Structural Determination of Ginsenosides Using MS(n) Analysis

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Expression balances of structural genes shikimate and flavonoid biosynthesis cause a difference in

Expression balances of structural genes  shikimate and flavonoid biosynthesis cause a difference in

ORIGINAL ARTICLEExpression balances of structural genes in shikimate and flavonoid biosynthesis cause a difference in proanthocyanidin accumulation in persimmon (Diospyros kaki Thunb.)fruitTakashi Akagi ÆAyako Ikegami ÆYasuhiko Suzuki ÆJunya Yoshida ÆMasahiko Yamada ÆAkihiko Sato ÆKeizo YonemoriReceived:28April 2009/Accepted:14July 2009/Published online:8August 2009ÓSpringer-Verlag 2009Abstract Persimmon fruits accumulate a large amount of proanthocyanidin (PA)during development.Fruits of pol-lination-constant and non-astringent (PCNA)type mutants lose their ability to produce PA at an early stage of fruit development,while fruits of the normal (non-PCNA)type remain rich in PA until fully ripened.To understand the molecular mechanism for this difference,we isolated the genes involved in PA accumulation that are differentiallyexpressed between PCNA and non-PCNA,and confirmed their correlation with PA content and composition.The expression of structural genes of the shikimate and flavo-noid biosynthetic pathways and genes encoding transfer-ases homologous to those involved in the accumulation of phenolic compounds were downregulated coincidentally only in the PCNA type.Analysis of PA composition using the phloroglucinol method suggested that the amounts of epigallocatechin and its 3-O -gallate form were remarkably low in the PCNA type.In the PCNA type,the genes encoding flavonoid 3050hydroxylase (F3050H)and antho-cyanidin reductase (ANR)for epigallocatechin biosynthe-sis showed remarkable downregulation,despite the continuous expression level of their competitive genes,flavonoid 30hydroxylation (F30H)and leucoanthocyanidin reductase (LAR).We also confirmed that the relative expression levels of F3050H to F30H ,and ANR to LAR ,were considerably higher,and the PA composition corresponded to the seasonal expression balances in both types.These results suggest that expressions of F3050H and ANR are important for PA accumulation in persimmon stly,we tested enzymatic activity of recombinant DkANR in vitro,which is thought to be an important enzyme for PA accumulation in persimmon fruits .Keywords Diospyros ÁFlavonoid ÁPolymerisation ÁProanthocyanidin ÁShikimate pathway Abbreviations 4CL 4-Coumarate:coenzyme A ligase ANR Anthocyanidin reductase ANS Anthocyanidin synthase CA Catechin C4H Cinnamate-4-hydroxymateContributions from T.Akagi and A.Ikegami to this work are considered equal.Electronic supplementary material The online version of this article (doi:10.1007/s00425-009-0991-6)contains supplementary material,which is available to authorized users.T.Akagi ÁY.Suzuki ÁK.Yonemori (&)Laboratory of Pomology,Graduate School of Agriculture,Kyoto University,Sakyo-ku,Kyoto 606-8502,Japan e-mail:keizo@kais.kyoto-u.ac.jp T.Akagie-mail:clacla_takashi@yahoo.co.jpA.IkegamiLaboratory of Pomology,Department of Bioproduction Sciences,Ishikawa Prefectural University,Nonoichi,Ishikawa 921-8836,JapanJ.YoshidaAgricultural Products Distribution Division,Takamatsu,Kagawa 760-0017,JapanM.YamadaDepartment of Citrus Research,National Institute of Fruit Tree Science,Kuchinotsu,Nagasaki 859-2501,Japan A.SatoGrape and Persimmon Research Station,National Institute of Fruit Tree Science,Akitsu,Higashi-Hiroshima,Hiroshima 739-2494,JapanPlanta (2009)230:899–915DOI 10.1007/s00425-009-0991-6CHI Chalcone isomeraseCHS Chalcone synthaseCS Chorismate synthaseDAHPS3-Deoxy-D-arabino-heptulosonate7-phosphate synthaseDFR Dihydroflavonol4-reductaseDHD/SDH3-Dehydroquinate dehydratase/shikimate5-dehydrogenaseDHQS3-Dehydroquinate synthaseEC EpicatechinEGC EpigallocatechinEGCG Epigallocatechin gallateEPSPS5-Enolpyruvylshikimate-3-phosphte synthase F3GalT Flavonoid3-O-galactosyltransferaseF3H Flavanone3-hydroxylaseF30H Flavanone30-hydroxylaseF3050H Flavanone3050-hydroxylaseGC GallocatechinGST Glutathione S-transferaseLAR Leucoanthocyanidin reductasePAL Phenylalanine ammonia lyasePA ProanthocyanidinPCNA Pollination-constant and non-astringentmutantsSCPL Serine carboxypeptidase likeSK Shikimate kinaseSSH Suppression subtractive hybridisationIntroductionProanthocyanidins(PAs,also called condensed tannins)are colourless phenolic oligomers that result from the con-densation offlavan-3-ol units;they are synthesized from thefirst metabolites via the shikimate andflavonoid path-ways(see Fig.1for representative structures)(Herrmann 1995;Dixon et al.2005;Lepiniec et al.2006).Flavonoids have protective functions in plants,particularly against herbivores and UV irradiation(McMahon et al.2000; Winkel-Shirley2001),and also act as antioxidants with beneficial effects for human health including protection against free radicals and cardiovascular and metabolic diseases(Cos et al.2004;Aron and Kennedy2008).PA,as one of thefinal products of theflavonoid pathway,also contributes to the quality of many important plant products, such as wine,teas and cocoa(Aron and Kennedy2008).The shikimate pathway is central to the biosynthesis of aromatic amino acids,folates and a number of aro-matic compounds and secondary metabolites in bacteria, plants,fungi and apicomplexan parasites,but it is absent in humans and other higher animals(Herrmann1995;Herrmann and Weaver1999).The pathway consists of seven metabolic steps given in Fig.1.Chorismate synthase (CS)synthesizes chorismate acid,which is a precursor to a large number of secondary metabolites includingflavo-noids,as thefinal step of the shikimate pathway.In addi-tion,intermediates from the pathway serve as substrates for a number of other metabolic pathways including the bio-synthesis of quinate(Herrmann and Weaver1999)and gallic acid(Werner et al.2004).Gallic acid is essential for the formation of PA-3-O-gallate,which is a major esteri-fied form of PA found in many plant species,such as tea (Camellia sinensis)and grape(Vitis vinifera)(Xie and Dixon2005).PA biosynthesis is composed of synthetic pathways controlled by both structural genes encoding the enzymes that directly participate in the formation of the biochemical structure and regulatory genes that control the transcription of structural genes(Lepiniec et al.2006).Their genetics and biochemical functions have been well characterised in some plant species(Holton and Cornish1995),and great progress has recently been made in this area(Lepiniec et al. 2006;Bogs et al.2005,2007;Deluc et al.2008).Xie et al.(2003)demonstrated that BANYULS(BAN) genes encode anthocyanidin reductase(ANR)in Arabid-opsis thaliana,which converts anthocyanidins to2,3-trans-flavan-3-ols,a‘starter unit’for tannin condensation. Tanner et al.(2003)reported cloning and biochemical characterisation of another key enzyme,leucoanthocyani-din reductase(LAR),which converts leucoanthocyanidins to2,3-cis-flavan-3-ols,from Desmodium uncinatum.In Arabidopsis,transparent testa(tt)mutants that have an altered seed coat colour have been used to define many reactions in PA biosynthesis and accumulation(Abrahams et al.2002).Five structural genes of theflavonoid pathway and six regulatory genes including the Myb-like gene TT2, which control the transcription of ANR,were identified in tt mutants.In grapevine,Bogs et al.(2005,2006)demon-strated the functions and expression patterns of some genes for key enzymes of PA biosynthesis—flavonoid30 hydroxylase(F30H),flavonoid3050hydroxylase(F3050H), ANR and LAR—in developmental stages of berries and leaves.In addition,three Myb-like transcription factors (VvMYBPA1,VvMYBPA2and VvMYB5b)involved in PA biosynthesis have been characterised(Bogs et al.2007; Deluc et al.2008;Terrier et al.2009).In contrast to these findings,however,the mechanisms of galloylation,trans-portation to the vacuole and polymerisation are still not well understood(Dixon et al.2005).Oriental persimmon(Diospyros kaki Thunb.;2n= 6x=90)is one of the major fruit crops in East Asia. Persimmon fruits accumulate large amounts of high molecular weight PAs in special compartment cells called ‘tannin cells’.This makes them astringent and thereforeinedible(Taira1996).A limited number of reports have described the composition and structure of PAs in per-simmon(Matsuo and Itoo1978;Gu et al.2008),including the presence of soluble2,3-cis-flavan-3-ols and2,3-trans-flavan-3-ols(Suzuki et al.2005);however,detailed com-ponents of PA polymers and their seasonal accumulationpatterns in persimmon fruits have not yet been clarified. There is a mutant that terminates accumulation of PAs at an early stage of fruit development and has low molecular weight PAs(Ikegami et al.2005a,b).This mutant pheno-type is termed the pollination-constant and non-astringent (PCNA)type.The fruits lose their astringency naturally during development;therefore,they are edible without any artificial treatment after harvest.Thus,an aim in persim-mon breeding is to produce the PCNA type(Yonemori et al.2000).The non-PCNA type accumulates PAs during fruit development.It has been reported that the allelotype of PCNA and non-PCNA is controlled by a single gene, AST/ast,and expression of the PCNA genotype requires homozygous recessive alleles(ast)at the AST locus (Yonemori et al.2000;Kanzaki et al.2001).In genomic analysis,the AFLP markers linked to the AST locus were identified by bulked segregant analysis(BSA)and improved with RFLP and SCAR markers(Kanzaki et al. 2001).These markers have been applied to marker-assisted selection in breeding programs of the PCNA type.How-ever,it is not known what molecular mechanisms deter-mine the PCNA/non-PCNA phenotypes.This situation may be mainly due to technical difficulties,prolonged life cycle and the genetic complexity of hexaploid persimmon.With mRNA expression profiling,it was demonstrated that most of the structural genes of theflavonoid biosynthetic path-way were downregulated in two PCNA cultivars at an early stage of PA accumulation(Ikegami et al.2005a);however, detailed expression analysis of the structural genes involved in PA biosynthesis has not yet been performed, and the significant enzymes governing different PA accu-mulation patterns between PCNA and non-PCNA types have not been identified.In this study,we attempted to identify the genes involved in different PA accumulation patterns between PCNA and non-PCNA fruits during fruit development using BC1-like offspring,which are considered to be a genetically homogeneous population.For the preliminary profiling of different transcription patterns between PCNA and non-PCNA types,we employed suppression subtrac-tive hybridisation(SSH)between PCNA and non-PCNA types to isolate the genes comprehensively.We also iso-lated the structural genes in the shikimate and PA bio-synthetic pathways,and analysed differences in expression levels of these genes between PCNA and non-PCNA individuals.The results suggested that some were expres-sed differentially between PCNA and non-PCNA,and those were exactly correlated with the composition of PA as well as the total amount in fruit.The composition of PAs and degree of PA polymerisation are deeply involved in the biological activity of PAs(Xie and Dixon2005;Aron and Kennedy2008).An insight into the modification of PAs could contribute to the exploitation of various functions of PAs.To this end,we discuss the temporal network of the genes affected by the AST gene.An understanding of the temporal and fruit-specific differential regulation will contribute to future progress in the study of PA accumulation.Materials and methodsPlant materialsWe used two methods to isolate the genes,SSH and PCR analysis with degenerate primers.To isolate the genes differentially expressed between PCNA and non-PCNA, we performed SSH analysis using seven bulked individuals of PCNA or non-PCNA type in a BC1-like offspring, termed the A-line.The A-line was derived from a cross between Diospyros kaki Thunb.cv.Fuyu(PCNA)and cv. 275-13(non-PCNA).The non-PCNA parent,275-13,was derived from the cross cv.Taishu(PCNA)9cv.Aizu-mishirazu(non-PCNA).The offspring were grown and maintained at the Department of Grape and Persimmon Research,National Institute of Fruit Tree Science,Akitsu, Hiroshima,Japan.Five fruits from each plant were sam-pled on25June2004,about1month after the full bloom, and30July2004.At these sampling dates,PA biosynthesis had decreased and almost stopped in the PCNA type but not in non-PCNA type.To isolate the structural genes in the shikimate and PA biosynthetic pathways with degen-erate primers,we used fruits of a non-PCNA cv.Kuramitsu sampled on23May,25June and17July2007from the orchard of Kyoto University,Kyoto,Japan.We also analysed the temporal expression level of iso-lated genes and PA accumulation pattern,using three out of the seven individuals used in the SSH analysis for PCNA or non-PCNA types.Five fruits for each individual were sampled six times from25June to30September2004. The fresh fruits were diced into small pieces(ca.1cm9 0.7cm90.5cm),frozen with liquid nitrogen and stored at-80°C until use.Preparation of cDNAs and suppression subtractive hybridisation(SSH)analysisTotal RNA was isolated using the hot borate method(Wan and Wilkins1994)from3g of frozenflesh of each PCNA/ non-PCNA individual from the A-line.cDNA was syn-thesized from1l g of the total RNA bulked individual RNA of PCNA or non-PCNA types,using a SMART PCR cDNA Synthesis Kit(Clontech,Mountain View,CA, USA).Construction of SSH library and differential screening were performed as previously reported by Ikegami et al.(2007).To reduce false-positive clones,weperformed mirror orientation selection(Rebrikov et al. 2000)in the SSH analysis.In this study,we isolated cDNA fragments expressed specifically in astringent non-PCNA types using PCNA bulk and non-PCNA bulk as the tester and the driver,respectively.The cDNA of these positive clones were sequenced using T7or M13RV primers with CEQ8000ver7.0(Beckman Coulter,Tokyo,Japan). Vector,primer and poly(A?)sequences were removed from the output before BlastX analysis.Isolation of genes involved in PA biosynthesis Degenerate PCR primers were designed for the isolation of the structural genes in the shikimate and PA biosynthetic pathways.The aligned sequences of the genes in Arabid-opsis(A.thaliana(L.)Heynh.),cotton(Gossypium hirsu-tum L.),tomato(Lycopersicon esculentum Mill.),grape (V.vinifera L.),apple(Malus x domestica Borkh.)and beech(Fagus crenata Blume.)allowed the amplification of fragments of the corresponding genes in persimmon. In the shikimate pathway located up-stream of the phe-nylpropanoid-acetate pathway(Fig.1),the fragments for 5-enolpyruvylshikimate3-phosphate synthase(EPSPS), 3-dehydroquinate synthase(DHQS),shikimate kinase(SK), chorismate synthase(CS)and leucoanthocyanidin reduc-tase(LAR)in the PA biosynthetic pathway were isolated. The degenerate PCR primers sequences are given in Sup-plementary Table S1.The fragments of the other structural genes analysed in this report—3-deoxy-D-arabino-heptul-onate7-phosphate synthase(DAHPS),3-dehydroquinate dehydratase/shikimate dehydrogenase(DHD/SDH),phen-ylalanine ammonia lyase(PAL),chalcone isomerase(CHI),flavonoid30hydroxylase(F30H),flavonoid3050hydroxy-lase(F3050H),dihydroflavonol reductase(DFR),anthocy-anidin synthase(ANS)and ANR—were isolated in this SSH analysis and/or had been isolated previously(Ikegami et al. 2005a,2007).The full-lengths of four genes,F30H,F3050H,LAR and SCPL2,whose fragments were isolated in this SSH anal-ysis(see Table S2)or the PCR analysis with degenerate primers,were identified using rapid amplification of cDNA ends(RACE)and screening from the cDNA libraries. 30-and50-RACE were performed with a SMART RACE cDNA Amplification Kit(Clontech)using the cDNA syn-thesized from total RNA of cv.Kuramitsu sampled on23 May,25June and17July2007.The cDNA libraries were constructed with a SMART TM cDNA Library Construction Kit(Clontech)using2.0l g total RNA of cv.Kuramitsu sampled on25June and17July,according to the manu-facturer’s instructions,and screened positive clones with DIG-labelled probes(Roche Diagnostics,Basel, Switzerland).Expression analysisFruit samples of three individuals each of both PCNA (A29,A46and A87)and non-PCNA(A43,A55and A95) type collected on25June,30July and31August were used for quantitative real-time PCR analysis.Total RNA was isolated as described above.cDNAs were synthesized from ca.1l g of total RNA using SuperScriptIII trans-criptase(Invitrogen,Carlsbad,CA,USA)and oligo(dT) adapter primer.Primer pairs for amplification were designed based on the sequences of(1)the full-coding cDNA clones(for ANR,DHD/SDH,GST,F30H,F3050H, F3GalT,LAR,SCPL1and SCPL2),(2)partial cDNA isolated from this SSH analysis or PCR analysis with degenerate primers described above(for ANS,CHI,CHS, CS,DAHPS,DHQS,EPSPS,F3H and SK),(3)partial clones obtained by another preliminary study(Ikegami et al.2005a;for PAL and DFR)or(4)a partial clone isolated from young fruit of cv.Kuramitsu(17July2007) using a set of primers containing the consensus sequences (Ushijima et al.2003;for Actin)and Primer Express Software(ver 2.1;Applied Biosystems,Tokyo,Japan). All of these sequences are listed in Supplementary Table S1.Aliquots of1:5diluted pools of cDNA were used in the PCR reactions as the templates.Expression levels were assayed using an ABI PRISM7900HT(Applied Biosystems)with a SYBR Green system with SYBR-Pre-mix Ex-Taq(TaKaRa,Tokyo,Japan).All reactions were carried out in a total volume of25l L/well,consisting of 12.5l L SYBR-Pre-mix,9l L sterilised distilled water, 1l L each detection primer(5l M),0.5l L Rox dye and 1l L template cDNA.The standard amplification protocol consisted of an initial denaturing step at95°C for30s, followed by40cycles at95°C for10s,57°C for5s and 72°C for15s.For each transcript,the average threshold cycle(Ct) was automatically determined by ABI PRISM7900HT as the default state.Ct is defined as the point at which fluorescence rises appreciably above the background.For each measurement,independent standard curves were constructed and at least three replications of each sample were analysed.The mean Ct of three replications was used for each sample.Standard curves for target genes and the housekeeping gene(Actin)were obtained by the amplification of a serially diluted mixture of cDNA samples with six dilution points.The gene quantification method was based on the relative expression of the target gene versus the reference gene,Actin.In addition, the relative expression levels amongst the target genes were determined approximately using equal quantities of the PCR products of the target genes for standardisation.Analysis for PA accumulation patterns between PCNA and non-PCNAAnalysis of tannin cell size and soluble tannin contentTo determine tannin cell size,small blocks of tissue pre-pared from the equatorial region of the mesocarp were fixed with 2.5%glutaraldehyde containing0.2%tannic acid.The blocks were washed with water and macerated at 45°C in a0.05M EDTA solution(pH10.0).The mixture was oscillated at90rpm for5h according to Letham (1960).A droplet of the suspended cells that had been separated from the parenchyma cells by decanting the mixture several times was placed on a glass slide,and the images of tannin cells taken with a digital camera attached to a light microscope DP-50(Olympus Corporation, Tokyo,Japan)were stored on a computer.The areas of single tannin cells with100replicates were measured with Scion Image(Scion Corporation,Frederick,MD,USA).We examined soluble tannin content using the Folin-Ciocaltaeu method as according to Oshida et al.(1996). The soluble tannin concentration per fresh weight was expressed as(?)-catechin equivalents.Analysis of PA compositionTo extract PAs,freeze-dried fruit samples were ground to a fine powder,and10mg of the powder was mixed with 1mL70%acetone containing0.1%ascorbic acid for24h in darkness with gentle agitation.Extracts were then cen-trifuged and two200l L aliquots of the supernatant were transferred to fresh tubes and dried under vacuum at30°C for60min.One of these was used for the analysis of free monomers,and the other underwent acid-catalysed cleav-age of the PAs in the presence of excess phloroglucinol following the method of Downey et al.(2003).To deter-mine the amount of PA remaining in residues after acetone extraction,acid-catalysed cleavage was also performed on the residue in the presence of excess phloroglucinol (Downey et al.2003).These reactions were stopped with 200mM sodium acetate(twice the amount of the phloro-glucinol reagent),and then a vanillin solution(1mg van-illin in5mL1%(v/v)HCl/MeOH)of the same volume as the reagent was added as an external standard.Samples were run on a reverse-phase HPLC LC2010 (Shimadzu,Tokyo,Japan)using a Wakosil-II5C18RS (5l m,250mm94mm)analytical column protected by a guard column containing the same material.Elution was performed with two solvents,0.2%(v/v)aqueous acetic acid(solvent A)and MeOH(solvent B),using the elution programme:initially at1%B for30min,increasing to 15.5%in35min,then to45%in35min,followed by washing with100%B for15min and a return to the initial conditions(1%B).The analysis was carried out at30°C with aflow rate of1mL/min by detecting absorbance at 280nm.Concentrations of free monomer and hydrolysed termi-nal subunits were determined from a commercial standard from Sigma-Aldrich(St.Louis,MO,USA).The concen-trations of extension subunit-phloroglucinol adducts were calculated from published molar extinction coefficients (Kennedy and Jones2001).EGCG-phloroglucinol adducts were isolated and characterised using fruits of a non-PCNA type individual(cv.Yokono)(Suzuki et al.2009and unpublished results).Heterologous expression of DkANRFull-length cDNA of DkANR was subcloned into pBlue-script KS as previously described(Ikegami et al.2007). The plasmid containing DkANR was digested with Xba I and Xho I,and then ligated into pGEX-KG vector(Guan and Dixon1991)to generate a plasmid pGEX-KG-DkANR,which encodes an N-terminal in-frame fusion of DkANR with a GST tag.The resultant plasmid was transformed into BL21(DE3)pLysS cells.The transfor-mants were pre-cultured at37°C for16h in LB media containing100l g/mL ampicillin and50l g/mL chloram-phenicol.A3-mL volume of the pre-culture was inoculated into300mL of fresh LB media containing the same anti-biotics.After incubation at37°C until absorbance at 600nm reached0.2,isopropyl b-D-thiogalactopyranoside was added to the broth at afinal concentration of0.3mM, followed by further incubation at16°C for48h.The cells were harvested by centrifugation at1,200g for15min and stored at-80°C until further processing.The collected cells were resuspended with phosphate buffer saline con-taining1%Triton-X100(PBST),and the insoluble bac-terial debris was removed by centrifugation(17,000g for 15min).After dithiothreitol was added to the resulting supernatant to afinal concentration of1mM,the soluble fraction was loaded onto a3mL GSH-agarose(Sigma,St. Louis,MO,USA)column that was pre-equilibrated with PBST.The column was washed with15column volumes of PBST.The recombinant protein,which was bound to the affinity column,was eluted with15mL Tris–HCl buffer (50mM,pH9.5)containing50mM reduced glutathione. The eluted fraction was collected and concentrated with Y30membrane(Amicon,Millipore,Billerica,MA,USA), and glycerol was added to afinal concentration of10% (v/v)before being stored at-80°C.Enzymatic assay of DkANRFor in vitro assay,50l L of a standard reaction mixture containing200mM buffer,125l Mflavonoid substrates,2mM NADPH and the fraction containing180l g of recombinant protein was incubated at45°C for30min.The reaction was stopped by adding100l L of1%HCl/meth-anol after incubation.Then300l L of ethyl acetate was added to the reaction mixture,vortexed and centrifuged for 1min.The supernatant was transferred to another tube and dried before being dissolved in80%MeOH.Afterfiltration through a PVDF membranefilter(0.45l m),reaction products were analysed by HPLC(1100Series,Agilent, Santa Clara,CA,USA).HPLC analysis offlavonoids was performed on a reversed-phase YMC-ODS A column (4.6mm i.d.9150mm;YMC,Kyoto,Japan)with2% acetic acid(buffer A)and methanol(buffer B)as eluent at aflow rate of1.0ml/min by HPLC(Agilent).Flavonoids were resolved using a gradient of0–30min,5%B;30–32min,25%B;32–37min,100%B;37–39min,5% B.Enzymatic reaction products of DkANR,flavan-3-ols, were detected by monitoring absorbance at280nm. Cyanidin and delphinidin were purchased from Indofine Chemicals(Hillsborough,NJ,USA).Cyanidin3-galacto-side,catechin(CA),epicatechin(EC),gallocatechin(GC) and epigallocatechin(EGC)were from Sigma-Aldrich.The activity of the recombinant DkANR against cyani-din and delphinidin was tested for production of EC and EGC.We identified them in comparison to standard sam-ples of CA,EC,GC and EGC in HPLC analysis.The variation in activity with pH,using the buffers Mes–KOH (pH6.0)Hepes–KOH(7.0)and Tris–HCl(8.0),was tested on the reduced substrate delphinidin.Standard assays were carried out as described,with the buffer concentrationfixed at200mM throughout.ResultsPA accumulation patterns in PCNA and non-PCNA typesPA content of PCNA and non-PCNA types Previously,Ikegami et al.(2005a)reported that the soluble tannin concentration reduced remarkably in the PCNA type compared to the non-PCNA type during the early stages of fruit development in two cultivars,cv.Hanagosho and cv. Suruga.In this study,we confirmed the same tendency in PCNA types of BC1-like A-line progeny(Fig.2a). Differential accumulation patterns of soluble tannin con-centration or content were observed until16August, 2.5months before full maturation(Fig.2a,b).At the end of August,the accumulation patterns of PCNA and non-PCNA were comparable to each other.At the last sampling point on30September,1month before full maturation,the amount of soluble tannin content in the PCNA type was over four times less than that in the non-PCNA type (P\0.01).The size of the tannin cells,which were asso-ciated with tannin content(Fig.2b,Yonemori and Matsu-shima1985),did not increase in the PCNA type after25 June(Fig.2c).By contrast,the tannin cells of the non-PCNA type grew until the beginning of August,as previ-ously reported by Yonemori and Matsushima(1985).This tendency and its association with soluble tannin content have been confirmed in some PCNA and non-PCNA cul-tivars(Ikegami et al.2005a;Yonemori and Matsushima 1985).Despite these differential PA accumulation patterns, there was no significant developmental difference in fruit weight between PCNA and non-PCNA types(Fig.2d; P=0.252on30September).PA composition between PCNA and non-PCNA types Most of the PA units were EGC and its gallate form (EGCG)in both PCNA and non-PCNA types(Fig.3a).EC and its gallate form(ECG)were also detected,but other PAs and their gallates were detected only at low levels or not detected at all.Since EGC and EC are synthesized by ANR(see Fig.1),it is considered to be a significant enzyme in the accumulation of PA in persimmon fruits.We confirmed that the EGC and EGCG contents of PCNA types were remarkably reduced compared to non-PCNA types after30July(Fig.3a;on31August,P\0.01for EGC and EGCG),but the other PAs(EC,GC and ECG) showed no difference in accumulation patterns between the two types.EGC biosynthesis needs the enzymatic activity of F3050H and ANR(see Fig.1);therefore,the seasonal reduction of EGC and EGCG in PCNA types might be due to the decline of their activities or the expression levels of genes coding them.Although different accumulation pat-terns were statistically determined for CA(P\0.01),the absolute amount of CA was almost below the detection limit,and its relative amount to the other main components was low.In addition,the total amounts of gallic acid or gallate,existing as a monomer or ester group,were lower in PCNA types than non-PCNA types(Fig.3a for gallate ester,b for monomer).Compared to that in PCNA types, the average amount of gallic acid as a free monomer in non-PCNA types was15times higher on25June (P\0.002),38times higher on30July(P\0.001)and 93times higher on31August(P\0.001).It has been reported that the gallic acid free monomer content in some non-PCNA cultivars was higher than that in PCNA culti-vars(Yonemori et al.1983);this is consistent with our results.One of the possible reasons for the coincidental reduction in gallic acid and EGC content in PCNA types is downregulation of transcription factors which coregulating the biosynthesis of gallic acid and PAs,as Terrier et al. (2009)demonstrated a parallel induction of genes involved。

