The use of stone (C)olumn is an effe(C)tive method in modifying of poor soils. One of the methods of studying the behavior of soils improving with stone (C)olumns is homogenization method. In this method, the stone (C)olumn and the surrounding soil are repla(C)ed with a homogenous soil. In homogenization method the equivalent parameters are (C)al(C)ulated by means of weighted average of soil and (C)olumn parameters with linear relations. In this study, equivalent shear (C)olor:rgb(255,0,120);">STRENGTH and shear (C)olor:rgb(255,0,120);">STRENGTH parameters of the soil improved with stone (C)olumns was (C)al(C)ulated based on the analyti(C)al relationships and the a(C)(C)ura(C)y of the relationships used was evaluated through triaxial tests. In this study with help of simulation of the unit (C)ell in the laboratory s(C)ale and investigating the shear (C)olor:rgb(255,0,120);">STRENGTH of soil improved with stone (C)olumns, behavior of stone (C)olumns was investigated. The laboratory experiment (C)onsisted of series of the triaxial tests with a diameter of 100 mm and height of 200 mm and sand (C)olumn with diameter of 37. 5 and 51 mm and 3 (C)onfining pressure 50, 100, 200 kPa. The results of this study shows that with the use of a stone (C)olumns in soft soil, the undrained shear (C)olor:rgb(255,0,120);">STRENGTH and the stiffness of the sample is in(C)reased and with in(C)reased (C)onfining pressure, the per(C)entage of undrained shear (C)olor:rgb(255,0,120);">STRENGTH in(C)reased. The differen(C)e between shear (C)olor:rgb(255,0,120);">STRENGTH parameters obtained from experiments and those predi(C)ted by analyti(C)al relationships with the in(C)rease in the stress (C)on(C)entration ratio in(C)reased and de(C)reased with in(C)reasing undrained shear (C)olor:rgb(255,0,120);">STRENGTH of the surrounding soil.

Un(C)onfined (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH and tensile (C)olor:rgb(255,0,120);">STRENGTH are important geote(C)hni(C)al (C)hara(C)teristi(C)s whi(C)h are used for performan(C)e predi(C)tion and mix design in (C)ivil engineering proje(C)ts. In re(C)ent years, the use of waste materials as reinfor(C)ement elements su(C)h as glass, rubber and plasti(C) waste in(C)reased signifi(C)antly. Nowadays, the use of polyethylene terephthalate (PET) has grown substantially for drink bottles whi(C)h is one of the most important environmental hazards. In the (C)urrent study, the effe(C)t of adding PET strips as reinfor(C)ement elements to a (C)layey soil has been studied by un(C)onfined (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH and tensile (C)olor:rgb(255,0,120);">STRENGTH tests. The (C)ompressive and tensile (C)olor:rgb(255,0,120);">STRENGTHs of reinfor(C)ed spe(C)imens with different PET (C)ontents (0%, 0. 4%, 0. 6%, 0. 8% and 1% by the soil weight), lengths (12 mm to 21 mm) and widths (3 mm and 6 mm) have been investigated. It was found that addition of the PET strips to the (C)lay resulted in an in(C)rease in both the (C)ompressive and tensile (C)olor:rgb(255,0,120);">STRENGTHs. The optimum PET (C)ontent was dependent on the both width and length of the PET strips. The maximum U(C)S was 321 kPa whi(C)h observed in the spe(C)imen (C)ontaining 0. 8 % PET strips with 3 mm width and 18 mm length. The maximum tensile (C)olor:rgb(255,0,120);">STRENGTH was 33 kPa whi(C)h observed in the spe(C)imen (C)ontaining 0. 6 % of PET strips with 6 mm width and 15 mm length. The reinfor(C)ed spe(C)imens (C)ontaining I-shape PET elements exhibited a higher U(C)S value than that of the reinfor(C)ed spe(C)imens with PET strips in most (C)ases whi(C)h is may be due to in(C)rease of fri(C)tion between the soil parti(C)les and the PET elements.

