STRAIN LIMITS FOR PLASTIC HINGE REGIONS OF CONCRETE REINFORCED COLUMNS
|
|
- Chastity Reynolds
- 5 years ago
- Views:
Transcription
1 13 th World Conerence on Earthquake Engineering Vancouver, B.C., Canada Augut 1-6, 004 Paper No. 589 STRAIN LIMITS FOR PLASTIC HINGE REGIONS OF CONCRETE REINFORCED COLUMNS Rebeccah RUSSELL 1, Adolo MATAMOROS, JoAnn BROWNING 3 SUMMARY Etablihing reliable acceptance criteria or deormation in tructural member i crucial or the ucceul ue o perormance-baed method in the deign and evaluation o tructure. Thi paper explore extending the applicability o expreion propoed or the ultimate compreive train in the concrete and or the platic hinge length o reinorced concrete beam to thoe or reinorced concrete column. The limiting concrete train wa evaluated baed on a conitent deinition or limiting drit o 153 reinorced concrete column tet, and compared with the value obtained uing the previouly propoed expreion. An optimized equation or limiting compreive train wa developed. Thi equation indicate a bae level o train in the extreme compreion iber o the concrete o 1% or the column ailure criterion ued in the evaluation. INTRODUCTION Etablihing reliable acceptance criteria or deormation in tructural member i crucial to the ucceul execution o perormance-baed method or deign and evaluation o tructure. Limiting value o compreive train in the concrete within platic hinge region are o particular igniicance to characterize the expected perormance o ductile member. W. Gene Corley [3] and A. L. L. Baker [4] propoed expreion or the limiting compreive train in the concrete and or the platic hinge length o reinorced concrete member. Thee expreion were developed on the bai o meaured platic rotation in beam. Becaue deign proviion or beam require lightly reinorced member that ail in a ductile manner, thee expreion were derived or and are applicable to member in which the abence o axial compreion and the relatively low amount o reinorcement reult in a neutral axi depth that i mall compared with the overall depth. The ocu o thi paper i to explore the applicability o thee expreion to reinorced concrete column, where the location o the neutral axi can extend beyond the cro ection, and conequently the gradient o lexural train can be igniicantly lower. 1 Graduate Aitant, Univerity o Kana, USA. babyonyx@yahoo.com Aitant Proeor, Univerity o Kana, USA. amatamor@ku.edu 3 Aitant Proeor, Univerity o Kana, USA. jpbrown@ku.edu
2 The invetigation wa perormed uing a databae o 153 reinorced concrete column. All column included in thi analyi were ubjected to cyclic lateral diplacement, had obervable ailure, and apect ratio exceeding.5. An original databae o 184 pecimen wa obtained uing three main ource: a column databae rom the Univerity o Wahington, reearch and thei report, and publication preented in engineering journal. Detail o the column data, including dimenion and material propertie, a well a limiting drit ratio, can be ound in Brachmann [1]. Thi databae wa then reduced to 153 column due to unreported member propertie in ome o the tet. Limiting Strain in the Concrete CALCULATION OF LIMITING CONCRETE STRAIN The limiting train in the extreme compreion iber o each column pecimen wa calculated or the deormed coniguration at the limiting drit. The limiting drit wa deined a the lateral drit correponding to a reduction in hear trength o 0%. The concrete train in the extreme iber wa determined uing the procedure decribed below. The total lateral diplacement ( t ) wa deined a the um o the elatic ( el ) and platic diplacement ( pl ) o the member = + (1) t el pl where and l φ = θ = y l el y 3 3 () l p l p = φ pl = θ pl l pl l p l (3) The rotation θ y andθ pl are thoe correponding to the onet o yielding o the longitudinal reinorcement and the inelatic range o repone, repectively (Fig. 1). The ditance along the member rom the point o maximum moment to the point o contralexure i deined a l, and the platic hinge length i repreented by l p. The curvature at yield φ y and the curvature aociated with inelatic behaviorφ pl = φu φy, are geometric propertie deined uing the relationhip c φ = (4) c where c i the train in the extreme compreion iber o the concrete, and c i the neutral axi depth o the member. The limiting train in the extreme compreion iber o the concrete wa determined uing Eq. 1-4.
3 l θp lp φy φu Figure 1. Aumed curvature ditribution at the limiting drit Diplacement aociated with hear and lip o the reinorcement The limiting concrete train wa determined uing two dierent deinition or the total drit. For the irt cae the eect o deormation related to hear and lip o the reinorcement on the limiting drit o column were neglected. For the econd approach, the total limiting drit wa deined a the um o three component lim = + + b (5) where lim i the limiting drit, and,, and b are the component related to lexure, hear, and bond lip, repectively. The lexural component o the limiting drit wa calculated by ubtracting the component related to hear and lip o the reinorcement rom the total. The diplacement related to hear wa aumed to be (Matamoro [5]) 6V (1 + υ) = * *10 (6) 5bd E where V i the maximum meaured hear applied to the member, b i the width, d i the eective depth, υ i Poion' ratio, and E i the modulu o elaticity or the material. The diplacement due to lip o the reinorcement wa deined a y ydb b bl * l 8 ( d c) = θ = (7) µ where θ b i the rotation o the member due to lip o the reinorcement, y i the yield trength o the longitudinal reinorcement, d b i the diameter o the longitudinal reinorcing bar, and µ i the average bond tre. An average bond tre o 6 ' c wa aumed in thi analyi. Thi value wa uggeted a a lower bound or beam ubjected to monotonic loading [A imilar value ha provided adequate reult been ued in previou tudie to etimate the repone o reinorced concrete rame []. The lexural diplacement,, wa then determined a the remaining portion o a deined in Eq. 5. t
4 Theoretical Equation or Ultimate Concrete Strain The main goal o the tudy wa to determine whether two equation previouly propoed to calculate the limiting compreive train in the concrete in beam could be ued in the cae o column, and to determine how applicable thee equation would be or calculating the limiting compreive train at the limiting drit a deined by Brachmann [1]. The irt equation wa propoed by Corley [3] b ρv yh c lim = l 138 (8) where yh i the hoop teel yield trength in unit o megapacal, ρ v i the volumetric ratio o binding reinorcement, b i the width o the member, and l i the ditance rom the critical ection to the point o contralexure. The econd equation wa propoed by Baker and Amarakone [4] d clim = ρ + ( ρ) c (9) which can expanded to d d clim = ρ ρ (10) c c where ρ i the volumetric tranvere reinorcement ratio, c i the neutral axi depth o the member at ultimate moment, and d i the eective depth o the member. The relevance o the parameter ued in thee expreion wa analyzed with the goal o developing an alternative expreion to etimate the limiting train o the elected column tet. Theoretical Equation or the Platic Hinge Region The limiting concrete compreive train inerred rom a known diplacement value i dependent on the length o the platic hinge, l p. Corley [3] and Baker and Amarakone [4] propoed dierent expreion or the equivalent platic hinge length o beam ubjected to monotonic load. According to Corley the length o the platic hinge i given by c l p C = 0.8 k1 k3 l (11) d Baker and Amarakone propoed the ue o the ollowing expreion: l l p B = 0. 5 d + d (1) d where d i the eective depth o the member (mm), k 1 and k 3 are actor depending on the concrete and teel trength, c i the neutral axi depth at ultimate moment (mm), and l i the ditance rom the critical ection to the point o contralexure (mm). Deinition o Failure