Crystallography for Structural Determination

Crystallography for Structural Determination

Crystallography for StructuralDeterminationIntroductionEvery molecule has its unique shape, and its biological function is determined by its structure or conformation. The study of molecular structure plays a vital role in various fields like analytical chemistry, biochemistry, and drug discovery. Crystallography is a powerful tool for determining the three-dimensional structure of molecules that are present in crystalline form. In this article, we will discuss the basics of crystallography and its application in the determination of molecular structures.What is crystallography?Crystallography is the study of crystal structures, which involves the determination of the three-dimensional arrangement of atoms, ions, or molecules in a crystal lattice. The lattice is an orderly array of points that represent the positions of the repeating units in a crystal.How does crystallography work?The crystallographic method involves the following steps:Step 1: Crystal growthThe first step in crystallography is to crystallize the molecule of interest. The molecule must be soluble in a suitable solvent, and other crystallization conditions such as temperature, pH, and precipitant concentration must be optimized to obtain good quality crystals.Step 2: Data collectionOnce the crystals are grown, they are exposed to a beam of X-rays. The X-rays interact with the atoms in the crystal and are diffracted in different directions by thecrystal lattice. The resulting diffraction pattern is captured by a detector, and this data is used to calculate the electron density of the molecule.Step 3: Electron density calculationThe aim of the crystallographic method is to calculate the electron density of the molecule from the diffraction data. The electron density map is calculated using a mathematical technique called Fourier transformation.Step 4: Model building and refinementOnce the electron density map is generated, the next step is to build a model of the molecule within the electron density. This is done by fitting known chemical components into the electron density. The model is then refined to optimize its fit to the electron density.Step 5: ValidationThe final step in crystallography is the validation of the model. The model must be verified against the crystallographic data, and any errors or discrepancies must be corrected.Applications of crystallographyCrystallography is a widely used technique in the study of molecular structures and has applications in several fields, including:1. Drug discovery: The identification and optimization of small molecules as drug candidates rely heavily on the determination of their molecular structure. Crystallography has been used to determine the structure of several important drug targets such as proteases, kinases, and G-protein coupled receptors.2. Material science: Many materials like minerals, alloys, and polymers have crystalline structures, and their properties are dependent on their atomic arrangement. Crystallography can be used to determine the crystal structure of such materials and elucidate their properties.3. Biological research: The structure of macromolecules like proteins, nucleic acids, and carbohydrates is of great importance in understanding their biological functions. Several important biological processes like DNA replication, protein synthesis, and enzyme catalysis have been elucidated using crystallography.ConclusionCrystallography is an essential tool in the determination of the three-dimensional structure of molecules. It allows for the visualization of molecular structures with atomic resolution and has a wide range of applications in several fields. The continued development of crystallographic techniques and instrumentation will undoubtedly enable the study of increasingly complex molecular systems.。

Astructurefordeoxyribosenucleicacid

Astructurefordeoxyribosenucleicacid
The characteristics of DNA include its double stranded helix structure, semi conservative replication, and the ability to store and transmit genetic information
Complexity: The sequence of bases on one strand of DNA determines the sequence on the potential strand through the principle of completeness This means that the order of bases on one strand is complete to the order on the other strand, with A pairing with T and G pairing with C
Structural constraint elements
The structural constraint elements of DNA include the nucleotides, which are made up of a phase group, a deoxyribose sugar, and a nitrogen base (A, T, G, or C)
In addition to the nucleotides, DNA also contains epigenetic marks such as methylation and acetylation, which can affect gene expression without altering the DNA sequence itself

the structural equation modelling analysis

the structural equation modelling analysis

结构方程模型(Structural Equation Modeling,简称SEM)是一种统计分析方法,用于测试假设关于特定变量间因果关系的理论模型。

在SEM分析中,通常会用到两种主要的分析方法:验证性因子分析(Confirmatory Factor Analysis,简称CFA)和路径分析(Path Analysis)。

验证性因子分析(CFA):这是一种用于评估测量模型的方法,主要目的是检验观测变量(通常是问卷中的项目或指标)是否能够有效地测量潜在变量(理论上的概念或结构)。

CFA会估计因子载荷(表示观测变量与潜在变量之间的关系强度)以及误差方差(表示观测变量中无法被潜在变量解释的部分)。

路径分析:这是一种用于评估结构模型的方法,主要目的是检验潜在变量之间的假设关系。

在路径分析中,会估计路径系数(表示潜在变量之间的直接效应)以及间接效应(通过一个或多个中介变量传递的效应)。

SEM分析的主要步骤包括:模型设定:根据理论或研究假设,设定测量模型和结构模型。

这包括指定潜在变量、观测变量、以及它们之间的关系。

参数估计:使用统计软件(如AMOS、Mplus或R语言中的相关包)来估计模型参数。

这通常涉及最大似然估计或其他优化算法。

模型评估:评估模型的拟合度,即模型预测的数据与实际观测数据之间的一致性。

这通常涉及一系列拟合指数,如卡方值、比较拟合指数(CFI)、塔克-莱文指数(TLI)和均方根误差近似值(RMSEA)等。

模型修正:如果模型拟合不佳,可以根据理论或数据驱动的方法对模型进行修正。

这可能包括添加或删除路径、修改测量模型或考虑其他潜在变量。

模型解释:解释模型的结果,包括因子载荷、路径系数和间接效应等。

这些结果可以帮助理解潜在变量之间的关系以及观测变量如何测量这些潜在变量。

通过SEM分析,研究人员可以检验复杂的理论模型,并深入了解变量之间的因果关系。

钢纤维在钢筋混凝土结构抗震设计中的影响

钢纤维在钢筋混凝土结构抗震设计中的影响

Materials and Structures(2007)40:175–188DOI10.1617/s11527-006-9129-5O R I G I N A L A R T I C L EThe effect of steelfibres on the earthquake-resistant design of reinforced concrete structuresG.Kotsovos·C.Zeris·M.KotsovosReceived:11June2005/Accepted:23December2005/Published online:21September2006C RILEM2006Abstract The results of an experimental investiga-tion are presented,studying the effect offibres on the behaviour of reinforced-concrete(RC)structures de-signed in accordance with Eurocode8.Twelve two-span continuous RC columns,eight with and four with-out steelfibres,were tested to failure,under constant axial force and monotonic or cyclic lateral displace-ment.Specimens withoutfibres suffered in some cases premature brittle failure,reflecting the incompatibility between post-peak concrete behaviour and the theoret-ical model underlying RC design.It was shown that it is possible to correct for this incompatibility through the use of steelfibres,resulting in a behaviour that satis-fied current performance requirements for strength and ductility.R´e sum´e Les r´e sultats d’une recherche exp´e rimentale,´e tudiant l influence desfibres m´e talliques sur le com-portement des structures`a b´e ton arm´e conc¸ues selon Eurocode8,sont pr´e sent´e es.Douze poteaux continues G.KotsovosResearch Assistant,National Technical University of Athens,Zografou15780,GreeceC.ZerisLecturer,National Technical University of Athens,Zografou15780,GreeceM.Kotsovos( )Professor,National Technical University of Athens, Zografou15780,Greecee-mail:mkotsov@central.ntua.gr sur deux trav´e es en b´e ton arm´e,dont huit construits en utilisant desfibres m´e talliques en acier et quatres construits sansfibres,sont test´e s`a ruine,sous effort ax-ial et d´e placement lat´e rale monotonique ou cyclique. Les sp´e cimens sansfibres ont pr´e sent´e,dans certains cas,un mode de ruine pr´e matur´e et fragile refl´e tant l’incompatibilit´e entre le comportement r´e el du b´e ton et le model th´e orique sur le quel sont bases les r`e gles de calcul des ouvrages en b´e ton.Il a´e t´e montr´e qu’il est possible de corriger cette incompatibilit´e en util-isant desfibres m´e talliques en acier ayant pour r´e sultat un comportement qui r´e pond aux exigences courantes concernant la r´e sistance et la ductilit´e.Keywords Columns.Reinforced concrete. Earthquake-resistant design.Steelfibres.Ductility 1.IntroductionIn recent years there has been an increasing amount of evidence indicating that current code methods for the earthquake-resistant design of RC structures do not always safeguard against brittle types of failure[1–7]. Such types of failure–unexpectedly suffered by the vertical structural elements of RC buildings during the 1999Athens earthquake[8]–prompted research which not only reproduced them under controlled laboratory conditions,but alsodemonstrated that their causes re-late with the truss analogy(TA)which underlies RC design[3–7].Since its inception at the turning to the20th century [9,10],not only has TA remained to date the back-bone of RC design,with more refined versions of it (in the form of the compression-field theory[11]and strut-and-tie models[12])becoming increasingly pop-ular[13–15],but also its use has been extended for the description of the physical state of RC structures at their ultimate-limit state by incorporating concepts such as strain softening[16],aggregate interlock[17,18],and dowel action[19].And yet,these concepts are incom-patible with fundamental properties of concrete at the material level:strain-softening has been found to de-scribe the interaction between specimen and testing de-vice rather than the post-peak behaviour of concrete [20–22];on the other hand,aggregate interlock and dowel action can only be effected through the shear-ing movement of the crack faces and this is incompat-ible with the cracking mechanism of concrete which involves crack extension in the direction of the maxi-mum principal compressive stress and opening in the orthogonal direction[23,24].Moreover,tests on RC beams have shown that the contribution of both aggre-gate interlock[25–28]and dowel action[29]on the beam load-carrying capacity is,if any,negligible.Of the above concepts,only the need for concrete to possess strain softening characteristics may be con-sidered as a prerequisite for the application of TA.Be-yond the peak-load level,concrete is severely cracked and therefore its post-peak deformational characteris-tics essentially describe the behaviour of cracked con-crete.Of course,cracking may pre-exist in concrete even before this is subjected to any load,but,under load increasing up to near the peak-load level,crack-ing occurs at the microscopic level;it is that near the peak-load level that the cracks interconnect and be-come visible and oriented[23,24].Henceforth,the term“cracking”is used to describe“visible oriented cracking”.The web of an RC beam or column element at its ulti-mate limit state suffers significant cracking and,hence, modelling such an element as a truss requires cracked concrete to have sufficient residual strength in order to allow for the formation of the inclined struts of the truss within the element web.Since concrete is characterised by a complete and immediate loss of load-carrying ca-pacity as soon as its peak-load level is attained[20–22], such inclined struts can only form if it is possible to im-part concrete strain softening characteristics causing a gradual reduction of loss of load-carrying capacity.To this end,the aim of the present work is to demon-strate experimentally the need for concrete to possess such strain-softening material characteristics,for a de-sign method,based on TA,to yield solutions that satisfy the performance requirements of current codes of prac-tice.Three groups of two-span RC column elements designed to TA as implemented by EC2[14]are tested to failure under the combined action of a constant ax-ial force and monotonic or cyclic lateral displacement. In two of the groups,the specimens are made of con-crete containing steelfibres.Thefibres are used in order to impart concrete strain-softening characteristics[30], which concrete of the specimens withoutfibres lacks.The beneficial use of steelfibres in the monotonic be-haviour of beams with slender or squat shear span char-acteristics has been demonstrated already by several researchers[31–34],who tested primarily statically determinate beams under two point loading,with or without steelfibres,up to3%content by volume.Other experimental parameters were the shear span to depth ratio(with recent interest in the short beam range[34]) and,particularly,in the influence of thefibers in high-strength concrete elements,where the brittleness of the material is more pronounced[32–34].The use of two-span elements herein is opted be-cause experimental information on the behaviour of indeterminate specimens is sparse compared to that ob-tained from tests on determinate structural elements. Moreover,the testing of indeterminate structural ele-ments provides a more severe test of the validity of a design method,since it allows the investigation of fea-tures of the structural element behaviour such as,for example,plastic hinge formation,strength and ductil-ity characteristics of plastic hinges,the structural mod-elling of points of inflection,etc.,which cannot be in-vestigated by testing structurally determinate elements.2.Experimental detailsThe two-span linear structural elements investigated in the programme are shown in Fig.1.Thefigure also shows the load arrangement and the corresponding bending moment and shear force diagrams for the cases of either only the cross section through C or both the cross sections through B and C attaining theirflexural capacity.These diagrams are derived by linear-elastic analysis in the former case,and by plastic analysis in the latter.It is interesting to note in thefigure thatportion1.02 Mp 1.02 Mp0.83 Mp 0.51 Mp2.05 Mp1.65 Mp1.0 Mp 1.0 Mp1.0 Mp 0.61 MpP 2 3,07Mp (a)(b)VMFig.1Structural forms investigated.(a)Applied forces.(b)Bending moment (M )and shear force (V )diagrams corresponding to the formation of one(indicated by the faint lines)and two (indicated by the dense lines)plastic hinges.(P 1,P 2:the forces corresponding to theformation of one and two,respectively,plastic hinges;M p :the cross section flexural capacity)BC of the structural element is subjected to internal ac-tions similar to those of a column.Similarly,portions AB and CD are subjected to internal actions similar to those of the portion of a column between its point of inflection and one of its ends.2.1.Loading pathThe specimens are subjected to sequential loading com-prising axial (N )and transverse (P )components,as in-dicated in Fig.1.Following the test sequence,axial load N is applied first and increases to a predefined value equal to N ≈0.2N u =0.2f c bh (N u being the maxi-mum value of N that can be sustained by the specimen in pure compression,f c the uniaxial cylinder compressivestrength of concrete,and b ,h the cross-sectional dimen-sions of the specimen),where it is maintained constant during the subsequent application of P .The latter force (applied at the middle of the larger span)increases to failure either monotonically,or in a cyclic manner,in-ducing progressively increasing displacements in re-versing directions.2.2.Experimental set-upThe experimental arrangement used for the tests com-prises two identical steel portal frames,with double-T cross-section,bolted in parallel onto the laboratory strong floor at distances equal to the element spans.As shown in Fig.2,the element is supported using two1200 mm975 mm975 mm 150 mm150 mmFig.2Experimental set-upFig.3Design details of specimens with longitudinal steel reinforcementexternal roller supports and an internal hinge support that are positioned underneath the bottom flange of the frame beams so that the reactions can act either upwards or downwards depending on the sense of the trans-verse point load.The transverse load is applied through a double-stroke 500kN hydraulic actuator (manufac-tured by MTS TM )fixed to the laboratory strong floor.The axial-compressive force is applied concentrically using an external prestressing force induced by high-yield steel rods symmetrically arranged about the lon-gitudinal axis of the element and acting on the hori-zontal plane.The rods are anchored in two steel plates,one of them being attached at one end face of the ele-ment through a load-platen arrangement ensuring con-centric loading,while the other is attached at the end face of a 500kN hydraulic actuator (manufactured by Enerpac TM )acting against another steel load-platen ar-rangement attached to the other end of the specimen.The actuator maintains the axial force constant with an accuracy of ±1kN.The transverse load is displacement controlled.It is interrupted at regular intervals,corresponding toTable 1Design values of specimens testedSpecimen M B ,d M C ,d V AB ,d V BC ,d V C D ,d N D12-C30-M 53534410954300D12-C30-C 53534410954300D12-C60-M 68685613969446D12-C60-C 79796616281640D14-FC30-M 54544511155275D14-FC30-C 54544511155275D14-FC60-M 78786516080577D14-FC60-C 78786516080577D16-FC30-M 56564611557300D16-FC30-C 56564611557300D16-FC60-M 71715914672480D16-FC60-C71715914672480displacement increments of approximately5mm,at which the load is maintained constant for at least1min in order to mark cracks and take photographs of the specimen’s crack pattern.The load and two of the three support reactions are measured by using load cells, while the specimen deflection at the location of the transverse load point is measured by a linear variable displacement transducer(LVDT).The forces and de-flections are recorded by using a computer-based data-acquisition system.Since measuring one support reaction is sufficient for the calculation of the remaining two reactions from the equilibrium conditions,the measured values of the additional reaction are used for assessing the accuracy of the obtained force measurements.This assessment is based on the comparison between the measured values and their calculated counterparts,which shows that the difference between two such values does not exceed 2kN.2.3.Specimen designThe elements are designed fromfirst principles by using the TA method,as implemented in EC2[14],assuming that their load-carrying capacity is reached when the cross-sections through support B and the transverse-load point C(see Fig.1)attain theirflexural capac-ity,the latter condition being referred to henceforthas plastic-hinge ing the cross-sectionaland material characteristics of the specimens,togetherwith a rectangular compressive-stress block as recom-mended by the EC2[14],theflexural capacity of theelement is calculated as M p(for a value of N equal toN≈0.2bh f c).Assuming that,at the ultimate-limit state,the bend-ing moments at cross-sections through support B(M B)and load point C(M C)are equal to M B=M C=M p, the indeterminate specimen becomes determinate andthe shear forces within the portions AB,BC,and CD areeasily calculated as V AB=0.51M p,V BC=2.05M p, and V C D=1.02M p,as indicated in Fig.1(which also shows the corresponding values resulting from elastic analysis).These values are used as design values for safeguarding against shear failure,in line with current code thinking where critical cross-sections are checked for shear.The values of bending moment,shear force and axial force used to design the specimens are given in Table1,where M B,d,M C,d the bending moments(in kNm)at support B and load point C;V AB,d,V BC,d and V C D,d the shear forces(in kN)within portions AB,BCTable2Concrete mixdetails.(Quantities in Kg.)Concrete mixes C30C60FC30FC60CEM II/B-M(PL)32.5N280–280–CEM I42.5N–400–400SAND0/4Halyps830944819918GRA VEL4/16Halyps10638381049814SILICA FUME Anglefort–40–40CIMFLUID2019AXIM 3.99– 3.99–CIMFLUID2010AXIM– 2.7– 2.7Steelfibres DRAMIX RC80/60BN––25–Steelfibres DRAMIX RC65/35BN–––50Water(added,on dry aggregates)171186171186Weff/C0.550.420.550.42Table3Experimental and calculated values of P(kN) and correspondingδ(mm) at various load levels, specimens under monotonic loadingExperimental CalculatedSpecimen P maxδP maxδ0.85P max P ty P ny=P1P P2P P max/P2PδnyμD12C30M19030.554105142164 1.1611.0 4.9 D12C60M21730.664158183210 1.0311.2 5.7 D14FC30M17330.357.9110144166 1.0511.1 5.2 D14FC60M23827.758.91732092400.9912.7 4.7 D16FC30M18731.165.5109149171 1.09116 D16FC60M23532.862.3150190218 1.0812.45.0Table4Experimental and calculated values of P(kN)and correspondingδ(mm)at various load levels,specimens under cyclic loadingExperimental CalculatedSpecimen P maxδP maxδsustδfail P ty P ny=P1P P2P P max/P2Pδnyμsustμfail D12C30C17529.015.731.2105142164 1.0711.0 1.4 2.8 D12C60C23519.217.1251642112430.9713.5 1.3 1.9 D14FC30C17839.141.555.2110144166 1.0811.1 3.7 5.0 D14FC60C23332.923.436.41732092400.9712.7 1.8 2.9 D16FC30C18337.34055109149171 1.0711.0 3.6 5.0 D16FC60C22317.040.150150190218 1.0212.4 3.2 4.0Table5Experimental values of bending moment(in kNm)at the support B(M B,e)and the load point C(M C,e)and shear force(in kN)within portions AB(V AB,e),BC(V BC,e)and CD(V C D,e),mode and location of failure for all specimensSpecimen M B,e M B,e/M B,d M C,e M C,e/M C,d V AB,e V BC,e V C D,e Failure mode Failure locationD12C30M60.7 1.1471.4 1.355112664Shear CD right of CD12C60M75.9 1.1281.5 1.206314770Flexural Load point CD14FC30M54.6 1.0165.4 1.214611559Flexural Load point CD14FC60M81.7 1.0591.1 1.176816177Comp.zone&inclined crackingCD right of CD16FC30M59.7 1.0770.6 1.265012463Flexural Load point CD16FC60M74.9 1.0692.8 1.316215679Flexural Load point CD12C30C58.4 1.1064.8 1.224911758Web horizontal&inclined crackingMiddle of BCD12C60C78.60.9987.6 1.116515877Shear CD right of CD14FC30C61.4 1.1466.7 1.245112057Comp.zone&inclined crackingCD right of CD14FC60C82.7 1.0691.3 1.176915974Comp.zone&inclined crackingCD right of CD16FC30C64.8 1.1668.0 1.215412558Flexural Load point CD16FC60C77.6 1.0978.1 1.106515172Flexural Load point Cand CD,respectively;and N the axial force(in kN). (For locations of B,C,AB,BC and CD see Fig.1).It should be noted that for the calculation of bothflexural and shear capacities of the elements,all safety factors are taken equal to1.0.2.4.SpecimensAll structural elements are simply supported two-span continuous beam-columns,with a large span of 1950mm and a small span of1200mm.Their to-tal length is3350mm,with a square cross-section of200mm side.Henceforth these structural ele-ments are referred to by using a three-part name, with the constituent parts arranged in sequence(i.e. part1part2part3)as follows:part1,the diameter of the longitudinal steel reinforcement;part2,the con-crete mix used,and;part3,the loading history adopted (see Section2.1).Full design details of the specimens are shown in Fig.3.2.4.1.ReinforcementFor part1,three different types of longitudinal rein-forcement are used:12mm diameter bars denoted as D12;14mm diameter bars denoted as D14;and 16mm diameter bars denoted as D16.The above steel characteristics are indicated in the structural-element name by replacing part1with D12,D14,and D16, respectively.The average yield-stress(f y)and ulti-mate strength(f u)of the reinforcing bars,as obtained from tension tests,were624MPa and736MPaforTable6Experimental values of bending moment(in kNm)at support B(M B,e)and load point C(M C,e)and shear force(in kN) within portions AB(V AB,e),BC(V BC,e)and CD(V C D,e),mode and location of failure for all specimensSpecimen portionAB left side AB right side BC both ends BC middle CD left side CD right side Specimen EC2ACI EC2ACI EC2ACI EC2ACI EC2ACI EC2ACIMonotonic testsD12C30133162218255218255133162218255133162 D12C60165227283356283356165227283356165227 D14FC309812717120817120811914817120898127 D14FC60158226339422339422171239339422158226 D16FC30135159255288255288135159255288135159 D16FC60172216289346289346172216289346172216Cyclic testsD12C30133162218255218255133162218255133162 D12C60190254305383305383190254305383190254 D14FC309812717120817120811914817120898127 D14FC60158226339422339422171239339422158226 D16FC30135159255288255288135159255288135159 D16FC60172216289346289346172216289346172216 Table7Ratios of shear capacities predicted by EC2and ACI to measured shear forces for the various portions of specimens(values in bold indicate locations of shear failure)Specimen portionAB left side AB right side BC both ends BC middle CD left side CD right side Specimen EC2ACI EC2ACI EC2ACI EC2ACI EC2ACI EC2ACIMonotonic testsD12C30 2.63 3.20 4.31 5.04 1.73 2.02 1.05 1.28 3.41 3.99 2.08 2.54 D12C60 2.61 3.59 4.48 5.63 1.92 2.42 1.12 1.54 4.07 5.12 2.37 3.26 D14FC30 2.15 2.79 3.76 4.57 1.49 1.82 1.04 1.29 2.92 3.56 1.68 2.17 D14FC60 2.32 3.32 4.98 6.20 2.11 2.62 1.06 1.49 4.40 5.47 2.05 2.93 D16FC30 2.71 3.19 5.12 5.79 2.05 2.32 1.09 1.28 4.06 4.58 2.15 2.53 D16FC60 2.75 3.46 4.63 5.54 1.85 2.22 1.10 1.39 3.65 4.38 2.18 2.73Cyclic testsD12C30 2.73 3.33 4.48 5.24 1.86 2.17 1.13 1.38 3.79 4.43 2.31 2.82 D12C60 2.90 3.88 4.66 5.85 1.93 2.43 1.20 1.61 3.95 4.96 2.46 3.29 D14FC30 1.92 2.48 3.34 4.07 1.42 1.730.99 1.23 2.98 3.62 1.71 2.21 D14FC60 2.29 3.28 4.92 6.12 2.13 2.65 1.08 1.50 4.57 5.69 2.13 3.05 D16FC30 2.50 2.94 4.72 5.33 2.04 2.31 1.08 1.27 4.38 4.94 2.32 2.73 D16FC60 2.66 3.34 4.47 5.35 1.91 2.29 1.14 1.43 4.03 4.83 2.40 3.01D12,587MPa and747MPa for D14and556MPa and743MPa for D16bars,respectively.From simi-lar tensile tests,the values of f y and f u for the trans-verse reinforcement are also obtained to be equal to 318MPa and395MPa,for the6mm and471MPa and684MPa,for the8mm diameter stirrup steel, respectively.2.4.2.ConcreteConcrete mixes with f c approximately equal to30MPa and60MPa are used for the specimens,with one mix of each type containing steelfibres.The concrete mixes withoutfibres are denoted as C30and C60and are used for the D12specimens only,whereas those withfibres,Fig.4Specimen D12C30M:(a)Load-displacement curve and (b)mode of failuredenoted as FC30and FC60,are used for the larger diameters.The type of concrete used is indicated in the specimen name by replacing part2with C30,C60, FC30or FC60.The mix designs(given in Table2)were provided by Unib´e ton,using local aggregate furnished by their subsidiary in Greece,Halyps S.A.Concrete is cast in batches for each category.All specimens(including at least six cylinders per batch) are cured under wet hessian for one month,after which they are stored under laboratory ambient conditions at a temperature of approximately20◦C and a relative humidity of approximately50%.For each batch of con-crete,the concrete compressive strength is determined by crushing the six cylinders at the time of testing, approximately two months after casting.The corre-sponding compressive strengths are:39MPa for spec-imens D12-C30and74MPa for D12-C60;34MPa for specimens D14-FC30and72MPa for D14-FC60;and finally,37MPa for specimens D16-FC30and62MPa forD16-FC60.Fig.5Specimen D12C60M:(a)Load-displacement curve and(b)mode of failure2.4.3.LoadingThe loading regime used in the programme,broadly classified as monotonic loading and cyclic loading,is denoted as M and C,respectively,replacing part3in the structural element name.3.Test resultsThe test results are presented in Tables3to7and Figs.5to16.Tables3and4compare the experi-mental established and calculated values of the trans-verse load and corresponding displacement at vari-ous load stages for specimens M and C,respectively (P y,P1P,P2P and P max:the values of transverse force atfirst(incipient)yield,1st plastic hinge,2nd plastic hinge(predicted load-carrying capacity)and experimentally established peak level,respectivly;δny,δPmax,δ0.85P max,δsust,andδfail:the valuesofFig.6Specimen D14FC30M:(a)Load-displacement curve and (b)mode of failuretransverse displacement at P y,P max,the post-peakvalue of P=0.85P max,the maximum sustained load-ing cycle and loading cycle that caused failure,re-spectively;μsust=δ0.85P max/δny orμsust=δsust/δny for the cases of monotonic and cyclic,respectively,loading,andμfail=δfail/δny for cyclic loading,δ1P=δny).The experimentally obtained values of the internalactions(bending moments and shear forces),the failuremode,and the location of failure for all specimenstested are given in Table5.In Table6the code predic-tions of shear capacity are given for each shear span,whereas Table7shows the ratios of these values to theirexperimental counterparts(values in bold indicate lo-cations of shear failure).Thefigures show(a)the load-displacement curvesand(b)the mode of failure of the specimens tested,with Figs.5–10describing specimen behaviour un-der monotonic loading and Figs.11–16under cyclicloading(The triangular symbols represent–mov-ing upwards–incipient yield,first plastic hingeδny Fig.7Specimen D14FC60M:(a)Load-displacement curve and (b)mode of failureand load at the second plastic hinge formation P2p, respectively).Although the work primarily focuses on structural behaviour under cyclic loading,testing under mono-tonic loading was considered essential for purposes of comparison.Moreover,the results obtained under monotonic loading were used to define a nominal value of the yield point,which formed the basis for the as-sessment of the ductility ratio of all specimens.3.1.Discussion of test results under monotonic loadingFigures4to9show the load-displacement curves ob-tained in the monotonic loading tests.Thefigures also indicate the location of the nominal yield point,used for assessing the ductility ratio,determined as follows: (a)The section bending moment at“true”yield,M ty(assessed by assuming that yielding occurs when either the tension reinforcement yields or the con-crete strain at the extreme compressivefibreattainsFig.8Specimen D16FC30M:(a)Load-displacement curve and (b)mode of failurea value of0.002)and the sectionflexural capacity,M p,arefirst calculated.(b)Using the values of M ty and M p derived in(a),thecorresponding values of the transverse load at true yield,P ty=2.67M ty,and at the formation of the 1st plastic hinge,P1P=2.67M p,are obtained,as indicated in Fig.1.(c)In Figs.4–9,lines are drawn through the points ofthe load-displacement curves at P=0and P= P ty.These lines are extended to the load level P ny=P1P,which is considered to define the nomi-nal yield resistance and the corresponding displace-mentδny,provided in Table3.(d)Using this displacement the specimen’s ductilityratio(μ)is defined,as the ratio of the displace-ment at a post-peak load of85%the load-carrying capacity(δ0.85P max)toδny,i.e.μ=δ0.85P max/δny, also given in Table3.Figures4–9indicate that the presence offibres does not have any apparent effect neither on ductility nor on the mode of failure of the specimens testedunder Fig.9Specimen D16FC60M:(a)Load-displacement curve and (b)mode of failuremonotonic loading.The specimens exhibit ductile be-haviour which,for all but two specimens,combines with aflexural mode of failure.The mode of failure of the above two specimens,one with and the other withoutfibres,is characterised by the formation of in-clined cracking outside the critical length of span CD (see Fig.1),which penetrates deeply into the compres-sive zone leading to failure(see Figs.4and7).The only difference in the mode of failure of these specimens ap-pears to be that the presence offibres on the one hand reduces the width and on the other increases the number of inclined cracks(shown in Fig.7),as opposed to the single and wide inclined crack(shown in Fig.4)which characterises the behaviour of the specimens without fibres.Table3indicates that the specimen ductility ratio (μ),varies between4.3and6.1,with the smaller values obtained by the higher strength concrete specimens.It may also be noted in Table3that,for all specimens, the experimental values of load-carrying capacity P max are larger than their calculated counterparts,by an amount varying between3%and15%.However,Fig.10Specimen D12C30C:(a)Load-displacement curve and (b)mode of failurewhile for the specimens withoutfibres this increase in P max is considerably larger for the lower-strength concrete elements,this increase in P max appears to be independent of concrete strength for specimens FC.It is considered that the above increase in P max re-flects an increase inflexural capacity shown in Table5. The causes for the latter were found to be unaffected by the confinement offered by the dense stirrup spacing in the critical regions[7]and are discussed elsewhere [1].3.2.Discussion of test results under cyclic loading Figures10–15show that,in contrast with the speci-mens tested under monotonic loading,those tested un-der cyclic loading exhibit behaviour heavily dependent on the presence offibres in the mix.In fact,Table4 shows that,for the loading cycle that induced the max-imum sustained displacement(δsust),the ductility ratio (μsust=δsust/δny)varied from1.4to3.74,whilethe Fig.11Specimen D12C60C:(a)Load-displacement curve and (b)mode of failureductility ratio at failure(μfail=δfail/δny,whereδfail the displacement at which conventional failure occurred) varied between1.6and5.0,depending on the use or not of steelfibres.It is interesting to note in Figs.10and11that the specimens withoutfibres exhibit very low ductility which,as Table4indicates,corresponds to a ductil-ity ratioδsust of approximately1.5.Figures10(a)and (b)show that such a low ductility is characterised by a brittle type of failure due to near horizontal splitting of the portion of the specimen between the load point and the internal support(portion BC in Fig.1),in the region of the point of inflection.And yet,Table7indi-cates that,for specimen D12C30M,there is an approx-imately10%margin of safety against the occurrence of such a type of failure,whereas for specimen D12C60C, the margin of safety increases to20%.A similar type failure by horizontal splitting within portion BC appears to occur in specimens D14FC30C and D14FC60C(Figs.13(b)and14(b)).However,such splitting occurs concurrently with inclined crackingin。

