Compression strength properties of the hardened cement mortar mixed with municipal incineration fine bottom ashes

In order to recycle the incineration fine bottom ash generated from municipal solid waste as a fine aggregate construction material(<4.75 mm), a series of uniaxial compression tests were carried out according to the mixing ratio of bottom ash, the curing temperature, the water–cement ratio, the mixing ratio of expanded poly styrene (EPS), and the curing time. As the results of tests, the compression strengths cured 28 days of all specimens prepared with different mixing ratios are ranged between 87 and 220 kg/cm². The water content of the hardened cement mortar is not much different with the curing time. Also, the water content is increased with increasing the mixing ratio of bottom ash, the water–cement ratio, and the mixing ratio of EPS. The unit weight of the hardened cement mortar is decreased with increasing the mixing ratio of bottom ash and the mixing ratio of EPS. The compression strength of the hardened cement mortar is decreased with increasing the mixing ratio of bottom ash. The compression strength of the hardened cement mortar cured at 30 ± 2°C and 40 ± 2°C is bigger than that of the cement mortar cured at normal temperature (20 ± 2°C). However, the compression strength of the hardened cement mortar cured at 30 ± 2°C is bigger than that of the cement mortar cured at 40 ± 2°C. The compression strength is increased at the range from 0.55 to 0.6 of water–cement ratio, and then the compression strength is decreased over 0.65 of water–cement ratio. Meanwhile, the compression strength of the hardened cement mortar is decreased with increasing the mixing ratio of EPS.     

垃圾填埋场斑脱土衬里可行性评价

首先对斑脱土衬里(粘土-斑脱土、砂-斑脱土) 进行变水头实验, 得粘土-斑脱土的渗透系数为6.0×10-9~3.0×10-8cm/s, 砂-斑脱土的渗透系数为1.0×10-9~3.0×10-9cm/s.从防渗角度分析, 2种斑脱土混合物均适合作垃圾填埋场的底层衬里.然后对斑脱土衬里进行持水与水迁移实验, 评价斑脱土衬里水的迁移特性.以水迁移实验为基础, 模拟斑脱土衬里与地基5种不同含水量的条件, 对斑脱土衬里进行直接剪切实验, 测定斑脱土衬里的剪切强度及斑脱土衬里与地基接触面的剪切强度.再对斑脱土衬里进行三轴固结不排水实验, 测定其总剪切强度与有效剪切强度.实验结果表明: 地下水具有很大的潜力从地基流向斑脱土衬里, 从而大大提高斑脱土衬里的含水量; 随着含水量的增加, 粘土-斑脱土、砂-斑脱土衬里的抗剪强度逐渐减小.根据实验所获得的抗剪强度参数, 选择日本山谷型垃圾填埋场典型剖面, 对山谷型垃圾填埋场进行稳定性评价.结果表明: 对于角度小于20°的缓倾角山谷型垃圾填埋场, 使用粘土-斑脱土、砂-斑脱土作为底层衬里是稳定的.因此, 2种斑脱土混合物适合作山谷型垃圾填埋场的底层衬里.      

Strength of frozen silt as a function of ice content and dry unit weight

A total of 45 unconfined compression tests were conducted on frozen specimens of remolded, saturated Fairbanks silt at dry unit weights ranging from 993 to 1490 kg/m³ with total water contents ranging from 0.28 to 0.58. The rate of strain was 0.005 s⁻¹ . Using the criterion that the ice matrix in the soil fractures at the first point of significant yield shown in the stress-strain curve, which occurs at less than 0.01 strain in this study, the “ice matrix strength” is shown to be nearly proportional to the volumetric ice content of the soil for these tests. The strength at 0.2 strain appears to be nearly independent of the dry unit weight and water content of the soil.     