5 It hould be noted that the deinition o limiting drit o the column analyzed in thi paper dier rom the deinition o limit tate adopted by Corley and Baker and Amarakone. In the tet perormed by Corley, load were removed ater the maintainable applied load dropped igniicantly below the maximum load impoed on the beam. The value o limiting train, curvature, and rotation were recorded at the irt viible ign o ditre in the compreion zone. Due to the contraint o the teting machine, load could not be maintained at a contant rate a the beam deormed. Baker and Amarakone alo ued a deinition o limiting train correponding to the point at which the member began to deorm greatly with increaing load, or at the irt viible ign o concrete cruhing at contant load. In the cae o the member analyzed in thi tudy, the limiting drit wa deined a that correponding to a 0% reduction o the maximum hear orce recorded in the member [1]. Limiting train were calculated baed on the limiting drit, according to Eq. 1 to 4. Normalization o Expreion ANALYSIS OF THE DATA Equation 1 to 4 how that the limiting compreive train in the concrete i dependent upon the limiting drit and the platic hinge length, l p that i adopted in the calculation. While Corley and Baker and Amarakone ued the expreion hown in Eq. 11 and 1, repectively, a imple etimate o l p equal to d/ wa ued in the analyi preented in thi paper. A review o the data howed that there wa no improvement in the accuracy o the etimated limiting drit obtained uing Eq. 11 or 1 in lieu o thi imple aumption. To acilitate an objective comparion between the dierent equation preented in thi paper, the limiting compreive train expreion propoed by Corley and Baker and Amarakone were normalized to account or the dierent platic hinge length aociated with thoe expreion derived. Limiting train or an equivalent platic hinge length l p equal to d/ were calculated by equating the etimated rotation or each o the expreion derived uing Eq. 11 and 1 over the repective platic hinge length to that in a platic hinge with a length o d/ (Eq. 13) θ p = θ (13) CB p inerred which lead to and conequently d φ p CB l p CB = φ p inerred (14) clim CB lp CB clim inerred ( d /) =. c c (15) Equation 16 wa then ued to normalize the expreion l = = d / p inerred clim norm clim CB clim inerred (16) Normalized value o the limiting compreive train etimated uing the expreion propoed by Corley and Baker and Amarakone were ued or the comparion preented in thi paper.
6 Figure and 3 how the ratio o the limiting compreive train in the concrete obtained rom the Corley and Baker and Amarakone expreion to the value inerred rom the limiting drit a deine by Brachmann [1] (including or hear and lip deormation). Figure 4 and 5 how thee ratio in the cae where the eect o lip and hear deormation are neglected and it i aumed that the entire rotation i attributed to lexural deormation only. The olid line in the igure repreent the trend line or the mean ratio, while the broken line correpond to one tandard deviation above and below the mean. The data are plotted eparately or axial load ratio (P/A g ' c, where P i the axial load, A g the cro ectional area, and c the compreive trength o concrete) le than and exceeding 0.1, to indicate diering trend or beam and column pecimen. The overall mean and tandard deviation or the beam and column pecimen are indicated on the igure. 6 cu- calc / cu-inerred mean= 1.83 td dev=1.36 mean=0.9 t dev= P/Ag'c Fig.. Ratio o meaured to inerred limiting compreive train in the concrete according to the expreion by Corley baed on the lexural deormation, without the eect o deormation due to hear and lip o the reinorcement. Evaluation o Fig. -5 indicate that the expreion propoed by Corley typically overetimated the value o train in the beam pecimen or total and lexural diplacement value. For column, the expreion overetimated much le or lexural diplacement, and appear to work quite well when total diplacement i utilized. The expreion propoed by Baker and Amarakone underetimate the train value at nearly all point. It i alo intereting to note that or both propoed expreion, the column pecimen data how greater catter than the beam data when lexural diplacement are conidered, but that thi obervation i revered when total diplacement are ued and the column data ha a lower tandard deviation than the beam data.
7 6 5 mean=0.64 td dev=0.44 mean=0.46 td dev=0.38 cu- calc / cu-inerred P/Ag'c Fig. 3. Ratio o calculated to inerred limiting compreive train according to the expreion by Baker and Amarakone baed on the lexural deormation, without the eect o deormation related to hear and lip o the reinorcement. 6 cu- calc / cu-inerred mean=1.86 td dev=1.39 mean=1.3 td dev= P/Ag'c Fig. 4 Ratio o calculated to inerred limiting compreive train in the concrete according to the equation propoed by Corley baed on the total deormation, neglecting the eect o deormation aociated with hear and lip o the reinorcement.
8 6 5 cu- calc / cu-inerred 4 3 mean= 0.66 td dev= 0.46 mean= 0.70 td dev= P/Ag'c Fig. 5. Ratio o calculated to inerred limiting compreive train in the concrete calculated uing the expreion by Baker and Amarakone baed on total deormation, neglecting the eect o deormation related to hear and lip. Linear Regreion A linear regreion analyi wa perormed uing the limiting compreive train inerred rom the elected column data and the parameter ued in the equation propoed by Corley and Baker and Amarakone. The primary objective o thi analyi wa to determine the parameter with the lowet tandard error, and thereore the bet tatitical it to the data. The tandard error calculated or each coeicient i hown in Table 1. The regreion analyi indicated a igniicant level o catter in the data, a indicated by coeicient o variation on the order o 1. The expreion propoed by Corley reulted in value o limiting train that were cloer to thoe inerred rom the data baed on the deinition o limiting drit ued by Brachmann[1]. The equation propoed by Baker and Amarakone reulted in more conervative etimate o the limiting train, on the order o 65% o thoe obtained with the deinition o limiting drit ued by Brachmann. From the regreion analyi, it wa noted that the parameter ( ρ yh ) rom the equation propoed by Corley and the parameter d/c rom the expreion propoed by Baker and Amarakone had the lowet tandard error. Thee reult indicate that the train gradient and the amount o coninement repreented by the product o the amount o tranvere reinorcement and the yield trength o the reinorcement had
9 the mot igniicance on the limiting compreive train in the concrete. Thi i conitent with a coniderable body o literature indicating that coninement ha the eect o increaing the train at peak tre and reducing the lope o the decending branch o the tre-train curve or concrete. It i intereting to note that the volumetric reinorcement ratio ( ρ ), when evaluated a a eparate parameter reulted in a much higher tandard error than the parameter ( ρ yh ). Becaue thee two parameter provided the bet it, they were maintained or evaluation o later expreion. The remaining parameter (b/l, ρ, and ρ d/c) had relatively large tandard error value and were not ued to develop an improved equation in later analye. Although the contant portion o the expreion propoed by Corley and Amarakone had tandard error value on the order o 10 to 100 time lower than the parameter eliminated rom the tudy, the error value exceeded the other remaining parameter by a igniicant actor. Other variation on the exponent n or the parameter ( ρ ) n yh yielded no igniicant improvement in tatitical it. Table 1 Standard Error or Coeicient Determined or Linear Regreion Analyi Parameter Diplacement Coeicient Standard Error Corley Shear and lip Contant neglected b/l ( ρ v yh ) Shear and lip Contant conidered b/l ( ρ v yh ) Baker Shear and lip Cont neglected ρ d/c ρ d/c Shear and lip Contant conidered ρ d/c ρ d/c Optimization Analyi Ater perorming the linear regreion to evaluate the igniicance o the parameter in the expreion by Corley and Baker and Amarakone, an optimization baed on the mot igniicant parameter in thee equation wa perormed to attempt to reduce the amount o catter evident rom the irt linear regreion analyi. The ormat o the equation ued in the optimization included the parameter ( ρ yh ) and d/c, a well a a new parameter to invetigate the inluence o apect ratio l/d. Optimization wa achieved a an iterative proce by imultaneouly changing the value o the coeicient to produce the bet tatitical it to the elected data by minimizing the coeicient o variation. The optimization wa perormed twice. Firt, the proce wa executed with the goal o achieving normalized theoretical value