Constraint-Based Reasoning for Structural Concrete Design and Detailing

Constraint-Based Reasoning for Structural Concrete Design and Detailing

Constraint-Based Reasoning for Structural Concrete Design and Detailing Warren K. Lucas, W.M. Kim Roddis and Frank M. BrownThe University of KansasSUMMARYConcrete used as an engineering material offers a great deal of flexibility to a potential owner, construction contractor and design engineer. This flexibility carries with it a burden of difficult design standardization and an increased awareness of constructibility issues unique to concrete. The designer is faced with almost unlimited feasible combinations of dimensions and reinforcement configurations for any given element or structure. Designing concrete structures can be viewed in terms of constraints. However, due to the diverse nature of the constraints, it is not clear that a constraint language with specific built-in procedures for handling classes of constraints will suffice to solve the problem.Three distinct approaches are implemented for (1) a simple ladder design problem in the interest of clarity and (2) for a more complex reinforced concrete beam design problem to insure an accurate evaluation of a practical problem. The approaches include exhaustive search, constraints in the constraint programming language TCON (Forbus and de Kleer, 1993) and symbolic constraints using the programming language Logistica TM(Brown, 1993).Exhaustive search is not an efficient method of designing reinforced concrete. TCON provides a straight forward means of representing the constraining relationships in concrete design but has very little utility for conveniently examining a wide range of feasible solutions and is not able to report constraints whose elements are partially known. Logistica TM offers a promising alternative to TCON for representing the concrete design problem and has the ability to conveniently represent the entire feasible solution space using inequalities.1.0 INTRODUCTIONConcrete used as an engineering material offers a great deal of flexibility to a potential owner, construction contractor and design engineer. This flexibility carries with it a burden of difficult design standardization and an increased awareness of constructibility issues unique to concrete. The designer is faced with almost unlimited feasible combinations of dimensions and reinforcement configurations for any given element or structure. These numerous solutions are constrained by but not limited to functionality such as minimum and maximum dimensions, span, structural system, and exposure. Constraints are also imposed by the construction process and include spacing of reinforcement, size of reinforcing bars and mesh, and formwork configurations. Designing concrete structures can be viewed in terms of constraints. However, due to the diverse nature of the constraints, it is not clear that a constraint language with specific built-in procedures for handling classes of constraints will suffice to solve the problem. In particular, there may be a need for dealing with diverse kinds of constraints to handle not only real numbers, strings and truth values, but also with vector spaces, complex numbers, and linear algebras. In addition one may need to tailor the deductive methods used to solve the constraintsin this particular civil engineering application in order to solve real problems.2.0CONSTRAINT METHODS INPARAMETRIC DESIGN Effective parametric design systems have a number of common features. These include (1)the ability to eliminate infeasible designs efficiently, (2) allowing the designer to present any combination of known parameters to the system, (3) providing the designer with a concise description of the feasible solution space, and (4) providing the means to quickly arrive at an optimum or near optimum solution with varying degrees of interaction with the designer. It is our assertion that constraint-based reasoning can provide the necessary functionality to meet the named features of effective parametric design systems.In this section, three approaches are implemented to design a simple ladder, without regard to the specifics of any particular design code, so as illustrate the relative merits. Thefirst approach uses Logistica TMprogramming language to carry out an exhaustive search and evaluation of designs for a ladder given multiple values for several inputs. The second approach uses a constraint language, TCON (Forbus and de Kleer, 1993). The third approach utilizesLogistica TMto specify and propagate constraints using symbolic equations.A ladder was selected for design for the sake of simplicity and clarity of explanation. The focus of this section is to compare and contrast three distinct approaches and not to become burdened by the details of a complex example.The implications for a more complex design problem entailing reinforced concrete designare explored in Section 3.0.Fig. 1 Definition of Ladder Parameters2.1 EXHAUSTIVE SEARCH USINGLOGISTICA TMThis section describes the use of Logistica TMand exhaustive search to establish the feasible solution space for a ladder design given multivalued inputs. One of the first steps in finding a solution to a design problem is to establish the feasible solution space. The following code determines the unknown parameters of a ladder for a pre-established set of inputs and determines feasibility as the last step. Every possible solution for the provided inputs is considered. Given an even moderate number of inputs it is clear that this approach will quickly encounter combinatorialdifficulties, particularly if a number of compound objects were considered as part of a larger design, and the parameters of the interacting elements were even slightly inter-dependent.The pitfalls of this approach can be addressed in part by "hardwiring" heuristics within the code to consider only the standard reasonable solutions for a single element to be considered. This is the approach of many engineering design systems in use currently, and it does not effectively address the last three features of an effective design system.The following code is one of several methods defined as part of the ladder constructor (make-ladder). The multi-valued nature of Logistica TM allows several functions or methods to be bound to a single variable. This single variable is the value returned by an object constructor like (make-ladder). Thus an "object" in Logistica TM is really nothing more than a variable bound to several methods. For the ladder, the arguments 'view and 'design are triggering messages for the defined methods. Sample Logistica TM Code for Exhaustive Search of Ladder Designs(define (all-designsheight width depth thicknessuser-weight material-strengthrung-spacing)(define required-width (* 0.10 height)) (define minimum-depth(* 0.10 height))(define required-thickness(/ (*user-weight height 40)(*15 material-strength(expt depth 2))))(define rung-count(floor (/ height rung-spacing)));; floor rounds to nearest lower integer (cond ((and(>= width required-width)(>= thicknessrequired-thickness)(>=depthminimum-depth))(list 'Ladder(set! feasible-designs(+ feasible-designs 1)) (list 'height height)(list 'width width)(list 'depth depth)(list 'thickness thickness)(list 'rung-countrung-count)(list 'rung-spacingrung-spacing)))(else (list '*FAILED*(list 'height height)(list 'width width)(list 'depth depth))))) Example Session with Logistica TM Program>(define lad (make-ladder))LAD> (lad 'view)LADDER DESIGN INPUT VALUES...Height (feet) = (50)Width (feet) = (5 6)Thickness (inches) = (2.0 2.5)Depth (inches) = (3 4 5)Rung-Spacing (inches) = 1User weight (lbs) = 100Material strength (psi) = 1000Potential Designs = 12> (lad 'design)(*FAILED*(HEIGHT 50) (WIDTH 5) (DEPTH 3))(*FAILED*(HEIGHT 50) (WIDTH 6) (DEPTH 3)) (*FAILED*(HEIGHT 50) (WIDTH 5) (DEPTH 4)) (*FAILED*(HEIGHT 50) (WIDTH 6) (DEPTH 4)) (*FAILED*(HEIGHT 50) (WIDTH 5) (DEPTH 3)) (*FAILED*(HEIGHT 50) (WIDTH 6) (DEPTH 3)) (LADDER 1(HEIGHT 50) (WIDTH 5)(DEPTH 5) (THICKNESS 2.0) (RUNG-COUNT 50)(RUNG-SPACING 1))(LADDER 2(HEIGHT 50) (WIDTH 6)(DEPTH 5) (THICKNESS 2.0) (RUNG-COUNT 50)(RUNG-SPACING 1))(*FAILED*(HEIGHT 50) (WIDTH 5) (DEPTH 4)) (*FAILED*(HEIGHT 50) (WIDTH 6) (DEPTH 4)) (LADDER 3(HEIGHT 50) (WIDTH 5)(DEPTH 5) (THICKNESS 2.5) (RUNG-COUNT 50)(RUNG-SPACING 1))(LADDER 4(HEIGHT 50) (WIDTH 6)(DEPTH 5) (THICKNESS 2.5) (RUNG-COUNT 50)(RUNG-SPACING 1))The output indicates that of twelve potential designs, four are feasible. This conclusion is only possible after checking every possible combination of inputs.2.2 CONSTRAINTS EXPRESSED INTCONIn this section an example of a ladder design is modeled using TCON, a simple instance of a class of programming languages termed antecedent constraint languages. (Forbus and de Kleer,1993)TCON enables the concise definition of all of the relationships between variables in any given expression, thus providing the means of solving for any combinations of unknown variables in terms of the known variables. The need for such a capability is illustrated as follows.Consider the equation z = x + y. This can be represented procedurally, in Lisp by(setq z (+ x y))interpreted as "find the value of the symbol x and the value of the symbol y, add them, and store the result as the value of the symbol z." This represents only one of the three possible interpretations of the expression. Given z and y we may want to find x, or, given x and z we may need to determine y. The remaining relationships could be explicitly established by using additional "setq" equations, but this would become burdensome for all but the most trivial problems. (Forbus and de Kleer, 1993) An example of a primitive TCON adder constraint follows.(constraint adder((a1 cell) (a2 cell) (sum cell)) (formulae (sum (a1 a2) (+ a1 a2))(a1 (sum a2) (- sum a2))(a2 (sum a1) (- sum a1))))Other primitive constraints for operations such as subtraction, multiplication, division and exponents follow a similar format. From these primitive constraints, a more complex network can be specified until the requirements of the design system have been met. The top level constraint for the design of a ladder follows.(constraint ladder((height cell)(width cell)(depth cell)(thickness cell)(user-weight cell)(material-strength cell)(rungs cell) (rung-count cell)(rung-spacing cell)(3-mult-a 3-multiplier)(3-mult-b 3-multiplier)(mult-a multiplier)(div-a divider) (exp-a exponent)(div-b divider)(c1 cell)(c2 cell)(c3 cell)(c4 cell))(constant (>> c1) 0.10)(constant (>> c2) 40.0)(constant (>> c3) 15.0)(constant (>> c4) 2.0)(== (>> m1 mult-a) (>> c1))(== (>> m2 mult-a) (>> height))(== (>> width) (>>productmult-a))(== (>> depth) (>> width))(== (>> m1 3-mult-a)(>> user-weight))(== (>> m2 3-mult-a)(>> height))(== (>> m3 3-mult-a) (>> c2))(== (>> base exp-a) (>> depth))(== (>> power exp-a) (>> c4))(== (>> m1 3-mult-b) (>> c3)) (== (>> m2 3-mult-b)(>> material-strength))(== (>> m3 3-mult-b)(>> result exp-a))(==(>> numer div-a)(>> product 3-mult-a))(== (>> denom div-a)(>> product 3-mult-b))(== (>> thickness)(>> result div-a))(== (>> numer div-b)(>> height))(== (>> denom div-b)(>> rung-spacing))(== (>> rungs) (>> result div-b))A demonstration of the ladder constraint in a Lisp-based TCON environment follows.Instantiate a ladder constraint "lad" using the ladder prototype? (create 'lad 'ladder)<Constraint LAD>Display the values of the "lad" constraint? (constraint-values (>> lad))(>> C4 LAD) = 2.0.(>> C3 LAD) = 15.0.(>> C2 LAD) = 40.0.(>> C1 LAD) = 0.1.(>> RUNG-SPACING LAD)is unknown.(>> RUNG-COUNT LAD) is unknown.(>> RUNGS LAD) is unknown.(>> MATERIAL-STRENGTH LAD)is unknown.(>> USER-WEIGHT LAD) is unknown.(>> THICKNESS LAD) is unknown.(>> DEPTH LAD) is unknown.(>> WIDTH LAD) is unknown.(>> HEIGHT LAD) is unknown.Fig. 2 TCON Ladder ConstraintsSet the values for some of the parameters of "lad"? (set-parameter(>> rung-spacing lad) 1)? (set-parameter(>> material-strength lad) 1000) ? (set-parameter(>> user-weight lad) 100)? (set-parameter (>> height lad) 100) view the current values for "lad"? (constraint-values (>> lad))(>> C4 LAD) = 2.0.(>> C3 LAD) = 15.0.(>> C2 LAD) = 40.0.(>> C1 LAD) = 0.1.(>> RUNG-SPACING LAD) = 1.(>> RUNG-COUNT LAD) = 100.(>> RUNGS LAD) = 100.(>> MATERIAL-STRENGTH LAD) = 1000.(>> USER-WEIGHT LAD) = 100.(>> THICKNESS LAD) = 0.26667 (>> DEPTH LAD) = 10.0.(>> WIDTH LAD) = 10.0.(>> HEIGHT LAD) = 100.alter the value of depth of "lad"? (forget-parameter (>> height lad))All values set by the user must be reliquished by the user to permit subsequent propagation in the network? (set-parameter (>> depth lad) 5)display the new values for "lad"? (constraint-values (>> lad))(>> C4 LAD) = 2.0.(>> C3 LAD) = 15.0.(>> C2 LAD) = 40.0.(>> C1 LAD) = 0.1.(>> RUNG-SPACING LAD) = 1.(>> RUNG-COUNT LAD) = 50.0.(>> RUNGS LAD) = 50.0.(>> MATERIAL-STRENGTH LAD)= 1000.(>> USER-WEIGHT LAD) = 100.(>> THICKNESS LAD) = 0.5333.(>> DEPTH LAD) = 5.(>> WIDTH LAD) = 5.(>> HEIGHT LAD) = 50.0.TCON as applied to the ladder design example allows the designer to present any combination of known parameters to the system which is the second of the four features of an effective design system. Left with no enhancements, TCON does a poor job in fulfilling the remaining three requirements introduced in section 2.0. Specifically, TCON has the following deficiencies.(1) The set of feasible solutions is not obvious, leaving the user to "hunt and peck" amidst the potential solutions and possible contradictions.(2) The constraints can become quite cumbersome to construct, and are far from friendly to the anyone but the authors. Extensive commenting would help.(3) TCON has some built-in facilities to assist the user in establishing justification for values and paths through a network, but these are minimal in our opinion. The painful process of correcting a design when a failure or inconsistency occurs hampers the investigation of very many alternatives. Inconsistencies should be reported but not cause the system to enter a "debug" mode. Augmenting TCON with an Assumption-Based Truth-Maintenance System or ATMS (Forbus and de Kleer, 1993) would improve its performance in this regard, but would still not entirely address the issue. 2.3 CONSTRAINTS EXPRESSED INLOGISTICA TM An alternative approach to the tightly coupled constraints of TCON is the use of real algebra applied to a global database of symbolic constraints through pattern matching. In this section, this alternative is implemented and evaluated using the Logistica TM programming language for the ladder design problem. Logistica TM provides a powerful pattern matching capability which can be easily employed to solve symbolic equations. With this approach, constraints can be very concisely and clearly represented. As values are provided to the system, they are propagated throughout the database and all parameters are expressed as values or as simplified algebraic equations. This provides the user with additional information about the degree to which a solution has been specified if it has not been fully specified.The Logistica TM code for the ladder constraint follows.(define (make-ladder Initial-Values) (define Ladder-Specs(& (=width (* 0.10 height))(= depth width)(= rung-spacing (* 12 in))(= in 1/12)(= thickness(/ (* user-weightheight40)(* 15 material-strength(expt depth 2)))(= rung-count(floor (/ heightrung-spacing))))) (define KB (& Initial-ValuesLadder-Specs))(define (method 'KB) KB)(define (method 'assign ...a)(set! KB (do-action KB(& ...a Ladder-Specs)))) method)This ladder constraint is exercised in the following example session.Load the general algebraic and propagation axioms.> (load "ra-constraints.logic")#TLoad the specific constraints for the ladder.> (load "ladder-constraints.logic")#TInstantiate a ladder named "lad1" with height = 100.> (define lad1(make-ladder (= height 100)))LAD1 View the database for "lad1".> (lad1 'kb)(&(= HEIGHT 100) (= IN 1)(= RUNG-SPACING 12)(= WIDTH 10.0)(= DEPTH 10.0)(= THICKNESS 4/15 )(= RUNG-COUNT 100)(= USER-WEIGHT 100)(= MATERIAL-STRENGTH 1000)) Change the value of height to 30 for "lad1".> (lad1 'assign (= height 30))(& (= HEIGHT 30) (= IN 1)(= RUNG-SPACING 12)(= WIDTH 3.0)(= DEPTH 3.0) (= THICKNESS 8/9)(= RUNG-COUNT 30)(= USER-WEIGHT 100)(= MATERIAL-STRENGTH 1000))Change the value of depth to 5 for "lad1".> (lad1 'assign (= depth 5))(& (= HEIGHT 50) (= IN 1)(= RUNG-SPACING 12)(= WIDTH 5.0)(= DEPTH 5.0)(= THICKNESS 8/15 )(= RUNG-COUNT 50)(= USER-WEIGHT 100)(= MATERIAL-STRENGTH 1000))Change the value of rung-count for "lad1".> (lad1 'assign (= rung-count 15))(& (= HEIGHT 15) (= IN 1)(= RUNG-SPACING 12)(= WIDTH 1.5)(= DEPTH 1.5)(= THICKNESS 1.77)(= RUNG-COUNT 15)(= USER-WEIGHT 100)(= MATERIAL-STRENGTH 1000))Instantiate a new ladder "new-lad" with no initial values. This allows user to easily view the constraining relationships.> (define new-lad (make-ladder ())) NEW-LADDisplay the resulting empty database.> (new-lad 'kb)(& (= WIDTH (* 0.10 HEIGHT))(= DEPTH WIDTH)(= RUNG-SPACING (* 12 IN))(= THICKNESS(/ (* USER-WEIGHT HEIGHT 40) (* 15MATERIAL-STRENGTH(EXPT DEPTH 2))))(= RUNG-COUNT(FLOOR (/ HEIGHTRUNG-SPACING)))) The ladder problem is specified using a fraction of the code required for the TCON implementation, and the constraints are much easier to understand. When a constraint cannot provide a value, it is expressed in its original form with all known parameters replaced by their respective values. An example of this follows.> (new-lad 'assign (= in 1)(= user-weight 100)(= material-strength 50))> (new-lad 'kb)(& (= WIDTH (* 0.10 HEIGHT))(= DEPTH (* 0.10 HEIGHT))(= RUNG-SPACING 12)(= THICKNESS (/ (* 4000 HEIGHT))(* 750 (EXPT DEPTH 2))))(= RUNG-COUNT(FLOOR(/ HEIGHT 12))))This is in contrast to TCON, which only indicates "unknown" if insufficient information is available for the constraint. It is often necessary to use functions that are not defined by the axioms of real algebra when solving an engineering design problem. The function “floor” in this example is a case in point. Functions of this type are defined by providing symbolic equations for all combinations of the respective arguments.The pattern directed inference system used by Logistica TM to solve the symbolic equations in a global database is potentially inefficient for large problems, and does not currently provide a means of tracking dependency. The ability to track dependency can be added with some penalty in efficiency, but when coupled with a subsystem to direct propagation of the most constraining parameters first, significant improvement in performance could be expected.3.0 CONSTRAINT METHODS APPLIEDTO CONCRETE DESIGNEach of three approaches described in Section 2.0 were also applied to a more complex problem, a singly reinforced rectangular concrete beam. This was done to confirm the evaluations for a problem actually encountered in practice, and to uncover additional problems. Excerpts from the program code and example sessions will not be presented in the interest of space.3.1 EXHAUSTIVE SEARCH USINGLOGISTICA TMThe problem of combinatorial explosion becomes very important even for a beam treated apart from a larger system. It is not unusual for there to be 3000 to 4000 feasible solutions for a very simple concrete beam. Given a single beam that included other parameters such as longitudinal reinforcing on all faces, and shear reinforcing in the transverse direction, the number of feasible solutions could easily reach several million or more. Simple heuristics could be applied to produce a smaller "probable" solution space, but most of the combinations would still need to be considered. Even with the most thoughtful heuristics, when a structural system consisting of a number of beams is considered, the solution space becomes intractable. Exhaustive search does not lend itself well to any general approach for reinforced concrete design.Fig. 3 Singly Reinforced Concrete Beam 3.2 CONSTRAINTS EXPRESSED INTCONA constraint model of a singly reinforced concrete beam was implemented in TCON. The environment allows the user to quickly adjust values for a given beam to determine the net effect on the remaining values. The problem of lengthy code that surfaced in the ladder design problem became a serious difficulty in the concrete beam design example. Some extensions mentioned by Forbus and de Kleer could be implemented to reduce the volume of code required. With some additional work, a collection of connection constraints could be written and several of the "rc-beam" constraints could be tied together to solve a more complicated problem. The real value of this code will be most easily established with at least one connection, where two beams are subjected to different bending moments and other limitations.This concrete design problem has a number of cycles that must be programmed around in the absence of a more sophisticated truth maintenance system. Forbus and de Kleer offer suggestions for ways the TCON interpreter can be extended and provide the code for an ATMS extension (Forbus and de Kleer, 1993). It may be constructive to implement some of the suggested extensions for a more thorough comparison to methods using Logistica TM.3.3CONSTRAINTS EXPRESSED INLOGISTICA TMA constraint model of a singly reinforced concrete beam was implemented in Logistica TM. The language permits a concise representation of the constraints as was was the case in the ladder design example. It was necessary to define several functions symbolically, including "ceiling", "floor", "min", and "max". Manipulations of the database proceeded without problem with the functions so defined. The cycles in the design process that required extra care in TCON did not require the extra effort in Logistica TM. Given a problem with at least the same level of complexity as the concrete beam, 80-100 parameter instances distributed amoung 12 parameter classes, it becomes important to be able to concisely define the entire feasible solution space. Inequalities are a powerful means of describing the acceptable ranges of parameters, and should be added to the Logistica TM constraint model. The task of determining the degree of constraint provided by a parameter also becomes much easier given the ability to propagate inequalities in the database.4.0CONCLUSIONS AND FUTUREWORKExhaustive search is not an efficient method ofdesigning reinforced concrete. TCON provides a straight forward means of representing the constraining relationships in concrete design but has very little utility for conveniently examining a wide range of feasible solutions and is not able to report constraints whose elements are partially known. Logistica TM offers a promising alternative to TCON for representing the concrete design problem and has the ability to conveniently represent the entire feasible solution space using inequalities.Additional work is necessary to insure a fair comparison between TCON or a TCON-like system and the use of symbolic constraints in Logistica TM. Specifically, TCON should be extended to use an ATMS (Forbus and de Kleer, 1993) and be equipped with a sharing structure to reduce the amount of code necessary to specify the constraints. The use of symbolic equations and inequalities should also be considered for TCON. The Logistica TM constraint system should be augmented to (1) allow connection of several compound design objects, (2) permit dependency tracking, and (3) enable propagation of the most constraining parameters early in the process. Other constraint environments including Prolog III, CHIP, and Screamer will also be investigated as alternatives for the concrete design problem. ACKNOWLEDGEMENTSThis work has been supported by the National Science Foundation under NSF Grant CDA-9401021, the Center for Excellence in Computer-Aided Systems Engineering at the University of Kansas, and the Graduate Research Fund at the University of Kansas. Travel assistance was provided by the Office of Research Support and Grant Administration at the University of Kansas.REFERENCESAbelson, H. and Sussman, G.J., Structure and Interpretation of Computer Programs, MIT Press, Cambridge, MA, 1985.Brown, Frank M., et. al., Logistica TM 1.0 Programmer's Manual, Artificial Intelligence Research, Inc., Lawrence, KS, 1992.Brown, Frank M., et. al., Logistica TM 1.0 Reference Manual, Artificial Intelligence Research, Inc., Lawrence, KS, 1992.Cohen, J., Constraint Logic Programming Languages, Communications of the ACM33(7):52-68, 1992.Forbus, Kenneth D. and de Kleer, Johan, Building Problem Solvers, MIT Press, Cambridge, Massachusetts, 1993. Siskind, J.M. and McAllester, D. A., Screamer 3.4 - A Portable Efficient Implementation of Nondeterministic Common Lisp, Massachusets Institute of Technology, Cambridge, MA, 1991.Van Hentenryck, Pascal, Constraint Satisfaction in Logic Programming, MIT Press, Cambridge, MA, 1989.。

