Metallurgical investigations of Indo-Sasanian Copper-Silver alloy coins of Gurjara-Pratiharas dynasty

Five Indo-Sasanian copper-silver alloy coins were examined to determine the chemical composition and fabrication route. Based on iconography, the investigated coins were dated in the range 8th to 9th century CE. The chemical composition of the coins confirmed that the coins were made of copper-silver alloy. The percentage of silver was found to be in the range from 14 wt.% to 16 wt.%, and other elements iron and lead were present as impurities. There was no significant difference in the chemical composition from the surface to the center. Chlorine was detected in the localized green corrosion, which confirms the presence of active corrosion, and coins must be conserved by giving proper conservation treatment. The formation of unusual active corrosion compounds i.e. paratacamite was identified by the XRD, and this may be formed due to the exposure of coins to river water and soil. Optical microscopy revealed the dendritic and dual-phase structure, and the presence of dendrite showed that the coins were manufactured by the casting. It was confirmed from the optical microscopy that coins were not subjected to heat treatment and deformation. The microstructure consists of dual phases, in which the white phase is silver-rich, and the black phase is rich in copper. The morphology and chemical composition of the corrosion compound formed on the surface of the coins mainly indicated the formation of copper oxide with different morphology

Traditional Use of Organic Additives (Bamboo Foliage, Flax Fibre and Millet Grains) in 16th Century Lime Plaster of Solapur Fort, India

This paper reports the characterization of organic and inorganic additives from the 16th century Western Indian Fort of Solapur. The analytical investigations were performed by means of petrographic thin section, granulometric analysis, XRF, XRD, FTIR, SEM-EDX, and DTA/TGA. The studies indicated the presence of the polymorphs of calcite and inclusion of clay minerals i.e. illite and vermiculite in one sample of the plasters. Calcite rich air-lime showed the presence of essential minerals likes quartz, feldspar, biotite and lime component. Observations under SEM, light microscopy and Polarized microscopy revealed inclusions of Bamboo foliage, Millet grains and Flax fibres as organic additives in the plaster as reinforcement. Although the use of Bamboo culm in construction has adequately been reported, for the first instance bamboo foliage was evidenced in plasterworks of Solapur fort. The high silica content of bamboo foliage probably helped in providing strength to the plaster. The inclusion of millet grains has provided thermal, gelatinization and hydration properties to the plasters. The stronger, crisper and stiffer flax fibres gave thermal and elastic properties to the Solapur plasterworks

Effects of supervised exercise on cancer-related fatigue in breast cancer survivors: a systematic review and meta-analysis

Background: Cancer-related fatigue (CRF) is the most common and distressing symptom in breast cancer survivors. Approximately 40% to 80% of cancer patients undergoing active treatment suffer from CRF. Exercise improves overall quality of life and CRF; however, the specific effects of the training modalities are not well understood.Methods: This study aimed to determine the pooled effects of supervised exercise interventions on CRF in breast cancer survivors. We searched PubMed/MEDLINE, EMBASE, Scopus, CENTRAL and CINAHL databases between December 2013 and January 2014 without language restrictions. Risk of bias and methodological quality were evaluated using the PEDro score. Pooled effects were calculated with a random-effects model according to the DerSimonian and Laird method. Heterogeneity was evaluated with the I2 test.Results: Nine high-quality studies (n = 1156) were finally included. Supervised aerobic exercise was statistically more effective than conventional care in improving CRF among breast cancer survivors (SMD = −0.51, 95%CI −0.81 to −0.21), with high statistical heterogeneity (P = 0.001; I2 = 75%). Similar effects were found for resistance training on CRF (SMD = −0.41, 95%CI −0.76 to −0.05; P = 0.02; I2 = 64%). Meta-regression analysis revealed that exercise volume parameters are closely related with the effect estimates on CRF. Egger’s test suggested moderate evidence of publication bias (P = 0.04).Conclusions: Supervised exercise reduces CRF and must be implemented in breast cancer rehabilitation settings. High-volume exercises are safe and effective in improving CRF and overall quality of life in women with breast cancer. Further research is encouraged.The authors would like to acknowledge Universidad Santo Tomás, Bogotá for the financial support to the GICAEDS Group (Project: Práctica del autoexamen de seno y los conocimientos, factores de riesgo y estilos de vida relacionados al cáncer de mama en mujeres jóvenes de la USTA – Number: 4110060001-008)

Нафтохімічне дослідження Могольських штукатурок Кіла-Е-Арк, Аурангабад, з точки зору технології та ремонту

