DEVELOPMENT OF DUCTILE SEMI-RIGID JOINTS WITH LAGSCREWBOLTS AND GLUED-IN RODS.
|
|
- Hester George
- 5 years ago
- Views:
Transcription
1 DEVELOMENT OF DUCTILE SEMI-RIGID JOINTS WITH LAGSCREWBOLTS AND GLUED-IN RODS. Yoshiaki Wakashima 1, Kenho Okra, Kazo Kyotani ABSTRACT: Althogh the dctility of joints is important from the viewpoint of the seismic response, joints with lagscrewbolts or gled-in rods normally exhibit very stiff elastic behavior that cases brittle failre of wood. The prpose of this stdy is to obtain dctile semi-rigid portal frame joints sing lagscrewbolts or gled-in rods sch that brittle failre of the joints is prevented. We developed two types of leg and beam-colmn joints. With regard to dctility, the performance of the joints is governed by the yield and plastic deformation of steel. The diameters of connecting bolts, which penetrate the lagscrewbolts, are chosen sch that the connecting bolts yield nder the shear strength of the joint panel. Similarly, for joints sing gled-in rods, threaded steel rods have a redced cross-section in a certain length so as to yield the thinner part. Cyclic loading tests were condcted for the developed joints and for portal frames having these joints. A large deformation was observed with little damage of the wood members. Analytical models of the joints were examined considering prestress in the bolts. An analytical model of the portal frames was also examined considering the shear deformation of the joint panel and bending property of the colmn. The calclated reslts were in good agreement with the experimental reslts. KEYWORDS: ortal frame, Semi-rigid joint,, Gled-in Rod, Dctility 1 INTRODUCTION 1 Axial fasteners sch as gled-in rods and lagscrewbolts normally exhibit very stiff elastic behavior nder tensile forces withot any particlar consideration [1]. Therefore, joints with the fasteners parallel to the grain, sch as leg joints, are very brittle. Similarly, when the fasteners are embedded perpendiclar to the grain, sch as in a beam colmn joint, the joints generally trn ot to be brittle de to shear failre in the joint panel. For the above reasons, in order to obtain a dctile joint, which is an important reqirement from the viewpoint of the seismic response, it is necessary to ensre that the tensile strength of the fastener is controlled so that brittle failre is prevented. One of the athors has investigated joints composed of gllam frames and special steel connectors, where gled-in rods attach the connectors to the frame []. The yield strength of the steel connectors was designed to be lower than the strengths of the gllam frames and gled-in rods so that most of the damage wold be concentrated within the steel connectors. These joints showed reasonable dctility and energy 1 Yoshiaki Wakashima, Toyama refectral Forest rodcts Research Institte, 494 Krokawa-shin, Imiz Japan. yoshiaki.wakashima@pref.toyama.lg.jp Kenho Okra, GrandWorks Corporation, 4 Oenoki, Namerikawa Japan. k- okra@grandworks.co.jp Kazo Kyotani, Laminate-lab Corporation, 1 Ksajimaazafrkawa, Toyama 9-1 Japan. kyotani@laminate-lab.jp absorption; however, since the connector was completely exposed to the exterior, an architectral design problem arose. In this stdy, we examined joints, the dctility of which is governed by the yield strength of the bolts that are inserted in timber so as to minimize the exposre of the steel materials to the exterior. JOINTS.1 STRUCTURE OF NEW JOINT SYSTEMS We developed two types of leg joints shown in Figre 1. RC-type joints consist of gled-in rods that have redced cross-sections withot ribs in a certain length so that the rods yield. The material of the rods is mild steel. Nts are also installed between the colmn and the steel base so that the rods resist compressive forces. s are sed for LC-type joints. Their performance is governed by the yield strength and plastic deformation of the anchor bolts. Two types of beam-colmn joints are developed as shown in Figre. In C-type joints, the bolts, which pass throgh the central hole of the lagscrewbolts embedded in the colmn, are connected to the lagscrewbolts embedded in the beam. In B-type joints, a hole having a particlar length is pnched in the lagscrewbolts embedded in the beam, and the bolts are connected from a steel plate to the inner hole of the lagscrewbolts. A detailed illstration of the plates is shown in Figre. For both the beam-colmn joints, the diameter of the connecting bolts is decided sch that the bolts yield
2 nder the shear strength of the joint panel. The anchor bolts and the connecting bolts for beam-colmn joints described as ABR49 in Figres 1 and are roll threaded bolts. The effective sectional area of the bolts is almost same between body and thread, which lead to yielding of bolts niformly and large plastic deformation. Nominal diameter of the lagscrewbolts sing above joints is mm. ltimate moment exceeded the reference strength of the gllam. Becase of the reaction of the nts to compressive forces, little slip behavior was observed in the hysteresis loop. Tensile failre of the anchor bolts occrred in the LCtype joint; we obtained a large rotation angle exceeding.1 rad. However, nlike RC-type joints, slip behavior is observed in the hysteresis loop becase the anchor bolts. JOINT TESTS Static cyclic loading tests were performed for the developed joints. Figres 4 and illstrate the details of the test specimens and set-ps. Table 1 lists the specifications of the investigated test specimens. The nominal diameters of the anchor bolts are 14 mm and 16 mm for LR and LR4, respectively. The effective elongations of the bolts (shown in Figre ) are 79. mm and 19 mm for CL and BL4-type joints, respectively. The relationships between moment and joint rotation for leg joints are illstrated in Figre 6. Since the failre of the RC-type joint was fractre of the rods, reasonable plastic behavior was observed. The observed Gle-in rod Redced diameter Nts for reacting to compression force Fondation (a)rc-type (b)lc-type Figre 1: Developed leg joints. JSS: Japan Steel Standard Shear Key Steel Base late Anchor Bolts JSS ABR49 Sill Effective elongation length of bolt Bolt JSS ABR49 Lag Bolt Steel Gsset Shear Key Steel late Bolt JSS ABR49 Effective elongation length of bolt Steel late Shear Key Drift-pin Drift-pin (a)c-type Figre : Developed beam colmn joints (b)b-type Figre : Steel plates for B- type joints Actator GIR(M) JIS SS4 φ1 7 Nt 18 Steel colmn base (a)rc-type (b)lc-type Figre 4: Test specimens for leg joints. JIS: Japan Indstrial Standard 1,419 Elongation Length of Ancor Bolt =8mm Shear Key Steel Base Anchor Bolt JSS ABR49 Fondation Jig (H-Shaped Steel) in spport bar 1 Figre : Test set-p for beam colmn joints Table 1:Specification of joint specimens Code Cross section Wood material JAS grade name (mm) RC Gllam(Sgi) E6-F 18 4 Leg joint LR Gllam(Red pine) E1-F 1 LR4 Gllam(Red pine) E1-F 1 4 CL Gllam(Red pine) E1-F 1 colmn joint BL4 Gllam(Red pine) E1-F