生活垃圾焚烧炉渣在饱和状态下的强度特性

城市生活垃圾焚烧炉渣具有活性,饱和炉渣的剪切强度随时间增加而增加。本文采用常规三轴试验测试饱和炉渣的剪切强度,围压σ₃分别为50kPa、100kPa、200kPa和400kPa,试样的干密度ρ_d分别为1.4g·cm-3、1.5g·cm-3和1.6g·cm-3,龄期t分别为3d、7d、14d和28d。三轴试验结果表明:饱和炉渣的破坏模式受龄期和围压的影响明显。围压小于200kPa,龄期小于14d的试样表现为脆性破坏。在τ-σ坐标上,应力莫尔圆的包络线不是直线;炉渣在σ₁-σ₃坐标上表现为两段直线,分界点为σ₃=200kPa,由σ₁-σ₃相关关系确定炉渣的内摩擦角和黏聚力更合理可信。     

Seismic activity along the central america volcanic arc: is it related to subduction of the Cocos plate?

We determine seismic strain rate of tectonic earthquakes along the Central America Volcanic Arc. We then compare this result to those obtained from earthquakes related to the convergence of the Cocos and Caribbean plates and to earthquakes in the back-arc region of northern Central America.

The seismic strain-rate tensor for shallow-focus earthquakes along the Central America volcanic arc since 1700, has a compressive eigenvector with a magnitude of 0.7 × 10⁻⁸ year⁻¹, and oriented in a 357° azimuth. The extensive eigenvector is oriented in a 86° azimuth, with a magnitude of 0.82 × 10⁻⁸ year⁻¹. When only Centroid Moment-tensor solutions (CMT) are considered, the respective eigenvectors are 1.2 × 10⁻⁸ year⁻¹ and 1.0 × 10⁻⁸ year⁻¹.

The compressive eigenvector from the seismic strain-rate tensor for earthquakes along the Cocos-Caribbean convergent margin is 2.0 × 10⁻⁸ year⁻¹, plunging at 25°, and oriented in a 29° azimuth. Its magnitude and direction are similar to those of the compressive eigenvector for earthquakes along the volcanic arc. The extensive eigenvector along the convergent margin, on the other hand, has a large vertical component. The compressive and extensive eigevenvectors are 4.9 × 10⁻⁸ year⁻¹ and 4.6 × 10⁻⁸ year⁻¹, using only CMTs as the database.

Earthquakes along the grabens of northern Central America yield a seismic strain-rate tensor whose extensive eigenvector has a magnitude of 2.4 × 10⁻⁸ year⁻¹, oriented in a 109° azimuth. Magnitude and direction are similar to those of the extensive eigenvector for earthquakes along the volcanic arc. The compressive eigenvector along the grabens is practically vertical.

Similarities in magnitudes and directions for compressive and extensive eigenvectors suggest to us that the strain field along the Central America volcanic arc is the result of compression along the convergent Cocos-Caribbean margin, and extension in the back-arc region, along the grabens of northern Central America. This field is resolved as strike-slip faulting along the arc.     

Interactions of uranium with bacteria and kaolinite clay

We assessed the accumulation of uranium (VI) by a bacterium, Bacillus subtilis, suspended in a slurry of kaolinite clay, to elucidate the role of microbes on the mobility of U(VI). Various mixtures of bacteria and the koalinite were exposed to solutions of 8 × 10^− 6 M- and 4 × 10^− 4 M-U(VI) in 0.01 M NaCl at pH 4.7. After 48 h, the mixtures were separated from the solutions by centrifugation, and treated with a 1 M CH₃COOK for 24 h to determine the associations of U within the mixture. The mixture exposed to 4 × 10^− 4 M U was analyzed by transmission electron microscope (TEM) equipped with EDS. The accumulation of U by the mixture increased with an increase in the amount of B. subtilis cells present at both U concentrations. Treatment of kaolinite with CH₃COOK, removed approximately 80% of the associated uranium. However, in the presence of B. subtilis the amount of U removed was much less. TEM–EDS analysis confirmed that most of the U removed from solution was associated with B. subtilis. XANES analysis of the oxidation state of uranium associated with B. subtilis, kaolinite, and with the mixture containing both revealed that it was present as U(VI). These results suggest that the bacteria have a higher affinity for U than the kaolinite clay mineral under the experimental conditions tested, and that they can immobilize significant amount of uranium.     