This paper reports the mineralogical composition of western India's 16-17th century Mughal plasters of Quila-I-Ark, Aurangabad to prepare compatible repair mortar and document ancient Indian lime technology. Analytical studies were undertaken for aggregate grain size distribution, thin section analysis, Fourier Transform Infrared Spectrometer (FTIR), X-ray diffraction (XRD), and chemical composition of the plasters by x-ray fluorescence (XRF analysis). The analysis revealed the inclusion of large size basaltic aggregate grains mostly sourced from the water channel of nearby Harsullake. Some of the plaster works show prominent inclusion of small size grains pointing different periods of construction. Creamy white zeolites were found specifically added in the mortar mix to maintain a certain level of humidity during the dry season. The zeolite is highly porous and breaks easily both in dry and wet conditions. The calcite rich limestone with traces of magnesium was sourced as raw material for the plasters. Based on mineralogical composition and binder/aggregate ratio, three phases of historical constructions were documented. FTIR and thin section analysis showed the mixing of some proteinaceous adhesive juice in the lime for improvement in rheological and waterproof properties. The high quantity of large size aggregate grains ensured better carbonation of lime and the source of aggregates remained the same for all phases of historical constructions. The cementation index (C.I.) and hydraulicity index (H.I.) vary between 0.10 to 0.96 and 0.20 to 3.43, respectively showing the plaster is aerial lime with traces of magnesium. The plaster is feebly hydraulic as the hydraulic component calculated varies between 0.88 to 6.10 percent in different samples. A moderate strength plaster with a lime/silica ratio close to 0.33 was prepared for most phases of construction except a few isolated locations. The analytical data will now help to prepare compatible mortar with identical additives for a major repair.В этой статье сообщается о минералогическом составе штукатурок Великих Моголов в Западной Индии 16‒17 веков из Кила-Э-Арк, Аурангабад для приготовления совместимого ремонтного раствора и документирования древнеиндийской технологии производства извести. Были выполнены аналитические исследования для изучения распределения зерен по размерам, анализа тонкого сечения, инфракрасной спектрометрии с преобразованием Фурье (ИКСПФ), дифракции рентгеновских лучей и химического состава пластов с помощью рентгеновской флуоресценции. Анализ выявил включение крупногабаритных зерен базальтовых частиц, поступающих в основном из водного канала близлежащего озера Харсул. На некоторых штукатурках видны включения мелких зерен, указывающих на разные периоды строительства. Кремово-белые цеолиты были специально добавлены в строительную смесь для поддержания определенного уровня влажности в течение сухого сезона. Цеолит очень пористый и легко ломается как в сухих, так и во влажных условиях. Известняк с высоким содержанием кальцита со следами магния использовался в качестве сырья для штукатурки. Основываясь на минералогическом составе и соотношении связующее/заполнитель, были задокументированы три фазы исторических построек. ИКСПФ и анализ тонких срезов показали смешивание некоторого количества белкового клеящего раствора с известью для улучшения реологических и водонепроницаемых свойств. Большое количество крупных зерен заполнителя обеспечивало лучшую карбонизацию извести, и источник заполнителей оставался неизменным на всех этапах исторических построек. Индекс цементации и индекс гидротрансформации варьируются от 0,10 до 0,96 и от 0,20 до 3,43, соответственно, показывая, что штукатурка представляет собой воздушную известь со следами магния. Штукатурка слабо гидравлическая, так как расчетный гидравлический компонент колеблется от 0,88 до 6,10 процента в разных образцах. Штукатурка средней прочности с соотношением извести/кремнезема, близким к 0,33, была подготовлена для большинства этапов строительства, за исключением нескольких изолированных мест. Аналитические данные теперь помогут приготовить совместимый раствор с идентичными добавками для капитального ремонта.У цій статті повідомляється про мінералогічний склад штукатурок Великих Моголів в Західній Індії 16‒17 століть з Кіла-Е-Арк, Аурангабад для приготування сумісного ремонтного розчину і документування давньоіндійської технології виробництва вапна. Були виконані аналітичні дослідження для вивчення розподілу зерен за розмірами, аналізу тонкого перетину, інфрачервоної спектрометрії з перетворенням Фур'є (ІЧСПФ), дифракції рентгенівських променів і хімічного складу пластів за допомогою рентгенівської флуоресценції. Аналіз виявив включення великогабаритних зерен базальтових частинок, що надходять в основному з водного каналу озера Харсул, який знаходиться поблизу. На деяких штукатурках видно включення дрібних зерен, що вказують на різні періоди будівництва. Кремово-білі цеоліти були спеціально додані в будівельну суміш для підтримки певного рівня вологості протягом сухого сезону. Цеоліт дуже пористий і легко ламається як в сухих, так і у вологих умовах. Вапняк з високим вмістом кальциту зі слідами магнію використовувався в якості сировини для штукатурки. Ґрунтуючись на мінералогічному складі і співвідношенні поєднувач/заповнювач, були задокументовані три фази історичних будівель. ІЧСПФ і аналіз тонких зрізів показали змішування певної кількості білкового розчину, що клеїть, з вапном для поліпшення реологічних і водонепроникних властивостей. Велика кількість великих зерен заповнювача забезпечувала кращу карбонізацію вапна, і джерело наповнювачів залишалось незмінним на всіх етапах історичних будівель. Індекс цементації і індекс гідротрансформаціі варіюються від 0,10 до 0,96 і від 0,20 до 3,43, відповідно, показуючи, що штукатурка являє собою повітряне вапно зі слідами магнію. Штукатурка слабо гідравлічна, так як розрахунковий гідравлічний компонент коливається від 0,88 до 6,10 відсотка в різних зразках. Для більшості етапів будівництва, за винятком декількох ізольованих місць, була підготовлена штукатурка середньої міцності з співвідношенням вапна/кремнезему, близьким до 0,33. Аналітичні дані тепер допоможуть приготувати сумісний розчин з ідентичними добавками для капітального ремонту