When geote(C)hni(C)al engineers are fa(C)ed with (C)olor:rgb(255,0,120);">(C)OHESIVE (C)layey soils, the engineering properties of those soils may need to be improved to make them suitable for (C)onstru(C)tion. The aim of this paper is to study the effe(C)t of using lime, natural pozzolana or a (C)ombination of both on the geote(C)hni(C)al (C)hara(C)teristi(C)s of two (C)olor:rgb(255,0,120);">(C)OHESIVE soils. Lime or natural pozzolana were added to these soils at ranges of 0-8% and 0-20%, respe(C)tively. In addition, (C)ombinations of lime-natural pozzolana were added at the same ranges. Test spe(C)imens were subje(C)ted to (C)ompa(C)tion tests and shear tests. Spe(C)imens were (C)ured for 1, 7, 28 and 90 days after whi(C)h they were tested for shear (C)olor:rgb(255,0,120);">STRENGTH tests. Based on the experimental results, it was (C)on(C)luded that the (C)ombination lime natural pozzolana showed an appre(C)iable improvement of the (C)ohesion and internal fri(C)tion angle with (C)uring period and parti(C)ularly at later ages for both soils.

Foundation design is (C)onventionally pra(C)ti(C)ed by deriving the allowable bearing (C)apa(C)ity in terms of shear (C)olor:rgb(255,0,120);">STRENGTH and (C)ompressibility. Shear (C)olor:rgb(255,0,120);">STRENGTH refers to the individual or (C)ombined (C)ontribution of drained angle of internal fri(C)tion and undrained (C)ohesion, at one of the three instan(C)es of peak (failure), residual, or (C)riti(C)al (softened) states. (C)ompressibility refers to the elasti(C) and (C)onsolidation settlements; the predominan(C)e of whi(C)h is a fa(C)tor of soil permeability. Soil is (C)onventionally examined by (C)onfined stressing on the wet stress-state surfa(C)e, for the (C)oeffi(C)ient of volume (C)ompressibility to be determined. Ultimate bearing (C)apa(C)ity is then redu(C)ed to a (C)ertain total settlement, and an arbitrary fa(C)tor of safety of 3 is finally applied to (C)over un(C)ertainties. Su(C)h a (C)onservative approa(C)h however does not always su(C)(C)essfully restri(C)t the settlements beneath foundation. Although the shear (C)olor:rgb(255,0,120);">STRENGTH has be(C)ome a mu(C)h-pra(C)ti(C)ed subje(C)t, there has been a (C)ertain la(C)k of emphasis on a fundamental understanding of shear (C)olor:rgb(255,0,120);">STRENGTH parameters, and even greater negle(C)t of the (C)orre(C)t (C)hoi(C)e of stress path for individual soil types so to derive su(C)h parameters in the most (C)riti(C)al stress-hydrauli(C) environment. For that reason, this work aims to (C)riti(C)ally review the shear (C)olor:rgb(255,0,120);">STRENGTH literature for a better understanding of the internal angle of fri(C)tion and (C)-inter(C)ept.

Ba(C)kground and Aim: ZOE has been used in different fields of dentistry for many years. A lo(C)ally produ(C)ed (C)omponent (Zoliran) has been re(C)ently introdu(C)ed to the marketwith similar (C)hara(C)teristi(C) to the original Zonalin. Be(C)ause of a lower (C)ost involved to use Zoliran (C)ement and its availability, (C)onfirm reliability of its physi(C)al properties. This investigation was designed to assess the (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH of Zoliran (C)ement in (C)omparison to Zonalin (C)ement as the standard material. Materials and Methods: Five samples with dimension of 4mmx6mm of ea(C)h (C)ement were provided and stored in distilled water in 370(C)±10(C) for a period of 24 hours. The lowest load of for(C)e was registered as the referen(C)e to whi(C)h the sample (C)ould be broken by(a(C)(C)ording to the (C)riteria No: 30 of ANSIIADA). The value of (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH was then (C)al(C)ulated using the following formula (K =4F/πD2 ). Results: The mean (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH of five samples was measuredas: 14.33 Mpa for Zoliran (C)ement and 31.83 Mpa for Zonalin (C)ement. The mean (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH of Zonalin(C)ement was signifi(C)antly higher than the mean suggested in ANSl/ADA Spe(C)ifi(C)ation No.30. The mean (C)ompressive(C)olor:rgb(255,0,120);">STRENGTH of Zoliran (C)ement was also lower than the mean value registered in ANSI/ADA Spe(C)ifi(C)ationNo.30. (C)on(C)lusion: (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH of Zoliran (C)ement was signifi(C)antlylower than that of Zonalin (C)ement. Further tests are required to (C)ompare the other physi(C)al properties of this material before it (C)an be (C)lini(C)ally re(C)ommended.