10 o limiting train that were cloet to the inerred value (a mean ratio o calculated to inerred limiting train equal to unity). A econd optimization wa perormed with no contraint on the mean value o the ratio o thee value. The reult o thi optimization are preented in Table, along with the normalized expreion propoed by Corley and Baker and Amarakone. When the optimization wa perormed without retricting the mean value o the ratio o theoretical to inerred value o train (labeled orce opt. in the table), it can be een that the coeicient o the parameter or the normalized expreion propoed by Corley were imilar to the coeicient ound through optimization, with the exception o the b/l parameter. The optimized equation had a much maller contribution or the term b/l than implied by the Corley expreion, and it had an oppoite ign (an unlikely relationhip to exit in true behavior), which i conitent with the relative large tandard error calculated in the previou regreion analyi. The tatitical igniicance o the parameter in the expreion by Corley, a well a the new et o parameter, did not change igniicantly when the eect o diplacement related to hear and lip o the reinorcement were conidered in the optimization o the limiting compreive train in the concrete. The optimized equation baed on the parameter o the equation by Baker and Amarakone howed a imilar trend, although the tatitical it wa not a good a that o the normalized equation. In addition, tatitical analye baed on the parameter by Baker and Amarakone were enitive to whether the eect o diplacement related to hear and lip were conidered or not. The analyi neglecting the eect o diplacement related to hear and lip o the reinorcement howed much higher contant value and a lower enitivity to the remaining parameter (maller coeicient), wherea the analyi that neglected thee eect howed a lower contant train value and wa more enitivity to the parameter (larger coeicient). The change in ign aociated with the d/c term in the optimized equation i not the likely to relect true behavior expected or reinorced concrete member. Table Reult o Optimization o Propoed Equation Parameter Type o dip Analyi Equation Mean St Dev COV d/c, l/d, (ρ * y ) lexural orce opt c lim = (d/c) (l/d) + 6.6x10-5 (ρ * y ) total orce opt Corley lexural opt b/l, (ρ * y ) Baker and Amarakone ρ, d/c, ρ * d/c total orce opt opt orce opt c lim = (d/c) (l/d)+0.001(ρ * y ) c lim = (b/l)+( y *ρ v /17) c lim = (b/l)+( y *ρ v /103) c lim = (b/l)+( y *ρ v /108) c lim = (b/l)+( y *ρ v /81) actual eqtn normalized c lim = (b/l)+( y *ρ v /110) lexural total actual eqtn expanded opt orce opt opt orce opt c lim = (ρ )-0.00(d/c) (ρ *d/c) c lim = ((ρ ) (d/c)-0.03((ρ *d/c) c lim = ((ρ ) (d/c) ((ρ *d/c) c lim = ((ρ ) (d/c)-0.165((ρ *d/c) normalized c lim = ((ρ ) (d/c)-0.018((ρ *d/c)
11 When the mean ratio o theoretical to inerred value o the limiting compreive train in the concrete wa orced to a value o unity, it i intereting to note that all optimization reult had a contant compreive train in the concrete to be approximately 1%. Thi wa true even or the optimized equation uing only the newly elected parameter. The coeicient o variation improved uing the optimized equation in every cae, rom 1.05 and 1.3 or expreion propoed by Corley and Baker Amarakone, repectively, to 0.66 in the bet cae uing the new parameter. The improvement in tatitical it wa imilar when identical parameter were ued in the comparion, leading to the concluion that the bae limiting compreive train in the concrete wa better repreented uing a value o 1%. The expreion hown in the irt two row o Table repreent the reult o an optimization with the new et o parameter. In ome intance, parameter that had a mall inluence on the data et had ign that are counterintuitive to oberved behavior. In thee intance it i likely that the eect o the parameter i o mall that catter in the data i coniderable more igniicant. A a reult, the ollowing two expreion are uggeted or the limiting train o the concrete. For the cae when the limiting train i applied to calculation that include the eect o diplacement related to hear and lip o the reinorcement: ρ yh c lim = (17) 130 When it i aumed that the total deormation i related to lexure, the limiting train hould be ρ yh c lim = (18) 30 Ratio o calculated to inerred limiting train in the concrete baed on Eq. 17 and 18 are preented in Fig. 6 and 7. Both igure how that the level o catter wa coniderably reduced, although it remain very igniicant.
12 6 e cu calculated e cu inerred mean = 1.3 td dev =.73 mean =.87 td dev = P/Ag'c Fig. 6. Ratio o meaured to inerred limiting compreive train in the concrete according to the expreion by Corley baed on the lexural deormation, without the eect o deormation due to hear and lip o the reinorcement. 6 e cu calculated / e cu inerred mean = 1.13 td dev =.63 mean =.96 td dev = P/Ag'c Fig. 7. Ratio o meaured to inerred limiting compreive train in the concrete according to the expreion by Corley baed on the lexural deormation, without the eect o deormation due to hear and lip o the reinorcement.
13 CONCLUSIONS The evaluation o an expanded databae o reinorced concrete member teted under lateral load allowed or a new tatitical analyi o the relationhip between the limiting compreive train in the concrete and relevant material and member parameter. The accuracy o the relationhip between limiting compreive train and limiting drit wa not improved by uing more detailed expreion that accounted or the eect o the pread o platicity at the end o the member in lieu o the imple relation d/. Independent o the parameter ued to etimate the limiting compreive train in concrete, the bae train needed to achieve a drit correponding to a reduction in hear trength o 0% wa on the order o 1%. REFERENCES 1. Brachmann, I., (00). "Drit Limit o Rectangular Reinorced Concrete Column Subjected to Cyclic Loading," Mater o Science Thei, Univerity o Kana, Lawrence, Kana.. Browning, J., (001). "Proportioning o Earthquake-Reitant RC Building Structure," ASCE Journal o Structural Engineering, vol. 17, no., pp Sozen, M. A. and Moehle, J. P. "Development and Lap-Splice Length or Deormed Reinorcing Bar in Concrete". Report to The Portland Cement Aociation and The Concrete Reinorcing Steel Intitute, Augut Corley, W. G., "Rotational Capacity o Reinorced Concrete Beam,: Journal o the Structural Diviion. ASCE, Vol.9, No ST5, Proc. Paper 4939, Oct., 1966, pp Baker, A. L. L., and Amarakone, A. M. N., "Inelatic Hypertatic Frame Analyi," Proceeding o the International Sympoium on the Flexural Mechanic o reinorced Concrete, ASCE-ACI, Miami, Nov., 1964, pp Matamoro, A. B., Drit Limit o High-Strength Concrete Column, PhD. Thei, Department o Civil Engineering, Univerity o Illinoi at Urbana Champaign, 1999.