英语词汇学期末考试题库

英语词汇学期末考试题库

英语词汇学试题Introduction and Chapter 1Basic Concepts of Words and Vocabula ry(练习1)I.Each of the statements below is followed by four alternative answers. Choose the one that would best complete the statement.1.Morphology is the branch of grammar which studies the structure or forms of words, primarily through theuse of _________construct.A. wordB. formC. morphemeD. root2.________ is traditionally used for the study of the origins and history of the form and meaning of words.A. SemanticsB. LinguisticsC. EtymologyD. Stylistics3.Modern English is derived from the language of early ______ tribes.A. GreekB. RomanC. ItalianD. Germanic4. Semantics is the study of meaning of different _________ levels: lexis, syntax, utterance, discourse, etc.A. linguisticB. grammaticalC. arbitraryD. semantic5.Stylistics is the study of style . It is concerned with the user’s choices of linguistic elements in a particular________ for special effectsA. situationB. contextC. timeD. place6.Lexicography shares with lexicology the same problems: the form , meaning, origins and usages of words, but they have a _______ difference.A . spelling B. semantic C. pronunciation D. pragmatic7. Terminology consists of _______ terms used in particular disciplines and academic areas.A. technicalB. artisticC. differentD. academic8. __________refers to the specialized vocabularies by which members of particular arts, sciences, trades, and professions communicate among themselves.A. SlangB. JargonC. Dialectal wordsD. Argot9 ._________ belongs to the sub-standard language, a category that seems to stand between the standard general words including informal ones available to everyone and in-group words.A. JargonB. ArgotC. Dialectal wordsD. Slang10. Argot generally refers to the jargon of _______.Its use is confined to the sub-cultural groups and outsiders can hardly understand it.A. workersB. criminalsC. any personD. policeman11.________ are words used only by speakers of the dialect in question.A. ArgotB. SlangC. JargonD. Dialectal words12. Archaisms are words or forms that were once in _________use but are now restricted only to specialized or limited use.A. commonB. littleC. slightD. great13. Neologisms are newly-created words or expressions, or words that have taken on ______meanings.A. newB. oldC. badD. good14. Content words denote clear notions and thus are known as_________ words. They include nouns, verbs, adjectives, adverbs and numerals.A. functionalB. notionalC. emptyD. formal15. Functional words do not have notions of their own. Therefore, they are also called _______words. Prepositions, conjunctions, auxiliaries and articles belong to this category.A. contentB. notionalC. emptyD. newII. Complete the following statements with proper words or expressions according to the course book.16.Lexicology is a branch of linguistics, inquiring into the origins and _____of words.17.English lexicology aims at investigating and studying the ______ structures of English words and word equivalents, their semantics, relations, _____development, formation and ______.18.English lexicology embraces other academic disciplines, such as morphology, ______,etymology, stylistics,________.19.There are generally two approaches to the study of words , namely synchronic and _______.nguage study involves the study of speech sounds, grammar and_______.III. Match the words or expressions in Column A with those in Column B according to 1) basic word stock and nonbasic vocabulary 2) content words and functional words 3) native words and borrowed words4)characteristics of the basic word stock.A B21 . Stability ( ) A. E-mail22. Collocbility( ) B. aught23. Jargon( ) C. por24. Argot ( ) D. upon25.Notional words( ) E. hypo26. Neologisms ( ) F. at heart27. Aliens ( ) G. man28. Semantic-loans( ) H. dip29. Archaisms ( ) I. fresh30. Empty words ( ) J. emirIV. Study the following words or expressions and identify 1) characteristics of the basic word stock 2) types of nonbasic vocabulary.31. dog cheap ( ) 32 a change of heart ( )33. can-opener ( ) 34.Roger ( )35. bottom line ( ) 36.penicillin ( )37. auld ( ) 38. futurology ( )39.brethren ( ) 40. take ( )V. Define the following terms.41. word 42. Denizens 43. Aliens 44. Translation-loans 45. Semantic-loansVI. Answer the following Questions46.Illustrate the relationship between sound and meaning, sound and form with examples.47. What are the main characteristics of the basic word-stock? Illustrate your points with examples.48. Give the types of nonbasic vocabulary with examples.VII. Analyze and comment on the following.49. Classify the following words and point out the types of words according to notion.earth, cloud, run, walk, on, of, upon, be, frequently , the, five, but, a , never.50. Group the following borrowed words into Denizens, Aliens, Translation-loans, Semantic-loans.Dream, pioneer, kowtow, bazaar, lama, master-piece, port, shirtKey to Exercises:I. 1. A2.C3.D4.A5.B6.D7.A8.B9.D10.B11.D12.A13.A14.B15.CII.16.meanings17.morphological, historical, usages 18. semantics, lexicography19.diachronic20.vocabularyIII.21. G 22. F23. E24. H25. C26. A27. J28.I29.B30.DIV.31. the basic word stock; productivity32. the basic word stock; collocability33.the basic word stock; argot34.nonbasic word stock; slang35. nonbasic word stock; jargon36. nonbasic word stock ;terminology37.nonbasic word stock; dialectal words38. nonbasic word stock ,neologisms39. nonbasic word stock; archaisms40. the basic word stock; polysemyV-----VI. (see the course book)VII. 49. Content words: earth, cloud, run, walk, frequently, never, fiveFunctional words: on, of, upon, be, the, but, a.50. Denizens: port, shirt,Aliens: bazaar, kowtowTranslation-loans: lama, masterpieceSemantic-loans:dream, pioneerChapter 2 The Development of the English Vocabulary and Chapter 3 Word Formation I(练习2)I. Each of the statements below is followed by four alternative answers. Choose the one that would best complete the statement.1.It is assumed that the world has approximately 3,000( some put it 5,000)languages, which can be groupedinto the basis of similarities in their basic word stock and grammar.A. 500B. 4000C. 300D. 20002.The prehistoric Indo-European parent language is thought to be a highly ______language.A. inflectedB. derivedC. developedD. analyzed3.After the _________, the Germanic tribes called Angles ,Saxons, and Jutes came in great numbers.A. GreeksB. IndiansC. RomansD. French4.The introduction of ________had a great impact on the English vocabulary.A. HinduismB. ChristianityC. BuddhismD. Islamism5.In the 9th century the land was invaded again by Norwegian and Danish Vikings. With the invaders, many________words came into the English language.A. GreekB. RomanC. CelticD. Scandinavian6.It is estimated that at least ______ words of Scandinavian origin have survived in modern English.A. 500B. 800C. 1000 .D. 9007.The Normans invaded England from France in 1066. The Norman Conquest started a continual flow of______ words into English.A. FrenchB. GreekC. RomanD. Latin8.By the end of the _______century , English gradually came back into the schools, the law courts, andgovernment and regained social status.A. 12thB. 13thC. 14thD.15th9.As a result , Celtic made only a ________contribution to the English vocabulary.A. smallB. bigC. greatD. smaller10. The Balto-Slavic comprises such modern languages as Prussian, Lithuanian, Polish, Czech, Bulgarian, Slovenian and _______.A. GreekB. RomanC. IndianD. Russian11.In the Indo-Iranian we have Persian , Bengali, Hindi, Romany, the last three of which are derived from thedead language.A. SanskritB. LatinC. RomanD. Greek12.Greek is the modern language derived from _______.A. LatinB. HellenicC. Indian D . Germanic13.The five Roamance languages , namely, Portuguese, Spanish, French, Italian, Romanian all belong to theItalic through an intermediate language called _______.A. SanskritB. LatinC. CelticD. Anglo-Saxon14.The ________family consists of the four Northern European Languages: Norwegian, Icelandic, Danishand Swedish, which are generally known as Scandinavian languages.A. GermanicB. Indo-EuropeanC. AlbanianD. Hellenic15.By the end of the _______century , virtually all of the people who held political or social power and manyof those in powerful Church positions were of Norman French origin.A. 10thB.11thC.12thD. 13thII. Complete the following statements with proper words or expressions according to the course book.16.Now people generally refer to Anglo-Saxon as _______.17.. If we say that Old English was a language of full endings , Middle English was one of ______.18.It can be concluded that English has evoked from a synthetic language (Old English) to the present _____language.19.The surviving languages accordingly fall into eight principal groups , which can be grouped into anEastern set: Balto-Slavic , Indo-Iranian ,Armenian and Albanian; a Western set :Celtic, Italic, Hellenic, _______.20.It is necessary to subdivide Modern English into Early (1500-1700)and _____ Modern English.III. Match the words or expressions in Column A with those in Column B according to 1) origin of the words2)history off English development 3) language family.A B21. Celtic ( ) A.politics22. religious ( ) B.moon23.Scandinavian ( ) C. Persian24. French ( ) D.London25. Old English ( ) E. abbot26.Dutch ( ) F. skirt27.Middle English ( ) G. sunu28. Modern English ( ) H. lernen29. Germanic family ( ) I. freight30.Sanskrit ( ) J. NorwegianIV.Study the following words or expressions and identify types of morphemes underlined.31. earth ( ) 32.contradict ( )33. predictor ( ) 34. radios ( )35. prewar ( ) 36. happiest ( )37. antecedent ( ) 38. northward ( )38. sun ( ) 40. diction ( )V. Define the following terms.41. free morphemes 42. bound morphemes 43. root 44. stem 45.affixesVI. Answer the following questions. Your answers should be clear and short.46. Describe the characteristics of Old English .47. Describe the characteristics of Middle English.48. Describe the characteristics of Modern English.VII. Answer the following questions with examples.49. What are the three main sources of new words ?50. How does the modern English vocabulary develop ?Key to exercises:I. 1.C 2.A 3.C 4.B 5.D 6.D 7.A 8.B 9.A 10.D 11.A 12.B 13.B 14.A 15.BII.16.Old English 17. Leveled endings 18. analytic 19. Germanic te(1700-up to the present )III.21. D 22. E 23. F 24. A 25. G 26. I 27. H 28. B 29. J 30. CIV.31. free morpheme/ free root 32. bound root 33. suffix 34. inflectional affix35. prefix 36. Inflectional affix 37. prefix 38. suffix 39. free morpheme/free root40.bound rootV.-VI ( See the course book )VII. 49. The three main sources of new words are :(1)The rapid development of modern science and technology ,e.g. astrobiology, green revolution ;(2)Social , economic and political changes; e.g. Watergate, soy milk;(3)The influence of other cultures and language; e.g. felafel, Nehru Jackets.50. Modern English vocabulary develops through three channels: (1) creation, e.g. consideration, carefulness; (2) semantic change, e.g. Polysemy, homonymy ; (3) borrowing ;e.g. tofu, gongful.Chapter 3 The Development of the English V ocabulary and Chapter 4 Word Formation II(练习3)I.Each of the statements below is followed by four alternative answers. Choose the one that would best complete the statement.1.The prefixes in the words of ir resistible, non classical and a political are called _______.A.reversative prefixesB. negative prefixesC. pejorative prefixesD. locative prefixes2.The prefixes contained in the following words are called ______: pseudo-friend, mal practice, mis trust.A. reversative prefixedB. negative prefixesC. pejorative prefixesD. locative prefixes3.The prefixed contained in un wrap, de-compose and dis allow are _________.A. reversative prefixedB. negative prefixesC. pejorative prefixesD. locative prefixes4.The prefixes in words extra-strong, overweight and arch bishop are _____ .A . negative prefixes B. prefixes of degree or size C. pejorative prefixes D. locative prefixes5.The prefixes in words bi lingual ,uni form and hemis phere are ________.A. number prefixesB. prefixes of degree or sizeC. pejorative prefixesD. locative prefixes6.________ are contained in words trans-world, intra-party and fore head.A.Prefixes of orientation and attitudeB. Prefixes of time and orderC. Locative prefixesD. Prefixes of degree or size7. Rugby ,afghan and champagne are words coming from ________.s of booksB. names of placesC. names of peopleD. tradenames8. Omega,Xerox and orlon are words from _________.s of booksB. names of placesC. names of peopleD. tradenames9.Ex-student, fore tell and post-election contain________.A.negative prefixesB. prefixes of degree or sizeC. prefixes of time and orderD. locative prefixes10.Mackintosh, bloomers and cherub are from _______A. names of booksB. names of placesC. names of peopleD. tradenames11.The prefixes in words new-Nazi, autobiography and pan-European are ________.A.negative prefixesB. prefixes of degree or sizeC. prefixes of time and orderD. miscellaneous prefixes12.The prefixes in words anti-government , pro student and contra flow are _____-.A.prefixes of degree or sizeB. prefixes of orientation and attitudeC. prefixes of time and orderD. miscellaneous prefixes13.Utopia ,odyssey and Babbit are words from ________.s of booksB. names of placesC. names of peopleD. tradenames14.The suffixes in words clockwise, homewards are ______.A. noun suffixesB. verb suffixesC. adverb suffixesD. adjective suffixes15.The suffixes in words height en, symbol ize are ________.A. noun suffixesB. verb suffixesC. adverb suffixesD. adjective suffixesII. Complete the following statements with proper words or expressions according to the course book.16. Affixation is generally defined as the formation of words by adding word-forming or derivational affixes to stem. This process is also known as_____.pounding , also called ________, is the formation of new words by joining two or more stems . Words formed in this way are called _________.18. __________ is the formation of new words by converting words of one class to another class.19. _________ is the formation of new words by combining parts of two words or a word plus a part of another word . Words formed in this way are called blends or _____words.20 A common way of making a word is to shorten a longer word by cutting a part off the original and using what remains instead. This is called _______.III. Match the words or expressions in Column A with those in Column B according to types of suffixation.A B21. Concrete denominal noun suffixes( ) A. priceless22. Abstract denominal noun suffixes ( ) B. downward23. Deverbal noun suffixes(denoting people.)() C. engineer24. Deverbal nouns suffixes( denoting action,etc) () D. darken25. De-adjective noun suffixes()Eviolinist26. Noun and adjective suffixes ( ) F.happiness27. Denominal adjective suffixes ( ) G. arguable28. Deverbal adjective suffixes ( ) H.dependent29. Adverb suffixes ( ) I. adulthood30. Verb suffixes ( ) J. survivalIV.Study the following words or expressions and identify 1) types of clipping 2) types of acronymy and write the full terms.31.quake ( ) 32. stereo ( ) 33. flu ( ) 34. pub ( ) 35. c/o ( )36. V-day ( ) 37. TB ( ) 38. disco ( ) 39.copter ( ) 40. perm ( )V.Define the following terms .41. acronymy 42. back-formation 43. initialisms 44. prefixation 45. suffixationVI. Answer the following questions with examples.46. What are the characteristics of compounds ?47. What are the main types of blendings ?48. What are the main types of compounds ?VII. Analyze and comment on the following:49. Use the following examples to explain the types of back-formation.(1) donate ----donation emote----emotion(2) loaf—loafer beg------beggar(3) eavesdrop---eavesdropping babysit---babysitter(4) drowse—drowsy laze---lazy50. Read the following sentence and identify the types of conversion of the italicized words.(1) I’m very grateful for your help. (2) The rich must help the poor.(3)His argument contains too many ifs and buts. (4) They are better housed and clothed.(5) The photograph yellowed with age. (6) We downed a few beers.Key to exercises :1. B2. C3. A4. B5. A6.C7.B8.D9.C 10.C 11.D 12.B 13.A 14.C 15.BII. 16. derivation position, compounds 18. Conversion 19. Blending(pormanteau) 20.clippingIII. 21.C 22. I 23. H 24. J 25.F 26.E 27.A 28.G 29.B 30.DIV.31. Front clipping, earthquake32. Back clipping, stereophonic33.Front and back clipping, influenza34.Phrase clipping, public house35. Initialisms, care of36. Acronyms, Victory Day37. Initialisms, tuberculosis38. Back clipping, discotheque39. Front clipping, helicopter40. Phrase clipping, permanent wavesV-VI. (See the course book)VII.49. There are mainly four types of back-formation.(1)From abstract nouns (2) From human nouns (3) From compound nouns and others(4) From adjectives50. (1)Verb to noun (2) Adjective to noun (3) Miscellaneous conversion to noun(4 ) Noun to verb (5) Adjective (6) Miscellaneous conversion to verbChapter 5 Word Meaning (练习4)I. Each of the statements below is followed by four alternative answers. Choose the one that would best complete the statement.1. A word is the combination of form and ________.A. spellingB. writingC. meaningD. denoting2._______is the result of human cognition, reflecting the objective world in the human mind.A. ReferenceB. ConceptC. SenseD. Context3.Sense denotes the relationships _______the language.A. outsideB. withC. beyondD. inside4. Most English words can be said to be ________.A. non-motivatedB. motivatedC. connectedD. related5.Trumpet is a(n) _______motivated word.A. morphologicallyB. semanticallyC. onomatopoeicallyD. etymologically6.Hopeless is a ______motivated word.A. morphologicallyB. onomatopoeicallyC. semanticallyD. etymologically7.In the sentence ‘ He is fond of pen ’ , pen is a ______ motivated word.A. morphologicallyB. onomatopoeicallyC. semanticallyD. etymologically8.Walkman is a _______motivated word.A. onomatopoeicallyB. morphologicallyC. semanticallyD. etymologically9.Functional words possess strong _____ whereas content words have both meanings, and lexical meaning inparticular.A. grammatical meaningB. conceptual meaningC. associative meaningD. arbitrary meaning10._______is unstable, varying considerably according to culture, historical period, and the experience of the individual.A.Stylistic meaningB. Connotative meaningC. Collocative meaningD. Affective meaning11.Affective meaning indicates the speaker’s _______towards the person or thing in question.A. feeling .B. likingC. attitudeD. understanding12. _________ are affective words as they are expressions of emotions such as oh, dear me, alas.A. PrepositionsB. InterjectionsC. ExclamationsD. Explanations13. It is noticeable that _______overlaps with stylistic and affective meanings because in a sense both stylistic and affective meanings are revealed by means of collocations.A.conceptual meaningB. grammatical meaningC. lexical meaningD. collocative meaning14.In the same language, the same concept can be expressed in ______.A. only one wordB. two wordsC. more than threeD. different words15.Reference is the relationship between language and the ______.A. speakersB. listenersC. worldD. specific countryII. Complete the following statements with proper words or expressions according to the course book.16.In modern English one may find some words whose sounds suggest their ______pounds and derived words are ______ words and the meanings of many are the sum total of themorphemes combined.18._______ refers to the mental associations suggested by the conceptual meaning of a word.19.The meanings of many words often relate directly to their ______. In other words the history of the wordexplains the meaning of the word.20.Lexical meaning itself has two components : conceptual meaning and _________.III. Match the words or expressions in Column A with those in Column B according to 1) types of motivation 2) types of meaning.A B21. Onomotopooeic motivation ( ) A. tremble with fear22. Collocative meaning ( ) B. skinny23. Morphological motivation ( ) C. slender24. Connotative meaning ( ) D. hiss25. Semantic motivation ( ) E. laconic26. Stylistic meaning ( ) F. sun (a heavenly body)27. Etymological motivation ( ) G.airmail28. Pejorative meaning ( ) H. home29. Conceptual meaning ( ) I. horse and plug30. Appreciative meaning ( ) J. pen and awordIV.Study the following words or expressions and identify 1)types of motivation 2) types of meaning.31. neigh ( ) 32. the mouth of the river ( )33. reading-lamp ( ) 34. tantalus ( )35. warm home ( ) 36. the cops ( )37. dear me ( ) 38. pigheaded ( )39. handsome boy ( ) 40. diligence ( )V.Define the following terms .41. motivation 42. grammatical meanings 43. conceptual meaning 44. associative meaning 45. affective meaningVI.Answer the following questions . Your answers should be clear and short.46. What is reference ? 47. What is concept ? 48. What is sense ?VII.Analyze and comment on the following.49. Study the following words and explain to which type of motivation they belong.50. Explain the types of associative meaning with examples.Key to exercises:I. 1. C 2.B 3.D 4.A 5.C 6.A 7.C 8.D 9.A 10.B 11.C 12.B 13.D 14.D 15.CII.16. meanings 17.multi-morphemic 18.Semantic motivation 19.origins 20.associative meaningIII.21. D 22.A 23.G 24.H 25.J 26.I 27.E 28.B 29.F 30.CIV.31. Onomatopoeic motivation 32. Semantic motivation33. Morphological motivation 34. Etymological motivation35. Connotative meaning 36.Stylistic meaning37. Affective meaning 38. pejorative39. collocative meaning 40. appreciativeV-VI. See the course book.VIII.49. (1) Roar and buzz belong to onomatopoeic motivation.(2)Miniskirt and hopeless belong to morphological motivation.(3) The leg of a table and the neck of a bottle belong to semantic motivation.(4) Titanic and panic belong to etymological motivation.50. Associative meaning comprises four types:(1)Connotative meaning . It refers to the overtones or associations suggested by the conceptual meaning,traditionally known as connotations. It is not an essential part of the word-meaning, but associations that might occur in the mind of a particular user of the language. For example, mother , denoting a ‘female parent’, is often associated with ‘love’, ‘care’, etc..(2)Stylistic meaning. Apart feom their conceptual meanings, many words have stylistic features, whichmake them appropriate for different contexts. These distinctive features form the stylistic meanings of words . For example, pregnant, expecting, knockingup, in the club, etc., all can have the same conceptual meaning, but differ in their stylistic values.(3)Affective meaning. It indicates the speaker’s attitude towards the person or thing in question. Wordsthat have emotive values may fall into two categories :appreciative or pejorative. For example, famous, determined are words of positive overtones; notorious, pigheaded are of negative connotations implying disapproval, contempt or criticism.(4)Collocative meaning. It consists of the associations a word acquires in its collocation. In other words,it is that part of the word-meaning suggested by the words before or after the word in discussion. For example, we say : pretty girl, pretty garden; we don’t say pretty typewriter. But sometimes there is some overlap between the collocations of the two words.Chapter 6 Sense Relations and Semantic Field (练习5)I.Each of the statements below is followed by four alternative answers. Choose the one that would best complete the statement.1.Polysemy is a common feature peculiar to ______.A. English onlyB. Chinese onlyC. all natural languagesD. some natural languages2.From the ______ point of view, polysemy is assumed to be the result of growth and development of thesemantic structure of one and same word .A. linguisticB. diachronicC. synchronicD. traditional3._______ is a semantic process in which the primary meaning stands at the center and the secondarymeanings proceed out of it in every direction like rayes.A Radiation B. Concatenation C. Derivation D. Inflection4. _________ is the semantic process in which the meaning of a word moves gradually away from its first sense by successive shifts until, in many cases, there is not a sign of connection between the sense that is finally developed and that which the term had at the beginning.A. DerivationB. RadiationC. InflectionD. Concatenation5.One important criterion to differentiate homonyms from polysemants is to see their ______.A. spellingB. pronunciationC. etymologyD. usage6. ________refer to one of two or more words in the English language which have the same or very nearly the same essential meaning.A. PolysemantsB. SynonymsC. AntonymsD. Hyponyms7. The sense relation between the two words tulip and flower is _______.A. hyponymyB. synonymyC. polysemyD. antonymy8. _________ are words identical only in spelling but different in sound and meaning, e.g. bow/bau/; bow/beu/.A. HomophonesB. HomographsC. Perfect homonymsD. Antonyms9. The antonyms: male and female are ______.A. contradictory termsB. contrary termsC. relative termsD. connected terms10.The antonyms big and small are ______.A. contradictory termsB. contrary termsC. relative termsD. connected terms11.The antonyms husband and wife are ______.A. contradictory termsB. contrary termsC. relative termsD. connected termsposition and compounding in lexicology are words of _______.A. absolute synonymsB. relative synonymsC. relative antonymsD. contrary antonyms13.As homonyms are identical in sound or spelling, particularly ______, they are often employed in aconversation to create puns for desired effect of humor, sarcasm or ridicule.A. homographsB. homophonesC. absolute homonymsD. antonyms14.From the diachronic point of view, when the word was created, it was endowed with only one meaning .The first meaning is called ______.。

蝉花总多糖对细胞免疫和体液免疫反应的促进作用_何晓波

蝉花总多糖对细胞免疫和体液免疫反应的促进作用_何晓波

收稿日期:2010-02-07基金项目:浙江省中医药科技计划项目(2007CB186)作者简介:何晓波(1973-),男,浙江武义人,主管中药师,学士,研究方向:医院中药材的鉴别和应用。