Displacement history and slip rate on the Reelfoot fault of the New Madrid seismic zone

A displacement history and slip rates were determined for the Reelfoot fault in the New Madrid seismic zone from a seismic reflection profile and trench data. Based on calculations from the seismic reflection line the average slip rate over the last 80 million years is 0.0009 mm year⁻¹. Slip rate during the Late Cretaceous was 0.0007 mm year⁻¹, 0.002 mm year⁻¹ during the Paleocene Midway Group, 0.001 mm year⁻¹ during Paleocene–Eocene Wilcox Formation time, 0.0003 mm year⁻¹ during the post-Wilcox/pre-Holocene period, and a Holocene slip rate of 1.8 mm year⁻¹. Based on trench data, slip rate on the Reelfoot fault has been 4.4 mm year⁻¹ over the last 2400 years and a maximum of 6.2 mm year⁻¹ during the two most recent earthquake cycles between AD 900 and AD 1812. The Holocene slip rate is at least four orders of magnitude higher than the average Late Cretaceous and Cenozoic slip rates for the Reelfoot fault. It would appear that there has been a Quaternary change in the stress field in the central United States or the Reelfoot fault is experiencing a short-lived burst of seismic activity.     

Morphological and strength analysis of PCC bottom ash amended with bentonite

Within the last few years several studies have been completed to evaluate strength, stiffness, and durability properties of pulverized coal combustion (PCC) bottom ash mixed with various admixtures. Studies have shown that strength and stiffness of PCC bottom ash mixed with sodium bentonite changes with the increase in the curing period. Researchers have concluded that this change is due to the chemical composition of the bottom ash and bentonite. In order to understand the reasons for the change in characteristics of bottom ash-bentonite mixtures with time, the strength and structural characteristics of bottom ash-bentonite mixtures cured for various periods was evaluated. Results of the strength testing showed increase in strength and stiffness of the mixtures with curing period. The results of structural analysis using environmental scanning electron microscopy show development of fibrous elements which may cause increase in the unconfined compressive strength and stiffness of the mixtures with the curing period. Selected results from this study are presented herein.     

Assessment of crushed shales for use as compacted landfill liners

The possibility of using crushed shales as landfill liners is investigated in this study. Two types of shales were studied by performing the following laboratory tests: hydraulic conductivity, compaction, swelling, consolidation, X-ray diffraction (XRD), scanning electron microscope (SEM) and chemical analysis. For both compacted shales, the hydraulic conductivity was in order of 10^− 7 cm/s or less which satisfies the specifications for landfill liners. The results of XRD and SEM support the low values of the hydraulic conductivity. Because of the dominant presence of low-activity kaolinite, there was no significant change in the hydraulic conductivity when the compacted shales are exposed to calcium chloride solution. The compressibility of the compacted clay was low and no serious post-construction settlement is expected. The shear strength of the compacted shales was within the usual expected range for earthen liners and, therefore, should pose no challenges with respect to shear strength. The crushed shales also satisfy the other criteria related to Atterberg limits and grain size.     

The influence of the limestone-quarry Čertovy schody (Czech Republic) on the precipitation chemistry and atmospheric deposition

Atmospheric precipitation samples were collected in the Bohemian Karst (30 km SW from Prague, Czech Republic) at six localities in the vicinity of the limestone-quarry Čertovy schody during years 1996–2003. Samples were analyzed for major components (Na⁺, K⁺, Mg²⁺, Ca²⁺, F⁻, Cl⁻, NO₃⁻, HCO₃⁻, SO₄²⁻) and trace metals (Cu, Mn, Fe, Zn, Pb, Be, As, Sr, Cd, Al, Cr). Deposition fluxes were calculated from more than 10 000 elemental analyses of samples collected monthly. The fluxes of monitored substances show temporal and spatial variability. The most marked attribute is the strong affection by local emission sources confirmed by the investigation of seasonal variability, temporal trend and correlation analysis.     