SHEAR MECHANISM AND CAPACITY CALCULATION OF STEEL REINFORCED CONCRETE SPECIAL-SHAPED COLUMNS
SHEAR MECHANISM AND CAPACITY CALCULATION OF STEEL REINFORCED CONCRETE SPECIAL-SHAPED COLUMNS Xue Jianyang, Chen Zongping, Zhao Hongtie 3 Proeor, College o Civil Engineering, Xi an Univerity o Architecture
More informationUniversities of Leeds, Sheffield and York
promoting acce to White Roe reearch paper Univeritie o Leed, Sheield and York http://eprint.whiteroe.ac.uk/ Thi i an author produced verion o a paper publihed in Cement and Concrete Compoite. White Roe
More informationTHE RATIO OF DISPLACEMENT AMPLIFICATION FACTOR TO FORCE REDUCTION FACTOR
3 th World Conference on Earthquake Engineering Vancouver, B.C., Canada Augut -6, 4 Paper No. 97 THE RATIO OF DISPLACEMENT AMPLIFICATION FACTOR TO FORCE REDUCTION FACTOR Mua MAHMOUDI SUMMARY For Seimic
More informationUnified Design Method for Flexure and Debonding in FRP Retrofitted RC Beams
Unified Deign Method for Flexure and Debonding in FRP Retrofitted RC Beam G.X. Guan, Ph.D. 1 ; and C.J. Burgoyne 2 Abtract Flexural retrofitting of reinforced concrete (RC) beam uing fibre reinforced polymer
More informationSteel Fiber-Reinforced Concrete Panels in Shear: Analysis and Modeling
ACI STRUCTURAL JOURNAL TECHNICAL PAPER Title no. 11-S25 Steel Fiber-Reinorced Concrete Panel in Shear: Analyi and Modeling by Jimmy Suetyo, Paul Gauvreau, and Frank J. Vecchio Finite element (FE) tudie
More informationTitle. Author(s)TUE, N. V.; TUNG, N. Đ. Issue Date Doc URL. Type. Note. File Information IN R/C MEMBERS.
Title DEFORMATION-BASED APPROACH FOR DETERMINATION OF THE IN R/C MEMBERS Author()TUE, N. V.; TUNG, N. Đ. Iue Date 13-9-11 Doc URL http://hdl.handle.net/115/546 Type proceeding Note The Thirteenth Eat Aia-Paciic
More informationEstimating floor acceleration in nonlinear multi-story moment-resisting frames
Etimating floor acceleration in nonlinear multi-tory moment-reiting frame R. Karami Mohammadi Aitant Profeor, Civil Engineering Department, K.N.Tooi Univerity M. Mohammadi M.Sc. Student, Civil Engineering
More informationInteraction Diagram - Tied Reinforced Concrete Column (Using CSA A )
Interaction Diagram - Tied Reinforced Concrete Column (Uing CSA A23.3-14) Interaction Diagram - Tied Reinforced Concrete Column Develop an interaction diagram for the quare tied concrete column hown in
More informationMAXIMUM BENDING MOMENT AND DUCTILITY OF R/HPFRCC BEAMS
MAXIMUM BENDING MOMENT AND DUCTILITY OF R/HPFRCC BEAMS Aleandro P. Fantilli 1, Hirozo Mihahi 2 and Paolo Vallini 1 (1) Politecnico di Torino, Torino, Italy (2) Tohoku Univerity, Sendai, Japan Abtract The
More informationA PROCEDURE FOR THE EVALUATION OF COUPLING BEAM CHARACTERISTICS OF COUPLED SHEAR WALLS
ASIAN JOURNA OF CII ENGINEERING (BUIDING AND HOUSING) O. 8, NO. 3 (7) PAGES 3-34 A PROCEDURE FOR THE EAUATION OF COUPING BEAM CHARACTERISTICS OF COUPED SHEAR WAS D. Bhunia,. Prakah and A.D. Pandey Department
More informationSHEAR STRENGTHENING OF RC BEAMS WITH NSM CFRP LAMINATES: EXPERIMENTAL RESEARCH AND ANALYTICAL FORMULATION. S. J. E. Dias 1 and J. A. O.
SHEAR STRENGTHENING OF RC BEAMS WITH NSM CFRP LAMINATES: EXPERIMENTAL RESEARCH AND ANALYTICAL FORMULATION S. J. E. Dia 1 and J. A. O. Barro 2 1 Aitant Pro., ISISE, Dep. o Civil Eng., Univ. o Minho, Azurém,
More informationResidual Strength of Concrete-encased Steel Angle Columns after Spalling of Cover Concrete
Reidual Strength of Concrete-encaed Steel Angle Column after Spalling of Cover Concrete *Chang-Soo Kim 1) and Hyeon-Jong Hwang ) 1) School of Civil Engineering, Shandong Jianzhu Univ., Jinan 50101, China
More informationCalculation Example. Strengthening for flexure
01-08-1 Strengthening or lexure 1 Lat 1 L Sektion 1-1 (Skala :1) be h hw A bw FRP The beam i a part o a lab in a parking garage and need to be trengthened or additional load. Simply upported with L=8.0
More informationAnalysis of Steel Fiber-Reinforced Concrete Elements Subjected to Shear
ACI STRUCTURAL JOURNAL TECHNICAL PAPER Title No. 113-S25 Analyi o Steel Fiber-Reinorced Conete Element Subjected to Shear by Seong-Cheol Lee, Jae-Yeol Cho, and Frank J. Vecchio In thi paper, a rational
More informationSIMULATING THE STRESS AND STRAIN BEHAVIOR OF LOESS VIA SCC MODEL
SIMULATING THE STRESS AND STRAIN BEHAVIOR OF LOESS VIA SCC MODEL M.D. LIU Faculty of Engineering, Univerity of Wollongong, Autralia, martindl@uow.edu.au J. LIU Faculty of Engineering, Univerity of Wollongong,
More informationExperimental and Numerical Study on Bar-Reinforced Concrete Filled Steel Tubular Columns Under Axial Compression
The Open Civil Engineering Journal, 211, 5, 19-115 19 Open Acce Experimental and Numerical Study on Bar-Reinforced Concrete Filled Steel Tubular Column Under Axial Compreion Jinheng Han * and Shuping Cong
More informationSEISMIC STRENGTH REDUCTION FACTOR FOR SINGLE AND MULTI-STOREY SHEAR BUILDINGS CONSIDERING SOIL- STRUCTURE INTERACTION
SEISMIC STRENGTH REDUCTION FACTOR FOR SINGLE AND MULTI-STOREY SHEAR BUILDINGS CONSIDERING SOIL- STRUCTURE INTERACTION Yang LU, Iman HAJIRASOULIHA * and Alec M. MARSHALL ABSTRACT A parametric analyi ha
More informationCONSISTENT INSERTION OF BOND-SLIP INTO BEAM FIBER ELEMENTS FOR BIAXIAL BENDING
CONSISEN INSERION OF BOND-S INO BEAM FIBER EEMENS FOR BIAXIA BENDING GIORIGO MONI AND ENRICO SPACONE 2 SMMARY In thi paper a new reinforced concrete beam finite element that explicitly account for the
More informationCHAPTER 4 COMPARISON OF PUSH-OUT TEST RESULTS WITH EXISTING STRENGTH PREDICTION METHODS
CHAPTER 4 COMPARISON OF PUSH-OUT TEST RESULTS WITH EXISTING STRENGTH PREDICTION METHODS 4.1 General Several tud trength rediction method have been develoed ince the 1970. Three o thee method are art o
More informationUnified Correlation between SPT-N and Shear Wave Velocity for all Soil Types
6 th International Conference on Earthquake Geotechnical Engineering 1-4 ovember 15 Chritchurch, ew Zealand Unified Correlation between SPT- and Shear Wave Velocity for all Soil Type C.-C. Tai 1 and T.