通讯作者:陈峰阳(1983-),男,浙江磐安人,助理研究员,硕士,主要从事中药和天然药物成分的提取分离和活性筛选工作。

L1d i pocyte d ifferen ti ation t hough t he PP AR (ga mm a )pat hw ay [J].B i och e m ical and B i ophysical Researc h C o mm un i cati on s ,2006,348(2):571.[22] Rots h teyn Y,Zit o SW.App licati on ofm od ifi ed i n v itro screen -i ng procedu re for i d entif yi ng herbals pos sessi ng s u lf onyl urea-li ke acti v i ty[J].J E t hnoph ar m acol,2004,93:337-344.[23] Su CF ,Cheng J T,L i u I M .I n creas e of acetylc ho li ne rel ease byPan ax gi n s eng root enhan ces i n s u li n secreti on i n W istar rat s [J].Neu rosciLett ,2007,412:101-104.[24] LeeW K ,Kao ST ,L i u I M,et a.l I n creas e of i n s u li n secreti onby gi n senos i de Rh2to l ow er p l as m a glucose i n W istar rats [J].C li n Exp Phar m acol Phys i ol,2006,33:27-32.[25] Luo J Z ,Luo L .Am eri can ginseng sti m u lates i nsu li n producti onand preven ts apoptosis t h rough regulati on of un coup li ng protei n -2i n c u ltured bet a cell s[J].E vi d Based C o m ple m entA lternat M ed,2006,3:365-372.[26] Y i n J ,H u R,Ch en M ,et a.l E fects of berberi ne on gl ucosem etabolis m i n vitro[J].M et abo li s m,2002,51:1439-1443.[27] Ko BS,Cho iSB ,Park SK,et a.l Insu li n s en sitiz i ng and i nsul-inotrop i c acti on of berberi ne fro m corti d is rh iz o m a [J ].B i olPhar m Bul,l 2005,28:1431-1437.[28] W angH,Reaves LA,E dens NK ,et a.l G i nseng extract i nh i b -its lipol ysis i n rat ad i pocytes i n v itro by acti vati ng phos phodies -terase 4[J].J Nutr ,2006,136:337-342.[29] Y i n J ,G ao ZG,L i u D ,et a.l Berberi ne I m proves G l ucoseM e -tabolis m through Induction ofG l yco l ysis[J].Am J Physiol En -docri nolM etab ,2008,294:148-156.[30]宁光.脂肪炎症因子在2型糖尿病发病中的重要性[J].中华内分泌代谢杂志,2006,22(3):205-207.[31] Shoels on SE,Lee J ,Goldfi ne ,A B .I n fla mm ati on and i nsuli nresistance[J].Th e Journ al of C li n i cal I n vesti gation ,2006,166(7):1793-1801.[32] Park EK ,C hooM K ,K i m EJ ,et a.l An ti a ll ergic acti v i ty ofg i n -senos i de Rh2[J].B i o lPhar m Bu l ,l 2003,26:1581-1584.[33] 周丽斌,陈名道,宋怀东,等.小檗碱对脂肪细胞瘦素和抵抗素基因表达的影响[J ].中华内科杂志,2004,43(1):56-57.[34] Song J Y ,H an SK,B ae KG ,et a.l Radioprotecti ve effects ofg i nsan,an i m m uno m odu l ator[J].Rad iat Res ,2003,159:768-774.[35] 尚文斌,杨颖,陈名道,等.人参及其主要成分抗糖尿病作用机制[J ].国际内分泌代谢杂志,2007,27(2):116-117.中华中医药学刊蝉花总多糖对细胞免疫和体液免疫反应的促进作用何晓波1,芦柏震1,周俐斐1,陈峰阳2,王春雷1,蔡菊芬1(1.浙江省肿瘤医院,浙江杭州310022;2.浙江省医学科学院药物研究所,浙江杭州310013)摘 要:目的:研究蝉花总多糖(CCP)体内外对细胞免疫和体液免疫的影响。

UPLC_MS_MS测定康艾注射液中5种主要成分含量

UPLC_MS_MS测定康艾注射液中5种主要成分含量
离子 化 模 式: ESI+ ; 检 测 方 式: 多 反 应 检 测 (MRM ) ; 毛细管电压: 2 8 kV; 萃取锥孔电压: 4 V; 离 子源温度: 110 ; 脱溶剂气温度: 350 ; 脱溶剂气流 量: 550 L h- 1; 锥孔气流量: 50 L h- 1; 氩气流量: 0 26 mL m in- 1; 取样锥孔电压及碰撞能量见表 2。
精密量取样品 80 L, 加入甲醇 10 mmo l L- 1醋 酸铵 ( 1 1) 定容至 10 mL, 混匀, 0 2 m 滤膜过滤。 2 5 标准曲线的制备
精密量取混合对照品储备液 ( 200 m g L- 1 ) 适 量, 用甲醇 10 mm o l L- 1醋酸铵 ( 1 1)稀释, 系列标 准溶 液 浓 度 依 次 为 2 0、5 0、10 0、20 0、50 0、 100 0、200、500、1 000、2 000、5 000、10 000、20 000、 50 000 g L- 1, 依 法 测 定。黄 芪 甲 苷 在 5 0 ~ 500 0 g L- 1 之 间, 人 参 皂 苷 R e 和 Rg1 在 0 2~ 20 0 m g L- 1 之 间, 人 参 皂 苷 R f和 Rb1 在 10 0~ 1 000 0 g L- 1之间线性良好。回归方程、 相关系数等参数见表 3。其中混合对照品溶液 ( 500
康艾注射液主要成分为 黄芪、人 参和苦参素。 有益气扶正, 增强机体免疫功能。用于原发性肝癌、 肺癌、直肠癌、恶性淋巴瘤、妇女恶性肿瘤; 各种原因 引起的白细胞低下及减少症、慢性乙型肝炎的治疗。
其药品标准中仅测定人参皂苷 R e、R g1和苦参素的 含量。其中人参皂苷 Re和 R g1采用高效液相色谱法 测定, 且分离效果不理想。文献报道中人参皂苷和 黄芪甲苷的测定方法主要有高效液相色谱法、比色 法、薄 层色 谱 分光 光度 法 [ 1 2] 和 HPLC M S 法 [ 3 4 ] 。 液相色谱与质谱的联用技术结合了色谱的高分离效 能和质谱的高 选择性、高 灵敏度的特点 [ 5] , 但文献 报道的 H PLC M S法采用选择离子检测模式测定, 选

人参茎叶皂苷中人参皂苷Re含量的反相高效液相色谱测定方法的改进

人参茎叶皂苷中人参皂苷Re含量的反相高效液相色谱测定方法的改进

人参茎叶皂苷中人参皂苷Re含量的反相高效液相色谱测定方法的改进(作者:___________单位: ___________邮编: ___________)【摘要】目的改进高效液相色谱法测定人参茎叶皂苷中人参皂苷Re的方法。

方法最佳色谱条件:ODS(150 mm×4.6 mm,5μm)为色谱柱,采用梯度洗脱(乙腈与水),检测波长203 nm,流速1.0 ml/min。

结果人参皂苷Re的回归方程为Y=9 505.448 8X-1 159.607 0,r=0.999 8,线性范围为1.88 ~60.16 μg/ml,平均回收率为99.35% (RSD=0.49%,n=6)。

结论采用改进的测定方法简单、准确和重现性好,适合人参茎叶皂苷中人参皂苷Re的质量控制。

【关键词】人参茎叶皂苷;人参茎叶皂苷Re;反相高效液相色谱Abstract:ObjectiveTo improve the HPLC method for determination of ginsenosid Re in ginsenosides. MethodsODS column(150 mm×4.6 mm,5 μm)was used. The mobile phase consisted of CH3CN-H2O, the detection wavelength was 203 nm,and the flow rate was 1.0 ml/min.ResultsThe regression equation ofginsenoside Re was Y=9 505.448 8X-1 159.607 0 with a correlation coefficient of 0.999 8,and linear range was within the range of 1.88 ~60.16 μg/ml, the average recovery of ginsenosid Re was 99.35% (RSD=0.49%,n=6). ConclusionThis method is simple, quick, and reproducible and it is suitable for the quality control of Panax ginseng.Key words:Panax ginseng;Ginsenosid Re;RP-HPLC人参茎叶皂苷是从五加科植物人参的干燥茎叶中提取的有效成分经喷雾干燥而得,其中含有各种苷如人参皂苷Re。

structural dependency 语言学名词解释

structural dependency 语言学名词解释

structural dependency 语言学名词解释Structural dependency is a linguistic term that refers to the syntactic relationship between words in a sentence. It involves analyzing the dependency or hierarchical structure of a sentence by identifying heads (governing words) and dependents (words that are governed). The concept is commonly used in dependency grammar, a framework for syntactic analysis.1. In the sentence "The cat is sleeping on the mat," the word "cat" is the head and "the" is its dependent.在句子"The cat is sleeping on the mat"中,单词"cat"是主要词(head),而"the"是它的从属词(dependent)。

2. The structural dependency between a verb and itsdirect object is crucial in understanding the sentence's meaning.动词和其直接宾语之间的结构依存关系对于理解句子的意思至关重要。

3. The structural dependency analysis revealed that the modifier "very" in the sentence added emphasis to the adjective.结构依存分析揭示了这个句子中的修饰语"very"增强了形容词的强调程度。

The Study of Structural Transition of ZnS Nanorods under High Pressure

The Study of Structural Transition of ZnS Nanorods under High Pressure

The Study of Structural Transition of ZnS Nanorods under High PressureZepeng Li,Bingbing Liu,*Shidan Yu,Jinhua Wang,Quanjun Li,Bo Zou,and Tian CuiState Key Laboratory of Superhard Materials,Jilin Uni V ersity,Changchun130012,ChinaZhenxian LiuGeophysical Laboratory,Carnegie Institution of Washington,5251Broad Branch Rd.NW,Washington,DC20015,United StatesZhiqiang ChenGeoScience Department,Stony Brook Uni V ersity,Stony Brook,New York11794,United StatesJing LiuInstitute of High Energy physics,Chinese Academy of Sciences,Beijing100023,ChinaRecei V ed:August3,2010;Re V ised Manuscript Recei V ed:No V ember7,2010The study of pressure behavior for ZnS nanorods by X-ray diffraction measurements up to37.2GPa is carriedout.ZnS nanorods transform from the initial wurtzite phase to rock salt phase at19.6GPa without undergoingthe transition to zinc blende structure,and this is thefirst report about the direct phase transition from wurtziteto rock salt phase for ZnS.The longitudinal c-axis of ZnS nanorods exhibits more compressible behaviorthan that of radial a-axis direction,which is caused by the special rod morphology,and this induces thespecial direct phase transition to rock salt phase without zinc blende phase in the transition process.Theresults show the morphology of ZnS nanorods plays a crucial role in the special pressure behavior and alsosuggests we could explore the various pressure behaviors applying particular shaped nanomaterials underhigh pressure.IntroductionNanostructured materials have attracted a great deal of attention in the past few years due to their excellent properties that are different from the bulk materials.1-3Zinc sulfide(ZnS) as an important wide-band gap(3.6eV)semiconductor has been used as an important material for ultraviolet light-emitting diodes and injection lasers,flat-panel displays,electroluminescent devices,and infrared(IR)windows.4-7Thus,various ZnS nanomaterials are given special attention,and the studies of the structure and properties of ZnS nanomaterials are of considerable importance,and thus great efforts have been focused on this topic.8-12As the properties of materials are relative to the structure,it is both interesting and valuable to investigate the structural behavior of materials.In the past few years,the studies on structural behavior of nanomaterials has mainly focused on the nanoparticles,and the reported results mostly involve the size-induced influences on pressure behavior for nanoparticle materials.1,13Recently,researchers began to explore the pressure behavior of nanomaterials with special morphologies.9,14-18For example,Park et al.and Guo et al.studied the pressure behaviors of Pt nanocubes and TiO2nanorods.17,18Guo et al.observed a face-centered cubic to face-centered tetragonal distortion for the first time,18and Park et al.find the different compressibility among different shaped TiO2nanopaticles.17For ZnS nanoma-terials,quasi-one-dimensional ZnS nanomaterials such as nano-belts,nanorods,nanoribbons,and nanotubes are of great importance due to their unique nanostructure.Up to now,there are few reports on pressure induced behavior of the samples with special morphologies,and there is only one report for ZnS nanobelts by Wang et al.9In Wang’s study,it was demonstrated that there is a strong relationship between the mechanical stability and morphology,which are also useful to understand the transformation mechanism.ZnS nanorods,as the typical one-dimensional nanomaterials,are expected to exhibit special pressure behavior different from those of ZnS bulk sample and nanopaticles,and it is very interesting to explore the pressure behavior of ZnS nanorods caused by the different pressure effects in different directions.In the previous work,we have ever deduced the phase transition of ZnS nanorods by Raman and photoluminescence (PL)spectra;19however,there is no study about the pressure behavior for ZnS nanorods by directly determinative X-ray diffraction(XRD)method.In the present work,we have applied high pressure XRD measurements to investigate the pressure behavior of ZnS nanorods.The highest pressure is 37.2GPa.ZnS nanorods transform from the initial wurtzite (WZ)phase to rock salt(RS)phase at19.6GPa without undergoing the transition to zinc blende(ZB)structure.The longitudinal c-axis direction of ZnS nanorod exhibits larger compressibility than that of radial a-axis direction,and this induces the transition from the WZ to the RS phase instead of to the ZB structure.The morphology of ZnS nanorods plays a crucial role in the different pressure behaviors from bulk sample.*To whom correspondence should be addressed.Phone/Fax:86-431-85168256.E-mail:liubb@.J.Phys.Chem.C2011,115,357–36135710.1021/jp107304v 2011American Chemical SocietyPublished on Web12/20/2010Experimental SectionZnS nanorods used in our high-pressure XRD experiments were synthesized by the solvothermal method as described in our previous work.20The TEM image of ZnS nanorods,the typical rods with its corresponding ED pattern indexed to the WZ structure,and the schematic diagram for ZnS nanorod with a ,b ,and c axes in the WZ structure are shown in Figure 1.The diamond anvil cell was used with methanol -ethanol mixture (volume ratio of 4:1)as the pressure medium in the high pres-sure experiments.The pressure was calibrated by the shift of the ruby R 1line.High-pressure X-ray diffraction experiments were carried out with synchrotron X-ray beam at Brookhaven National Laboratory,US,with the incident monochromatic X-ray beam wavelength of 0.4066Åand have been repeated at 4W2High-Pressure Station of Beijing Synchrotron Radiation Facility (BSRF).The MAR345image plate detector was utilized to record the diffracted X-rays,and the two-dimensional diffraction rings on the image plate were integrated with the FIT2D program to produce diffraction patterns of intensity vs degree.Results and DiscussionThe sample of ZnS nanorods is in the WZ structure at ambient condition with the growth direction of (002)plane as shown inFigure 1b.20The calculated lattice constants are a )0.380nm and c )0.622nm,which agree with the reported data (JCPDS file No.75-1534,space group P 63mc ).Figure 2gives the angle-dispersive high pressure XRD spectra of the ZnS nanorods with the highest pressure of 37.2GPa.From Figure 2,we find that the position of the diffraction peaks of WZ structure for ZnS nanorods shifts toward to small d -spacing value with the increase of pressure.When pressure is increased up to 19.6GPa,a new diffraction peak not belonging to WZ structure appears,and the new peak is ascribed to (200)diffraction of RS structure of ZnS which indicates that the phase transition from WZ to RS structure occurs.When pressure is up to 22.1GPa,all diffraction peaks of WZ structure disappear,and the sample transforms into RS structure completely.RS structure exists until the highest pressure of 37.2GPa,and no other phase transition happens.In the previous reports,the ZnS sample transforms to the ZB phase first and then to the RS phase under high pressure from the initial WZ phase.For example,Desgreniers et al.has studied the ZnS bulk sample initial in pure WZ and mixture of ZB and WZ structures and found that both samples transform to ZB structure completely and then to RS structure after ZB structure.21And for nanomaterials,Pan et al.and Qadri et al.studied the phase transition of ZnS nanocrystals under high pressure by energy-dispersive X-ray diffraction and found that the nanocrystals undergo the transition of ZB phase between WZ and RS structure.22,23Wang et al.also observed the phase transition from WZ to ZB phase in their investigation for ZnS nanobelts and nanoparticles under high pressure by XRD.9,16For the diffraction patterns of ZB and WZ phases,some diffraction peaks have significant overlapping such as WZ(002)/ZB(111),WZ(110)/ZB(220),and WZ(112)/ZB(311).In the typical phase transition from WZ to ZB structure,the peaks of WZ(100),WZ(101),WZ(102),and WZ(103)decrease signifi-cantly in intensity and then disappear finally;On the contrary,the peaks of WZ(002),WZ(110),and WZ(112)are kept and transform to the corresponding diffractions of ZB(111),ZB(220),and ZB(311).From our experimental data,we have not observed any change which could prove the occurrence of ZB structure in the diffraction pattern,and thus we rule out the possibility of the transformation from WZ to ZB phase.Similar phase transition sequence under high pressure can be observed for ZnO,GaN,and CdSe 13,24-29but has not been reported for either ZnS bulk sample or nanomaterial sample before.Further,the reported critical pressure from the initial WZ phase to the RS phase via ZB phase in the middle or from initial ZB structure to RS structure for ZnS bulk sample and nano-particles is mainly in range of 12-16GPa,16,21-23,30-33andFigure 1.The TEM image of ZnS nanorods sample (a)and the typical rods (b)with its corresponding ED pattern indexed to the WZ structure;(c)the schematic diagram for ZnS nanorod with a ,b ,and c axes in the WZstructure.Figure 2.Pressure-dependent XRD spectra of ZnS nanorods (the indication by the red arrows corresponds to the newly observed diffractions of rock salt structure).358J.Phys.Chem.C,Vol.115,No.2,2011Li et al.therefore the direct transition from the initial WZ structure to the RS structure shows a higher critical pressure than those from the ZB phase to the RS phase,which is consistent with the theoretical results reported by Wilson.34By refining the different patterns,we obtain the lattice parameters a and c of the WZ structure of ZnS nanorods under high pressure,and Figure 3a shows the pressure dependency of the decreasing a and c parameters.We find that the decrease of a and c is linear with linear coefficients of -9.3(8.8)×10-3Å/GPa and -1.4(1.7)×10-2Å/GPa,respectively,and the c parameter decreases more rapidly than a parameter with the pressure.For the WZ structure,the c parameter is larger than the a parameter intrinsically;ZnS nanorod samples grow along the c -axis direction,and the a -axis direction is perpendicular to the nanorod as indicated by Figure 1c.It is reasonable that the larger c parameter decreases rapidly than that of the a parameter under high pressure.However,the nanorods in the longitudinal and radial directions show different pressure effects consequentially due to the difference in the size,which will also result in the different pressure behaviors in the two directions.Thus,the observed different decrease rate of a and c parameters is possibly resulted from the contributions by both factors of the intrinsic property of WZ structure and special rod-shape.To attest that the rod shape take effects on the different decrease rate of a and c parameters of ZnS nanorods,we further studied the strain of a and c axes under high pressure.For the hexagonal crystal,there are five independent elastic constants(C 11,C 12,C 13,C 33,and C 55),and corresponding elastic compli-ance constants are S 11,S 12,S 13,S 33,and S 55.Thus,we can obtain the strain in different directions for hexagonal crystal basing on the elastic compliance constants at different pressures.There is no report about the study on the strain of hexagonal crystals up to now experimentally,and we employ the theoretical data in the literature to calculate the strain in a -and c -axis directions.35Figure 3b shows the strain ratios in directions of c and a axes of the ZnS bulk sample from theoretical data and nanorods from experimental data respectively,and we find that the strain in the c axis of ZnS nanorods is larger than that of bulk sample which indicates that nanorods show enhanced compressibility in the c -axis direction comparing with ZnS bulk sample.As is known,the sizes of the a -and c -axis directions differ much for nanorods in WZ structure,and therefore,the nanorods in the two directions show different confinement effect.In the a -axis direction,the confinement is larger than that in c -axis direction resulting in the different compressibility,and this induces the different decrease rate of a and c parameters combining with the contribution of the intrinsic property of the WZ structure under high pressure.Shimojo’s study on the transformation paths from WZ to RS phase of CdSe gave at least three transition paths which are characterized by atomic shifts in the (0001)plane of WZ structure.36Cai et al.proposed two paths called “hexagonal”and “tetragonal”paths by investigating the transition paths from WZ to RS phase for ZnO.37They think there is a competition between these two paths in ZnO case,and they also suggest that the axial ratio c /a can serve as a good indicator in experiments to identify the transition path.Boulfelfel et al.suggest two intermediate structures of h -MgO and tetragonal phase in the transition pathways for GaN from WZ to RS phase,and finally they ruled out the possible h -MgO type intermediate structure by static calculations.38For the two structures of the WZ and ZB phases,it is known that both structures are closely related and that the anions adopt a close-packed arrangement in which the cations occupy one-half of the available tetrahedral holes.From this viewpoint,the structures differ only in the stacking sequences adopted by successive ion layers.In the ZB phase,the sublattices adopt a cubic-close-packed ABCABC...sequence,while in the WZ phase,the ions adopt the hexagonal-close-packed ABABAB...arrangement.The transformation from the WZ to the ZB structure can be achieved by the atomic slippage in the interior of the A or B ion layer easily without changes in the other directions.As discussed above,the ZnS nanorods exhibit different confinement effects in the a -and c -axis directions,and the nanorods are more compressible in the c -axis direction than in the a -axis direction.In the pressure-induced transformation,the atomic slippage in the a -axis direction is influenced by the relatively larger confine-ment effect than in the c -axis direction compared with the ZnS bulk sample and nonorientational nanoparticles,and this weakens the rearrangement chance in the A or B atomic layer interiorly.On the contrary,the relatively weak confinement and the subsequent facile compressibility in the c -axis direction firstly make atom layers close obviously than that in a -axis direction easily and finally the all atoms evolve into the arrangements of RS structure.Thus,it is the different confinement effect resulted from the special rod shape that induces occurrence of the phase transition behavior from the WZ to the RS phase directly without undergoing ZB structure for ZnS nanorods.This indicates that the shape of ZnS nanorods plays the crucial role in the specialpressureFigure 3.(a)Pressure dependence of lattice parameters a and c of ZnS nanorods in the WZ structure.The dashed line is parallel to the linefitting of parameters a .(b)The strain ratios in the direction of a and c axes for ZnS bulk sample and nanorods from theoretical and experimental data,respectively.Study of Structural Transition of ZnS Nanorods J.Phys.Chem.C,Vol.115,No.2,2011359behavior,and the result also tells us that we could explore the various pressure behaviors different from that of bulk sample by applying particular shaped nanomaterials under high pressure.Here,we emphasis that the suggestion about the transition process is induced by the analysis about the change behavior of lattice parameters and different strains in a -and c -axis directions of the WZ phase before the transformation because we could not easily observe the structural transition process intuitively experimentally.We encourage further computational studies to reveal the rod-shape dependent transition mechanism.The bulk modulus B 0is obtained by fitting the measured V /V 0to the Birch -Murnaghan equation of state where V is the volume at pressure P and V 0is the zero-pressure volume as shown in Figure 4.This yields the bulk modulus of B 0)80(1.7GPa for the WZ phase with the fixed B 0′at 4.The obtained bulk modulus of WZ structure is consistent with that (80.1GPa)of ZnS bulk sample.21For the RS structure,the bulk modulus we obtained is 108.7(3.2GPa with the fixed B 0′at 4and the zero-pressure volume 32.73(0.13Å3.The value of the bulk modulus is consistent with that of RS phase reported in the literatures.21,31,33After phase transition from the WZ to the RS structure,the volume collapse measured is 16.7%.The transmis-sion electron microscopy (TEM)image of the decompressed sample is given in Figure 5,showing that shape of ZnS nanorods is kept after the high pressure treatment.ConclusionsWe present the study on the pressure behavior of the ZnS nanorods by XRD measurements up to 37.2GPa.ZnS nanorods transform from the initial hexagonal phase to the RS phase at 19.6GPa without undergoing the transition to the ZB structure,and this is the first report on the direct transition from WZ to the RS phase for ZnS.The longitudinal c -axis of ZnS nanorods exhibits more compressible behavior than that of the radial a -axis direction that is caused by the special rod morphology,and this induces the special phase transition from the WZ to the RS phase directly in the transition process.The results show the shape of ZnS nanorods plays the crucial role in the special pressure behavior and also suggests we could explore the various pressure behaviors applying particular shaped nanomaterials under high pressure.Acknowledgment.This work was supported financially by theNSFC(10979001,11074090,51025206,51032001,21073071),the National Basic Research Program of China (2011CB808200),the Cheung Kong Scholars Programme of China,and the National Fund for Fostering Talents of Basic Science (J0730311).Portions of this work performed at National Synchrotron Light Source beamlines X17C and U2A are supported by NSF COMPRES EAR 06-49658and US-DOE (CDAC,Contract No.DE-AC02-98CH10886).References and 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详细解释 structural estimation

详细解释 structural estimation

详细解释structural estimation全文共四篇示例,供读者参考第一篇示例:结构估计(structural estimation)是经济学领域的一个重要概念,它是指利用理论模型对经济数据进行拟合和估计参数的过程。

在经济学研究中,研究者通常会提出一个理论模型来解释某种经济现象,然后利用实际数据来验证该模型的有效性以及估计模型的参数。

这种方法被称为结构估计。

在结构估计中,经济学家通常会面临一个巨大的挑战,即如何将理论模型与实际数据进行有效的结合。

这是因为理论模型通常是简化的,并且可能包含许多参数,而实际数据是复杂和混杂的。

研究者需要利用适当的统计技术来拟合模型并估计参数,从而使模型能够更好地反映实际经济现实。

在结构估计中,有许多不同的方法可以用来估计模型的参数。

其中最常见的方法是最大似然估计(maximum likelihood estimation)和广义矩估计(generalized method of moments)。

