlinear deformations (buckling of columns and bowing action of beams). Reinforced concrete columns and beams that might have undergone a repairable degree of damage due to different temperatures have been retrofitted adopting the RC jacketing method. It is observed from the results of the present case study that, by adopting RC jacketing to retrofit temperature damaged structural members, present in the structure, an enhancement in the stiffness and overall stability of the structure is observed to further withstand externally applied loads.

Study on the Dynamic Response of Composite Box Girder Bridges with Corrugated Steel Webs

To more accurately consider the dynamic response of composite box girder bridges with corrugated steel webs under the effect of live loads, based on the theory of vehicle-bridge coupled vibration, a refined finite element model of vehicle-bridge coupled vibration analysis for composite box girders was established. The advanced dynamic response analysis of composite box girders with corrugated steel webs and traditional concrete box girders with 30 m single boxes and single cells, as well as with 50 m single boxes and multiple cells, was carried out. The research revealed that the natural vibration frequency of the composite box girder with corrugated steel webs is lower than that of the corresponding concrete box girder. When the bridge deck condition is poor, the dynamic impact coefficient of the composite box girder is much larger than that of the concrete box girder. When the bridge deck is in poor condition, the dynamic impact response is significantly enhanced, and the difference is significantly compared with that when the bridge deck is in good condition, which is greater than three times and even six times at the maximum. Both the difference in the vehicle model and the change in the vehicle speed influence the dynamic impact coefficient of the composite box girder.

Analytical algorithm for the full-bridge response of hybrid cable-stayed suspension bridges under a horizontal transverse live load

Hybrid cable-stayed suspension bridges (HCSSB) enjoy broad application prospects due to their excellent stability and economic benefits. The full-bridge response of this novel bridge type under a live load is a shared concern during the design and use stages. This paper proposes an analytical algorithm for solving the full-bridge response under the horizontal transverse live load. First, the entire bridge is subdivided into several components, and the mechanical model and response calculation theories are built for each component. However, some critical parameters for solving these models are still unknown, and these unknown parameters are treated as basic unknown quantities. The system of governing equations is built, considering the conservation of the unstrained lengths of cables, closure of span lengths, and elevation difference across the spans. Finally, the system of governing equations is solved to obtain the full-bridge response. The results include the deformation and internal force of the main cables, main beam, towers, stay cables, and hangers. Finally, the feasibility and effectiveness of the analytical method are verified in an HCSSB with a main span of 1400 m by comparing the full-bridge response results against those from the finite element model.

Design and Analysis of G+5 Commercial Building by using Staad Pro

The main objective of this project to design and analysis of commercial building by using STAAD Pro.STAAD is the abbreviation for Structural Analysis and Design. STAAD Pro is one of the popular software that is used for analyzing &amp; designing structures like – buildings, towers, bridges, industrial, transportation and utility structures. As the design includes the total load calculation and reinforcement details. In these project We have to analysis the G+5 Commercial building which is in C Shape and find out various parameters like Shear force,Bending moment,Deflection,Maximum absolute displacement and the various structural components (Reinforcement details of beam ,Column,Slab ).The loads are applied On the building are Dead load,Live load and the total height of the building is 24 m.

Shear lag effect of composite cable-stayed bridges under dead and live loads

The modern composite cable-stayed bridge always has a wider deck, and the slab has an obvious shear lag effect. At the operation stage, internal forces distribution of the composite girder under live loads differs from that under dead loads only. It is essential to investigate the shear lag of the main beam under dead and live loads. Then, in-situ tests under truck loads were carried out on Xia Zhang Bridge. Considering the superposition of axial forces, a simplified method is proposed to evaluate the effective width. The finite element models (FEMs) of the full bridge using solid shell elements under dead and live loads were established. The longitudinal distribution of the effective widths for concrete slabs under different loading positions and loading forms was obtained. Furthermore, the full-scale variable parameter analysis considering the effects of span lengths and deck widths was conducted by FEMs. The numerical results show that the composite girder segments at the location of the bridge tower and the loading position need to be concerned for shear lag analysis. A generalised verification for a cable-stayed bridge was made, and compared results show that simplified methods can calculate the normal stresses in slabs more accurately than Eurocode 4.

Analisa Perhitungan Struktur Atas Bangunan Gedung Perkantoran Di Wilayah Kota Pekalongan

Infrastructure development in Indonesia experiences rapid development every year, including in Pekalongan City. Infrastructure development in Pekalongan City starts from the construction of roads, buildings, public facilities, and so on. The Pekalongan City Government has made an alternative that is in accordance with the above conditions, namely by constructing offices to improve or meet the needs of public facilities and realize sustainable infrastructure progress. The construction of existing high-rise buildings must be properly planned in accordance with applicable regulations. Based on SNI 2847-2013, regarding calculation procedures for buildings, it is explained that the loads that must be calculated for planning a structure are dead loads, live loads, wind loads, earthquake loads, and combinations of these loads. The building under review is a two-storey office building with reinforced concrete construction. The analysis is carried out with the help of the SAP computer program. Before analyzing, first make a working drawing design with the help of the Autocad program. The final results in this study are in the form of dimensions of structural elements that are planned to be strong and resistant to loads and economical in terms of cost. While the analysis of the main structure in the form of plates, beams, and columns.