Evidence of amorphous Ca-phosphate precipitate caused by bio mineralisation in 4-5th CE lime plasters of the previously submerged east coastal monument of Salvankuppam

The lime plasters of the excavated monument of Salvankuppam, previously submerged and exposed by the Tsunami occurred in the Indian Ocean on 26th December 2004 was studied with different analytical techniques. The temple is dated 4-5th century CE. The XRF, XRD, FTIR, NMR, SEM-EDX analysis of the lime plasters evidenced particular occurrence of phosphatised bacterial remains in saline conditions. The formation of amorphous Ca-phosphate by bio mineralization was identified in the plasters by the analyses. The plasters are made of air-lime with coarse aggregates and seashells inclusion as confirmed by the thermal and chemical analysis. The microstructure and morphological investigations of mineralized microbial structures by SEM-EDX indicated the formation of amorphous Ca-phosphate. The unordered and fibrous spherulites have hardened and reduced porosity of the plaster by bio mineralization as observed through MIP analysis. The 16S rRNA sequencing has identified the Pseudomonas strains mainly responsible for the clustering of amorphous Ca-phosphate particles around the bacterial colony

Center for By-Products Utilization USE OF SUPERPLASTIZERS IN TIF FOR HVFA CONCRETE FOR INDUSTRIAL PARK ROADS WITH MINIMUM LIFE- CYCLE COSTS Use of Superplastizers in TIF for HVFA Concrete for Industrial Park Roads with Minimum Life-Cycle Costs* Combustion