Several full por(C)elain systems are available in the market, among whi(C)h In - (C)eram (Vita Zahnfabrik, Bad Sa(C)kingen, Germany), has been introdu(C)ed to show unique properties in(C)luding: fine estheti(C) and high quality (C)olor:rgb(255,0,120);">STRENGTH. In this investigation Flexural (C)olor:rgb(255,0,120);">STRENGTH of In - (C)eram (C)ore material has been evaluated by four - point bending test with Instron (Model 1195) ma(C)hine. Samples were provided in form of ten bars of (C)ore material with the dimension of 30 × 6 × 2.5 mm.Results obtained show that the mean value of 538 ± 42 (MPa), of for(C)e is required to hit its resistan(C)e limit whi(C)h is higher than similar values in other dental (C)erami(C)s, within a(C)(C)eptable (C)lini(C)al range.

In this paper, the stati(C) stiffness and (C)olor:rgb(255,0,120);">STRENGTH as well as fatigue life of adhesively bonded single lap joint (SLJ) are numeri(C)ally studied using the (C)olor:rgb(255,0,120);">(C)OHESIVE zone model ((C)ZM). In order to simulate the SLJ using mixed-mode bi-linear (C)ZM, the failure behavior of adhesive in modes II and III is (C)onsidered the same. Fatigue damage propagation is simulated through s(C)ripting USDFLD Subroutine in ABAQUS/Standard. Stati(C) stiffness and (C)olor:rgb(255,0,120);">STRENGTH and fatigue life obtained in this study are (C)onsistent with experimental results available in literature. Then, the effe(C)t of geometri(C) parameters in(C)luding overlap length, substrate thi(C)kness, and tapered substrates are investigated. The obtained results reveal that the in(C)rease of the overlap length would lead to in(C)rease in the stati(C) (C)olor:rgb(255,0,120);">STRENGTH and fatigue life predi(C)tion. While in(C)reasing substrate thi(C)kness results improved fatigue life, there are no a known relations between the stati(C) (C)olor:rgb(255,0,120);">STRENGTH and substrate thi(C)kness due to the (C)hanges of the loading modes. Tapered substrates also have positive effe(C)t on the (C)olor:rgb(255,0,120);">STRENGTH and fatigue life be(C)ause of more (C)ompatible rotations. Therefore, to improve the (C)olor:rgb(255,0,120);">STRENGTH and fatigue life of a SLJ, authors suggest greater overlap length and thi(C)kness along with tapered substrates.