3 (a)rc-type (b)lr-type (c)lr4-type Figre 6: Moment- rotation relationships for leg joint specimens do not resist compressive forces. The rotational rigidity of the leg joints is calclated sing the analytical model proposed by Koizmi et al []. In order to determine the maximm strength of the joints, a netral axis, which varies according to yield conditions of the bolts, shold be decided. When the rods on the tensile side are in the yield condition as shown in Figre 7(a), the netral axis is expressed in the form of eqation (1) γ Kd δ Reaction forces h g δ g1 l b Q M Reaction forces d t d c 1 = (4δ + 4Kdδ + b eh1 Kw( e+ δ ) be Kw( e+ δ ) (a)rc-type (b)lr-type Figre 7: Yield condition of leg joint at the maximm strength ± ( 4( b e h1 Kw( e+ δ ) + δ ( + Kdδ )) 4b e Kw( e+ δ )( be h1 Kw+ δ (h1 + ( g1+ g) Kdδ ))) (1) where γ is length of the yield section of wood, Kd is the slip modls of the gled-in rod, δ is the slip of gled-in rod, δ is the ltimate slip of the gled-in rod, is the yield strength of the gled-in rod, Kw is the embedded rigidity of wood, e is yield embedded displacement of wood, and b is the width of the colmn. The above eqation is derived assming that the embedment resistance of wood and the tensile resistance of the rods are perfectly elasto-plastic. The calclated reslts are shown in Figre 6(a) as dotted lines. The experimental and theoretical reslts were in good agreement. As mentioned above, a large ltimate moment was observed. This may be becase of two reasons. One reason is that the yield stress in the joints is distribted as shown in Figre 7(a), which leads to the stress being restrained in the oter laminations of gllam. Another Experiment Calclate (a)cl-type (b)bl4-type Figre 8: Moment- rotation relationships for beam colmn joint specimens probable reason is that the longitdinal stress of wood near the fixed end of the colmn is not sfficiently large so that little failre occrs de to bending. This assmption is mentioned in following section. Since plastic deformation of the anchor bolts cases deformation of the leg joint, eqation () is applied to estimate the rotational rigidity of LC-type joints [4]. Es nt Ab Kbs= α l ( d + d ) t B b where d t, d c, and l b are as illstrated in Figre 7(b). Es is Yong s modls of the anchor bolt, A B is the crosssectional area of the anchor bolt, and n t is the nmber of anchor bolts on the tensile side. The vale of α B is generally for bending deformation of the base plate and deformation of concrete on the compression side [4]. However, α B is ignored in this stdy becase the base plate has sfficient thickness and becase H-shaped steel jig is sed as a sbstitte for the concrete fondation. The calclated reslts and the experimental reslts are in good agreement as shown in Figre 6(b) and 6(c). Since the bending of the base plate and deformation of the fondation jig are ignored, it seems that frther verification is necessary to simlate the actal sitation by setting a leg joint on concrete. The experimental reslts for beamcolmn joints are illstrated in Experiment Calclate c () Figre 8. From the reslts, a large deformation cold be obtained by plastic deformation of the bolts withot any visible failre of the gllam. Slip behavior is not clearly observable in the hysteresis loop for L-type joints. The reason for this reslt is that the bolts that are
4 connected to the lagscrewbolts embedded in the beam are considered to resist both tensile and compressive forces, becase the bolts behave as bckling-restrained members in the lagscrewbolts embedded in the colmn. It is considered that the rotational rigidity of beamcolmn joints sbjected to open-mode moment is different from that of joints sbjected to close-mode moment. Figre 9 shows the mechanical models for joints sbjected to open- and close-mode moment. From the eqilibrim of moments, eqation () and (4) are obtained for the opening and closing modes, respectively, by assming a beam to be a rigid body in the section of the joint. ( g) ( h ) La+ h + + Kd1 h g) Kd La () b M= Kw ( g) ( h ) La Kd c( La g h) b M = Kw La g+ + Kd1 δ + where is the netral axis, b is the width of the colmn, Kw is the embedment rigidity of wood, Kd1 is the tensile slip modls of the fastener, Kd is the compressive slip modls of the fastener, and is the embedded displacement at the beam end. The above eqation can be expressed in the form of a cbic eqation as a fnction of when b, c, and d are appropriately introdced. (4) d + c+ b + = () Then, eqation () can be solved sing the soltions for cbic eqations. For example, the following notations can be introdced. b b bc 4 p = c q = + d r = p 7 q p D= + If D >, then π 1 q b = rcos( ArcCos[ ]) (6) p r The compressive force C, which is prodced de to the compression of the bolts and the embedment of wood, is expressed as 1 Kd1( g) C = b Kw+ (7) The tensile bolt force T is Joint panel La Joint panel (a)opening mode (b)closing mode Figre 9: Mechanical model for beam-colmn joins La Elastic Fondation Kd ( g ) T = (8) From eqilibrim condition C + T + = = g Kd1 h Kd+ The joint moment is ( Kd1+ Kd + b Kw) h ) = 1 (9) Mj (1) From eqations (6), (9), and (1), the rotational rigidity of joints is obtained as Mj Kj= ( δ c / ) (11) When F is a shear force that occrs at the joint panel as shown in Figre 9, C is eqal F for the opening mode and T is eqal F for the closing mode. The shear strain γ prodced by F is γ = α F /( Gw Aw) (1) where Gw is the shear modls of the colmn, Aw is the cross-sectional area of the colmn, and α is the shear coefficient. Eqation (1) is the rotational rigidity of the joint considering shear deformation of the colmn in the joint. Kj = Mj ( δ c / + γ) (1) Becase the effect of bending deformation of the colmn in the joints is ignored in the above eqations, finite element (FE) analysis, in which the colmn is assmed to be a beam on an elastic fondation as illstrated in Figre 1, was carried ot to evalate the effect of bending deformation. Figre 11 shows the calclated displacements at h1 and g1 obtained from eqation (9) and FE analysis. From these reslts, it is clear that the location of the netral axis and the displacements at h1 and g1 are almost coincident and the assmption that the colmn is a rigid body in the section of the joint seems to be appropriate. Since a tightening torqe of 1 Nm is applied to the bolts that are sed to assemble the beam and colmn, it is considered that the effect of prestress in the bolts shold be taken into accont in order to estimate the rigidity of C-type joints. When the beam is embedded in the colmn as shown in Figre 1(a), eqation (1) is obtained from the moment eqilibrim. Gle-in rods Figre 1: on elastic fondation model for beamcolmn joints Displacement(mm) h1 Netral Axis FE analysis Calclate Figre 11: Calclated displacements at h1 and g1 g1
5 ( g) ( h ) 1 La Kd c( La g h) b M = Kw La g+ + Kd δ + b( h+ g ) ( h+ g ) Kw La g+ + (1) When the bolts reach their tensile strength as shown in Figre 1(b), the eqations corresponding to the eqilibrim of the moments for opening and closing modes are expressed by eqation (16) and (17), respectively. ( γ) γ M = Q1 La Q h g) Cw1 La+ h + Cw h ) (16) ( γ) γ M= Q 1 La+ Q h g) Cw1 La g+ γ + Cw ( La g+ ) (17) The initial rigidity of the joints calclated from eqations (), (4), and (1) and the ltimate moment calclated from eqations (16) and (17) are illstrated in Figre 8 as dotted lines. The calclated reslts obtained sing eqation (1), which considers the effect of prestress, are lower than the experimental reslts as shown in Figre 8(a). One possible reason for this reslt is that some measrement error may have occrred when the measrement points were set near the interface between the colmn and beam, since these points are moved following the recover of the embedded displacement of wood that is generated by embedding the beam to the colmn de to the prestress. Althogh the yielding points of the joints in the opening and closing modes differ by 1 1%, the calclated reslts can satisfactorily describe this phenomenon. The difference in the ltimate moments of the opening and closing mode is not significant; however, the shear force prodced in the joint panel at the closing mode is % larger than that at the opening mode. These are important reslts that help designers to appropriately design joints that do not ndergo failre in the joint panel. ORTAL FRAMES.1 ORTAL FRAME TESTS In order to evalate the performance of the developed joints, static cyclic loading tests were carried ot on portal frames sing the developed joints. Table lists the specifications of the test specimens sed in the portal frame tests. Figre 1 shows an example test setp and the actal test setp for the 8F specimen. The specimens are laid on the test floor and colmn bases are fixed on H-shaped steel jigs. The beam was sbjected to psh-and-pll cyclic loading and A i distribtion was applied to calclate the shear force of second story []. A i is a vertical distribtion coefficient of seismic story shear coefficients. 