Synopsis: This research was primarily carried out to demonstrate the application of HVFA concrete systems to minimize overall costs of road pavements. The research was completed in two phases. Phase I work was primarily devoted toward development of superplasticized concrete mixtures through laboratory investigation. Phase II work was directed toward demonstration of HVFA concrete application in paving roads. For Phase I work, six different concrete mixtures were proportioned using a Class C fly ash as cement replacement in the range of 18-74% of total cementitions materials. Each concrete mixture was evaluated with respect to compressive strength, tensile strength, flexural strength, modulus of elasticity, shrinkage, abrasion resistance, chloride ion permeability, salt scaling resistance, and freezing and thawing durability. The results indicated that concrete mixtures incorporating fly ash up to 56% are appropriate for paving and structural applications. On the basis of the results of this and other investigations, a 40% percent fly ash mixture was selected for Phase II investigation to demonstrate technical and economic feasibility of using HVFA concrete in construction of pavements. Test data collected to-date have shown excellent results for pavements made with 40% fly ash concrete. Keywords: Abrasion; compressive strength; concrete; deicing salt scaling; flexural strength; freezing and thawing; pavement; permeability; shrinkage. The advantages and disadvantages of using the 40% HVFA vs. no-fly ash concrete for the TIF districts are: 1. Set Time: The HVFA concrete has a slower set. More time has to be allowed before cutting expansion/contraction joints, however, the actual cutting time does not change. (b) The slower set is excellent for hotter climates and hot summer working conditions. (c) An additional hour is added to the useful work time. (d) Caution has to be exercised if the daytime temperature drops below 7C (45F). 2. Workability: The HVFA concrete mixture workability is equivalent or better than conventional concrete. When combined with Tax Incremental Financing: 1. Long life before significant maintenance costs. The actual user helps pay for the initial low maintenance before the TIF district status ends. 2. Better total life cycle cost when compared equally to alternative asphalt pavement. Saves energy (cost of producing cement) 4. Reduces the need for landfill space for fly ash burial -preserves the environment. EXPERIMENTAL PROGRAM This research was completed in two phases. Phase I work was designed to develop highquality concrete (HQC) containing fly ash for use in paving through laboratory investigations. The concrete crown surface was sloped at about 2% from the centerline to the edge of the roadway to provide good drainage. The minimum 28-day compressive strength was specified at 28 MPa and the fresh concrete air content was specified to be 5% to 7% by volume, as required by the Village of Sussex. 8 A self propelled auto grader was used to plane and level the crushed limestone base material. The base was then compacted using a vibratory roller. Concrete was batched at a remote central ready-mixed concrete plant and transported to the site in conventional readymixed concrete trucks. The concrete was discharged in front of a typical highway slip-form paver and was placed full width over a 27-day period in October 1995. The concrete was sprayed with a curing compound and contraction joints were saw cut at 6 m intervals after the concrete had reached the desirable strength for saw cutting. The road was opened to traffic within 10 days of paving completion, and has been providing good service without significant defects through one Wisconsin winter. MATERIALS For this Investigation, Type I portland cement meeting ASTM C 150 requirements was used. Properties of the cement used are given in For each concrete mixture, the amount of the superplasticizer was varied to obtain desired level 9 of consistency and workability at a low water to cementitious materials ratio. CONCRETE MIXTURE PROPORTIONS For the Phase I work, a total of six different concrete mixtures were proportioned. One of them was the control mixture, and the other five contained Class C fly ash. The mixture proportions were developed for producing concrete having a ratio of fly ash addition to cement replaced of approximately 1.25. Five different levels (18%, 35%, 40%, 56%, and 74%) of fly ash were used in mixture proportioning of concrete CASTING AND CURING OF TEST SPECIMENS For Phase I work, all test specimens were cast in accordance with ASTM C 192 at the Advance Cast Stone Company, Random Lake, WI. Cylinders (150 x 300 mm) were made from each mixture to evaluate compressive strength, splitting tensile strength, and modulus of elasticity. Prism specimens of (75 x 100 x 400 mm) were cast for flexural strength, freezing and thawing durability, and shrinkage measurements. Cylinders (100 x 200 mm) were cast for measurement of chloride ion permeability. Slab specimens (300 x 300 x 100 mm) were cast for measurements of abrasion resistance and deicer salt scaling resistance. The test specimens were covered with plastic immediately after casting to minimize their moisture loss. These specimens were stored at a temperature of about 23C in the casting room area of the precast concrete plant (the Advanced Cast Stone Company). After 24 hours, the specimens were demolded. They were then brought to the UWM-CBU test laboratory and put into a moist curing room at 23C temperature and 100 percent relative humidity until the time of test. For Phase II work, specimens for compressive strength measurements were cast in accordance with ASTM C 31. TESTING OF SPECIMENS 11 Phase I Investigation Fresh Concrete Properties --Slump (ASTM C 143), unit weight (ASTM C 138), temperature (ASTM C 1064), and air content (ASTM C 231) for each concrete mixture were determined Hardened Concrete Properties were tested for deicer salt scaling resistance in accordance with ASTM C 672. Prism specimens were tested for freezing and thawing resistance of concrete in accordance with ASTM 666, Procedure A. 12 Phase II Investigation Fresh concrete properties such as slump (ASTM C 143), temperature (ASTM C 1064), and air content (ASTM C 231) were determined. Compressive strength of concrete was measured in accordance with ASTM C 39. Visual