ANALISIS SAFETY FACTOR BH 915 DENGAN PEMBEBANAN RM 1921 DAN EKSISTING TERHADAP DESAIN AWAL JEMBATAN

BH 915 is a two-span bridge located at km 396+427 between Stasiun Muaraenim-MuaralawaiDivre III Palembang. The span length of the bridge is 25 m and 50 m with the initial design based on RMBukit Asam. Each bridge will experience a decrease in condition due to increasing age, operating expenses, and environmental conditions. This degradation analysis cannot only be carried out with inspection procedures that produce qualitative values, but also requires quantitative values. Therefore, in the discussion of this paper, it discusses the analysis of the value of the safety factor on the BH 915 bridge due to loading with a combination of dead load and live load in the form of RM 1921 and Existing with a comparison to the initial design of the bridge using RM Bukit Asam loading.From the results of the analysis, BH 915 with a span of 25 m under normal conditions has a safety factor value of 0.91 when loaded with RM 1921, 1.25when loaded with locomotives, 1.58 when loaded with locomotives, and 1.92 when loaded with carriages. BH 915 with a span of 50 m under normal conditions has a safety factor value of 0.89 when loaded with RM 1921, 1.31 when loaded with locomotives, 1.71when loaded with locomotives, and 1.96 when loaded with carriages. When it is assumed that the quality ofthe bridge is reduced by 25% (moment increases by 25%), the value of the safety factor has decreased by 20%.

ANALISIS FAKTOR KEAMANAN PADA JEMBATAN KERETA API BH NOMOR 105 KM 49+093 ANTARA STASIUN LUBUKALUNG DAN STASIUN SICINCIN DI DIVRE 2 SUMATERA BARAT

One of the structures on various railroads, of which is a bridge. On the railway bridge, there are calculated loads. The load is divided into three, namely the girder self-load, additional dead load, and live load. Locomotives and wain have different axle loads and axle distances, so there is a change in the forces acting on the rail structure. Currently, the planned train loading is based on the 1921 Load Plan (RM) scheme. On the bridge BH No. 105 which connects Lubukalung Station with Sicincin is passed by BB 303 locomotive and closed wain, loading analysis is carried out by making axle loads and axle distances on a span of 50 m. Then we can compare the calculation of the load with the RM 1921 and RM Sumbar scheme, it is necessary to check the capacity of the entire bridge structure against the applicable loading. Obtained the value of the calculation of the safety factor of the existing loading with the RM 1921 scheme for a maximum reaction is 2,353 and a maximum moment is 2,32. With the RM Sumbar scheme, a maximum reaction is 0.8365 and a maximum moment is 0.74125. This shows the achievement of a safety factor of more than 1.5 for the calculation of the safety factor of the existing loading with the RM 1921 scheme. While the maximum displacement safety factor value for the RM 1921 scheme is 0.005, West Sumatra RM 0.005, and the existing charge is 0.0667. Based on the calculation results, it is smaller than the maximum safety factor value that meets the requirements.

Spatial variability of explosive blast loading and its effect on damage risks to reinforced concrete buildings

Explosive blast loading is subject to inherent variabilities due to complex interactions between chemical reactions, air particles, fireball and shockwave. Explosive field trials have quantified this variability, and described herein is the probabilistic characterisation of spatial variability of airblast for pressure and impulse. In other words, pressure–time measurements from adjacent (close) gauges are not identical, but correlated based on the distance between adjacent gauges. The degree of correlation is moderate if distance between adjacent gauges is small (i.e., angle between gauges is small where each gauge has the same radial standoff from the charge), and reduces to a weak correlation for gauges spaced much further apart. The effect of spatial variability of airblast on damage and collapse risks is investigated for a 10 storey reinforced concrete building subject to a vehicle borne improvised explosive device (VBIED) attack, and the accidental detonation of explosive ordnance (EO). The structural reliability analysis considered load redistribution for failed columns, dead and live loading variabilities, and blast loading and resistance model errors. It was found that allowing for the spatial variability of airblast decreased progressive collapse probabilities by up to 65% when compared to the case of fully correlated airblast. Designing against progressive collapse using either a threat dependent design or the Alternate Path method reduced damage risks by over 90%, and in many cases by over 99%.

Hybrid Steel/NSM/GFRP System versus GFRP Wrapping for Upgrading RC Wall-like Columns.

Reinforced concrete (RC) wall-like columns are commonly employed in structures in Saudi Arabia. These columns are preferred by architects owing to their minimum projection in the usable space. However, they often need strengthening due to several reasons, such as the addition of more stories and increasing the live load as a result of changing the usage of the building. This research aimed to obtain the best scheme for the axial strengthening of RC wall-like columns. The challenge in this research is to develop strengthening schemes for RC wall-like columns, which are favored by architects. Accordingly, these schemes were designed so that the dimensions of the column cross-section are not increased. In this regard, six wall-like columns were experimentally examined in the event of axial compression with zero eccentricity. Two specimens were not retrofitted to be used as control columns, whereas four specimens were retrofitted with four schemes. The first scheme incorporated traditional glass fiber-reinforced polymer (GFRP) wrapping, while the second one utilized GFRP wrapping combined with steel plates. The last two schemes involved the addition of near-surface mounted (NSM) steel bars combined with GFRP wrapping and steel plates. The strengthened specimens were compared with regard to axial stiffness, maximum load, and dissipated energy. Besides column testing, two analytical approaches were suggested for computing the axial capacity of tested columns. Moreover, finite element (FE) analysis was performed for evaluating the axial load versus displacement response of tested columns. As an outcome of the study, the best strengthening scheme was proposed to be used by practicing engineers for axial upgrading of wall-like columns.