1 T Ai = 1+ (1+ αi ) 1+ T α (18) i Torqe La Colm δy (a)considering torqe (b)final failre inflence condition by fractre of rods Figre 1: Mechanical models for beam-colmn joints Table : Specification of portal frame specimens Code name Span Height Red pine gllam colmn joint Leg joint (mm) (mm) (mm) 1 x 1F 7 1F:777 LR CL JAS-grade:E1-F 81F 78 1F:777 1 x LR4 BL4 F:7 JAS-grade:E1-F 1 x F 7 1F:777 LR CL JAS-grade:E1-F 8F 78 1F:777 F:7 1 x JAS-grade:E1-F LR4 BL4 7 Fondation jig (H-shaped steel) :7 8:78 (a)schematic diagram Figre 1: Test set-p for fll-scale portal frame specimen (b)hotograph showing testing featre
6 Shear Force (kn) D FEM(1 st ) D FEM( nd ) 1 st story nd story Shear Deformation (cm) Shear Force (kn) D FEM(1 st ) D FEM ( nd ) nd story 1 st story Shear Deformation (cm) (a)f Figre 14: Load-shear deformation obtained from experimental tests (b)8f Where α i =W i /W, W is weight above grond level, T is fndamental natral period. Figre 14 shows the relation between load and shear deformation obtained from the tests. The shear deformation of F de to plastic deformation of joint bolts was so large that the test terminated by the stroke limit of the actator. Both side of the leg joints became pin condition after splitting of the wood arond the lagscrewbolts for 8F, althogh, a relatively large shear deformation occrred. The relationships between the moment and rotation angle of the joints are illstrated in Figre 1 and 16. The calclated reslts are also plotted. The joint moment is determined from the distribtion of bending strain obtained from strain gages and Yong s modls of gllam measred sing the Timoshenko-Goens- Hearmon (TGH) method [6]. The maximm rotation angle of the leg joint on the left side cold not be obtained, since the displacement transdcer separated from the specimen before the test ended. These reslts indicate that the shapes of the hysteresis loops are almost identical to the corresponding loops obtained from the joints tests. The loops of the beam-colmn joints for 8F show a wider area (indicating the energy absorption ability) as compared to the reslts of the joint test, since the frame specimen was sbjected to a large cyclic shear deformation. The rigidity and strength of the beam-colmn joints are calclated as mentioned previosly; however, moment eqilibrim is calclated considering shear forces that act on both sides of the joint in the first story. With the assmption that joint failre is cased by bolt fractre, the maximm angle of joint rotation is determined from (a)left side joint of nd story (c)left side joint of 1 st story the strain data obtained by tensile tests of bolts. The calclated vales for leg joints are also given as stated above. The axial forces on the colmns, which are necessary to estimate the strength of the leg joints, are determined from the measred shear strain vales of the beams. The strain data of the anchor bolts obtained from the frame tests are sed for calclating the maximm rotation angle of the leg joints. The observed and calclated reslts show good agreement. The yield moments differ by 1% 1% between the opening and closing mode for the beam (b) Right side joint of nd story (d) Right side joint of 1 st story (e)left side leg joint (f) Right side leg joint Figre 1: Moment-rotation relationships obtained from F. :Experiment, -:Calclate
7 colmn joints of the second story. Becase of the effects of the axial forces of the colmns, the ltimate moments of the leg joints differed by abot % for F and 1% for 8F between the right and left side. This indicates that a large ratio of span to story height decreases the strength of leg joints. The relation between load and shear deformation in onestory specimens is shown in Figre 17. Large deformations were obtained for both 1F and 81F de to plastic deformation of the joint bolts. The final mode of failre was fractre of the anchor bolts and splitting of wood in the beam-colmn joints. The shear deformation of timber portal frames can be calclated by treating them as semi-rigid portal frame. The initial stiffness inclding the effect of shear deformation of the timber elements is illstrated in Figre 17 as dotted lines. The calclated and experimental reslts are observed to be in good agreement. However, it is considered that the shear strain of the joint panel shold be inclded in the estimation of the deformation of portal frames. Figre 18 shows the comparison between the shear strain of the joint panel and the joint moment, which are obtained from the beam-colmn joint of 1F. Althogh the observed shear strain was relatively small, it is considered that this strain shold not be ignored when calclating the deformation of frames. Ths, the effect of shear strain is considered for estimating the rotational rigidity of beamcolmn joints in this stdy. Another problem in estimating the deformation of portal frames is the bending property of the timber in which lagscrewbolts are embedded parallel to the grain. Shear Force (kn) (a)left side joint of nd story (c)left side joint of 1 st story Shear Deformation (cm) Figre 19 shows the longitdinal strain distribtion of a leg joint specimen simlated by FE analysis. The reslt shows that the maximm tensile strain of the wood occrs arond the top of the lagscrewbolts, and the strain decreases on approaching the colmn end. In Figre, the colmn deflections obtained from the FE analysis reslts are compared to the vales calclated considering the colmn as a cantilever beam. The FE analysis vales are smaller than the calclated vales. When the part of the timber in which lagscrewbolts are embedded is (b) Right side joint of nd story (d) Right side joint of 1 st story (e)left side leg joint (f) Right side leg joint Figre 16: Moment-rotation relationships obtained from 8F. :Experiment, -:Calclate Shear Deformation (cm) (a)1f (b)81f Figre 17: Load-shear deformation obtained from experimental tests. -:Experiment, :Calclated as semi-rigid portal frame, -:D FE analysis reslts in consideration of the shear strain of the joint panel and the assmption as a composite beam. Shear Force (kn)