最大似然估计是一种通过最大化似然函数来估计模型参数的方法,它假设数据是独立同分布的,并且服从某种概率分布。

广义矩估计则是一种通过估计模型的矩条件等式来估计参数的方法,它假设模型的矩条件等式能够描述数据的特征。

在进行结构估计时,研究者还需要考虑模型的稳健性和一致性。

稳健性是指模型在面对不确定性和数据噪声时的表现,研究者需要确保模型的估计结果对数据的变动具有鲁棒性。

一致性则是指在样本容量趋于无穷时,估计结果趋向于真实参数的性质。

如果一个估计方法是一致的,那么在大样本情况下,它将能够准确地估计模型的参数。

结构估计是经济学中一种非常重要的方法,它可以帮助研究者验证理论模型的有效性,估计模型参数,并解释经济现象。

通过结构估计,我们可以更好地了解经济规律,并为政策制定提供有力的支持。

随着数据和计算能力的不断提高,结构估计在经济学领域的应用将会越来越广泛,为我们对经济世界的理解提供更多可能性。

人参茎叶皂苷中人参皂苷Re含量的反相高效液相色谱测定方法的改进

人参茎叶皂苷中人参皂苷Re含量的反相高效液相色谱测定方法的改进

人 参茎 叶皂 苷 是从 五加 科 植 物 人 参 的 干 燥 茎 叶 中 提 取 的 有 现 报 道 如 下 。
效成分经喷雾干燥而得 ,其 中含有 各种苷如人 参皂苷 Re。关于 1 仪 器 与 试 药
人参皂苷 中人参皂苷 Re的测定方 法已有文献报道 “J,笔者也 岛津 LC一2010A 高效 液 相 色谱 仪 (LC一10AD泵 ,SPD—
the flow rate was 1.0 ml/min.R esults The regression equation of ginsenoside Re was Y =9 505.4 8 8X 一 1 159.607 0 with a correlation coefi cient of 0.999 8,and linear range was within the range of 1.88 —6O.16 ml,the average recovery of ginsen-
osid Re was 99.35% (RSD=0.49% ,n=6).Conclusion This method is simple,quick,and reproducible and it is suitable f or
the quality control of Panax ginseng. K ey words:Panax ginseng; Ginsenosid Re; RP —HPLC
少 咳嗽 次 数 ,对 大 鼠慢 性 炎 症 琼 脂 肉芽 肿 具 有 一 定 的抑 制 作 用 , [3] 陈 奇,邓文龙 ,孙瑞元 ,等.中药药理研究方法学[M].北京 :人民
对 角叉 菜 胶 致 大 鼠 足肿 胀 具 有 一 定 的 抑 制作 用 ,瘰 疬清 胶 囊 能 明 [4]

非线性系统自适应观测器的结构参数化设计方法(IJISA-V10-N2-1)

非线性系统自适应观测器的结构参数化设计方法(IJISA-V10-N2-1)
l Design Method of Adaptive Observers for Nonlinear Systems
Nikolay Karabutov
Moscow Technological University (MIREA), Moscow, Russia E-mail: kn22@yandex.ru, nik.karabutov@ Received: 02 July 2017; Accepted: 11 September 2017; Published: 08 February 2018 Abstract—The structural-parametrical method for design of adaptive observers (AO) for nonlinear dynamic systems under uncertainty is proposed. The design of AO is consisting of two stages. The structural stage allowed identifying a class of nonlinearity and its structural parameters. The solution of this task is based on an estimation of the system structural identifiability (SI). The method and criteria of the system structural identifiability are proposed. Effect of an input on the SI is showed. We believe that the excitation constancy condit

艾迪注射液的化学成分研究

艾迪注射液的化学成分研究

• 化学成分 • 艾迪注射液的化学成分研究张苗苗,刘艳丽,陈重,李笑然,许琼明*,杨世林苏州大学药学院,江苏苏州 215123摘要:目的研究艾迪注射液的化学成分。

方法利用反相半制备液相色谱、Sephadex LH-20凝胶柱色谱等方法分离纯化,并通过光谱数据鉴定化合物结构。

结果分离得到22个化合物,分别鉴定为3-O-(3′, 4′-二乙酰氧基)-β-D-吡喃木糖基-6- O-β-D-吡喃葡萄糖基-环黄芪醇(1)、黄芪甲苷(2)、黄芪皂苷II(3)、黄芪皂苷I(4)、异黄芪皂苷I(5)、乙酰黄芪皂苷I(6)、人参皂苷Re(7)、人参皂苷Rf(8)、人参皂苷Rg1(9)、人参皂苷Rb3(10)、三七皂苷R4(11)、人参皂苷Rb1(12)、人参皂苷Rc(13)、人参皂苷Rb2(14)、人参皂苷Rd(15)、丝瓜苷H(16)、3-O-β-D-吡喃葡萄糖基 (1→4)-β-D-吡喃葡萄糖基 (1→3)-α-L-吡喃鼠李糖 (1→2)-α-L-吡喃阿拉伯糖-齐墩果酸-28-O-α-L-吡喃鼠李糖 (1→4)-β-D-吡喃葡萄糖 (1→6)-β-D-吡喃葡萄糖酯苷(17)、3-O-β-D-吡喃葡萄糖基 (1→3)-α-L-吡喃鼠李糖[β-D-吡喃葡萄糖基-(1→4)]-(1→2)-α-L-吡喃阿拉伯糖-齐墩果酸-28-O-α-L-吡喃鼠李糖 (1→4)-β-D-吡喃葡萄糖 (1→6)-β-D-吡喃葡萄糖酯苷(18)、紫丁香苷(19)、刺五加皂苷E (20)、4-(1, 2, 3-三羟基丙基)-2, 6-二甲氧基苯-1-O-β-D-葡萄糖苷(21)、松柏苷(22)。

结论经LC-MS分析检测,化合物1~6为黄芪中的化学成分,化合物7~18为人参中的化学成分,化合物19~22为刺五加中的化学成分,其中化合物1为新化合物,命名为新黄芪皂苷I。

关键词:艾迪注射液;新黄芪皂苷I;3-O-(3′, 4′-二乙酰氧基)-β-D-吡喃木糖基-6-O-β-D-吡喃葡萄糖基-环黄芪醇;丝瓜苷H;LC-MS分析中图分类号:R284.1 文献标志码:A 文章编号:0253 - 2670(2012)08 - 1462 - 09Studies on chemical constituents from Aidi InjectionZHANG Miao-miao, LIU Yan-li, CHEN Zhong, LI Xiao-ran, XU Qiong-ming, YANG Shi-linCollege of Pharmacy, Soochow University, Suzhou 215123, ChinaAbstract:Objective To investigate the chemical constituents from Aidi Injection. Methods The chemical constituents were isolated by chromatography on Sephadex LH-20 gel columns and reverse phase semi-preparation HPLC repeatedly, and their structures were identified by spectral data. Results Twenty-two compounds were isolated and identified as 3-O-(3′, 4′-diacetyl)-β-D- xylopyranosyl-6-O-β-D-glucopyranosyl-cycloastragenol (1), astragaloside IV (2), astragaloside II (3), astragaloside I (4), isoastragaloside I (5), acetylastragaloside I (6), ginsenosid-Re (7), ginsenoside-Rf(8), ginsenoside-Rg1 (9), ginsenoside-Rb3 (10), notoginsenoside-R4 (11), ginsenoside-Rb1 (12), ginsenoside-Rc (13), ginsenoside-Rb2 (14), ginsenoside-Rd (15), lucyoside H (16), 3-O-β-D-glucopyranosyl (1→4)-β-D-glucopyranosyl (1→3)-α-L-rhamnopyranosyl (1→2)-α-L-arabinopyranosyl oleanolic acid 28-O- α-L-rhamnopyranosyl (1→4)-β-D-glucopyranosyl (1→6)-β-D-glucopyranoside (17), 3-O-β-D-glucopyranosyl (1→3)-α-L-rhamno- pyranosyl [β-D-glucopyranosyl-(1→4)]-(1→2)-α-L-arabinopyranosyl oleanolic acid 28-O-α-L-arabinopyranosyl (1→4)-β-D-gluco- pyranosyl (1→6)-β-D-glucopyranoside (18), syringin (19), elentheroside E (20), 4-(1, 2, 3-trihydroxypropyl)-2, 6-dimethoxyphenyl- 1-O-β-D-glucopyranoside (21), and coniferin (22). Conclusion LC-MS analysis shows that compounds 1—6 are originated from Astragalus membranceus, compounds 7—18 from Panax ginseng, and compounds 19—22 from Acanthopanacis senticosi. Compound 1 is a new compound named neoastragaloside I.Key words: Aidi Injection; neoastragaloside I; 3-O-(3′, 4′-diacetyl)-β-D-xylopyranosyl-6-O-β-D-glucopyranosyl-cycloastragenol; lucyoside H; LC-MS analysis收稿日期:2012-04-05基金项目:重大新药创制国家科技重大专项资助项目(2009ZX09308-003,2011ZX09201-201-16)作者简介:张苗苗,女,在读硕士研究生。

土木工程(钢结构和钢筋混凝土结构)外文文献翻译

土木工程(钢结构和钢筋混凝土结构)外文文献翻译

⼟⽊⼯程(钢结构和钢筋混凝⼟结构)外⽂⽂献翻译⽂献信息:⽂献标题:Recent research and design developments in steel and composite steel–concrete structures in USA(近期美国在钢结构和钢筋混凝⼟结构研究和设计⽅⾯的发展)国外作者:Theodore V.Galambos⽂献出处:《Journal of Constructional Steel Research》,2000, 55(1-3):289-303字数统计:英⽂4718单词,23395字符;中⽂7671汉字外⽂⽂献:Recent research and design developments in steel and composite steel–concrete structures in USA Abstract A brief review of the status of structural steel research in the US at the end of the Twentieth Century is presented in this paper to show that while many problems are being solved, there are new and challenging problems remaining. The chief impetus for continued research is that provided by natural disasters, such as earthquakes, tropical storms, tornadoes and floods occurring in densely populated urban areas. New materials and new experimental and computational technologies also give rise to new and exciting research problems.Keywords: Bridges; Buildings; Design; Research; Steel structures; United States of America; Seismic behavior; High-performance materials1. IntroductionThe purpose of this paper is to give a brief overview of the current developments in structural steel research in the US, and of the future directions that the structural steel engineering research may take in the coming Century. The drivingforces of research in this field are the following:new construction methods and construction productsnew materialseconomic considerationsnatural disastersThree of these motivations are common to all engineering developments, not just to structural engineering. However, the impetus due to natural disasters is unique to our field. Recent major natural disasters in the US, such as the Northridge earthquake in California and hurricane Andrew in Florida, have spurred much of the current research activity.The presentation here is of necessity incomplete, because the author is not aware of all research going on everywhere in the country and there is not enough space in this presentation. The overview is meant to give a general flavor of the research activities, and to show that a significant effort is going on in the US. The following is a list of 10 major topics in steel research: 1.Limit States Design for bridges2.Monitoring of structural performance in the field3.Design of seismically resistant connections4.Curved girder bridges/doc/c0cdca1fb8f67c1cfbd6b81b.html posite columns with high-performance concrete6.Building frames with semi-rigid joints7.“Advanced Structural Analysis” for buildings8.Repair and retrofit of structures9.Steel structures with high-performance steels10.Cold-formed steel structuresThe next parts of this paper will give brief discussions on some of these topics. Several topics will then be elaborated in more detail. The paper will conclude with a look toward the future of structural steel research.2.Research on steel bridgesThe American Association of State Transportation and Highway Officials (AASHTO) is the authority that promulgates design standards for bridges in the US. In 1994 it has issued a new design specification which is a Limit States Design standard that is based on the principles of reliability theory. A great deal of work went into the development of this code in the past decade, especially on calibration and on the probabilistic evaluation of the previous specification. The code is now being implemented in the design office, together with the introduction of the Systeme Internationale units. Many questions remain open about the new method of design, and there are many new projects that deal with the reliability studies of the bridge as a system. One such current project is a study to develop probabilistic models, load factors, and rational load-combination rules for the combined effects of liveload and wind; live-load and earthquake; live-load, wind and ship collision; and ship collision, wind, and scour. There are also many field measurements of bridge behavior, using modern tools of inspection and monitoring such as acoustic emission techniques and other means of non-destructive evaluation. Such fieldwork necessitates parallel studies in the laboratory, and the evolution of ever more sophisticated high-technology data transmission methods.America has an aging steel bridge population and many problems arise from fatigue and corrosion. Fatigue studies on full-scale components of the Williamsburg Bridge in New York have recently been completed at Lehigh University. A probabilistic AASHTO bridge evaluation regulation has been in effect since 1989, and it is employed to assess the future useful life of structures using rational methods that include field observation and measurement together with probabilistic analysis. Such an activity also fosters additional research because many issues are still unresolved. One such area is the study of the shakedown of shear connectors in composite bridges. This work has been recently completed at the University of Missouri.In addition to fatigue and corrosion, the major danger to bridges is the possibility of earthquake induced damage. This also has spawned many research projects on the repair and retrofit of steel superstructures and the supporting concrete piers. Many bridges in the country are being strengthened for earthquake resistance.One area that is receiving much research attention is the strengthening of concrete piers by “jacketing” them by sheets of high-performance reinforced plastic.The previously described research deals mainly with the behavior of existing structures and the design of new bridges. However, there is also a vigorous activity on novel bridge systems. This research is centered on the application of high-performance steels for the design of innovative plate and box-girder bridges, such as corrugated webs, combinations of open and closed shapes, and longer spans for truss bridges. It should be mentioned here that, in addition to work on steel bridges, there is also very active research going on in the study of the behavior of prestressed concrete girders made from very high strength concrete. The performance and design of smaller bridges using pultruded high-performance plastic composite members is also being studied extensively at present. New continuous bridge systems with steelconcrete composite segments in both the positive moment and the negative moment regions are being considered. Several researchers have developed strong capabilities to model the three-dimensional non-linear behavior of individual plate girders, and many studies are being performed on the buckling and post-buckling characteristics of such structures. Companion experimental studies are also made, especially on members built from high-performance steels. A full-scale bridge of such steel has been designed, and will soon be constructed and then tested under traffic loading. Research efforts are also underway on the study of the fatigue of large expansion joint elements and on the fatigue of highway sign structures.The final subject to be mentioned is the resurgence of studies of composite steelconcrete horizontally curved steel girder bridges. A just completed project at the University of Minnesota monitored the stresses and the deflections in a skewed and curved bridge during all phases of construction, starting from the fabrication yard to the completed bridge. Excellent correlation was found to exist between the measured stresses and deformations and the calculated values. The stresses and deflections during construction were found to be relatively small, that is, the construction process did not cause severe trauma to the system. The bridge has now been tested under service loading, using fully loaded gravel trucks, for two years, and it will continue tobe studied for further years to measure changes in performance under service over time. A major testing project is being conducted at the Federal Highway Administration laboratory in Washington, DC, where a half-scale curved composite girder bridge is currently being tested to determine its limit states. The test-bridge was designed to act as its own test-frame, where various portions can be replaced after testing. Multiple flexure tests, shear tests, and tests under combined bending and shear, are thus performed with realistic end-conditions and restraints. The experiments are also modeled by finite element analysis to check conformance between reality and prediction. Finally design standards will be evolved from the knowledge gained. This last project is the largest bridge research project in the USA at the present time.From the discussion above it can be seen that even though there is no large expansion of the nation’s highway and railr oadsystem, there is extensive work going on in bridge research. The major challenge facing both the researcher and the transportation engineer is the maintenance of a healthy but aging system, seeing to its gradual replacement while keeping it safe and serviceable.3.Research on steel members and framesThere are many research studies on the strength and behavior of steel building structures. The most important of these have to do with the behavior and design of steel structures under severe seismic events. This topic will be discussed later in this paper. The most significant trends of the non-seismic research are the following: ?“Advanced” methods of structural analysis and design are actively studied at many Universities, notably at Cornell, Purdue, Stanford, and Georgia Tech Universities. Such analysis methods are meant to determine the load-deformation behavior of frames up to and beyond failure, including inelastic behavior, force redistribution, plastic hinge formation, second-order effects and frame instability. When these methods are fully operational, the structure will not have to undergo a member check, because the finite element analysis of the frame automatically performs this job. In addition to the research on the best approaches to do this advanced analysis, there are also many studies on simplifications that can be easilyutilized in the design office while still maintaining the advantages of a more complex analysis. The advanced analysis method is well developed for in-plane behavior, but much work is yet to be done on the cases where bi-axial bending or lateraltorsional buckling must be considered. Some successes have been achieved, but the research is far from complete. Another aspect of the frame behavior work is the study of the frames with semirigid joints. The American Institute of Steel construction (AISC) has published design methods for office use. Current research is concentrating on the behavior of such structures under seismic loading. It appears that it is possible to use such frames in some seismic situations, that is, frames under about 8 to 10 stories in height under moderate earthquake loads. The future of structures with semi-rigid frames looks very promising, mainly because of the efforts of researchers such as Leon at Georgia Tech University , and many others. Research on member behavior is concerned with studying the buckling and postbuckling behavior of compact angle and wide-flange beam members by advanced commercial finite element programs. Such research is going back to examine the assumptions made in the 1950s and 1960s when the plastic design compactness and bracing requirements were first formulated on a semi-empirical basis. The non-linear finite element computations permit the “re-testing” of the old experiments a nd the performing of new computer experiments to study new types of members and new types of steels. White of Georgia Tech is one of the pioneers in this work. Some current research at the US military Academy and at the University of Minnesota by Earls is discussed later in this report. The significance of this type of research is that the phenomena of extreme yielding and distortion can be efficiently examined in parameter studies performed on the computer. The computer results can be verified with old experiments, or a small number of new experiments. These studies show a good prospect for new insights into old problems that heretofore were never fully solved.4.Research on cold-formed steel structuresNext to seismic work, the most active part of research in the US is on cold-formed steel structures. The reason for this is that the supporting industry is expanding, especially in the area of individual family dwellings. As the cost of wood goes up, steel framed houses become more and more economical. The intellectual problems of thin-walled structures buckling in multiple modes under very large deformations have attracted some of the best minds in stability research. As a consequence, many new problems have been solved: complex member stiffening systems, stability and bracing of C and Z beams, composite slabs, perforated columns, standing-seam roof systems, bracing and stability of beams with very complicated shapes, cold-formed members with steels of high yield stress-to-tensile strength ratio, and many other interesting applications. The American Iron and Steel Institute (AISI) has issued a new expanded standard in 1996 that brought many of these research results into the hands of the designer.5.Research on steel-concrete composite structuresAlmost all structural steel bridges and buildings in the US are built with composite beams or girders. In contrast, very few columns are built as composite members. The area of composite column research is very active presently to fill up the gap of technical information on the behavior of such members. The subject of steel tubes filled with high-strength concrete is especially active. One of the aims of research performed by Hajjar at the University of Minnesota is to develop a fundamental understanding of the various interacting phenomena that occur in concrete-filled columns and beam-columns under monotonic and cyclic load. The other aim is to obtain a basic understanding of the behavior of connections of wide-flange beams to concrete filled tubes.Other major research work concerns the behavior and design of built-up composite wide-flange bridge girders under both positive and negative bending. This work is performed by Frank at the University of Texas at Austin and by White of Georgia Tech, and it involves extensive studies of the buckling and post-buckling of thin stiffened webs. Already mentioned is the examination of the shakedown of composite bridges. The question to be answered is whether a composite bridgegirder loses composite action under repeated cycles of loads which are greater than the elastic limit load and less than the plastic mechanism load. A new study has been initiated at the University of Minnesota on the interaction between a semi-rigid steel frame system and a concrete shear wall connected by stud shear connectors.6.Research on connectionsConnection research continues to interest researchers because of the great variety of joint types. The majority of the connection work is currently related to the seismic problems that will be discussed in the next section of this paper. The most interest in non-seismic connections is the characterization of the monotonic moment-rotation behavior of various types of semi-rigid joints.7.Research on structures and connections subject to seismic forcesThe most compelling driving force for the present structural steel research effort in the US was the January 17, 1994 earthquake in Northridge, California, North of Los Angeles. The major problem for steel structures was the extensive failure of prequalified welded rigid joints by brittle fracture. In over 150 buildings of one to 26 stories high there were over a thousand fractured joints. The buildings did not collapse, nor did they show any external signs of distress, and there were no human injuries or deaths. A typical joint is shown in Fig. 1.In this connection the flanges of the beams are welded to the flanges of the column by full-penetration butt welds. The webs are bolted to the beams and welded to the columns. The characteristic features of this type of connection are the backing bars at the bottom of the beam flange, and the cope-holes left open to facilitate the field welding of the beam flanges. Fractures occurred in the welds, in the beam flanges, and/or in the column flanges, sometimes penetrating into the webs.Once the problem was discovered several large research projects were initiated at various university laboratories, such as The University of California at San Diego, the University of Washington in Seattle, the University of Texas at Austin, Lehigh University at Bethlehem, Pennsylvania, and at other places. The US Government under the leadership of the Federal Emergency Management Agency (FEMA) instituted a major national research effort. The needed work was deemed so extensive that no single research agency could hope to cope with it. Consequently three California groups formed a consortium which manages the work:1.Structural Engineering Association of California2.Applied Technology Council3.California Universities for Research in Earthquake EngineeringThe first letters in the name of each agency were combined to form the acronym SAC, which is the name of the joint venture that manages the research. We shall read much from this agency as the results of the massive amounts of research performed under its aegis are being published in the next few years.The goals of the program are to develop reliable, practical and cost-effective guidelines for the identification and inspection of at-risk steel moment frame buildings, the repair or upgrading of damaged buildings, the design of new construction, and the rehabilitation of undamaged buildings. As can be seen, the scope far exceeds the narrow look at the connections only.The first phase of the research was completed at the end of 1996, and its main aim was to arrive at interim guidelines so that design work could proceed. It consisted of the following components:A state-of-the-art assessment of knowledge on steel connectionsA survey of building damageThe evaluation of ground motionDetailed building analyses and case studiesA preliminary experimental programProfessional training and quality assurance programsPublishing of the Interim Design GuidelinesA number of reports were issued in this first phase of the work. A partial list of these is appended at the end of this paper.During the first phase of the SAC project a series of full-scale connection tests under static and, occasionally, dynamic cyclic tests were performed. Tests were of pre-Northridge-type connections (that is, connections as they existed at the time of the earthquake), of repaired and upgraded details, and of new recommended connection details. A schematic view of the testing program is illustrated in Fig. 2. Some recommended strategies for new design are schematically shown in Fig. 3.The following possible causes, and their combinations, were found to have contributed to the connection failures: Inadequate workmanship in the field weldsInsufficient notch-toughness of the weld metalStress raisers caused by t he backing barsLack of complete fusion near the backing barWeld bead sizes were too bigSlag inclusion in the weldsWhile many of the failures can be directly attributed to the welding and the material of the joints, there are more serious questions relative to the structural system that had evolved over the years mainly based on economic considerations. The structural system used relatively few rigid-frames of heavy members that were designed to absorb the seismic forces for large parts of the structure. These few lateral-force resistant frames provide insufficient redundancy. More rigid-frames with smaller members could have provided a tougher and more ductile structural system. There is a question of size effect: test results from joints of smaller members were extrapolated to joints with larger members without adequate test verification. The effect of a large initial pulse may have triggered dynamic forces that could have caused brittle fracture in joints with fracture critical details and materials. Furthermore, the yield stress of the beams was about 30 to 40% larger than the minimum specified values assumed in design, and so the connection failed before the beams, which were supposed to form plastic hinges.As can be seen, there are many possible reasons for this massive failure rate, and there is blame to go around for everyone. No doubt, the discussion about why and how the joints failed will go on for many more years. The structural system just did not measure up to demands that were more severe than expected. What should be kept in mind, however, is that no structure collapsed or caused even superficial nonstructural damage, and no person was injured or killed. In the strictest sense the structure sacrificed itself so that no physical harm was done to its users. The economic harm, of course, was enormous. Phase 2 of the SAC project started on Jan. 1, 1996 and is planned to be completed on Dec. 31, 1999. Its aims are to provide advice and guidance to code officials, designers, steel makers, welding engineers, and fabricators, in fact, to anyone connected with earthquake resistant design of steel buildings. The work includes the development of design-criteria for new buildings, and inspection, evaluation, repair and retrofit procedures for existing buildings that are at risk. A broad scope of professional issues is being examined. Ultimately, a performance-based methodology will be recommended to the professions dealing with seismic design problems. All types of moment-frame connections will be studied: bolted and welded connections, semi-rigid connections, connections made with special steels, energy-dissipating connections, etc. The research consists of many new experiments on joints, as well as a systems-reliability-based probabilistic method for optimizing the best structural design and evaluation procedures.The research work of the Phase 2 SAC Project is essentially complete as of the date of this conference (Sep. 1999). The basic analytical and experimental work consists of the following topics:Materials and fracture issuesWelding, joining and inspectionAnalysis and testing of connectionsEarthquake performance of structural systemsSimulation of seismic responseData and concepts from these five teams have been absorbed and utilized by theteam working on the development of the reliability framework for performance prediction and evaluation. A number of extensive State-Of-The-Art (SOA) reports based on the research are now in the final stages of completion. The material from these SOA reports, as well as results from trial designs, cost analyses, loss analyses, and from an evaluation of social, economic and policy issues, will then be the basis of new seismic design criteria for use by building codes.Phase 2 of the SAC Project is by far the largest and most expensive cooperative structural engineering effort in the history of US structural steel research. Much is expected to come of it. The way steel structures will be designed for steel structures is going to be deeply affected. The Northridge earthquake of January 17, 1994 proved a warning and a lesson, as well as a major impetus to learn more and to apply this knowledge more effectively.8.Research on the required properties of high-performance steelsOne other example will be elaborated on a research topic that is not motivated by natural disaster but by technological development, as an illustration among many which could have been presented. Steel makers have recently developed the capability to produce so-called “high-performance” stee ls economically, and there is a desire to use these steels in civil and military construction. Such steels are of high strength, with yield points of around 500 to 700 MPa, they can be produced to a variety of weldability, corrosion and toughness characteristics. Much work has been done on these steels in Japan with theirapplication in seismic structures in mind. Structures from a steel, HSLA80, have been extensively studied at Lehigh University in the US . The research question to be answered is not “Give n a steel of certain properties, what are the member and structural characteristics?” but “Given the desired structural characteristics, what should the properties of the steel be?”. These questions were discussed in a workshop sponsored by the US National Institute of Standards in Technology (NIST) at the University of Minnesota on July 1, 1996. The purpose of this meeting was to define the research needs to adapt the high-performance steels to the requirements of the structural design standards. Many issues were raised, but hereonly the subject of compactness and lateral bracing will be briefly touched. The shape of the stress–strain curve has a profound effect on the inelastic load-deformation behavior of members, as illustrated by the following example. The idealized form of a tensile stress–strain diagram is shown in Fig. 4. Data for four representative steels are given in Table 1. Steel A is a new steel in Japan that has very good ductility and a low yield stress-to-tensile strength ratio (yield ratio), that is, it has about the same capacity to strainharden at structural carbon steel (Steel C; Steel B is a quenched and tempered steel with a very high yield stress but a high yield ratio; Steel D is the steel HSLA80 from the research at Lehigh).The load-deflection curves in Fig. 5 were obtained from a finite element analysis using the commercial program ABAQUS. The structure was a simply supported beam under a three-point loading. Lateral bracing was provided at the end-supports and under the central load-point. The section was a W200×46 (W8×31 in US units) profile, with a flange slenderness ratio b f/t f=7.8, a web slenderness ratioof h/t w=29.9 and an unbraced length slenderness of L b/r y=71. As seen from Fig. 5, the shape of the stress–strain curve can have a tremendous difference on the inelastic rotation capacity of a structural member. The most important parameter appears to be the yield ratio and the ductility of the steel.In addition to research on the high-performance steels, new work on the definition and improvement of conventional steels is also being conducted, spurred by the realization that the physical properties of steels as they are presently being produced are quite different from the steels for which the plastic design research was done 30 years ago. The yield stress is higher and it seems that due to the rotary straightening process the larger shapes end up with zones in their cross section where the ductility is unacceptably low.Further work on this subject is being pursued by Earls at the US Military Academy and by Ricles and his co-workers at Lehigh University. More finite element analyses and laboratory experiments are being conducted to establish the desired stress–strain characteristics of high-performance steel to achieve optimal dimensions for compactness limits, so that this material can be effectively used in seismic design applications. Additional work is done on the design of the best shapes for bridgegirders, and a full-scale girder bridge will be fabricated and tested at the structural laboratory of the Federal Highway Administration at Washington, DC.9.Future directions of structural steel research and conclusionThe future holds many challenges for structural steel research. The ongoing work necessitated by the two recent earthquakes that most affected conventional design methods, namely, the Northridge earthquake in the US and the Kobe earthquake in Japan, will continue well into the first decade of the next Century. It is very likely that future disasters of this type will bring yet other problems to the steel research community. There is a profound change in the philosophy of design for disasters: we can no longer be content with saving lives only, but we must also design structures which will not be so damaged as to require extensive repairs.Another major challenge will be the emergence of many new materials such as high-performance concrete and plastic composite structures. Steel structures will continually have to face the problem of having to demonstrate viability in the marketplace. This can only be accomplished by more innovative research. Furthermore, the new comprehensive limit-states design codes which are being implemented worldwide, need research to back up the assumptions used in the theories.Specifically, the following list highlights some of the needed research in steel structures:Systems reliability tools have been developed to a high degree of sophistication. These tools should be applied to the studies of bridge and building structures to define the optimal locations of monitoring instruments, to assess the。

