Seismic Deformation of Bar Mat Mechanically Stabilized Earth Walls. II: A Multiblock Model

A relatively simple rigid plastic multiblock computational model has been developed to predict the permanent seismic displacement of mechanically stabilized earth (MSE) walls. The model formulation was based on many observations made from a series of centrifuge tests carried out on many different configurations of MSE walls. The proposed model is similar to the sliding block method of Newmark. The approach accounted for the variation in acceleration within the backfill and the nonuniform nature of the permanent wall face deformation. The predictive capability of the proposed model has been verified using centrifuge test results obtained for four MSE walls each subjected to three earthquake excitations with strength varying between 0.48 and 0.9g. The analytical model captures many aspects of the characteristic deformation behavior of MSE walls observed in the centrifuge tests. In each of the eleven wall displacement cases studied, the backfill friction angle that yielded a good match between the computed and measured maximum wall displacement was consistent with the corresponding laboratory measured values.     

Structural Performance of Bridge Approach Slabs under Given Embankment Settlement

Soil embankment settlement causes concrete approach slabs of bridges to lose their contact and support from the soil. When soil settlement occurs, the slab will bend in a concave manner that causes a sudden change in slope grade near its ends. Meanwhile, loads on the slab will also redistribute to the ends of the slab, which may result in faulting across the roadway at the ends of the approach slab. Eventually, the rideability of the bridge approach slab will deteriorate. The current American Association of State Highway Transportation Officials code specifications do not provide clear guidelines to design approach slabs considering the embankment settlements. State Departments of Transportation are spending millions of dollars each year to deal with problems near the ends of approach slabs. To investigate the effect of embankment settlements on the performance of the approach slab, a three-dimensional finite element analysis was conducted in the present study, considering the interaction between the approach slab and the embankment soil, and consequently the separation of the slab and soil. The predicted internal moments of the approach slab provide design engineers with a scientific basis to properly design the approach slab considering different levels of embankment settlements. A proper design of the approach slab will help mitigate the rideability problems of the slab.     

Optimum Design of Cantilever Retaining Walls Using Target Reliability Approach

In this paper, an approach for reliability-based design optimization of reinforced concrete cantilever retaining wall is described. A parametric study is conducted to assess the effect of uncertainties in design parameters on the probability of failure of cantilever retaining walls. In total, ten modes of failure are considered, viz. overturning of the wall about its toe, sliding of the wall on its base, eccentricity, bearing capacity failure below the base slab, and shear and moment failure in the toe slab, heel slab, and stem. The analysis is performed by treating backfill and foundation soil properties, geometric properties of wall, and reinforcement and concrete properties as random variables. These results are used to develop a set of reliability-based design charts for different coefficients of variation of friction angle of backfill soil (5 and 10%) and targeting reliability index (βt) in the range of 3–3.2 for all failure modes. A comparative study is also presented, which shows that optimized sections have less areas of cross section compared to those obtained from specifications on dimensioning of retaining walls available in literature.     

Finite Element Analysis of Concrete Pavements Over Culverts

Accelerated distress of Portland cement concrete pavements (PCCP) over structures such as culverts, pipes, and tunnels beneath roadways is a common occurrence. In this article, finite element analysis is employed to analyze the response of concrete pavements over such structures. The factors that influence the overlying pavement slabs include: (1) cover depth, (2) pavement slab thickness and length, (3) cement concrete elastic modulus, (4) foundation modulus, and (5) backfill soil modulus. The tensile stresses at the bottom and top of the slab induced by wheel loads are predicted. In the traditional pavement design only the tensile stress at the bottom of the slab is considered to be significant. However, this study shows that the tensile stress at the top surface of pavement slabs over culverts may also cause the concrete pavements to fail. A laboratory model was employed to study the mechanical characteristics of Portland cement concrete pavement slabs over culverts and to verify the theoretical analysis.     