8 assmed to be a composite beam comprising timber and lagscrewbolts, the calclated reslts agree well with the FE analysis reslts, as indicated by the dotted line in Figre. The strain distribtion is not linear between the timber and the lagscrewbolts, which indicates that the above assmption does not represent the actal bending behavior of the colmn. However, this assmption is applied as a simplified method to estimate the deflection in this stdy. Figre 1 shows the D FE analysis model employed above assmptions. Initial stiffness of the portal frames obtained from this model is shown in Figres 14 and 17. The experimental reslts and the D FE analysis reslts are in better agreement than withot the considerations of above effects. 4 CONCLUSION This stdy investigated the development of new semirigid joints having performances that are governed by the yield and plastic deformation of steel fasteners. Large rotational angles were obtained in experimental tests. The calclated rotational rigidity of the joints for both open- and closed-mode moment showed good agreement with the experimental reslts. Cyclic loading tests of portal frames sing the developed joints also proved sfficiently dctility. Calclated initial stiffness of portal frames in consideration of the effects of the joint panel and the bending property of timber showed good agreement with the experimental reslts. REFERENCES [1] Gehri E.: Dctile behavior and grop effect of gled-in steel rods. In: roceeding of 1- Longitdinal strain International RILEM Symposim on Joint in timber Strctre, -4, 1 [] Wakashima Y., Sonoda S., Ishikawa K., Hata M., Okazaki Y., Hasegawa K.: Development of response techniqe for timber frame strctre. In:8th World Conference on Timber Engineering, 449-4, 4 [] Koizmi A., Sasaki T., Jensen J. L., Iijima Y., Komats K.: Moment-resisting roperties of ostto-sill Joints Connected with Hardwood Dowels. Mokzai Gakkaishi, 47(1):14-1, 1. [4] Architectre Institte of Japan: Recommendation for Design of Connections in Steel Strctres. Architectre Institte of Japan, Tokyo, 1. [] Architectre Institte of Japan: Recommendation for Load on Bilding. Architectre Institte of Japan, Tokyo, 4. [6] Kbojjima Y., Yoshihara H., Ohta M., Okano t.: Examination of the Method of Measring the Shear Modls of Wood Based on the Timoshenko Theory of Bending. Mokzai Gakkaishi, 4(1): , Experiment Calclate γ Figre 18: Shear strain of joint panel and joint moment relationships for 1F Figre 19: Longitdinal strain distribtion of leg joint specimen obtained by FE analysis Difrection (mm) FE analysis Simple beam Composite beam Gllam element Composite beam element Semi-rigid joint element (Rotational rigidity of leg joint) Semi-rigid joint element (Rotational rigidity of beam colmn joint in cosideration of joint panel) Rigid body element Distance from fixed end (mm) Figre : Comparison of the deflection of beam among FE analysis reslts and calclated reslts Figre 1: D FE analysis model
Relationship between tensile properties of fibres and nonwoven fabrics
Indi an 10rnal of Fibre & Textile Research Vol. 26, December 200 I, pp. 398-402 Relationship between tensile properties of fibres and nonwoven fabrics P C Patel & V K Kothari a Department of Tex ti le
More informationApplication of digital filters for measurement of nonlinear distortions in loudspeakers using Wolf s method
Application o digital ilters or measrement o nonlinear distortions in lodspeakers sing Wol s method R. Siczek Wroclaw University o Technology, Wybrzeze Wyspianskiego 7, 50-70 Wroclaw, Poland raal.siczek@pwr.wroc.pl
More informationExtremum Tracking in Sensor Fields with Spatio-temporal Correlation
The Military Commnications Conference - Unclassified Program - Networking Protocols and Performance Track Extremm Tracking in Sensor Fields with Spatio-temporal Correlation Prithwish Bas Raytheon BBN Technologies
More informationDocument Version Publisher s PDF, also known as Version of Record (includes final page, issue and volume numbers)
Three-port bi-directional converter for electric vehicles: focs on high-freqency coaxial transformer Waltrich, G.; Darte, J.L.; Hendrix, M.A.M.; Palides, J.J.H. Pblished in: Proceedings of the 5th EVER
More informationThe Nottingham eprints service makes this work by researchers of the University of Nottingham available open access under the following conditions.
Tizani, Walid and Pitrakkos, Theodoros (215) Performance of T-stb to CFT joints sing blind bolts with headed anchors. Jornal of Strctral Engineering, 141 (1). 41. ISSN 733-9445 Access from the Universit
More informationInternational Conference on Intelligent Systems Research and Mechatronics Engineering (ISRME 2015)
International Conference on Intelligent Systems Research and Mechatronics Engineering (ISRME 2015) An Improved Control Strategy for Fll-controlled Single-phase H Bridge Rectifier Qi Sheng-long 1, a, X
More informationA Novel Concept for Mains Voltage Proportional Input Current Shaping of a VIENNA Rectifier Eliminating Controller Multipliers
1 of 10 A Novel Concept for Mains Voltage Proportional Inpt Crrent Shaping of a VIENNA Rectifier Eliminating Controller Mltipliers Part I: Basic Theoretical Considerations and Experimental Verification
More informationMoment-Resisting Connections In Laminated Veneer Lumber (LVL) Frames
Moment-Resisting Connections In Laminated Veneer Lumber (LVL) Frames Andy van Houtte Product Engineer-LVL Nelson Pine Industries Nelson, NZ Andy Buchanan Professor of Civil Engineering Peter Moss Associate
More informationDevelopment of Wooden Portal Frame Structures with Improved Columns
Development of Wooden Portal Frame Structures with Improved Columns by Dr. Masahiro Noguchi Post Doctoral Fellow Tokyo Institute of Technology, Yokohama, Kanagawa, Japan Prof. dr. Kohei Komatsu Professor
More informationCREASING BEHAVIOR OF SOME WOVEN MATERIALS MADE FROM COMBED YARNS TYPE WOOL AN EXPERIMENTAL INVESTIGATION
10 INTERNATIONAL SCIENTIFIC CONFERENCE 19 0 Novemer 010, GABROVO CREASING BEHAVIOR OF SOME WOVEN MATERIALS MADE FROM COMBED YARNS TYPE WOOL AN EXPERIMENTAL INVESTIGATION Liliana Hristian, Ph.D* Iliana
More informationTwo Control Strategies for Aggregated Wind Turbine Model with Permanent Magnet Synchronous Generator
Eropean Association for the Development of Renewable Energies, Environment and Power Qality (EA4EPQ) International Conference on Renewable Energies and Power Qality (ICREPQ ) Santiago de Compostela (Spain),
More informationDowel connections in laminated strand lumber
Dowel connections in laminated strand lumber Cranswick, Chad J. 1, M c Gregor, Stuart I. 2 ABSTRACT Laminated strand lumber (LSL) is a relatively new structural composite lumber. As such, very limited
More informationImprovement in direction discrimination: No role for eye movements
Perception & Psychophysics 1985, 38 (6), 554-558 Improvement in direction discrimination: No role for eye movements WILLIAM KOSNIK, JOHN FIKRE, and ROBERT SEKULER Northwestern University, Evanston, Illinois
More informationDevelopment of wooden-based nails for wooden pallet
Development of wooden-based nails for wooden pallet Masafumi Inoue, Koji Adachi, Ken Kamachi, & Mami Yokoi Asian Natural Environmental Science Center The University of Tokyo, Japan Abstract We have been
More informationParameter Estimation and Tuning of a Multivariable RF Controller with FPGA technique for the Free Electron Laser FLASH
28 American Control Conference Westin Seattle Hotel, Seattle, Washington, USA Jne -3, 28 ThBI2.2 Parameter Estimation and Tning of a Mltivariable RF Controller with FPGA techniqe for the Free Electron
More informationTitle. CitationJournal of Wood Science, 58(4): Issue Date Doc URL. Rights. Type. File Information.