Structural Constraints in

Structural Constraints in

Structural Constraints inRich Hypertexts1Kasper ØsterbyeDepartment of Mathematics and Computer ScienceAalborg UniversityFredrik Bajers Vej 7E, 9220 Aalborg Øst. DenmarkEmail: kasper@iesd.auc.dk.ABSTRACTFor hypertext to be successful in the area of software engineering, it is necessary to have tools that can manipulate a hypertext of typed nodes, links, and compos-ites. In several systems it is possible to define new application specific types. The type of a hypertext entity will be used to model the role of the entity in the overall hypertext. As part of a type description, one will often say what attributes the en-tity will have. This paper concerns itself with a different problem: how do we specify the domain specific constraints on the structure of the software hypertext. Much research in the area of hypertext has concerned itself with issues of naviga-tion, and how to understand hypertext, both with and without types. This is the semantics of hypertext. Defining the legal structures of hypertext, which is the focus in this paper, can be seen as defining a hypertext syntax. Having a well de-fined structure of the hypertext will make it simpler to develop tools to manipulate the hypertext.Keywords: Hypertext constraints, datamodels, consistency.1. INTRODUCTIONIn hypertexts used for software engineering, nodes are used to store programs as well as documentation and rationale, and links are used to store relationships be-tween these artifacts. In some hypertext systems used for software engineering, it has been necessary to choose a different level of information granularity than usu-1 This work was in part supported by the Danish Natural Science Research Council, grant 9400911.ally used in connection with the programming languages involved. To represent C-programs as hypertext, nodes are used to store individual functions rather than modules as is the case with file based environments. Links are then used to repre-sent how function-nodes are structured in modules. In Dynamic Design [Bigelow and Riley, 87] links are used to represent conditional inclusion of source code, and to capture static semantic information such as which functions call each other. In [Østerbye, 95] we present a hypertext system used to document Smalltalk pro-grams, where the relationship between class definitions and methods are repre-sented using links of different types. [Brown, 90] presents a hypertext system for literate programs, where links are used to tie together program fragments and documentation, and to represent the hierarchical decomposition of the document. The above examples illustrates an important aspect which differentiates a rich hy-pertext from plain hypertext. In rich hypertexts all the nodes have types. The type of a node may reflect its role in the hypertext, e.g. its syntactic category. The nodes in rich hypertexts are connected by typed links. Moreover, links cannot ar-bitrarily connect any two links, e.g. links representing function calls are restricted to connect functions.In the theory of written languages it has been found useful to describe languages at several levels, lexical, syntactic, semantic, and pragmatic. The early hypertext sys-tems, exemplified by KMS [Ackscyn et. al. 88] or InterMedia [Garrett et. al. 86] provided little support for different types of nodes of links. If we consider nodes and links to be the lexems of a hypertext language, there are no real need to de-velop a grammar for hypertext, as there were only two kinds of words. In our own work on rich hypertext [Østerbye and Nørmark, 93], [Østerbye and Nørmark, 94], we have so far concentrated on providing powerful interaction mechanisms con-trolled by a hierarchy of entity types. The capability to provide sophisticated inter-action falls in the area of semantics or pragmatics, while the capability to extend the system with new user defined types corresponds to enabling new lexems into the hypertext language. But such new types cannot be put together in arbitrary ways, they must obey some syntactic rules. When tailoring our system, HyperPro, to specific languages the need for syntax has been apparent for some time, but has only been addressed by creating domain specific operations which makes it easier to create syntactically correct hypertext. But then the syntax is only described indi-rectly through the command repertoire. This paper will discuss different ways in which a more direct syntactic specification can be given.An environment can work with constraints on the hypertext structure in several ways. At the simplest level, constraints can be used to specify the syntax of the hypertext. Even if the hypertext system cannot control or enforce the syntactic constraints, it is important to be able to specify them in a clear and concise man-ner. They can serve as a basis for the design of the transactions for the hypertext,even it the system will not enforce or check the constraints. This usage of con-straints corresponds to using a context free grammar to specify the syntax, but not to have any parser.However, it is interesting to let the environment support the syntactic constraints more directly. One way would be to let the structure be checked after each transac-tion on the hypertext. Whether the environment should abort inconsistent transac-tions, or merely keep a list of inconsistent areas in the hypertext for later attention, depends on how users are supposed to work with the hypertext system. Keeping a list of ill-formed areas gives a higher degree of freedom to the hypertext author who will not need to pay attention to the syntax at all times. However, our own experience with HyperPro [Østerbye and Nørmark, 94] indicates that domain spe-cific transactions accessible at the user interface will alleviate the problem of ill-formed hypertext, because the command repertoire will only allow legal transac-tions. Extending the command repertoire to include templates further enhances the ease by which one can create larger correct hypertext structures. If the environ-ment can check the hypertext this corresponds to having a parser which can check the structure. The approach we have taken in HyperPro corresponds to the usage of structure oriented editors, which, through their command repertoire, will only allow well-formed structures to be build. This approach will also improve by hav-ing a way to explicitly state what are the structures that the commands should maintain.Besides from preventing ill-formed hypertext, constraints are potentially useful for other purposes as well. If the query part of a hypertext system is aware of the con-straints, the constraints might well serve as the basis for a query optimization. An other example is that domain specific tools, say a graph based class hierarchy browser, are much easier to implement under the assumption that certain con-straints hold true.It should be noted that, even though all examples in this paper are taken from the domain of software engineering, we believe that the idea of rich hypertext covers a range of hypertext application areas from structured argumentation like in the gI-BIS system [Conklin and Begeman, 88], over hypertext systems for legal docu-ments [Wilson, 90], to CASE systems such as Dynamic Design [Bigelow and Ri-ley, 87] or HyperPro [Østerbye and Nørmark, 94].The rest of the paper is organized as follows. Section 2 presents the basic require-ments for a constraint mechanism and gives a mathematical model of hypertext, serving as a foundation for the local constraint notation given in section 3, and for the constraint diagrams given in section 4. It has been found useful to provide two constraint notions, local constraints allow us to specify how an entity can be re-lated to its immediate neighbors, and constraint diagrams are used to specifyglobal constraints. Finally the paper is concluded by examining related work, pointing to what need to be done in the future, and giving a brief statement on what I would like to discuss at the workshop.2. EXPRESSING CONSISTENCYThere are two requirements to the mechanism for expressing structural consis-tency. It should be easy to use, and it should be powerful enough to express the constraints of interest. We have not found one single notation that fulfilled both of these requirements. Instead a first order logic model for hypertext is established which allows arbitrary constraints to be expressed. The model is powerful enough that all interesting structural constraints can be expressed. But the logic expres-sions are not nice in daily usage, and two alternative notions have been developed to provide easier ways to express constraints and which covers most of our needs. The first form is called local constraints, and they serve as part of a type declara-tion for the different kinds of nodes and links. For nodes they constraint the num-ber and types of outgoing links, and the type of nodes these links points to. For links they constraint the type of source and destination entities. Local constraints affect only the immediate neighborhood of the entity, and allow for efficient checking.To supplement local constraints, structural constraints can be specified using con-straint diagrams. In their most trivial (and most used) form, they can describe that two links are inverses. In general it can be used to state that two different paths should always lead to the same node. The semantics of both local constraints and constraint diagrams is based on translation into first order logic.When a constraint that cannot be expressed using constraint diagrams, or local constraints, it must be expressed using logic.2.1 logic-modelThe notation used to express constraints builds on first order logic (FOL). The element of the universe consists of the Nodes Links, Types, and Numbers.The following primitive predicates (the term primitive predicate to denote a predi-cate whose truth value is not defined within the model) have been defined: ofType(x, t)true if the entity x is of type t .Occasionally we will use the notional shorthand x:t for x:node. ofType(x,t) (and similarly for links).source(n, l)true n is the source of l.dest(n, l)true n is the destination of l.The following predicates are defined for convenient descriptions. First a predicate to allow us to specify the number of links with a specific type that has source in a given node.connectedByLink(n1 , n2 : node, l: link) ≡∃ l: link. source(n1 , l) ∧dest(n2 , l)sizeOfnodeOutType(n: node, t: type, s:integer) ≡|{l: link | source(n, l) ∧ofType(l, t) }| = sconnectedByType(n1 ,n2 :node, t:type) ≡∃ l:link. ofType(l,t) ∧connectedByLink(n1 ,n2 ,l) connectedUniquelyByType(n1 ,n2 :node, t:type) ≡∃ l1 ,l2 :t. connectedByLink(n1 ,n2 ,l1) ∧c onnectedByLink(n1 ,n2,l2) ⇒ l1 = l2transitiveClosure(n1 ,n2 :node, t:type) ≡connectedByType( n1 ,n2,t) ∨∃ n3 :node. connectedByType( n1 ,n3 ,t) ∧transitiveClosure( n3 ,n2,t)2.1.1 ExamplesWe will now give a number of examples that show how the above simple model can be used to express many interesting constraints.AllLinksHaveInverses ≡∀ l:link. ∀ n1 , n2: node. connectedByLink(n1 , n2 ,l ) ⇒∃ l':link. connect-edByLink(n2 ,n1 ,l')The following examples are all from modeling structures for representing Small-talk programs. There are node-types for Class, MetaClass, MethodCategory, and Method. Link-types includes Super, Sub, and Meta, and object is a special constant that denotes the root of the inheritance hierarchy.The following two predicates states that object is the root of the class hierarchy.objectIsAllTimeSuper ≡∀ c: Class. transitiveSuperClosure(c1 ,object)transitiveSuperClosure(c1 ,c2 :Class) ≡c1 = c2∨transitiveClosure(c1 ,c2 , Super)The next predicate states that the meta class inheritance hierarchy follows the in-heritance of the normal classes. This is done by stating that the meta class of the superclass is the same as the superclass of the metaclass for all classes. There is the twist that the class object does not have any superclass. MetaSuperIsSameAsSuperMeta ≡∀ c: Class. c ≠ object ⇒∃ superClass : Class,superMeta, meta,metaSuper : MetaClass.connectedByType(c,superClass,Super) ∧connectedByType(superClass,superMeta, Meta) ∧connectedByType(c,meta, Meta) ∧connectedByType(meta, metaSuper, Super)⇒ metaSuper = superMetaThe final predicate states that all classes have a unique metaclass. AllClassesHaveAMetaClass≡∀ c:Class. ∃ mc:MetaClass.connectedUniquelyByType(c,mc,Meta)3. LOCAL CONSTRAINTSWhile FOL is a very powerful language, there are many simple constraints were a simpler notation is more adequate. A notation for local constraints will now be presented, and its semantics will be defined by showing how it can be translated into FOL. First local constraints for nodes will be examined followed by local constraints for links.3.1 Node constraintsIn connection with the declaration of the various node types, it is convenient to be able to express simple constraint on the types and number of links going out from a given nodetype. As an example, consider the nodetype Class from the Smalltalk system. Here exactly one link of type Meta points to a node of type MetaClass, while any number of links of type MethodCategory points to nodes of type Method.The following notation is used to specify this:NodeType Class constrainedAsMeta (!) MetaClass;MethodCategory (*) MethodThe general notion is:NodeType nodeType constrainedAslinktype1 (linkcase1) nodetype1…linktype n (linkcase n) nodetype nThe link case can be any of the following:! There is exactly one link of that type.Example: A Smalltalk class has one meta class.? There is zero or one link of that type.Example: A Smalltalk class has at most one super class.+ There is one or more links of that type.Example: Specifications should have at least one implementation.* There is zero or more links of that type.Example: A class can have any number of subclasses.The constraints are not intended to be exhaustive. If a link type is not mentioned in the list it is not constrained, e.g. any number of outgoing links of type Docu-mentation or KaspersComment s are allowed from Class nodes. Only explicitly mentioned link types are constrained.3.2 Translation into FOLThe underlying idea behind introducing the Node Constraints, and later constraint diagrams, is to get formalisms that are more convenient to work with than pure FOL. However, the underlying checking machinery will be based on FOL, so we need to define a translation into FOL.The general node constraint:NodeType nodeType constrainedAslinktype1 (linkcase1) nodetype1…linktype n (linkcase n) nodetype ncan be translated to the following predicate:NodeTypeConstraintOnnodeType ≡∀ n: nodeType.((∀ l: linktype1 . ∃ n’:nodeType1.source(n,l) ∧ dest(n’,l)) ∧ sizepredicate1 ) ∧…((∀ l: linktype n . ∃ n’:nodeType n.source(n,l) ∧ dest(n’,l)) ∧ sizepredicate n )Where the size predicates is defined based on link case as follows: ! |{ l: linkType1 | source(n,l) }| = 1? |{ l: linkType1 | source(n,l) }| ≤ 1+ |{ l: linkType1 | source(n,l) }| ≥ 1* |{ l: linkType1 | source(n,l) }| ≥ 0The size predicate can be omitted for the link case "*". The example from above: NodeType Class constrainedAsMeta (!) MetaClass;MethodCategory (*) Methodis thus translated into:NodeTypeConstraintOn Class≡∀ n: Class.((∀ l: Meta. ∃ n’: MetaClass.source(n,l) ∧dest(n’,l)) ∧|{ l: Meta | source(n,l) }| = 1) ∧(∀ l: MethodCategory . ∃ n’:nodeType n.source(n,l) ∧dest(n’,l))4. CONSTRAINT DIAGRAMSWhere Node Constraints are quite local, constraining only one node, constraint diagrams (CD’s) can be used to state constraints that involves many nodes. The basic motivation behind CD’s is that links are used to relate different nodes. Therefore one would like to state the consistency constraints among the different link types (relations).Figure A. Program, documentation and specificationAs an example, if a program node, P, has a link pointing to a specification node, we want the specification node to have a link to all its implementations, among them P. This can be expressed using the CD in Figure A. The ovals denotes node types, the arcs link types. Thus the CD involves the two node types Program and Specification , and links of the types spec and impl . The semantics of CD’s is dis-cussed in the rest of this section. First we will describe the idea of path’s, second we look at cycles, and finally we examine parallel path’s.4.1 Simple pathsThe very basic relation we want to express is existence of paths from nodes of one type to nodes of an other type. Especially it has been important to express in a simple way conditional paths, i.e. if one can go from node of type A to B, then one must be able to one of type C. The conditionals are not very sophisticated, but our working set of practically encountered examples can be expressed.Before we go into the different types of arcs we need to say what a path is. Ovals are connected by arcs as in Figure B. Arc-paths are sequences of arcs such that if one element in the sequence points to an oval, then the next arc starts in that oval. Figure B there are six paths - [x] , [x,y], [x,y,z] ,[y], [y,z], [z].yFigure B. Simple pathsThere are 3 different types of arcs in the CD's.Optional arcs indicated with dotted arcs. This sort of arc indicate that there might be a link of the indicated type between nodes of the type indicated at the ovals. Mandatory arcs indicated with full arcs. This sort of arc, indicates that the rest of the path is mandatory. If this sort of arc is somewhere in the beginning of a path, then the path must be completed, even though the rest of the arcs are op-tional.Semi-optional arcs indicated with dash-dotted lines. This sort of arc is like option-als, except when the last arc in a path, then they are mandatory. This is very handy to express that if you have come this far, you must be able to go to the end. The difference is that if it is the first or any non-last, it does not require that there is a link of that type.To see the difference between the three sorts of arcs, consider the two different CD'sfromFigure C. The first has the arc between B and C be mandatory. This means that we have the following three paths:[x] This is on optional arc, which is interpreted as there might be a link of type x, between nodes of types A,B. Optional arcs in paths of length does not put any constraint on the structure.[x,y] The arc from B to C is mandatory. This means that if one can go from A to B, one must be able to continue to C.[y] This arc is mandatory, which means that we always have at least one link of type y connecting B,C.In the second CD inFigure C, the y arc is semi-optional. For the first two cases from above [x], [x,y] this does not change the semantics. However, for the path [y], the arc y is not mandatory, which means that a link from nodes of type B to C are not madatory, except in those cases where there is an incoming link of type x from a node of type A.AAFigure C. Difference between mandatory and semi-mandatory links.We will now give formal semantics of an arc-path L = [lt1 , ... ,lt n]. To be able to describe the semantics easily, we need a notation for link-paths in a graph. A link-path is a sequence of link types of the form [lt1 , ... ,lt k-1].Link types are seen as defining mappings from nodes to sets of nodes:[linktype](n) ={n': node | ∃ l: linktype. connected (n , n', l)}The notion is naturally extended to allow sequences of link types.[lt 1 , ... ,lt k ] (n) ={n' : node | ∃ l: lt k , n'': node.n'' ∈ [lt 1 , ... ,lt k-1](n) ∧ connected (n'',n',l)}As a special case we have the empty sequence, [ ]. For convenience we define [ ](n) = {n}.Each arc-path L in a CD defines a constraint:Let i be the index of the first mandatory arc in L , or the last semi-optional arc in L , which ever gives the smallest index. If no such i exists (the path consists of only optional arcs), then we define i to be the length of the path plus one.Lconstarint ≡∀ a:node. [lt 1 , ... ,lt i-1](a) ≠ ∅ ⇒ L(a) ≠ ∅4.2 CyclesThe next thing to consider is what if there is cycles in the arc-path. The basic idea is here that this means that if one follows the link-path specified by the arc path, one ends up in the same node as we started out from. This is especially useful to state existence of inverse links. As an example, consider the situation in Figure D. We want to state that if a class C has a subclass, then that subclass has C as its superclass (and the other way around).SubClassSuperClassFigure D. Super and Sub class links.A arc-path specifies many different concrete link paths, so we cannot assume that at there is not other nodes at the end of such a specified cycle, but one of them must be the one we started out from.For cycles, we consider one oval of type A connected to itself through the path L = lt1 , ... , lt k. The constraint is the following:Let i be defined for L as for simple paths.∀ a:A. [lt1 , ... ,lt i-1](a) ≠∅⇒ a ∈ L(a)4.3 Parallel pathsThe final stage in the diagrams considers the case where two ovals are connected by two (or more) different paths. The basic idea is here that if a node can be reached by one path, it must also be reachable by the other path. As an example (see Figure A) consider a possible relation between program, specification and documentation. We want to say that if a program has documentation, an if it has a specification, the documentation of the specification is the same as for the pro-gram.Let us now consider two different ovals, of types A and B, connected by the differ-ent paths L x = lt x1 , ... , lt xk and L y = lt y1 , ... , lt ym. This defines the following con-straint on the structure of a graph.Let i be defined for L x as before, and j for L y∀ a:A. ([lt x1 , ... , lt x i-1](a) ≠∅∧ [ lt y 1 , ... , lt y j-1](a) ≠∅)⇒ L x(a) ∩ L y(a) ≠∅If more than two paths connect the same tow ovals, a constraint as above is gener-ated for each pair.Mathematical Simplification. Rather than having separate semantics for simple paths, cycles, and parallel paths, we can make a general rule. This is possible by considering all ovals to be connected to them selves through the empty path. Then only he rule for parallel paths is needed. Simple paths from A to B is the same as the empty path and the path from A to B, and cycles is the empty path and the cy-cle path.Seen as parallel paths the cycle and empty paths yield the following formula:Let i,j be defined for L x and L y as before, L x representing the cycle, and L y repre-senting the empty path.∀ a:A. ([lt x1 , ... , lt x i-1](a) ≠∅∧ [ lt y 1 , ... , lt y j-1](a) ≠∅) ⇒ L x(a) ∩ L y(a) ≠∅⇐⇒∀ a:A. ( [lt x1 , ... , lt x i-1](a) ≠∅⇒ L x(a) ∩ {a} ≠∅⇐⇒∀ a:A. ( [lt x1 , ... , lt x i-1](a) ≠∅⇒ a ∈ L x(a)5. EFFICIENCY CONSIDERATIONSAs mention in the introduction, it is attractive to be able to check for inconsistency after every transaction on the network. Because we allow for constraints written in FOL, this will in the worst case imply enumerating all nodes and links in the en-tire network several times. The question is if constraint checking can be done in an efficient manner when restricting our selves to local constraints and constraint diagrams.Checking local constraints. If we assume we have a consistent network, and we submit it to a transformation that involves the set of nodes N and the set of links L, then we only need to check the nodes in N, and the set of source and destination nodes for the links in L. That is, the cost of checking is proportional to the amount of the graph that is changed. It can therefore be concluded that local constraints can be implemented efficiently, and that they fit well with the notion of rich hypertext, and typed hypertext in general.Checking constraint diagrams. The CD’s constrain nodes and link in some give radius. For a given nodetype, there is a fixed number of arc-paths, with a fixed length. If a node is changed in a network, only nodes that can be reached accord-ing to the arc-paths needs to be rechecked. This is potentially worse than local constraints, but of fixed cost. One further way to improve efficiency is to restrict CD’s to constraining only the entities within a single composite.One way to enhance the efficiency further, is to develop incremental algorithms to prevent a change in one location from causing re-checking the entire network. 6. CONCLUSION AND RELATION TO OTHER WORKTo our knowledge there is no one else who have addressed the issue of constraints in hypertext. But constraints can be seen as a counterpart to structural hypertext queries. When we ask the environment to find places where a constraint is not sat-isfied, we are in essence asking a structural query to find all structures that are not of a given form. However, there are a number of issues that makes constraints dif-ferent inverse structural queries.• The constraints serve as a specification mechanism as well as an active part in the environment. The specifications aid in defining the legal transactions on a domain specific hypertext, in that a transaction must leave the hypertext in a well-defined state, where well-defined now means that all constraints are satis-fied.• If it cannot be assumed that all transactions preserve the structure according to the constraints, a way to find the constraint violations must be found. To per-form this search in an efficient manner requires incremental techniques, to avoid searching the entire hypertext after each transaction.While some work has been done in structural query languages for hypertext [Mariano and Mendelzon, 89], [Afrati and Koutras, 90], and [Beeri and Kor-natzky, 90], none of these seems to have addressed the issue of incremental que-ries. The paper by Mariano and Mendelzon discussed the use of virtual links which seems to be links that are specified using a structural query. To make an efficient implementation of virtual links, it is necessary to have some sort of in-cremental mechanism to keep them up to date. It is not discussed in the paper how to do this, but their formalism allows them to have transitive closures over link types, which makes it problematic to keep the virtual links updated at all times, because a change in one place, might affect virtual links different places as well. In summary, the technical problems regarding structural constraints seems similar to structural queries as presented by Mariano and Mendelzon.6.1 Future workThis paper has mainly concerned itself with finding a notion that allow us to spec-ify and check structural constraints. However, it remain to be investigated if there is any real need for checking, or if is adequate to provide the right set of structur-ally well behaved transactions. If there are no commands at the user interface which will create ill-formed hypertexts, there is no need to check for them. Hyper-text templates has proven a powerfull way of constructing well-formed hypertexts [Catlin et. al. 91], [Carøe and Hedegård, 94]. One future direction is to generalize templates into a general structure transformation mechanism.The present paper has proposed two notions for specifying structural constraints. Local constraints can be implemented efficiently, and are generally very easy to understand and work with. Constraint diagrams are less efficient, and it is not quite clear that they are powerful enough to be really useful. An obvious problem is that they lack the power to express arbitrary length paths. It is clearly interesting to examine alternatives to constraint diagrams, possibly whether it is feasible to use one of the structural query languages in some altered form.Whether developing further on constraint diagrams, or adapting a structural query language, it will be necessary to develop incremental algorithms for checking the constraints, or the system will not be able to check structural after every transac-tion.。