More informationANALYSIS OF SECTION. Behaviour of Beam in Bending
ANALYSIS OF SECTION Behaviour o Beam in Bening Conier a imply upporte eam ujecte to graually increaing loa. The loa caue the eam to en an eert a ening moment a hown in igure elow. The top urace o the eam
More informationSuggested Answers To Exercises. estimates variability in a sampling distribution of random means. About 68% of means fall
Beyond Significance Teting ( nd Edition), Rex B. Kline Suggeted Anwer To Exercie Chapter. The tatitic meaure variability among core at the cae level. In a normal ditribution, about 68% of the core fall
More informationChapter 12 Simple Linear Regression
Chapter 1 Simple Linear Regreion Introduction Exam Score v. Hour Studied Scenario Regreion Analyi ued to quantify the relation between (or more) variable o you can predict the value of one variable baed
More informationCHAPTER 8 OBSERVER BASED REDUCED ORDER CONTROLLER DESIGN FOR LARGE SCALE LINEAR DISCRETE-TIME CONTROL SYSTEMS
CHAPTER 8 OBSERVER BASED REDUCED ORDER CONTROLLER DESIGN FOR LARGE SCALE LINEAR DISCRETE-TIME CONTROL SYSTEMS 8.1 INTRODUCTION 8.2 REDUCED ORDER MODEL DESIGN FOR LINEAR DISCRETE-TIME CONTROL SYSTEMS 8.3
More informationResearch Article Reliability of Foundation Pile Based on Settlement and a Parameter Sensitivity Analysis
Mathematical Problem in Engineering Volume 2016, Article ID 1659549, 7 page http://dxdoiorg/101155/2016/1659549 Reearch Article Reliability of Foundation Pile Baed on Settlement and a Parameter Senitivity
More informationA Simple Higher Order Theory for Bending Analysis of Steel Beams
SSRG International Journal of Civil Engineering (SSRG-IJCE) volume Iue April 15 A Simple Higher Order Theory for Bending Analyi of Steel Beam T.K. Meghare 1, P.D. Jadhao 1 Department of Civil Engineering,
More informationPredicting the Shear Capacity of Reinforced Concrete Slabs subjected to Concentrated Loads close to Supports with the Modified Bond Model
Predicting the Shear Capacity of Reinforced Concrete Slab ubjected to Concentrated Load cloe to Support ith the Modified Bond Model Eva O.L. LANTSOGHT Aitant Profeor Univeridad San Francico de Quito elantoght@ufq.edu.ec
More informationCHAPTER 3 LITERATURE REVIEW ON LIQUEFACTION ANALYSIS OF GROUND REINFORCEMENT SYSTEM
CHAPTER 3 LITERATURE REVIEW ON LIQUEFACTION ANALYSIS OF GROUND REINFORCEMENT SYSTEM 3.1 The Simplified Procedure for Liquefaction Evaluation The Simplified Procedure wa firt propoed by Seed and Idri (1971).
More informationOnline supplementary information
Electronic Supplementary Material (ESI) for Soft Matter. Thi journal i The Royal Society of Chemitry 15 Online upplementary information Governing Equation For the vicou flow, we aume that the liquid thickne
More informationSocial Studies 201 Notes for March 18, 2005
1 Social Studie 201 Note for March 18, 2005 Etimation of a mean, mall ample ize Section 8.4, p. 501. When a reearcher ha only a mall ample ize available, the central limit theorem doe not apply to the
More informationA FUNCTIONAL BAYESIAN METHOD FOR THE SOLUTION OF INVERSE PROBLEMS WITH SPATIO-TEMPORAL PARAMETERS AUTHORS: CORRESPONDENCE: ABSTRACT
A FUNCTIONAL BAYESIAN METHOD FOR THE SOLUTION OF INVERSE PROBLEMS WITH SPATIO-TEMPORAL PARAMETERS AUTHORS: Zenon Medina-Cetina International Centre for Geohazard / Norwegian Geotechnical Intitute Roger
More informationRETROFIT OF LARGE BRIDGE PIERS WITH RECTANGULAR-HOLLOW CROSS-SECTION
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada Augut 1-6, 2004 Paper o. 2925 RETROFIT OF LARGE BRIDGE PIERS WITH RECTAGULAR-HOLLOW CROSS-SECTIO Georgio TSIOIS 1 and Artur V. PITO
More informationSIMPLIFIED SHAKING TABLE TEST METHODOLOGY USING EXTREMELY SMALL SCALED MODELS
13 th World Conference on Earthquake Engineering Vancouver,.C., Canada Augut 1-6, 2004 Paper No. 662 SIMPLIFIED SHAKING TALE TEST METHODOLOGY USING EXTREMELY SMALL SCALED MODELS Noriko TOKUI 1, Yuki SAKAI
More informationOne Dimensional Modeling of the Shape Memory Effect
odeling and Numerical Simulation o aterial Science, 3, 3, 4-8 http://dx.doi.org/.436/mnm.3.347 Publihed Online October 3 (http://www.cirp.org/journal/mnm) One Dimenional odeling o the Shape emory Eect
More informationDimension Effect on Dynamic Stress Equilibrium in SHPB Tests
International Journal of Material Phyic. ISSN 97-39X Volume 5, Numer 1 (1), pp. 15- International Reearch Pulication Houe http://www.irphoue.com Dimenion Effect on Dynamic Stre Equilirium in SHPB Tet Department
More informationApplication of Extended Scaling Law to the Surface Tension of Fluids of Wide Range of Molecular Shapes
Application o Extended caling Law to the urace enion o Fluid o Wide Range o Molecular hape Mohammad Hadi Ghatee, Ali oorghali (Department o Chemitry, College o cience, hiraz Univerity, hiraz 71454, Iran)
More informationCAPACITY OF STIFFENED STEEL SHEAR PANELS AS A STRUCTURAL CONTROL DAMPER
CAPACITY OF STIFFENED STEEL SHEAR PANELS AS A STRUCTURAL CONTROL DAMPER H.B. Ge 1, K. Kaneko and T. Uami 3 1,3 Profeor, Department of Civil Engineering, Meijo Univerity, Nagoya 458-85, Japan Graduate Student,
More informationMODELLING OF FRICTIONAL SOIL DAMPING IN FINITE ELEMENT ANALYSIS
MODELLING OF FRICTIONAL SOIL DAMPING IN FINITE ELEMENT ANALYSIS S. VAN BAARS Department of Science, Technology and Communication, Univerity of Luxembourg, Luxembourg ABSTRACT: In oil dynamic, the oil i
More informationStress Intensity Factors In Two Bonded Elastic Layers Containing Crack Perpendicular on the Interface with Different Elastic Properties
Stre Intenity Factor In Two Bonded latic Layer Containing Crack Perpendicular on the Interace with Dierent latic Propertie Mahdi Keikhaie1, Naer Keikhaie, Reza Keikhaie3, M.M. Kaykha3 1Department o Mechanical
More informationSize effect in behavior of lightly reinforced concrete beams
Size effect in behavior of lightly reinforced concrete beam M.L.Zak Ariel Univerity Ariel 47 Irael Abtract The aim of thi work i to ae the effect of ize (depth of ection in the behavior of reinforced concrete
More informationOPTIMAL COST DESIGN OF RIGID RAFT FOUNDATION
The Tenth Eat Aia-Pacific Conference on Structural Engineering and Contruction Augut 3-5, 2006, Bangkok, Thailand OPTIMAL COST DESIGN OF RIGID RAFT FOUNDATION P. K. BASUDHAR 1, A. DAS 2, S. K. DAS 2, A.