连铸板坯表面纵裂分析及改进

通过对济钢炼钢厂新区板坯裂纹部位的电镜分析、钢水化学成分分析以及生产中的操作和设备运行情况等进行了跟踪调查,分析了造成板坯纵裂的多方面成因,找出了纵裂发生的一般规律,提出了防止表面纵裂的措施,板坯裂纹得到了有效控制。     

Reliability-Based Design for External Stability of Mechanically Stabilized Earth Walls

A two-phase approach was used to develop a reliability-based design (RBD) method for external stability of mechanically stabilized earth (MSE) walls. In the first phase, a parametric study was conducted using Monte Carlo simulation to identify parameters that affect the probability of external failure of MSE walls. Three modes of failure were considered: sliding, overturning, and bearing capacity. External stability was assessed by treating the reinforced soil as a rigid mass using the same procedures employed for conventional gravity-type wall systems. Results from the parametric study indicate that the mean and coefficient of variation of the backfill friction angle are significant for sliding, the mean and coefficient of variation of the friction angle of the backfill and coefficient of variation of the unit weight of the backfill are significant for overturning, and the mean and coefficient of variation of the friction angle of the foundation soil and the mean of the backfill friction angle are significant for bearing capacity. In the second phase, a series of additional simulations was conducted where the significant parameters identified in the parametric study were varied over a broad range. Results of these simulations were used to develop a set of RBD charts for external stability of MSE walls. A comparison indicates that similar reinforcement lengths are obtained using RBD and conventional methods and that the inherent probability of external failure in conventional deterministic design is ? 0.001. This probability of external failure is similar to inherent probability of failure reported by other investigators for similar geotechnical structures.     

Seismic Displacement Criterion for Soil Retaining Walls Based on Soil Strength Mobilization

This paper presents a seismic displacement criterion for conventional soil retaining walls based on the observations of a series of shaking table tests and seismic displacement analysis using Newmark’s sliding-block theory taking into account internal friction angle mobilization along the potential failure line in the backfill. A novel approach that relates the displacement of the wall and the mobilized friction angle along the shear band in the backfill is also proposed. A range of horizontal displacement-to-wall height ratios (δ3h/H) between 2 and 5% representing a transitional state from moderate displacement to catastrophic damage were observed in the shaking table tests on two model retaining walls. This observation is supported by both Newmark’s displacement analysis and a new approach that relates the movement of the wall to the mobilization of the friction angle along the shear band in the backfill. A permissible displacement of the wall as defined by the displacement-to-wall height ratio, namely, δ3h/H, equal to 2% was found to be of practical significance in the sense that peak friction angle of the investigated sand is retained along the shear band in the backfill. It is also suggested that δ3h/H = 5% be used as a conservative indicator for the onset of catastrophic failure of the wall associated with fully softened soil strength along the shear band in cohesionless backfill.     

Reliability-Based Design for Internal Stability of Mechanically Stabilized Earth Walls

A parametric study was conducted using Monte Carlo simulation to assess how uncertainty in design parameters affects the probability of internal failure of mechanically stabilized earth (MSE) walls. Bishop’s simplified method was used to conduct the internal stability analyses. The results of the analyses indicate that the mean and coefficient of variation of the backfill friction angle, mean and coefficient of variation of the tensile strength of reinforcement, mean unit weight of the backfill, mean surcharge, mean reinforcement vertical spacing, and mean reinforcement length have a significant effect on the probability of internal failure of MSE walls. Based on the results of the parametric study, a series of additional simulations were conducted where the significant parameters were varied over a broad range. The results of these simulations were used to develop a set of reliability-based design (RBD) charts for internal stability of MSE walls. A method to adapt these charts to address model bias and model uncertainty is also presented. A MSE wall was designed using the RBD method and two other deterministic design methods. The required tensile strength of the reinforcement obtained from the RBD method fell between the strengths determined from the deterministic methods.     

Bearing Strength of Slabs on Grade Supporting a Cold-Formed Steel Wall in Low-Rise Building

The main objective of this research project was to develop a better understanding of the bearing strength of slabs on grade supporting load-bearing walls made of cold-formed steel studs and tracks used in residential and commercial multistory constructions. A total of 60 specimens were manufactured with four different configurations of stud-track assembly: single stud, single-stud wall, back-to-back, and back-to-back wall. The test results showed that the bearing strength was affected by the configurations of the stud-track assembly, and that the bearing strength gradually increased as the stud-track assembly was located at the inner side from the edge of the slab due to the confinement effect of the surrounding concrete. An analytical study using a finite-element model was performed to develop the analytical equations used to predict the bearing area of the stud-track assembly. Design guidelines were proposed based on the test results and the analytical study, which included the equations to compute the design bearing capacity of slabs on grade at varying distances from the edge of the slab to the stud-track assembly.     