Title Effective lateral resistance of timber-plywood-timbe Author(s)Wanyama, Okumu Gordon; Sawata, Kei; Hirai, Takuro; K CitationJournal of Wood Science, 58(4): 315-321 Issue Date 2012-08 Doc URL http://hdl.handle.net/2115/50078
More informationChapter 5 Design of a Digital Sliding Mode Controller
Chapter 5 Design of a Digital Sliding Mode Controller In chapter 4 the linear controllers PID and RST are developed to reglate the Bck converter pt voltage. Frthermore based on the PID and RST control
More informationPDHonline Course L175J (6 PDH) GPS Surveying. Instructor: Jan Van Sickle, P.L.S. PDH Online PDH Center
PDHonline Corse L175J (6 PDH GPS Srveying Instrctor: Jan Van Sickle, P.L.S. 01 PDH Online PDH Center 57 Meadow Estates Drive Fairfax, VA 0306658 Phone & Fax: 7039880088 www.pdhonline.org www.pdhcenter.com
More informationThe information and wave-theoretic limits of analog beamforming
The information and wave-theoretic limits of analog beamforming Amine Mezghani and Robert W. Heath, Jr. Wireless Networking and Commnications Grop Department of ECE, The University of Texas at Astin Astin,
More informationNON-LINEAR CONNECTION MODELS IN TIMBER ENGINEERING
NON-LINEAR CONNECTION MODELS IN TIMBER ENGINEERING Michael Dorn 1, Thomas K. Bader 2 ABSTRACT: In this contribution, a numerical model for connections in engineered timber structures, using specially designed
More informationFrequency Synchronization Analysis in Digital lock-in Methods for Bio-impedance Determination
.478/msr-4-47 Freqency ynchronization Analysis in Digital lock-in Methods for Bio-impedance Determination obert Brajkovič, Tomaž Žagar and Dejan Križaj niversity of Ljbljana, Faclty of Electrical Engineering,
More informationNovel Approach to Uncertainty of Antenna Factor Measurement. Bittera Mikulas, Smiesko Viktor, Kovac Karol 1
7 th Symposim IEKO TC 4, rd Symposim IEKO TC 9 and 5 th IWADC Workshop Instrmentation for the ICT Era Sept. 8-0, 00, Kosice, Slovakia Novel Approach to Uncertainty of Antenna Factor easrement Bittera iklas,
More informationTime Delay Estimation of Stochastic Signals Using Conditional Averaging
MEASUREMENT 11, Proceedings of the 8th International Conference, Smolenice, Slovakia Time Delay Estimation of Stochastic Signals Using Conditional Averaging 1 A. Kowalcyk, 1 R. Hans, 1 A. Slachta 1 Resow
More informationThe predictive model for strength of inclined screws as shear connection in timber-concrete composite floor
The predictive model for strength of inclined screws as shear connection in timber-concrete composite floor F. Moshiri, C. Gerber, H.R. Valipour, R. Shrestha & K.I. Crews Centre for built infrastructure,
More information1. Enumerate the most commonly used engineering materials and state some important properties and their engineering applications.
Code No: R05310305 Set No. 1 III B.Tech I Semester Regular Examinations, November 2008 DESIGN OF MACHINE MEMBERS-I ( Common to Mechanical Engineering and Production Engineering) Time: 3 hours Max Marks:
More informationMinimization of the DC Current Ripple of a Three-Phase Buck+Boost PWM Unity Power Factor Rectifier
Minimization of the DC Crrent Ripple of a Three-Phase Bck+Boost PWM Unity Power Factor Rectifier Martina Bamann Vienna University of Technology Department of Electrical Drives and Machines Gsshasstrasse
More informationXIV International PhD Workshop OWD 2012, October Lumped Parameter Model of a Resistance Spot Welding DC-DC converter
XIV International PhD Workshop OWD, 3 October Lmped Parameter Model of a Resistance Spot Welding DC-DC converter Martin Petrn, University of Maribor (prof. dr. Drago Dolinar, University of Maribor) Abstract
More informationModelling and Control of Photovoltaic Inverter Systems with Respect to German Grid Code Requirements
1 Modelling and Control of Photovoltaic Inverter Systems with Respect to German Grid Code Reqirements Tobias Nemann, Stdent Member, IEEE, István Erlich, Senior Member, IEEE Abstract The increasing share
More informationNeuro-predictive control based self-tuning of PID controllers
Nero-predictive control based self-tning of PID controllers Corneli Lazar, Sorin Carari, Dragna Vrabie, Maris Kloetzer Gh. Asachi Technical Universit of Iasi, Department of Atomatic Control Blvd. D. Mangeron
More informationPrying of a Large Span Base Plate Undergoing a Moment Load Applied by a Round Pier
Prying of a Large Span Base Plate Undergoing a Moment Load Applied by a Round Pier by Anastasia Wickeler A thesis submitted in conformity with the requirements for the degree of Masters of Applied Science
More informationUNCERTAINTY ANALYSIS OF MEASURING SYSTEM FOR INSTANTANEOUS POWER RESEARCH
Metrol. Meas. Syst., Vol. XIX (0), No. 3, pp. 573-58. METROLOGY AND MEASUREMENT SYSTEMS Index 330930, ISSN 0860-89 www.metrology.pg.gda.pl UNCERTAINTY ANALYSIS OF MEASURING SYSTEM FOR INSTANTANEOUS POWER
More informationConnection and Tension Member Design
Connection and Tension Member Design Notation: A = area (net = with holes, bearing = in contact, etc...) Ae = effective net area found from the product of the net area An by the shear lag factor U Ab =
More informationAn Adaptive Power Allocation Scheme for Space-Time Block Coded MIMO Systems
An Adaptive Power Allocation Scheme for Space-Time Block Coded IO Systems LiangXianandHapingLi School of Electrical Engineering and Compter Science Oregon State University Corvallis, OR 9733 USA Email:
More informationLBC3200/00 Line array loudspeaker, 30W
Commnications Systems LBC3200/00 Line array lodspeaker, 30W LBC3200/00 Line array lodspeaker, 30W www.boschsecrity.com Extended listening area Excellent intelligibility of speech and msic Uniform distribtion
More informationIEOR 130 Methods of Manufacturing Improvement Fall, 2016, Prof. Leachman Solutions to Homework Assignment 10.
IEOR 130 Methods of Manfactring Improvement Fall, 016, Prof. Leachman Soltions to Homework Assignment 10. 1. Consider a fab prodcing a NAND flash device. Prodction volme is 50,000 wafer starts per week.