More informationAt the end of this lesson, the students should be able to understand:
Intructional Objective: At the end of thi leon, the tudent hould be able to undertand: Baic failure mechanim of riveted joint. Concept of deign of a riveted joint. 1. Strength of riveted joint: Strength
More informationMacromechanical Analysis of a Lamina
3, P. Joyce Macromechanical Analyi of a Lamina Generalized Hooke Law ij Cijklε ij C ijkl i a 9 9 matri! 3, P. Joyce Hooke Law Aume linear elatic behavior mall deformation ε Uniaial loading 3, P. Joyce
More informationPART I: AN EXPERIMENTAL STUDY INTO THE VISCOUS DAMPING RESPONSE OF PILE-CLAY INTERFACES
PART I: AN EXPERIMENTAL STUDY INTO THE VISCOUS DAMPING RESPONSE OF PILE-CLAY INTERFACES V. B. L. Chin, Gue & Partner Sdn Bhd, Malayia; Formerly Monah Univerity, Autralia J. P. Seidel, Foundation QA Pty
More informationTechnical Notes EC2 SERVICEABILITY CHECK OF POST-TENSIONED ELEMENTS 1. Bijan O Aalami 2
Pot-Tenioning Expertie and Deign May 7, 2015 TN465_EC2_erviceability_050715 EC2 SERVICEBILITY CHECK OF POST-TENSIONED ELEMENTS 1 Bijan O alami 2 Thi Technical te explain the erviceability check o pot-tenioned
More informationSocial Studies 201 Notes for November 14, 2003
1 Social Studie 201 Note for November 14, 2003 Etimation of a mean, mall ample ize Section 8.4, p. 501. When a reearcher ha only a mall ample ize available, the central limit theorem doe not apply to the
More informationMolecular Dynamics Simulations of Nonequilibrium Effects Associated with Thermally Activated Exothermic Reactions
Original Paper orma, 5, 9 7, Molecular Dynamic Simulation of Nonequilibrium Effect ociated with Thermally ctivated Exothermic Reaction Jerzy GORECKI and Joanna Natalia GORECK Intitute of Phyical Chemitry,
More informationAPPLICATION OF THE SINGLE IMPACT MICROINDENTATION FOR NON- DESTRUCTIVE TESTING OF THE FRACTURE TOUGHNESS OF NONMETALLIC AND POLYMERIC MATERIALS
APPLICATION OF THE SINGLE IMPACT MICROINDENTATION FOR NON- DESTRUCTIVE TESTING OF THE FRACTURE TOUGHNESS OF NONMETALLIC AND POLYMERIC MATERIALS REN A. P. INSTITUTE OF APPLIED PHYSICS OF THE NATIONAL ACADEMY
More informationORIGINAL ARTICLE Electron Mobility in InP at Low Electric Field Application
International Archive o Applied Science and Technology Volume [] March : 99-4 ISSN: 976-488 Society o Education, India Webite: www.oeagra.com/iaat.htm OIGINAL ATICLE Electron Mobility in InP at Low Electric
More informationFinite Element Analysis of a Fiber Bragg Grating Accelerometer for Performance Optimization
Finite Element Analyi of a Fiber Bragg Grating Accelerometer for Performance Optimization N. Baumallick*, P. Biwa, K. Dagupta and S. Bandyopadhyay Fiber Optic Laboratory, Central Gla and Ceramic Reearch
More informationSource slideplayer.com/fundamentals of Analytical Chemistry, F.J. Holler, S.R.Crouch. Chapter 6: Random Errors in Chemical Analysis
Source lideplayer.com/fundamental of Analytical Chemitry, F.J. Holler, S.R.Crouch Chapter 6: Random Error in Chemical Analyi Random error are preent in every meaurement no matter how careful the experimenter.
More informationInteraction of Pile-Soil-Pile in Battered Pile Groups under Statically Lateral Load
Interaction of Pile-Soil-Pile in Battered Pile Group under Statically Lateral Load H. Ghaemadeh 1*, M. Alibeikloo 2 1- Aitant Profeor, K. N. Tooi Univerity of Technology 2- M.Sc. Student, K. N. Tooi Univerity
More informationA SHELL MODEL WITH AN EQUIVALENT BOUNDARY FOR BURIED PIPELINES UNDER THE FAULT MOVEMENT
13 th World onference on Earthquake Engineering Vancouver,.., anada ugut 1-6, 2004 Paper No. 613 SHE MODE WITH N EQUIVENT OUNDRY FOR URIED PIPEINES UNDER THE FUT MOVEMENT i-wen IU 1, Shiro TKD 2 and Yu-Xian
More informationEffects of soil structure interaction on behavior of reinforced concrete structures
Journal of Structural Engineering & Applied Mechanic 18 Volume 1 Iue 1 Page 8-33 http://doi.org/1.3146/jeam.18.1833 www.goldenlightpublih.com RESEARCH ARTICLE Effect of oil tructure interaction on behavior
More informationSoftware Verification
EXAMPLE 17 Crack Width Analyi The crack width, wk, i calculated uing the methodology decribed in the Eurocode EN 1992-1-1:2004, Section 7.3.4, which make ue of the following expreion: (1) w = ( ),max ε
More informationTHE EXPERIMENTAL PERFORMANCE OF A NONLINEAR DYNAMIC VIBRATION ABSORBER
Proceeding of IMAC XXXI Conference & Expoition on Structural Dynamic February -4 Garden Grove CA USA THE EXPERIMENTAL PERFORMANCE OF A NONLINEAR DYNAMIC VIBRATION ABSORBER Yung-Sheng Hu Neil S Ferguon
More informationHorizontal Biaxial Loading Tests on Sliding Lead Rubber Bearing System
Horizontal Biaxial Loading Tet on Sliding Lead Rubber Bearing Sytem M. Yamamoto, H. Hamaguchi & N. Kamohita Takenaka Reearch and Development Intitute, Japan. M. Kikuchi & K. Ihii Hokkaido Univerity, Japan.