Building brand value online

Building brand value online

Building brand value online:exploring relationships betweencompany and city brandsMyfanwy TruemanDepartment of Marketing,Bradford University School of Management,Bradford,UK,andNelarine Cornelius and James WallaceBradford University School of Management,Bradford,UKAbstractPurpose –The aim of this research is to investigate how local company web sites can contribute towards the value and characteristics of city brands online,particularly where post-industrial cities are concerned,and to establish a predictive model for this.Design/methodology/approach –Interviews were conducted to gain an understanding of how post-industrial city brands can be influenced by local companies,leading to the notion of a “constructed”city brand.An overarching brand model was developed based on the works of Christodoulides et al.and Merrilees and Fry and a survey of company web sites conducted.Structural equation modelling was then fitted to these data.Findings –Trustworthiness,responsiveness,online experience and emotional connection were confirmed as dimensions of company online brand value.It was further shown that company brand and constructed city brand are influenced by customer perceptions of brand pany brand was not,however,related to constructed city brand for the case study of Bradford,UK,which has a pervading negative reputation.Originality/value –A model incorporating company brand and city brand has been developed and validated for a typical post-industrial city that is in decline.The influence that local companies can exert on these brands via their web sites and behaviours was established.It is further demonstrated that company brands become disassociated from a city if it has a negative brand image.Keywords Company brand,Company online brand value,Corporate branding,Brand management,Cities,Constructed city brand,Post-industrial cities,United Kingdom Paper type Research paperIntroductionThe business men who are members of the Better Business Bureau in cooperation with other civic bodies,have determined to secure the city’s good name –not to gloss over crimes and deny facts,but to produce facts that tell the truth.The truth is that Chicago is a prosperous and industrious city where life and property are as safe as anywhere else,where the rewards for hard work and decent living are as great as any other community (Chicago Better Business Community 1930,in Strauss,1968,pp.2-3).The internet and new information technologies play a key role in the communication of destinations and their brands (Roig et al.,2010,p.121).The current issue and full text archive of this journal is available at /0309-0566.htmThe authors wish to acknowledge the invaluable suggestions made by three anonymous reviewers in the development of this paper.Building brand value online1013Received 1December 2010Accepted 5April 2011European Journal of MarketingVol.46No.7/8,2012pp.1013-1031q Emerald Group Publishing Limited0309-0566DOI 10.1108/03090561211230179As the Better Business Community of Chicago noted in the 1930s,a city’s reputation can change over time,and there is a need for a truthful appraisal of the situation (Strauss,1968).In this respect business forms the essential character and purpose of a city,providing an engine for growth and prosperity (Booth,2005,Warnaby et al.,1998),as well as shaping the identity and fortunes of the urban environment (Scott,2006,Landry,2004).But today,customer perceptions of a place or “destination”can be influenced by the virtual world as much as traditional communications channels (Roig et al.,2010),and a dynamic,online relationships between company and customers will allow transactions to take place outside the physical confines of the built environment (Christodoulides et al.,2006,Merrilees and Fry,2002).However if companies become disassociated from a place,this makes it difficult for planners to successfully manage the architecture of a city brand,because business forms an integral part of place branding architecture (Balakrishnan,2009,Cheshire,2006,).Yet there has been little research into the relationship between corporate brand value online and stakeholder perceptions about cities,even though today’s virtual world has the potential to rebuild links between business communities,and urban locations,to mutual advantage (Roig et al.,2010,Edvinsson,2006,Hospers,2003).Yet there is an opportunity for city brands to be revived by harnessing a positive image,generated through commercial activity online.In this way the virtual environment can be used as a catalyst for change to re-build city brand value.Consequently this research argues that local companies play a critical role because they have the potential to influence the profile and identity of cities online,thereby reaching a wider audience to enhance brand value.BackgroundMany post-industrial European cities have similar characteristics,with evidence of decline that can have an adverse influence on brand confidence and reputation.The morphology of cities throughout the continent began to display the common characteristics of unplanned and unforeseen change.Spaces,varying from huge sites to empty city centre apartments or shops,have been left abandoned in and around the core of all major urban areas.This leaves a visual legacy of dereliction that impacts an air of decay to these areas,and is a disincentive to investors (Fraser,2003,p.21).This dynamic often leads to unemployment,particularly in industries that have been subjected to intense global competition and recession,often followed by migrant workers who become “entrapped in the downward cycle of deprivation”when they take up low paid jobs vacated by the indigenous population,(Fraser,2003).As a result,Porter (1995)observes that inner cities can act as a barometer of national economic and social wellbeing,reflecting the “brand”reputation of a country.A negative brand reputation can blight local companies,and,in turn,is more likely to accelerate their disassociation from the city (Roig et al.,2010;Anholt,2006;Hill and Nowak,2002).Relationships between business and place can therefore change dramatically over time,indicating the need for a fresh look at this problem (Fraser,2003).The UK city of Bradford has been chosen as a suitable case for investigation as it is a good example of the problems faced by a post-industrial city in decline.Currently,Bradford is at a “counter urbanisation”stage of evolution,typified by lost employment (Van den Berg and Braun,1999),and tensions between the indigenous white population and the South Asian community,who were invited to fill a labour shortage in the textiles industry after the Second World War (Carling,2008).Yet there are stillEJM 46,7/81014successful companies that have adapted and survived,often building on expertise developed from the textiles explosion in the nineteenth century(Trueman et al.,2004). This raises the question of whether companies can re-engage and reshape the identity of places with negative reputations such as Bradford.The potential is highlighted by Bailey et al.(2002),who observe that business can impact upon the physical environment as well as the image of a city:The value of afirm to a city is determined not only by its current profitability and future growth prospects but also by factors such as the income it generates for residents through returns to labour,the quality of employment opportunities it offers,its impact on the physical environment and image of the city;and its contribution to the overall quality of life”(Bailey et al.,2002,p.135).This research would argue that the image,trust and reputation communicated via corporate web sites can positively influence stakeholder perceptions about city brands as well as companies(Roig et al.,2010;Puusa and Tolvanen,2006).For example Hospers(2003)and Edvinsson(2006)observe that the efficacy of web site design can be a reflection of business prowess,and a city brand that features local(often independent)companies could provide cities with a means to differentiate themselves from their panies can therefore be seen as a platform on which to build a distinctive or“constructed”city brand,as well as an online portal for trade. Specifically,we consider how the perceived value of company brands online can enable us to re-examine the brand identity and reputation of post-industrial cities.We define constructed city brand as a cumulative,online account and representation of a city to create a distinctive,customer perception for which the brand may be evaluated.Therefore the relationship between company web sites and city brands is worthy of a thorough examination to explore the following questions:.What is the perceived relationship between company and post-industrial city brands?.How can web sites influence“customer”perceptions of company brands?.What is the relationship between company on-line brands and“constructed”city brands?What is the perceived relationship between company and post-industrial city brands?Cities have constantly changed and evolved over hundreds of years and,as such,city brands are more difficult to manage than corporate brands,often representing a collection of local places(Scott,2006;Cheshire,2006).From a marketing perspective, the notion of brand“ownership”is seen as a measure of corporate brand strength but there is no clear definition or legal obligation about the ownership of a city brand (Kavaratzis,2010,Kavaratzis and Ashworth,2005).Local companies can be seen as stakeholders or“internal customers”of the city,since they are part of the multiple audiences to be addressed alongside“local citizens,government regulators, stockholders,employees,pressure groups and politicians”(Dukerich and Carter, 2000).If,as Bailey et al.(2002)observe,local companies are part of the city’s identity and built environment,then there is a need to examine the city from a business perspective to reveal the inherent strengths as well as weaknesses of the concomitant city brand(Hankinson,2006;Lloyd and McCarthy,2003).Building brand value online1015However for Bradford,a prevailing negative reputation has been exacerbated by race riots in 2001(Ouseley,2001),a continual change of political strategy over the past 60years (Firth,1997)and the poor state,repair and maintenance of its built environment (Carling,2008).A local campaign to produce a new logo for Bradford in order to counter its negative image (Barnett,2011),highlights how the city’s negative reputation persists,and that businesses have struggled to create a positive impression.One company was so concerned by the appearance of Bradford that it had a policy of flying customers in by helicopter,rather than them gaining the wrong impression by driving through the city (Trueman et al.,2010),illustrating a deliberate policy of disassociation from the Bradford brand.Recently a loss of flights from the local Leeds-Bradford airport to the capital city,London (Holland,2011a),a failure to reverse the decline in retail provision,and poor management of vacant buildings (Telegraph and Argus,2011a,Holland,2011b),has added substantially to negative perceptions of the city as a place to do business.Consequently,for this research,it is important firstly to understand how local businesses convey their corporate brand identity to customers online;and secondly to investigate any possible associations between company and city brands.As the Chicago Better Business Community in the 1930s observed,there exists the potential for a positive relationship between business and cities.This is illustrated today by a clear association between the smart shops and big businesses of central London or New York,where perceptions about company and city brand are highly correlated.Therefore this research hypothesizes:H1.There is a relationship between “company brands”and “city brands”.How can web sites influence “customer”perceptions of company brands?Effective brand management relies on understanding customer perceptions so that actual and potential identity can be aligned in a credible way to gain trust and confidence in the organization (Balmer,2008;Aaker,2007).For place brands,identity is a combination of the built environment,local culture and public policy that can influence what people see and experience when they visit,work or live in a city (Trueman et al.,2008).From a trust perspective this relates to the notion of the brand as a promise that can be reinforced or undermined by the ability of an organization or city to deliver the expected products or service in practice (Puusa and Tolvanen,2006;Van Riel,2000).Similarly,in the virtual world,carefully designed web sites not only convey brand identity but also foster trust and an emotional connection between customers and the company (Hospers,2003).To this end,criteria such as identity,trust,confidence and experience have been taken from the corporate brand literatures as well as research into the virtual world,where authors such as Christodoulides et al.(2006),explore “online experience”,“responsive service”and “emotional connection”as well as “trust”.Similarly Merrilees and Fry(2002)use the descriptors of “e-trust”,“e-navigability”,“e-interactivity”,“fun and other site attractions”,and “brand loyalty”(Table I).In each case there is an assumption that the online experience of customers visiting the web site will result in positive or negative value judgements about company credibility and hence brand value.But Da Silva and Alwi (2008)observe that “there is still a lack of solid evidence about what drives value online”.They adopt the classic Davis(1989)“ease of use”criteria for web site evaluation as well as “security”,“customer care”,“personalisation”,and “reliability/fulfilment”.All five measures resonate with the approach taken by Christodoulides et al.(2006),since “security”EJM 46,7/81016M e r r i l e e s a n d F r y (2002)C h r i s t o d o u l i d e s e t a l.(2006)D a S i l v a a n d A l w i (2008)R e v i s e d l a t e n t v a r i a b l e s W e b s i t e a n d b r a n d r e l a t i o n s h i p s1E -t r u s tT r u s t S e c u r i t y T r u s t(S t a g e 1)W e b s i t e i n t e r a c t i o n l a t e n t v a r i a b l e s A t t r a c t i v e ,r e s p o n s i v e ,r e l i a b l e s i t e w i l l e n h a n c e p e r c e p t i o n s o f c o m p a n y2E -N a v i g a b i l i t y O n l i n e e x p e r i e n c eF u l fil m e n t (a c c u r a c y ,d e l i v e r y )E a s e o f u s e O n l i n e e x p e r i e n c e3E -I n t e r a c t i v i t yR e s p o n s i v e s e r v i c e n a t u r e P e r s o n a l i s a t i o n C u s t o m e r c a r e R e s p o n s i v e s e r v i c e4F u n a n d o t h e r s i t e a t t r a c t i o n s E m o t i o n a l c o n n e c t i o n R e l i a b i l i t y ,f u l fil m e n tE m o t i o n a l c o n n e c t i o n 5C o r p o r a t e b r a n d a t t i t u d e–C o m p a n y o n l i n e b r a n d v a l u e(S t a g e 2)B r a n d e q u i t y l a t e n t v a r i a b l e s E n h a n c e d w e b s i t e p e r c e p t i o n s w i l l a d d b r a n d v a l u e f o r c o m p a n y a n d c i t y6B r a n d l o y a l t y –C o n s t r u c t e d C i t y b r a n dTable I.Latent variables for the evaluation of companyweb sitesBuilding brand value online1017correlates with “trust”;“fulfilment”relates to “emotional connection”;“customer care”and “personalisation”can be linked to “responsiveness”;and “ease of use”is part of “online experience”(Table I).Consequently this work adopts the Christodoulides et al.(2006)four criteria for evaluation that are reinforced by a body of opinion.For example Becerra and Korgoankar (2011)discuss the relationship between trust and online intentions from a Business to Consumer (BtoC)or “e-tailer”perspective,where trust in a product or service and company brand is a key deciding factor in whether a purchase takes place.Koufaris and Hampton-Sosa(2004),and Ha(2004),also observe the importance of developing customer trust online.Hence we hypothesize that:H2.“Trust”in a company web site is a dimension of “company online brand value”.On the other hand Mitussis et al.(2006)explain how the notion of “emotional connection”relates to the theory of customer relationship marketing,redolent of Merrilees and Fry(2002)notion of “fun and other site attractions”as well as “brand loyalty”,leading to the following hypothesis:H3.Emotional connection with a company web site is a dimension of “companyonline brand value”.From an online experience perspective,Constantdides (2004)examines how e-marketers can “influence the outcome of virtual interaction and buying processes by ...shaping the customer’s virtual experience”.This is echoed by Merrilees and Fry (2002),who focus on “e-navigability”and the Davis (1989)classic “ease of use”perspective.Therefore we hypothesize:H4.Online experience of the company web site is a dimension of “company onlinebrand value”.As discussed above,Da Silva and Alwi (2008)explain the need for a responsive service in terms of “personalisation”and “customer care”,reinforcing the “perceived usefulness”concept explored by Davis (1989),and Shankar et al.(2002).Hence the hypothesis:H5.A responsive service from the company web site is a dimension of “companyonline brand value”.What is the relationship between company on-line brands and “constructed”,city brands?In spite of challenges for Bradford,it is economically the third most important city in the north of England,and a hub for professional and financial services,providing a contact and distribution centre in a robust economic region (Bradford Metropolitan District Council,2011).There are many high profile events in the city as well as successful local businesses (Telegraph and Argus,2011b),and incubator activity for local companies is strong (Holland,2011c).At a recent awards ceremony,“Bradford Means Business”,to celebrate the successes of local companies,the following comments were made:After the glitter has been swept away and the champagne lost its fizz,these firms will continue to move forward and help take the city forward at the same time,proving that Bradford really does mean business (Telegraph and Argus,2011b).EJM 46,7/81018However the relationships between company and city brand underpin a traditional brand building pillar in terms of establishing identity,meaning,and response(Keller, 2003).For example Spilling(2011)explores the role small companies in Sweden play in supporting the local community by creating employment and enhancing the infrastructure of a city,thereby reinforcing their relationship and emotional connection with a place.In this respect,successful companies not only promote trust and confidence in themselves(Aaker,2007),but also in the city.Moreover Hospers(2003,p. 263)describes how companies,working as an integral part of cities,can promote themselves creatively in a“cultural-technological”manner in today’s“knowledge economy”.He describes this creativeness in terms of“technological–organisational cities”,where leading companies create a positive culture in places such as Tilburg, where the city is almost run like a company.Furthermore,Roig et al.(2010,pp.121-122)observe that“The internet and new information technologies play a key role in the communications of destinations and their brands...it has...two functions,first to build brand image and second to obtain a direct(desired)response from users”.In fact customers today are likely to use a virtual route to obtain information about an organization as well as a city.This online experience will result in value judgements about company credibility,reliability, accessibility,resources,and industrial expertise,which,in turn,may impact upon perceptions of place(Hatch and Schultz,2003).This phenomenon is described by Christodoulides et al.(2006)as the need for a“bricks and mortar brand”that can enhance perceptions of brand value.Therefore we suggest that:H6.“Company online brand value”is positively related to“Company brand”. Similarly,it is important to explore how company and city brands are conveyed in the virtual world,since this research makes an assumption that online brand value can impact upon company and city brands(Hospers,2003;Spilling,2011).In fact the complexity and historical context of cities is more suited to the notion of the brand as a story(Van Riel,2000;Larsen,2003),which can be communicated online and by word of mouth as much as by the physical environment.To this end Hospers(2003,p.261) discusses the“death of distance”and observes that“the city of streets,squares, stations,shops and restaurants will be replaced by a‘city of bits’,a virtual city with a street pattern consisting of digital‘information highways’”.For example Therkelsen et al.(2010,p.149),analyse the Danish city of Aalborg,and warn that it is important to “integrate the branding campaign in the urban modernisation projects of the city”so that the(tangible)“city of stones”must relate directly to(virtual)“city of words”if that story is to have any credibility.We therefore hypothesise:H7.“Company online brand value”is positively related to“Constructed city brands”.Research methodsThis research was progressed in two stages;a series of in-depth interviews with local companies in order to understand their perceptions of,and relationships with,the city, followed by an extensive analysis of local business web sites to measure company on-line brand value and examine how they influence company and city brands.First, telephone interviews were conducted with owners or senior managers of30companies across the city,and from different sectors(see Table II).Building brand value online1019Respondents were asked what it was like to do business in Bradford,what support they received from the city,how long they had been trading,and their positive as well as negative perceptions of the city and how this could influence customer perceptions of their corporate brand.They were probed to capture views about the city that were beyond the stereotypical.However,once these were recorded,transcribed and analysed we visited company web sites and a very different picture began to emerge,indicating the need for a second stage of research online.This took the form of an extensive analysis of 171local business web sites to measure company online brand value,and the interrelationships between company and city brands.Firms were selected from:.different parts of the city;.different industries;and .new and established organizations,to form a representative cross-section of businesses.To avoid bias,two independent researchers evaluated each company web site to enhance consistency in scoring,using a seven point scale from:1¼No evidence of presence of the criterion in the web site,through to;7¼Very strong presence of the criterion in the web site (Table III).As discussed earlier,the criteria for analysis shown in Table III,are built around the four latent variables developed by Christodoulides et al.(2006)namely:(1)“Emotional connection”;(2)“Online experience”;(3)“Responsive service”;and (4)“Trust”(Table I).Based on a review of the extant literature,a further two latent variables,“Company brand”and “Constructed city brand”,were introduced.The first four latent variables reflect an active response to using the company’s web site and are hypothesised to cause “Company online brand value”.The two additional latent variables represent reflective,value perceptions of company brand and city brand,respectively (Table III).It is further hypothesised that “Company online brand value”will have a positive impact on “Company brand”and also “Constructed city brand”.In total,19criteria were used as values for the indicator variables for the latent variables,and a partial least squares structural equation model (PLS SEM)using Smart PLS,(Ringle et al.,2005)was fitted to these data.This is appropriateIndustry typeNo.Industry typeNo.Carpets,Floor covering and Blinds 4Furniture,Joinery and Tools3Catering and Hotel2Motoring,Transport and Removals 6Construction,Building,Metal Fabrication and Guttering4Office Equipment,Cleaning and Security 3Engineering,Boiler-making and Plumbing 3Pharmacy1Entertainment 1Printing and Design 2Finance 1Total1515Table II.Industry type for 30interview companiesEJM 46,7/81020L a t e n t v a r i a b l eI n d i c a t o r C r i t e r i o n D e s c r i p t i o nE m o t i o n a l c o n n e c t i o nE C 1E v i d e n c e o f w e l c o m i n g a n d e m p a t h i s i n g w i t h v i s i t o r s ?A u s e r -f r i e n d l y p a g e ,v e r b a l l y w e l c o m i n g a n d r e a s s u r i n g t h e v i s i t o r ,o f f e r i n g t h e i r s e r v i c e s i n a m a n n e r t h a t r e l a t e s t o ,a n d e m p a t h i s e s w i t h ,t h e c u s t o m e r r a t h e r t h a n j u s t p r o m o t i n g t h e m s e l v e s .S o l i c i t s o p i n i o n s a n d v i e w s f r o m c u s t o m e r s w h e r e a p p r o p r i a t e .G e n e r a l l y l o o k s l i k e t h e y h a v e m a d e a n e f f o r t E C 2B u s i n e s s u n d e r s t a n d s c u s t o m e r e x p e c t a t i o n s :S i t e a p p e a r a n c e m e e t s c u s t o m e r e x p e c t a t i o n s ?P r e s e n t s v i s u a l i m a g e s t h a t r e fle c t c u s t o m e r s ’e x p e c t a t i o n s g i v e n n a t u r e o f v e n d o r ’s b u s i n e s s (e .g .i f v e n d o r i s a l a w fir m ,t h e s i t e c o n v e y s a s e n s e o f t r u s t a n d p r o f e s s i o n a l i s m b y h a v i n g a s m a r t ,f o r m a l l a y o u t ,e t c )E C 3S i t e a t t r a c t i v e n e s s :I n t e r e s t i n g ;i n v i t i n g ;a p p e a l i n g ?S i t e v i s u a l l y e n g a g e s a n d a p p e a l s t o t h e c u s t o m e r ;m a k e s t h e m w a n t t o r e v i s i t t h e s i t eO n l i n e e x p e r i e n c eO E 1S i t e e a s y t o f o l l o w :E a s y t o n a v i g a t e a r o u n d t h e s i t e ?S i t e v e r y e a s i l y n a v i g a t e d w i t h l i n k s t h a t a r e c l e a r a n d e a s y t o f o l l o w O E 2Q u i c k a c c e s s t o i n f o r m a t i o n :A s p e e d y ,r e s p o n s i v e s i t e ?F a c i l i t a t e s g e t t i n g i n f o r m a t i o n r e q u i r e d q u i c k l y ,n e a r i m m e d i a t e r e s p o n s e s O E 3S i t e e a s y t o u s e :S i t e i s e a s y t o u s e ?S i t e d o e s n o t r e q u i r e m u c h t e c h n i c a l e x p e r t i s eR e s p o n s i v e s e r v i c eR S 1B u s i n e s s a n t i c i p a t e s c u s t o m e r n e e d s :S i t e s h o w s b u s i n e s s a n t i c i p a t e s c u s t o m e r n e e d s ?B u s i n e s s c l e a r l y a d d r e s s e s t h e p o t e n t i a l n e e d s o f t h e c u s t o m e r ,a n t i c i p a t e s w h a t t h e c u s t o m e r m i g h t w a n t /n e e d /b e t h i n k i n g ,p o s s i b l y o f f e r i n g s o l u t i o n s R S 2S i t e h a s f e e d b a c k f a c i l i t y :I n t e r a c t i v e s i t e w i t h s e c t i o n f o r c u s t o m e r f e e d b a c k ?C o n t a c t d e t a i l s c l e a r l y a c c e s s i b l e ,w i t h e n c o u r a g e m e n t a n d s u p p o r t f o r c u s t o m e r s w i s h i n g t o i n t e r a c t w i t h t h e s i t e t o p r o v i d e f e e d b a c k a n d c r i t i c i s m s R S 3F l e x i b l e s i t e :s i t e s h o w s fle x i b i l i t y ,o f f e r i n g p r o v i s i o n f o r n e e d s t h a t d o n o t c o n f o r m t o u s u a l r e q u i r e m e n t s ?P r e p a r e d t o c o n s i d e r o f f e r i n g s e r v i c e s a n d f a c i l i t i e s t h a t a r e n o t s t a n d a r d /u s u a l (c o n t i n u e d )Table III.Description of indicatorsBuilding brand value online1021。

StructuralInduction:结构归纳法

StructuralInduction:结构归纳法
p(x) = c0 + c1x + + cn xn can be constructed recursively.
By Weak Induction on n. Base Case: degree( p) = 0 ⇒ p = c1 . Okay.
Recursive Step: Suppose every polynomial q( x) = c0 + c1x + + cn xn
Structural Induction
Examples
1. Propositions (Later) a. Base Case: b. Recursive Step:
T, F, p,q,r,... ~p, p^q, p∨q, p→q
2. Polynomials a. Base Case: b. Recursive Step:
1, x p + q, p ∗ q, c p
3. Binary Trees a. Base Case: b. Recursive Step:
Empty Tree, Tree with one node Node with left and right subtrees
4. Strings (of Balanced Parentheses)
Hence by the recursive step, so does an+1ban+1 .
Polynomials
Recursive Definition • Base Cases: 1, x • Recursive Step: p + q, p ∗ q, c p
Explicit Definition • p(x) = c0 + c1x + + cn xn
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MS n analysis in an ion trap mass spectrometer permits multiple isolation and fragmentation stages, ensuring that product ions in each stage are specifically related to the precursor ion from that particular stage. This type of stepwise fragmentation can be quite advanta-geous because it allows product ion origins to be unambiguously assigned, making MS/MS spectra simpler to interpret and permitting indi-vidual fragmentation pathways to be followed. This note demonstrates the power of MS n analysis for the structural determination of ginsenosides from a ginseng root extract.ExperimentalAll experiments were done using an Agilent 1100 Series LC/MSD Trap system composed of a binary pump, vacuum degasser, autosampler,and thermostatted column compartment with column-switching valve. The system was operated with the electrospray ionization (ESI) source in the positive ion mode. Reagent grade chemicals and HPLC gradesolvents were used in preparing mobile phases and standards.Results and DiscussionFigures 1a–c show the full scan MS, MS/MS and MS 3spectra from direct infusion of the Rb1 ginsenoside standard, along with proposed origins of the observed product ions. The mass spectrum of Rb1 (Figure 1a) shows predomi-nantly the intact [M+Na]+pseudomolecular ion at m/z 1131.7, with little or no decomposition of the labile ginsenoside adduct under typical ESI interface conditions using a drying gas temperature of 350ºC. This is in contrast to previous studies in which a room temperature API interface was required to observe an intact molecular ion,5and emphasizes the gentle nature of the orthogonal spray ion source on the LC/MSD Trap.Linda L. LopezIntroductionGinseng root, a traditional Chinese herbalremedy, contains more than a dozen biologically active saponins called ginsenosides. This class of natural products is believed to play an impor-tant role in the treatment and prevention of a number of diseases including atherosclerosis,arthritis, asthma, diabetes, stroke, multiple sclerosis, and endotoxin liver injury.1–3Ginsenosides are among a growing class of herbal and vitamin products know as nutra-ceuticals, that is, food products that have pharmacological benefits to human health because of their therapeutic properties. With an estimated 15 million patients at risk of potentially adverse drug-herb interactions,4there is renewed interest in the isolation and characterization of these compounds.Ginsenosides are structurally described as glycosides consisting of an aglycone moiety,which is typically a triterpenoid or steroid, and one or more covalently linked sugar monomers.Since most ginsenosides contain multiple oligosaccharide chains at different positions in the molecule, structural elucidation of these compounds can be quite complicated.Tandem mass spectrometric methods have been developed for the characterization of ginsenosides contained in ginseng extracts.5However, MS/MS experiments carried out on a triple quadrupole mass spectrometer using a collision cell typically generate complex product ion spectra that are often difficult to interpret. This is because first-stage product ions tend to undergo further collisions with the background gas to yield second and third generation fragments that cannot be easily dis-tinguished from first-stage MS/MS product ions.Structural Determination of Ginsenosides Using MS n Analysisa p p l i c a t i o nUsing MS n AnalysisUsing MS n AnalysisUsing MS n AnalysisUsing MS n AnalysisStructural Determination of Ginsenosides Using MS n Analysis Agilent Technologies shall not be liable for errors contained herein or for incidental or consequential damages in connec-tion with the furnishing, performance or use of this rmation, descriptions and specifications in this publica-tion are subject to change without notice.Copyright © 2000Agilent Technologies All rights reserved.Reproduction and adaptation is prohibited.Printed in the U.S.A. January 2000(23) 5968-8869EReferences1.Kim Y. C., Kim S. R., Markelonis G. J., Oh T. H., J. Neurosci. Res.53, 1998, 426–32.2.Kim H. S., Hong Y. T., Jang C. G.,J. Pharm. Pharmacol.50, 1998, 555–60.3.Yokozawa T.; Liu Z. W.; Dong E., Nephron.78, 1998, 201–6.4.Smolinske S. C., J. Am. Med. Womens Assoc.54, 1999, 191–2.5.Wang X., Sakuma, T., Asafu-Adjaye, E., Shiu, G.K.,Anal. Chem.71, 1999, 1579–84.AuthorLinda L. Lopez is an applications chemist at Agilent Technologies in Palo Alto, CA.ConclusionsMS n analysis using an ion trap mass spectrometer specifically selects the desired precursor ion and dissociates it to produce a specific fragmentation pattern in individual stages. As a result, it is a powerful analytical tool for deducing molecular structure. Electrospray ionization provides a soft ionization technique for generating predominantly intact molecular or pseudomolecular ions with little or no structurally relevant fragment ions in the mass spectra. MS/MS fragmentation in an ion trap massspectrometer is useful because the product ions gener-ated are derived only from the original molecular ion and are not the result of any additional fragmentation,as can be the case with collision induced dissociation (CID) in a collision cell. Additional MS stages tend to show stepwise fragmentations in which all or most of the ion current is localized in a single product ion,greatly facilitating interpretation of the spectra.。

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