Engineering characterization of hydraulic properties in a pilot rock cavern for underground LNG storage

Feasibility of storing LNG in a lined rock cavern was evaluated using a pilot cryogenic rock cavern constructed in Daejeon, Korea. The pilot program included hydrogeological and engineering characterization of the rock mass around the cavern, design and construction of a drainage system, and pilot operation of the cryogenic cavern. An appropriate drainage system is most important to protect the containment system of LNG from thermal shocks due to ice lenses and hydrostatic pressure of groundwater. As a part of the pilot program, this study focused on the evaluation of hydraulic and engineering properties of the rock mass around the cavern. For this purpose, engineering logging of the rock cores, single and cross-hole hydraulic tests, and recharge/drainage tests were performed using seven drilled holes with different trends and plunges. Three main joint sets were found from the logging of the rock cores, acoustic borehole televiewer, and window mapping. The orientations of the three major joint sets were 60/209, 40/171, and 29/331, which can provide the main groundwater flow paths. Mean RQD values ranged from 56 to 88, which were classified as fair and good, although varying with depth along single boreholes. Hydraulic conductivity from the single and cross-hole hydraulic tests estimated in the order of 10⁻⁶ or 10⁻⁷ m/s and corresponding transmissivity ranged between 10⁻⁵ and 10⁻⁶ m²/s. Permeable intervals identified from the hydraulic tests were mostly located above the cavern roof. Below the roof, the permeable zone was difficult to observe. According to the hydraulic communication tests performed for some designated intervals, hydraulic connection between boreholes was highly varied with depth or location, which indicated a very different distribution of water conducting joint sets along the boreholes. When water was injected at R1 with constant or varying flow rates, monotonous and stable seepage was observed at observation boreholes. From this, some stable drainage was expected even in relatively heavy rainfalls. When designing the drainage system of the cavern, the drainage holes should be orientated to maximize frequency of encountering the major joint sets and the permeable intervals identified from this study.     

Dissolution/precipitation kinetics of boehmite and gibbsite: Application of a pH-relaxation technique to study near-equilibrium rates

The dissolution and precipitation rates of boehmite, AlOOH, at 100.3 °C and limited precipitation kinetics of gibbsite, Al(OH)₃, at 50.0 °C were measured in neutral to basic solutions at 0.1 molal ionic strength (NaCl + NaOH + NaAl(OH)₄) near-equilibrium using a pH-jump technique with a hydrogen-electrode concentration cell. This approach allowed relatively rapid reactions to be studied from under- and over-saturation by continuous in situ pH monitoring after addition of basic or acidic titrant, respectively, to a pre-equilibrated, well-stirred suspension of the solid powder. The magnitude of each perturbation was kept small to maintain near-equilibrium conditions. For the case of boehmite, multiple pH-jumps at different starting pHs from over- and under-saturated solutions gave the same observed, first order rate constant consistent with the simple or elementary reaction: .

This relaxation technique allowed us to apply a steady-state approximation to the change in aluminum concentration within the overall principle of detailed balancing and gave a resulting mean rate constant, (2.2 ± 0.3) × 10⁻⁵ kg m⁻² s⁻¹, corresponding to a 1σ uncertainty of 15%, in good agreement with those obtained from the traditional approach of considering the rate of reaction as a function of saturation index. Using the more traditional treatment, all dissolution and precipitation data for boehmite at 100.3 °C were found to follow closely the simple rate expression:

R_net,boehmite=10^-5.485{m_OH^-}{1-exp(ΔG_r/RT)}, with R_net in units of mol m⁻² s⁻¹. This is consistent with Transition State Theory for a reversible elementary reaction that is first order in OH⁻ concentration involving a single critical activated complex. The relationship applies over the experimental ΔG_r range of 0.4–5.5 kJ mol⁻¹ for precipitation and −0.1 to −1.9 kJ mol⁻¹ for dissolution, and the pH_m ≡ −log(mH⁺) range of 6–9.6. The gibbsite precipitation data at 50 °C could also be treated adequately with the same model:R_net,gibbsite=10^-5.86{m_OH^-}{1-exp(ΔG_r/RT)}, over a more limited experimental range of ΔG_r (0.7–3.7 kJ mol⁻¹) and pH_m (8.2–9.7).     

Trials for the construction of a cement solidified retaining structure in a domestic landfill site using deep soil mixing

This paper describes the trials undertaken within a domestic landfill site to assess the feasibility of constructing a cement solidified retaining structure using deep soil mixing. The trials consisted of individual columns extending to the full depth of the landfill, each using different concrete mixes and mixing auger configurations to assess the most successful combinations to achieve full depth, followed by the construction of two trial blocks incorporating several different concrete mixes. The trial blocks were constructed to evaluate the most effective concrete and auger combinations required to construct the retaining structure which if built would be approximately 150 m in length, 15 m deep and 10 m wide.

Grout cube strength has been measured during column installation and post construction the columns were exhumed and core samples taken for laboratory analysis of compressive strength, permeability, freeze/thaw and long-term immersion tests.

The trials have met with only moderate success and indicate that a combination of depth and a difficult substrate as is likely to be encountered in older landfills will severely hinder the process of column installation. No amount of previous characterisation can determine the conditions likely to be encountered at a particular location in such a heterogeneous material.

It is suggested that the calculation of likely success rate for column installation and construction of a large retaining structure can be based on the failure rate of cable percussion boreholes during site investigation. If the failure is greater than 15% the technique is unlikely to be viable.     

Response of landfill clay liners to extended periods of freezing

This paper presents the results of a physical model study of the performance of landfill clay cover liners subjected to extended freezing periods. Three proposed designs for a prototype cover liner were evaluated with a primary objective being the determination of frost penetration resulting from the sub-freezing temperatures imposed as an upper boundary condition to the model. The ultimate performance of the three liner designs were compared on the basis of frost penetration, leakage through the liner, and frost heave. The observed depth of frost penetration was compared to that predicted using a simplified analytical solution of the thermodynamic problem, in addition to measured field behavior.

The laboratory experiment utilizes a 1.8 m² tank, of ca 2.1 m depth. The tank is loaded with clay to the specifications required for landfill liners. Three different landfill cover liner designs were modeled in the experimental tank. The performance of the three designs, as measured by a variety of observations, were compared. Frost heave was measured for each design and was found to vary between 3.8 and 4.3 cm. The results indicate the depth of frost penetration was similar for all designs tested (29.2–31.7 cm), although the design which included a soil drainage layer had superior leakage performance.     

Engineering geological aspects of replacing a solid waste disposal site with a sanitary landfill

The current solid waste disposal site in the Mamak district of Ankara is being engulfed by the growing city. All varieties of solid wastes, including medical wastes, are stored at the present site in an irregular manner. Topographical and geological conditions at Mamak waste site are favorable for constructing a sanitary landfill. Located at the edge of a topographical depression, the site is underlain by the natural hydraulic barriers such as clay and metagreywacke. The terrestrial clay has a permeability of 10⁻⁷ to 10⁻⁸ cm/s and low to moderate values of CEC. The proposed sanitary landfill to replace the present solid waste site has a capacity of storing solid waste over 50 years. The details of base liner, final cover, toe embankment, and drainage of leachate and gas are presented in the paper.     

Formation of vivianite in holocene clay sediments

Concretions of vivianite attaining 0.5 g occur in the upper 4 m of the bottom sediments of the Åsrum lake, Vestfold, S. Norway. The vivianite-bearing zone is of lacustrine origin. Vivianite is absent in the underlying lagunal and marine sediments. Electro-chemical and chemical data are given for the interstitial water and the clay.

