Structural Use of Glass

This paper introduces the materials, design methods, and details used to create glass structures from small unframed glazing screens to the largest glass walls and roofs. It includes information on the use of glass in floors, staircases, and bridges. The purpose of this paper is to give a state-of-the-art overview of current technology and to look at ideas being developed in the laboratory. Glass is an unforgiving material and the paper explains the measures taken to reduce risk of failure.     

Large Membrane Roof Analysis: Nonlinear Modeling of Structures, Connectors, and Experimental Evidences

This work discusses the numerical and physical models developed for the design of a membrane roof for the Baptist Church of Fortaleza as well as the fabrication and construction of the actual membrane, comparing results of the models with those of the real structure. The roof area amounts to about 2,900?m2, a national record for flexible border membranes and, to the writers’ knowledge, the first case of a fully computer-assisted design process within Brazil. The paper initially outlines procedures to form finding, stress analysis, and patterning, and then focuses on the physical models developed to validate them. Finally, construction of the actual membrane is described, and comparison is made with the previous numerical and physical models. Determination of the mechanical properties of the fabrics used to construct the membrane is also briefly discussed. Additionally, analyses of the geometric configuration and definition of the structural response of typical connectors of such a tension structure, collecting and distributing stresses coming from sails and anchoring cables and elements acting to transfer loads to the foundations, are developed. Unilateral contact is considered to develop among the aforementioned connector and the cable/rings welded to the slabs and the redance, imposing localized directional variations to the cable; furthermore, geometric (large strains) and material nonlinearities are accounted for.     

Lessons Learned from Failures of the Building Envelope in Windstorms

Lessons learned from failures of the building envelope in windstorms are encapsulated in three principal findings. The building envelope is crucial to the performance of buildings in windstorms. Windborne debris is decisive in shaping the performance of the building envelope. Design attention should be given to postimpact behavior of building-envelope systems. Reviews of damage documentation, insurance records, and computer simulations of building failures establish the importance of the building envelope to satisfactory building performance. These reviews also establish the decisive role of windborne debris in causing damage. The imperative for considering the postimpact behavior of building envelope systems is discussed, and innovative glazing products that meet new design criteria are presented. It is concluded that the building envelope should be given status equal to the principal structural frame in terms of design attention.     

Response of Bonded Membrane Retrofit Concrete Masonry Walls to Dynamic Pressure

This paper describes the development of analytical models used to predict the response of bonded membrane retrofit concrete masonry walls subjected to out-of-plane impulse pressure loads. Full scale tests have shown significant improvement in the resistance of unreinforced concrete masonry walls retrofitted by membrane materials. The majority of the membrane retrofit concrete masonry walls survived compared to their unretrofitted counterparts that collapsed. Polymer membrane retrofit materials may be sprayed on, trowled on, or attached with adhesives to the tension face of the wall. Other membrane materials such as thin steel or aluminum sheets may be attached to the tension face of the wall using expansion screws or other structurally sound methods. Resistance functions previously presented by the writers for membrane retrofit concrete masonry walls are used in the development of the response. Single-degree-of-freedom equations are developed to predict the response of these walls to impulse pressure and the results of the analysis are compared with available full-scale tests.     

Edge Effects in Pressurized Membranes

Developing membrane structures for space-based applications is an effort to reduce launch mass and stowed volume. Accurate modeling of the shape after deployment is very important to the high-precision inflatable structures for space applications. This paper presents a numerical study of the inflation of an initially plane membrane with circular boundary. The simulations were conducted using the nonlinear FEM code ABAQUS. Two types of boundary conditions are imposed. The conditions are either prescribed boundary movements during the inflation or prescribed spring constants for the springs that are attached to the rim of the membrane. Zero tensile stress is considered as the condition on the verge of forming wrinkles. When a compression zone appears, wrinkles are formed. Numerical results show that there is a limited amount of inward movement at the edge before the formation of wrinkles. The numerical results are also compared with an analytical solution.     