连铸板坯内裂纹对策初探

从生产实际需要出发，与实践相结合，分析连铸板坯中心裂纹和三角区裂纹产生的原因与预防措施，从而减少连铸板坯内裂的发生。     

板坯内部裂纹产生原因及控制

简述了新临钢2号板坯直弧形连铸机板坯内部裂纹的产生原因和控制措施。通过采取各项综合技术措施,板坯内部裂纹得到有效的控制。     

Q345B中厚钢板表面裂纹原因分析

通过板坯表面酸洗、钢板表面抛丸、氮氧分析、扫描电镜能谱仪和金相显微镜等手段,对唐钢所生产Q345B中厚钢板的表面裂纹处进行观察、检测,研究了热装板坯在轧制过程中产生表面裂纹的原因和机理.同时还进行了板坯热装、温装、冷装对比试验.结果表明,含铝低合金钢板由于板坯热装温度处于第三低温脆性区域,冷却过程中奥氏体向铁素体的转变不完全,AIN在奥氏体晶界析出,削弱晶界能,体积膨胀加剧了晶界强度的减弱,在轧制时扩展形成表面裂纹.     

Slab-on-Grade versus Framed Slab

This paper presents comprehensive and practical engineering review (not mathematics or computer science paper) of the observed behavior of the two types of slabs that have been used for the bottom floor slabs, at grade and underground, of buildings in the United States and overseas. The typical design of the slab-on-grade (SOG) built in the United States is described. The design requires only nominal reinforcing steel, but modern day design also requires ground preparation and improvement as necessary, including underslab perforated drainage pipe network embedded in the granular subbase, riser pipes, and a series of pumps. Sealing at all slab isolation joints and waterproofing membrane or water barrier system are provided for water tightness. The framed slab is supported directly on the building framing and on the building foundation. The design can accommodate the soil and underground water pressure and in itself is watertight as the slab is cast monolithically with the structural walls and footings. The behavior of the SOG depends so much on the behavior (soil properties) of the soil strata on which the slab is resting on. It is sensitive to the variation of the soil conditions at and around building foundations, leading to uneven bumpy and cracked slab and leaking basement. These were demonstrated in the report of short- and long-term performances of various projects in Thailand and United States in the past 25 years. The paper refers to various analysis and design techniques that may be used to improve the design of both the SOG and the framed slab for serviceability and economy. It is concluded that both types of slabs may be selected to suit the functions and serviceability requirements of the buildings. The SOG requires less concrete and reinforcement than those for the framed slab counterpart, but when all other factors are considered including additional underslab drainage and pump system, operating, and long-term performance and maintenance, the overall costs of both slabs may not be far apart, yet the performance and integrity of the framed slab will certainly be superior.     

Rusting of Metallic Surface Hardeners: Case History

Sprinkled surface hardeners are incorporated into freshly placed concrete slabs while high-strength overlays are placed on a previously poured new concrete slab or an existing deteriorated slab, providing improved abrasion and impact resistance. Metal filings are combined with cement corrosion inhibitors and water-reducing admixtures. Depending on the intended application, the metallic particles may either be treated with chemicals or directly sieved and graded. Rusting of metallic surface hardeners can occur when the installation of these products or the conditions during installation are not closely controlled. Visual tests, including microscopy and chemical analysis, were employed to investigate some of the potential factors that contribute to the rusting problem. Observations and possible causes contributing to the rusting and debonding problems are identified: (1) a decrease in the alkalinity of the cement paste due to carbonation; (2) exposure of unprotected metallic particles to air during the brushing procedure; and (3) timing of the finishing operations.     

板坯连铸倒角结晶器的开发与应用

 为减少连铸板坯角部横裂纹,在分析连铸坯角部横裂纹形成机制的基础上,提出了通过倒角结晶器减少角部横裂纹,以改变连铸板坯角部的二维传热,提高矫直时连铸坯的角部温度。数值模拟计算的结果表明,相对于直角连铸坯,倒角连铸坯在矫直区连铸坯角部温度明显提高,消除了角部Z向应力和应变集中。工业生产数据表明,采用倒角结晶器后,矫直区连铸坯角部温度从810~855℃提高到901~932℃,有效避开了钢的高温脆性区,连铸坯角部横裂纹发生率从10.6%稳定控制到1.6%以下,显著减少了连铸坯角部横裂纹。目前倒角结晶器稳定应用于首秦,所生产钢种涵盖了普碳钢、低合金钢、低碳钢和中碳含铌钢等。     

Radon penetration of concrete slab cracks, joints, pipe penetrations, and sealants