Solubility product of vivianite is determined. The equilibrium constant is K = 10⁻⁴⁰ for the reaction 3 Fe⁺⁺ + 2 HPO₄⁻ + 2 OH⁻ = vivianite. The concretions grew by diffusion from a slightly supersaturated interstitial water phase. The degree of supersaturation is calculated. The stability relations of vivianite and hydroxyl apatite are discussed.     

水泥–粉煤灰–煤渣–吹填粉细砂混合料强度试验

针对大型堆填场基层结构工程,本着就地取材节约成本的原则,利用吹填砂作为骨料,添加粉煤灰、煤渣和水泥,采用正交试验方法,编制正交设计表,配制不同比例的混合料进行无侧限抗压强度试验。采用方差对不同龄期的混合料抗压强度进行分析,并对混合料加固机理进行研究,给出了混合料最佳质量配比,即水泥20%,粉煤灰15%,煤渣10%,此时混合料的强度最大;其水泥掺量对混合料强度起着关键作用,随着龄期的增长粉煤灰与煤渣对混合料强度影响程度逐渐增强,不过煤渣对混合料初期强度影响不及粉煤灰。      

The Barranco de Arás flood of 7 August 1996 (Biescas, Central Pyrenees, Spain)

Geomorphic effects observed in the Barranco (creek) de Arás basin are used to characterize the flood. Sediment features allow to qualify the flood as essentially a water flow. Using the critical section method, the peak flood discharge is estimated to be between 400 and 600 m³ s⁻¹. Similar results were obtained using a paleohydraulic formula based on the size of the largest mobilized clasts. Using the rational method with available rainfall data, the discharge for a recurrence interval of 500 years is estimated to be between 150 and 200 m³ s⁻¹. These results agree with predictions obtained using curves of peak discharge versus basin area based on regional data. Several trenches dug on the fan showed that the size of boulders mobilized by the event is larger that those left by previous floods at the same place. When the estimated peak flood discharge is related to the basin area, values between 20 and 30 m³ s⁻¹ km⁻² are obtained, demonstrating that the Barranco de Arás flood was most unusual.     

Strain rate effect on the compressive strength of frozen sand

Cylindrical specimens of fine Ottawa sand (A.S.T.M. designation C-109), compacted at the optimum moisture content and saturated before unidirectional freezing, have been tested in uniaxial compression at a cold room temperature of —5.5°C and strain rates between 10⁻⁷ and 10⁻² s⁻¹. The results agree with an extrapolation of data obtained by Sayles and Epanchin [1], but are much higher than those obtained by both Goughnour and Andersland [2] and Perkins and Ruedrich [3] at strain rates below 10⁻⁵ s⁻¹. There is evidence that this may be due to variation in total moisture (ice) content, the conditions under which the specimens were frozen (closed system or an open system) and to the end effects at the platen—specimen interface.     

Dating bedrock gorge incision in the French Western Alps (Ecrins-Pelvoux massif) using cosmogenic 10Be

We report in-situ produced ¹⁰Be data from the Gorge du Diable (French Western Alps) to date and quantify bedrock gorge incision into a glacial hanging valley. We sampled gorge sidewalls and the active channel bed to derive both long-term and present-day incision rates. ¹⁰Be ages of sidewall profiles reveal rapid incision through the late Holocene (ca 5 ka) at rates ranging from 6.5 to 13 mm yr⁻¹. Present-day incision rates are significantly lower and vary from 0.5 to 3 mm yr⁻¹ within the gorge. Our data imply either delayed initiation of gorge incision after final ice retreat from internal Alpine valleys at ca 12 ka, or post-glacial surface reburial of the gorge. Our results suggest that fluvial incision rates >1 cm yr⁻¹ into crystalline bedrock may be encountered in transient landscape features induced by glacial-interglacial transitions.