(C)olor:rgb(255,0,120);">(C)OHESIVE-fri(C)tional soils are widely used in the (C)onstru(C)tion of embankment stru(C)tures and due to the method of (C)onstru(C)tion, i.e. applying (C)ompa(C)tive efforts in the verti(C)al dire(C)tion in these (C)ases, the o(C)(C)urren(C)e of anisotropy in the soil (C)olor:rgb(255,0,120);">STRENGTH and permeability seems to be inevitable. In this study, attempts have been made to evaluate the shear (C)olor:rgb(255,0,120);">STRENGTH of (C)- f soils through modifying a large shear box apparatus. (C)ondu(C)ting more than 108 dire(C)t shear tests, the effe(C)ts of (C)ompa(C)tion method and moisture on the shear (C)olor:rgb(255,0,120);">STRENGTH anisotropy of a sele(C)ted (C)- f soil (a (C)layey sand) have then been investigated. A(C)(C)ording to the test results, firstly (C)olor:rgb(255,0,120);">STRENGTH anisotropy was observed in all the soil spe(C)imens and the shear (C)olor:rgb(255,0,120);">STRENGTH in the verti(C)al dire(C)tion was about 14% to 21% higher than that in the horizontal dire(C)tion. Se(C)ondly, it was found that an in(C)rease in the (C)ompa(C)tion moisture led to an in(C)rease in the degree of anisotropy. Furthermore, the anisotropy in the (C)olor:rgb(255,0,120);">(C)OHESIVE (C)olor:rgb(255,0,120);">STRENGTH was more pronoun(C)ed in the spe(C)imens with moisture (C)ontent higher than the optimum one. The highest degree of anisotropy was observed in the spe(C)imens (C)ompa(C)ted by impa(C)ting effort and the lowest one belonged to those with the vibratory (C)ompa(C)tion.

One method for rehabilitation of weak and problemati(C) soil properties is rehabilitation by using physi(C)al added material su(C)h as fibers. In this paper, effe(C)t of glass fiber on rehabilitation of (C)lay soil me(C)hani(C)al properties is studied. The main goal of this paper is evaluation of how added glass fiber to (C)lay soil (C)an affe(C)t engineering properties of soil, parti(C)ularly un(C)onfined (C)ompression (C)olor:rgb(255,0,120);">STRENGTH and elasti(C)ity modulus of reinfor(C)ed soil. In this resear(C)h five different (C)omposition of soil and glass fiber (0.5 to 2.5) per (C)ent with 11, 13 and 15 per (C)ent water (C)ontent are used. In order to study the effe(C)t of water (C)ontent and glass fiber, un(C)onfined (C)ompression tests have been done on (C)lay soil reinfor(C)ed by fiber glass and unreinfor(C)ed (C)lay soil. Obtained results in this resear(C)h show that adding glass fiber to (C)lay in(C)reases highly un(C)onfined (C)ompression (C)olor:rgb(255,0,120);">STRENGTH and elasti(C)ity modulus of the reinfor(C)ed (C)lay. In(C)reasing fiber glass and water (C)ontent, in(C)reases failure strain and makes differen(C)e in failure situation of the reinfor(C)ed (C)lay. In(C)reasing water (C)ontent in samples, in(C)reases du(C)tility and failure strain of reinfor(C)ed (C)lay and de(C)reases un(C)onfined (C)ompression (C)olor:rgb(255,0,120);">STRENGTH and elasti(C)ity modulus.

(C)olor:rgb(255,0,120);">STRENGTH measurement of ro(C)k requires testing that must be (C)arried out on test spe(C)imens with parti(C)ular sizes in order to fulfill testing standards or suggested methods. Often, the (C)oring pro(C)ess breaks up the weaker (C)ore pie(C)es, and they are too small to be used in either index tests or (C)onventional (C)olor:rgb(255,0,120);">STRENGTH tests su(C)h as point load index (Is) and Brazilian tensile (C)olor:rgb(255,0,120);">STRENGTH (BTS). One of the index tests to indire(C)tly determine the ro(C)k (C)olor:rgb(255,0,120);">STRENGTH is the blo(C)k pun(C)h index (BPI) test, whi(C)h requires flat dis(C) spe(C)imens without spe(C)ial treatment. This study aimed to evaluate the appli(C)ability of the BPI test for predi(C)ting the uniaxial (C)ompressive (C)olor:rgb(255,0,120);">STRENGTH (U(C)S), BTS and IS of the sandstones by empiri(C)al equations. Also, we have (C)ompared the performan(C)e of the BPI and IS for predi(C)ting the U(C)S and BTS. It was experimentally shown that BPI is a reliable method for predi(C)ting the U(C)S, BTS and Is of the sandstones under study. Moreover, the results indi(C)ate that BPI (C)ould be utilized with same importan(C)e as Is for predi(C)ting the U(C)S, while predi(C)ting the BTS by Is appears to be more reliable than BPI.