More informationSWITCHING TRANSIENT PHENOMENA IN POWER SYSTEMS AT THE 400 KV HIGH VOLTAGE UNLOADED LINE
8th WSEAS International onference on POWE SYSTEMS (PS 8), Santander, antabria, Spain, September 3-5, 8 SWITHING TANSIENT PHENOMENA IN POWE SYSTEMS AT THE 4 KV HIGH VOLTAGE UNLOADED LINE P. TUSALIU () M.
More informationMechanical behavior of fiberglass reinforced timber joints
Mechanical behavior of fiberglass reinforced timber joints Chen, Chi-Jen 1 ABSTRACT The objective of this research is to investigate the mechanical performance of dowel-type timber joints reinforced by
More informationEffects of tightening speed on torque coefficient in lag screw timber joints with steel side plates
https://doi.org/10.1007/s10086-017-1679-3 ORIGINAL ARTICLE Effects of tightening speed on torque coefficient in lag screw timber joints with steel side plates Doppo Matsubara 1 Yoshiaki Wakashima 2 Yasushi
More informationLBC 3210/00 Line Array Indoor/Outdoor Loudspeaker
Commnications Systems LBC 3210/00 Line Array Indoor/Otdoor Lodspeaker LBC 3210/00 Line Array Indoor/Otdoor Lodspeaker www.boschsecrity.com Extended listening area Excellent intelligibility of speech and
More informationAn Accurate Method to Determine the Muzzle Leaving Time of Guns
Sensors & Transdcers 4 by IFSA Pblishing, S. L. http://www.sensorsportal.com An Accrate Method to Determine the Mzzle Leaving Time of Gns H. X. Chao, M. Go, H. S. Hang, X. Y. Gao, S. L. Li, W. B. D Northwest
More informationDesign of structural connections for precast concrete buildings
BE2008 Encontro Nacional Betão Estrutural 2008 Guimarães 5, 6, 7 de Novembro de 2008 Design of structural connections for precast concrete buildings Björn Engström 1 ABSTRACT A proper design of structural
More informationA Mathematical Model for Joint Optimization of Coverage and Capacity in Self-Organizing Network in Centralized Manner
2012 7th International ICST Conference on Commnications and Networking in China (CHINACOM) A Mathematical Model for Joint Optimization of Coverage and Capacity in Self-Organizing Network in Centralized
More informationFlexible Full-duplex Cognitive Radio Networks by Antenna Reconfiguration
IEEE/CIC ICCC Symposim on Wireless Commnications Systems Flexible Fll-dplex Cognitive Radio Networks by Antenna Reconfigration Liwei Song Yn Liao and Lingyang Song State Key Laboratory of Advanced Optical
More informationComparative Evaluation of Multi-Loop Control Schemes for a High-Bandwidth AC Power Source with a Two-Stage LC Output Filter
22 IEEE Proceedings of the International Conference on Renewable Energy Research and Applications (ICRERA 22), Nagasaki, Japan, November -4, 22 Comparative Evalation of Mlti-Loop Control Schemes for a
More informationRapid Calculation Method Study and Realization for Wind Load of Ship-Borne Satellite Antenna
206 International Congress on Comptation Algorithms in Engineering (ICCAE 206) ISBN: 978--60595-386- Rapid Calclation Method Std and Realization for Wind Load of Ship-Borne Satellite Antenna Jinping Kong*,
More informationStudy on Performance of Non-Linear Reactive Power Compensation by Using Active Power Filter under Load Conditions
http://dx.doi.org/10.5755/j01.eee.22.1.14098 ELEKTRONIKA IR ELEKTROTECHNIKA, ISSN 1392-1215, VOL. 22, NO. 1, 2016 Stdy on Performance of Non-Linear Reactive Power Compensation by Using Active Power Filter
More informationControl of Servo System of CNC Machine using PID
International Jornal of Engineering, Applied and Management Sciences Paradigms, Vol. 42, Isse 0 Pblishing Month: December 206 Control of Servo System of CNC Machine sing PID Ahmed Msa Ahmed Mohamed and
More informationConnection and performance of two-way CLT plates
Connection and performance of two-way CLT plates by Chao (Tom) Zhang George Lee Dr. Frank Lam Prepared for Forestry Innovation Investment 1130 W Pender St, Vancouver BC V6E 4A4 Timber Engineering and Applied
More informationMulti-Cell Switch-Mode Power Amplifier with Closed-Loop Hybrid Output Voltage Filter
PIM Erope 05, 9 May 05, remberg, Germany Mlti-ell Switch-Mode Power Amplifier with losed-oop Hybrid Otpt Voltage Filter H.. Votzi, H. Ertl niversity of echnology Vienna, Institte of Energy Systems and
More informationAn Energy-Efficient Relaying Scheme for Internet of Things Communications
An Energy-Efficient Relaying Scheme for Internet of Things Commnications Ahmad Alsharoa, Xiaoyn Zhang, Daji Qiao, and Ahmed Kamal Electrical and Compter Engineering Iowa State University, Ames, Iowa Email:
More informationTEN TOWERS OF TEN. Getting Ready. The Activity. Overview. Introducing
TEN TOWERS OF TEN NUMER PROAILIT/STATISTICS Addition Chance Eqations Getting Ready What o ll Need Snap Cbes, 60 of each of 2 colors per pair Die, 1 per pair Ten Towers of Ten game board, 1 per pair, page
More informationSwitching the Shannon Switching Game
Switching the Shannon Switching Game A Senior Project sbmitted to The Diision of Science, Mathematics, and Compting of Bard College by Kimberly Wood Annandale-on-Hdson, New York May, 2012 Abstract The
More informationsonair data acquisition for a next generation aircraft noise simulation model
sonai data acqisition for a next generation aircraft noise simlation model Christoph Zellmann, Jean Marc Wnderli, and Beat Schäffer 3-3 Empa, Swiss Federal Laboratories for Materials Science and Technology,
More informationEXPERIMENTAL INVESTIGATION OF FATIGUE BEHAVIOUR IN COMPOSITE BOLTED JOINTS
EXPERIMENTAL INVESTIGATION OF FATIGUE BEHAVIOUR IN COMPOSITE BOLTED JOINTS Roman Starikov 1 and Joakim Schön 2 1 Department of Aeronautics, Royal Institute of Technology SE-1 44 Stockholm, Sweden 2 Structures
More informationSimulation of Leakage current and THD Compensation in a Large PV system
Simlation of Leakage crrent and THD Compensation in a Large system Mohamed Yossef Tarnini 1, abil Abdel-Karim and Khaled Chahine 3 1,, 3 Beirt Arab University, Electrical and Compter Department, Power
More informationOPTI-202R Final Exam Name Spring 2008
OPTI-202R Final Exam Name Spring 2008 Note: Closed book; closed notes. Eqation sheets are inclded. A spare ratrace sheet is also attached. Assme thin lenses in air if not specified. If a method of soltion
More informationImplementation of SVPWM Based Three Phase Inverter Using 8 Bit Microcontroller
International Jornal of Science, Engineering and Technology Research (IJSETR), Volme 4, Isse 6, Jne 015 Implementation of SVPWM Based Three Phase Inverter Using 8 Bit Microcontroller Prof. S. K. Patil
More informationProducts for fixing to Steelwork and Decking
Products 8.0 Beam Clamp - Single Support 8.1 Universal Joint for any variable Angle Adjustment 8.2 Beam Clamp TCS for Header Rails 8.3 Beam Clip for Cross Support/ Dimensioning of Bolts 8.4 Beam Clip for
More informationGlued laminated timber beams repair.