Surface Properties of Biofouled Membranes from a Submerged Anaerobic Membrane Bioreactor after Cleaning

The surface structural properties of biofouled membranes from a laboratory-scale submerged anaerobic membrane bioreactor (SAnMBR) treating kraft pulping evaporator condensate after cleaning were studied. A flat sheet polyvinylidene fluoride (PVDF) membrane was used for the study. Three different cleaning methods, physical cleaning (PC), maintenance chemical cleaning (MCC), and recovery cleaning (RC) were applied to the fouled membrane surface, and the treated membranes were subject to flux recovery and surface structural analysis by using spectroscopic methods, zeta potential measurement, attenuated total reflectance-Fourier transform infra red spectroscopy (ATR-FTIR), and advanced correlative microscopic methods, including confocal laser scanning microscopy (CLSM), atomic force microscopy (AFM), and scanning electron microscopy (SEM). Neither PC, MCC, nor RC methods restored the membrane permeability to initial conditions. Adhesion of a thin extracellular polymeric substance (EPS) layer, consisting of proteins and polysaccharides with a thicknesses of 4.0?μm, 5.3?μm, and 7.1?μm and roughness of 190?nm, 236?nm, and 273?nm was observed on RC, MCC, and PC treated membrane surfaces, respectively. Partial flux recovery was achieved with the MCC and RC methods. This was correlated to the reduction of the protein associated with the foulant. Polysaccharides were found to be the most stable and predominant EPS constituent in relation to protein on the biofouled layer of RC and MCC membrane surfaces.     

Two-Dimensional Micromachined Flow Sensor Array for Fluid Mechanics Studies

We discuss two types of micromachined flow sensors realized by using novel microfabrication processes—a hot-wire anemometer (based on thermal transfer) and a biologically inspired flow sensor (based on momentum transfer). Both sensors are enabled by a new, efficient three-dimensional assembly technique called the plastic deformation magnetic assembly method. The sensors can be packaged in high-density, two-dimensional arrays efficiently, with each sensor node capable of performing two-component or three-component flow sensing. We first discuss the development of new hot-wire anemometers (HWA). The HWA uses a thermal element (hot wire) that is made of Pt/Ni/Pt film with a measured temperature coefficient of resistance of 2,700 ppm/°C. The thermal element is elevated out of plane by using support beams made of polyimide, a polymer material. Both steady-state and transient characteristics of the sensor have been experimentally obtained. The second type of flow sensor is based on momentum transfer principles and inspired by fish lateral line sensors. Each sensor consists of a vertical cilium attached to a horizontal cantilever. Fluid flow imparts moment on the vertical cilium, and causes the horizontal cantilever to bend. The fabrication process and preliminary measurement data are presented.     

Workmanship Factors Influencing Quality of Installed Parking Garage Waterproofing Membranes

Elastomeric waterproofing membrane performance is dependent not only on material properties, but also on the quality of the installation. Currently marketed products are cold, liquid applied, self-adhering elastomers that vary in chemical composition and method of application. Material properties are governed by the response of each material to many site factors encountered in the installation. Application problems can result from a variation of ambient weather conditions, the quality of workmanship, and the surface preparation of the substrate. The influence of workmanship factors and surface preparation on the performance of five elastomeric membranes was investigated. The results show that poor on-site practice and a lack of quality control during installation often produce a final product of low durability.     

Pilot-Scale Evaluation of Chemical Cleaning Protocols for Organic and Biologically Fouled Microfiltration Membranes

The Edward C Little Water Recycling Facility (ECLWRF) is the largest high-purity water recycling facility in the United States. Here, microfiltration (MF) membranes play a critical role in treating the secondary effluent and serving as pretreatment to the downstream reverse osmosis systems. New chemical clean-in-place (CIP) formulations were evaluated through pilot-scale tests for their ability to improve the performance restoration for the Phase III continuous MF (CMF) membranes at the ECLWRF. Membrane autopsies found that the primary fouling mechanisms for the CMF membranes were biological and organic in origin. It was also determined that the current CIP protocol provided an incomplete removal of the biological and organic foulants. The cleaning test results found that the current CIP regime for the Phase III system performed better than the four commercially available cleaning solutions evaluated here. However, improved results were obtained when hydrogen peroxide was added to the current CIP regime consisting of caustic soda and the commercially available Memclean C cleaning solution. The effects of the addition of hydrogen peroxide to the standard cleaning procedure shows some promise; however, further research is needed to understand the cleaning mechanisms and long-term effects of using hydrogen peroxide as a cleaning additive.     