More informationUncertainty in long-term behavior and buckling of concrete-filled steel tubular. columns
APCOM & SCM 11-14 th Dember, 213, Singapore Uncertainty in long-term behavior and buckling of concrete-filled teel tubular column * Xue Shi, Wei Gao, Yong-Lin Pi, Mark A. Bradford 1 1 School of civil and
More informationStrain Transfer of Bonded FBG Sensor for Coal Mining Similar Model
Journal o Baic and Applied Pyic Aug. 05, Vol. 4 I. 3, PP. 0-8 Strain Traner o Bonded FBG Senor or Coal Mining Similar Model Guiua Zang Scool o College, Xi an Univerity o Science and Tecnology, Xi an 70054,
More informationEuler-Bernoulli Beams
Euler-Bernoulli Beam The Euler-Bernoulli beam theory wa etablihed around 750 with contribution from Leonard Euler and Daniel Bernoulli. Bernoulli provided an expreion for the train energy in beam bending,
More informationComparing Means: t-tests for Two Independent Samples
Comparing ean: t-tet for Two Independent Sample Independent-eaure Deign t-tet for Two Independent Sample Allow reearcher to evaluate the mean difference between two population uing data from two eparate
More informationDomain Optimization Analysis in Linear Elastic Problems * (Approach Using Traction Method)
Domain Optimization Analyi in Linear Elatic Problem * (Approach Uing Traction Method) Hideyuki AZEGAMI * and Zhi Chang WU *2 We preent a numerical analyi and reult uing the traction method for optimizing
More informationAnnex-A: RTTOV9 Cloud validation
RTTOV-91 Science and Validation Plan Annex-A: RTTOV9 Cloud validation Author O Embury C J Merchant The Univerity of Edinburgh Intitute for Atmo. & Environ. Science Crew Building King Building Edinburgh
More informationMECHANICAL PROPERTIES OF 3D RE-ENTRANT AUXETIC CELLULAR STRUCTURES
21 t International Conference on Compoite Material i an, 20-25 th Augut 2017 MECHANICAL PROPERTIES OF D RE-ENTRANT AUETIC CELLULAR STRUCTURES in-tao Wang, Bing Wang, iao-wen Li, Li Ma* * Center for Compoite
More informationDetermination of Flow Resistance Coefficients Due to Shrubs and Woody Vegetation
December 000 Determination of Flow Reitance Coefficient Due to hrub and Woody Vegetation by Ronald R. Copeland PURPOE: The purpoe of thi Technical Note i to tranmit reult of an experimental invetigation
More informationDerivation of the bearing strength perpendicular to the grain of locally loaded timber blocks.
Delft Wood Science Foundation Publication Serie 2006, nr. 3 - ISSN 1871-675X Derivation of the bearing trength perpendicular to the grain of locally loaded timber block. Baed on the equilibrium method
More informationAn assessment of the geometry effect of geosynthetics for base course reinforcements
International Journal of Tranportation Science and Technology vol. 1 no. 3 2012 page 247 257 247 An aement of the geometry effect of geoynthetic for bae coure reinforcement Xiaoming Yang, Ph.D. School
More informationFiber Reinforced Concrete, Chalmers research - an exposé
Seminar Fibre reinforced concrete and durability: Fiber Reinforced Concrete, Chalmer reearch - an expoé From micro to macro - or mall-cale to large-cale Chalmer reearch (PhD & licentiate): Carlo Gil Berrocal.
More informationCritical Height of Slopes in Homogeneous Soil: the Variational Solution
Critical Height of Slope in Homogeneou Soil: the Variational Solution Chen, Rong State Key Laboratory of Coatal and Offhore Engineering & Intitute of Geotechnical Engineering, Dalian Univerity of Technology,
More informationCyclic Response of R/C Jacketed Columns Including Modelling of the Interface Behaviour
Cyclic Repone of R/C Jacketed Column Including Modelling of the Interface Behaviour G.E. Thermou, V.K. Papanikolaou & A.J. Kappo Laboratory of R/C and Maonry Structure, Aritotle Univerity of Thealoniki,
More informationOptimal Coordination of Samples in Business Surveys
Paper preented at the ICES-III, June 8-, 007, Montreal, Quebec, Canada Optimal Coordination of Sample in Buine Survey enka Mach, Ioana Şchiopu-Kratina, Philip T Rei, Jean-Marc Fillion Statitic Canada New
More informationON THE APPROXIMATION ERROR IN HIGH DIMENSIONAL MODEL REPRESENTATION. Xiaoqun Wang
Proceeding of the 2008 Winter Simulation Conference S. J. Maon, R. R. Hill, L. Mönch, O. Roe, T. Jefferon, J. W. Fowler ed. ON THE APPROXIMATION ERROR IN HIGH DIMENSIONAL MODEL REPRESENTATION Xiaoqun Wang
More informationRecent updates in fatigue analysis with LS-DYNA
Livermore Sotware Technology Corp. New Feature February 2018 Recent update in atigue analyi with LS-DYNA Yun Huang, Zhe Cui Livermore Sotware Technology Corporation Abtract Thi paper review the recent
More informationChanges in Fresh and Saltwater Movement in a Coastal Aquifer by Land Surface Alteration
Firt International Conerence on Saltwater Intruion and Coatal Aquier Monitoring, Modeling, and Management. Eaouira, Morocco, April 3 5, 1 Change in Freh and Saltwater Movement in a Coatal Aquier by Land
More informationSeismic behavior of the special truss moment frame
A Modified Equation for Expected Maximum Shear Strength of the Special Segment for Deign of Special Tru Moment Frame SHIH-HO CHAO and SUBHASH C. GOE Seimic behavior of the pecial tru moment frame (STMF)
More informationGain and Phase Margins Based Delay Dependent Stability Analysis of Two- Area LFC System with Communication Delays
Gain and Phae Margin Baed Delay Dependent Stability Analyi of Two- Area LFC Sytem with Communication Delay Şahin Sönmez and Saffet Ayaun Department of Electrical Engineering, Niğde Ömer Halidemir Univerity,
More informationA Constraint Propagation Algorithm for Determining the Stability Margin. The paper addresses the stability margin assessment for linear systems
A Contraint Propagation Algorithm for Determining the Stability Margin of Linear Parameter Circuit and Sytem Lubomir Kolev and Simona Filipova-Petrakieva Abtract The paper addree the tability margin aement
More informationFORCE TRANSFER MECHANISMS AND SHEAR STRENGTH OF REINFORCED CONCRETE BEAM-COLUMN ELEMENTS
4th International Conference on Earthquake Engineering Taipei, Taiwan October 12-13, 2006 Paper No. 117 FORCE TRANSFER MECHANISMS AND SHEAR STRENGTH OF REINFORCED CONCRETE BEAM-COLUMN ELEMENTS Wu-Wei Kuo
More informationInfluence of ground water extraction in the seismic hazard of Mexico City