Glued laminated timber beams repair. Master s Degree Extended Abstract Ricardo Cardoso Henriques da Silva Keywords: glulam, delamination, self-tapping screw, plywood, repair November 2014 1. INTRODUCTION
More informationApply Double-Angle and Half-Angle Formulas
47 a2, 2A2A; P3A TEKS Apply Doble-Angle and Half-Angle Formlas Before Yo evalated expressions sing sm and difference formlas Now Yo will se doble-angle and half-angle formlas Why? So yo can find the distance
More informationSCREWS WITH CONTINUOUS THREADS IN TIMBER CONNECTIONS
SCREWS WITH CONTINUOUS THREADS IN TIMBER CONNECTIONS Prof. Dr.-Ing. H. J. Blaß, Dipl.-Ing. I. Bejtka Universität Karlsruhe (TH), Germany Abstract Screws, bolts and dowels loaded perpendicular to the fastener
More informationPrediction of Reinforcement Effect by Screw on Triangular Embedment Perpendicular to the Grain with Variation of Screw Locations
Open Journal of Civil Engineering,,, 67-73 http://dx.doi.org/.436/ojce..3 Published Online September (http://www.scirp.org/journal/ojce) of Reinforcement Effect by Screw on Triangular Embedment Perpendicular
More informationCast-in Ferrule Connections Load/Displacement Characteristics in Shear
Cast-in Ferrule Connections Load/Displacement Characteristics in Shear Ian Ferrier 1 and Andrew Barraclough 2 1 Product Manager - Connections, ITW Construction Systems ANZ. 2 Research and Development Manager,
More informationSTRUCTURAL TIMBER DESIGN
STRUCTURAL TIMBER DESIGN to Eurocode 5 2nd Edition Jack Porteous BSc, MSc, DIC, PhD, CEng, MIStructE, FICE Director lack Porteous Consultancy and Abdy Kernlani BSc, MSc, PhD, CEng, FIStructE, FIWSc Professor
More informationLBC 3201/00 Line Array Indoor Loudspeaker
Commnications Systems LBC 3201/00 Line Array Indoor Lodspeaker LBC 3201/00 Line Array Indoor Lodspeaker www.boschsecrity.com Extended listening area Excellent intelligibility of speech and msic Uniform
More informationPlease do not open this exam until you are told to do so.
Seat # Name a General examination rules: 1) Do not put your completed work anywhere that it can be seen. If any part of your work can be seen by others it will be confiscated and you will not be permitted
More informationEngineering Research into Traditional Timber Joints
Engineering Research into Traditional Timber Joints Richard Harris, Wen- Shao Chang, Peter Walker (BRE CICM, The University of Bath) and Jon Shanks (CSAW Research Fellow, School of Architecture & Design,
More informationChanges in the 2001 NDS for Wood Construction
Changes in the 2001 NDS for Wood Construction Philip Line, P.E.; Dr. Robert Taylor, P.Eng.; John Buddy Showalter, P.E.; Bradford K. Douglas, P.E. Introduction The 2001 Edition of the National Design Specification
More informationLBC3201/00 Line array loudspeaker, 60W
Commnications Systems LBC3201/00 Line array lodspeaker, 60W LBC3201/00 Line array lodspeaker, 60W www.boschsecrity.com Extended listening area Excellent intelligibility of speech and msic Uniform distribtion
More informationModule 10 : Improvement of rock mass responses. Content
IMPROVEMENT OF ROCK MASS RESPONSES Content 10.1 INTRODUCTION 10.2 ROCK REINFORCEMENT Rock bolts, dowels and anchors 10.3 ROCK BOLTING MECHANICS Suspension theory Beam building theory Keying theory 10.4
More informationSENSOR TECHNOLGY APPLICATIONS FOR MEDIUM VOLTAGE
1(8) SENSOR TECHNOLGY APPLICATIONS FOR MEDIUM VOLTAGE )** Athor & Presenter: Bo Westerholm B.Sc. Prodct development engineer, ABB Oy, Medim Voltage Technology 1. Introdction Sensors are a new soltion for
More informationBolt Spacing and End Distance of Bolted Connection of Laminated Veneer Lumber (LVL) Sengon
Civil Engineering Dimension, Vol. 19, No. 1, March 2017, 1-6 ISSN 1410-9530 print / ISSN 1979-570X online DOI: 10.9744/CED.19.1.1-6 Bolt Spacing and End Distance of Bolted Connection of Laminated Veneer
More informationSlip and yield resistance of friction type of high strength bolted connections with over-sized holes
IABSE-JSCE Joint Conference on Advances in Bridge Engineering-II, August 8-10, 2010, Dhaka, Bangladesh. ISBN: 978-984-33-1893-0 Amin, Okui, Bhuiyan (eds.) www.iabse-bd.org Slip and yield resistance of
More informationAPA Performance Rated Rim Boards
D a t a F i l e APA Performance Rated Rim Boards A Rim Board is the wood component that fills the space between the sill plate and bottom plate of a wall or, in second floor construction, between the top
More informationField-oriented control of five-phase induction motor with open-end stator winding
ARCHIVES OF ELECTRICAL ENGINEERING VOL. 6(3), pp. 39-41 (216) DOI 1.11/aee-216-29 Field-oriented control of five-phase indction motor with open-end stator winding JACEK LISTWAN, KRZYSZTOF PIEŃKOWSKI Wroclaw
More informationDESIGN OF MACHINE MEMBERS-I
Code No: R31035 R10 Set No: 1 JNT University Kakinada III B.Tech. I Semester Regular/Supplementary Examinations, Dec - 2014/Jan -2015 DESIGN OF MACHINE MEMBERS-I (Mechanical Engineering) Time: 3 Hours
More informationDesign of APRS Network using Low Cost Nanosatellite
Design of APRS etwork sing Low Cost anosatellite Adnane ADDAIM, Abdelhak KHERRAS, El Bachir ZAOU, Abdelhafid ER-RADI Centre de Recherches et d Etdes Spatiales Ecole Mohammedia d Ingéniers, Rabat, Morocco.