Contrasting Clogging in Granular Media Filters, Soils, and Dead-End Membranes

Clogging in porous media is a problem in environmental engineering, hydrogeology, soil science, and petrology. However, a comparison of the literature reveals qualitatively different clogging behavior in different porous media: in granular media filters, increasing clogging is associated with slower flow, more flocculated conditions, and smaller fractal dimensions. In soils and dead-end membranes, increasing clogging is associated with faster flow, more dispersed conditions, and larger fractal dimensions. This paper documents these differences, discusses them in light of two key intermediate variables, colloid accumulation and deposit morphology, then presents a new conceptual model that explains the reported clogging phenomena as a function of specific deposit, fractal dimension, and a new variable, deposit location. Testing this model is possible using recently introduced experimental techniques.     

Shrinkage in Concrete Masonry Walls: Case Study

In spite of our understanding and knowledge of the properties of concrete masonry as a material, shrinkage continues to be a problem affecting the performance of concrete masonry walls. A case study is presented which suggests that the behavior of concrete masonry walls subjected to the shrinkage of units is not completely understood. The paper discusses causes in material standards, design specifications, manufacture and construction practice which may contribute to shrinkage cracking of concrete masonry walls.     

Full-Scale Impact Test of Four Traffic Barriers on Top of an Instrumented MSE Wall

This paper presents the results of four full-scale impact tests against barriers placed on top of an instrumented mechanically stabilized earth (MSE) wall. The impact was created by a head-on collision of a 2,268-kg bogie going at about 32.2 km/h. The barriers were New Jersey and vertical wall barriers with a 1.37-m-wide moment slab in 9.14-m-long sections. The wall was 1.52 m high with one panel and two layers of reinforcement. The reinforcement was 2.44-m-long strips, 4.88-m-long strips, and 2.44-m-long bar mats. The backfill was crushed rock. The instrumentation consisted of accelerometers, strain gauges, contact switch, displacement targets, string lines, and high-speed cameras. The test was designed to represent a commonly used installation in current practice including an impact load on the barrier at least equal to 240 kN. Most of the barriers sustained significant damage but overall the behavior of the wall was satisfactory since the displacements of the panels were minimal (less than 25 mm) and the panel damage was acceptable except possibly in the case of the 4.88-m-long strips. The loads measured in the reinforcement indicate that the reinforcement was brought to its ultimate capacity for the duration of the impact but since the impact duration was so short and since the displacements of the panels were within tolerable limits of 25 mm, this is considered acceptable. The use of the longer strips (4.88-m-long strips) leads to slightly smaller panel displacements and higher panel stresses as evidenced by a bending crack in the panel. The 2.44-m-long strips permitted more displacement of the wall panels, but the magnitude of the displacement was considered to be tolerable. The measured maximum dynamic loads in the strips were found to be 3–5 times higher than the calculated maximum static loads by AASHTO guidelines.     

Deterioration and Replacement of Roof System for Bulk Storage Building

The design and construction of an unusual glued laminated timber roof structure are described. The roof is in the form of a frustum of a high circular cone that spans 226 ft (68.9 m) at the base and has a height of 105 ft (32 m). The structure serves as a storage building for calcined coke, and replaces an original lightgage steel dome, which had become unserviceable due to corrosion. The replacement structure was designed for unusually high wind loads and severe operating conditions. The paper describes the deterioration of the original structure and discusses the design considerations and construction of the replacement structure.     

Modeling Triaxial Test on Intact Rock Using Discrete Element Method with Membrane Boundary

A new membrane boundary that applies realistic fluid confining pressure has been developed for modeling triaxial tests on intact rock by using the discrete element method. To realistically simulate the confining pressure, the new approach applies updated boundary force rather than a “wall” boundary. The applied forces only act on the boundary particles, which are identified and updated periodically. Comparisons between rigid-wall boundary and membrane boundary show that rigid-wall boundary can significantly alter the material response especially the material strength. The effect of confining pressures on the simulated results of triaxial tests is also investigated.     