Radon movement through 12 test slabs with different cracks, pipe penetrations, cold joints, masonry blocks, sealants, and tensile stresses characterized the importance of these anomalous structural domains. Diffusive and advective radon transport were measured with steady-state air pressure differences controlled throughout the deltaP = 0 to 60 Pa range. Diffusion coefficients (deltaP = 0) initially averaged 6.5 x 10(-8) m2 s(-1) among nine slabs with only 8% standard deviation, but increased due to drying by 0.16% per day over a 2-y period to an average of 2.0 x 10(-7) m2 s(-1). An asphalt coating reduced diffusion sixfold but an acrylic surface sealant had no effect. Diffusion was 42 times higher in solid masonry blocks than in concrete and was not affected by small cracks. Advective transport (deltaP < or = 60 Pa) was negligible for the slabs (10(-16) m2 permeability), pipe penetrations, and caulked gaps, but was significant for cracks, disturbed pipe penetrations, cold joints, masonry blocks, and concrete under tensile stress. Crack areas calculated to be as small as 10(-7) m2 significantly increased radon advection. Algebraic expressions predict air velocity and effective crack width from enhanced radon transport and air pressures. Masonry blocks, open cracks, and slab cold joints enhance radon penetration but stressed slabs, undisturbed pipe penetrations, and sealed cracks may not.     

Moving-Wheel Fatigue for Bridge Decks Strengthened with CFRP Strips Subject to Negative Bending

This paper presents the negative bending of reinforced concrete slabs strengthened with near-surface mounted (NSM) carbon fiber-reinforced polymer (CFRP) strips. Six slab specimens, three of which are strengthened with CFRP strips, are tested in static and fatigue loads. A wheel-running fatigue test machine is used to simulate vehicular loads on a bridge deck. The effectiveness of CFRP strengthening for bridge decks in cantilever and pseudonegative bending is examined based on moment-carrying capacity and cyclic behavior under the wheel-running fatigue loads, including crack patterns and damage accumulation. The moment-carrying capacity (static) of the cantilever slab strengthened with the NSM CFRP strips is improved by 68.4% when compared to that of an unstrengthened slab. The damage accumulation rate of the strengthened cantilever slab owing to the fatigue load is significantly lower than that of the unstrengthened slab. The damage accumulation of the strengthened slab gradually increases and is irreversible when the fatigue cycles increase. The fatigue-induced flexural cracks of the slabs develop along the wheel-running direction. A simple predictive model is presented to estimate the fatigue life of the test slabs.     

压力容器用钢初轧生产工艺研究与控制

在压力容器用钢生产过程中,初轧工艺是一个关键控制过程。对成品缺陷分析后发现,初轧是裂纹出现的源头工序,初轧板坯表面存在两类典型裂纹缺陷,两者形成的机理不同。通过机理研究和对现场跟踪分析,找出了初轧板坯表面裂纹缺陷产生的主要影响因素,并针对性地制定了降低钢锭装炉温度、优化加热模型、采用轻压下规程轧制、修改火焰清理模式等工艺改进措施,这些措施实施后钢坯表面质量显著改善,成品合格率提高10%左右。     

舞钢连铸坯表面纵裂产生原因初探

主要分析了舞钢连铸板坯表面纵裂纹产生的原因,同时从稳定拉速、控制结晶器冷却、二冷水弱冷、浸入式水口优化、保护渣的使用和首炉纵裂控制等方面着手,制定相应的预防措施,最终减少了连铸坯表面纵裂纹的发生几率.     

Punching Shear Behavior of Fiber Reinforced Polymers Reinforced Concrete Flat Slabs: Experimental Study

This paper presents the results of a two-phase experimental program investigating the punching shear behavior of fiber reinforced polymer reinforced concrete (FRP RC) flat slabs with and without carbon fiber reinforced polymer (CFRP) shear reinforcement. In the first phase, problems of bond slip and crack localization were identified. Decreasing the flexural bar spacing in the second phase successfully eliminated those problems and resulted in punching shear failure of the slabs. However, CFRP shear reinforcement was found to be inefficient in enhancing significantly the slab capacity due to its brittleness. A model, which accurately predicts the punching shear capacity of FRP RC slabs without shear reinforcement, is proposed and verified. For slabs with FRP shear reinforcement, it is proposed that the concrete shear resistance is reduced, but a strain limit of 0.0045 is recommended as maximum strain for the reinforcement. Comparisons of the slab capacities with ACI 318-95, ACI 440-98, and BS 8110 punching shear code equations, modified to incorporate FRP reinforcement, show either overestimated or conservative results.