More informationFailure of Engineering Materials & Structures. Code 34. Bolted Joint s Relaxation Behavior: A FEA Study. Muhammad Abid and Saad Hussain
Failure of Engineering Materials & Structures Code 3 UET TAXILA MECHNICAL ENGINEERING DEPARTMENT Bolted Joint s Relaxation Behavior: A FEA Study Muhammad Abid and Saad Hussain Faculty of Mechanical Engineering,
More informationApplication of Random Space Vector Pulse Width Modulation in Electric Vehicle
dvanced Science Technology Letters Vol143 (ST 017), pp89-93 http://dxdoiorg/101457/astl01714318 pplication of Rom Space Vector Plse Width Modlation in Electric Vehicle Goqiang hen School of Mechanical
More informationTwo-user MISO Broadcast Channel: Synergistic Benefits of Alternating CSIT
IEEE International Symposim on Information Theory Two-ser MISO Broadcast Channel: Synergistic Benefits of Alternating CSIT Ravi Tandon epartment of ECE Virginia Tech Blacksbrg VA tandonr@vt.ed Syed Ali
More informationOn the Performance of Transmitted-Reference Impulse Radio
MITSUBISHI LCTRIC RSARCH LABORATORIS http://wwwmerlcom On the erformance of Transmitted-Reference Implse Radio Sinan Gezici, Fredri Tfvesson, Andreas Molisch TR2004-14 November 2004 Abstract We consider
More informationMassive MIMO for Crowd Scenarios: A Solution Based on Random Access
Massive MIMO for Crowd Scenarios: A Soltion Based on Random Access Jesper H. Sørensen, Elisabeth de Carvalho and Petar Popovski Aalborg University, Department of Electronic Systems, Fredrik Bajers Vej
More informationKeywords: Bracing bracket connection, local deformation, selective pallet racks, shear stiffness, spine bracings.
Send Orders for Reprints to reprints@benthamscience.ae The Open Construction and Building Technology Journal, 2015, 9, 1-6 1 Open Access Investigation of Shear Stiffness of Spine Bracing Systems in Selective
More informationSIMPLIFIED DESIGN PROCEDURE FOR GLUED-LAMINATED BRIDGE DECKS
ABSTRACT Procedures have recently been developed for the design of glued-laminated bridge decks and for steel dowel connectors. However, since most bridges are designed in accordance with the Specifications
More informationPractical solutions of numerical noise problems at simulation of switching transients to ship electric power systems
Practical soltions of nmerical noise problems at simlation of switching transients to ship electric power systems J. PROUSALIDIS 1 S. PERROS 2 I.K.HATZILAU 3 N. HATZIARGYRIOU 4 1 NATIONAL TECHNICAL UNIVERSITY
More informationHours / 100 Marks Seat No.
17610 15116 4 Hours / 100 Seat No. Instructions (1) All Questions are Compulsory. (2) Answer each next main Question on a new page. (3) Illustrate your answers with neat sketches wherever necessary. (4)
More informationFIR Filter Design Using The Signed-Digit Number System and Carry Save Adders A Comparison
(IJAA) International Jornal of Advanced ompter cience and Applications, Vol. 4, No., 03 FIR Filter Design Using The igned-digit Nmber ystem and arry ave Adders A omparison Hesham Altwaijry ompter Engineering
More informationA Shell construction
A Shell construction A 4/2012 Content 1 BASE AND WALL ANCHORING 1.1 Base with mortar bed 1.2 Base with sill plate 1.3 Base with raised sill plate 1.4 Concrete base (mortar bed) 1.5 Concrete base (sill
More informationDynamic Analysis of Infills on R.C Framed Structures
Dynamic Analysis of Infills on R.C Framed Structures Manju G 1 P.G. Student, Department of Civil Engineering, Sahyadri College of Engineering and Management, Mangalore, Karnataka, India 1 ABSTRACT: While
More informationEuropean Technical Assessment ETA-13/0029 of 11/07/2017
ETA-Danmark A/S Göteborg Plads 1 DK-2150 Nordhavn Tel. +45 72 24 59 00 Fax +45 72 24 59 04 Internet www.etadanmark.dk Authorised and notified according to Article 29 of the Regulation (EU) No 305/2011
More informationNAILED MOMENT JOINTS IN TIMBER STRUCTURES. A.H. Bryant*, J.A. Gibson**, T.N. Mitchell***, S.J. Thurston****
223 NAILED MOMENT JOINTS IN TIMBER STRUCTURES A.H. Bryant*, J.A. Gibson**, T.N. Mitchell***, S.J. Thurston**** SYMOPSIS The development, design and testing of a nailed steel sideplate joint for the transfer
More informationResearch on Three Phase Power Phase Locked Loop Technology. Qi-long ZHANG*, Li-xia ZHANG and Hong-xian GAO
07 International Conference on Energy, Environment and Sstainable Development (EESD 07) ISBN: 978--60595-45-3 Research on Three Phase Power Phase Locked Loop Technology Qi-long ZHANG*, Li-xia ZHANG and
More informationMoment Resisting Connections for Load Bearing Walls
PRECAST: MOMENT RESISTING CONNECTIONS Moment Resisting Connections for Load Bearing Walls Manish Khandelwal Sr. Structural Engineer, Building Structures, Sweco India Private Limited Design philosophy for
More information2002 ADDENDUM to the 1997 NDS and PRIOR EDITIONS
AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products March 2002 2002 ADDENDUM to the 1997 NDS and PRIOR EDITIONS The 2001 Edition of the National Design Specification
More informationA NOVEL DECENTRALIZED MIMO-OFDM UPLINK DETECTION SCHEME. Andreas Ahrens, Xinning Wei, Tobias Weber, Shiyang Deng
A NOVEL DECENTRALIZED MIMO-OFDM ULINK DETECTION SCHEME Andreas Ahrens, Xinning Wei, Tobias Weber, Shiyang Deng University of Rostock Institte of Commnications {andreas.ahrens}{tobias.weber}@ni-rostock.de
More informationVisual Acuity Decrements Associated With Whoie Body ±Gz Vibration Stress
^ ^ X ^ ^ «t Visal Acity Decrements Associated With Whoie Body ±Gz Vibration Stress CHARLES R. O'BRIANT and MORTON K. OHLBAUM Aerospace Medical Research Laboratory, Wright-Patterson Air Force Base, Ohio
More informationWelded connections Welded connections are basically the same design in AISI as in AISC. Minor differences are present and outlined below.
Cold-Formed Steel Design for the Student E. CONNECTIONS AND JOINTS E1 General Provisions Connections shall be designed to transmit the maximum design forces acting on the connected members. Proper regard
More informationPerformance Analysis of MIMO MC-DS/CDMA System Using Chaotic Spreading Sequence
Performance Analysis of IO C-DS/CDA System Using Chaotic Spreading Seqence V.Nagarajan and P. Dananjayan 1 Abstract This paper presents a novel chaotic spreading seqence for mltiple inpt mltiple otpt mlti-carrier
More informationThreaded Fasteners 2. Shigley s Mechanical Engineering Design
Threaded Fasteners 2 Bolted Joint Stiffnesses During bolt preload bolt is stretched members in grip are compressed When external load P is applied Bolt stretches further Members in grip uncompress some
More informationPull-compression tests on glued-in metric thread rods parallel to grain in different timber species and laminated veneer lumber
COST FP1004 15-17 April 2015 Lisbon, Portugal Pull-compression tests on glued-in metric thread rods parallel to grain in different timber species and laminated veneer lumber Frank Hunger 1, Mislav Stepinac
More information