Mechanics of Lateral Spreading Observed in a Full-Scale Shake Test

This paper examines in detail the mechanics of lateral spreading observed in a full-scale test of a sloping saturated fine sand deposit, representative of liquefiable, young alluvial and hydraulic fill sands in the field. The test was conducted using a 6-m tall inclined laminar box shaken at the base. At the end of shaking, nearly the whole deposit was liquefied, and the ground surface displacement had reached 32 cm. The presented analysis of lateral spreading mechanics utilizes a unique set of lateral displacement results, DH, from three independent techniques. One of these techniques—motion tracking analysis of the experiment video recording—is especially useful as it produced DH time histories for all laminar box rings and a complete picture of the lateral spreading initiation with an unprecedented degree of resolution in time and space. A systematic study of the data identifies the progressive stages of initiation and accumulation of lateral spreading, lateral spread contribution of various depth ranges and sliding zones, their relation to the simultaneous pore pressure buildup, and the soil shear strength response during sliding.     

Numerical Study of Reinforced Soil Segmental Walls Using Three Different Constitutive Soil Models

A numerical finite-difference method (FLAC) model was used to investigate the influence of constitutive soil model on predicted response of two full-scale reinforced soil walls during construction and surcharge loading. One wall was reinforced with a relatively extensible polymeric geogrid and the other with a relatively stiff welded wire mesh. The backfill sand was modeled using three different constitutive soil models varying as follows with respect to increasing complexity: linear elastic-plastic Mohr-Coulomb, modified Duncan-Chang hyperbolic model, and Lade’s single hardening model. Calculated results were compared against toe footing loads, foundation pressures, facing displacements, connection loads, and reinforcement strains. In general, predictions were within measurement accuracy for the end-of-construction and surcharge load levels corresponding to working stress conditions. However, the modified Duncan-Chang model which explicitly considers plane strain boundary conditions is a good compromise between prediction accuracy and availability of parameters from conventional triaxial compression testing. The results of this investigation give confidence that numerical FLAC models using this simple soil constitutive model are adequate to predict the performance of reinforced soil walls under typical operational conditions provided that the soil reinforcement, interfaces, boundaries, construction sequence, and soil compaction are modeled correctly. Further improvement of predictions using more sophisticated soil models is not guaranteed.     

排风侧分区多级机站通风系统的应用实践

结合新城金矿的具体情况,研究应用了以回风侧为主的多级机战通风系统模式;在该矿的通风系统改造中,建立起了完善的回风侧多级机站通风系统,彻底改善了井下通风状况,使矿山的生产能力得到大幅提高,取得了令人满意的效果。     

Cost-Effectiveness of Green Roofs

Life-cycle assessment was used to evaluate the widespread installation of green roofs in a typical urban mixed-use neighborhood. Market prices of materials, construction, energy conservation, storm-water management, and greenhouse gas (GHG) emission reductions were used to evaluate private and social costs and benefits. Results suggest green roofs are currently not cost effective on a private cost basis, but multifamily and commercial building green roofs are competitive when social benefits are included. Multifamily and commercial green roofs are also competitive alternatives for reducing greenhouse gases and storm-water runoff. However, green roofs are not the most competitive energy conservation techniques. GHG impacts are dominated by the material production and use phases. Energy impacts are dominated by the use phase, with urban heat island (UHI) impacts being an order of magnitude higher than direct building impacts. The quantification of private and social costs and benefits should help guide green roof policy. Results should encourage green roof enthusiasts to set appropriate life-cycle assessment boundaries, including construction material impacts and UHI effects.     

Wind Pressures on Parapets of Flat Roofs

A wind-tunnel study has been carried out to assess wind pressures acting on parapets, including their top surfaces. Local and area-averaged pressure coefficients were measured on parapets of flat-roof models with a length to height ratio (L/H) of 1:1, 2:1, and 3:1. The results were obtained for full-scale equivalent parapet heights of 1 and 2 m and for wind directions ranging from zero to 315°. The local wind load on the parapet was found to be approximately 30% larger at the windward corner of the building than at the midspan location. Maximum parapet loads for the low building model were approximately 30% larger than those for the cubical model. Parapet height did not significantly affect the peak local load on the parapet except in the corner region, where the inward load (toward the roof) for the 1 m parapet was 25% higher than that for the 2 m parapet.