observations of the pavements were made to check for cracks, surface deterioration, or any other pavement distress due to traffic or other loads one year after the construction. TEST RESULTS AND DISCUSSION Phase I Results Compressive Strength --The test data on compressive strength of concrete mixtures are presented in Splitting Tensile Strength --The tensile strength increased with age but it decreased with increasing fly ash content, particularly beyond about 35% fly ash content 13 Flexural Strength --The flexural strength was measured at ages of 3, 7, 28, 56, and 365 days Modulus of Elasticity --The secant modulus of the concrete mixtures are given in In general, all fly ash mixtures, except the 74% fly ash mixture, exhibited lower chloride ion permeability compared to the reference concrete at all test ages. 14 Deicer Salt Scaling Resistance --The concrete mixtures containing up to 45% fly ash showed no surface scaling after being subjected to deicer salt scaling tests in accordance with ASTM C 672 [11]. The 56% fly ash concrete mixture achieved a rating of 2, representing "slight to moderate" scaling per ASTM C 672. The 74% fly ash concrete showed severe salt scaling. and thawing durability equivalent to the reference mixture. Freezing and Thawing Phase II Results Soon after mixing, each concrete batch was tested for slump (ASTM C 143), concrete temperature (ASTM C 1064), and air content (ASTM C 231). The results are shown in Compressive strength of the 40% fly ash mixture was measured to evaluate its performance for paving application. Visual observations were also made to see if any damage to the fly ash concrete pavements occurred due to traffic and other loads one year after construction. The 40% fly ash concrete mixture showed excellent performance with respect to compressive strength. The early-age (3-day) strength of the mixture was in excess of 23 MPa Visual observations did not exhibit any pavement distress after one-year period of service. Based on these laboratory results and field data, it was concluded that the 40% fly ash mixture is appropriate for construction of pavements in a northern climate. ECONOMIC ANALYSIS An economic analysis was carried out to evaluate cost-effectiveness of using Class C fly ash in HVFA concrete. It is well known that the use of fly ash as a component of cementitious materials reduces the cost of material significantly. The cost saving increases, with the amount of increase of fly ash. Additional saving is also realized by the producer of fly ash due to avoided disposal costs. Therefore, total cost savings are sum of cost saving due to the material cost plus cost saving due to avoided disposal cost. Cost of fly ash to a concrete producer varies depending upon transportation cost, cost of storage, additional hardware needed at the ready-mixed plant, etc. For this study, the market cost Additionally, use of fly ash in lieu of portland cement in concrete saves energy, and prevents emissions of pollutants such as NO x , SO x , CO, etc. due to avoided cement manufacture. SUMMARY AND CONCLUSION This project was carried out to evaluate technical and economic feasibility of using highvolume fly ash concrete for paving roads. The research program was divided into two phases. Phase I work was conducted to establish paving concrete mixtures through prototype concrete making and laboratory experimental investigation. Phase II study was primarily undertaken to demonstrate suitability of using a high-volume fly ash concrete system in construction of pavements. 17 In Phase I investigation, six concrete mixtures were proportioned. One of them was a reference mixture which was proportioned to have the 28-day strength of 41 MPa. The other five mixtures contained fly ash ranging between 18-74% of total cementitious materials. Each mixture was tested for strength and durability-related properties. The concrete mixtures containing up to 56% fly ash exhibited adequate performance with respect to the above strength and durability-related properties. For the Phase II study, a 40% fly ash concrete mixture (by mass of total cementitious materials) was selected based on Phase I results and other investigations completed at CBU in order to produce a high-quality paving concrete. Compressive strength of the 40% fly ash paving mixture was measured to evaluate its performance in the field investigation. One year after the pavement construction, visual observations were made to evaluate performance of the fly ash concrete pavement constructed in Phase II. The compressive strength data showed excellent performance of the 40% of fly ash mixture paving concrete. Visual observations of the pavement showed no sign of any pavement distress during the one-year service period. An economic analysis was carried out to demonstrate economic feasibility of using Class C fly ash in concrete. The results indicated that the use of fly ash provided large saving in material cost, and saving in disposal cost to the producer of fly ash. Moreover, the use of fly ash as a replacement of cement in concrete provides energy savings and decreased emissions of pollutants (CO 2 , NO x , CO, etc) in the air because of avoided cement manufacture. ACKNOWLEDGEMENT

Fatigue Behavior of Plain Concrete Made with or without Fly Fsh; The

ABSTRACT This report presents the state-of-the-art information on fatigue behavior of plain concrete manufactured with or without fly ash. The report includes the information on the mechanism of fatigue fracture, the factors affecting fatigue behavior, and fatigue models for plain concrete. A number of studies have shown that concrete fatigue strength is signifcantly influenced by a large number of variables including stress range, rate of loading, load history, stress reversal, rest period, stress gradient, material properties, etc. The effects of these parameters on fatigue characteristics of concrete are addressed in this report. In general, endurance or fatigue limit of plain concrete was found to vary between 50 and 60% of its static strength. In compressive mode of loading, concrete containing a class C fly ash showed improved fatigue strength over either concrete contained class F fly ash or no fly ash. However, in flexural mode of loading, inclusion of fly ash in concrete exhibited little effect on the endurance limit of plain concrete. v ACKNOWLEDGEMENT