Geo-Environment and Landcape Evolution II 457 Influence of ground water extraction in the eimic hazard of Mexico City J. Avilé 1, L. E. Pérez-Rocha 2 & H. R. Aguilar 3 1 Intituto Mexicano de Tecnología
More informationAcceptance sampling uses sampling procedure to determine whether to
DOI: 0.545/mji.203.20 Bayeian Repetitive Deferred Sampling Plan Indexed Through Relative Slope K.K. Sureh, S. Umamahewari and K. Pradeepa Veerakumari Department of Statitic, Bharathiar Univerity, Coimbatore,
More informationAlternate Dispersion Measures in Replicated Factorial Experiments
Alternate Diperion Meaure in Replicated Factorial Experiment Neal A. Mackertich The Raytheon Company, Sudbury MA 02421 Jame C. Benneyan Northeatern Univerity, Boton MA 02115 Peter D. Krau The Raytheon
More informationEXPERIMENTAL RESULTS ON EARTH PRESSURES ON RIGID WALL UNDER SEISMIC CONDITION
3 th World Conference on Earthquake Engineering Vancouver, B.C., Canada Augut -6, 24 Paper No. 88 EXPERIMENTAL RESULTS ON EARTH PRESSURES ON RIGID WALL UNDER SEISMIC CONDITION Agatino Simone Lo Grao, Michele
More informationDetermination of Flow Resistance Coefficients Due to Shrubs and Woody Vegetation
ERDC/CL CETN-VIII-3 December 000 Determination of Flow Reitance Coefficient Due to hrub and Woody Vegetation by Ronald R. Copeland PURPOE: The purpoe of thi Technical Note i to tranmit reult of an experimental
More informationA SIMPLIFIED SEISMIC DESIGN METHOD FOR UNDERGROUND STRUCTURES BASED ON THE SHEAR STRAIN TRANSMITTING CHARACTERISTICS
A SMPLFED SESMC DESGN METHOD FOR UNDERGROUND STRUCTURES BASED ON THE SHEAR STRAN TRANSMTTNG CHARACTERSTCS Tutomu NSHOKA and Shieki UNJOH Public Work Reearch ntitute, -6, Minamihara, Tukuba, 35-856, JAPAN
More informationTransitional behaviors in well-graded coarse granular soils. Associate professor, State Key Laboratory of Coal Mine Disaster Dynamics and Control,
1 2 Tranitional behavior in well-graded coare granular oil 3 4 Yang Xiao, S.M.ASCE 1, M. R. Coop 2, Hong Liu 3, Hanlong Liu 4 and Jinghan Jiang 5 5 6 7 8 9 1 11 12 13 14 15 16 17 18 19 2 21 22 1. Yang
More informationDynamic Behaviour of Timber Footbridges
Contança RIGUEIRO MSc PhD Student EST-IPCB contança@et.ipcb.pt Dynamic Behaviour of Timber Footbridge Graduated in Civil Engineering in Univ. of Coimbra (1992). MSc, Univ. of Coimbra (1997). João NEGRÃO
More informationEmittance limitations due to collective effects for the TOTEM beams
LHC Project ote 45 June 0, 004 Elia.Metral@cern.ch Andre.Verdier@cern.ch Emittance limitation due to collective effect for the TOTEM beam E. Métral and A. Verdier, AB-ABP, CER Keyword: TOTEM, collective
More informationLecture 7: Testing Distributions
CSE 5: Sublinear (and Streaming) Algorithm Spring 014 Lecture 7: Teting Ditribution April 1, 014 Lecturer: Paul Beame Scribe: Paul Beame 1 Teting Uniformity of Ditribution We return today to property teting
More informationConsideration of Slenderness Effect in Columns
Conideration of Slenderne Effect in Column Read Ainment Text: Section 9.1; Code and Commentary: 10.10, 10.11 General Short Column - Slender Column - Strenth can be computed by coniderin only the column
More informationNUMERICAL SIMULATION OF DESICCATION CRACKING PROCESS BY WEAK COUPLING OF DESICCATION AND FRACTURE
Geotec., Cont. Mat. & Env., ISSN:86-990, Japan, DOI: http://dx.doi.org/0.660/07.33.535 NUMERICAL SIMULATION OF DESICCATION CRACKING PROCESS BY WEAK COUPLING OF DESICCATION AND FRACTURE *Sayako Hirobe and
More informationtwenty one concrete construction: materials & beams ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 lecture twenty one concrete construction: http:// nisee.berkeley.edu/godden materials & beams Concrete Beams
More informationIntroduction The CLEO detector and Y(5S) data sample Analysis techniques: Exclusive approach Inclusive approach Summary
Introduction The CLEO detector and Y(5S) data ample Analyi technique: Excluive approach Incluive approach Summary Victor Pavlunin Purdue Univerity CLEO collaboration Preented at Firt Meeting of the APS
More informationSIMPLE LINEAR REGRESSION
SIMPLE LINEAR REGRESSION In linear regreion, we conider the frequency ditribution of one variable (Y) at each of everal level of a econd variable (). Y i known a the dependent variable. The variable for
More informationShakedown and Limit Analysis of 90 o Pipe Bends Under Internal Pressure, Cyclic In-plane Bending and Cyclic Thermal Loading
Shakedown and Limit Analyi of 9 o ipe Bend Under Internal reure, Cyclic In-plane Bending and Cyclic Thermal Loading Haofeng Chen*, Jame Ure, Tianbai Li, Weihang Chen, Donald Mackenzie Department of Mechanical
More information2008 Physics Bowl Solutions
8 Phyic Bowl Solution # An # An # An # An # An E A C D 4 E B B A B 4 D C D C E 4 A 4 D 4 B 4 D 4 B 44 A 5 C 5 D 5 E 5 A 45 E 6 A 6 D 6 C 6 C 46 B 7 E 7 E 7 D 7 E 47 C 8 A 8 A 8 B 8 A 48 C 9 B 9 B 9 C 9
More informationA Numerical Study on Mixed Convection of Water Based Cuo Nanofluids in A Lid-Driven Square Enclosure: Effects of Viscosity Models
Proceeding o the nd World Congre on Mechanical, Chemical, and Material Engineering (MCM'16 Budapet, Hungary Augut 3, 016 Paper No. HTFF 117 DOI: 10.11159/ht16.117 A Numerical Study on Mixed Convection
More informationDepartment of Aerospace Engineering and Engineering Mechanics, University of Texas, Austin,
Buckling mode of elatic thin film on elatic ubtrate Haixia Mei and Rui Huang * Department of Aeropace Engineering and Engineering Mechanic, Univerity of Texa, Autin, TX 78712 Jun Young Chung and Chritopher
More informationResearch Article Shear Behavior of Concrete Beams Reinforced with GFRP Shear Reinforcement
International olymer Science Volume 215, Article ID 213583, 8 page http://dx.doi.org/1.1155/215/213583 Reearch Article Shear Behavior of Concrete Beam Reinforced with GFR Shear Reinforcement Heecheul Kim,
More informationTarzan s Dilemma for Elliptic and Cycloidal Motion
Tarzan Dilemma or Elliptic and Cycloidal Motion Yuji Kajiyama National Intitute o Technology, Yuge College, Shimo-Yuge 000, Yuge, Kamijima, Ehime, 794-593, Japan kajiyama@gen.yuge.ac.jp btract-in thi paper,
More informationClustering Methods without Given Number of Clusters
Clutering Method without Given Number of Cluter Peng Xu, Fei Liu Introduction A we now, mean method i a very effective algorithm of clutering. It mot powerful feature i the calability and implicity. However,
More information